San Jose Police Calcs

8/3/2019 San Jose Police Calcs

1/91

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

San Jose Police SubstationPage 1 of 91


2/91

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.



3/91

DESIGN CRITERIA:



4/91

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.



5/91

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.



6/91

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.



7/91

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 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):



8/91

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


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


SEISMIC FORCE CALCULATION - 2001 CALIFORNIA BUILDING CODE:

ENCORE (1 3/4"x6")

60.00 7.04

hx

(FT)



9/91

VERTICAL MULLION ANALYSIS:



10/91

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):


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:


4-302

PROJECT:

DETAIL:



11/91

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.



12/91

ZONE 4:


A = 55.000 FT

2


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




MMAX (2) = 14,924 INLB (MAX. MOMENT AT MULLION WITH REINFORCEMENT)



fb,MU Fb,MU OK

fb,MU = 3,812 LB/IN2 (MMAX (2)/sMU)(IMU/ITOTAL)


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:


MULLION: 175-108 VERTICAL MULLION 6063-T6

REINFORCEMENT:



CHECK STRESS IN MULLION WITH REINFORCEMENT:

3/4"x3 1/4" STEEL BAR ASTM A36


PROJECT: SAN JOSE POLICE SUBSTATION

DETAIL: 5-313

ELEVATION: 25 TYPICAL



13/91


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


Beam Results

Member InformationSpan L(in) I(in^4) S(in^3) E(psi) Reinf-I Reinf-E


Joints Free to DisplaceFree Joints - 2 3


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



Ph (214) 217-2400 Fax (214) 217-2439


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.



14/91

ZONE 5:


A = 55.000 FT

2


2 (WIND LOAD)

ALLOY:

ALLOY:

IMU = 4.005 IN4

sMU = 1.533 IN3






dACTUALdALLOW OK



fb,MU Fb,MU OK



5-300

PROJECT:

DETAIL:





ELEVATION:

N/AREINFORCEMENT:

6063-T6

49


N/A

CORNER



15/91


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


Beam Results





1 118.000 4.005 1.533 1.0e+007

1 8.908 8.908 0.000 118.000

1 5262 526



Ph (214) 217-2400 Fax (214) 217-2439


1

2

118"

8.9

08lb/in





16/91

ZONE 4:


A = 100.000 FT

2


2 (WIND LOAD)

ALLOY:

ALLOY:

IMU = 42.441 IN4

sMU = 8.816 IN3






dACTUALdALLOW OK



fb,MU Fb,MU OK


ELEVATION:

N/AREINFORCEMENT:

6063-T6

66


N/A

TYPICAL






5-400

PROJECT:

DETAIL:



17/91


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


Beam Results





1 207.250 42.441 8.816 1.0e+007

1 9.293 9.293 0.000 207.250

1 9632 963



Ph (214) 217-2400 Fax (214) 217-2439


1

2

207.2

50

9.2

93lb/in





18/91

ZONE 4:


A = 100.000 FT

2


2 (WIND LOAD)

ALLOY:

ALLOY:

IMU = 10.172 IN4

sMU = 3.029 IN3


f2 = 1,560 LB (REACTION AT INTERMEDIATE ANCHOR)





dACTUALdALLOW OK



fb,MU Fb,MU OK



4-402

PROJECT:

DETAIL:





ELEVATION:

N/AREINFORCEMENT:

6063-T6

67


N/A

TYPICAL



19/91


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


Beam Results




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



Ph (214) 217-2400 Fax (214) 217-2439


1

2

3

143.7

50

123.5

00

9.2

9

3lb/in





20/91

ZONE 4:


A = 100.000 FT

2


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)





dACTUALdALLOW OK



fb,MU Fb,MU OK

fb,MU = 2,560 LB/IN2 (MMAX (2)/sMU)(IMU/ITOTAL)


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



2-404

PROJECT:

DETAIL:







ELEVATION:

162-363 STEEL REINFORCEMENTREINFORCEMENT:

6063-T6

68


ASTM A1011

TYPICAL



21/91


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


Beam Results






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



Ph (214) 217-2400 Fax (214) 217-2439


1

2

3

4

49.6

25

168"

49.6

25

162-363

9.2

06lb

/in




22/91

HORIZONTAL MULLION ANALYSIS:



23/91

ZONE 4:


A = 20.000 FT

2


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)



dACTUALdALLOW OK



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


CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (DEAD LOAD):


2-300

PROJECT:


ELEVATION:

DETAIL:



TYPICAL

6063-T6

N/A



24/91


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


Beam Results



Point Load InformationSpan P(#) X(in)



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



Ph (214) 217-2400 Fax (214) 217-2439


90 #

90 #

1

2

67.2

50

0.1

75lb/in





25/91

ZONE 4:


A = 20.000 FT

2


2 (WIND LOAD)

ALLOY:

ALLOY:

IMU = 3.229 IN4

sMU = 1.094 IN3






dACTUALdALLOW OK



fb,MU Fb,MU OK


I 1.000 OK

CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (WIND LOAD):

SAN JOSE POLICE SUBSTATIONPROJECT:

ELEVATION:

DETAIL: 2-300



N/A

MULLION:

REINFORCEMENT:




TYPICAL


6063-T6

N/A

23



26/91


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


Beam Results





1 67.250 3.229 1.094 1.0e+007

1 4.831 4.831 0.000 67.250

1 1622 162



Ph (214) 217-2400 Fax (214) 217-2439


1

2

67.2

50

4.8

31lb/in





27/91

ZONE 4:


A = 30.000 FT

2


2 (WIND LOAD)

ALLOY:

ALLOY:

IMU = 1.814 IN4

sMU = 1.451 IN3






dACTUALdALLOW OK



fb,MU Fb,MU OK


I 1.000 OK

CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (DEAD LOAD):


2-400

PROJECT:



TYPICAL

6063-T6

N/A

68ELEVATION:

DETAIL:



N/A

MULLION:

REINFORCEMENT:





28/91


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


Beam Results



Point Load InformationSpan P(#) X(in)



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



Ph (214) 217-2400 Fax (214) 217-2439


150 #

150 #

1

2

105.5

00

0.2

99l

b/in





29/91

ZONE 4:


A = 30.000 FT

2


2 (WIND LOAD)

ALLOY:

ALLOY:

IMU = 10.172 IN4

sMU = 3.029 IN3






dACTUALdALLOW OK



fb,MU Fb,MU OK


I 1.000 OK



N/A

MULLION:

REINFORCEMENT:


CBEAM ANALYSIS SUMMARY - HORIZONTAL MULLION (WIND LOAD):

SAN JOSE POLICE SUBSTATIONPROJECT:

ELEVATION:

DETAIL: 2-400

TYPICAL68




6063-T6

N/A



30/91


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


Beam Results





1 105.500 10.172 3.029 1.0e+007

1 5.068 5.068 0.000 105.500

1 2672 267



Ph (214) 217-2400 Fax (214) 217-2439


1

2

105.5

00

5.0

68

lb/in





31/91

SEISMIC ANALYSIS:



32/91

ZONE 5:


PSL = 5.280 LB/FT

2

(SEISMIC LOAD)

ALLOY:

ALLOY:

IMU = 0.675 IN4

sMU = 0.771 IN3






fb,MU Fb,MU OK


ELEVATION:

N/AREINFORCEMENT:

6063-T6

49


N/A

CORNER



CBEAM ANALYSIS SUMMARY - VERTICAL MULLION (SEISMIC):


5-300

PROJECT:

DETAIL:



33/91


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


Beam Results





1 118.000 0.675 0.771 1.0e+007

1 2.108 2.530 0.000 118.000

1 1332 141



Ph (214) 217-2400 Fax (214) 217-2439


1

2

118"

2.5

30lb

/in





34/91

ZONE 4:


PSL = 5.280 LB/FT

2

(SEISMIC LOAD)

ALLOY:

ALLOY:

IMU = 3.987 IN4

sMU = 3.190 IN3






fb,MU Fb,MU OK



5-400

PROJECT:

DETAIL:




ELEVATION:

N/AREINFORCEMENT:

6063-T6

66


N/A

TYPICAL



35/91


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


Beam Results





1 207.250 3.987 3.190 1.0e+007

1 2.805 3.960 0.000 207.250

1 3312 370



Ph (214) 217-2400 Fax (214) 217-2439


1

2

207.2

50

3.9

60lb

/in





36/91

ZONE 4:


PSL = 5.280 LB/FT

2

(SEISMIC LOAD)

ALLOY:

ALLOY:

IMU = 1.814 IN4

sMU = 1.451 IN3


f2 = 570 LB (REACTION AT INTERMEDIATE ANCHOR)





fb,MU Fb,MU OK


ELEVATION:

N/AREINFORCEMENT:

6063-T6

67


N/A

TYPICAL





4-402

PROJECT:

DETAIL:



37/91


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


Beam Results




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



Ph (214) 217-2400 Fax (214) 217-2439


1

2

3

143.7

50

123.5

00

3.9

60lb

/in





38/91

ZONE 4:


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







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


ELEVATION:

162-363 STEEL REINFORCEMENTREINFORCEMENT:

6063-T6

68


ASTM A1011

TYPICAL







2-404

PROJECT:

DETAIL:



39/91


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


Beam Results






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



Ph (214) 217-2400 Fax (214) 217-2439


1

2

3

4

49.6

25

168"

49.6

25

162-363

3.9

23lb/in




40/91

ANCHOR ANALYSIS:



41/91



42/91



43/91



44/91



45/91



46/91

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:


1-300

49

FIGURE 1



47/91

HEAD ANCHOR ANALYSIS - VERTICAL:

PROJECT:

DETAIL:

ELEVATION:


fDL









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)


1/4-14



ft = 168 LB


ft Ft OK






2)0.5


fv Fv OK


I = 0.669 (f /F)2+(fv/Fv)

2

I 1.000 OK

CHECK BEARING ON T-ANCHOR:

ALLOY: 6063-T6



fp Fp OK


ALUMINUM



1-300

49

FIGURE 2



48/91

SILL ANCHOR ANALYSIS - JAMB:

PROJECT:

DETAIL:

ELEVATION:


fDL

= -220 LB (REACTION DUE TO DEAD LOAD)








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))


Sd2

= 8.000 IN2 (nzsx

2)+(nxsz

2)


1/4"

ft,DIR = -110 LB (fDL/nF)


ft = 0 LB

Ft = 515 LB (ALLOWABLE TENSION: TABLE 4, ESR-1678)

ft Ft OK




fv,ROT(z) = 199 LB (Msx)/(Sd2)


2)0.5

Fv = 550 LB (ALLOWABLE SHEAR: TABLE 5, ESR-1678)

fv Fv OK


I = 0.607 (ft/Ft)+(fv/Fv)

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK

FASTENER SIZE: POWERS WEDGE-BOLT

ALUMINUM



4-301

3

FIGURE 3



49/91

SILL ANCHOR ANALYSIS - VERTICAL:

PROJECT:

DETAIL:

ELEVATION:


fDL









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))


Sd2

= 24.500 IN2 (nzsx

2)+(nxsz

2)


1/4"



ft = 0 LB


ft Ft OK






2)0.5


fv Fv OK


I = 0.482 (ft/Ft)+(fv/Fv)

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK


ALUMINUM



4-301

3

FIGURE 4



50/91

DOOR ANCHOR ANALYSIS:

PROJECT:

DETAIL:

ELEVATION:


fDL









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))


Sd2

= 1.758 IN2 (nzsx

2)+(nxsz

2)


1/4"



ft = 0 LB


ft Ft OK






2)0.5


fv Fv OK


I = 0.791 (ft/Ft)+(fv/Fv)

I 1.000 OK

CHECK BEARING ON ANGLE -ANCHOR:

ALLOY: 6063-T6



fp Fp OK


ALUMINUM



6-301

2

FIGURE 5



51/91

HEAD ANCHOR ANALYSIS - JAMB:

PROJECT:

DETAIL:

ELEVATION:


fDL









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)


1/4-14



ft = 85 LB


ft Ft OK






2)0.5


fv Fv OK

I = 0.908 (f /F)2+(fv/Fv)

2

I 1.000 OK

ALLOY: 6063-T6



fp Fp OK


ALUMINUM



2-403

68

FIGURE 6





52/91

HEAD ANCHOR ANALYSIS - VERTICAL:

PROJECT:

DETAIL:

ELEVATION:

fWL = 1,230 LB (REACTION DUE TO WIND LOAD)

fDL









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))


Sd2

= 9.453 IN2 (nz/2)(sx

2+(sx+cx)

2)+(nxsz

2)


1/4-14



ft = 171 LB


ft Ft OK






2)0.5


fv Fv OK


I = 0.859 (f /F)2+(fv/Fv)

2

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK


ALUMINUM



2-403

68

FIGURE 7



53/91

SILL ANCHOR ANALYSIS - JAMB:

PROJECT:

DETAIL:

ELEVATION:


fDL









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))


Sd2

= 8.000 IN2 (nzsx

2)+(nxsz

2)


3/8"



ft = 0 LB


ft Ft OK






2)0.5


fv Fv OK


I = 0.988 (ft/Ft)+(fv/Fv)

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK


ALUMINUM



3-400

66

FIGURE 8



54/91

SILL ANCHOR ANALYSIS - VERTICAL:

PROJECT:

DETAIL:

ELEVATION:


fDL

= -1,250 LB (REACTION DUE TO DEAD LOAD)








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))


Sd2

= 24.500 IN2 (nzsx

2)+(nxsz

2)


3/8"



ft = 0 LB


ft Ft OK






2)0.5


fv Fv OK


I = 0.661 (ft/Ft)+(fv/Fv)

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK


ALUMINUM



3-400

66

FIGURE 9



55/91

HEAD ANCHOR ANALYSIS - SEISMIC:

PROJECT:

DETAIL:

ELEVATION:

fSL = 145 LB (REACTION DUE TO SEISMIC LOAD)

fDL





ez= 0.000 IN ey = 1.000 IN

cx = 5.500 IN cz = 0.875 IN

tAL = 0.250 IN tST = 0.060 IN


1/4-14


ft,PRY = 44 LB (3fSLey)/(nTcx0.90)

ft = 44 LB


ft Ft OK


fv,DIR = 109 LB (3fSL/nF)

fv = 109 LB


fv Fv OK


I = 0.069 (f /F)2+(fv/Fv)

2

I 1.000 OK


ALLOY: 6063-T6

fP = 1,740 LB/IN2 (fSL)/(nFtALdF)


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



1-300

49

FIGURE 2

ALUMINUM


ALUMINUM



56/91

SILL ANCHOR ANALYSIS - SEISMIC:

PROJECT:

DETAIL:

ELEVATION:


fDL





ez= 0.000 IN ey = 0.313 IN

cx = 7.000 IN cz = 0.875 IN

tAL = 0.250 IN tST = 0.000 IN


1/4"

ft,DIR = -630 LB (3fDL/nF)


ft = 0 LB


ft Ft OK



fv = 203 LB


fv Fv OK


I = 0.368 (ft/Ft)+(fv/Fv)

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK


ALLOY: 6063-T6

fb = 1,851 LB/IN2 (fSL(ey-tAL))/(1.750(0.125

2/6))


fb Fb OK

ALUMINUM


ALUMINUM



4-301

3

FIGURE 4



57/91

HEAD ANCHOR ANALYSIS - SEISMIC:

PROJECT:

DETAIL:

ELEVATION:


fDL





ez= 0.000 IN ey = 1.000 IN

cx = 5.625 IN cz = 0.875 IN

tAL = 0.250 IN tST = 0.060 IN


1/4-14



ft = 141 LB


ft Ft OK



fv = 356 LB


fv Fv OK


I = 0.722 (f /F)2+(fv/Fv)

2

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK


ALLOY: 6063-T6

fb = 17,868 LB/IN2 (fSL(ey-tAL))/(7.656(0.125

2/6))


fb Fb OK

ALUMINUM


ALUMINUM



2-403

68

FIGURE 7



58/91

SILL ANCHOR ANALYSIS - SEISMIC:

PROJECT:

DETAIL:

ELEVATION:


fDL

= -1,250 LB (REACTION DUE TO DEAD LOAD)




ez= 0.000 IN ey = 0.750 IN

cx = 7.000 IN cz = 0.875 IN

tAL = 0.250 IN tST = 0.000 IN


3/8"

ft,DIR = -1,875 LB (3fDL/nF)


ft = 0 LB


ft Ft OK



fv = 555 LB


fv Fv OK


I = 0.760 (ft/Ft)+(fv/Fv)

I 1.000 OK


ALLOY: 6063-T6



fp Fp OK


ALLOY: 6063-T6

fb = 9,279 LB/IN2 (fSL(ey-tAL))/(7.656(0.125

2/6))


fb Fb OK



2-403

68

FIGURE 9

ALUMINUM


ALUMINUM



59/91

ANCHOR CLIP ANALYSIS - JAMB:

PROJECT:

DETAIL:

ELEVATION:


fDL = 0 LB (REACTION DUE TO DEAD 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


4-401



60/91

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


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


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


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



61/91

CHECK ATTACHMENT PLATE SCREW:

TYPE:

MATERIAL:

CHECK SHEAR ON SCREW:


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 Fp OK

6063-T6

300 STAINLESS STEEL

#10-24



62/91

ANCHOR CLIP ANALYSIS - VERTICAL:

PROJECT:

DETAIL:

ELEVATION:







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)


67

4-401



63/91

CHECK MULLION THRU BOLT:

BOLT TYPE:

MATERIAL:

CHECK SHEAR ON THRU BOLT:


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 Fp OK

CHECK ANCHOR CLIP:

MATERIAL:

CHECK TENSION ON ANCHOR CLIP:

ft = 1,560 LB/IN2 (fWL)/(nCACLIP-ASLOT)

Ft = 21,600 LB/IN2


EDITION)

ft Ft OK

CHECK COMPRESSION ON ANCHOR CLIP:

fc = 624 LB/IN2 (fWL)/(nCACLIP)

Fc = 18,778 LB/IN2


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


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


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



64/91

WELD ANALYSIS:

PROJECT: SAN JOSE POLICE SUBSTATION

DETAIL: 4-401

ELEVATION: 67







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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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):


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):


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

ICC-ES legacy reports are not to be construed as representing aesthetics or any other attr ibutes not specifically addressed, nor are they to be construed as

an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to

any finding or other matter in this report, or as to any product covered by the report.

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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