December 17 2015
Melanie A Bachman Acting Executive Director Connecticut Siting Council 10 Franklin Square New Britain CT 06051
RE Notice of Exempt Modification for T-Mobile L700 Crown Site BU 881364 T-Mobile Site ID CT11782A Located at 123 Costelo Road Newington CT 06111 Latitude 41deg 39rsquo 1872rdquo Longitude -72deg 43rsquo 1719
Dear Ms Bachman
T-Mobile currently maintains six (6) antennas at the 95 foot level of the existing 145 foot monopole at 123 Costelo Road Newington CT The tower is owned by Crown Castle The property is owned by Costello Industries Inc T-Mobile now intends to install three (3) new antennas and three (3) RRUrsquos (non-antennas) The antennas would be installed at the 95 foot level of the tower with their existing equipment
Please note as per my correspondence with the Town of Newington and Cymon Holzschuh Siting Analyst for the Connecticut Siting Council this facility was not certified by the Council and the Town does not possess the original approval Please accept the correspondence as a waiver of the requirement to provide the record of the approval decision A copy of the correspondence is attached for your records
Kindly accept this letter as notification pursuant to Regulations of Connecticut State Agencies sect16-50j-73 for construction that constitutes an exempt modification pursuant to RCSA sect16-50j-72(b)(2) In accordance with RSCA sect 16-50j-73 a copy of this letter is being sent to Roy Zartarian Mayor for the Town of Newington as well as the property owner and the tower owner
Melanie A Bachman December 17 2015 Page 2
1 The proposed modifications will not result in an increase in the height of the existing tower
2 The proposed modification will not require the extension of the site boundary
3 The proposed modification will not increase noise levels at the facility by six decibels or moreor to levels that exceed state and local criteria
4 The operation of the replacement antennas will not increase radio frequency emissions at thefacility to a level at or above the Federal Communication Commission safety standard
5 The proposed modifications will not cause a change or alteration in the physical orenvironmental characteristics of the site
6 The existing structure and its foundation can support the proposed loading
For the foregoing reasons T-Mobile respectfully submits that the proposed modifications to the above-referenced telecommunications facility constitutes an exempt modification under RCSA sect 16-50j-72(b)(2) Please send approvalrejection letter to Attn Amanda Goodall
Sincerely
Amanda Goodall Real Estate Specialist 12 Gill Street Suite 5800 Woburn MA 01801 339-205-7017 AmandaGoodallcrowncastlecom Attachments
Tab 1 Exhibit-1 Compound plan and elevation depicting the planned changes
Melanie A Bachman December 17 2015 Page 3
Tab 2 Exhibit-2 Structural Modification Report Tab 4 Exhibit-3 General Power Density Table report (RF Emissions Analysis Report)
cc Roy Zartarian Mayor Town of Newington 131 Cedar Street Newington CT 06111
Crown Castle (Tower Owner) 12 Gill Street Suite 5800 Woburn Ma 01801
Costello Industries Inc (Property Owner) Attn Frank Costello 123 Costello Road Newington CT 06111
From Holzschuh CymonTo Goodall Amanda CSC-DL Siting CouncilSubject RE 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO
CT11782A) - CSC RequirementDate Wednesday December 16 2015 105535 AMAttachments image001png
This facility was not certificated by the Council and the Council does not have the original approval on record
The notification yoursquove provided waives the requirement for providing a record of approval decision I will add this to our records for future filings for this facility
Thank you
Cymon HolzschuhSiting AnalystConnecticut Siting Council10 Franklin SquareNew Britain CT 06051P 8608272941|F 8608272950
wwwctgovdeep
Conserving improving and protecting our natural resources and environmentEnsuring a clean affordable reliable and sustainable energy supply
From Goodall Amanda [mailtoAmandaGoodallcrowncastlecom] Sent Wednesday December 16 2015 1025 AMTo CSC-DL Siting CouncilSubject 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO CT11782A) - CSC Requirement
To Whom It May Concern
Please be advised both the township (email below) and Crown Castle as the tower owner do not have the original zoning resolution on file Please use this email as notification to waive this requirement as we will include this and the email from the township within our submission
Please let me know if you have any questions or need additional information Thank you in advance
AMANDA GOODALLReal Estate SpecialistT (339) 205-7017 | M (978) 790-8547AmandaGoodallcrowncastlecom
CROWN CASTLE12 Gill Street Suite 5800 Woburn MA 01801CrownCastlecom
Melanie A Bachman December 17 2015 Page 2
1 The proposed modifications will not result in an increase in the height of the existing tower
2 The proposed modification will not require the extension of the site boundary
3 The proposed modification will not increase noise levels at the facility by six decibels or moreor to levels that exceed state and local criteria
4 The operation of the replacement antennas will not increase radio frequency emissions at thefacility to a level at or above the Federal Communication Commission safety standard
5 The proposed modifications will not cause a change or alteration in the physical orenvironmental characteristics of the site
6 The existing structure and its foundation can support the proposed loading
For the foregoing reasons T-Mobile respectfully submits that the proposed modifications to the above-referenced telecommunications facility constitutes an exempt modification under RCSA sect 16-50j-72(b)(2) Please send approvalrejection letter to Attn Amanda Goodall
Sincerely
Amanda Goodall Real Estate Specialist 12 Gill Street Suite 5800 Woburn MA 01801 339-205-7017 AmandaGoodallcrowncastlecom Attachments
Tab 1 Exhibit-1 Compound plan and elevation depicting the planned changes
Melanie A Bachman December 17 2015 Page 3
Tab 2 Exhibit-2 Structural Modification Report Tab 4 Exhibit-3 General Power Density Table report (RF Emissions Analysis Report)
cc Roy Zartarian Mayor Town of Newington 131 Cedar Street Newington CT 06111
Crown Castle (Tower Owner) 12 Gill Street Suite 5800 Woburn Ma 01801
Costello Industries Inc (Property Owner) Attn Frank Costello 123 Costello Road Newington CT 06111
From Holzschuh CymonTo Goodall Amanda CSC-DL Siting CouncilSubject RE 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO
CT11782A) - CSC RequirementDate Wednesday December 16 2015 105535 AMAttachments image001png
This facility was not certificated by the Council and the Council does not have the original approval on record
The notification yoursquove provided waives the requirement for providing a record of approval decision I will add this to our records for future filings for this facility
Thank you
Cymon HolzschuhSiting AnalystConnecticut Siting Council10 Franklin SquareNew Britain CT 06051P 8608272941|F 8608272950
wwwctgovdeep
Conserving improving and protecting our natural resources and environmentEnsuring a clean affordable reliable and sustainable energy supply
From Goodall Amanda [mailtoAmandaGoodallcrowncastlecom] Sent Wednesday December 16 2015 1025 AMTo CSC-DL Siting CouncilSubject 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO CT11782A) - CSC Requirement
To Whom It May Concern
Please be advised both the township (email below) and Crown Castle as the tower owner do not have the original zoning resolution on file Please use this email as notification to waive this requirement as we will include this and the email from the township within our submission
Please let me know if you have any questions or need additional information Thank you in advance
AMANDA GOODALLReal Estate SpecialistT (339) 205-7017 | M (978) 790-8547AmandaGoodallcrowncastlecom
CROWN CASTLE12 Gill Street Suite 5800 Woburn MA 01801CrownCastlecom
Melanie A Bachman December 17 2015 Page 3
Tab 2 Exhibit-2 Structural Modification Report Tab 4 Exhibit-3 General Power Density Table report (RF Emissions Analysis Report)
cc Roy Zartarian Mayor Town of Newington 131 Cedar Street Newington CT 06111
Crown Castle (Tower Owner) 12 Gill Street Suite 5800 Woburn Ma 01801
Costello Industries Inc (Property Owner) Attn Frank Costello 123 Costello Road Newington CT 06111
From Holzschuh CymonTo Goodall Amanda CSC-DL Siting CouncilSubject RE 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO
CT11782A) - CSC RequirementDate Wednesday December 16 2015 105535 AMAttachments image001png
This facility was not certificated by the Council and the Council does not have the original approval on record
The notification yoursquove provided waives the requirement for providing a record of approval decision I will add this to our records for future filings for this facility
Thank you
Cymon HolzschuhSiting AnalystConnecticut Siting Council10 Franklin SquareNew Britain CT 06051P 8608272941|F 8608272950
wwwctgovdeep
Conserving improving and protecting our natural resources and environmentEnsuring a clean affordable reliable and sustainable energy supply
From Goodall Amanda [mailtoAmandaGoodallcrowncastlecom] Sent Wednesday December 16 2015 1025 AMTo CSC-DL Siting CouncilSubject 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO CT11782A) - CSC Requirement
To Whom It May Concern
Please be advised both the township (email below) and Crown Castle as the tower owner do not have the original zoning resolution on file Please use this email as notification to waive this requirement as we will include this and the email from the township within our submission
Please let me know if you have any questions or need additional information Thank you in advance
AMANDA GOODALLReal Estate SpecialistT (339) 205-7017 | M (978) 790-8547AmandaGoodallcrowncastlecom
CROWN CASTLE12 Gill Street Suite 5800 Woburn MA 01801CrownCastlecom
From Holzschuh CymonTo Goodall Amanda CSC-DL Siting CouncilSubject RE 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO
CT11782A) - CSC RequirementDate Wednesday December 16 2015 105535 AMAttachments image001png
This facility was not certificated by the Council and the Council does not have the original approval on record
The notification yoursquove provided waives the requirement for providing a record of approval decision I will add this to our records for future filings for this facility
Thank you
Cymon HolzschuhSiting AnalystConnecticut Siting Council10 Franklin SquareNew Britain CT 06051P 8608272941|F 8608272950
wwwctgovdeep
Conserving improving and protecting our natural resources and environmentEnsuring a clean affordable reliable and sustainable energy supply
From Goodall Amanda [mailtoAmandaGoodallcrowncastlecom] Sent Wednesday December 16 2015 1025 AMTo CSC-DL Siting CouncilSubject 123 Costello Road-Existing Telecommunication Tower located at 123 Costelo Road Newington (Crown Castle 881364 TMO CT11782A) - CSC Requirement
To Whom It May Concern
Please be advised both the township (email below) and Crown Castle as the tower owner do not have the original zoning resolution on file Please use this email as notification to waive this requirement as we will include this and the email from the township within our submission
Please let me know if you have any questions or need additional information Thank you in advance
AMANDA GOODALLReal Estate SpecialistT (339) 205-7017 | M (978) 790-8547AmandaGoodallcrowncastlecom
CROWN CASTLE12 Gill Street Suite 5800 Woburn MA 01801CrownCastlecom
From Minor Craig [mailtoCMinorNewingtonCTGov] Sent Friday December 11 2015 1204 PMTo Goodall AmandaSubject 123 Costello Road
Amanda
I have a thick file of letters between the CT Siting Council and the owners of the tower on 123 Costello Road You are welcome to come look through that file
I donrsquot have a copy of the original approval but you could probably get a copy of it from the Siting Council
Craig Minor AICPTown Planner
The information contained in this electronic message may be confidential andor privilegedIf you received this in error please inform the sender and remove any record of thismessage Please note that messages to or from the Town of Newington may be subject toFreedom of Information statutes and regulations
This email may contain confidential or privileged material Use or disclosure of it by anyone other than the recipient is unauthorized If you are not an intended recipient please delete this email
tnxTower Report - version 6141
Date October 20 2015
Timothy Howell Paul J Ford and CompanyCrown Castle 250 E Broad Street Suite 6003530 Toringdon Way Suite 300 Columbus OH 43215Charlotte NC 28277 6142216679
Subject Structural Modification Report
Carrier Designation T-Mobile Co-LocateCarrier Site Number CT11782ACarrier Site Name CT782Costello MP
Crown Castle Designation Crown Castle BU Number 881364Crown Castle Site Name NewingtonCrown Castle JDE Job Number 347010Crown Castle Work Order Number 1128584Crown Castle Application Number 309450 Rev 0
Engineering Firm Designation Paul J Ford and Company Project Number 37515-07570067700
Site Data 123 Costelo Road Newington Hartford County CTLatitude 41deg 39 1872 Longitude -72deg 43 1719145 Foot - Monopole Tower
Dear Timothy Howell
Paul J Ford and Company is pleased to submit this ldquoStructural Modification Reportrdquo to determine thestructural integrity of the above mentioned tower This analysis has been performed in accordance with theCrown Castle Structural lsquoStatement of Workrsquo and the terms of Crown Castle Purchase Order Number 837418 inaccordance with application 309450 revision 0
The purpose of the analysis is to determine acceptability of the tower stress level Based on our analysis wehave determined the tower stress level for the structure and foundation under the following load case to be
LC47 Modified Structure w Existing + Reserved + Proposed Sufficient CapacityNote See Table I and Table II for the proposed and existingreserved loading respectively
The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIAEIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice 376 mph with 075 inch icethickness and 50 mph under service loads
All modifications and equipment proposed in this report shall be installed in accordance with the attacheddrawings for the determined available structural capacity to be effective
We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services toyou and Crown Castle If you have any questions or need further assistance on this or any other projectsplease give us a call
Respectfully submitted by
Jared Smith EIStructural Designer
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 2
tnxTower Report - version 6141
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable InformationTable 2 - Existing and Reserved Antenna and Cable Information
3) ANALYSIS PROCEDURETable 3 - Documents Provided31) Analysis Method32) Assumptions
4) ANALYSIS RESULTSTable 4 - Section Capacity (Summary)Table 5 ndash Tower Components vs Capacity41) Recommendations
5) APPENDIX AtnxTower Output
6) APPENDIX BBase Level Drawing
7) APPENDIX CAdditional Calculations
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 3
tnxTower Report - version 6141
1) INTRODUCTION
This tower is a 145 ft Monopole tower designed by SUMMIT in October of 1997 The tower was originallydesigned for a wind speed of 75 mph per TIAEIA-222-F
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIAEIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice 376 mph with 075 inch icethickness and 50 mph under service loads
Table 1 - Proposed Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
940 9503 commscope
LNX-6515DS-A1M w MountPipe - - -
3 ericsson RRUS 11 B12
Table 2 - Existing and Reserved Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1330
13902 andrew VHLP25-11
62
51612
1
2 dragonwave HORIZON COMPACT
1350
3 argus technologiesLLPX310R-V1 w Mount
Pipe
1 motorola TIMING 2000
3samsung
telecommunicationsWIMAX DAP HEAD
1330 1 tower mounts Platform Mount [LP 712-1]
1240 1240
3 alcatel lucent TD-RRH8x20-25
4 1-14 1
3 rfs celwaveAPXVSPP18-C-A20 w
Mount Pipe
3 rfs celwaveAPXVTM14-C-120 w
Mount Pipe
3 rfs celwave IBC1900BB-1
3 rfs celwave IBC1900HG-2A
1 tower mounts Platform Mount [LP 712-1]
1220
12203 alcatel lucent
PCS 1900MHz 4x45W-65MHz
- - 11 tower mounts Pipe Mount [PM 601-3]
1180 3 alcatel lucent800MHz 2X50W RRH
WFILTER
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 4
tnxTower Report - version 6141
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1140
1160 1 lucent KS24019-L112A - - 1
1140
3 alcatel lucent RRH2X60-PCS
1 1-58 2
3 alcatel lucent RRH2x60-700
3 alcatel lucent RRH4X45-AWS4 B66
9 andrewSBNHH-1D65B w Mount
Pipe
1 rfs celwave DB-T1-6Z-8AB-0Z
3 antelBXA-800634CFx5 w
Mount Pipe131
1-5812
11 rfs celwave DB-T1-6Z-8AB-0Z
6 rfs celwave FD9R60042C-3L
1 tower mounts Platform Mount [LP 712-1]
1050 1050
3 ericsson RRUS 11 B2
1221
1-583438
1
6 ericsson RRUS-11
3kmw
communicationsAM-X-CD-16-65-00T-RET
w Mount Pipe
6powerwave
technologies777000 w Mount Pipe
12powerwave
technologiesLGP2140X
1 raycap DC6-48-60-18-8F
1 tower mounts Platform Mount [LP 712-1]
940
950
3 ericssonERICSSON AIR 21 B2A
B4P w Mount Pipe
13 1-58 13 ericssonERICSSON AIR 21 B4A
B2P w Mount Pipe
9403 ericsson KRY 112 1441
1 tower mounts Platform Mount [LP 712-1]
870 8703 kathrein 742 213 w Mount Pipe
6 1-58 31 tower mounts Pipe Mount [PM 601-3]
820 820 2 tower mounts Side Arm Mount [SO 305-1] - - 3
770 7701 symmetricom 58532A
1 12 11 tower mounts Side Arm Mount [SO 701-1]
Notes1) Existing Equipment2) Reserved Equipment3) Equipment To Be Removed
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 5
tnxTower Report - version 6141
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Dr Clarence Welti 8101999 1425352 CCISITES
4-TOWER FOUNDATIONDRAWINGSDESIGNSPECS
Summit 5153 8111999 1425473 CCISITES
4-TOWER MANUFACTURERDRAWINGS
Summit 5153 8101999 1425417 CCISITES
31) Analysis Method
tnxTower (version 6141) a commercially available analysis software package was used to create athree-dimensional model of the tower and calculate member stresses for various loading casesSelected output from the analysis is included in Appendix A
32) Assumptions
1) Tower and structures were built in accordance with the manufacturerrsquos specifications2) The tower and structures have been maintained in accordance with the manufacturerrsquos
specification3) The configuration of antennas transmission cables mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings4) Monopole will be reinforced in conformance with the attached proposed modification drawings
This analysis may be affected if any assumptions are not valid or have been made in error Paul JFord and Company should be notified to determine the effect on the structural integrity of the tower
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 6
tnxTower Report - version 6141
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
SectionNo
Elevation (ft)Component
TypeSize
CriticalElement
P (K)SFP_allow
(K)
CapacityPass Fail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 Pass
L2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 Pass
L3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 Pass
L4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 Pass
L5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 Pass
L6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
Summary
Pole (L3) 996 Pass
Rating = 996 Pass
Table 5 - Tower Component Stresses vs Capacity ndash LC47
Notes Component Elevation (ft) Capacity Pass Fail
1 Anchor Rods 0 885 Pass
1 Base Plate 0 881 Pass
1Base Foundation
Steel0 674 Pass
12Base FoundationSoil Interaction
0 756 Pass
1 Flange Connection 130 68 Pass
Structure Rating (max from all components) = 996
Notes1) See additional documentation in Appendix C - Additional Calculations for calculations supporting the capacity listed2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee held in
January 2010 the existing caisson foundation was analyzed using the methodology in the software lsquoPLS-Caissonrsquo(Version 810 or newer by Power Line Systems Inc) Per the methods in PLS-Caisson the soil reactions of cohesivesoils are calculated using 8CD independent of the depth of the soil layer The depth of soil to be ignored at the top ofthe caisson is the greater of the geotechnical reportrsquos recommendation the frost depth of the site or half of the caissondiameter
41) Recommendations
See attached proposed modification drawings
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
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Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
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tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
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SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
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CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
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Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
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tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
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Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
tnxTower Report - version 6141
APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
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23
45
6
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50
00
45
25
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50
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81
81
81
81
81
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ess
(in
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18
75
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31
25
03
75
00
47
03
04
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2
So
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en
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(ft)
45
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24
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LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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ljfo
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GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
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14
22
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67
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MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
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14
22
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MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
tnxTower Report - version 6141
Date October 20 2015
Timothy Howell Paul J Ford and CompanyCrown Castle 250 E Broad Street Suite 6003530 Toringdon Way Suite 300 Columbus OH 43215Charlotte NC 28277 6142216679
Subject Structural Modification Report
Carrier Designation T-Mobile Co-LocateCarrier Site Number CT11782ACarrier Site Name CT782Costello MP
Crown Castle Designation Crown Castle BU Number 881364Crown Castle Site Name NewingtonCrown Castle JDE Job Number 347010Crown Castle Work Order Number 1128584Crown Castle Application Number 309450 Rev 0
Engineering Firm Designation Paul J Ford and Company Project Number 37515-07570067700
Site Data 123 Costelo Road Newington Hartford County CTLatitude 41deg 39 1872 Longitude -72deg 43 1719145 Foot - Monopole Tower
Dear Timothy Howell
Paul J Ford and Company is pleased to submit this ldquoStructural Modification Reportrdquo to determine thestructural integrity of the above mentioned tower This analysis has been performed in accordance with theCrown Castle Structural lsquoStatement of Workrsquo and the terms of Crown Castle Purchase Order Number 837418 inaccordance with application 309450 revision 0
The purpose of the analysis is to determine acceptability of the tower stress level Based on our analysis wehave determined the tower stress level for the structure and foundation under the following load case to be
LC47 Modified Structure w Existing + Reserved + Proposed Sufficient CapacityNote See Table I and Table II for the proposed and existingreserved loading respectively
The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIAEIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice 376 mph with 075 inch icethickness and 50 mph under service loads
All modifications and equipment proposed in this report shall be installed in accordance with the attacheddrawings for the determined available structural capacity to be effective
We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services toyou and Crown Castle If you have any questions or need further assistance on this or any other projectsplease give us a call
Respectfully submitted by
Jared Smith EIStructural Designer
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 2
tnxTower Report - version 6141
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable InformationTable 2 - Existing and Reserved Antenna and Cable Information
3) ANALYSIS PROCEDURETable 3 - Documents Provided31) Analysis Method32) Assumptions
4) ANALYSIS RESULTSTable 4 - Section Capacity (Summary)Table 5 ndash Tower Components vs Capacity41) Recommendations
5) APPENDIX AtnxTower Output
6) APPENDIX BBase Level Drawing
7) APPENDIX CAdditional Calculations
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 3
tnxTower Report - version 6141
1) INTRODUCTION
This tower is a 145 ft Monopole tower designed by SUMMIT in October of 1997 The tower was originallydesigned for a wind speed of 75 mph per TIAEIA-222-F
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIAEIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice 376 mph with 075 inch icethickness and 50 mph under service loads
Table 1 - Proposed Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
940 9503 commscope
LNX-6515DS-A1M w MountPipe - - -
3 ericsson RRUS 11 B12
Table 2 - Existing and Reserved Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1330
13902 andrew VHLP25-11
62
51612
1
2 dragonwave HORIZON COMPACT
1350
3 argus technologiesLLPX310R-V1 w Mount
Pipe
1 motorola TIMING 2000
3samsung
telecommunicationsWIMAX DAP HEAD
1330 1 tower mounts Platform Mount [LP 712-1]
1240 1240
3 alcatel lucent TD-RRH8x20-25
4 1-14 1
3 rfs celwaveAPXVSPP18-C-A20 w
Mount Pipe
3 rfs celwaveAPXVTM14-C-120 w
Mount Pipe
3 rfs celwave IBC1900BB-1
3 rfs celwave IBC1900HG-2A
1 tower mounts Platform Mount [LP 712-1]
1220
12203 alcatel lucent
PCS 1900MHz 4x45W-65MHz
- - 11 tower mounts Pipe Mount [PM 601-3]
1180 3 alcatel lucent800MHz 2X50W RRH
WFILTER
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 4
tnxTower Report - version 6141
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1140
1160 1 lucent KS24019-L112A - - 1
1140
3 alcatel lucent RRH2X60-PCS
1 1-58 2
3 alcatel lucent RRH2x60-700
3 alcatel lucent RRH4X45-AWS4 B66
9 andrewSBNHH-1D65B w Mount
Pipe
1 rfs celwave DB-T1-6Z-8AB-0Z
3 antelBXA-800634CFx5 w
Mount Pipe131
1-5812
11 rfs celwave DB-T1-6Z-8AB-0Z
6 rfs celwave FD9R60042C-3L
1 tower mounts Platform Mount [LP 712-1]
1050 1050
3 ericsson RRUS 11 B2
1221
1-583438
1
6 ericsson RRUS-11
3kmw
communicationsAM-X-CD-16-65-00T-RET
w Mount Pipe
6powerwave
technologies777000 w Mount Pipe
12powerwave
technologiesLGP2140X
1 raycap DC6-48-60-18-8F
1 tower mounts Platform Mount [LP 712-1]
940
950
3 ericssonERICSSON AIR 21 B2A
B4P w Mount Pipe
13 1-58 13 ericssonERICSSON AIR 21 B4A
B2P w Mount Pipe
9403 ericsson KRY 112 1441
1 tower mounts Platform Mount [LP 712-1]
870 8703 kathrein 742 213 w Mount Pipe
6 1-58 31 tower mounts Pipe Mount [PM 601-3]
820 820 2 tower mounts Side Arm Mount [SO 305-1] - - 3
770 7701 symmetricom 58532A
1 12 11 tower mounts Side Arm Mount [SO 701-1]
Notes1) Existing Equipment2) Reserved Equipment3) Equipment To Be Removed
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 5
tnxTower Report - version 6141
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Dr Clarence Welti 8101999 1425352 CCISITES
4-TOWER FOUNDATIONDRAWINGSDESIGNSPECS
Summit 5153 8111999 1425473 CCISITES
4-TOWER MANUFACTURERDRAWINGS
Summit 5153 8101999 1425417 CCISITES
31) Analysis Method
tnxTower (version 6141) a commercially available analysis software package was used to create athree-dimensional model of the tower and calculate member stresses for various loading casesSelected output from the analysis is included in Appendix A
32) Assumptions
1) Tower and structures were built in accordance with the manufacturerrsquos specifications2) The tower and structures have been maintained in accordance with the manufacturerrsquos
specification3) The configuration of antennas transmission cables mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings4) Monopole will be reinforced in conformance with the attached proposed modification drawings
This analysis may be affected if any assumptions are not valid or have been made in error Paul JFord and Company should be notified to determine the effect on the structural integrity of the tower
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 6
tnxTower Report - version 6141
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
SectionNo
Elevation (ft)Component
TypeSize
CriticalElement
P (K)SFP_allow
(K)
CapacityPass Fail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 Pass
L2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 Pass
L3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 Pass
L4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 Pass
L5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 Pass
L6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
Summary
Pole (L3) 996 Pass
Rating = 996 Pass
Table 5 - Tower Component Stresses vs Capacity ndash LC47
Notes Component Elevation (ft) Capacity Pass Fail
1 Anchor Rods 0 885 Pass
1 Base Plate 0 881 Pass
1Base Foundation
Steel0 674 Pass
12Base FoundationSoil Interaction
0 756 Pass
1 Flange Connection 130 68 Pass
Structure Rating (max from all components) = 996
Notes1) See additional documentation in Appendix C - Additional Calculations for calculations supporting the capacity listed2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee held in
January 2010 the existing caisson foundation was analyzed using the methodology in the software lsquoPLS-Caissonrsquo(Version 810 or newer by Power Line Systems Inc) Per the methods in PLS-Caisson the soil reactions of cohesivesoils are calculated using 8CD independent of the depth of the soil layer The depth of soil to be ignored at the top ofthe caisson is the greater of the geotechnical reportrsquos recommendation the frost depth of the site or half of the caissondiameter
41) Recommendations
See attached proposed modification drawings
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
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Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
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SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
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CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
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Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
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tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
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Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
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APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
ctio
n1
23
45
6
Le
ng
th(f
t)1
50
00
45
25
04
50
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17
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80
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40
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Nu
mb
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ide
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81
81
81
81
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8
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ess
(in
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18
75
02
50
00
31
25
03
75
00
47
03
04
89
2
So
cke
tL
en
gth
(ft)
45
00
52
50
To
pD
ia(i
n)
24
00
00
26
77
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33
92
47
40
66
25
43
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35
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tD
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26
77
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Gra
de
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02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
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TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
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21
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GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
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au
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co
m
MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 2
tnxTower Report - version 6141
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable InformationTable 2 - Existing and Reserved Antenna and Cable Information
3) ANALYSIS PROCEDURETable 3 - Documents Provided31) Analysis Method32) Assumptions
4) ANALYSIS RESULTSTable 4 - Section Capacity (Summary)Table 5 ndash Tower Components vs Capacity41) Recommendations
5) APPENDIX AtnxTower Output
6) APPENDIX BBase Level Drawing
7) APPENDIX CAdditional Calculations
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 3
tnxTower Report - version 6141
1) INTRODUCTION
This tower is a 145 ft Monopole tower designed by SUMMIT in October of 1997 The tower was originallydesigned for a wind speed of 75 mph per TIAEIA-222-F
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIAEIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice 376 mph with 075 inch icethickness and 50 mph under service loads
Table 1 - Proposed Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
940 9503 commscope
LNX-6515DS-A1M w MountPipe - - -
3 ericsson RRUS 11 B12
Table 2 - Existing and Reserved Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1330
13902 andrew VHLP25-11
62
51612
1
2 dragonwave HORIZON COMPACT
1350
3 argus technologiesLLPX310R-V1 w Mount
Pipe
1 motorola TIMING 2000
3samsung
telecommunicationsWIMAX DAP HEAD
1330 1 tower mounts Platform Mount [LP 712-1]
1240 1240
3 alcatel lucent TD-RRH8x20-25
4 1-14 1
3 rfs celwaveAPXVSPP18-C-A20 w
Mount Pipe
3 rfs celwaveAPXVTM14-C-120 w
Mount Pipe
3 rfs celwave IBC1900BB-1
3 rfs celwave IBC1900HG-2A
1 tower mounts Platform Mount [LP 712-1]
1220
12203 alcatel lucent
PCS 1900MHz 4x45W-65MHz
- - 11 tower mounts Pipe Mount [PM 601-3]
1180 3 alcatel lucent800MHz 2X50W RRH
WFILTER
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 4
tnxTower Report - version 6141
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1140
1160 1 lucent KS24019-L112A - - 1
1140
3 alcatel lucent RRH2X60-PCS
1 1-58 2
3 alcatel lucent RRH2x60-700
3 alcatel lucent RRH4X45-AWS4 B66
9 andrewSBNHH-1D65B w Mount
Pipe
1 rfs celwave DB-T1-6Z-8AB-0Z
3 antelBXA-800634CFx5 w
Mount Pipe131
1-5812
11 rfs celwave DB-T1-6Z-8AB-0Z
6 rfs celwave FD9R60042C-3L
1 tower mounts Platform Mount [LP 712-1]
1050 1050
3 ericsson RRUS 11 B2
1221
1-583438
1
6 ericsson RRUS-11
3kmw
communicationsAM-X-CD-16-65-00T-RET
w Mount Pipe
6powerwave
technologies777000 w Mount Pipe
12powerwave
technologiesLGP2140X
1 raycap DC6-48-60-18-8F
1 tower mounts Platform Mount [LP 712-1]
940
950
3 ericssonERICSSON AIR 21 B2A
B4P w Mount Pipe
13 1-58 13 ericssonERICSSON AIR 21 B4A
B2P w Mount Pipe
9403 ericsson KRY 112 1441
1 tower mounts Platform Mount [LP 712-1]
870 8703 kathrein 742 213 w Mount Pipe
6 1-58 31 tower mounts Pipe Mount [PM 601-3]
820 820 2 tower mounts Side Arm Mount [SO 305-1] - - 3
770 7701 symmetricom 58532A
1 12 11 tower mounts Side Arm Mount [SO 701-1]
Notes1) Existing Equipment2) Reserved Equipment3) Equipment To Be Removed
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 5
tnxTower Report - version 6141
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Dr Clarence Welti 8101999 1425352 CCISITES
4-TOWER FOUNDATIONDRAWINGSDESIGNSPECS
Summit 5153 8111999 1425473 CCISITES
4-TOWER MANUFACTURERDRAWINGS
Summit 5153 8101999 1425417 CCISITES
31) Analysis Method
tnxTower (version 6141) a commercially available analysis software package was used to create athree-dimensional model of the tower and calculate member stresses for various loading casesSelected output from the analysis is included in Appendix A
32) Assumptions
1) Tower and structures were built in accordance with the manufacturerrsquos specifications2) The tower and structures have been maintained in accordance with the manufacturerrsquos
specification3) The configuration of antennas transmission cables mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings4) Monopole will be reinforced in conformance with the attached proposed modification drawings
This analysis may be affected if any assumptions are not valid or have been made in error Paul JFord and Company should be notified to determine the effect on the structural integrity of the tower
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 6
tnxTower Report - version 6141
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
SectionNo
Elevation (ft)Component
TypeSize
CriticalElement
P (K)SFP_allow
(K)
CapacityPass Fail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 Pass
L2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 Pass
L3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 Pass
L4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 Pass
L5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 Pass
L6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
Summary
Pole (L3) 996 Pass
Rating = 996 Pass
Table 5 - Tower Component Stresses vs Capacity ndash LC47
Notes Component Elevation (ft) Capacity Pass Fail
1 Anchor Rods 0 885 Pass
1 Base Plate 0 881 Pass
1Base Foundation
Steel0 674 Pass
12Base FoundationSoil Interaction
0 756 Pass
1 Flange Connection 130 68 Pass
Structure Rating (max from all components) = 996
Notes1) See additional documentation in Appendix C - Additional Calculations for calculations supporting the capacity listed2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee held in
January 2010 the existing caisson foundation was analyzed using the methodology in the software lsquoPLS-Caissonrsquo(Version 810 or newer by Power Line Systems Inc) Per the methods in PLS-Caisson the soil reactions of cohesivesoils are calculated using 8CD independent of the depth of the soil layer The depth of soil to be ignored at the top ofthe caisson is the greater of the geotechnical reportrsquos recommendation the frost depth of the site or half of the caissondiameter
41) Recommendations
See attached proposed modification drawings
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 22
tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 23
tnxTower Report - version 6141
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
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CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
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Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
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tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
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Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
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APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
ctio
n1
23
45
6
Le
ng
th(f
t)1
50
00
45
25
04
50
00
17
50
02
80
00
40
00
Nu
mb
er
ofS
ide
s1
81
81
81
81
81
8
Th
ickn
ess
(in
)0
18
75
02
50
00
31
25
03
75
00
47
03
04
89
2
So
cke
tL
en
gth
(ft)
45
00
52
50
To
pD
ia(i
n)
24
00
00
26
77
00
33
92
47
40
66
25
43
90
35
49
08
92
Bo
tD
ia(i
n)
26
77
00
35
27
00
42
26
00
43
90
35
49
08
92
49
83
00
Gra
de
A6
07
-65
Re
inf6
05
4ks
iR
ein
f6
17
0ks
i
We
igh
t(K
)0
83
85
73
06
51
02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
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XIS
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45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
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C
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21
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FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
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C
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NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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ljfo
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MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
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14
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16
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BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
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ljfo
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m
MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 3
tnxTower Report - version 6141
1) INTRODUCTION
This tower is a 145 ft Monopole tower designed by SUMMIT in October of 1997 The tower was originallydesigned for a wind speed of 75 mph per TIAEIA-222-F
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIAEIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice 376 mph with 075 inch icethickness and 50 mph under service loads
Table 1 - Proposed Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
940 9503 commscope
LNX-6515DS-A1M w MountPipe - - -
3 ericsson RRUS 11 B12
Table 2 - Existing and Reserved Antenna and Cable Information
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1330
13902 andrew VHLP25-11
62
51612
1
2 dragonwave HORIZON COMPACT
1350
3 argus technologiesLLPX310R-V1 w Mount
Pipe
1 motorola TIMING 2000
3samsung
telecommunicationsWIMAX DAP HEAD
1330 1 tower mounts Platform Mount [LP 712-1]
1240 1240
3 alcatel lucent TD-RRH8x20-25
4 1-14 1
3 rfs celwaveAPXVSPP18-C-A20 w
Mount Pipe
3 rfs celwaveAPXVTM14-C-120 w
Mount Pipe
3 rfs celwave IBC1900BB-1
3 rfs celwave IBC1900HG-2A
1 tower mounts Platform Mount [LP 712-1]
1220
12203 alcatel lucent
PCS 1900MHz 4x45W-65MHz
- - 11 tower mounts Pipe Mount [PM 601-3]
1180 3 alcatel lucent800MHz 2X50W RRH
WFILTER
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 4
tnxTower Report - version 6141
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1140
1160 1 lucent KS24019-L112A - - 1
1140
3 alcatel lucent RRH2X60-PCS
1 1-58 2
3 alcatel lucent RRH2x60-700
3 alcatel lucent RRH4X45-AWS4 B66
9 andrewSBNHH-1D65B w Mount
Pipe
1 rfs celwave DB-T1-6Z-8AB-0Z
3 antelBXA-800634CFx5 w
Mount Pipe131
1-5812
11 rfs celwave DB-T1-6Z-8AB-0Z
6 rfs celwave FD9R60042C-3L
1 tower mounts Platform Mount [LP 712-1]
1050 1050
3 ericsson RRUS 11 B2
1221
1-583438
1
6 ericsson RRUS-11
3kmw
communicationsAM-X-CD-16-65-00T-RET
w Mount Pipe
6powerwave
technologies777000 w Mount Pipe
12powerwave
technologiesLGP2140X
1 raycap DC6-48-60-18-8F
1 tower mounts Platform Mount [LP 712-1]
940
950
3 ericssonERICSSON AIR 21 B2A
B4P w Mount Pipe
13 1-58 13 ericssonERICSSON AIR 21 B4A
B2P w Mount Pipe
9403 ericsson KRY 112 1441
1 tower mounts Platform Mount [LP 712-1]
870 8703 kathrein 742 213 w Mount Pipe
6 1-58 31 tower mounts Pipe Mount [PM 601-3]
820 820 2 tower mounts Side Arm Mount [SO 305-1] - - 3
770 7701 symmetricom 58532A
1 12 11 tower mounts Side Arm Mount [SO 701-1]
Notes1) Existing Equipment2) Reserved Equipment3) Equipment To Be Removed
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 5
tnxTower Report - version 6141
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Dr Clarence Welti 8101999 1425352 CCISITES
4-TOWER FOUNDATIONDRAWINGSDESIGNSPECS
Summit 5153 8111999 1425473 CCISITES
4-TOWER MANUFACTURERDRAWINGS
Summit 5153 8101999 1425417 CCISITES
31) Analysis Method
tnxTower (version 6141) a commercially available analysis software package was used to create athree-dimensional model of the tower and calculate member stresses for various loading casesSelected output from the analysis is included in Appendix A
32) Assumptions
1) Tower and structures were built in accordance with the manufacturerrsquos specifications2) The tower and structures have been maintained in accordance with the manufacturerrsquos
specification3) The configuration of antennas transmission cables mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings4) Monopole will be reinforced in conformance with the attached proposed modification drawings
This analysis may be affected if any assumptions are not valid or have been made in error Paul JFord and Company should be notified to determine the effect on the structural integrity of the tower
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 6
tnxTower Report - version 6141
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
SectionNo
Elevation (ft)Component
TypeSize
CriticalElement
P (K)SFP_allow
(K)
CapacityPass Fail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 Pass
L2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 Pass
L3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 Pass
L4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 Pass
L5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 Pass
L6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
Summary
Pole (L3) 996 Pass
Rating = 996 Pass
Table 5 - Tower Component Stresses vs Capacity ndash LC47
Notes Component Elevation (ft) Capacity Pass Fail
1 Anchor Rods 0 885 Pass
1 Base Plate 0 881 Pass
1Base Foundation
Steel0 674 Pass
12Base FoundationSoil Interaction
0 756 Pass
1 Flange Connection 130 68 Pass
Structure Rating (max from all components) = 996
Notes1) See additional documentation in Appendix C - Additional Calculations for calculations supporting the capacity listed2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee held in
January 2010 the existing caisson foundation was analyzed using the methodology in the software lsquoPLS-Caissonrsquo(Version 810 or newer by Power Line Systems Inc) Per the methods in PLS-Caisson the soil reactions of cohesivesoils are calculated using 8CD independent of the depth of the soil layer The depth of soil to be ignored at the top ofthe caisson is the greater of the geotechnical reportrsquos recommendation the frost depth of the site or half of the caissondiameter
41) Recommendations
See attached proposed modification drawings
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 22
tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 23
tnxTower Report - version 6141
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 24
tnxTower Report - version 6141
CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 25
tnxTower Report - version 6141
Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 27
tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
tnxTower Report - version 6141
Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
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APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
ctio
n1
23
45
6
Le
ng
th(f
t)1
50
00
45
25
04
50
00
17
50
02
80
00
40
00
Nu
mb
er
ofS
ide
s1
81
81
81
81
81
8
Th
ickn
ess
(in
)0
18
75
02
50
00
31
25
03
75
00
47
03
04
89
2
So
cke
tL
en
gth
(ft)
45
00
52
50
To
pD
ia(i
n)
24
00
00
26
77
00
33
92
47
40
66
25
43
90
35
49
08
92
Bo
tD
ia(i
n)
26
77
00
35
27
00
42
26
00
43
90
35
49
08
92
49
83
00
Gra
de
A6
07
-65
Re
inf6
05
4ks
iR
ein
f6
17
0ks
i
We
igh
t(K
)0
83
85
73
06
51
02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
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IC
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45
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BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
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600middot
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TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
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GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
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600middot
C
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FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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ljfo
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NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
rd
co
m
MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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ljfo
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BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
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m
MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 4
tnxTower Report - version 6141
MountingLevel (ft)
CenterLine
Elevation(ft)
Numberof
Antennas
AntennaManufacturer
Antenna ModelNumberof FeedLines
FeedLineSize(in)
Note
1140
1160 1 lucent KS24019-L112A - - 1
1140
3 alcatel lucent RRH2X60-PCS
1 1-58 2
3 alcatel lucent RRH2x60-700
3 alcatel lucent RRH4X45-AWS4 B66
9 andrewSBNHH-1D65B w Mount
Pipe
1 rfs celwave DB-T1-6Z-8AB-0Z
3 antelBXA-800634CFx5 w
Mount Pipe131
1-5812
11 rfs celwave DB-T1-6Z-8AB-0Z
6 rfs celwave FD9R60042C-3L
1 tower mounts Platform Mount [LP 712-1]
1050 1050
3 ericsson RRUS 11 B2
1221
1-583438
1
6 ericsson RRUS-11
3kmw
communicationsAM-X-CD-16-65-00T-RET
w Mount Pipe
6powerwave
technologies777000 w Mount Pipe
12powerwave
technologiesLGP2140X
1 raycap DC6-48-60-18-8F
1 tower mounts Platform Mount [LP 712-1]
940
950
3 ericssonERICSSON AIR 21 B2A
B4P w Mount Pipe
13 1-58 13 ericssonERICSSON AIR 21 B4A
B2P w Mount Pipe
9403 ericsson KRY 112 1441
1 tower mounts Platform Mount [LP 712-1]
870 8703 kathrein 742 213 w Mount Pipe
6 1-58 31 tower mounts Pipe Mount [PM 601-3]
820 820 2 tower mounts Side Arm Mount [SO 305-1] - - 3
770 7701 symmetricom 58532A
1 12 11 tower mounts Side Arm Mount [SO 701-1]
Notes1) Existing Equipment2) Reserved Equipment3) Equipment To Be Removed
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 5
tnxTower Report - version 6141
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Dr Clarence Welti 8101999 1425352 CCISITES
4-TOWER FOUNDATIONDRAWINGSDESIGNSPECS
Summit 5153 8111999 1425473 CCISITES
4-TOWER MANUFACTURERDRAWINGS
Summit 5153 8101999 1425417 CCISITES
31) Analysis Method
tnxTower (version 6141) a commercially available analysis software package was used to create athree-dimensional model of the tower and calculate member stresses for various loading casesSelected output from the analysis is included in Appendix A
32) Assumptions
1) Tower and structures were built in accordance with the manufacturerrsquos specifications2) The tower and structures have been maintained in accordance with the manufacturerrsquos
specification3) The configuration of antennas transmission cables mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings4) Monopole will be reinforced in conformance with the attached proposed modification drawings
This analysis may be affected if any assumptions are not valid or have been made in error Paul JFord and Company should be notified to determine the effect on the structural integrity of the tower
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 6
tnxTower Report - version 6141
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
SectionNo
Elevation (ft)Component
TypeSize
CriticalElement
P (K)SFP_allow
(K)
CapacityPass Fail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 Pass
L2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 Pass
L3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 Pass
L4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 Pass
L5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 Pass
L6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
Summary
Pole (L3) 996 Pass
Rating = 996 Pass
Table 5 - Tower Component Stresses vs Capacity ndash LC47
Notes Component Elevation (ft) Capacity Pass Fail
1 Anchor Rods 0 885 Pass
1 Base Plate 0 881 Pass
1Base Foundation
Steel0 674 Pass
12Base FoundationSoil Interaction
0 756 Pass
1 Flange Connection 130 68 Pass
Structure Rating (max from all components) = 996
Notes1) See additional documentation in Appendix C - Additional Calculations for calculations supporting the capacity listed2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee held in
January 2010 the existing caisson foundation was analyzed using the methodology in the software lsquoPLS-Caissonrsquo(Version 810 or newer by Power Line Systems Inc) Per the methods in PLS-Caisson the soil reactions of cohesivesoils are calculated using 8CD independent of the depth of the soil layer The depth of soil to be ignored at the top ofthe caisson is the greater of the geotechnical reportrsquos recommendation the frost depth of the site or half of the caissondiameter
41) Recommendations
See attached proposed modification drawings
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
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tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
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tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
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tnxTower Report - version 6141
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
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CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
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tnxTower Report - version 6141
Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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tnxTower Report - version 6141
Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
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tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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tnxTower Report - version 6141
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
tnxTower Report - version 6141
Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
tnxTower Report - version 6141
APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
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23
45
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LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
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TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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au
ljfo
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co
m
GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
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14
22
16
67
9w
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au
ljfo
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co
m
FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
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co
m
MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 5
tnxTower Report - version 6141
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Dr Clarence Welti 8101999 1425352 CCISITES
4-TOWER FOUNDATIONDRAWINGSDESIGNSPECS
Summit 5153 8111999 1425473 CCISITES
4-TOWER MANUFACTURERDRAWINGS
Summit 5153 8101999 1425417 CCISITES
31) Analysis Method
tnxTower (version 6141) a commercially available analysis software package was used to create athree-dimensional model of the tower and calculate member stresses for various loading casesSelected output from the analysis is included in Appendix A
32) Assumptions
1) Tower and structures were built in accordance with the manufacturerrsquos specifications2) The tower and structures have been maintained in accordance with the manufacturerrsquos
specification3) The configuration of antennas transmission cables mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings4) Monopole will be reinforced in conformance with the attached proposed modification drawings
This analysis may be affected if any assumptions are not valid or have been made in error Paul JFord and Company should be notified to determine the effect on the structural integrity of the tower
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 6
tnxTower Report - version 6141
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
SectionNo
Elevation (ft)Component
TypeSize
CriticalElement
P (K)SFP_allow
(K)
CapacityPass Fail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 Pass
L2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 Pass
L3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 Pass
L4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 Pass
L5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 Pass
L6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
Summary
Pole (L3) 996 Pass
Rating = 996 Pass
Table 5 - Tower Component Stresses vs Capacity ndash LC47
Notes Component Elevation (ft) Capacity Pass Fail
1 Anchor Rods 0 885 Pass
1 Base Plate 0 881 Pass
1Base Foundation
Steel0 674 Pass
12Base FoundationSoil Interaction
0 756 Pass
1 Flange Connection 130 68 Pass
Structure Rating (max from all components) = 996
Notes1) See additional documentation in Appendix C - Additional Calculations for calculations supporting the capacity listed2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee held in
January 2010 the existing caisson foundation was analyzed using the methodology in the software lsquoPLS-Caissonrsquo(Version 810 or newer by Power Line Systems Inc) Per the methods in PLS-Caisson the soil reactions of cohesivesoils are calculated using 8CD independent of the depth of the soil layer The depth of soil to be ignored at the top ofthe caisson is the greater of the geotechnical reportrsquos recommendation the frost depth of the site or half of the caissondiameter
41) Recommendations
See attached proposed modification drawings
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 22
tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 23
tnxTower Report - version 6141
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
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CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
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Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 27
tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
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Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
tnxTower Report - version 6141
APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
ctio
n1
23
45
6
Le
ng
th(f
t)1
50
00
45
25
04
50
00
17
50
02
80
00
40
00
Nu
mb
er
ofS
ide
s1
81
81
81
81
81
8
Th
ickn
ess
(in
)0
18
75
02
50
00
31
25
03
75
00
47
03
04
89
2
So
cke
tL
en
gth
(ft)
45
00
52
50
To
pD
ia(i
n)
24
00
00
26
77
00
33
92
47
40
66
25
43
90
35
49
08
92
Bo
tD
ia(i
n)
26
77
00
35
27
00
42
26
00
43
90
35
49
08
92
49
83
00
Gra
de
A6
07
-65
Re
inf6
05
4ks
iR
ein
f6
17
0ks
i
We
igh
t(K
)0
83
85
73
06
51
02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
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XIS
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45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
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600middot
C
olu
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21
5
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FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
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C
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21
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NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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ljfo
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MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
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14
22
16
67
9w
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ljfo
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BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
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MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 6
tnxTower Report - version 6141
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
SectionNo
Elevation (ft)Component
TypeSize
CriticalElement
P (K)SFP_allow
(K)
CapacityPass Fail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 Pass
L2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 Pass
L3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 Pass
L4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 Pass
L5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 Pass
L6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
Summary
Pole (L3) 996 Pass
Rating = 996 Pass
Table 5 - Tower Component Stresses vs Capacity ndash LC47
Notes Component Elevation (ft) Capacity Pass Fail
1 Anchor Rods 0 885 Pass
1 Base Plate 0 881 Pass
1Base Foundation
Steel0 674 Pass
12Base FoundationSoil Interaction
0 756 Pass
1 Flange Connection 130 68 Pass
Structure Rating (max from all components) = 996
Notes1) See additional documentation in Appendix C - Additional Calculations for calculations supporting the capacity listed2) According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee held in
January 2010 the existing caisson foundation was analyzed using the methodology in the software lsquoPLS-Caissonrsquo(Version 810 or newer by Power Line Systems Inc) Per the methods in PLS-Caisson the soil reactions of cohesivesoils are calculated using 8CD independent of the depth of the soil layer The depth of soil to be ignored at the top ofthe caisson is the greater of the geotechnical reportrsquos recommendation the frost depth of the site or half of the caissondiameter
41) Recommendations
See attached proposed modification drawings
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 22
tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 23
tnxTower Report - version 6141
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 24
tnxTower Report - version 6141
CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 25
tnxTower Report - version 6141
Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 26
tnxTower Report - version 6141
Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 27
tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 28
tnxTower Report - version 6141
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
tnxTower Report - version 6141
Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
tnxTower Report - version 6141
APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
ctio
n1
23
45
6
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50
00
45
25
04
50
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80
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Nu
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ide
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81
81
81
81
81
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ickn
ess
(in
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18
75
02
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31
25
03
75
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47
03
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89
2
So
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en
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(ft)
45
00
52
50
To
pD
ia(i
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24
00
00
26
77
00
33
92
47
40
66
25
43
90
35
49
08
92
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ia(i
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26
77
00
35
27
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42
26
00
43
90
35
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08
92
49
83
00
Gra
de
A6
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Re
inf6
05
4ks
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ein
f6
17
0ks
i
We
igh
t(K
)0
83
85
73
06
51
02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
rd
co
m
GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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ljfo
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MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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au
ljfo
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BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 7
tnxTower Report - version 6141
APPENDIX A
TNXTOWER OUTPUT
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 22
tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
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SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
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CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
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Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
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tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
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Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
tnxTower Report - version 6141
APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
ctio
n1
23
45
6
Le
ng
th(f
t)1
50
00
45
25
04
50
00
17
50
02
80
00
40
00
Nu
mb
er
ofS
ide
s1
81
81
81
81
81
8
Th
ickn
ess
(in
)0
18
75
02
50
00
31
25
03
75
00
47
03
04
89
2
So
cke
tL
en
gth
(ft)
45
00
52
50
To
pD
ia(i
n)
24
00
00
26
77
00
33
92
47
40
66
25
43
90
35
49
08
92
Bo
tD
ia(i
n)
26
77
00
35
27
00
42
26
00
43
90
35
49
08
92
49
83
00
Gra
de
A6
07
-65
Re
inf6
05
4ks
iR
ein
f6
17
0ks
i
We
igh
t(K
)0
83
85
73
06
51
02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
rd
co
m
FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
rd
co
m
BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
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MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 8
tnxTower Report - version 6141
Tower Input Data
There is a pole sectionThis tower is designed using the TIAEIA-222-F standardThe following design criteria apply
1) Tower is located in Hartford County Connecticut2) Basic wind speed of 80 mph3) Nominal ice thickness of 10000 in4) Ice thickness is considered to increase with height5) Ice density of 56000 pcf6) A wind speed of 38 mph is used in combination with ice7) Deflections calculated using a wind speed of 50 mph8) A non-linear (P-delta) analysis was used9) Pressures are calculated at each section10) Stress ratio used in pole design is 133311) Local bending stresses due to climbing loads feed line supports and appurtenance mounts are
not considered
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals radic Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification radic Use Clear Spans For Wind Area Ignore Redundant Members in FEA
radic Use Code Stress Ratios radic Use Clear Spans For KLr SR Leg Bolts Resist Compression radic Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable radic Escalate Ice radic Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz radic Use Azimuth Dish Coefficients radic Consider Feedline Torque Use Special Wind Profile radic Project Wind Area of Appurt Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends radic Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC 6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation
ft
SectionLength
ft
SpliceLength
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 145000-130000
15000 0000 18 240000 267700 01875 07500 A607-65(65 ksi)
L2 130000-84750
45250 4500 18 267700 352700 02500 10000 A607-65(65 ksi)
L3 84750-44250 45000 5250 18 339247 422600 03125 12500 A607-65(65 ksi)
L4 44250-32000 17500 0000 18 406625 439035 03750 15000 A607-65(65 ksi)
L5 32000-4000 28000 0000 18 439035 490892 04703 18814 Reinf 6054 ksi(61 ksi)
L6 4000-0000 4000 18 490892 498300 04892 19569 Reinf 6170 ksi(62 ksi)
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 22
tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 23
tnxTower Report - version 6141
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 24
tnxTower Report - version 6141
CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 25
tnxTower Report - version 6141
Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 26
tnxTower Report - version 6141
Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 27
tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 28
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
tnxTower Report - version 6141
Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
tnxTower Report - version 6141
APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
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23
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81
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18
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31
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(ft)
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24
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26
77
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33
92
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66
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26
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Gra
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igh
t(K
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83
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02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
rd
co
m
GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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p
au
ljfo
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m
FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
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co
m
MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 9
tnxTower Report - version 6141
Tapered Pole Properties
Section Tip Diain
Areain2
Iin4
rin
Cin
ICin3
Jin4
ItQin2
win
wt
L1 243702 141714 10152211 84534 121920 832694 20317780 70871 38940 20768271830 158199 14123200 94368 135992 1038535 28264984 79115 43815 23368
L2 271830 210436 18698421 94146 135992 1374969 37421446 105238 42715 17086358141 277884 43055913 124321 179172 2403055 86168481 138968 57675 2307
L3 352944 333391 47586642 119323 172337 2761248 95235899 166727 54207 17346429119 416067 92493804 148914 214681 4308434 18510931
4208073 68878 22041
L4 422771 479523 98330478 143021 206566 4760251 196790341
239807 64966 17324
445808 518098 124021775
154526 223030 5560767 248206741
259098 70670 18845
L5 445808 648397 154533190
154188 223030 6928808 309269719
324260 68992 14669
498465 725811 216755604
172597 249373 8692021 433796420
362974 78119 16609
L6 498465 754653 225193878
172530 249373 9030400 450684072
377398 77787 159
505987 766156 235649546
175160 253136 9309192 471609166
383151 79091 16167
TowerElevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust FactorAf
AdjustFactor
Ar
Weight Mult Double AngleStitch BoltSpacing
Diagonalsin
Double AngleStitch BoltSpacing
Horizontalsin
L1 145000-130000
1 1 1
L2 130000-84750
1 1 1
L3 84750-44250
1 1 1
L4 44250-32000
1 1 1
L5 32000-4000
1 1 1
L6 4000-0000
1 1 1
Feed LineLinear Appurtenances - Entered As Area
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfATCB-B01-005( 516) C No Inside Pole 133000 - 0000 6 No Ice
12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
FSJ4-50B(12) C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
HB114-1-08U4-M5J(114)
C No Inside Pole 124000 - 0000 4 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF4-50A(12) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 10
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klfLDF7-50A(1-58) C No CaAa (Out Of
Face)114000 - 0000 2 No Ice
12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010002000400110030
HB158-1-08U8-S8J18(1-58)
C No CaAa (Out OfFace)
114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01980298039805980998
00010003000500110031
LCF158-50A(1-58) C No Inside Pole 105000 - 0000 12 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
FB-L98B-002-75000(38)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000000000000000000
WR-VG86ST-BRD(34)
C No Inside Pole 105000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
561(1-58) C No CaAa (Out OfFace)
94000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
01630263036205620962
00010003000500100029
HJ7-50A(1-58) C No CaAa (Out OfFace)
94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010003000500110030
LDF4-50A(12) C No CaAa (Out OfFace)
77000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00000001000200070023
AVA7-50(1-58) C No Inside Pole 114000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
2 Conduit (1 12EMT)
C No Inside Pole 105000 - 0000 1 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
HJ7-50A(1-58) C No Inside Pole 94000 - 0000 6 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
LDF7-50A(1-58) C No CaAa (Out OfFace)
114000 - 0000 10 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010002000400110030
2 Conduit (1 12EMT)
C No Inside Pole 133000 - 0000 2 No Ice12 Ice1 Ice2 Ice4 Ice
00000000000000000000
00010001000100010001
1 14 Flat
ReinforcementC No CaAa (Out Of
Face)35000 - 0000 1 No Ice
12 Ice1 Ice
020803190431
000100020004
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 11
tnxTower Report - version 6141
Description Faceor
Leg
AllowShield
ComponentType
Placement
ft
TotalNumber
CAAA
ft2ft
Weight
klf2 Ice4 Ice
06531097
00080020
Feed LineLinear Appurtenances Section Areas
TowerSectio
n
TowerElevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
000000000000
000000000000
000000000000
0000000018878
000000001030
L3 84750-44250 ABC
000000000000
000000000000
000000000000
0000000030638
000000001836
L4 44250-32000 ABC
000000000000
000000000000
000000000000
000000009892
000000000559
L5 32000-4000 ABC
000000000000
000000000000
000000000000
0000000027015
000000001299
L6 4000-0000 ABC
000000000000
000000000000
000000000000
000000003859
000000000186
Feed LineLinear Appurtenances Section Areas - With Ice
TowerSectio
n
TowerElevation
ft
Faceor
Leg
IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
KL1 145000-130000 A
BC
1187 000000000000
000000000000
000000000000
000000000000
000000000009
L2 130000-84750 ABC
1151 000000000000
000000000000
000000000000
0000000041211
000000003055
L3 84750-44250 ABC
1083 000000000000
000000000000
000000000000
0000000067937
000000005597
L4 44250-32000 ABC
1017 000000000000
000000000000
000000000000
0000000021231
000000001607
L5 32000-4000 ABC
1000 000000000000
000000000000
000000000000
0000000055638
000000003455
L6 4000-0000 ABC
1000 000000000000
000000000000
000000000000
000000007948
000000000494
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 145000-130000 00000 00000 00000 00000L2 130000-84750 -04915 02838 -08739 05046L3 84750-44250 -07953 04591 -13770 07950
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 12
tnxTower Report - version 6141
Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L4 44250-32000 -08563 04944 -14667 08468L5 32000-4000 -10035 05794 -16591 09579L6 4000-0000 -10156 05864 -16954 09788
Discrete Tower Loads
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
LLPX310R-V1 w Mount
PipeA From Leg 4000
00002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
LLPX310R-V1 w MountPipe
C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
50655480590567888704
29833526408653138131
00450083012602320544
HORIZON COMPACT A From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
HORIZON COMPACT B From Leg 400000006000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
08410966109913922082
04290525062908631435
00120018002600480122
TIMING 2000 A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
01260177023703830778
01260177023703830778
00010002000500140052
WIMAX DAP HEAD A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
18041988218025893512
07780918106713912143
00330045005800940201
WIMAX DAP HEAD C From Leg 400000002000
0000 133000 No Ice12Ice
180419882180
077809181067
003300450058
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 13
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
25893512
13912143
00940201
Platform Mount [LP 712-1] C None 0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(2) 6 x 2 Mount Pipe A From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe B From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
(2) 6 x 2 Mount Pipe C From Leg 400000002000
0000 133000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
APXVSPP18-C-A20 w
Mount PipeA From Leg 4000
00000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVSPP18-C-A20 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6946812790211084414851
00830151022704060909
APXVTM14-C-120 wMount Pipe
A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
APXVTM14-C-120 wMount Pipe
C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
713476628183925611526
495957546472801011412
00770131019303380752
TD-RRH8x20-25 A From Leg 4000 0000 124000 No Ice 4720 1703 0070
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 14
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
00000000
12Ice
1 Ice2 Ice4 Ice
5014531659487314
1920214526223680
0097012802010397
TD-RRH8x20-25 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
TD-RRH8x20-25 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
47205014531659487314
17031920214526223680
00700097012802010397
IBC1900BB-1 A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900BB-1 C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
IBC1900HG-2A C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
11271273142717612534
05330647077010411688
00220030003900650147
6 x 2 Mount Pipe A From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 15
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6 x 2 Mount Pipe C From Leg 400000000000
0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
Platform Mount [LP 712-1] C None 0000 124000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
800MHz 2X50W RRH
WFILTERA From Leg 4000
0000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
A From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
B From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
B From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
800MHz 2X50W RRHWFILTER
C From Leg 40000000-4000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
24012613283333004337
22542460267531324148
00640086011101720338
PCS 1900MHz 4x45W-65MHz
C From Leg 400000000000
0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
27092948319537164862
26112847309236084744
00600083011001730347
Pipe Mount [PM 601-3] C None 0000 122000 No Ice12Ice
1 Ice2 Ice4 Ice
439054806570875013110
439054806570875013110
01950237028003650534
BXA-800634CFx5 w
Mount PipeA From Leg 4000
00000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
BXA-800634CFx5 wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
539958446299
361642174834
002800700118
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 16
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
72409261
61619183
02330573
BXA-800634CFx5 wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
53995844629972409261
36164217483461619183
00280070011802330573
KS24019-L112A A From Leg 400000002000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
01560225030204840951
01560225030204840951
00050007000900180056
(2) FD9R60042C-3L A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
DB-T1-6Z-8AB-0Z B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) FD9R60042C-3L B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
(2) FD9R60042C-3L C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
03670451054307551281
00850136019603430740
00030005000900200063
Platform Mount [LP 712-1] C None 0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
(3) SBNHH-1D65B wMount Pipe
A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
(3) SBNHH-1D65B wMount Pipe
C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
8648927898971116413816
7420845493471118315219
00810153023404210939
RRH2x60-700 A From Leg 40000000
0000 114000 No Ice12
39574272
18162075
00600083
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 17
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0000 Ice1 Ice2 Ice4 Ice
459652716722
236029574253
010901730354
RRH2x60-700 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH2x60-700 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
39574272459652716722
18162075236029574253
00600083010901730354
RRH4X45-AWS4 B66 A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH4X45-AWS4 B66 C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
31033358362141735381
17591979220926943767
00640084010801650326
RRH2X60-PCS A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS B From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
RRH2X60-PCS C From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
25672791302535174606
20112218243528943915
00550075009901550313
DB-T1-6Z-8AB-0Z A From Leg 400000000000
0000 114000 No Ice12Ice
1 Ice2 Ice4 Ice
56005915624069148365
23332558279132844373
00440080012002130455
(2) 777000 w Mount Pipe A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 18
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) 777000 w Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
(2) 777000 w Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
622167147218825710476
482055086213767211061
00860143020803560761
AM-X-CD-16-65-00T-RETw Mount Pipe
A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
AM-X-CD-16-65-00T-RETw Mount Pipe
C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
8498914997671103113679
6304747983681017914024
00740139021203850874
RRUS 11 B2 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B2 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
(2) RRUS-11 A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
32493491374142685426
13731551173821383042
00480068009201500310
(2) RRUS-11 C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice
32493491374142685426
13731551173821383042
00480068009201500310
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 19
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
4 Ice(4) LGP2140X A From Leg 4000
00000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
(4) LGP2140X C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
12601416158119362750
03780493061708901541
00140021003000550135
DC6-48-60-18-8F A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14671667187823333378
14671667187823333378
00190037005701050239
Platform Mount [LP 712-1] C None 0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 105000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
ERICSSON AIR 21 B2A
B4P w Mount PipeA From Leg 4000
00001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
682573477863
564264807257
011201690233
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 20
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1 Ice2 Ice4 Ice
892611175
886412293
03830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
ERICSSON AIR 21 B2AB4P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
682573477863892611175
564264807257886412293
01120169023303830807
ERICSSON AIR 21 B4AB2P w Mount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
681573377853891611165
563364727248885412280
01120169023203830806
KRY 112 1441 A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
KRY 112 1441 C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
04080497059408151359
02040273035105330999
00110014001900320082
Platform Mount [LP 712-1] C None 0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
2453029940353504617067810
2453029940353504617067810
13351646195625773820
6 x 2 Mount Pipe A From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe B From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
6 x 2 Mount Pipe C From Leg 400000000000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
14251925229430604702
14251925229430604702
00220033004800900231
LNX-6515DS-A1M wMount Pipe
A From Leg 40000000
0000 94000 No Ice12
1168312404
984211366
00830173
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 21
tnxTower Report - version 6141
Description Faceor
Leg
OffsetType
OffsetsHorz
LateralVert
ftftft
AzimuthAdjustmen
t
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
1000 Ice1 Ice2 Ice4 Ice
131351460117875
129141526720139
027305061151
LNX-6515DS-A1M wMount Pipe
B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
LNX-6515DS-A1M wMount Pipe
C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
1168312404131351460117875
984211366129141526720139
00830173027305061151
RRUS 11 B12 A From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 B From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
RRUS 11 B12 C From Leg 400000001000
0000 94000 No Ice12Ice
1 Ice2 Ice4 Ice
33063550380243345501
13611540172821303038
00510072009501530314
58532A C From Leg 400000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
02210290036705481014
02210290036705481014
00000003000600170060
Side Arm Mount [SO 701-1]
C From Leg 200000000000
0000 77000 No Ice12Ice
1 Ice2 Ice4 Ice
08501140143020103170
16702340301043507030
00650079009301210177
Dishes
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
KVHLP25-11 A Paraboloid
wShroud (HP)FromLeg
10000000
0000 133000 2917 No Ice12 Ice
66807070
00480080
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 22
tnxTower Report - version 6141
Description Faceor
Leg
DishType
OffsetType
OffsetsHorz
LateralVert
ft
AzimuthAdjustment
deg
3 dBBeamWidth
deg
Elevation
ft
OutsideDiameter
ft
ApertureArea
ft2
Weight
K6000 1 Ice
2 Ice4 Ice
746082309780
012001900340
VHLP25-11 C ParaboloidwShroud (HP)
FromLeg
100000006000
0000 133000 2917 No Ice12 Ice1 Ice2 Ice4 Ice
66807070746082309780
00480080012001900340
Tower Pressures - No Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0025 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0023 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0020 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0017 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0016 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0016 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Tower Pressure - With Ice
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0005 11867 34698 ABC
000000000000
346983469834698
34698 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0005 11512 125653 ABC
000000000000
125653125653125653
125653 100001000010000
000000000000
00000000
41211L3 84750-
4425064300 121 0004 10833 137739 A
BC
000000000000
137739137739137739
137739 100001000010000
000000000000
00000000
67937L4 44250-
3200038071 1042 0004 10173 45872 A
BC
000000000000
458724587245872
45872 100001000010000
000000000000
00000000
21231L5 32000-
400017740 1 0004 10000 113158 A
BC
000000000000
113158113158113158
113158 100001000010000
000000000000
00000000
55638L6 4000-0000 1995 1 0004 10000 17153 A 0000 17153 17153 10000 0000 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 23
tnxTower Report - version 6141
SectionElevation
ft
z
ft
KZ qz
ksf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
00000000
1715317153
1000010000
00000000
00007948
Tower Pressure - Service
GH = 1690
SectionElevation
ft
z
ft
KZ qz
ksf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 145000-130000
137364 1503 0010 31731 ABC
000000000000
317313173131731
31731 100001000010000
000000000000
000000000000
L2 130000-84750
106682 1398 0009 116971
ABC
000000000000
116971116971116971
116971 100001000010000
000000000000
00000000
18878L3 84750-
4425064300 121 0008 12996
8ABC
000000000000
129968129968129968
129968 100001000010000
000000000000
00000000
30638L4 44250-
3200038071 1042 0007 43660 A
BC
000000000000
436604366043660
43660 100001000010000
000000000000
000000009892
L5 32000-4000
17740 1 0006 108492
ABC
000000000000
108492108492108492
108492 100001000010000
000000000000
00000000
27015L6 4000-
00001995 1 0006 16487 A
BC
000000000000
164871648716487
16487 100001000010000
000000000000
000000003859
Load Combinations
CombNo
Description
1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice14 Dead+Ice15 Dead+Wind 0 deg+Ice16 Dead+Wind 30 deg+Ice17 Dead+Wind 60 deg+Ice18 Dead+Wind 90 deg+Ice19 Dead+Wind 120 deg+Ice20 Dead+Wind 150 deg+Ice21 Dead+Wind 180 deg+Ice22 Dead+Wind 210 deg+Ice23 Dead+Wind 240 deg+Ice24 Dead+Wind 270 deg+Ice25 Dead+Wind 300 deg+Ice26 Dead+Wind 330 deg+Ice27 Dead+Wind 0 deg - Service
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 24
tnxTower Report - version 6141
CombNo
Description
28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No
Elevationft
ComponentType
Condition GovLoad
Comb
Force
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 145 - 130 Pole Max Tension 2 0000 0001 -0000
Max Compression 14 -4726 0111 0244Max Mx 5 -2294 -20292 1275Max My 8 -2286 0946 -20838Max Vy 5 3646 -20292 1275Max Vx 8 3713 0946 -20838
Max Torque 5 0418L2 130 - 8475 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -34939 2377 -0631Max Mx 5 -15913 -629417 5565Max My 8 -15890 4172 -634670Max Vy 5 26159 -629417 5565Max Vx 8 26298 4172 -634670
Max Torque 5 0933L3 8475 -
4425Pole Max Tension 1 0000 0000 0000
Max Compression 14 -47952 8909 -4367Max Mx 5 -23810 -1739323 7927Max My 8 -23797 7044 -1752298Max Vy 5 29656 -1739323 7927Max Vx 8 29808 7044 -1752298
Max Torque 5 0893L4 4425 - 32 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -55229 11845 -6054Max Mx 5 -28687 -2270445 8868Max My 8 -28678 8205 -2286840Max Vy 5 31040 -2270445 8868Max Vx 8 31190 8205 -2286840
Max Torque 4 0642L5 32 - 4 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -66872 16440 -8705Max Mx 5 -37151 -3168095 10244Max My 8 -37150 10154 -3190100Max Vy 5 33174 -3168095 10244Max Vx 8 33320 10154 -3190100
Max Torque 8 -0774L6 4 - 0 Pole Max Tension 1 0000 0000 0000
Max Compression 14 -68650 17131 -9104Max Mx 5 -38469 -3301174 10430Max My 8 -38469 10436 -3323983Max Vy 5 33468 -3301174 10430Max Vx 8 33613 10436 -3323983
Max Torque 8 -0809
Maximum Reactions
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Location Condition GovLoad
Comb
VerticalK
Horizontal XK
Horizontal ZK
Pole Max Vert 14 68650 -0000 0000Max Hx 11 38481 33386 0015Max Hz 2 38481 -0101 33546Max Mx 2 3313130 -0101 33546Max Mz 5 3301174 -33455 0067
Max Torsion 3 0702 -16721 29071Min Vert 2 38481 -0101 33546Min Hx 5 38481 -33455 0067Min Hz 8 38481 0035 -33600Min Mx 8 -3323983 0035 -33600Min Mz 11 -3297338 33386 0015
Min Torsion 8 -0809 0035 -33600
Tower Mast Reaction Summary
LoadCombination
Vertical
K
Shearx
K
Shearz
K
OverturningMoment Mx
kip-ft
OverturningMoment Mz
kip-ft
Torque
kip-ftDead Only 38481 0000 0000 1505 3003 0000Dead+Wind 0 deg - No Ice 38481 0101 -33546 -3313130 -13848 -0689Dead+Wind 30 deg - No Ice 38481 16721 -29071 -2873008 -1650104 -0702Dead+Wind 60 deg - No Ice 38481 28930 -16830 -1666091 -2853370 -0641Dead+Wind 90 deg - No Ice 38481 33455 -0067 -10430 -3301174 -0418Dead+Wind 120 deg - No Ice 38481 28961 16808 1661952 -2855542 0173Dead+Wind 150 deg - No Ice 38481 16670 29158 2886394 -1638676 0716Dead+Wind 180 deg - No Ice 38481 -0035 33600 3323983 10436 0809Dead+Wind 210 deg - No Ice 38481 -16684 29092 2879154 1650959 0696Dead+Wind 240 deg - No Ice 38481 -28851 16861 1673671 2848141 0517Dead+Wind 270 deg - No Ice 38481 -33386 -0015 1644 3297338 0369Dead+Wind 300 deg - No Ice 38481 -28933 -16792 -1656600 2857804 -0168Dead+Wind 330 deg - No Ice 38481 -16706 -29057 -2868706 1650141 -0661Dead+Ice 68650 0000 -0000 9104 17131 0000Dead+Wind 0 deg+Ice 68650 0024 -9806 -990125 12875 -0389Dead+Wind 30 deg+Ice 68650 4888 -8496 -857198 -481183 -0316Dead+Wind 60 deg+Ice 68650 8459 -4916 -493083 -844300 -0187Dead+Wind 90 deg+Ice 68650 9781 -0015 6100 -979185 -0011Dead+Wind 120 deg+Ice 68650 8468 4913 509638 -844947 0234Dead+Wind 150 deg+Ice 68650 4877 8520 878284 -478330 0416Dead+Wind 180 deg+Ice 68650 -0007 9820 1010431 19072 0421Dead+Wind 210 deg+Ice 68650 -4878 8502 876305 514245 0315Dead+Wind 240 deg+Ice 68650 -8439 4924 512563 875763 0155Dead+Wind 270 deg+Ice 68650 -9764 -0005 9100 1011009 -0003Dead+Wind 300 deg+Ice 68650 -8462 -4909 -490733 878374 -0234Dead+Wind 330 deg+Ice 68650 -4887 -8494 -856144 514169 -0402Dead+Wind 0 deg - Service 38481 0040 -13104 -1294609 -3534 -0269Dead+Wind 30 deg - Service 38481 6532 -11356 -1122494 -643356 -0275Dead+Wind 60 deg - Service 38481 11300 -6574 -650551 -1113860 -0253Dead+Wind 90 deg - Service 38481 13068 -0026 -3143 -1288918 -0167Dead+Wind 120 deg -Service
38481 11313 6565 650805 -1114706 0066
Dead+Wind 150 deg -Service
38481 6512 11390 1129609 -638885 0281
Dead+Wind 180 deg -Service
38481 -0014 13124 1300682 5968 0318
Dead+Wind 210 deg -Service
38481 -6517 11364 1126779 647461 0274
Dead+Wind 240 deg -Service
38481 -11270 6586 655391 1115580 0203
Dead+Wind 270 deg -Service
38481 -13041 -0006 1582 1291178 0145
Dead+Wind 300 deg -Service
38481 -11302 -6559 -646832 1119356 -0065
Dead+Wind 330 deg -Service
38481 -6526 -11350 -1120802 647133 -0258
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Solution Summary
LoadComb
Sum of Applied Forces Sum of Reactions ErrorPX
KPYK
PZK
PXK
PYK
PZK
1 0000 -38481 0000 0000 38481 0000 00002 0101 -38481 -33547 -0101 38481 33546 00033 16721 -38481 -29071 -16721 38481 29071 00004 28930 -38481 -16830 -28930 38481 16830 00005 33455 -38481 -0067 -33455 38481 0067 00016 28961 -38481 16808 -28961 38481 -16808 00007 16670 -38481 29158 -16670 38481 -29158 00008 -0035 -38481 33600 0035 38481 -33600 00019 -16684 -38481 29092 16684 38481 -29092 000010 -28851 -38481 16861 28851 38481 -16861 000011 -33386 -38481 -0015 33386 38481 0015 000112 -28933 -38481 -16792 28933 38481 16792 000013 -16706 -38481 -29057 16706 38481 29057 000014 0000 -68650 0000 -0000 68650 0000 000015 0024 -68650 -9807 -0024 68650 9806 000116 4888 -68650 -8497 -4888 68650 8496 000117 8459 -68650 -4916 -8459 68650 4916 000118 9782 -68650 -0015 -9781 68650 0015 000119 8469 -68650 4913 -8468 68650 -4913 000120 4878 -68650 8520 -4877 68650 -8520 000121 -0007 -68650 9820 0007 68650 -9820 000122 -4879 -68650 8502 4878 68650 -8502 000123 -8440 -68650 4924 8439 68650 -4924 000124 -9764 -68650 -0005 9764 68650 0005 000125 -8462 -68650 -4909 8462 68650 4909 000126 -4887 -68650 -8495 4887 68650 8494 000127 0040 -38481 -13104 -0040 38481 13104 000228 6532 -38481 -11356 -6532 38481 11356 000029 11301 -38481 -6574 -11300 38481 6574 000030 13069 -38481 -0026 -13068 38481 0026 000231 11313 -38481 6566 -11313 38481 -6565 000032 6512 -38481 11390 -6512 38481 -11390 000033 -0014 -38481 13125 0014 38481 -13124 000234 -6517 -38481 11364 6517 38481 -11364 000035 -11270 -38481 6586 11270 38481 -6586 000036 -13041 -38481 -0006 13041 38481 0006 000237 -11302 -38481 -6559 11302 38481 6559 000038 -6526 -38481 -11350 6526 38481 11350 0000
Non-Linear Convergence Results
LoadCombination
Converged Numberof Cycles
DisplacementTolerance
ForceTolerance
1 Yes 4 000000001 0000000012 Yes 6 000005402 0000086793 Yes 9 000000001 0000133784 Yes 9 000000001 0000136865 Yes 7 000000001 0000075016 Yes 9 000000001 0000132817 Yes 9 000000001 0000133488 Yes 7 000000001 0000042869 Yes 9 000000001 00001363510 Yes 9 000000001 00001335711 Yes 7 000000001 00000510112 Yes 9 000000001 00001343913 Yes 9 000000001 00001338314 Yes 4 000000001 00000099215 Yes 7 000000001 00000183516 Yes 7 000000001 00000984517 Yes 7 000000001 000010634
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 27
tnxTower Report - version 6141
18 Yes 7 000000001 00000181819 Yes 7 000000001 00001039920 Yes 7 000000001 00001014521 Yes 7 000000001 00000205822 Yes 7 000000001 00001166623 Yes 7 000000001 00001092924 Yes 7 000000001 00000179925 Yes 7 000000001 00001085226 Yes 7 000000001 00001108227 Yes 6 000000001 00000378328 Yes 7 000000001 00001411629 Yes 7 000000001 00001492330 Yes 6 000000001 00000592831 Yes 7 000000001 00001404032 Yes 7 000000001 00001419133 Yes 6 000000001 00000441734 Yes 7 000000001 00001486235 Yes 7 000000001 00001414136 Yes 6 000000001 00000519937 Yes 7 000000001 00001455838 Yes 7 000000001 000014407
Maximum Tower Deflections - Service Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 36188 33 1930 0002L2 130 - 8475 30128 33 1924 0002L3 8925 - 4425 14667 33 1581 0001L4 495 - 32 4300 33 0831 0000L5 32 - 4 1749 33 0525 0000L6 4 - 0 0026 33 0063 0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 33 33762 1932 0002 265963133000 LLPX310R-V1 w Mount Pipe 33 31339 1929 0002 127618124000 APXVSPP18-C-A20 w Mount
Pipe33 27712 1908 0002 20529
122000 800MHz 2X50W RRH WFILTER 33 26910 1900 0002 16177114000 BXA-800634CFx5 w Mount
Pipe33 23740 1855 0002 8754
105000 (2) 777000 w Mount Pipe 33 20281 1780 0001 577194000 ERICSSON AIR 21 B2A B4P w
Mount Pipe33 16287 1650 0001 4070
77000 58532A 33 10839 1370 0001 3306
Maximum Tower Deflections - Design Wind
SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL1 145 - 130 92369 8 4931 0006L2 130 - 8475 76907 8 4915 0005L3 8925 - 4425 37454 8 4039 0002L4 495 - 32 10986 8 2122 0001
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SectionNo
Elevation
ft
HorzDeflection
in
GovLoad
Comb
Tilt
deg
Twist
degL5 32 - 4 4469 8 1341 0000L6 4 - 0 0067 8 0161 0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance GovLoad
Comb
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft139000 VHLP25-11 8 86181 4934 0006 107481133000 LLPX310R-V1 w Mount Pipe 8 79996 4927 0006 51529124000 APXVSPP18-C-A20 w Mount
Pipe8 70742 4872 0005 8170
122000 800MHz 2X50W RRH WFILTER 8 68697 4852 0005 6432114000 BXA-800634CFx5 w Mount
Pipe8 60608 4737 0004 3471
105000 (2) 777000 w Mount Pipe 8 51780 4545 0003 228394000 ERICSSON AIR 21 B2A B4P w
Mount Pipe8 41589 4215 0002 1609
77000 58532A 8 27682 3499 0001 1303
Compression Checks
Pole Design Data
SectionNo
Elevation
ft
Size L
ft
Lu
ft
Klr Fa
ksi
A
in2
ActualPK
AllowPa
K
RatioP
Pa
L1 145 - 130 (1) TP2677x24x01875 15000 0000 00 39000 158199 -2286 616977 0004L2 130 - 8475 (2) TP3527x2677x025 45250 0000 00 39000 271176 -15890 1057590 0015L3 8475 - 4425
(3)TP4226x339247x03125 45000 0000 00 39000 406421 -23797 1585040 0015
L4 4425 - 32 (4) TP439035x406625x0375 17500 0000 00 39000 518098 -28678 2020580 0014L5 32 - 4 (5) TP490892x439035x0470
328000 0000 00 36324 725811 -37150 2636440 0014
L6 4 - 0 (6) TP4983x490892x04892 4000 0000 00 37020 766156 -38469 2836310 0014
Pole Bending Design Data
SectionNo
Elevation
ft
Size ActualMx
kip-ft
Actualfbx
ksi
AllowFbx
ksi
Ratiofbx
Fbx
ActualMy
kip-ft
Actualfby
ksi
AllowFby
ksi
Ratiofby
Fby
L1 145 - 130 (1) TP2677x24x01875 21118 2440 39000 0063 0000 0000 39000 0000L2 130 - 8475
(2)TP3527x2677x025 63468
333287 39000 0854 0000 0000 39000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 1752308
51159 39000 1312 0000 0000 39000 0000
L4 4425 - 32 (4) TP439035x406625x0375
2286858
49350 39000 1265 0000 0000 39000 0000
L5 32 - 4 (5) TP490892x439035x04703
3190117
44042 36324 1212 0000 0000 36324 0000
L6 4 - 0 (6) TP4983x490892x04892 3324000
42848 37020 1157 0000 0000 37020 0000
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 29
tnxTower Report - version 6141
Pole Shear Design Data
SectionNo
Elevation
ft
Size ActualVK
Actualfv
ksi
AllowFv
ksi
RatiofvFv
ActualT
kip-ft
Actualfvt
ksi
AllowFvt
ksi
Ratiofvt
Fvt
L1 145 - 130 (1) TP2677x24x01875 3732 0236 26000 0018 0218 0012 26000 0000L2 130 - 8475
(2)TP3527x2677x025 26298 0970 26000 0075 0031 0001 26000 0000
L3 8475 - 4425(3)
TP4226x339247x03125 29808 0733 26000 0056 0437 0006 26000 0000
L4 4425 - 32 (4) TP439035x406625x0375
31190 0602 26000 0046 0549 0006 26000 0000
L5 32 - 4 (5) TP490892x439035x04703
33320 0459 24216 0038 0774 0005 24216 0000
L6 4 - 0 (6) TP4983x490892x04892 33613 0439 24680 0036 0809 0005 24680 0000
Pole Interaction Design Data
SectionNo
Elevation
ft
RatioP
Pa
Ratiofbx
Fbx
Ratiofby
Fby
RatiofvFv
Ratiofvt
Fvt
CombStressRatio
AllowStressRatio
Criteria
L1 145 - 130 (1) 0004 0063 0000 0018 0000 0066 1333H1-3+VT
L2 130 - 8475(2)
0015 0854 0000 0075 0000 0870 1333H1-3+VT
L3 8475 - 4425(3)
0015 1312 0000 0056 0000 1328 1333H1-3+VT
L4 4425 - 32 (4) 0014 1265 0000 0046 0000 1280 1333H1-3+VT
L5 32 - 4 (5) 0014 1212 0000 0038 0000 1227 1333H1-3+VT
L6 4 - 0 (6) 0014 1157 0000 0036 0000 1171 1333H1-3+VT
Section Capacity Table
SectionNo
Elevationft
ComponentType
Size CriticalElement
PK
SFPallow
K
CapacityPassFail
L1 145 - 130 Pole TP2677x24x01875 1 -2286 822430 50 PassL2 130 - 8475 Pole TP3527x2677x025 2 -15890 1409767 653 PassL3 8475 - 4425 Pole TP4226x339247x03125 3 -23797 2112858 996 PassL4 4425 - 32 Pole TP439035x406625x0375 4 -28678 2693433 960 PassL5 32 - 4 Pole TP490892x439035x04703 5 -37150 3514374 920 PassL6 4 - 0 Pole TP4983x490892x04892 6 -38469 3780801 879 Pass
SummaryPole (L3) 996 Pass
RATING = 996 Pass
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 30
tnxTower Report - version 6141
APPENDIX B
BASE LEVEL DRAWING
October 20 2015145 Ft Monopole Tower Structural Analysis CCI BU No 881364Project Number 37515-07570067700 Application 309450 Revision 0 Page 31
tnxTower Report - version 6141
APPENDIX C
ADDITIONAL CALCULATIONS
Paul J Ford and Company250 E Broad Street Suite 600
Columbus OH 43215Phone 6142216679FAX 6144484105
Job145-Ft Monopole Newington Newington CT
Project PJF 37515-0757 BU 881364Client Crown Castle Drawn by Jared Smith Appd
Code TIAEIA-222-F Date 102015 Scale NTSPath
GTOWER375_Crown_Castle201537515-0757_881364_NEWINGTON37515-07570067700_SDD_112858437515-07570067700_Reinforcederi
Dwg No E-1
1450 ft
1300 ft
848 ft
443 ft
320 ft
40 ft
00 ft
REACTIONS - 80 mph WINDTORQUE 1 kip-ft
34 KSHEAR
3324 kip-ftMOMENT
38 KAXIAL
38 mph WIND - 10000 in ICETORQUE 0 kip-ft
10 KSHEAR
1016 kip-ftMOMENT
69 KAXIAL
Se
ctio
n1
23
45
6
Le
ng
th(f
t)1
50
00
45
25
04
50
00
17
50
02
80
00
40
00
Nu
mb
er
ofS
ide
s1
81
81
81
81
81
8
Th
ickn
ess
(in
)0
18
75
02
50
00
31
25
03
75
00
47
03
04
89
2
So
cke
tL
en
gth
(ft)
45
00
52
50
To
pD
ia(i
n)
24
00
00
26
77
00
33
92
47
40
66
25
43
90
35
49
08
92
Bo
tD
ia(i
n)
26
77
00
35
27
00
42
26
00
43
90
35
49
08
92
49
83
00
Gra
de
A6
07
-65
Re
inf6
05
4ks
iR
ein
f6
17
0ks
i
We
igh
t(K
)0
83
85
73
06
51
02
08
LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133LLPX310R-V1 w Mount Pipe 133HORIZON COMPACT 133HORIZON COMPACT 133TIMING 2000 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133WIMAX DAP HEAD 133Platform Mount [LP 712-1] 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133(2) 6 x 2 Mount Pipe 133VHLP25-11 133VHLP25-11 133APXVSPP18-C-A20 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124APXVTM14-C-120 w Mount Pipe 124TD-RRH8x20-25 124TD-RRH8x20-25 124TD-RRH8x20-25 124IBC1900BB-1 124IBC1900BB-1 124IBC1900BB-1 124IBC1900HG-2A 124IBC1900HG-2A 124IBC1900HG-2A 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 1246 x 2 Mount Pipe 124Platform Mount [LP 712-1] 124APXVSPP18-C-A20 w Mount Pipe 124APXVSPP18-C-A20 w Mount Pipe 124800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122Pipe Mount [PM 601-3] 122800MHz 2X50W RRH WFILTER 122PCS 1900MHz 4x45W-65MHz 122BXA-800634CFx5 w Mount Pipe 114KS24019-L112A 114(2) FD9R60042C-3L 114DB-T1-6Z-8AB-0Z 114(2) FD9R60042C-3L 114(2) FD9R60042C-3L 114Platform Mount [LP 712-1] 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114(3) SBNHH-1D65B w Mount Pipe 114RRH2x60-700 114RRH2x60-700 114RRH2x60-700 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH4X45-AWS4 B66 114RRH2X60-PCS 114RRH2X60-PCS 114RRH2X60-PCS 114DB-T1-6Z-8AB-0Z 114BXA-800634CFx5 w Mount Pipe 114BXA-800634CFx5 w Mount Pipe 114(2) 777000 w Mount Pipe 105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105AM-X-CD-16-65-00T-RET w MountPipe
105RRUS 11 B2 105RRUS 11 B2 105RRUS 11 B2 105(2) RRUS-11 105(2) RRUS-11 105(2) RRUS-11 105(4) LGP2140X 105(4) LGP2140X 105(4) LGP2140X 105DC6-48-60-18-8F 105Platform Mount [LP 712-1] 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 1056 x 2 Mount Pipe 105(2) 777000 w Mount Pipe 105(2) 777000 w Mount Pipe 105ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
94KRY 112 1441 94KRY 112 1441 94KRY 112 1441 94Platform Mount [LP 712-1] 946 x 2 Mount Pipe 946 x 2 Mount Pipe 946 x 2 Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94LNX-6515DS-A1M w Mount Pipe 94RRUS 11 B12 94RRUS 11 B12 94RRUS 11 B12 94ERICSSON AIR 21 B2A B4P w MountPipe
94ERICSSON AIR 21 B4A B2P w MountPipe
9458532A 77Side Arm Mount [SO 701-1] 77DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONLLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
LLPX310R-V1 w Mount Pipe 133
HORIZON COMPACT 133
HORIZON COMPACT 133
TIMING 2000 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
WIMAX DAP HEAD 133
Platform Mount [LP 712-1] 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
(2) 6 x 2 Mount Pipe 133
VHLP25-11 133
VHLP25-11 133
APXVSPP18-C-A20 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
APXVTM14-C-120 w Mount Pipe 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
TD-RRH8x20-25 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900BB-1 124
IBC1900HG-2A 124
IBC1900HG-2A 124
IBC1900HG-2A 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
6 x 2 Mount Pipe 124
Platform Mount [LP 712-1] 124
APXVSPP18-C-A20 w Mount Pipe 124
APXVSPP18-C-A20 w Mount Pipe 124
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
Pipe Mount [PM 601-3] 122
800MHz 2X50W RRH WFILTER 122
PCS 1900MHz 4x45W-65MHz 122
BXA-800634CFx5 w Mount Pipe 114
KS24019-L112A 114
(2) FD9R60042C-3L 114
DB-T1-6Z-8AB-0Z 114
(2) FD9R60042C-3L 114
(2) FD9R60042C-3L 114
Platform Mount [LP 712-1] 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
(3) SBNHH-1D65B w Mount Pipe 114
RRH2x60-700 114
RRH2x60-700 114
RRH2x60-700 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH4X45-AWS4 B66 114
RRH2X60-PCS 114
RRH2X60-PCS 114
RRH2X60-PCS 114
DB-T1-6Z-8AB-0Z 114
BXA-800634CFx5 w Mount Pipe 114
BXA-800634CFx5 w Mount Pipe 114
(2) 777000 w Mount Pipe 105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
AM-X-CD-16-65-00T-RET w MountPipe
105
RRUS 11 B2 105
RRUS 11 B2 105
RRUS 11 B2 105
(2) RRUS-11 105
(2) RRUS-11 105
(2) RRUS-11 105
(4) LGP2140X 105
(4) LGP2140X 105
(4) LGP2140X 105
DC6-48-60-18-8F 105
Platform Mount [LP 712-1] 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
6 x 2 Mount Pipe 105
(2) 777000 w Mount Pipe 105
(2) 777000 w Mount Pipe 105
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
KRY 112 1441 94
KRY 112 1441 94
KRY 112 1441 94
Platform Mount [LP 712-1] 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
6 x 2 Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
LNX-6515DS-A1M w Mount Pipe 94
RRUS 11 B12 94
RRUS 11 B12 94
RRUS 11 B12 94
ERICSSON AIR 21 B2A B4P w MountPipe
94
ERICSSON AIR 21 B4A B2P w MountPipe
94
58532A 77
Side Arm Mount [SO 701-1] 77
TOWER DESIGN NOTES1 Tower is located in Hartford County Connecticut2 Tower designed for a 80 mph basic wind in accordance with the TIAEIA-222-F Standard3 Tower is also designed for a 38 mph basic wind with 100 in ice Ice is considered to
increase in thickness with height4 Deflections are based upon a 50 mph wind5 TOWER RATING 996
Assumptions 1) Rod groups at corners Total rods divisible by 4 Maximum total of rods = 48 (12 per Corner)
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)
Site Data
BU F
Site Name 3324 ft-kips
App 38 kips
34 kips
Qty 16
Diam 225 in Anchor Rod Results
Rod Material A615-J TIA F --gt Maximum Rod Tension 1726 Kips
Yield Fy 75 ksi Allowable Tension 1950 Kips
Strength Fu 100 ksi Anchor Rod Stress Ratio 885 Pass
Bolt Circle 57 in
Anchor Spacing 6 in
Base Plate Results Flexural Check PL Ref Data
W=Side 56 in Base Plate Stress 441 ksi Yield Line (in)
Thick 3 in Allowable PL Bending Stress 500 ksi 2937
Grade 50 ksi Base Plate Stress Ratio 881 Pass Max PL Length
Clip Distance 16 in 2937
NA - UnstiffenedStiffener Results
Configuration Unstiffened Horizontal Weld NA
Weld Type Vertical Weld NA
Groove Depth in Plate Flex+Shear fbFb+(fvFv)^2 NA
Groove Angle degrees Plate Tension+Shear ftFt+(fvFv)^2 NAFillet H Weld lt-- Disregard Plate Comp (AISC Bracket) NAFillet V Weld in Pole Results
Width in Pole Punching Shear Check NA
Height in
Thick in
Notch in
Grade ksi
Weld str ksi
Pole Data
Diam 4983 in
Thick 0375 in
Grade 65 ksi
of Sides 18 0 IF Round
ASD ASIF 1333 Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stress Increase Factor
Plate Data
Stiffener Data (Welding at both sides)
Anchor Rod Data Unfactored Shear V
Square Stiffened Unstiffened Base Plate Any Rod Material - Rev F G
881364
NewingtonUnfactored Axial P
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)(Rod Diameter)
Unfactored Moment M
TIA Revision
Base Reactions
CCIplate 15 - Square Base F-G 12 Effective March 19 2012 Analysis date 10202015
Site Data
BU Moment 21118 ft-kipsSite Name Axial 2286 kips
App Shear 3732 kipsElevation 130 feet
Pole Manufacturer OtherIf No stiffeners Criteria AISC ASD lt-Only Applcable to Unstiffened Cases
Flange Bolt Results Rigid
Qty 18 Bolt Tension Capacity B 2591 kips Service ASD
Diameter (in) 075 Bolt Fu 120 Max Bolt directly applied T 175 Kips FtyASIF
Bolt Material A325 Bolt Fy 92 Min PL tc for B cap wo Pry 1071 inNA 75 lt-- Disregard Bolt Fty Min PL treq for actual T w Pry 0206 inNA 55 lt-- Disregard 4400 Min PL t1 for actual T wo Pry 0278 in
Circle (in) 30 T allowable wo Prying 2591 kips αlt0 casePrying Force Q 000 kips
Total Bolt Tension=T+Q 175 kips
Diam 34 in Non-Prying Bolt Stress Ratio TB 68 PassThick t 15 in
Grade (Fy) 36 ksi Exterior Flange Plate Results Flexural Check RigidStrength Fu 58 ksi Compression Side Plate Stress 12 ksi Service ASD
Single-Rod B-eff 472 in Allowable Plate Stress 360 ksi 075FyASIF
Compression Plate Stress Ratio 32 Pass Comp YL Length
No Prying 1354
Config 0 Tension Side Stress Ratio (treqt)^2 19 PassWeld Type
Groove Depth in naGroove Angle degrees Stiffener ResultsFillet H Weld lt-- Disregard Horizontal Weld naFillet V Weld in Vertical Weld na
Width in Plate Flex+Shear fbFb+(fvFv)^2 naHeight in Plate Tension+Shear ftFt+(fvFv)^2 naThick in Plate Comp (AISC Bracket) naNotch in Pole ResultsGrade ksi Pole Punching Shear Check na
Weld str ksi
Diam 2677 inThick 01875 in
Grade 65 ksi of Sides 18 0 IF Round
Fu 80 ksiReinf Fillet Weld 0 0 if None
ASIF 1333
0 = none 1 = every bolt 2 = every 2 bolts 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 12 the stiffener thickness for calculation purposes
Stiffened or Unstiffened Exterior Flange Plate - Any Bolt Material TIA Rev F
881364
Newington
Stress Increase Factor
Pole Data
Bolt Data
Plate Data
Stiffener Data (Welding at Both Sides)
Reactions
CCIplate 15 - Ext Flange F 13 Effective March 192012 Analysis Date 10202015
Job Number 37515-07570067805 Page 1
Site Number BU 881364 By JWS
Site Name Newington Date 10202015
Unfactored Base Reactions from RISA Safety Factors Load Factors Φ FactorsComp (+) Tension (-) Tower Type = Monopole DP
Moment M = 33240 k-ft ACI Code = ACI 318-02
Shear V = 340 kips Seismic Design Category = D
Axial Load P = 380 kips Reference Standard = TIAEIA-222-F
Axial Load P = 380 00 kips Use 13 Load Factor Yes
OTM = 33410 00 k-ft Ground Load Factor = 130Axial Load Pu1 will be used for Soil Compression Analysis
Axial Load Pu2 will be used for Steel Analysis
Drilled Pier Parameters Safety Factor Φ Factor
Diameter = 7 ft Soil Lateral Resistance = 200 075
Height Above Grade = 05 ft Skin Friction = 200 075
Depth Below Grade = 25 ft End Bearing = 200 075
fc = 3 ksi Concrete Wt Resist Uplift = 125
εc = 0003 inin
Load Combinations Checked per TIAEIA-222-FMat Ftdn Cap Width = ft 1 Ult Skin Friction200 + Ult End Bearing200
Mat Ftdn Cap Length = ft + Effective Soil Wt - Buoyant Conc Wt ge Comp
Depth Below Grade = ft 2 Ult Skin Friction200 + Buoyant Conc Wt125 ge Uplift
3 Ult Skin Friction150 + Buoyant Conc Wt150 ge Uplift
Steel Parameters Soil ParametersNumber of Bars = 28 Water Table Depth = 1000 ft
Rebar Size = 11 Depth to Ignore Soil = 350 ft
Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at Ground
Tie Size = 5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)
Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)
Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia Grade = in Maximum Soil Ratio = 1000
Dia Depth Below Grade = in Maximum Steel Ratio = 1000
Number of Sides =
Thickness = in
Fy = ksi
Backfill Condition =
Define Soil LayersNote Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength 2
Friction Ultimate Comp Ult Tension Ult
Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth
Layer ft pcf psf degrees Soil Type psf psf psf ft
1 12 125 34 Sand 12
2 16 125 30 Sand 12000 28
3
4
5
6
7
8
9
10
11
12
Soil Results OverturningDepth to COR = 1692 ft from Grade Shear V = 3400 kips
Bending Moment M = 391615 k-ft from COR Resisting Shear Va = 4499 kips
Resisting Moment Ma = 518167 k-ft from COR
Soil Results Uplift Soil Results CompressionUplift T = 000 kips Compression C = 3800 kips
Allowable Uplift Cap Ta = 8895 kips Allowable Comp Cap Ca = 20397 kips
Steel Results (ACI 318-02)Minimum Steel Area = 1847 sq in Axial Load P = 7119 kips 525 ft Below Grade
Actual Steel Area = 4368 sq in Moment M = 349756 k-ft 525 ft Below Grade
Allowable Moment Ma = 519084 k-ft
Allowable Min Axial Pa = -181440 kips Where Ma = 0 k-ft
Allowable Max Axial Pa = 665637 kips Where Ma = 0 k-ftMOMENT RATIO = 674 OK
DRILLED PIER SOIL AND STEEL ANALYSIS - TIAEIA-222-F
SHEAR RATIO = 756 OKMOMENT RATIO = 756 OK
OKUPLIFT RATIO = 00 OK COMPRESSION RATIO = 186
v40 - Effective 10-18-13 (c) Copyright 2013 by Paul J Ford and Company all rights reserved
Site Data
BU FSite Name 349756 ft-kips ( Note)
App 7119 kipsComp
For M (WL) 13 lt---- Enter Factor
For P (DL) 13 lt---- Enter Factor Load Factor
130 Mu 4546828 ft-kips130 Pu 92547 kips
Concrete70 ft
55418 in23000 psi60 ksi
Reinforcement 29000 ksi400 in 000207
Horiz Tie Bar Size= 5 0003611 ft7334 in 2002
11141 in D
156 in2Seismic Risk = High
28
As Total= 4368 in2Solve lt-- Press Upon Completing All Input
A s Aconc Rho 00079 079 (Run)
ACI 105 ACI 21104 and IBC 1810 ResultsMin As for Flexural Tension Controlled Shafts Governing Orientation Case 2
(3)(Sqrt(fc)Fy 00027200 Fy 00033
Dist From Edge to Neutral Axis 1615 inExtreme Steel Strain єt 00116
Minimum Rho CheckActual Reqd Min Rho 033 Flexural Reduction Factorφ 0900
Provided Rho 079 OK
Ref Shaft Max Axial Capacities φ Max(Pn or Tn)
Output Note Negative Pu=Tension
865328 kips For Axial Compression φ Pn = Pu 9255 kips521379 ft-kips Drilled Shaft Moment Capacity φMn 674808 ft-kips
Drilled Shaft Superimposed Mu 454683 ft-kips235872 kips
000 ft-kips 674
Case 1 Case 2
Limiting compressive strain =
Vertical Bar Size = Seismic PropertiesBar Diameter =
Material Properties
Number of Bars =
Vert Cage Diameter =
Max Tu (φ=09) Tn =at Mu=φ=(090)Mn=
at Mu=(φ=065)Mn=
Max Pu = (φ=065) Pn Pn per ACI 318 (10-2)
(MuφMn Drilled Shaft Flexure CSR
єt gt 00050 Tension Controlled
Seismic Design Category =
Vert Cage Diameter =
Enter Load Factors Below
Shaft Factored Loads
Bar Area =
Pier Properties
Pier Diameter =
Concrete Comp strength fc =
Reinforcement yield strength Fy =
Concrete Area =
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
TIA RevisionMax Service Shaft M
Max Service Shaft P
Maximum Shaft Superimposed Forces
Max Axial Force Type
ACI 318 CodeSelect Analysis ACI Code=
Note Shaft assumed to have ties not spiral transverse reinforcing
Reinforcing Modulus of Elasticity E =
Reinforcement yield strain =
BU 881364Newington
() Note Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Clear Cover to Tie=
Mu Mu
EQ EQ
Drilled_Shaft_Moment_Capacity DSMC Version 11 - Effective 0401 2010 Analysis Date 10202015
T-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
TITLE SHEET
SHEET INDEX
SHEET NUMBER DESCRIPTION
T-1 TITLE SHEET
S-1 GENERAL NOTES
S-2A FORGBOLTtrade DETAILS
S-2B NEXGEN2trade BOLT DETAIL
S-3 MONOPOLE PROFILE
S-4 BASE PLATE DETAILS
S-5 MI CHECKLIST
PROJECT CONTACTS
STRUCTURE OWNER
CROWN CASTLE
MOD PM DAN VADNEY AT DANVADNEYCROWNCASTLECOM
PH (518) 373-3510
MOD CM JASON DAMICO AT
JASONDAMICOVENDORCROWNCASTLECOM
PH (860) 209-0104
ENGINEER OF RECORD
PJFMODPJFWEBCOM
THIS PROJECT INCLUDES THE FOLLOWING ITEMS
SHAFT REINFORCING
REMOVE AND REPLACE STEP BOLTS
FIELD WELDED STIFFENERS
HIGH STRENGTH GROUT
REMOVE EXISTING MOUNT AND EQUIPMENT
MODIFICATION OF AN EXISTING 145 MONOPOLE
BU 881364 NEWINGTON
123 COSTELO ROAD
NEWINGTON CONNECTICUT 06111
HARTFORD COUNTY
LAT 41deg 39 1872 LONG -72deg 43 1719
APP 309450 REV 0 WO 1128584
WIND DESIGN DATA
REFERENCE STANDARD TIAEIA-222-F
LOCAL CODE
2005 CT STATE BUILDING
CODE
BASIC WIND SPEED (FASTEST-MILE)
80 MPH
ICE THICKNESS 10 IN
ICE WIND SPEED 376 MPH
SERVICE WIND SPEED 50 MPH
ATTENTION ALL CONTRACTORS ANYTIME YOU ACCESS A CROWN SITE
FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND
DEPARTURE DAILY AT (800) 788-7011
THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1119031
S-1
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
ww
p
au
ljfo
rd
co
m
GENERAL NOTES
MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV 3 02052015)
1 GENERAL NOTES
11 THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE
ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING
SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED
12 THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER
OF RECORD (EOR) FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED IT IS THE
CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS
AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL
DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK
13 IF MATERIALS QUANTITIES STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES THE BETTER QUALITY
ANDOR GREATER QUANTITY STRENGTH OR SIZE INDICATED SPECIFIED OR NOTED SHALL BE PROVIDED
14 THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY
COMPLETED IT IS THE CONTRACTORrsquoS SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD
MODIFICATIONS THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF WHATEVER TEMPORARY BRACING GUYS OR TIE DOWNS THAT MAY BE NECESSARY SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT
15 ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE PLANS SHALL BE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSITIA-1019 (LATEST EDITION)
OSHA AND GENERAL INDUSTRY STANDARDS ALL RIGGING PLANS SHALL ADHERE TO ANSITIA-1019 (LATEST EDITION) INCLUDING THE REQUIRED INVOLVEMENT OF A
QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION
16 OBSERVATION VISITS TO THE SITE BY CROWN CASTLE ANDOR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION
PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH
THE CONTRACT DOCUMENTS THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION
17 ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION THE
CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED
18 THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL STATE AND FEDERAL SAFETY CODES
AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES
19 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION
110 ANY EXISTING ATTACHMENTS ANDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE
REMOVED AND RELOCATED REPLACED OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED THE CONTRACTOR SHALL IDENTIFY
AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE TESTING AGENCY AND EOR
111 ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED
OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE
MONOPOLE REINFORCEMENT SYSTEM THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS
112 THE CLIMBING FACILITIES SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR
113 ALL SOLUTIONS FOR THE REPLACEMENT RELOCATION OR MODIFICATION OF THE SAFETY CLIMB ANDOR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE
COORDINATED WITH TUF-TUG PRODUCTS CONTACT DETAILS
3434 ENCRETE LANE MORAINE OHIO 45439
PHONE 937-299-1213 EMAIL TUFTUGAOLCOM
2 STRUCTURAL STEEL
21 STRUCTURAL STEEL MATERIALS FABRICATION DETAILING AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS
211 BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
2111 ldquoSPECIFICATION FOR STRUCTURAL STEEL BUILDINGSrdquo
2112 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTSrdquo AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
2113 ldquoCODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGESrdquo
212 BY THE AMERICAN WELDING SOCIETY (AWS)
2121 ldquoSTRUCTURAL WELDING CODE ndash STEEL D11rdquo
2122 ldquoSTANDARD SYMBOLS FOR WELDING BRAZING AND NONDESTRUCTIVE EXAMINATIONrdquo
22 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS DEC 31 2009
23 ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED MODIFIED OR
REPLACED AT THE CONTRACTORrsquoS EXPENSE
24 WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY AWS D11 ALL WELD ELECTRODES SHALL BE E80XX
UNLESS NOTED OTHERWISE ON THE DRAWINGS
25 ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS CONTRACTOR SHALL SUBMIT WELDERSrsquo CERTIFICATION AND QUALIFICATION
DOCUMENTATION TO CROWN CASTLErsquoS TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
26 STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY = 65 KSI MIN) UNLESS NOTED OTHERWISE ON THE DRAWINGS
27 SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED
SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING
28 NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY
29 FIELD CUTTING OF STEEL
291 IMPORTANT CUTTING AND WELDING SAFTEY GUIDELINES THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING WELDING FIRE PREVENTION AND SAFTEY
GUIDELINES PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES PER THE 12-01-2005 CROWN
CASTLE DIRECTIVE ldquoALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY lsquoCUTTING AND WELDING SAFETY
PLANrsquo (DOC ENG-PLN-10015) ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECTrdquo ANY DAMAGE TO THE COAX CABLES ANDOR OTHER
EQUIPMENT ANDOR THE STRUCTURE RESULTING FROM THE CONTRACTORrsquoS ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTORrsquoS EXPENSE THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
292 ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN
ON THE DRAWINGS ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD
WELDING PER AWS D11 AND AS SHOWN ON THE DRAWINGS CONTRACTOR TO AVOID 90 DEGREE CORNERS IT MAY BE NECESSARY TO DRILL STARTER HOLES AS
REQUIRED TO MAKE THE CUTS
3 BASE PLATE GROUT
31 NEW GROUT FOR THE POLE BASE SHALL BE NON-SHRINK NON-METALLIC GROUT (NS GROUT BY EUCLID OR APPROVED EQUAL) WITH A 7500 PSI MINIMUM COMPRESSIVE
STRENGTH CONTRACTOR SHALL SUBMIT PROPOSED GROUT SPECIFICATION INFORMATION TO CROWN CASTLE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION
CONTRACTOR SHALL FOLLOW GROUT MANUFACTURERrsquoS SPECIFICATIONS FOR COLD WEATHER GROUTING PROCEDURES (IF NECESSARY) AND THE TESTING AGENCY
SHALL PREPARE GROUT SAMPLE SPECIMENS FOR COMPRESSIVE STRENGTH TESTING AND VERIFICATION
32 GROUT SHALL BE INSTALLED TIGHT UNDER THE BASE PLATE AND BEARING PLATE REGION WITH NO VOIDS REMAINING BETWEEN THE TOP OF THE EXISTING CONCRETE
AND THE UNDERSIDE OF THE EXISTING BASE PLATE AND BEARING PLATE
33 CAULK AROUND ANCHOR RODS WHEN GROUTING
4 FOUNDATION WORK - (NOT REQUIRED)
5 CAST-IN-PLACE CONCRETE - (NOT REQUIRED)
6 EPOXY GROUTED REINFORCING ANCHOR RODS - (NOT REQUIRED)
7 TOUCH UP OF GALVANIZING
71 THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED
DURING CONSTRUCTION GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS CUTS FIELD
DRILLING AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND FILM THICKNESS PER COAT SHALL BE WET 30
MILS DRY 15 MILS APPLY PER ZRC (MANUFACTURER) RECOMMENDED PROCEDURES CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION
72 CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D11
CROWN CASTLErsquoS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING
73 CROWN CASTLErsquoS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND
AND IT HAS SUFFICIENTLY DRIED AREAS FOUND TO BE ADEQUATELY COATED SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY
8 HOT-DIP GALVANIZING
81 HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES BOLTS WASHERS ETC PER ASTM A123 OR PER ASTM A153 AS APPROPRIATE
82 PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING DRILL OR PUNCH WEEP ANDOR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS
83 ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION
9 PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER
91 AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY
CROWN CASTLE CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM
92 ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH
CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY THE STRUCTURAL LOAD CARRYING CAPACITY OF THE
REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED
CONNECTIONS ANY CORROSION OF DAMAGE TO FATIGUE FRACTURE ANDOR DETERIORATION OF THESE WELDS ANDOR THE EXISTING GALVANIZED STEEL POLE
STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL
SYSTEM THEREFORE IT IS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS MAINTAINS AND REPAIRS AS NECESSARY ALL OF THESE WELDS CONNECTIONS
AND COMPONENTS FOR THE LIFE OF THE STRUCTURE
93 CROWN CASTLE SHALL REFER TO TIAEIA-222-F-1996 SECTION 14 AND ANNEX E FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION THE FREQUENCY OF THE
INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS THE EOR
RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY ANDOR AS
FREQUENTLY AS CONDITIONS WARRANT ACCORDING TO TIAEIA-222-F-1996 SECTION 141 NOTE 1 ldquoIT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER
SEVERE WIND ANDOR ICE STORMS OR OTHER EXTREME LOADING CONDITIONSrdquo
S-2A
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
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XIS
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45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
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C
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21
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FORGBolttrade
DETAILS
FORGBolttrade NOTE SHEET A325PC88 PORTRAIT VERSION DATE 04242015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT MINIMUM MAXIMUM GRIP LENGTH
(SEE CHART)
1
S-2A
PRE-INSTALLED FORGBolttrade ASSEMBLY DETAIL
2
S-2A
INSTALLED FORGBolttrade ASSEMBLY DETAIL
CONTAINS PROPRIETARY INFORMATION PATENT PENDING
copy Copyright 2013 to 2015 by PTP all rights reserved
DISTRIBUTOR CONTACT
PRECISION TOWER PRODUCTS
PHONE 888-926-4857
EMAIL infoprecisiontowerproductscom
WEB wwwprecisiontowerproductscom
AISC GROUP A MATERIAL ASTM A325 AND PC88
(Fu = 120 KSI MIN TENSILE STRESS)
KNURLED CONE
BOLT HEAD
SHEAR ZONE
SILICONE BAND
COLOR-CODED WRAP
(SEE CHART)
INTEGRAL SHEAR
SLEEVE
SILICONE BAND
BOLT THREADS
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
OVERALL LENGTH (SEE CHART)
HEX END
HEAVY HEX NUT
HARDENED WASHER W2
DTI SQUIRTER WASHER
HARDENED WASHER W2
HARDENED WASHER W1
BOLT THREADS
SHOP DRILL 30 MM NOMINAL
(1-316 MAX) DIAMETER HOLE
IN REINFORCING PLATES
SHEAR PLANE(S)
FIELD DRILL 30 MM DIAMETER
HOLE IN EXISTING SHAFT
SHEAR SLEEVE
FLARED END
NEW SHAFT
REINFORCING
NEW SHIM PLATE
(AS NECESSARY)
EXISTING
POLE SHAFT
INTEGRAL SHEAR
SLEEVE
BOLT SHEAR ZONE
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
INSTALLATION NOTES
1 FIELD DRILL HOLES TO 30 MM DIAMETER
2 SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS)
3 INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1
FLUSH AGAINST OUTSIDE OF PLATE
4 HAND TIGHTEN NUT TO FINGER TIGHT
5 TIGHTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION
6 PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE
REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
2 ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
FORGBolttrade
AISC Group A Material ASTM A325 and PC88
(Tensile Stress Fu = 120 ksi minimum)
GROUP A
FORGBolttrade
Size
(mm)
Overall
Length
(inches)
Estimated
Weight
Each (lbs)
Grip
Range
(inch)
Comment
Color
Code
FORGBolttrade
A325 - P
C88
1
135 531 13 38 to 1 -- RED
2
160 630 16 34 to 1-12 -- GREEN
3
195 768 19 1-14 to 2-14 -- BLUE
4
260 1024 26 2 to 3-12
Splice Bolt
YELLOW
5
365 1437 36 3-12 to 5-12
Flange Jump Bolt
ORANGE
6
440 1732 43 5-12 to 8-12
Flange Jump Bolt
BLACK
DTI
Note
Each Group A (A325PC88) FORGBolttrade assembly shall have a
Squirter DTI that is compatible with a M20-PC88 bolt
S-2B
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
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St
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NEXGEN2trade BOLT
DETAIL
DISTRIBUTOR CONTACT DETAILS
ALLFASTENERS
15401 COMMERCE PARK DR
BROOKPARK OHIO 44142
PHONE 440-232-6060
E-MAIL SALESALLFASTENERSCOM
NEXGEN2trade BOLT NOTE SHEET REV 101 04-15-2015
EXTERIOR OF POLE SHAFTINTERIOR OF POLE SHAFT
OUTERMOST
SHEAR
PLANE
1
S-2B
TYPICAL NEXGEN2trade BOLT DETAIL
1
POLE SHAFT
SHIM PLATE
(AS NECESSARY)
SHAFT REINFORCING
NOTE SHEAR SLEEVE LENGTH THE SHEAR SLEEVE SHALL PROJECT A
MINIMUM OF 38 BEYOND THE OUTERMOST SHEAR PLANE THE CONTRACTOR
SHALL SUBMIT FABRICATION DRAWINGS SHOWING NEXGEN2trade BOLT LENGTHS
AND SHEAR SLEEVE LENGTHS TO THE EOR FOR REVIEW AND APPROVAL
1
GRIP
NEXGEN2trade M20 BOLT HEAD
29mm OD
NEXGEN2trade SPLIT WASHER
SHEAR SLEEVE ASTM A519 GRADE 4140 (Fu = 120 KSI MIN)
SIZE 1143 OD x 0800 ID
NEXGEN2trade M20 BOLT ASTM A490M (Fy = 150 KSI MIN)
FIELD DETERMINE LENGTH REQUIRED
NEXGEN2trade NUT (PRE-LUBRICATED)
NEXGEN2trade WASHER
DOUBLE HEX SPLINED END OF NEXGEN2
trade BOLT FOR NEXGEN2
trade
INSTALLATION TOOL AFTER BOLT IS FULLY TENSIONED THE
BOLT END SHALL BE COATED WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HIGH TENSILE STEEL
COIL SPRING
SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT HOT-DIP GALVANIZED PER ASTM A123
FIELD COAT WITH COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING
HOLE DIAMETER NOMINAL 30mm (1-316 MAXIMUM)
SHAFT REINFORCING ELEMENT
POLE SHAFT WALL
FIELD DRILLED HOLE IN SHAFT WALL
COAT WITH CROWN APPROVED
COLD-GALVANIZING COMPOUNDS
HOLE DIAMETER NOMINAL 30mm (1-316
MAXIMUM)
NOTE NEXGEN2trade BOLT ASSEMBLY SHALL
BE MAGNI 565 COATED PER ASTM F2833
AND MANUFACTURER SPECIFICATIONS
NOTE INSTALL NEXGEN2trade BOLT
ASSEMBLY PER MANUFACTURERS
INSTRUCTIONS
FOLLOW ALL MANUFACTURER DISTRIBUTOR RECOMMENDATIONS FOR INSTALLATION TIGHTENING AND INSPECTION
BOLT HOLE NOTES
1 ALL SHOP-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM SHOP-DRILLED HOLE DIAMETER
PERMITTED IS 1-316
2 ALL FIELD-DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER THE MAXIMUM FIELD-DRILLED HOLE DIAMETER
PERMITTED IS 30 MM
BOLT TIGHTENING AND INSPECTION NOTES
1 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION
ACCORDING TO THE REQUIREMENTS OF SECTION 823 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH-STRENGTH BOLTS DEC 31 2009 PER SECTION 823 ALL FASTENER ASSEMBLIES SHALL BE INSTALLED IN
ACCORDANCE WITH THE REQUIREMENTS IN AISC SECTION 81 WITHOUT SEVERING THE SPLINED END AND WITH
WASHERS POSITIONED AS REQUIRED IN AISC SECTION 62 PER REQUIREMENTS IN SECTION 81 PRIOR TO BOLT
PRETENSIONING THE JOINT SHALL FIRST BE COMPACTED TO THE SNUG-TIGHT CONDITION SNUG TIGHT IS THE
CONDITION THAT EXISTS WHEN ALL OF THE PLIES IN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT BY THE
BOLTS AND THE BOLTS HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE
USE OF A WRENCH ONCE THE SNUG TIGHT CONDITION IS ACHIEVED THEN THE BOLT ASSEMBLY CAN BE TIGHTENED TO
THE PRETENSIONED CONDITION
2 ALL NEXGEN2trade BOLT ASSEMBLIES SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF SECTION 923 OF THE
AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009 NOTE THAT COMPLETE
INSPECTION OF ALL NEXGEN2trade BOLT ASSEMBLIES IS REQUIRED IN ADDITION TO ROUTINE OBSERVATION
3 ALL NEXGEN2trade BOLTS SHALL BE INSPECTED BY A QUALIFIED BOLT INSPECTOR PER NOTES 1 AND 2 ABOVE DURING
INSTALLATION THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FIELD-DRILLED HOLE
SIZES THE INSTALLATION OF THE NEXGEN2trade BOLT ASSEMBLY INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT
LUBRICATION AND THE CONTRACTORS TENSIONING PROCEDURE THE BOLT INSPECTOR SHALL PROVIDE COMPLETE
DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THAT THE DOUBLE HEX SPLINED END OF THE
BOLTS HAVE BEEN TWISTED OFF AND COATED WITH CROWN APPROVED COLD-GALVANIZING COMPOUND
1
S-3
POLE ELEVATION
CROWN CASTLE US PATENT NOS 8046972 8156712 7849659 8424269 AND PATENT PENDING
EXISTING STEP BOLT
(TYP)
S-3
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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MONOPOLE
PROFILE
1
S-4
NOTE FLAT LOCATION OF THE EXISTING STEP
BOLTS MAY DIFFER FROM SHOWN DEPENDING
ON ELEVATION CONTRACTOR SHALL REMOVE
AND REPLACE STEP BOLTS AS REQUIRED FOR
REINFORCING INSTALLATION
MODIFICATIONS
INSTALL NEW TRANSITION STIFFENERS AT BASE PLATE SEE SHEET S-4
INSTALL NEW SHAFT REINFORCING SEE CHART ON THIS SHEET
REMOVE AND REPLACE EXISTING STEP BOLTS AS NECESSARY FOR INSTALLATION OF NEW SHAFT
REINFORCING
REMOVE EXISTING MOUNTS AND EQUIPMENT AT 87-0 AND 82-0
A
B
C
S H A F T S E C T I O N D A T A
NOTE DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SHAFT
SECTION
SECTION
LENGTH
(FT)
PLATE
THICKNESS
(IN)
LAP
SPLICE
(IN)
DIAMETER ACROSS FLATS
(IN)
TOP BOTTOM
1 1500 01875 24000 26770 65 18-SIDED
2 4525 02500
5400
26770 35270 65 18-SIDED
3 4500 03125
6300
33925 42260 65 18-SIDED
4 4950 03750 40663 49830 65 18-SIDED
POLE
GRADE
(ksi)
POLE
SHAPE
0
SEE CHART
SEE CHART
44-3
77-0
CL MOUNT
82-0
CL MOUNT
84-9
87-0
CL MOUNT
94-0
CL MOUNT
105-0
CL MOUNT
114-0
CL MOUNT
122-0
CL MOUNT
124-0
CL MOUNT
130-0
133-0
CL MOUNT
145-0
C
A
2
S-3
SECTION
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW SHAFT REINFORCING
(TYP)
NEW APPROVED BLIND
BOLT (TYP)
EXISTING POLE SHAFT
2
S-3
D
D
58
CJP BACKGOUGE TYP
58
38
38
5
1-0
1
1
4
1 CHAMFER
1 (78)
TYP
EDGE OF NEW BEARING
PLATE TO MATCH EDGE
OF EXISTING BASE PLATE
1
S-4
BASE PLATEBEARING PLATE MK~P1
(3 REQUIRED) (Fy = 50 KSI)
EXISTING BASE
PLATE
EXISTING ANCHOR ROD
(TYP)
34 CHAMFER (DO NOT WELD
STIFFENER IN CHAMFER REGION)
PREPARE EDGE FOR
WELD (TYP)
TRANSITION STIFFENER MK~TS1
(3 REQUIRED) (Fy = 65 KSI)
6 12 MIN
6-6
58
1 14
MA
TC
H E
XIS
TIN
G P
OL
E T
AP
ER
2
1-0
PROVIDE NON-SHRINK GROUT (NS GROUT BY EUCLID
OR APPROVED EQUAL 7500 PSI MIN) BELOW EXIST
BASE PLATE AND NEW BEARING PLATES IN REGION AS
SHOWN GROUT SHALL BE INSTALLED TIGHT UNDER
BASE PLATE WITH NO VOIDS REMAINING BETWEEN TOP
OF EXISTING CONCRETE AND UNDERSIDE OF EXISTING
BASE PLATE GROUT COMPLETELY SOLID UNDER
ENTIRE SURFACE OF BASE PLATE FROM OUTSIDE
EDGE TO INSIDE EDGE WITHIN THE REGION INDICATED
TYP
S-4
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
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BASE PLATE
DETAILS
ANCHOR RODS
BASE PLATE
B A S E S P E C I F I C A T I O N S
56 SQUARE 3 THK Fy=50 KSI
(16) 2 14oslash A615 GRADE 75 57 BC
NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE TO SHAFT CONNECTION IS
REQUIRED SEE CCI DOCUMENTS ENG-SOW-10033 TOWER BASE PLATE NDE AND ENG
BUL-10051 NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION
FAILURE NOTIFY THE EOR AND CROWN CASTLE ENGINEERING IMMEDIATELY IF ANY
CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED THE NDE SHALL INCLUDE ALL
EXISTING REINFORCEMENTS THAT HAVE BEEN WELDED TO THE BASE PLATE ANY FULL
PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE
REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK
1 2
3
4
5
6
7
8
9
1011
12
13
14
15
16
17
18
NEW TRANSITION STIFFENER
TS1 (TYP)
NEW BEARING PLATE
P1 (TYP)
NEW APPROVED BLIND
BOLT (TYP)
NEW SHAFT REINFORCING
(TYP)
EXISTING POLE SHAFT
EXISTING HIGH AND LOW
PORT (TYP AT 180deg)
EXISTING HIGH PORT
(TYP AT 180deg)
S-5
PROJECT No
DRAWN BY
DESIGNED BY
CHECKED BY
DATE
JWS
BMS
37515-07570067700
10-20-2015
37
51
5-0
75
70
06
D
WG
copy Copyright 2015 by Paul J Ford and Company
All Rights Reserved This document and
the data contained herein is proprietary
to Paul J Ford and Company issued in
strict confidence and shall not without the
prior written permission of Paul J Ford
and Company be reproduced copied or
used for any purpose other than the
intended use for this specific project
MO
DIF
IC
AT
IO
N O
F A
N E
XIS
TIN
G 1
45
MO
NO
PO
LE
BU
881364 N
EW
IN
GT
ON
NE
WIN
GT
ON
C
ON
NE
CT
IC
UT
CR
OW
N C
AS
TL
E
3530 T
OR
IN
GD
ON
W
AY
S
UIT
E 300 C
HA
RLO
TT
E N
C 28277
PH
(7
24
) 4
16
-2
00
0
250
E Br
oad
St
Ste
600middot
C
olu
mb
us O
H 43
21
5
Ph
on
e 6
14
22
16
67
9w
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m
MI CHECKLIST
MI CHECKLIST
CONSTRUCTIONINSTALLATION INSPECTIONS
AND TESTING REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE-CONSTRUCTION
X MI CHECKLIST DRAWINGS
X EOR REVIEW
X FABRICATION INSPECTION
NA FABRICATOR CERTIFIED WELD INSPECTION
X
MATERIAL TEST REPORT (MTR)
NA FABRICATOR NDE INSPECTION
XNDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)
X PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS
CONSTRUCTION
X CONSTRUCTION INSPECTIONS
NA FOUNDATION INSPECTIONS
NA CONCRETE COMP STRENGTH AND SLUMP TESTS
NA POST INSTALLED ANCHOR ROD VERIFICATION
X BASE PLATE GROUT VERIFICATION
X CONTRACTORS CERTIFIED WELD INSPECTION
NA
EARTHWORK PROVIDE PHOTO DOCUMENTATION OF EXCAVATION
QUALITY AND COMPACTION
X ON SITE COLD GALVANIZING VERIFICATION
NA GUY WIRE TENSION REPORT
X GC AS-BUILT DOCUMENTS
NA
MICROPILEROCK ANCHOR INSTALLERS DRILLING AND INSTALLATION
LOGS AND QAQC DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS
POST-CONSTRUCTION
XMI INSPECTOR REDLINE OR RECORD DRAWING(S)
NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING
NA
REFER TO MICROPILEROCK ANCHOR NOTES FOR SPECIAL INSPECTION
AND TESTING REQUIREMENTS
X PHOTOGRAPHS
ADDITIONAL TESTING AND INSPECTIONS
NOTE X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
MODIFICATION INSPECTION NOTES
1 GENERAL
11 THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF
CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS NAMELY THE MODIFICATION DRAWINGS AS DESIGNED BY THE EOR
12 THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE
MODIFICATION DESIGN ITSELF NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN
OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR
AT ALL TIMES
13 ALL MIrsquoS SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE
VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE
14 TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND
THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED IT IS EXPECTED
THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY IF CONTACT INFORMATION IS NOT
KNOWN CONTACT YOUR CROWN CASTLE POINT OF CONTACT (POC)
15 REFER TO ENG-SOW-10007 MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS
2 MI INSPECTOR
21 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO AT A MINIMUM
211 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
212 WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING FOUNDATION
INSPECTIONS
213 THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS REVIEWING THE
DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS CONDUCTING THE IN-FIELD INSPECTIONS AND
SUBMITTING THE MI REPORT TO CROWN CASTLE
3 GENERAL CONTRACTOR
31 THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION
INSTALLATION OR TURNKEY PROJECT TO AT A MINIMUM
311 REVIEW THE REQUIREMENTS OF THE MI CHECKLIST
312 WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS INCLUDING
FOUNDATION INSPECTIONS
313 BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
314 THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007
4 RECOMMENDATIONS
41 THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND
EFFECTIVENESS OF DELIVERING AN MI REPORT
411 IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE PREFERABLE 10 TO THE MI
INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED
412 THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT
413 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY
GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS
414 IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION
INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT
415 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY
DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI
CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS
ON SITE
5 CANCELLATION OR DELAYS IN SCHEDULED MI
51 IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED AND EITHER PARTY
CANCELS OR DELAYS CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS FEES LOSS OF DEPOSITS
ANDOR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME
(EG TRAVEL AND LODGING COSTS OF KEEPING EQUIPMENT ON-SITE ETC) IF CROWN CASTLE CONTRACTS
DIRECTLY FOR A THIRD PARTY MI EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYCANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED
6 CORRECTION OF FAILING MIrsquoS
61 IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI (ldquoFAILED MIrdquo) THE GC SHALL WORK WITH CROWN CASTLE TO
COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS
611 CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT
DOCUMENTS AND COORDINATE A SUPPLEMENT MI
612 OR WITH CROWN CASTLErsquoS APPROVAL THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE
MODIFICATIONREINFORCEMENT USING THE AS-BUILT CONDITION
7 MI VERIFICATION INSPECTIONS
71 CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND
COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER MODIFICATION PROJECTS
72 ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE
CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007
73 VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVAESV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED AS MARKED BY THE DATE OF AN ACCEPTED ldquoPASSING MIrdquo OR rdquoPASS AS NOTED MIrdquo REPORT
FOR THE ORIGINAL PROJECT
8 PHOTOGRAPHS
81 BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS AT A MINIMUM ARE TO BE TAKEN AND
INCLUDED IN THE MI REPORT
811 PRECONSTRUCTION GENERAL SITE CONDITION
812 PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONERECTION AND INSPECTION
813 RAW MATERIALS
814 PHOTOS OF ALL CRITICAL DETAILS
815 FOUNDATION MODIFICATIONS
816 WELD PREPARATION
817 BOLT INSTALLATION AND TORQUE
818 FINAL INSTALLED CONDITION
819 SURFACE COATING REPAIR
8110 POST CONSTRUCTION PHOTOGRAPHS
8111 FINAL INFIELD CONDITION
8112 PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE
8113 THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS PLEASE REFER TO ENG-SOW-10007
9 INSPECTION AND TESTING
91 ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLErsquoS REPRESENTATIVE AND CROWN
CASTLErsquoS AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY
92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS
SUPPORT SERVICES DURING CONSTRUCTION
93 OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE
CONTRACTOR AT NO ADDITIONAL COST
94 AN INDEPENDENT QUALIFIED INSPECTIONTESTING AGENCY SHALL BE SELECTED RETAINED AND PAID FOR BY
CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING TESTING DOCUMENTING AND APPROVING ALL WELDING
AND FIELD WORK PERFORMED BY THE CONTRACTOR
941 ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES
942 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO AND
COORDINATE WITH THE WORK IN PROGRESS IT IS THE CONTRACTORrsquoS RESPONSIBILITY TO COORDINATE THE
WORK SCHEDULE WITH THE TESTING AGENCY THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND
ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES
95 THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND
INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS THE TESTING AGENCY
SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY THE
TESTING AGENCY SHALL UTILIZE EXPERIENCED TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING
INSPECTORS (CWI) INSPECTORS SHALL HAVE THE TRAINING CREDENTIALS AND EXPERIENCE APPROPRIATE FOR
AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED
96 GENERAL
961 PERFORM PERIODIC ON-SITE OBSERVATION INSPECTION VERIFICATION AND TESTING DURING THE TIME THE
CONTRACTOR IS WORKING ON-SITE AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN
FIELD PROBLEMS OR DISCREPANCIES OCCUR
97 FOUNDATIONS AND SOIL PREPARATION - (NOT REQUIRED)
98 CONCRETE TESTING PER ACI - (NOT REQUIRED)
99 STRUCTURAL STEEL
991 CHECK STEEL ON THE JOB WITH THE PLANS
992 CHECK MILL CERTIFICATIONS CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN
QUESTION
993 CHECK GRADE OF STEEL MEMBERS AND BOLTS FOR CONFORMANCE WITH DRAWINGS
994 INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS DEC 31 2009
995 INSPECT STEEL MEMBERS FOR DISTORTION EXCESSIVE RUST FLAWS AND BURNED HOLES
996 CHECK STEEL MEMBERS FOR SIZES SWEEP AND DIMENSIONAL TOLERANCES
997 CHECK FOR SURFACE FINISH SPECIFIED GALVANIZED
998 CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY
999 PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE
INSPECTIONTESTING AGENCY SHALL VERIFY PROPOSED LAYOUT LOCATION AND DIMENSIONS THE
INSPECTIONTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY
910 WELDING
9101 VERIFY FIELD WELDING PROCEDURES WELDERS AND WELDING OPERATORS NOT DEEMED PREQUALIFIED IN
ACCORDANCE WITH AWS D11
9102 INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS
D11
9103 APPROVE FIELD WELDING SEQUENCE
9104 A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING
BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE
9105 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D11
91051 INSPECT WELDING EQUIPMENT FOR CAPACITY MAINTENANCE AND WORKING CONDITIONS
91052 VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO
SPECIFICATIONS
91053 INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D11
91054 VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS
D11 OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR
THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT
91055 SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE
91056 INSPECT FOR SIZE SPACING TYPE AND LOCATION AS PER APPROVED DRAWINGS
91057 VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS
91058 REVIEW THE REPORTS BY TESTING LABS
91059 CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG
910510 INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS
910511 CHECK THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED
910512 FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100 NDE
INSPECTED BY UT IN ACCORDANCE WITH AWS D11
910513 PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO
BE 50 NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D11
911 REPORTS
9111 COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE
9112 THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF
CONCERN IT IS NOT INTENDED TO BE ALL-INCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION
AGENCY TO THE ITEMS LISTED ADDITIONAL TESTING INSPECTION AND CHECKING MAY BE REQUIRED AND
SHOULD BE ANTICIPATED THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND
KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORrsquoS PERFORMANCE TO DECIDE WHAT OTHER
ITEMS REQUIRE ADDITIONAL ATTENTION THE TESTING AGENCYrsquoS JUDGMENT MUST PREVAIL ON ITEMS NOT
SPECIFICALLY COVERED ANY DISCREPANCIES OR PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN
CASTLErsquoS ATTENTION RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLErsquoS REVIEW AND SPECIFIC
WRITTEN CONSENT CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS
ACCEPTABLE
9113 AFTER EACH INSPECTION THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH
WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE THIS WRITTEN ACTION
WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED PRIOR TO CONTINUING CONSTRUCTION
ANDOR LOADING OF STRUCTURAL ITEMS
9114 THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTORrsquoS CONTRACTUAL OR STATUTORY OBLIGATIONS
THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
DOCUMENTS THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTORrsquoS QUALITY CONTROL PERSONNEL
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL
TO NON-IONIZING EMISSIONS
T-Mobile Existing Facility
Site ID CT11782A
CT782 Costello MP 123 Costello Road
Newington CT 06111
September 23 2015
EBI Project Number 6215004841
Site Compliance Summary
Compliance Status COMPLIANT
Site total MPE of FCC general public
allowable limit 1412
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
September 23 2015
T-Mobile USA Attn Jason Overbey RF Manager 35 Griffin Road South Bloomfield CT 06002
Emissions Analysis for Site CT11782A ndash CT782 Costello MP
EBI Consulting was directed to analyze the proposed T-Mobile facility located at 123 Costello Road Newington CT for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna Installation located on this property are within specified federal limits
All information used in this report was analyzed as a percentage of current Maximum Permissible Exposure ( MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSIIEEE Std C951 The FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (microWcm2) The number of microWcm2 calculated at each sample point is called the power density The exposure limit for power density varies depending upon the frequencies being utilized Wireless Carriers and Paging Services use different frequency bands each with different exposure limits therefore it is necessary to report results and limits in terms of percent MPE rather than power density
All results were compared to the FCC (Federal Communications Commission) radio frequency exposure rules 47 CFR 11307(b)(1) ndash (b)(3) to determine compliance with the Maximum Permissible Exposure (MPE) limits for General PopulationUncontrolled environments as defined below
General populationuncontrolled exposure limits apply to situations in which the general public may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure Therefore members of the general public would always be considered under this category when exposure is not employment related for example in the case of a telecommunications tower that exposes persons in a nearby residential area
Public exposure to radio frequencies is regulated and enforced in units of microwatts per square centimeter (μWcm2) The general population exposure limit for the 700 MHz Band is approximately 467 μWcm2 and the general population exposure limit for the PCS and AWS bands is 1000 μWcm2 Because each carrier will be using different frequency bands and each frequency band has different exposure limits it is necessary to report percent of MPE rather than power density
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Occupationalcontrolled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure Occupationalcontrolled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general populationuncontrolled limits (see below) as long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means
Additional details can be found in FCC OET 65
CALCULATIONS
Calculations were done for the proposed T-Mobile Wireless antenna facility located at 123 Costello Road Newington CT using the equipment information listed below All calculations were performed per the specifications under FCC OET 65 Since T-Mobile is proposing highly focused directional panel antennas which project most of the emitted energy out toward the horizon all calculations were performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was focused at the base of the tower For this report the sample point is the top of a 6 foot person standing at the base of the tower
For all calculations all equipment was calculated using the following assumptions
1) 2 GSM UMTS channels (PCS Band - 1900 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
2) 2 UMTS channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed installation These Channels have a transmit power of 30 Watts per Channel
3) 2 LTE channels (AWS Band ndash 2100 MHz) were considered for each sector of the proposed
installation These Channels have a transmit power of 60 Watts per Channel 4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation
This channel has a transmit power of 30 Watts 5) Since the radios are ground mounted there are additional cabling losses accounted for For
each RF path the following losses were calculated 199 dB of additional cable loss for all 1900 MHz and 2100 MHz channels and 109 dB of additional cable loss at 700 MHz This is based on manufacturers Specifications for 115 feet of 78rdquo coax cable on each path
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
6) All radios at the proposed installation were considered to be running at full power and were
uncombined in their RF transmissions paths per carrier prescribed configuration Per FCC OET Bulletin No 65 - Edition 97-01 recommendations to achieve the maximum anticipated value at each sample point all power levels emitting from the proposed antenna installation are increased by a factor of 256 to account for possible in-phase reflections from the surrounding environment This is rarely the case and if so is never continuous
7) For the following calculations the sample point was the top of a six foot person standing at the base of the tower The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used in this direction This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
8) The antennas used in this modeling are the Ericsson AIR21 (B4AB2P amp B2AB4P) for 1900 MHz (PCS) and 2100 MHz (AWS) channels and the Commscope LNX-6515DS-VTM for 700 MHz channels This is based on feedback from the carrier with regards to anticipated antenna selection The Ericsson AIR21 (B4AB2P amp B2AB4P) have a maximum gain of 159 dBd at their main lobe The Commscope LNX-6515DS-VTM has a maximum gain of 146 dBd at its main lobe The maximum gain of the antenna per the antenna manufactures supplied specifications minus 10 dB was used for all calculations This value is a very conservative estimate as gain reductions for these particular antennas are typically much higher in this direction
9) The antenna mounting height centerline of the proposed antennas is 95 feet above ground level (AGL)
10) Emissions values for additional carriers were taken from the Connecticut Siting Council
active database Values in this database are provided by the individual carriers themselves
All calculations were done with respect to uncontrolled general public threshold limits
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
T-Mobile Site Inventory and Power Data
Sector A Sector B Sector C Antenna 1 Antenna 1 Antenna 1
Make Model Ericsson AIR21 B4AB2P Make Model Ericsson AIR21
B4AB2P Make Model Ericsson AIR21 B4AB2P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Frequency Bands 2100 MHz (AWS) Channel Count 2 Channel Count 2 PCS Channels 2
Total TX Power 120 Total TX Power 120 AWS Channels 120 ERP (W) 466854 ERP (W) 466854 ERP (W) 466854
Antenna A1 MPE 212 Antenna B1 MPE 212 Antenna C1 MPE 212 Antenna 2 Antenna 2 Antenna 2
Make Model Ericsson AIR21 B2AB4P Make Model Ericsson AIR21
B2AB4P Make Model Ericsson AIR21 B2AB4P
Gain 159 dBd Gain 159 dBd Gain 159 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS) Frequency Bands 1900 MHz(PCS)
2100 MHz (AWS) Frequency Bands 1900 MHz(PCS) 2100 MHz (AWS)
Channel Count 4 Channel Count 4 Channel Count 4 Total TX Power 120 Total TX Power 120 Total TX Power 120
ERP (W) 466854 ERP (W) 466854 ERP (W) 466854 Antenna A2 MPE 212 Antenna B2 MPE 212 Antenna C2 MPE 212
Antenna 3 Antenna 3 Antenna 3
Make Model Commscope LNX-6515DS-VTM Make Model Commscope LNX-
6515DS-VTM Make Model Commscope LNX-6515DS-VTM
Gain 146 dBd Gain 146 dBd Gain 146 dBd Height (AGL) 95 Height (AGL) 95 Height (AGL) 95
Frequency Bands 700 MHz Frequency Bands 700 MHz Frequency Bands 700 MHz Channel Count 1 Channel Count 1 Channel Count 1
Total TX Power 30 Total TX Power 30 Total TX Power 30 ERP (W) 86521 ERP (W) 86521 ERP (W) 86521
Antenna A3 MPE 084 Antenna B3 MPE 084 Antenna C3 MPE 084
Site Composite MPE Carrier MPE
T-Mobile (Per Sector Max) 508 Verizon Wireless 396
MetroPCS 161 Clearwire 011
Sprint 013 Nextel 031 ATampT 292
Site Total MPE 1412
T-Mobile Sector 1 Total 508 T-Mobile Sector 2 Total 508 T-Mobile Sector 3 Total 508
Site Total 1412
T-Mobile _per sector Channels
Watts ERP (Per Channel)
Height (feet)
Total Power Density
(microWcm2)
Frequency (MHz)
Allowable MPE
(microWcm2)
Calculated MPE
T-Mobile 2100 MHz (AWS) LTE 2 233427 95 2119 2100 1000 212
T-Mobile 700 MHz LTE 1 86521 95 393 700 467 084
T-Mobile 1900 MHz (PCS) GSMUMTS 2 116714 95 1059 1900 1000 106
T-Mobile 2100 MHz (AWS) UMTS 2 116714 95 1059 2100 1000 106
Total 508
EBI Consulting environmental | engineering | due diligence
21 B Street Burlington MA 01803 Tel (781) 2732500 Fax (781) 2733311
Summary
All calculations performed for this analysis yielded results that were within the allowable limits for general public exposure to RF Emissions
The anticipated maximum composite contributions from the T-Mobile facility as well as the site composite emissions value with regards to compliance with FCCrsquos allowable limits for general public exposure to RF Emissions are shown here
T-Mobile Sector Power Density Value () Sector 1 508 Sector 2 508 Sector 3 508
T-Mobile Per Sector Maximum
508
Site Total 1412
Site Compliance Status COMPLIANT
The anticipated composite MPE value for this site assuming all carriers present is 1412 of the allowable FCC established general public limit sampled at the ground level This is based upon values listed in the Connecticut Siting Council database for existing carrier emissions
FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds) that carriers over a 5 contribution to the composite value will require measures to bring the site into compliance For this facility the composite values calculated were well within the allowable 100 threshold standard per the federal government
Scott Heffernan RF Engineering Director EBI Consulting 21 B Street Burlington MA 01803
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