CLMB315 (G-Code) - Dublin, Ohio, USAdublinohiousa.gov/dev/dev/wp-content/uploads/2017/03/17...Harper...
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Transcript of CLMB315 (G-Code) - Dublin, Ohio, USAdublinohiousa.gov/dev/dev/wp-content/uploads/2017/03/17...Harper...
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CLMB315 Page
1 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply:
Tower is located in Franklin County, Ohio. Basic wind speed of 90 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 0.750 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 mph is used in combination with ice. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Tapered Pole Section Geometry Section Elevation
ft
Section Length
ft
Splice Length
ft
Number of
Sides
Top Diameter
in
Bottom Diameter
in
Wall Thickness
in
Bend Radius
in
Pole Grade
L1 140.000-95.780 44.220 4.430 18 21.000 31.460 0.188 0.750 A572-65 (65 ksi)
L2 95.780-47.600 52.610 5.790 18 30.037 42.290 0.313 1.250 A572-65 (65 ksi)
L3 47.600-1.000 52.390 18 40.317 52.500 0.375 1.500 A572-65 (65 ksi)
Tapered Pole Properties Section Tip Dia.
in Area in2
I in4
r in
C in
I/C in3
J in4
It/Q in2
w in
w/t
L1 21.324 12.386 677.826 7.388 10.668 63.538 1356.544 6.194 3.366 17.952 31.945 18.611 2299.500 11.102 15.982 143.884 4602.026 9.307 5.207 27.77
L2 31.548 29.483 3291.113 10.552 15.259 215.686 6586.557 14.744 4.737 15.157 42.942 41.636 9269.240 14.902 21.483 431.462 18550.676 20.822 6.893 22.058
L3 42.306 47.540 9581.841 14.179 20.481 467.845 19176.290 23.775 6.436 17.162 53.310 62.042 21296.775 18.504 26.670 798.529 42621.573 31.027 8.580 22.88
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CLMB315 Page
2 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Tower Elevation
ft
Gusset Area
(per face)
ft2
Gusset Thickness
in
Gusset Grade Adjust. Factor Af
Adjust. Factor
Ar
Weight Mult.
Double Angle Stitch Bolt Spacing
Diagonals in
Double Angle Stitch Bolt Spacing
Horizontals in
L1 140.000-95.780
1 1 1
L2 95.780-47.600
1 1 1
L3 47.600-1.000
1 1 1
Monopole Base Plate Data
Base Plate Data Base plate is square Base plate is grouted √ Anchor bolt grade A615-75 Anchor bolt size 2.250 in Number of bolts 14 Embedment length 72.000 in f'c 3.000 ksi Grout space 2.000 in Base plate grade A572-50 Base plate thickness 2.250 in Bolt circle diameter 60.000 in Outer diameter 66.000 in Inner diameter 42.500 in Base plate type Plain Plate
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Component Type
Placement
ft
Total Number
Number Per Row
Start/End Position
Width or Diameter
in
Perimeter
in
Weight
klf 1 5/8'' Hybrid cable
(Verizon) B Surface Ar
(CaAa) 140.000 - 1.000 1 1 0.000
0.000 0.000 0.001
Feed Line/Linear Appurtenances - Entered As Area
Description Face or
Leg
Allow Shield
Component Type
Placement
ft
Total Number
CAAA
ft2/ft
Weight
klf LDF7-50A (1-5/8
FOAM) (Verizon)
B No Inside Pole 140.000 - 4.000 12 No Ice 1/2'' Ice 1'' Ice
0.000 0.000 0.000
0.001 0.001 0.001
2'' Rigid Conduit C No Inside Pole 81.000 - 11.000 1 No Ice 1/2'' Ice 1'' Ice
0.000 0.000 0.000
0.003 0.003 0.003
Feed Line/Linear Appurtenances Section Areas
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CLMB315 Page
3 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Tower Section
Tower Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face ft2
CAAA
Out Face ft2
Weight
K L1 140.000-95.780 A
B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.471 0.000
L2 95.780-47.600 A B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.514 0.094
L3 47.600-1.000 A B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.467 0.102
Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section
Tower Elevation
ft
Face or
Leg
Ice Thickness
in
AR
ft2
AF
ft2
CAAA
In Face ft2
CAAA
Out Face ft2
Weight
K L1 140.000-95.780 A
B C
1.702 0.000 0.000 0.000
0.000 0.000 0.000
0.000 15.051 0.000
0.000 0.000 0.000
0.000 0.628 0.000
L2 95.780-47.600 A B C
1.619 0.000 0.000 0.000
0.000 0.000 0.000
0.000 16.399 0.000
0.000 0.000 0.000
0.000 0.684 0.094
L3 47.600-1.000 A B C
1.456 0.000 0.000 0.000
0.000 0.000 0.000
0.000 15.091 0.000
0.000 0.000 0.000
0.000 0.617 0.102
Shielding Factor Ka
Tower Section
Feed Line Record No.
Description Feed Line Segment Elev.
Ka No Ice
Ka Ice
L1 2 1 5/8" Hybrid cable 95.78 - 140.00 1.0000 1.0000 L2 2 1 5/8" Hybrid cable 47.60 - 95.78 1.0000 1.0000
Discrete Tower Loads
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
ft ft ft
Azimuth Adjustment
°
Placement
ft
CAAA Front
ft2
CAAA Side
ft2
Weight
K
PiROD 13' Low Profile Platform Top (Monopole)
(Verizon)
C None 0.000 140.000 No Ice 1/2'' Ice 1'' Ice
15.700 20.100 24.500
15.700 20.100 24.500
1.300 1.765 2.230
(4) SBNHH-1D65C (Verizon)
A From Face 4.000 0.000
0.000 140.000 No Ice 1/2'' Ice
11.445 12.064
7.696 8.289
0.060 0.126
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CLMB315 Page
4 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
ft ft ft
Azimuth Adjustment
°
Placement
ft
CAAA Front
ft2
CAAA Side
ft2
Weight
K
0.000 1'' Ice 12.689 8.889 0.199 (4) SBNHH-1D65C
(Verizon) B From Face 4.000
0.000 0.000
0.000 140.000 No Ice 1/2'' Ice 1'' Ice
11.445 12.064 12.689
7.696 8.289 8.889
0.060 0.126 0.199
(4) SBNHH-1D65C (Verizon)
C From Face 4.000 0.000 0.000
0.000 140.000 No Ice 1/2'' Ice 1'' Ice
11.445 12.064 12.689
7.696 8.289 8.889
0.060 0.126 0.199
(3) B13 RRH4x30-4R (Verizon)
A From Face 4.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
2.520 2.742 2.973
1.890 2.093 2.304
0.057 0.077 0.099
(3) B25 RRH4x30-4R (Verizon)
B From Face 3.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
2.497 2.717 2.947
1.498 1.688 1.886
0.051 0.068 0.089
(3) B66a RRH 4x45 (Verizon)
C From Face 3.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
3.010 3.259 3.517
1.831 2.050 2.277
0.067 0.087 0.111
OVP distribution box (Verizon)
A From Face 3.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
2.586 2.804 3.031
1.145 1.313 1.489
0.020 0.037 0.056
OVP distribution box (Verizon)
A From Face 2.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
2.586 2.804 3.031
1.145 1.313 1.489
0.020 0.037 0.056
3' x 3.5'' Pipe Mount A From Face 2.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
0.764 0.956 1.161
0.764 0.956 1.161
0.040 0.048 0.058
3' x 3.5'' Pipe Mount A From Face 2.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
0.764 0.956 1.161
0.764 0.956 1.161
0.040 0.048 0.058
Mini T-arm C None 0.000 80.000 No Ice 1/2'' Ice 1'' Ice
4.500 9.870
15.240
4.500 9.870
15.240
0.214 0.275 0.336
Speaker A From Face 1.000 0.000 0.000
0.000 61.000 No Ice 1/2'' Ice 1'' Ice
2.586 2.804 3.031
1.145 1.313 1.489
0.020 0.037 0.056
Electric box C None 0.000 10.000 No Ice 1/2'' Ice 1'' Ice
6.024 6.536 7.056
3.800 4.302 4.804
0.016 0.046 0.083
Electric box C None 0.000 14.000 No Ice 1/2'' Ice 1'' Ice
6.024 6.536 7.056
3.800 4.302 4.804
0.016 0.046 0.083
Electric box C None 0.000 18.000 No Ice 1/2'' Ice 1'' Ice
6.024 6.536 7.056
3.800 4.302 4.804
0.016 0.046 0.083
(2) CBC721-DF Diplexer (Verizon)
A From Face 3.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
1.167 1.314 1.469
0.467 0.575 0.691
0.004 0.012 0.021
(2) CBC721-DF Diplexer (Verizon)
B From Face 3.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
1.167 1.314 1.469
0.467 0.575 0.691
0.004 0.012 0.021
(2) CBC721-DF Diplexer (Verizon)
C From Face 3.000 0.000 0.000
0.000 142.000 No Ice 1/2'' Ice 1'' Ice
1.167 1.314 1.469
0.467 0.575 0.691
0.004 0.012 0.021
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CLMB315 Page
5 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Dishes
Description Face or
Leg
Dish Type
Offset Type
Offsets: Horz
Lateral Vert
ft
Azimuth Adjustment
°
3 dB Beam Width
°
Elevation
ft
Outside Diameter
ft
Aperture Area
ft2
Weight
K P2-57W C Paraboloid w/o
Radome From Face
1.000 5.600 0.000
0.000 80.000 2.000 No Ice 1/2'' Ice 1'' Ice
3.140 3.407 3.674
0.025 0.042 0.060
P2-57W C Paraboloid w/o Radome
From Face
1.000 3.400 0.000
0.000 80.000 2.000 No Ice 1/2'' Ice 1'' Ice
3.140 3.407 3.674
0.025 0.042 0.060
P2-57W C Paraboloid w/o Radome
From Face
1.000 1.100 0.000
0.000 80.000 2.000 No Ice 1/2'' Ice 1'' Ice
3.140 3.407 3.674
0.025 0.042 0.060
P2-57W C Paraboloid w/o Radome
From Face
1.000 -1.100 0.000
0.000 80.000 2.000 No Ice 1/2'' Ice 1'' Ice
3.140 3.407 3.674
0.025 0.042 0.060
P2-57W C Paraboloid w/o Radome
From Face
1.000 -3.400 0.000
0.000 80.000 2.000 No Ice 1/2'' Ice 1'' Ice
3.140 3.407 3.674
0.025 0.042 0.060
P2-57W C Paraboloid w/o Radome
From Face
1.000 -5.600 0.000
0.000 80.000 2.000 No Ice 1/2'' Ice 1'' Ice
3.140 3.407 3.674
0.025 0.042 0.060
Load Combinations Comb.
No. Description
1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 90 deg - No Ice 5 0.9 Dead+1.6 Wind 90 deg - No Ice 6 1.2 Dead+1.6 Wind 180 deg - No Ice 7 0.9 Dead+1.6 Wind 180 deg - No Ice 8 1.2 Dead+1.0 Ice 9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice
10 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 12 Dead+Wind 0 deg - Service 13 Dead+Wind 90 deg - Service 14 Dead+Wind 180 deg - Service
Maximum Member Forces Section
No. Elevation
ft Component
Type Condition Gov.
Load Comb.
Axial
K
Major Axis Moment
kip-ft
Minor Axis Moment
kip-ft L1 140 - 95.78 Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 8 -14.630 1.626 0.533 Max. Mx 4 -5.695 -362.544 -1.444 Max. My 2 -5.685 2.183 362.801 Max. Vy 4 10.425 -362.544 -1.444
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CLMB315 Page
6 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Section No.
Elevation ft
Component Type
Condition Gov. Load
Comb.
Axial
K
Major Axis Moment
kip-ft
Minor Axis Moment
kip-ft Max. Vx 2 -10.414 2.183 362.801 Max. Torque 2 0.962
L2 95.78 - 47.6 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -27.408 1.827 -0.634 Max. Mx 4 -14.019 -951.445 -4.033 Max. My 2 -13.985 4.213 976.132 Max. Vy 4 14.782 -951.445 -4.033 Max. Vx 2 -15.700 4.213 976.132 Max. Torque 2 1.062
L3 47.6 - 1 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -46.413 1.827 -0.634 Max. Mx 4 -27.872 -1843.910 -7.764 Max. My 2 -27.871 7.460 1916.548 Max. Vy 4 19.408 -1843.910 -7.764 Max. Vx 2 -20.315 7.460 1916.548 Max. Torque 2 1.062
Maximum Reactions
Location Condition Gov. Load
Comb.
Vertical K
Horizontal, X K
Horizontal, Z K
Pole Max. Vert 9 46.413 0.008 4.320 Max. Hx 3 20.911 0.061 20.300 Max. Hz 2 27.882 0.061 20.300 Max. Mx 2 1916.548 0.061 20.300 Max. Mz 4 1843.910 -19.393 -0.070 Max. Torsion 2 1.061 0.061 20.300 Min. Vert 5 20.911 -19.393 -0.070 Min. Hx 4 27.882 -19.393 -0.070 Min. Hz 6 27.882 -0.061 -19.909 Min. Mx 6 -1885.739 -0.061 -19.909 Min. Mz 2 -7.460 0.061 20.300 Min. Torsion 6 -1.052 -0.061 -19.909
Tower Mast Reaction Summary
Load Combination
Vertical
K
Shearx
K
Shearz
K
Overturning Moment, Mx
kip-ft
Overturning Moment, Mz
kip-ft
Torque
kip-ft Dead Only 23.235 0.000 0.000 0.224 0.572 0.000 1.2 Dead+1.6 Wind 0 deg - No Ice
27.882 -0.061 -20.300 -1916.548 7.460 -1.061
0.9 Dead+1.6 Wind 0 deg - No Ice
20.911 -0.061 -20.300 -1906.214 7.237 -1.050
1.2 Dead+1.6 Wind 90 deg - No Ice
27.882 19.393 0.070 7.764 -1843.910 0.456
0.9 Dead+1.6 Wind 90 deg - No Ice
20.911 19.393 0.070 7.653 -1833.962 0.460
1.2 Dead+1.6 Wind 180 deg - No Ice
27.882 0.061 19.909 1885.739 -6.037 1.052
0.9 Dead+1.6 Wind 180 deg - No Ice
20.911 0.061 19.909 1875.386 -6.182 1.041
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CLMB315 Page
7 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Load Combination
Vertical
K
Shearx
K
Shearz
K
Overturning Moment, Mx
kip-ft
Overturning Moment, Mz
kip-ft
Torque
kip-ft 1.2 Dead+1.0 Ice 46.413 -0.000 0.000 0.634 1.827 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 Ice
46.413 -0.008 -4.320 -393.429 2.879 -0.211
1.2 Dead+1.0 Wind 90 deg+1.0 Ice
46.413 4.177 0.010 1.745 -380.568 0.048
1.2 Dead+1.0 Wind 180 deg+1.0 Ice
46.413 0.008 4.258 389.715 0.951 0.211
Dead+Wind 0 deg - Service 23.235 -0.015 -5.045 -474.737 2.263 -0.263 Dead+Wind 90 deg - Service 23.235 4.820 0.017 2.084 -456.459 0.113 Dead+Wind 180 deg - Service 23.235 0.015 4.948 467.412 -1.081 0.262
Solution Summary
Load Comb.
Sum of Applied Forces Sum of Reactions % Error PX
K PY K
PZ K
PX K
PY K
PZ K
1 0.000 -23.235 0.000 0.000 23.235 0.000 0.000% 2 -0.061 -27.882 -20.300 0.061 27.882 20.300 0.000% 3 -0.061 -20.911 -20.300 0.061 20.911 20.300 0.000% 4 19.393 -27.882 0.070 -19.393 27.882 -0.070 0.000% 5 19.393 -20.911 0.070 -19.393 20.911 -0.070 0.000% 6 0.061 -27.882 19.909 -0.061 27.882 -19.909 0.000% 7 0.061 -20.911 19.909 -0.061 20.911 -19.909 0.000% 8 0.000 -46.413 0.000 0.000 46.413 0.000 0.000% 9 -0.008 -46.413 -4.320 0.008 46.413 4.320 0.000%
10 4.177 -46.413 0.010 -4.177 46.413 -0.010 0.000% 11 0.008 -46.413 4.258 -0.008 46.413 -4.258 0.000% 12 -0.015 -23.235 -5.045 0.015 23.235 5.045 0.000% 13 4.820 -23.235 0.017 -4.820 23.235 -0.017 0.000% 14 0.015 -23.235 4.948 -0.015 23.235 -4.948 0.000%
Non-Linear Convergence Results
Load Combination
Converged? Number of Cycles
Displacement Tolerance
Force Tolerance
1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00017603 3 Yes 4 0.00000001 0.00010756 4 Yes 4 0.00000001 0.00004344 5 Yes 4 0.00000001 0.00002690 6 Yes 4 0.00000001 0.00014374 7 Yes 4 0.00000001 0.00008800 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00003840
10 Yes 4 0.00000001 0.00002543 11 Yes 4 0.00000001 0.00003748 12 Yes 4 0.00000001 0.00001283 13 Yes 4 0.00000001 0.00000001 14 Yes 4 0.00000001 0.00001215
tnxTowertnxTower Job
CLMB315 Page
8 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Maximum Tower Deflections - Service Wind
Section No.
Elevation
ft
Horz. Deflection
in
Gov. Load
Comb.
Tilt °
Twist °
L1 140 - 95.78 14.648 12 1.044 0.004 L2 100.21 - 47.6 7.067 12 0.703 0.001 L3 53.39 - 1 1.898 12 0.336 0.000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov. Load
Comb.
Deflection
in
Tilt °
Twist °
Radius of Curvature
ft 142.000 (3) B13 RRH4x30-4R 12 14.648 1.044 0.004 41228 140.000 PiROD 13' Low Profile Platform
Top (Monopole) 12 14.648 1.044 0.004 41228
80.000 P2-57W 12 4.292 0.537 0.000 5857 61.000 Speaker 12 2.449 0.391 0.000 6679 18.000 Electric box 12 0.391 0.104 0.000 21809 14.000 Electric box 12 0.290 0.079 0.000 28520 10.000 Electric box 12 0.197 0.055 0.000 41196
Maximum Tower Deflections - Design Wind
Section No.
Elevation
ft
Horz. Deflection
in
Gov. Load
Comb.
Tilt °
Twist °
L1 140 - 95.78 59.134 2 4.211 0.016 L2 100.21 - 47.6 28.545 2 2.840 0.004 L3 53.39 - 1 7.667 2 1.358 0.001
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov. Load
Comb.
Deflection
in
Tilt °
Twist °
Radius of Curvature
ft 142.000 (3) B13 RRH4x30-4R 2 59.134 4.211 0.016 10281 140.000 PiROD 13' Low Profile Platform
Top (Monopole) 2 59.134 4.211 0.016 10281
80.000 P2-57W 2 17.341 2.172 0.002 1456 61.000 Speaker 2 9.894 1.581 0.001 1655 18.000 Electric box 2 1.577 0.419 0.001 5393 14.000 Electric box 2 1.172 0.320 0.000 7053 10.000 Electric box 2 0.794 0.221 0.000 10187
tnxTowertnxTower Job
CLMB315 Page
9 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Base Plate Design Data
Plate Thickness
in
Number of Anchor
Bolts
Anchor Bolt Size
in
Actual Allowable
Ratio Bolt
Tension K
Actual Allowable
Ratio Concrete
Stress ksi
Actual Allowable
Ratio Plate Stress
ksi
Actual Allowable
Ratio Stiffener
Stress ksi
Controlling Condition
Critical Ratio
2.250 14 2.250 83.251 223.654
0.37
1.260 3.060 0.41
22.680 45.000
0.50
Plate 0.50
Compression Checks
Pole Design Data Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
φPn
K
Ratio Pu
φPn L1 140 - 95.78 (1) TP31.46x21x0.188 44.220 0.000 0.0 17.987 -5.685 1131.500 0.005 L2 95.78 - 47.6 (2) TP42.29x30.037x0.313 52.610 0.000 0.0 40.299 -13.985 2769.140 0.005 L3 47.6 - 1 (3) TP52.5x40.317x0.375 52.390 0.000 0.0 62.042 -27.871 4159.330 0.007
Pole Bending Design Data Section
No. Elevation
ft
Size
Mux
kip-ft
φMnx
kip-ft
Ratio Mux
φMnx
Muy
kip-ft
φMny
kip-ft
Ratio Muy
φMny L1 140 - 95.78 (1) TP31.46x21x0.188 362.808 704.407 0.515 0.000 704.407 0.000 L2 95.78 - 47.6 (2) TP42.29x30.037x0.313 976.142 2313.908 0.422 0.000 2313.908 0.000 L3 47.6 - 1 (3) TP52.5x40.317x0.375 1916.558 4461.167 0.430 0.000 4461.167 0.000
Pole Shear Design Data Section
No. Elevation
ft
Size
Actual Vu
K
φVn
K
Ratio Vu
φVn
Actual Tu
kip-ft
φTn
kip-ft
Ratio Tu
φTn L1 140 - 95.78 (1) TP31.46x21x0.188 10.414 565.752 0.018 0.961 1410.533 0.001 L2 95.78 - 47.6 (2) TP42.29x30.037x0.313 15.701 1384.570 0.011 1.062 4633.475 0.000 L3 47.6 - 1 (3) TP52.5x40.317x0.375 20.316 2079.660 0.010 1.061 8933.250 0.000
tnxTowertnxTower Job
CLMB315 Page
10 of 10
Harper Engineering, Inc. 815 Superior Ave., Suite 1514
Project 9-151-1103
Date
13:54:26 01/05/17 Cleveland, OH 44114
Phone: (216) 344-3855 FAX: (216) 344-3856
Client Verizon
Designed by
A.Hebovia
Pole Interaction Design Data Section
No. Elevation
ft
Ratio Pu
φPn
Ratio Mux
φMnx
Ratio Muy
φMny
Ratio Vu
φVn
Ratio Tu
φTn
Comb. Stress Ratio
Allow. Stress Ratio
Criteria
L1 140 - 95.78 (1) 0.005 0.515 0.000 0.018 0.001 0.520 1.000 4.8.2 L2 95.78 - 47.6 (2) 0.005 0.422 0.000 0.011 0.000 0.427 1.000 4.8.2 L3 47.6 - 1 (3) 0.007 0.430 0.000 0.010 0.000 0.436 1.000 4.8.2
Section Capacity Table Section
No. Elevation
ft Component
Type Size Critical
Element P K
øPallow
K %
Capacity Pass Fail
L1 140 - 95.78 Pole TP31.46x21x0.188 1 -5.685 1131.500 52.0 Pass L2 95.78 - 47.6 Pole TP42.29x30.037x0.313 2 -13.985 2769.140 42.7 Pass L3 47.6 - 1 Pole TP52.5x40.317x0.375 3 -27.871 4159.330 43.6 Pass
Summary Pole (L1) 52.0 Pass Base Plate 50.4 Pass RATING = 52.0 Pass
Program Version 6.0.0.8 - 9/7/2011 File:Z:/(9-151) Verizon LTE New Builds/Verizon Sites/Site 1103/Structural/Risa/CLMB315/CLMB315 (G-Code).eri
STAMP
ENGINEERED ENDEAVORS10975 Kinsman Road * Newbury, OH 44065-9787
Ph: (440) 564-5484 * Ph: (888) 270-3855Fx: (440) 564-5489 * www.engend.com
FOR REVIEWTHIS DRAWING IS CONFIDENTIAL AND MAY NOT BE LOANED, REPRODUCED,
COPIED EITHER WHOLLY OR IN PART, OR MADE PUBLIC IN ANY MANNERWITHOUT THE WRITTEN CONSENT OF ENGINEERED ENDEAVORS. -
ALL RIGHTS OF DESIGN OR INVENTION ARE RESERVED.
REVISION HISTORY
REV. # DATE BY DESCRIPTION
DRAWN BY CREATED PROJECT NUMBER
DRAWING NUMBER
RVH 6/17/15 17476
17476-E01-S1
140' STADIUM LIGHT POLEVERIZON WIRELESS
DUBLIN-COFFMAN HS/CLMB-315
FRANKLIN COUNTY, OHELEVATION VIEW & DETAILS
0 6/25/15 RVH ISSUED FOR REVIEW
B
SLIP JOINT JACKING
EQ
.E
Q.
CL SPLICE
LEN
GTH
SP
LIC
E
PROVISION DETAIL
3'-0
"3'
-0"
10"
20"
6"12
"
1"Ø (A194-2H TYPE 3)JACKING H.N. WELDED OVER1 3/16"Ø HOLES IN SHAFT @CL FLATS 2 & 11
2" HORIZ. SHAFTORIENTATION WELDBEAD @ CORNEROF FLATS #7 & 81"Ø (A194-2H TYPE 3) JACKING H.N.
WELDED OVER 1 3/16"Ø HOLES INSHAFT @ CL FLATS 2 & 11
NOTE: FOR REQUIRED TOLERANCES AT SLIPJOINTS AND REQD. JACKING FORCES SEE"STRUCTURE ASSEMBLY AND ERECTIONPROCEDURES".
(2) 1 1/2"x4' HANDLING SLOTSw/ 3/4"R @ THIS END
LS-261 TOPBRKT. ASSY.
GUIDE ASSY.LS-379 CABLE
BRKT. ASSEMBLYLS-262 BOTTOM
SAFETY CLIMB ATTACHMENT DETAILS
HOLES
CABLE
UPPER
HOLES
HOLES
TENSIONERL-251
LOWER
INTERMEDIATEMTG. BRKT.
MTG. BRKT.
MTG. BRKT.
(2) H.N., (2) F.W.& TENSIONINDICATOR
(LOCATED ALONG CL OF FLAT #4)
(2) 9/16"Ø
(2) 9/16"Ø
(2) 7/16"Ø 3/8"Ø SAFETY
STEP BOLT DETAIL
STEP BOLT BRKT. (3/16" PL~A871-GR65)
3/4"Ø HOLE
AELEVATION VIEW
5/8"Ø x 6 1/2" LG.BUTTON HEAD
STEP BOLT w/(1)5/8" HEX NUT & (1)5/8" SQUARE NUT
1
32
30BVIEW
G
H
CL SPLICE
SEE SLIP JOINTJACKING PROVISIONDETAIL
WORK POINT
11'-0
"
12'-0
"±
SA
FETY
CLI
MB
PR
OV
ISIO
NS
UP
CL
OF
FLA
T #4
TO
TO
P O
F P
OLE
PR
OV
ISIO
NS
FO
R S
TEP
SC
EN
TER
ED
AB
OU
T FL
AT
#4(S
PA
CE
D 1
'-3" A
PA
RT
VE
RT.
& A
MA
X. O
F 24
" CIR
CU
M.)
TO T
OP
OF
PO
LE (S
EE
STE
PB
OLT
DE
TAIL
)
GROUND LINE
3
12
21
3
4
5
6
7
89 10
11
13
14
15
1617
18
DSECTION
CSECTION
(A871-GR65)CL 6" x 18" OD HANDHOLE
@ CL FLATS 1, 7 & 13 w/INTERNAL KELLUM HOOKS
3/16
5/163/16
2
1'-0
"15°
Ø25 3/4" BC
(24) Ø1 3/16" HOLES
CL KELLUM HOOKS @INTERIOR @ CL FLATS3, 6, 9, 12, 15 & 18
C
NOTE: PLATFORM REMOVED FOR CLARITY
CL SPLICE
7
11 12
(A871-GR65)CL 5" x 7" OD HANDHOLE
@ CL FLAT 17w/INTERNAL KELLUM HOOKS
14
16
6
4
8
5
4
9
8 9
6
5
& SLOT COVERS REQUIREDFOR PLATFORM ATTACHMENT
(9) 1"Ø (A325) HEX BOLTSNOTE:7"
10
139'
-0"
10'-0
"
49'-6"
97'-0"
121'
-0"
2 1/
4"52
'-2 1
/2"
3/8"
PL
A87
1-G
R65
PO
LY-1
8 S
HA
FT
3'-0
"
52'-7
11/
32"
5/16
" PL
A87
1-G
R65
PO
LY-1
8 S
HA
FT
44'-1
19/
32"
3/16
" PL
A87
1-G
R65
PO
LY-1
8 S
HA
FT1"
4'-5
5/3
2"S
PLI
CE
LE
NG
TH5'
-9 1
/2"
SP
LIC
E L
EN
GTH
(A871-GR65)18"x18"x1/2" BRACKET@ 79'-0" & 76'-0" ELEV
(FIELD DRILL BOTH BRACKETS)(FOR SERVICE PLATFORM)
PO
LE T
AP
ER
= 0
.236
97 in
/ft
31
106'
-0"
PL 1"(A588-GR50)
3'-6 5/16" AF [42.3127] AF
3'-4 1/8" AF [40.1284] AF
4'-4 1/2" AF [52.5000] AF
2'-7 15/32" AF [31.4583] AF
2'-5 27/32" AF [29.8454] AF
1'-9" AF [21.0000] AF
5" x 7" HANDHOLE(A871-GR65)@ 76'-0" ELEV
x 3
12
2 13
45
67
8 9 1011
131415
161718
Ø1 1/2" S.S. THREADED PIPECOUPLING @ 60°
D
76'-0"
79'-0"
3"TYP
59'-0"
E
12
21
3
4
5
6
7
89 10
11
13
14
15
16
1718
ESECTION
3/16TYP
(A871-GR65)12"x12"x1/2" BRACKET@ 59'-0" ELEV(FIELD DRILL BRACKET)(FOR SPEAKER RELOCATION)
5/167/16
TYP
Ø1 1/2" S.S.THREADED PIPECOUPLING @ 76'-0" ELEV
Ø28 1/2" ODØ18" ID
60°
240°
60°
TYP3/16
Ø1 1/2" S.S. THREADED PIPECOUPLING @ 60°(A304 STAINLESS)
F
150°
12
21
3
4
5
6
7
89 10
11
13
14
15
16
1718
FSECTION
3/16
5" x 7" HANDHOLE(A871-GR65)@ 10'-0" ELEV
Ø1 1/2" S.S. THREADED PIPE COUPLING@ 10'-0" ELEV
3/81/2
TYP
12
21
3
4
5
6
7
89 10
11
13
14
15
16
17
18
(A588-GR50)9" x 24" ACCESS PORT
@ 3'-0" ELEV
3/81/2
100%
12(A588-GR50)9" x 24" ACCESS PORT@ 3'-0" ELEV
11
GSECTION
2"TYP
HSECTION
3/81/2
UT1/4
PL 2 1/4"(A588-GR50)
12
21
3
4
5
6
7
89 10
11
13
14
15
16
1718
(14) Ø2 3/4" HOLES
Ø60" BC
Ø42 1/2"
Ø66"
NOTE: PLATFORM, ANTENNA MOUNTS & LIGHTNING ROD EXTENSION TO BE PAINTED CORE 10 BROWN.
315°22
5°
135°
(A588-GR50)9" x 24" ACCESS PORT
@ 3'-0" ELEV
(A871-GR65)CL 5" x 7" OD HANDHOLE@ CL FLAT 17w/INTERNAL KELLUM HOOKS
15 16
13
NOTE: RE-LOCATE FIELDLIGHTING FROM EXISTING POLE
1211
1211
1615
1615
TYP3/16
TYP 5/16
140' AGL
33
3315
(A871-GR65)CL 5" x 7" OD HANDHOLE
@ CL FLAT 17w/INTERNAL KELLUM HOOKS
16 3315NOTE: RE-LOCATE FIELD
SPEAKERS FROM EXISTING POLE
33
33
0° FIELD
33
0°
5" x 7" HANDHOLE(A871-GR65)@ 59'-0" ELEV
5/167/16
TYP
1615 33
PAINTED CORE-10 BROWN.PLATFORM AND MOUNTSNOTE:
FIELD
25.7°
3333
33
33
60°
0°
0°
0°
6/25/15
3
DRAWING NO.
PROJECT NO.
2
3
1
2
12" MIN.3
12"
3"(1
4) @
6" O
.C. =
7'-0
"3"
2
3
1
1
1. ANCHOR BOLTS SHALL BE ATTACHED w/(2) HEX NUTS TO BOTH TEMPLATES2. ANCHOR BOLTS SHALL BE INSTALLED w/LONGER THREADED END UP.
REV DESCRIPTION DATE DWN CHK
ANCHOR BOLT PROJECTION
VOL. CONCRETE @ 4000 psi (TYPE II CEMENT)
STEEL (ASTM A615-GR.60) lbs
yd 3
MATERIAL LISTDESCRIPTIONITEM QTY.
VIEW "A-A"(TEMPLATE NOT SHOWN)
"A""A"
-0.0
"C" "C"
4"
VIEW "B-B"INSTALL 2" BELOW TOP
OF CONCRETE
45
6" ±
6" ±
4
5
4
5
"B""B"
REBAR SHOULD BE CENTERED BETWEEN
ANCHOR BOLTS
EQ EQ
3" MINCLEARANCE
000
LEAN CLAY W/SAND
SEE STRUCTURE DRAWING17476-P01 FOR ANCHOR
BOLT ORIENTATION ACCORDING
-25'-0"
12"
(18)
@ 1
2" O
.C. =
18'
-0"
25'-6
"
26'-0
"
6'-4"5'-3"
1'-4
"
1'-4" 1'-4"
14
22 #11 REBAR x 25'-6" (ASTM A615-GR.60)
33 #5 REBAR x 22'-0" (ASTM A615-GR.60)
2 #5 REBAR x 7'-4" (ASTM A615-GR.60)
4 #5 REBAR x 6'-3" (ASTM A615-GR.60)
38
3800
1. FOUNDATION DESIGN IS BASED ON THE FOLLOWING: EEI JOB# 17476, DRAWING# 17476-E01. 140' MONOPOLE. SOIL REPORT BY CTL ENGINEERING, INC., JULY 30, 2014.
2. FOUNDATION EMBEDMENT IS SHOWN FROM THE GROUND LEVEL AT THE TIME OF SOIL INVESTIGATION AS DEPICTED IN THE SOIL REPORT. SHOULD THE ACTUAL SOIL CONDITIONS DIFFER FROM THOSE IN THE REPORT, THE GEOTECHNICAL ENGINEER AND FOUNDATION DESIGNER SHOULD BE NOTIFIED IN ORDER TO RE-EVALUATE THE FOUNDATION DESIGN.
3. SOIL REPORT SHOULD BE CONSULTED PRIOR TO CONSTRUCTION. STEEL CASING OR SLURRY METHOD MAY BE REQUIRED TO PREVENT SOIL FROM CAVING DURING CONSTRUCTION. THE CASING SHOULD BE REMOVED AFTER COMPLETION OF CONCRETING OR, IF LEFT IN THE GROUND, ALL VOIDS AROUND THE CASING SHALL BE FILLED WITH PRESSURIZED GROUT.
4. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES,AND PROCEDURES.
5. SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH 2012 IBC CHAPTER 17, SECTION 1704. 5.1. SOIL. 5.1.a. FOUNDATION EXCAVATION SHALL BE INSPECTED PRIOR TO INSTALLATION OF REINFORCEMENT. 5.1.b. VERIFY DEPTH AND DIAMETER OF THE EXCAVATION. 5.1.c. VERIFY ACTUAL SOIL CONDITIONS AGAINST THE GEOTECHNICAL REPORT.
5.2. REINFORCING STEEL. 5.2.a. VERIFY GRADE, LENGTH, DIAMETER, AND QUANTITY OF REBARS AND COMPLIANCE WITH THE DRAWINGS. 5.2.b. VERIFY GRADE, LENGTH, DIAMETER, AND QUANTITY OF ANCHOR BOLTS AND BOLT PATTERN ON THE TEMPLATES.
5.3. CONCRETE. 5.3.a. VERIFY STRENGTH, SLUMP, AIR, TEMPERATURE OF CONCRETE, AND DESIGN MIX.
6. REINFORCING STEEL. 6.1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, Fy=60 ksi. 6.2. ALL REINFORCEMENT SHALL BE ASSEMBLED USING STEEL WIRE. WELDING IS NOT PERMITTED.
6.4. HORIZONTAL STIRRUPS SHALL BE STAGGERED ALONG THE REBAR CAGE WITH NO MORE THAN 50% OF SPLICES IN ONE PLACE.
7. CONCRETE. 7.1. MIX DESIGN AND CONSTRUCTION PROCEDURE SHALL BE IN COMPLIANCE WITH ACI 318, ACI 336.3R-93,AND ALL APPLICABLE STATE AND LOCAL CODES. 7.2. MINIMUM COMPRESSIVE STRENGTH - 4000 psi AT 28 DAYS AND TYPE II CEMENT SHALL BE USED UNLESS STATED OTHERWISE.
7.4. CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICAL IN ITS FINAL POSITION TO AVOID SEGREGATION DUE TO REHANDLING OR FLOWING. 7.5. CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY ALL SUITABLE MEANS DURING PLACEMENT AND SHALL BE THOROUGHLY WORKED AROUND REINFORCEMENT AND EMBEDDED FIXTURES AND INTO CORNERS OF FORMS.
8. ANCHOR BOLT INSTALLATION. ANCHOR BOLT ORIENTATION SHALL BE VERIFIED WITH THE SITE PLANS AND MONOPOLE DRAWING FOR PROPER FIELD LIGHT, ACCESS PORT ORIENTATION, AND ANCHOR BOLT ALIGNMENT PRIOR TO CONCRETE PLACEMENT.
VERIZON WIRELESS140' MONOPOLE
DUBLIN-COFFMAN HS / CLMB-315FRANKLIN COUNTY, OH
17476-E01
17476D.140.00 COMPLETED DRAWING LAP6/25/15
60" ANCHORBOLT EMBEDMENT
FIELD LIGHT AND
10975 Kinsman Road * Newbury, OH 44065-9787
Fx: (440) 564-5489 * www.engend.comPh: (440) 564-5484 * Ph: (888) 270-3855
The Experienced Point of View
FOUNDATION LOADINGTIA-222 G
MOMENT
SHEAR
AXIAL
kip-ft
kips
kips
3878
36
41
SEE SOIL REPORT "GEOTECHNICAL CONSTRUCTION CONSIDERATIONS".
LEAN CLAY
ACCESS PORT ORIENTATION
6/25/15
