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CITY OF SAN JOSESAN JOSE POLICE SUBSTATION
SAN JOSE, CALIFORNIA
STRUCTURAL DESIGN CALCULATIONS:STOREFRONT & CURTAIN WALL SYSTEM
ARCHITECT:Ross Drulis Cusenbery
18294 Sonoma Highway
Sonoma, CA 95476(707) 996-8448
PREPARED FOR:Kawneer Company, Inc.
600 Kawneer Drive
Springdale, AR 72764
(479) 756-2740
CALCULATIONS PREPARED BY:Application Designer: Loc Luong
Principal Engineer: Barry King, P.E.
Date: November17, 2008
Aspen Drafting, Inc.
6990 W. 38th
Avenue, Suite 205Wheat Ridge, CO 80033
(303) 205-6394
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INDEX:Design Criteria ............... 3-8
Vertical Mullion Analysis .................. 9-21
Horizontal Mullion Analysis ...................... 22-30
Seismic Analysis................................................................................................. 31-39
Anchor Analysis ............. 40-64
Section Properties ....................... 65-71
Technical Information ................ 72-91
REFERENCE MATERIAL: Kawneer, Inc.s Shop Drawing
Sheets: 001-406 (69 Total) Dated: 11.10.2008
DESIGN PUBLICATIONS:(one or more may have been used)
AAMA TIR-A8-2004. Structural Performance. Poured and Debridged Framing Systems. AAMA TIR-A9-1991. Metal Curtain Wall Fasteners. AAMA TIR-A9-2000. Metal Curtain Wall Fasteners Addendum. AISC Manual of Steel Construction, 9th Edition. AISI Standard: North American Specification for the Design of Cold-Formed Steel
Structural Members, 2007 Edition.
Aluminum Design Manual, 2005. Design of Welded Structures, Blodgett, 1966. Industrial Fasteners Institute: Fastener Standards, 5th Edition. P.C.I. Design Handbook, 6th Edition. Stainless Steel Fasteners: A Systematic Approach to Their Selection. Committee of
Stainless Steel Producers, April 1976.
Structural Steel Design, 4th Edition, McCormac, 2008.
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DESIGN CRITERIA:
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Project Information:
Project: City of San Jose
San Jose Police Substation
Project Location: San Jose, California
Building Code:
California Building Code (CBC), 2001 Edition Basic Wind Speed, V: 70 MPH Mean Roof Height: 60-0 Exposure: B Bldg. Least Width: 100-0 Category: III Corner Zone 5: 10-0 Importance Factor, Iw: 1.15 Story Drift, M: 2 1/4" Seismic Coefficient, Ca: 0.44 Component Importance Factor, Ip: 1.50
Load Criteria:
Wind Load:
Area
(ft2)
Zone 4: Typical
(lb/ft2)
Zone 5: Corner
(lb/ft2)
10 16.52 -16.52 16.52 -20.65100 12.39 -12.39 12.39 -16.52
Dead Load:
1/4 glazing: 3.0 lb/ft2 1 glazing: 6.5 lb/ft2
Deflection Criteria:
Normal to Wall Plane: 175/l= , 3/4" Max. at Vertical %100= of Joint Width, 3/4" Max. at Jamb 2/1= at Corner
Parallel to Wall Plane:
8/1= Max.
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Storefront Systems:
(Kawneer Company, Inc. Encore)
1. Aluminum mullion extrusions shall be 6063-T6 alloy and temper or better.2. Centerline of setting blocks for glass shall be located at 1/8 points typical, unless
otherwise noted.
3. Aluminum members are designed per the Aluminum Design Manual, 2005.Curtain Wall Systems:
(Kawneer Company, Inc. 1600 Wall System1
)
1. Aluminum mullion extrusions shall be 6063-T6 alloy and temper or better.2. Centerline of setting blocks for glass shall be located at 8 from ends typical, unless
otherwise noted.3. Aluminum members are designed per the Aluminum Design Manual, 2005.
Concrete & Masonry:
1. Concrete shall have a minimum compressive strength of fc = 3,000 lb/in2(normal-weight).
2. Concrete Masonry Unit shall have a minimum compressive strength offm = 2,000 lb/in
2.
Structural Cold-Formed Steel:
1. Cold-formed steel members shall be a minimum thickness of 16 gauge.2. Cold-formed steel are designed per the AISI Standard: North American
Specification for the Design of Cold-Formed Steel Structural Members, 2007
Edition.
Structural Steel:
1. Steel plates, shapes and bars shall meet the requirements of ASTM A36(Fy = 36,000 lb/in
2, Fu = 58,000 lb/in
2).
2. Steel members are designed per the Manual of Steel Construction, Allowable StressDesign, 9
thEdition.
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Anchors, Fasteners, & Welds:
1. Fasteners exposed to weather shall be 300 series stainless steel, alloy groups 1, 2, or3, Condition AF (Fu = 85,000 lb/in
2, Ft = 34,000 lb/in
2, Fv = 19,630 lb/in
2).
2.
All internal fastener shall be carbon steel, SAE Grade 5, zinc coated(Fu = 120,000 lb/in
2, Ft = 48,000 lb/in
2, Fv = 27,713 lb/in
2).
3. Fasteners are designed per Metal Curtain Wall Fasteners, AAMA TIR-A9-1991,and Metal Curtain Wall Fasteners Addendum, AAMA TIR-A9-2000.
4. Fasteners into light gauge steel are designed per AISI Standard: North AmericanSpecification for the Design of Cold-Formed Steel Structural Members, 2007
Edition.
5. Fasteners in structural blocking/wood framing are designed per American Forest &Paper Association: National Design Specification (NDS) for Wood Construction,
2001 Edition.
6. Filler metal electrodes for steel welding shall be E70XX.7. Welds are designed per Design of Welded Structures, 1966.
Engineering Notes:
1. All mullions/anchors that are not included in this calculation package are OK bycomparison to similar mullions/anchors conditions.
2. Structural engineer of record shall verify that all surrounding structures to whichframes are anchored to be structurally sound and capable of supporting loads imposed
by storefront/curtain wall system.
3. General Contractor must verify edge distance and spacing of fasteners.
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WIND LOAD CALCULATION - 2001 CALIFORNIA BUILDING CODE:
PROJECT:
LOCATION:
70.00 MPH
60.00 FT
BIII
1.15
Ce: 0.95
qs: 12.60 LB/FT2
Cq(+) PSF Cq(-) PSF Cq(+) PSF Cq(-) PSF
1.20 16.52 -1.20 -16.52 1.20 16.52 -1.50 -20.65
1.18 16.29 -1.18 -16.29 1.18 16.29 -1.48 -20.42
1.17 16.06 -1.17 -16.06 1.17 16.06 -1.47 -20.191.15 15.84 -1.15 -15.84 1.15 15.84 -1.45 -19.96
1.13 15.61 -1.13 -15.61 1.13 15.61 -1.43 -19.74
1.12 15.38 -1.12 -15.38 1.12 15.38 -1.42 -19.51
1.10 15.15 -1.10 -15.15 1.10 15.15 -1.40 -19.28
1.08 14.92 -1.08 -14.92 1.08 14.92 -1.38 -19.05
1.07 14.69 -1.07 -14.69 1.07 14.69 -1.37 -18.82
1.05 14.46 -1.05 -14.46 1.05 14.46 -1.35 -18.59
1.03 14.23 -1.03 -14.23 1.03 14.23 -1.33 -18.36
1.02 14.00 -1.02 -14.00 1.02 14.00 -1.32 -18.13
1.00 13.77 -1.00 -13.77 1.00 13.77 -1.30 -17.900.98 13.54 -0.98 -13.54 0.98 13.54 -1.28 -17.67
0.97 13.31 -0.97 -13.31 0.97 13.31 -1.27 -17.44
0.95 13.08 -0.95 -13.08 0.95 13.08 -1.25 -17.21
0.93 12.85 -0.93 -12.85 0.93 12.85 -1.23 -16.98
0.92 12.62 -0.92 -12.62 0.92 12.62 -1.22 -16.75
0.90 12.39 -0.90 -12.39 0.90 12.39 -1.20 -16.52100
SAN JOSE, CALIFORNIA
SAN JOSE POLICE SUBSTATION
CITY OF SAN JOSE
80
85
90
95
60
65
7075
40
45
50
55
2025
30
35
AREA (FT2)
10
15
ZONE 4: TYPICAL ZONE 5: CORNER
BASIC WIND SPEED (V):
EXPOSURE:CATEGORY:
IMPORTANCE FACTOR (IW):
MEAN ROOF HEIGHT (h):
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PROJECT:
LOCATION:
hr= 60.00 FT (MEAN ROOF HEIGHT)
Ca = 0.440 (SEISMIC COEFFICIENT)
Ip
=1.500 (COMPONENT IMPORTANCE FACTOR)
Wp = 8.000 LB/FT2 (COMPONENT OPERATING WEIGHT)
ap = 1.000 (AMPLIFICATION FACTOR - WALL ELEMENT)
2.500 (AMPLIFICATION FACTOR - CANTILEVER)
1.000 (AMPLIFICATION FACTOR - FASTENER)
Rp = 3.000 (RESPONSE MODIFICATION FACTOR - WALL ELEMENT)
3.000 (RESPONSE MODIFICATION FACTOR - CANTILEVER)
1.000 (RESPONSE MODIFICATION FACTOR - FASTENER)
LEVEL
12
3
4
PARAPET
ELEVATION:
PRODUCT:
M = 2.250 IN (MAXIMUM INELASTIC RESPONSE DISPLACEMENT)
hsx = 180.000 IN (STORY HEIGHT - FLOOR TO FLOOR)
hp = 79.875 IN (HEIGHT OF GLASS PANEL)
bp = 72.375 IN (WIDTH OF GLASS PANEL)
cT = 0.438 IN (CLEARANCE AT TOP OF GLASS EDGE AND FRAME)
cB = 0.438 IN (CLEARANCE AT BOTTOM OF GLASS EDGE AND FRAME)
c1 = 0.188 IN (CLEARANCE BETWEEN VERTICAL GLASS EDGES AND FRAME)c2 = 0.438 IN (CLEARANCE BETWEEN HORIZONTAL GLASS EDGES AND FRAME)
M/hsx = 0.013 (DRIFT INDEX)
Dp = 0.998 IN (hp(M/hsx) - RELATIVE SEISMIC DISPLACEMENT)
CHECK THAT GLASS HAS SUFFICIENT CLEARANCES SO CONTACT WILL NOT OCCUR AT DESIGN DISPLACEMENT:
dCLEAR = 1.248 IN (1.25Dp - DRIFT DISPLACEMENT)
DCLEAR = 1.341 IN ((2c1)(1+(hpc2)/(bpc1)) - DRIFT DISPLACEMENT THAT GLASS CAN ACCOMMODATE)
dCLEAR DCLEAR OK
17.60 21.12
4.407.70
8.25
9.35
11.00
13.20
14.30
SAN JOSE POLICE SUBSTATION
DETERMINE IF GLASS WILL ACCOMMODATE STORY DRIFT - ASCE 7:
40
21.1221.12
21.12
21.12
Pp(MAX)
(LB/FT2)
Pp(MIN)
(LB/FT2)
Pp(FASTENER)
(LB/FT2)
Pp(MULLION)
(LB/FT2)
Pp(CANTILEVER)
(LB/FT2)
21.12
21.12
3.703.70
3.70
3.70
3.70
3.70
21.12
21.12
3.70
3.70
5.289.24
9.90
11.22
13.20
15.84
17.16
3.703.70
3.70
3.74
4.4030.00
40.00
45.00
5.28
5.72
0.0015.00
17.50
22.50
CITY OF SAN JOSE
SAN JOSE, CALIFORNIA
SEISMIC FORCE CALCULATION - 2001 CALIFORNIA BUILDING CODE:
ENCORE (1 3/4"x6")
60.00 7.04
hx
(FT)
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VERTICAL MULLION ANALYSIS:
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ZONE 5:
= 118.000 IN (SPAN LENGTH)w = 64.813 IN (MODULE WIDTH)
A = 50.000 FT
2
(TRIBUTARY AREA)PWL = 18.820 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 3.229 IN4
sMU = 1.094 IN3
f1 = 500 LB (REACTION AT SILL)
f2 = 500 LB (REACTION AT HEAD)
MMAX (1) = 14,744 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.662 IN (SPAN DEFLECTION)
dALLOW = 0.674 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 13,477 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
CHECK CORNER (BY RATIO):
= 118.000 IN (SPAN LENGTH)w = 43.750 IN (MODULE WIDTH)
A = 35.000 FT2 (TRIBUTARY AREA)
PWL = 19.740 LB/FT2 (WIND LOAD)
dACTUAL(3) = 0.469 IN (dACTUAL(V))((wPWL)J/(wPWL)V)
dALLOW(3) = 0.500 IN (REFER TO DESIGN CRITERIA)
dACTUAL(3)dALLOW(3) OK
BEAM COMPONENT PROPERTIES:
ELEVATION:
N/AREINFORCEMENT:
6063-T6
3
MULLION: 175-103 VERTICAL MULLION
N/A
CORNER
CBEAM RESULTS SUMMARY:
CHECK BEAM DEFLECTION:
CHECK STRESS IN MULLION:
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION:
SAN JOSE POLICE SUBSTATION
4-302
PROJECT:
DETAIL:
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/14/2008 16:22 File: F-3, V-1
175-103, Span: 118.000", Mod.: 64.813", WL: 18.82 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.6623" (Span 1, @ 59.00") Max. Positive Moment = 14744"# (Span 1, @ 59.00")
1 118.000 3.229 1.094 1.0e+007
1 8.471 8.471 0.000 118.000
1 5002 500
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
118"
8.4
71lb/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 148.375 IN (SPAN LENGTH)w = 54.000 IN (MODULE WIDTH)
A = 55.000 FT
2
(TRIBUTARY AREA)PWL = 14.460 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 4.005 IN4
IRE = 6.223 IN4
ITOTAL = 10.228 IN4
sMU = 1.533 IN3
sRE = 1.320 IN3
f1 = 405 LB (REACTION AT SILL)
f4 = 405 LB (REACTION AT HEAD)
MMAX (1) = 13,362 INLB (MAX. MOMENT AT MULLION)
MMAX (2) = 14,924 INLB (MAX. MOMENT AT MULLION WITH REINFORCEMENT)
fb,MU = 8,716 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
fb,MU = 3,812 LB/IN2 (MMAX (2)/sMU)(IMU/ITOTAL)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
fb,RE = 6,879 LB/IN2 (MMAX (2)/sRE)(IRE/ITOTAL)
Fb,RE = 21,600 LB/IN2 (ALLOWABLE STRESS)
fb,RE Fb,RE OK
CHECK JAMB (BY RATIO):
= 148.375 IN (SPAN LENGTH)
w = 26.938 IN (MODULE WIDTH)
A = 25.000 FT2 (TRIBUTARY AREA)
PWL = 15.840 LB/FT2 (WIND LOAD)
dACTUAL(3) = 0.388 IN (dACTUAL(V))((wPWL)J/(wPWL)V)
d0.7 = 0.271 IN (0.7dACTUAL, REFER TO DESIGN CRITERIA)
dALLOW(3) = 0.750 IN (REFER TO DESIGN CRITERIA)
dACTUAL(3)dALLOW(3) OK
CHECK STRESS IN REINFORCEMENT WITH MULLION:
BEAM COMPONENT PROPERTIES:
MULLION: 175-108 VERTICAL MULLION 6063-T6
REINFORCEMENT:
CBEAM RESULTS SUMMARY:
CHECK STRESS IN MULLION:
CHECK STRESS IN MULLION WITH REINFORCEMENT:
3/4"x3 1/4" STEEL BAR ASTM A36
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION:
PROJECT: SAN JOSE POLICE SUBSTATION
DETAIL: 5-313
ELEVATION: 25 TYPICAL
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/14/2008 15:55 File: F-25, V-1
175-108, Span: 148.375", Mod.: 54.000", WL: 14.46 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan L(in) I(in^4) S(in^3) E(psi) Reinf-I Reinf-E
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Joints Free to DisplaceFree Joints - 2 3
Support ReactionsJoint Pounds
Max. Span Deflection = -0.5268" (Span 2, @ 24.00") Max. Positive Moment(1) = 13362"# (Span 1, @ 50.19") Max. Positive Moment(2) = 14924"# (Span 2, @ 24.00")
1 50.188 4.005 1.533 1.0e+0072 48.000 4.005 1.533 1.0e+007 6.223 1.0e+0073 50.188 4.005 1.533 1.0e+007
1 5.423 5.423 0.000 50.1882 5.423 5.423 0.000 48.0003 5.423 5.423 0.000 50.188
1 4024 402
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
3
4
50.1
88
48"
50.1
88
3/4x31/4
5.4
23lb/in
Maximum distributed load valueshown only, see distributed loadtable for detailed information.
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ZONE 5:
= 118.000 IN (SPAN LENGTH)w = 69.000 IN (MODULE WIDTH)
A = 55.000 FT
2
(TRIBUTARY AREA)PWL = 18.590 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 4.005 IN4
sMU = 1.533 IN3
f1 = 530 LB (REACTION AT SILL)
f2 = 530 LB (REACTION AT HEAD)
MMAX (1) = 15,504 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.562 IN (SPAN DEFLECTION)
dALLOW = 0.674 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 10,114 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION:
SAN JOSE POLICE SUBSTATION
5-300
PROJECT:
DETAIL:
CBEAM RESULTS SUMMARY:
CHECK BEAM DEFLECTION:
CHECK STRESS IN MULLION:
BEAM COMPONENT PROPERTIES:
ELEVATION:
N/AREINFORCEMENT:
6063-T6
49
MULLION: 175-108 VERTICAL MULLION
N/A
CORNER
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/5/2008 9:57 File: F-49, V-1
175-108, Span: 118.000", Mod.: 69.000", WL: 18.59 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.5615" (Span 1, @ 59.00") Max. Positive Moment = 15504"# (Span 1, @ 59.00")
1 118.000 4.005 1.533 1.0e+007
1 8.908 8.908 0.000 118.000
1 5262 526
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
118"
8.9
08lb/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 207.250 IN (SPAN LENGTH)w = 108.000 IN (MODULE WIDTH)
A = 100.000 FT
2
(TRIBUTARY AREA)PWL = 12.390 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 42.441 IN4
sMU = 8.816 IN3
f1 = 965 LB (REACTION AT SILL)
f2 = 965 LB (REACTION AT HEAD)
MMAX (1) = 49,895 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.526 IN (SPAN DEFLECTION)
dALLOW = 0.750 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 5,660 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
BEAM COMPONENT PROPERTIES:
ELEVATION:
N/AREINFORCEMENT:
6063-T6
66
MULLION: 162-064 VERTICAL MULLION
N/A
TYPICAL
CBEAM RESULTS SUMMARY:
CHECK BEAM DEFLECTION:
CHECK STRESS IN MULLION:
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION:
SAN JOSE POLICE SUBSTATION
5-400
PROJECT:
DETAIL:
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/14/2008 16:24 File: F-66, V-1
162-064, Span: 207.250", Mod.: 108.000", WL: 12.39 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.5260" (Span 1, @ 103.63") Max. Positive Moment = 49895"# (Span 1, @ 103.63")
1 207.250 42.441 8.816 1.0e+007
1 9.293 9.293 0.000 207.250
1 9632 963
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
207.2
50
9.2
93lb/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 143.750 IN (SPAN LENGTH)w = 108.000 IN (MODULE WIDTH)
A = 100.000 FT
2
(TRIBUTARY AREA)PWL = 12.390 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 10.172 IN4
sMU = 3.029 IN3
f1 = 525 LB (REACTION AT SILL)
f2 = 1,560 LB (REACTION AT INTERMEDIATE ANCHOR)
f3 = 405 LB (REACTION AT HEAD)
MMAX (1) = 21,099 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.246 IN (SPAN DEFLECTION)
dALLOW = 0.750 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 6,966 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION:
SAN JOSE POLICE SUBSTATION
4-402
PROJECT:
DETAIL:
CBEAM RESULTS SUMMARY:
CHECK BEAM DEFLECTION:
CHECK STRESS IN MULLION:
BEAM COMPONENT PROPERTIES:
ELEVATION:
N/AREINFORCEMENT:
6063-T6
67
MULLION: 162-003 VERTICAL MULLION
N/A
TYPICAL
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/5/2008 10:23 File: F-67, V-1
162-003, Span: 267.250", Mod.: 108.000", WL: 12.39 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.2455" (Span 1, @ 61.09") Max. Positive Moment = 14604"# (Span 1, @ 57.50") Max. Negative Moment = -21099"# (Span 2, @ 0.00")
1 143.750 10.172 3.029 1.0e+0072 123.500 10.172 3.029 1.0e+007
1 9.293 9.293 0.000 143.7502 9.293 9.293 0.000 123.500
1 5212 15593 403
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
3
143.7
50
123.5
00
9.2
9
3lb/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 267.250 IN (SPAN LENGTH)w = 107.000 IN (MODULE WIDTH)
A = 100.000 FT
2
(TRIBUTARY AREA)PWL = 12.390 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 42.441 IN4
IRE = 51.040 IN4
ITOTAL = 93.481 IN4
sMU = 8.816 IN3
sRE = 4.732 IN3
f1 = 1,230 LB (REACTION AT SILL)
f4 = 1,230 LB (REACTION AT HEAD)
MMAX (1) = 82,190 INLB (MAX. MOMENT AT MULLION)
MMAX (2) = 49,711 INLB (MAX. MOMENT AT MULLION WITH REINFORCEMENT)
dACTUAL = 0.710 IN (SPAN DEFLECTION)
dALLOW = 0.750 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 9,323 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
fb,MU = 2,560 LB/IN2 (MMAX (2)/sMU)(IMU/ITOTAL)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
fb,RE = 5,736 LB/IN2
(MMAX (2)/sRE)
(IRE/ITOTAL)Fb,RE = 30,000 LB/IN
2 (ALLOWABLE STRESS)
fb,RE Fb,RE OK
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION:
SAN JOSE POLICE SUBSTATION
2-404
PROJECT:
DETAIL:
CHECK STRESS IN REINFORCEMENT WITH MULLION:
CBEAM RESULTS SUMMARY:
CHECK BEAM DEFLECTION:
CHECK STRESS IN MULLION:
CHECK STRESS IN MULLION WITH REINFORCEMENT:
BEAM COMPONENT PROPERTIES:
ELEVATION:
162-363 STEEL REINFORCEMENTREINFORCEMENT:
6063-T6
68
MULLION: 162-064 VERTICAL MULLION
ASTM A1011
TYPICAL
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/5/2008 10:28 File: F-68, V-1
162-064, Span: 267.25", Mod.: 107.000", WL: 12.39 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan L(in) I(in^4) S(in^3) E(psi) Reinf-I Reinf-E
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Joints Free to DisplaceFree Joints - 2 3
Support ReactionsJoint Pounds
Max. Span Deflection = -0.7096" (Span 2, @ 84.00") Max. Positive Moment(1) = 49711"# (Span 3, @ 0.00") Max. Positive Moment(2) = 82190"# (Span 2, @ 84.00")
1 49.625 42.441 8.816 1.0e+0072 168.000 42.441 8.816 1.0e+007 51.040 1.0e+0073 49.625 42.441 8.816 1.0e+007
1 9.206 9.206 0.000 49.6252 9.206 9.206 0.000 168.0003 9.206 9.206 0.000 49.625
1 12304 1230
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
3
4
49.6
25
168"
49.6
25
162-363
9.2
06lb
/in
Maximum distributed load valueshown only, see distributed loadtable for detailed information.
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HORIZONTAL MULLION ANALYSIS:
San Jose Police SubstationPage 22 of 91
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ZONE 4:
= 67.250 IN (SPAN LENGTH)w = 43.313 IN (MODULE WIDTH)
A = 20.000 FT
2
(TRIBUTARY AREA)PWL = 16.060 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 0.573 IN4
sMU = 0.655 IN3
f1 = 100 LB (REACTION AT LEFT)
f2 = 100 LB (REACTION AT RIGHT)
MMAX (1) = 840 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.080 IN (SPAN DEFLECTION)
dALLOW = 0.125 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 1,282 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
I = 0.252 (fb,MU/Fb,MU)DL+(fb,MU/Fb,MU)WL
I 1.000 OK
CHECK INTERACTION (COMBINED STRESS) ON MULLION:
175-103 HORIZONTAL MULLION
N/A
MULLION:
REINFORCEMENT:
23
CHECK BEAM DEFLECTION:
CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (DEAD LOAD):
SAN JOSE POLICE SUBSTATION
2-300
PROJECT:
CBEAM RESULTS SUMMARY:
ELEVATION:
DETAIL:
CHECK STRESS IN MULLION:
BEAM COMPONENT PROPERTIES:
TYPICAL
6063-T6
N/A
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/14/2008 14:22 File: F-23, H-1 (DL)
175-103, Span: 67.250", Mod.: 43.313", WL: 16.06 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Point Load InformationSpan P(#) X(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.0797" (Span 1, @ 33.63") Max. Positive Moment = 840"# (Span 1, @ 36.99")
1 67.250 0.573 0.655 1.0e+007
1 0.175 0.175 0.000 67.250
1 90.000 8.04690.000 58.844
1 962 95
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
90 #
90 #
1
2
67.2
50
0.1
75lb/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 67.250 IN (SPAN LENGTH)w = 43.313 IN (MODULE WIDTH)
A = 20.000 FT
2
(TRIBUTARY AREA)PWL = 16.060 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 3.229 IN4
sMU = 1.094 IN3
f1 = 165 LB (REACTION AT LEFT)
f2 = 165 LB (REACTION AT RIGHT)
MMAX (1) = 2,731 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.040 IN (SPAN DEFLECTION)
dALLOW = 0.384 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 2,496 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
I = 0.252 (fb,MU/Fb,MU)DL+(fb,MU/Fb,MU)WL
I 1.000 OK
CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (WIND LOAD):
SAN JOSE POLICE SUBSTATIONPROJECT:
ELEVATION:
DETAIL: 2-300
CHECK INTERACTION (COMBINED STRESS) ON MULLION:
175-103 HORIZONTAL MULLION
N/A
MULLION:
REINFORCEMENT:
CHECK BEAM DEFLECTION:
CHECK STRESS IN MULLION:
CBEAM RESULTS SUMMARY:
TYPICAL
BEAM COMPONENT PROPERTIES:
6063-T6
N/A
23
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/11/2008 9:00 File: F-23, H-1 (WL)
175-103, Span: 67.250", Mod.: 43.313", WL: 16.06 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.0398" (Span 1, @ 33.63") Max. Positive Moment = 2731"# (Span 1, @ 33.63")
1 67.250 3.229 1.094 1.0e+007
1 4.831 4.831 0.000 67.250
1 1622 162
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
67.2
50
4.8
31lb/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 105.500 IN (SPAN LENGTH)w = 46.750 IN (MODULE WIDTH)
A = 30.000 FT
2
(TRIBUTARY AREA)PWL = 15.610 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 1.814 IN4
sMU = 1.451 IN3
f1 = 170 LB (REACTION AT LEFT)
f2 = 170 LB (REACTION AT RIGHT)
MMAX (1) = 1,616 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.118 IN (SPAN DEFLECTION)
dALLOW = 0.125 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 1,114 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
I = 0.229 (fb,MU/Fb,MU)DL+(fb,MU/Fb,MU)WL
I 1.000 OK
CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (DEAD LOAD):
SAN JOSE POLICE SUBSTATION
2-400
PROJECT:
CHECK STRESS IN MULLION:
BEAM COMPONENT PROPERTIES:
TYPICAL
6063-T6
N/A
68ELEVATION:
DETAIL:
CHECK INTERACTION (COMBINED STRESS) ON MULLION:
162-003 HORIZONTAL MULLION
N/A
MULLION:
REINFORCEMENT:
CBEAM RESULTS SUMMARY:
CHECK BEAM DEFLECTION:
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/11/2008 9:07 File: F-68, H-1 (DL)
162-003, Span: 105.500", Mod.: 46.750", WL: 15.61 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Point Load InformationSpan P(#) X(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.1179" (Span 1, @ 52.75") Max. Positive Moment = 1616"# (Span 1, @ 52.75")
1 105.500 1.814 1.451 1.0e+007
1 0.299 0.299 0.000 105.500
1 150.000 8.000150.000 97.500
1 1662 166
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
150 #
150 #
1
2
105.5
00
0.2
99l
b/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 105.500 IN (SPAN LENGTH)w = 46.750 IN (MODULE WIDTH)
A = 30.000 FT
2
(TRIBUTARY AREA)PWL = 15.610 LB/FT
2 (WIND LOAD)
ALLOY:
ALLOY:
IMU = 10.172 IN4
sMU = 3.029 IN3
f1 = 270 LB (REACTION AT LEFT)
f2 = 270 LB (REACTION AT RIGHT)
MMAX (1) = 7,051 INLB (MAX. MOMENT AT MULLION)
dACTUAL = 0.080 IN (SPAN DEFLECTION)
dALLOW = 0.603 IN (REFER TO DESIGN CRITERIA)
dACTUALdALLOW OK
fb,MU = 2,328 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
I = 0.229 (fb,MU/Fb,MU)DL+(fb,MU/Fb,MU)WL
I 1.000 OK
CHECK INTERACTION (COMBINED STRESS) ON MULLION:
162-003 HORIZONTAL MULLION
N/A
MULLION:
REINFORCEMENT:
CBEAM RESULTS SUMMARY:
CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (WIND LOAD):
SAN JOSE POLICE SUBSTATIONPROJECT:
ELEVATION:
DETAIL: 2-400
TYPICAL68
CHECK BEAM DEFLECTION:
CHECK STRESS IN MULLION:
BEAM COMPONENT PROPERTIES:
6063-T6
N/A
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/11/2008 9:07 File: F-68, H-1 (WL)
162-003, Span: 105.500", Mod.: 46.750", WL: 15.61 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.0804" (Span 1, @ 52.75") Max. Positive Moment = 7051"# (Span 1, @ 52.75")
1 105.500 10.172 3.029 1.0e+007
1 5.068 5.068 0.000 105.500
1 2672 267
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
105.5
00
5.0
68
lb/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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SEISMIC ANALYSIS:
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ZONE 5:
= 118.000 IN (SPAN LENGTH)w = 69.000 IN (MODULE WIDTH)
PSL = 5.280 LB/FT
2
(SEISMIC LOAD)
ALLOY:
ALLOY:
IMU = 0.675 IN4
sMU = 0.771 IN3
f1 = 135 LB (REACTION AT SILL)
f2 = 145 LB (REACTION AT HEAD)
MMAX (1) = 4,036 INLB (MAX. MOMENT AT MULLION)
fb,MU = 5,235 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
BEAM COMPONENT PROPERTIES:
ELEVATION:
N/AREINFORCEMENT:
6063-T6
49
MULLION: 175-108 VERTICAL MULLION
N/A
CORNER
CBEAM RESULTS SUMMARY:
CHECK STRESS IN MULLION:
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION (SEISMIC):
SAN JOSE POLICE SUBSTATION
5-300
PROJECT:
DETAIL:
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/11/2008 8:25 File: F-49, V-1 (SL)
175-108, Span: 118.000", Mod.: 69.000", WL: 4.40-5.28 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.8673" (Span 1, @ 59.00") Max. Positive Moment = 4036"# (Span 1, @ 59.00")
1 118.000 0.675 0.771 1.0e+007
1 2.108 2.530 0.000 118.000
1 1332 141
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
118"
2.5
30lb
/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 207.250 IN (SPAN LENGTH)w = 108.000 IN (MODULE WIDTH)
PSL = 5.280 LB/FT
2
(SEISMIC LOAD)
ALLOY:
ALLOY:
IMU = 3.987 IN4
sMU = 3.190 IN3
f1 = 335 LB (REACTION AT SILL)
f2 = 370 LB (REACTION AT HEAD)
MMAX (1) = 18,167 INLB (MAX. MOMENT AT MULLION)
fb,MU = 5,695 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION (SEISMIC):
SAN JOSE POLICE SUBSTATION
5-400
PROJECT:
DETAIL:
CBEAM RESULTS SUMMARY:
CHECK STRESS IN MULLION:
BEAM COMPONENT PROPERTIES:
ELEVATION:
N/AREINFORCEMENT:
6063-T6
66
MULLION: 162-064 VERTICAL MULLION
N/A
TYPICAL
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/11/2008 8:19 File: F-66, V-1 (SL)
162-064, Span: 207.250", Mod.: 108.000", WL: 3.74-5.28 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -2.0380" (Span 1, @ 103.63") Max. Positive Moment = 18167"# (Span 1, @ 108.81")
1 207.250 3.987 3.190 1.0e+007
1 2.805 3.960 0.000 207.250
1 3312 370
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
207.2
50
3.9
60lb
/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 143.750 IN (SPAN LENGTH)w = 108.000 IN (MODULE WIDTH)
PSL = 5.280 LB/FT
2
(SEISMIC LOAD)
ALLOY:
ALLOY:
IMU = 1.814 IN4
sMU = 1.451 IN3
f1 = 165 LB (REACTION AT SILL)
f2 = 570 LB (REACTION AT INTERMEDIATE ANCHOR)
f3 = 175 LB (REACTION AT HEAD)
MMAX (1) = 7,559 INLB (MAX. MOMENT AT MULLION)
fb,MU = 5,210 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
BEAM COMPONENT PROPERTIES:
ELEVATION:
N/AREINFORCEMENT:
6063-T6
67
MULLION: 162-003 VERTICAL MULLION
N/A
TYPICAL
CBEAM RESULTS SUMMARY:
CHECK STRESS IN MULLION:
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION (SEISMIC):
SAN JOSE POLICE SUBSTATION
4-402
PROJECT:
DETAIL:
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/11/2008 8:20 File: F-67, V-1 (SL)
162-003, Span: 267.250", Mod.: 108.000", WL: 3.70-5.28 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan Length(in) I(in^4) S(in^3) E(psi)
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Support ReactionsJoint Pounds
Max. Span Deflection = -0.4216" (Span 1, @ 61.09") Max. Positive Moment = 4595"# (Span 1, @ 57.50") Max. Negative Moment = -7559"# (Span 2, @ 0.00")
1 143.750 1.814 1.451 1.0e+0072 123.500 1.814 1.451 1.0e+007
1 2.775 3.412 0.000 143.7502 3.412 3.960 0.000 123.500
1 1622 5663 172
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
3
143.7
50
123.5
00
3.9
60lb
/in
Maximum distributed load valueshown only, see distributed load
table for detailed information.
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ZONE 4:
= 267.250 IN (SPAN LENGTH)w = 107.000 IN (MODULE WIDTH)
PSL = 5.280 LB/FT
2
(SEISMIC LOAD)
ALLOY:
ALLOY:
IMU = 3.987 IN4
IRE = 1.760 IN4
ITOTAL = 5.747 IN4
sMU = 3.190 IN3
sRE = 0.479 IN3
f1 = 420 LB (REACTION AT SILL)
f4 = 475 LB (REACTION AT HEAD)
MMAX (1) = 18,678 INLB (MAX. MOMENT AT MULLION)
MMAX (2) = 29,809 INLB (MAX. MOMENT AT MULLION WITH REINFORCEMENT)
fb,MU = 5,855 LB/IN2 (MMAX (1)/sMU)
Fb,MU = 15,000 LB/IN2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
fb,MU = 6,483 LB/IN2 (MMAX (2)/sMU)(IMU/ITOTAL)Fb,MU = 15,000 LB/IN
2 (ALLOWABLE STRESS)
fb,MU Fb,MU OK
fb,RE = 19,058 LB/IN2 (MMAX (2)/sRE)(IRE/ITOTAL)
Fb,RE = 30,000 LB/IN2 (ALLOWABLE STRESS)
fb,RE Fb,RE OK
BEAM COMPONENT PROPERTIES:
ELEVATION:
162-363 STEEL REINFORCEMENTREINFORCEMENT:
6063-T6
68
MULLION: 162-064 VERTICAL MULLION
ASTM A1011
TYPICAL
CHECK STRESS IN REINFORCEMENT WITH MULLION:
CBEAM RESULTS SUMMARY:
CHECK STRESS IN MULLION:
CHECK STRESS IN MULLION WITH REINFORCEMENT:
CBEAM ANALYSIS SUMMARY - VERTICAL MULLION (SEISMIC):
SAN JOSE POLICE SUBSTATION
2-404
PROJECT:
DETAIL:
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San Jose Police SubstationCbeam 2005
Aspen Drafting
11/11/2008 8:20 File: F-68, V-1 (SL)
162-064, Span: 267.25", Mod.: 107.000", WL: 3.70-5.28 PSF
By: LHL
1Driven by Cbeam V2005
Beam Results
Member InformationSpan L(in) I(in^4) S(in^3) E(psi) Reinf-I Reinf-E
Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)
Joints Free to DisplaceFree Joints - 2 3
Support ReactionsJoint Pounds
Max. Span Deflection = -3.9757" (Span 2, @ 84.00") Max. Positive Moment(1) = 18678"# (Span 3, @ 0.00") Max. Positive Moment(2) = 29809"# (Span 2, @ 88.20")
1 49.625 3.987 3.190 1.0e+0072 168.000 3.987 3.190 1.0e+007 1.760 1.0e+0073 49.625 3.987 3.190 1.0e+007
1 2.749 2.967 0.000 49.6252 2.967 3.705 0.000 168.0003 3.705 3.923 0.000 49.625
1 4204 472
For questions on Cbeam, a Windows-based program, contact:
MCALSOFT LLC. www.mcalsoft.com
Ph (214) 217-2400 Fax (214) 217-2439
Email: [email protected]
1
2
3
4
49.6
25
168"
49.6
25
162-363
3.9
23lb/in
Maximum distributed load valueshown only, see distributed loadtable for detailed information.
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ANCHOR ANALYSIS:
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HEAD ANCHOR ANALYSIS - JAMB:
PROJECT:
DETAIL:
ELEVATION:
fWL = 265 LB (REACTION DUE TO WIND LOAD)
fDL
= 0 LB (REACTION DUE TO DEAD LOAD)
nF = 4 (NUMBER OF FASTENER)
nT = 4 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 4 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 4 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.250 IN (FASTENER DIAMETER)
ex= 3.750 IN ey = 1.000 IN
cx
=1.500 IN
cz
=0.875 INsx = 0.750 IN sz = 0.438 IN
tAL = 0.250 IN tST = 0.060 IN
eEFF = 2.750 IN (ex-((1+nG)/2))
M = 728.75 INLB (fWLeEFF)
Sd2
= 11.250 IN2 (nz/2)(sx
2+(sx+cx)
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
1/4-14
ft,DIR = 0 LB (fDL/nF)
ft,PRY = 84 LB (fWLey)/(nTcz0.90)
ft = 84 LB
Ft = 212 LB (ALLOWABLE TENSION: TABLE 1, ER-4780)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 66 LB (fWL/nF)
fv,ROT(x) = 28 LB (Msz)/(Sd2)
fv,ROT(z) = 146 LB (M(sx+cx))/(Sd2)
fv = 214 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 672 LB (ALLOWABLE SHEAR: TABLE 2, ER-4780)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.259 (f /F)2+(fv/Fv)
2
I 1.000 OK
CHECK BEARING ON F-ANCHOR:
ALLOY: 6063-T6
fP = 3,422 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: ELCO DRIL-FLEX
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
1-300
49
FIGURE 1
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HEAD ANCHOR ANALYSIS - VERTICAL:
PROJECT:
DETAIL:
ELEVATION:
fWL = 530 LB (REACTION DUE TO WIND LOAD)
fDL
= 0 LB (REACTION DUE TO DEAD LOAD)
nF = 4 (NUMBER OF FASTENER)
nT = 4 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 4 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 4 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.250 IN (FASTENER DIAMETER)
ex= 0.000 IN ey = 1.000 IN
cx
=1.500 IN
cz
=0.875 INsx = 0.750 IN sz = 0.438 IN
tAL = 0.250 IN tST = 0.060 IN
eEFF = 0.000 IN (ex-((1+nG)/2))
M = 0 INLB (fWLeEFF)
Sd2
= 11.250 IN2 (nz/2)(sx
2+(sx+cx)
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
1/4-14
ft,DIR = 0 LB (fDL/nF)
ft,PRY = 168 LB (fWLey)/(nTcz0.90)
ft = 168 LB
Ft = 212 LB (ALLOWABLE TENSION: TABLE 1, ER-4780)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 133 LB (fWL/nF)
fv,ROT(x) = 0 LB (Msz)/(Sd2)
fv,ROT(z) = 0 LB (M(sx+cx))/(Sd2)
fv = 133 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 672 LB (ALLOWABLE SHEAR: TABLE 2, ER-4780)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.669 (f /F)2+(fv/Fv)
2
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 2,120 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: ELCO DRIL-FLEX
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
1-300
49
FIGURE 2
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48/91
SILL ANCHOR ANALYSIS - JAMB:
PROJECT:
DETAIL:
ELEVATION:
fWL = 265 LB (REACTION DUE TO WIND LOAD)
fDL
= -220 LB (REACTION DUE TO DEAD LOAD)
nF = 2 (NUMBER OF FASTENER)
nT = 2 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 2 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 2 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.250 IN (FASTENER DIAMETER)
ex= 4.000 IN ey = 0.313 IN
cx
=4.000 IN
cz
=0.875 INsx = 2.000 IN sz = 0.438 IN
tAL = 0.250 IN tST = 0.000 IN
eEFF = 3.000 IN (ex-((1+nG)/2))
M = 795 INLB (fWLeEFF)
Sd2
= 8.000 IN2 (nzsx
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
1/4"
ft,DIR = -110 LB (fDL/nF)
ft,PRY = 56 LB (fWLey)/(nTcz0.85)
ft = 0 LB
Ft = 515 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 133 LB (fWL/nF)
fv,ROT(x) = 43 LB (Msz)/(Sd2)
fv,ROT(z) = 199 LB (Msx)/(Sd2)
fv = 334 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 550 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.607 (ft/Ft)+(fv/Fv)
I 1.000 OK
CHECK BEARING ON F-ANCHOR:
ALLOY: 6063-T6
fP = 5,345 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: POWERS WEDGE-BOLT
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
4-301
3
FIGURE 3
San Jose Police SubstationPage 48 of 91
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49/91
SILL ANCHOR ANALYSIS - VERTICAL:
PROJECT:
DETAIL:
ELEVATION:
fWL = 530 LB (REACTION DUE TO WIND LOAD)
fDL
= -420 LB (REACTION DUE TO DEAD LOAD)
nF = 2 (NUMBER OF FASTENER)
nT = 2 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 1 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 2 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.250 IN (FASTENER DIAMETER)
ex= 0.000 IN ey = 0.313 IN
cx
=7.000 IN
cz
=0.875 INsx = 3.500 IN sz = 0.438 IN
tAL = 0.250 IN tST = 0.000 IN
eEFF = 0.000 IN (ex-((1+2nG)/4))
M = 0 INLB (fWLeEFF)
Sd2
= 24.500 IN2 (nzsx
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
1/4"
ft,DIR = -210 LB (fDL/nF)
ft,PRY = 111 LB (fWLey)/(nTcz0.85)
ft = 0 LB
Ft = 515 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 265 LB (fWL/nF)
fv,ROT(x) = 0 LB (Msz)/(Sd2)
fv,ROT(z) = 0 LB (Msx)/(Sd2)
fv = 265 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 550 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.482 (ft/Ft)+(fv/Fv)
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 4,240 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: POWERS WEDGE-BOLT
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
4-301
3
FIGURE 4
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DOOR ANCHOR ANALYSIS:
PROJECT:
DETAIL:
ELEVATION:
fWL = 465 LB (REACTION DUE TO WIND LOAD)
fDL
= -420 LB (REACTION DUE TO DEAD LOAD)
nF = 2 (NUMBER OF FASTENER)
nT = 1 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 1 (NUMBER OF GAGE LINES)
nG = 2 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 2 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 0 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.250 IN (FASTENER DIAMETER)
ex= 0.000 IN ey = 0.000 IN
cx
=0.000 IN
cz
=1.875 INsx = 0.000 IN sz = 0.938 IN
tAL = 0.125 IN tST = 0.000 IN
eEFF = 0.000 IN (ex-((1+2nG)/4))
M = 0 INLB (fWLeEFF)
Sd2
= 1.758 IN2 (nzsx
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
1/4"
ft,DIR = -210 LB (fDL/nF)
ft,PRY = 0 LB (fWLey)/(nTcz0.85)
ft = 0 LB
Ft = 370 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 233 LB (fWL/nF)
fv,ROT(x) = 0 LB (Msz)/(Sd2)
fv,ROT(z) = 0 LB (Msx)/(Sd2)
fv = 233 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 294 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.791 (ft/Ft)+(fv/Fv)
I 1.000 OK
CHECK BEARING ON ANGLE -ANCHOR:
ALLOY: 6063-T6
fP = 7,440 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: POWERS WEDGE-BOLT
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
6-301
2
FIGURE 5
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HEAD ANCHOR ANALYSIS - JAMB:
PROJECT:
DETAIL:
ELEVATION:
fWL = 615 LB (REACTION DUE TO WIND LOAD)
fDL
= 0 LB (REACTION DUE TO DEAD LOAD)
nF = 4 (NUMBER OF FASTENER)
nT = 4 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 4 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 4 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.250 IN (FASTENER DIAMETER)
ex= 3.938 IN ey = 1.000 IN
cx
=1.375 IN
cz
=2.000 INsx = 0.688 IN sz = 1.000 IN
tAL = 0.250 IN tST = 0.060 IN
eEFF = 2.938 IN (ex-((1+nG)/2))
M = 1806.56 INLB (fWLeEFF)
Sd2
= 9.453 IN2 (nz/2)(sx
2+(sx+cx)
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
1/4-14
ft,DIR = 0 LB (fDL/nF)
ft,PRY = 85 LB (fWLey)/(nTcz0.90)
ft = 85 LB
Ft = 212 LB (ALLOWABLE TENSION: TABLE 1, ER-4780)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 154 LB (fWL/nF)
fv,ROT(x) = 191 LB (Msz)/(Sd2)
fv,ROT(z) = 394 LB (M(sx+cx))/(Sd2)
fv = 580 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 672 LB (ALLOWABLE SHEAR: TABLE 2, ER-4780)
fv Fv OK
I = 0.908 (f /F)2+(fv/Fv)
2
I 1.000 OK
ALLOY: 6063-T6
fP = 9,285 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: ELCO DRIL-FLEX
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
2-403
68
FIGURE 6
CHECK BEARING ON F-ANCHOR:
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
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HEAD ANCHOR ANALYSIS - VERTICAL:
PROJECT:
DETAIL:
ELEVATION:
fWL = 1,230 LB (REACTION DUE TO WIND LOAD)
fDL
= 0 LB (REACTION DUE TO DEAD LOAD)
nF = 4 (NUMBER OF FASTENER)
nT = 4 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 4 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 4 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.250 IN (FASTENER DIAMETER)
ex= 0.000 IN ey = 1.000 IN
cx
=1.375 IN
cz
=2.000 INsx = 0.688 IN sz = 1.000 IN
tAL = 0.250 IN tST = 0.060 IN
eEFF = 0.000 IN (ex-((1+nG)/2))
M = 0 INLB (fWLeEFF)
Sd2
= 9.453 IN2 (nz/2)(sx
2+(sx+cx)
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
1/4-14
ft,DIR = 0 LB (fDL/nF)
ft,PRY = 171 LB (fWLey)/(nTcz0.90)
ft = 171 LB
Ft = 212 LB (ALLOWABLE TENSION: TABLE 1, ER-4780)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 308 LB (fWL/nF)
fv,ROT(x) = 0 LB (Msz)/(Sd2)
fv,ROT(z) = 0 LB (M(sx+cx))/(Sd2)
fv = 308 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 672 LB (ALLOWABLE SHEAR: TABLE 2, ER-4780)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.859 (f /F)2+(fv/Fv)
2
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 4,920 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: ELCO DRIL-FLEX
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
2-403
68
FIGURE 7
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SILL ANCHOR ANALYSIS - JAMB:
PROJECT:
DETAIL:
ELEVATION:
fWL = 540 LB (REACTION DUE TO WIND LOAD)
fDL
= -680 LB (REACTION DUE TO DEAD LOAD)
nF = 2 (NUMBER OF FASTENER)
nT = 2 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 2 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 2 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.375 IN (FASTENER DIAMETER)
ex= 4.000 IN ey = 0.750 IN
cx
=4.000 IN
cz
=2.500 INsx = 2.000 IN sz = 1.250 IN
tAL = 0.250 IN tST = 0.000 IN
eEFF = 3.000 IN (ex-((1+nG)/2))
M = 1620 INLB (fWLeEFF)
Sd2
= 8.000 IN2 (nzsx
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
3/8"
ft,DIR = -340 LB (fDL/nF)
ft,PRY = 95 LB (fWLey)/(nTcz0.85)
ft = 0 LB
Ft = 717 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 270 LB (fWL/nF)
fv,ROT(x) = 253 LB (Msz)/(Sd2)
fv,ROT(z) = 405 LB (Msx)/(Sd2)
fv = 721 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 730 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.988 (ft/Ft)+(fv/Fv)
I 1.000 OK
CHECK BEARING ON F-ANCHOR:
ALLOY: 6063-T6
fP = 7,690 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: POWERS WEDGE-BOLT
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
3-400
66
FIGURE 8
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54/91
SILL ANCHOR ANALYSIS - VERTICAL:
PROJECT:
DETAIL:
ELEVATION:
fWL = 965 LB (REACTION DUE TO WIND LOAD)
fDL
= -1,250 LB (REACTION DUE TO DEAD LOAD)
nF = 2 (NUMBER OF FASTENER)
nT = 2 (NUMBER OF FASTENER RESISTING PRYING TENSION)
G = 2 (NUMBER OF GAGE LINES)
nG = 1 (NUMBER OF FASTENER IN EACH GAGE LINE)
nx = 0 (NUMBER OF FASTENER IN X-DIRECTION)
nz = 2 (NUMBER OF FASTENER IN Z-DIRECTION)
dF = 0.375 IN (FASTENER DIAMETER)
ex= 0.000 IN ey = 0.750 IN
cx
=7.000 IN
cz
=2.500 INsx = 3.500 IN sz = 1.250 IN
tAL = 0.250 IN tST = 0.000 IN
eEFF = 0.000 IN (ex-((1+nG)/2))
M = 0 INLB (fWLeEFF)
Sd2
= 24.500 IN2 (nzsx
2)+(nxsz
2)
CHECK TENSION ON FASTENER:
3/8"
ft,DIR = -625 LB (fDL/nF)
ft,PRY = 170 LB (fWLey)/(nTcz0.85)
ft = 0 LB
Ft = 717 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 483 LB (fWL/nF)
fv,ROT(x) = 0 LB (Msz)/(Sd2)
fv,ROT(z) = 0 LB (Msx)/(Sd2)
fv = 483 LB ((fv,DIR+fv,ROT(z))2+(fv,ROT(x))
2)0.5
Fv = 730 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.661 (ft/Ft)+(fv/Fv)
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 5,147 LB/IN2 (fWL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
FASTENER SIZE: POWERS WEDGE-BOLT
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
3-400
66
FIGURE 9
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HEAD ANCHOR ANALYSIS - SEISMIC:
PROJECT:
DETAIL:
ELEVATION:
fSL = 145 LB (REACTION DUE TO SEISMIC LOAD)
fDL
= 0 LB (REACTION DUE TO DEAD LOAD)
nF = 4 (NUMBER OF FASTENER)
nT = 2 (NUMBER OF FASTENER RESISTING PRYING TENSION)
dF = 0.250 IN (FASTENER DIAMETER)
ez= 0.000 IN ey = 1.000 IN
cx = 5.500 IN cz = 0.875 IN
tAL = 0.250 IN tST = 0.060 IN
CHECK TENSION ON FASTENER:
1/4-14
ft,DIR = 0 LB (fDL/nF)
ft,PRY = 44 LB (3fSLey)/(nTcx0.90)
ft = 44 LB
Ft = 212 LB (ALLOWABLE TENSION: TABLE 1, ER-4780)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 109 LB (3fSL/nF)
fv = 109 LB
Fv = 672 LB (ALLOWABLE SHEAR: TABLE 2, ER-4780)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.069 (f /F)2+(fv/Fv)
2
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 1,740 LB/IN2 (fSL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
CHECK BENDING ON T-ANCHOR:
ALLOY: 6063-T6
fb = 5,966 LB/IN2 (fSL(ey-tAL))/(1.750((20.125)
2/6))
Fb = 20,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fb Fb OK
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
1-300
49
FIGURE 2
ALUMINUM
FASTENER SIZE: ELCO DRIL-FLEX
ALUMINUM
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SILL ANCHOR ANALYSIS - SEISMIC:
PROJECT:
DETAIL:
ELEVATION:
fSL = 135 LB (REACTION DUE TO SEISMIC LOAD)
fDL
= -420 LB (REACTION DUE TO DEAD LOAD)
nF = 2 (NUMBER OF FASTENER)
nT = 1 (NUMBER OF FASTENER RESISTING PRYING TENSION)
dF = 0.250 IN (FASTENER DIAMETER)
ez= 0.000 IN ey = 0.313 IN
cx = 7.000 IN cz = 0.875 IN
tAL = 0.250 IN tST = 0.000 IN
CHECK TENSION ON FASTENER:
1/4"
ft,DIR = -630 LB (3fDL/nF)
ft,PRY = 21 LB (3fSLey)/(nTcx0.85)
ft = 0 LB
Ft = 515 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 203 LB (3fSL/nF)
fv = 203 LB
Fv = 550 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.368 (ft/Ft)+(fv/Fv)
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 3,240 LB/IN2 (fSL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
CHECK BENDING ON T-ANCHOR:
ALLOY: 6063-T6
fb = 1,851 LB/IN2 (fSL(ey-tAL))/(1.750(0.125
2/6))
Fb = 20,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fb Fb OK
ALUMINUM
FASTENER SIZE: POWERS WEDGE-BOLT
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
4-301
3
FIGURE 4
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HEAD ANCHOR ANALYSIS - SEISMIC:
PROJECT:
DETAIL:
ELEVATION:
fSL = 475 LB (REACTION DUE TO SEISMIC LOAD)
fDL
= 0 LB (REACTION DUE TO DEAD LOAD)
nF = 4 (NUMBER OF FASTENER)
nT = 2 (NUMBER OF FASTENER RESISTING PRYING TENSION)
dF = 0.250 IN (FASTENER DIAMETER)
ez= 0.000 IN ey = 1.000 IN
cx = 5.625 IN cz = 0.875 IN
tAL = 0.250 IN tST = 0.060 IN
CHECK TENSION ON FASTENER:
1/4-14
ft,DIR = 0 LB (fDL/nF)
ft,PRY = 141 LB (3fSLey)/(nTcx0.90)
ft = 141 LB
Ft = 212 LB (ALLOWABLE TENSION: TABLE 1, ER-4780)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 356 LB (3fSL/nF)
fv = 356 LB
Fv = 672 LB (ALLOWABLE SHEAR: TABLE 2, ER-4780)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.722 (f /F)2+(fv/Fv)
2
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 5,700 LB/IN2 (fSL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
CHECK BENDING ON T-ANCHOR:
ALLOY: 6063-T6
fb = 17,868 LB/IN2 (fSL(ey-tAL))/(7.656(0.125
2/6))
Fb = 20,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fb Fb OK
ALUMINUM
FASTENER SIZE: ELCO DRIL-FLEX
ALUMINUM
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
2-403
68
FIGURE 7
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SILL ANCHOR ANALYSIS - SEISMIC:
PROJECT:
DETAIL:
ELEVATION:
fSL = 370 LB (REACTION DUE TO SEISMIC LOAD)
fDL
= -1,250 LB (REACTION DUE TO DEAD LOAD)
nF = 2 (NUMBER OF FASTENER)
nT = 1 (NUMBER OF FASTENER RESISTING PRYING TENSION)
dF = 0.375 IN (FASTENER DIAMETER)
ez= 0.000 IN ey = 0.750 IN
cx = 7.000 IN cz = 0.875 IN
tAL = 0.250 IN tST = 0.000 IN
CHECK TENSION ON FASTENER:
3/8"
ft,DIR = -1,875 LB (3fDL/nF)
ft,PRY = 140 LB (3fSLey)/(nTcx0.85)
ft = 0 LB
Ft = 717 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)
ft Ft OK
CHECK SHEAR ON FASTENER:
fv,DIR = 555 LB (3fSL/nF)
fv = 555 LB
Fv = 730 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)
fv Fv OK
CHECK INTERACTION (COMBINED LOADING) ON FASTENER:
I = 0.760 (ft/Ft)+(fv/Fv)
I 1.000 OK
CHECK BEARING ON T-ANCHOR:
ALLOY: 6063-T6
fP = 5,920 LB/IN2 (fSL)/(nFtALdF)
FP = 31,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
CHECK BENDING ON T-ANCHOR:
ALLOY: 6063-T6
fb = 9,279 LB/IN2 (fSL(ey-tAL))/(7.656(0.125
2/6))
Fb = 20,000 LB/IN2 (ALLOWABLE BEARING STRESS: ALUMINUM DESIGN MANUAL, 2005)
fb Fb OK
REFER TO ANCHOR LAYOUT:
SAN JOSE POLICE SUBSTATION
2-403
68
FIGURE 9
ALUMINUM
FASTENER SIZE: POWERS WEDGE-BOLT
ALUMINUM
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ANCHOR CLIP ANALYSIS - JAMB:
PROJECT:
DETAIL:
ELEVATION:
fWL = 930 LB (REACTION DUE TO WIND LOAD)
fDL = 0 LB (REACTION DUE TO DEAD LOAD)
fSL = 290 LB (REACTION DUE TO SEISMIC LOAD)
ex = 0.500 IN (ECCENTRICITY IN X-DIRECTION)
ey = 0.750 IN (ECCENTRICITY IN Y-DIRECTION)
ez = 3.250 IN (ECCENTRICITY IN Z-DIRECTION)
nB = 2 BOLT (NUMBER OF BOLT)
dB = 0.500 IN (BOLT DIAMETER)
nS = 4 SCREW (NUMBER OF SCREW)
dS = 0.190 IN (SCREW DIAMETER)
nC = 1 CLIP (NUMBER OF CLIP) tP = 0.188 IN
tC = 0.250 IN tM = 0.100 IN
C = 5.000 IN S = 3.000 IN
ACLIP = 1.250 IN2 (ctc) ASLOT = 0.750 IN
2 (stc)
x = 2.500 IN (c/2) y = 0.125 IN (tc/2)
Ix = 2.604 IN4 (tcc3)/12 Iy = 0.007 IN4 (ctc3)/12
sx = 1.042 IN3 (tcc
2)/6 sy = 0.052 IN
3 (ctc2)/6
rx = 1.443 IN (c/120.5
) ry = 0.072 IN (tc/120.5
)
e = 3.2500 IN (EFFECTIVE-LENGTH)
K = 1.0 (EFFECTIVE-LENGTH FACTOR)
Cc = 126.1 (COLUMN SLENDERNESS RATIO)
Ke/r = 45.0 (EFFECTIVE SLENDERNESS RATIO)
67
SAN JOSE POLICE SUBSTATION
4-401
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CHECK MULLION THRU BOLT:
TYPE:
MATERIAL:
CHECK SHEAR ON THRU BOLT:
fv = 465 LB ((fWL2+fDL
2)0.5
)/(nBnC)
Fv = 2,536 LB (ALLOWABLE SHEAR: AAMA TIR-A9-1991, TABLE 9)
fv Fv OK
CHECK BEARING ON MULLION WALL/ATTACHMENT PLATE:
MATERIAL:
fp = 3,235 LB/IN2 ((fWL
2+fDL
2)0.5
)/(nBnCdB(tP+tM))
Fp = 31,000 LB/IN2 (ALLOWABLE BEARING: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
CHECK ANCHOR CLIP:
MATERIAL:
CHECK TENSION ON ANCHOR CLIP:
ft = 1,860 LB/IN2 (fWL)/(nCACLIP-ASLOT)
Ft = 21,600 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)
ft Ft OK
CHECK COMPRESSION ON ANCHOR CLIP:
fc = 744 LB/IN2 (fWL)/(nCACLIP)
Fc = 18,778 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)
fc Fc OK
CHECK BENDING ON ANCHOR CLIP:
STRONG AXIS:
DUE TO WIND LOAD:
fb,x(WL) = 670 LB/IN2 (fWLey)/(nCsx)
DUE TO DEAD LOAD:
fb,x(DL) = 0 LB/IN2 (fDLez)/(nCsx)fb,x = 670 LB/IN
2
Fb,x = 21,600 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)
fb,x Fb,x OK
WEAK AXIS:
DUE TO WIND LOAD:
fb,y(WL) = 8,928 LB/IN2 (fWLex)/(nCsy)
DUE TO SEISMIC LOAD:
fb,y(SL) = 18,096 LB/IN2 (fSLez)/(nCsy)
fb,y = 18,096 LB/IN2
Fb,y = 27,000 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)fb,y Fb,y OK
I = 0.787 (MAX(ft/Ft,fc/Fc))+(fb,x/Fb,x)+(fb,y/Fb,y)
I 1.000 OK
CHECK INTERACTION (COMBINED STRESS) ON ANCHOR CLIP:
1/2-13
6063-T6
ASTM A36
300 STAINLESS STEEL
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CHECK ATTACHMENT PLATE SCREW:
TYPE:
MATERIAL:
CHECK SHEAR ON SCREW:
fv = 233 LB ((fWL2+fDL
2)0.5
)/(nSnC)
Fv = 298 LB (ALLOWABLE SHEAR: AAMA TIR-A9-1991, TABLE 9)
fv Fv OK
CHECK BEARING ON MULLION WALL:
MATERIAL:
fp = 12,237 LB/IN2 ((fWL
2+fDL
2)0.5
)/(nSnCdStM)
Fp = 31,000 LB/IN2 (ALLOWABLE BEARING: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
6063-T6
300 STAINLESS STEEL
#10-24
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ANCHOR CLIP ANALYSIS - VERTICAL:
PROJECT:
DETAIL:
ELEVATION:
fWL = 1,560 LB (REACTION DUE TO WIND LOAD)
fDL = 0 LB (REACTION DUE TO DEAD LOAD)
fSL = 570 LB (REACTION DUE TO SEISMIC LOAD)
ex = 0.500 IN (ECCENTRICITY IN X-DIRECTION)
ey = 0.750 IN (ECCENTRICITY IN Y-DIRECTION)
ez = 3.250 IN (ECCENTRICITY IN Z-DIRECTION)
nB = 2 BOLT (NUMBER OF BOLT)
dB = 0.500 IN (BOLT DIAMETER)
nC = 2 CLIP (NUMBER OF CLIP)
tC = 0.250 IN tM = 0.100 IN
C = 5.000 IN S = 3.000 IN
ACLIP = 1.250 IN2 (ctc) ASLOT = 0.750 IN
2 (stc)
x = 2.500 IN (c/2) y = 0.125 IN (tc/2)
Ix = 2.604 IN4 (tcc
3)/12 Iy = 0.007 IN
4 (ctc3)/12
sx = 1.042 IN3 (tcc
2)/6 sy = 0.052 IN
3 (ctc2)/6
rx = 1.443 IN (c/120.5
) ry = 0.072 IN (tc/120.5
)
e = 3.2500 IN (EFFECTIVE-LENGTH)
K = 1.0 (EFFECTIVE-LENGTH FACTOR)
Cc = 126.1 (COLUMN SLENDERNESS RATIO)
Ke/r = 45.0 (EFFECTIVE SLENDERNESS RATIO)
SAN JOSE POLICE SUBSTATION
67
4-401
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CHECK MULLION THRU BOLT:
BOLT TYPE:
MATERIAL:
CHECK SHEAR ON THRU BOLT:
fv = 390 LB ((fWL2+fDL
2)0.5
)/(nBnC)
Fv = 2,536 LB (ALLOWABLE SHEAR: AAMA TIR-A9-1991, TABLE 9)
fv Fv OK
CHECK BEARING ON MULLION WALL:
MATERIAL:
fp = 7,800 LB/IN2 ((fWL
2+fDL
2)0.5
)/(nBnCdBtM)
Fp = 31,000 LB/IN2 (ALLOWABLE BEARING: ALUMINUM DESIGN MANUAL, 2005)
fp Fp OK
CHECK ANCHOR CLIP:
MATERIAL:
CHECK TENSION ON ANCHOR CLIP:
ft = 1,560 LB/IN2 (fWL)/(nCACLIP-ASLOT)
Ft = 21,600 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)
ft Ft OK
CHECK COMPRESSION ON ANCHOR CLIP:
fc = 624 LB/IN2 (fWL)/(nCACLIP)
Fc = 18,778 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)
fc Fc OK
CHECK BENDING ON ANCHOR CLIP:
STRONG AXIS:
DUE TO WIND LOAD:
fb,x(WL) = 562 LB/IN2 (fWLey)/(nCsx)
DUE TO DEAD LOAD:
fb,x(DL) = 0 LB/IN2 (fDLez)/(nCsx)fb,x = 562 LB/IN
2
Fb,x = 21,600 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)
fb,x Fb,x OK
WEAK AXIS:
DUE TO WIND LOAD:
fb,y(WL) = 7,488 LB/IN2 (fWLex)/(nCsy)
DUE TO SEISMIC LOAD:
fb,y(SL) = 17,784 LB/IN2 (fSLez)/(nCsy)
fb,y = 17,784 LB/IN2
Fb,y = 27,000 LB/IN2
(AISC MANUAL OF STEEL CONSTRUCTION, 9TH
EDITION)fb,y Fb,y OK
I = 0.757 (MAX(ft/Ft,fc/Fc))+(fb,x/Fb,x)+(fb,y/Fb,y)
I 1.000 OK
CHECK INTERACTION (COMBINED STRESS) ON ANCHOR CLIP:
1/2-13
6063-T6
ASTM A36
300 STAINLESS STEEL
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WELD ANALYSIS:
PROJECT: SAN JOSE POLICE SUBSTATION
DETAIL: 4-401
ELEVATION: 67
fWL = 1,560 LB (REACTION DUE TO WIND LOAD)
fDL = 0 LB (REACTION DUE TO DEAD LOAD)
fSL = 570 LB (REACTION DUE TO SEISMIC LOAD)
ex = 3.813 IN (ECCENTRICITY IN X-DIRECTION)
ey = 0.750 IN (ECCENTRICITY IN Y-DIRECTION)
ez = 3.250 IN (ECCENTRICITY IN Z-DIRECTION)
nC = 2 CLIP (NUMBER OF CLIP)
WELD PATTERN: 1
b = 5.000 IN d = 5.000 IN
A = 10.000 IN J = 83.333 IN3
cx = 2.500 IN cy = 2.500 IN
sx = 8.333 IN2
sy = 25.000 IN2
DIRECT LOADING ON WELDS: MOMENTS:
ft,DIR(WL) = 78.00 LB/IN (fWL)/(nCA) Mx = 1,170 INLB (fWLey)+(fDLez)
ft,DIR(DL) = 0.00 LB/IN (fDL)/(nCA) My = 7,800 INLB (fWLex)+(fSLez)
ft,DIR(SL) = 28.50 LB/IN (fSL)/(nCA) Tz = 428 INLB (fDLex)+(fSLey)
TENSION ON WELDS: SHEAR ON WELDS:
ft,PRY(x) = 70.20 LB/IN (Mx)/(nCsx) fv,ROT(H) = 6.4125 LB/IN (Tzcx)/(nCJ)
ft,PRY(y) = 156.00 LB/IN (My)/(nCsy) fv,ROT(V) = 6.4125 LB/IN (Tzcy)/(nCJ)
RESULTANTS:
fr= 306.26 LB/IN ((ft,DIR(WL)+fv,ROT(H))2+(ft,DIR(DL)+fv,ROT(V))2+(ft,DIR(WL)+ft,PRY(X)+ft,PRY(Y))2)0.5
WELD SIZE REQUIRED FOR BASE MATERIAL: MATERIAL:
tREQ = 0.0213 IN (fr)/(0.4036,000)
WELD SIZE REQUIRED FOR ELECTRODE: ELECTRODE:
tREQ = 0.0206 IN (fr)/(0.300.70770,000)
tUSED = 0.1875 IN (FILLET USED)
tREQ tUSED OK
ASTM A36
E70XX
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SECTION PROPERTIES:
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TECHNICAL INFORMATION:
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PROJECT:
DETAIL:
SPACING REDUCTION FACTOR (TENSION & SHEAR):
CRITICAL SPACING
DISTANCE, scr
(IN)
MINIMUM SPACING
DISTANCE, smin
(IN)3.000 1.000 1.875 3.000
TENSION: 0.719 1.000
SHEAR: 0.859 1.000
EDGE DISTANCE REDUCTION FACTOR (TENSION):
CRITICAL EDGE
DISTANCE, ccr
(IN)
MINIMUM EDGE
DISTANCE, cmin
(IN)
2.000 0.750 2.000 3.000
TENSION: 1.000 1.000
EDGE DISTANCE REDUCTION FACTOR (SHEAR):
CRITICAL EDGE
DISTANCE, ccr
(IN)
MINIMUM EDGE
DISTANCE, cmin
(IN)
3.000 0.750 2.000 3.000
SHEAR: 0.622 1.000
CALCULATED VALUES:
Ft = 515 LB (TABLE 4, ESR-1678)
Fv = 550 LB (TABLE 5, ESR-1678)
Ft = 370 LB (CALCULATED TENSION VALUE)
Fv = 294 LB (CALCULATED SHEAR VALUE)
ACTUAL EDGE
DISTANCE, cact
(IN)
6-301
ACTUAL EDGE
DISTANCE, cact
(IN)
ACTUAL SPACING
DISTANCE, sact
(IN)
WEDGE-BOLT ALLOWABLE REDUCTION CALCULATION (ICC ESR-1678):
SAN JOSE POLICE SUBSTATION
BOLT DIAMETER,
d (IN)
0.250
EMBEDMENT, hv
(IN)
2.500
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PROJECT:
DETAIL:
SPACING REDUCTION FACTOR (TENSION & SHEAR):
CRITICAL SPACING
DISTANCE, scr
(IN)
MINIMUM SPACING
DISTANCE, smin
(IN)4.500 1.500 4.000 4.500
TENSION: 0.917 1.000
SHEAR: 0.958 1.000
EDGE DISTANCE REDUCTION FACTOR (TENSION):
CRITICAL EDGE
DISTANCE, ccr
(IN)
MINIMUM EDGE
DISTANCE, cmin
(IN)
3.000 1.125 2.500 4.500
TENSION: 0.920 1.000
EDGE DISTANCE REDUCTION FACTOR (SHEAR):
CRITICAL EDGE
DISTANCE, ccr
(IN)
MINIMUM EDGE
DISTANCE, cmin
(IN)
4.500 1.125 2.500 4.500
SHEAR: 0.496 1.000
CALCULATED VALUES:
Ft = 850 LB (TABLE 4, ESR-1678)
Fv = 1,535 LB (TABLE 5, ESR-1678)
Ft = 717 LB (CALCULATED TENSION VALUE)
Fv = 730 LB (CALCULATED SHEAR VALUE)
WEDGE-BOLT ALLOWABLE REDUCTION CALCULATION (ICC ESR-1678):
SAN JOSE POLICE SUBSTATION
BOLT DIAMETER,
d (IN)
0.375
EMBEDMENT, hv
(IN)
3.000
ACTUAL EDGE
DISTANCE, cact
(IN)
3-400
ACTUAL EDGE
DISTANCE, cact
(IN)
ACTUAL SPACING
DISTANCE, sact
(IN)
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Single
(Pounds)
Double
(Pounds)
1/8" St.
A36
1/8" Al.
6063-T5
1/8" Al.
6063-T6
#6-32 0.1380 0.0091 0.0078 437 216 432 1201 276 414
#8-32 0.1640 0.0140 0.0124 672 344 687 1427 328 492
#10-24 0.1900 0.0175 0.0152 840 421 842 1653 380 570
#12-24 0.2160 0.0242 0.0214 1162 593 1186 1879 432 648
1/4-20 0.2500 0.0318 0.0280 1526 776 1552 2175 500 750
5/16-18 0.3125 0.0524 0.0469 2515 1300 2599 2719 625 938
3/8-16 0.3750 0.0775 0.0699 3720 1937 3874 3262 750 1125
7/16-14 0.4375 0.1063 0.0961 5102 2663 5326 3806 875 1313
1/2-13 0.5000 0.1419 0.1292 6811 3580 7161 4350 1000 1500
9/16-12 0.5625 0.1819 0.1664 8731 4611 9223 4894 1125 1688
5/8-11 0.6250 0.3068 0.2071 12149 6259 12517 5437 1250 1875
3/4-10 0.7500 0.4418 0.3091 17495 9013 18025 6525 1500 2250
7/8-9 0.8750 0.6013 0.4286 23811 12267 24533 7612 1750 2625
1-8 1.0000 0.7854 0.5630 31102 16022 32044 8700 2000 3000
Fu (Min. Ultimate Tensile Strength):
Ft (Allowable Tensile Stress):
Fv (Allowable Shear Stress):
Single
(Pounds)
Double
(Pounds)
1/8" St.
A36
1/8" Al.
6063-T5
1/8" Al.
6063-T6
#6-32 0.1380 0.0091 0.0078 309 153 306 1201 276 414
#8-32 0.1640 0.0140 0.0124 476 243 487 1427 328 492
#10-24 0.1900 0.0175 0.0152 595 298 597 1653 380 570
#12-24 0.2160 0.0242 0.0214 823 420 840 1879 432 648
1/4-20 0.2500 0.0318 0.0280 1081 550 1099 2175 500 750
5/16-18 0.3125 0.0524 0.0469 1782 921 1841 2719 625 938
3/8-16 0.3750 0.0775 0.0699 2635 1372 2744 3262 750 1125
7/16-14 0.4375 0.1063 0.0961 3614 1886 3773 3806 875 13131/2-13 0.5000 0.1419 0.1292 4825 2536 5072 4350 1000 1500
9/16-12 0.5625 0.1819 0.1664 6185 3266 6533 4894 1125 1688
5/8-11 0.6250 0.2260 0.2071 7684 4065 8131 5437 1250 1875
3/4-10 0.7500 0.3345 0.3091 11373 6068 12135 6525 1500 2250
7/8-9 0.8750 0.4617 0.4286 15698 8413 16827 7612 1750 2625
1-8 1.0000 0.6057 0.5630 20594 11052 22103 8700 2000 3000
Fu (Min. Ultimate Tensile Strength):
Ft (Allowable Tensile Stress):
Fv (Allowable Shear Stress):
Nominal
Thread
Diameter &
Thread/Inch
D
Nominal
Thread
Diameter
(Inch)
A(S)
Tensile
Stress Area
(Sq. In.)
A(R)
Thread
Root Area
(Sq. In.)
Allowable
Tension
(Pounds)
Minimum Material Thickness to
Equal Tensile Capacity of Fastener
(In.)
A36 6063-T6
Bearing
(Pounds)Allowable Shear
0.144
0.188
0.195
0.232
0.261
0.330
0.396
0.460
1.452
0.532 0.878
0.596
0.732
0.539
0.651
0.756
1.220
1.674
1.129
0.998
SAE Grade 5 Steel for Diameters Up thru 9/16"
ASTM A 449 Steel for Diameters 5/8" and Over
0.231
0.308
0.313
0.377
0.867
0.422
TABLE 6 (AAMA TIR-A9-1991)
1.096
0.173
0.227
0.234
0.279
0.313
0.398
0.986
Allowable
Tension
(Pounds)
Allowable ShearBearing
(Pounds)
1.894
ASTM A 449
120,000 psi
39,600 psi
20,400 psi
A(R)
Thread
Root Area
(Sq. In.)
SAE GRADE 5
120,000 psi
48,000 psi
27,713 psi
85,000 psi
34,000 psi
19,630 psi
TABLE 9 (AAMA TIR-A9-1991)
STAINLESS STEEL - Alloy Groups 1, 2, and 3, Condition AF
Minimum Material Thickness toEqual Tensile Capacity of Fastener
(In.)
0.111
Nominal
Thread
Diameter &
Thread/Inch
D
Nominal
Thread
Diameter
(Inch)
A(S)
Tensile
Stress Area
(Sq. In.)
0.238
0.142
0.151
0.176
0.199
0.250
0.299
0.3470.399
0.446
0.492
0.594
0.598
0.722
0.8400.976
1.726
1.961
0.690
0.783
1.131
1.285
0.479
0.5570.645
0.723
A36 6063-T6
0.798
0.970
1.210
1.477
0.317
0.322
0.389
0.435
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LEGACY REPORT
Business/Regional Office# 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543
Regional Office# 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800
Regional Office#4051 West Flossmoor Road, Country Club Hills, Illinois 60478 # (708) 799-2305
ICC Evaluation Service, Inc.
www.icc-es.org
Legacy report on the 1997 Uniform Building Code
ER-4780Reissued February 1, 2004
Copyright 2004 Page 1 of 3
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DIVISION: 05METALSSection: 05090Metal Fastenings
DRIL-FLEX AND KWIK-FLEX SELF-DRILLING
STRUCTURAL FASTENERS
ELCO INDUSTRIES, INC.,CONSTRUCTION PRODUCTS DIVISION
5110 FALCON ROAD
POST OFFICE BOX 7009ROCKFORD, ILLINOIS 61125
HILTI, INC.5400 SOUTH 122ND EAST AVENUETULSA, OKLAHOMA 74146
1.0 SUBJECT
Dril-Flex and Kwik-Flex Self-Drilling Structural Fasteners.
2.0 DESCRIPTION
2.1 General:
Dril-Flex Structural Fasteners, by Elco Construction Products,and Kwik-Flex Self-Drilling Fasteners, by Hilti, Inc., used forconnections to metal members, are steel screws and areidentical in design and manufacture except for the product
identification. The steel screws have a dual heat treatmentand coating consisting of electroplated zinc. The fastenersare available as tapping metal screws for installation inpredrilled holes, and as self-drilling/tapping metal screws. Thelead threads of both screw types and the drill point of the self-drilling/tapping fasteners are heat-treated to a high hardnessfor thread forming and drilling. The balance of the fastenershank is the load-bearing area of the fastener and is treatedto a lower hardness complying with SAE J429 Grade 5.
The No. 10, 12, 1/4- and5/16-inch-diameter (4.7, 5.3, 6.4 and
7.9 mm) fasteners have hex washer heads, and are availablein various lengths.
2.2 Installation:
2.2.1 Self-tapping Fasteners: Self-tapping fasteners mustbe installed in predrilled holes having the appropriatediameter specified in Table 1. The fasteners must be installedwith a screw gun with a depth-sensitive or torque-limitingnose piece. Installed fasteners shall protrude through theattached members, with the high-hardness lead threadsbeyond the attached members.
2.2.2 Self-drilling/Self-tapping Fasteners:Self-drilling/self-tapping fasteners are installed without predrilling holes in thereceiving member of the connection. The drilling function ofthe fastener must be completed prior to the lead threads ofthe fastener engaging the metal. This is accomplished bypredrilling a clearance hole in the component being fastenedto the attached member. Clearance holes shall be 13/64,
15/64,17/64 and
21/64 inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter forNo. 10 gage diameter, No. 12 gage diameter, 1/4-inch-diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm)fasteners, respectively. Fasteners must be installed with a1,800 to 2,500 rpm screw gun incorporating a depth-sensitive
or torque-limiting nose piece. Installed fasteners mustprotrude through the attached members, with the high-hardness drill point and lead threads extending beyond theattached members.
2.3 Allowable Loads:
Allowable loads for the fasteners are as shown in Tables 1and 2. The allowable values are for a single shearconnection consisting of two members, with the material typeand thickness of each member noted in the table. Minimumfastener spacing and edge distances must comply with Table3.
2.4 Identification:
Fastener heads are marked with the Elco Textron logo withina raised circle. Each box of fasteners has a label bearing thecompany name (Textron Fastening Systems or Hilti, Inc.),fastener type, evaluation report number (ER-4780) anddescription (including load bearing area). See Figure 1.
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