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20090078 Structural Calcs 081109ATY1BUILDING SYSTEMS ATY BUILDING SYSTEMS, INC. UzNvEk, (303)922.5111 (800)761-6199 (303)922-5160 PROJECT: 08-5054 80'X100'X14' 101 STRUCTURAL CALCULATIONS YELM BATTING CAGES, LLC YELIVI, WA SCOPE OF WORK Pre-Engineered Building DATE 1-6-2009 PROFESSIONAL ENGINEER'S STAMP G. WAS 5 I EXPIRES. 5-25-09 ML APR 3 4 2999 TABLE OF CONTENTS Description Page Nos. 1- Design Summary 1 —6 • Sketch, Loading • Hand Calculations 2- Structural Design Calculations, `DesCalc.out' 1-15 • Design loads for each building Component • Reactions, Anchor Bolts and Base Plates • Seismic Design Report 3- Framing Summary, `FramSum.out' 1-7 • Roof , End Walls, Side Walls 4- Roof Design, `RoofDes.out' 1-62 • Purlins, Roof Panel and Wind Bracing Reports 5- Front Wall Design, `SwDes- F.out' 1- 5 • Girt Design and Wall Panel Reports 6- Back Side Wall Design, `EwDes- B.out' 1-5 • Girt Design and Wall Panel Reports 7- Left End Wall Design, `EwDes - Lout' 1 -22 • Girt Design Report and Wall Panel reports 8- Right End Wall Design, `EwDes - R.out' 1 -21 • Girt Design and Wall Panel Reports 9- Rigid Frame Design • Rigid Frame # 1, `RfDes -Lout' 1 -14 G. -EX PI R ES: 5 -25 -49 d Form Members and Panel Section Properties 1 1 -12 ATY BUILDING i STEMS JOE #: 08...... Ede _ DESIGNED BY: DA���DATE: Q�p��pAGE: 1 OF BUILD. CODE : 1,9C 2-49 BUILD. LOCATION: BUILD. SIZE: (MAIN) 0 k 1170 IV 1 BUILD. TYPE:W ROOF SLOPE:_/_:12 BUILD. SIZE: (L.T. ___BUILD. TYPE: ROOF SLOPE: :12 BUILD. SIZE: L.T. BUILD. TYPE: ROOF SLOPE. :12 DEAD LOAD: 2.0 PSF. LIVE LOAD: 20.0 PSF. ❑ REDUC. COLL, LOAD: PSF. GND, SNOW LOAD: PSF. ROOF SNOW LOAD: 20 PSF, EXP. FACT, Ce= 1.0 Is= 1.0 ENCLOSED WIND SPEED: Imo- 1T0 MPH. EXPOSURE: � ENCLOSURE: ❑OPEN ❑ PARTIALLY ENCLOSED SEISMIC DATA: Ss:/-L-/-,2 S1: 3 .'5— CATEGORY: JJ SOIL PROFILE TYPE: D Ie= 1.0 FILE # S NOTES: ( TO BE ON DRAWINGS ) I ro act ipT HIR ■1111100 ■IM 7#41 Irk ID SCI min maim lx� - 4vzl 144 lr4t --I 17-C tr RoffeLml ATY BUILDING SYSTEMS m DESIGNED BY: DA. DATE:OV �n� PAGE: 3 OF WALL PANEL: 26 GA. ❑ R. PBR. ROOF PANEL: 26 GA. ❑ R. PBR. ./fBY.OTHERS BY OTHERS ROOF PURLINS: _6___@ -�°-C� , ---� -@ ~-�-- & I Ear 1.00" PURLINS SIZE & LAP: 8 X 2,5 Z f,o SAG ANGLES: ❑ ANTI --ROLL CLIP rx SIDEWALL GIRTS: FRONT S.W. - LOCATION BYPASS 6 "@ %--� ❑ FLUSH @ ❑ OPEN TO REMAIN GIRTS SIZE & LAP:, 8 X 2.5 Z 16 SAG ANGLES: -�2'-- 31/2„�� LAP 114'-31/2" *6'- 31/2'" 5X77 ❑ NO LAP LAP 4'-3I/2„ ❑ 6' -31/2„ ❑ NO LAP SIDEWALL. GIRTS; BACK S.W. - LOCATION: ❑ BYPASS 8 "@ ❑ FLUSH @ ❑ OPEN TO REMAIN SEE F.S.W. ❑ 2,- 31/2,. GIRTS SIZE & LAP: S X 2.5 Z LAP 1:14"-31/2" 061-31/ 2" ❑ NO LAP SAG ANGLES: ❑ GUTTERS & DOWNS: QTY. EA. @ F.S.W. ❑ & " A. @ B.S.W. ❑ ATY BUILDING SYSTEMS ENDWALL GIRTS: LEFT E.W. - LOCATION: FLUSH @ 7 „ /Z r " OPEN TO REMAIN ❑ BYPASS 9 ❑ 2'- 31/2„ GIRTS SIZE &. LAP: 8 X 2.5 Z/ LAP ❑ 4'-31/2" 2,' 2.5" -Z lz- & BAS' 2- 7 � �{ ❑ 6' -31/2" glk2.5'r,,l� 1�eI4i�CIQ grl e ❑ NO LAP SAG ANGLES: ENDWALL GIRTS: RIGHT E.W. - LOCATION: FLUSH ( " /�' J" OPEN TO REMAIN ❑ SEE L.E.W. ❑ BYPASS C ❑ 2'-31/2" GIRTS SIZE &c LAP. 8 X 2.5 Z / G LAP ❑ 4' -31/2" 1161-31/277 ❑ NO LAP SAG ANGLES: L.E.W. : I RAFTER:YA Z_,�:Q�INT. COL., &e. !L_CNR. COL.& EW. FRAMING: R.E.W. : RAFTER: !_ _.__!! INT. COL.: /,, -,i CNR, COL.: is ❑ EW. COL, TO' RAFTER CONNECT -USE (4)1/2" A -325 BOLTS. ❑ EW. COL, TO RAFTER CONNECT -USE CAP PLATE WITH (4)1/2" A -325 BOLTS, ❑ FLANGE BRACE @ BOTH SIDES OF COLUMNS. ❑ FLANGE BRACE PURLINS# FROM FRONT AND# FROM BACK EAVE STRUT. ROOF. : 1/4" CABLE- BRACING: 5/ 16 "CABLE 113/8" CABLE El 3/8" CABLE ADIAPHRAGM ❑ 1/2" CABLE. S. W. : ❑ 1/4" CABLE X5/16"CABLE 113/8" CABLE ❑ 1/2" CABLE ❑ USE 1/4" BACK -UP PLATE WITH ALL 3/8" CABLE BRACING. E.W. : Cl 1/4" CABLE ❑ 5/16 "CABLE ❑ 3/8" CABLE ❑ 1/2" CABLE ADIAPHRAGM REACTION DUE TO BRACING:(TO BE SHOWN � ON A.B. PLAN & ARE SHOWN IN KIPS). F.S.W.(DL +WL) B.S.W.(DL +WL) L.E.W.(DL +WL) R.E.W.(DL +WL) �P H &S bls16 I &,Ao ,f 7 SEISMIC CONTROLS: U z LD z Q V 0 LL- MCE Parameters - Conterminous 48 States Zip Code - 98597 Central Latitude - 46.861391 Central Longitude = - 122.521453 Data are based on the 0.10 deg grid set Period SA (sec) ( %g) 0.2 115.6 Map Value, Soil Factor of 1.0 1.0 035.1 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 120.2 Soil Factor of 1.04 1.0 059.7 Soil Factor of 170 Is"bS 1.= 9'o. I m .=-,3 1 9 C4 T. 1= Gg_ 6 5ZO 1)es('aIc.o[It I /�- ATY BUILDING SYSTEMS, INC 64114 SOU'T'H QUEBEC STaSET CENTENNIAL, CO 80111 STRUCTURAL DESIGN CALCULATCONS FOR YELM BATTING CAGES LLC YELL+, WA. 08 -5054 BUILDING DATA Width (ft) _ 80,0 Length (ft) = 100.0 Eave Height (ft) - 14.0/ 14.0 Roof Slope (rise /12 } = 1.00/ 1.00 Dead Load (psf ) 2.0 Live Load (psf ) = 20.0 Collat. Load (psf ) -- 0.0 Snow Load (psf } - 20.0 Wind Speed(mph i - 90.0 Wind Code = IBC 06 Closed /open C Exposure = C Internal Wand Coeff - -0.18, +-0.].8 Importance - Wind - 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa *Ss) - 1.20 Designer = DA 1/ 5/09 Descale.out 2- 08 -5054 Design Loads For Building Components: 1/ 5/09 5:50pm FRONT S I DE'TiJALL : BASIC; : €,,OABS: ----- E''dge Strip Ratio ----- Basic Wind 1,oad Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 15.0 1.00 1.00 5.60 1.07 1.00 1.06 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 13.7. -14.4 15.5 -20.6 13.1 -14.3 22.5 -15.0 BACK SIDEWALL: BASIC LOADS: Basic Wind Load Ratio Wind Deflect Factor 15.0 1.00 1.00 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct long 13.1 -14.4 15.5 -20.6 13.1 -14.3 22.5 W-15.0 EFT ENDWALL: BASIC LOADS: Girt /Header Panel Jamb Parapet ----- >{ dge Strip patio----- - Zone - - Col/ Width Girt Panel Jamb 5.60 1.07 1.00 ?.06 Girt /Header Panel- Jamb Parapet - - -- -Edge-Strip-Ratio - - ---- Dead Collat Live Snow Basic `Wind Load Ratio Lone Col/ Load Load Toad Load Wind Deflect 'E-'actor Width Girt Panel. Jamb 2.0 0.0 20.0 20.0 15.0 1.00 1.00 5.60 1.07 1.00 1.07 BASIC LOADS AT SAVE: Seis --- `l'orsion-- Load Wind Seismic 0.96 0.00 0.00 WIND PRESSURE /SUCTION: Mind [mind Press Suct 13.1 -14.4 Column 13.1 -14.4 Girt. /Header 13.1 -14.3 Jamb 15.5 -2.0.6 Panel_ 22.5 -1.5.0 Parapet WIND COEFFICIENTS: Surf Rafter Wind 1 Id Left Right 1 0.00 0.00 2 -1.18 -0.68 3 -0.68 -1.18 4 0.00 0.00 COLUMN Load J . 9 1 2 3 4 5 6 7 8 9 10 11 12 13 1.4 1.5 1.6 17 18 19 RA FT R 11oad N C) I d 31 1 2 3 4 5 6 7 8 9 1.0 11 1.2 1.3 14 1.5 16 17 7.8 19 20 21. 22 & BRACING DESIGN Rafter Wind 2 Left Rig ?�t 0.00 0.00 --0 . €32. --0.32 -.0,32 -0.82 0.00 0.00 Dead Coll hive Sn 1.00 1.00 1.00 0. 1.00 1.00 0.00 1. 1.00 1.00 0.75 0. 1.00 1.00 0.75 0, 1.00 1.00 0.00 0. 1.00 1.00 0.00 0. 0.60 0.00 0.00 0, 0.60 0.00 0.00 0. 0.60 0.00 0.00 0. 1.11 1.11 0.00 0. 1.11. 1.11 0.00 0. 1.08 1.08 0.75 0. 1.08 1.08 0.75 0. 1.08 1.08 0.00 0. 1.08 1.08 0.00 0. 0.49 0.00 0.00 0. 0.49 0.00 0.00 0. 1.00 1.00 0.00 0.0 1.00 1.00 0.00 0.0 DESIGN LOADS: TOADS : Rafter W Wind ow L Left R Right 00 0 0.00 0 0.00 00 0 0.00 0 0.00 00 0 0.00 0 0.00 00 0 0.00 0 0.00 75 0 0.00 0 0.00 75 0 0.00 0 0.00 00 0 0.00 0 0.00 00 1 1.00 0 0.00 1)eSCaIC.o[It Bracing-Wind Long Surface Left Right Wind Friction 0.49 -0.73 0.00 0.00 -1.7.8 -0.68 -i.18 0.00 -0.68 -1.1.8 -1.18 0.00 -0.73 0.49 0.00 0.00 Brace _Wind Lome; Column Wind Aux Load Left Right Wind Press Suct Se.is Id Coef 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.75 0.00 0.00 0. "75 0.00 0 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 Rafter Wind 1 Rafter [mind 2 Long Aux Load Dead Coll hive Snow Left R i gr hT Leff. Right Wind sei.s Id Coef 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. "70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 2 1.00 1.00 1..00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0,00 0.00 6 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 Rafter Wind 1 Rafter [mind 2 Long Aux Load Dead Coll hive Snow Left R i gr hT Leff. Right Wind sei.s Id Coef 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. "70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 2 1.00 1.00 1..00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0,00 0.00 6 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 DesCrale.out f 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 24 1.00 1.00 0.00 :1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 25 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 -1,00 26 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.00 27 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 2.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0100 0.00 0.00 0.00 7 2.00 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 2.00 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 1.00 AUXTLIARY LOADS: NO. Aux Aux No. Add Load Aux Td Name Load Id Coed 10 1 EIUN13 SI, 1 3 1 0.30 2 1..00 3 0.55 2 E1UNB SL 2 3 2 0.30 1 1.00 4 0.55 3 EIPAT LL 3 1 5 0.50 4 E1PAT .LL 4 1 10 0.50 5 E1PAT - LL 5 2 5 0.50 6 0.50 6 EIPAT LL 6 3 6 0.50 7 0.50 8 0.50 7 EIPAT LL 7 3 7 0.50 8 0.50 9 0.50 8 EIPAT L 1, 8 2 9 0.50 1.0 0.50 9 E1PAT LL 9 4 5 1..00 7 7..00 8 1.00 10 1.00 10 EIPAT LL10 2 6 1.00 9 1.00 ADDTTIONAL LOADS: No, Add Sur:(: Basic Load FX Fv Mom X Y Conc Add Id Id Load 'Type Wl W2 Co Dxl Dx2 Dist 14 1 2 - - - - -- D -0.20 -0.20 0.08 0,00 40.14 2 3 --- ----- D -0.20 -0.20 -0.08 0.00 40.14 3 3 - - - - -- D --0.20 -0.20 -0.08 0.00 19.99 4 2 - --- -- D -0.20 -0.20 0.08 20.14 40.14 5 2 - - - - -- D -0.20 -0.20 0.08 0.00 18.06 6 2 ---- --- - -- D --0.20 -0.20 0.08 18.06 35.12 7 2 - - - - -- D -0.20 -0.20 0.08 35.12 40. a.4 8 3 - - - - -- D -0.20 -0.20 -0.08 0.00 10.03 9 3 --- - - -- D -0.20 -0.20 - 0.08 10.03 25.09 10 3 - - - - -- D -0.20 -0.20 -0.08 25.09 40.14 1.1 2 WTNDLI D -0.07 -0.07 0.00 35.00 40.14 12 2 WTN DI, 2 D -0.07 -0.07 0.00 35.00 40.14 13 3 WINDRI D -0.07 -0.07 0.00 0.00 5.14 14 3 WINDR2 D -0.07 -0.07 0.00 0.00 5.14 ,�TGHT ENDWALL: EASTC LOADS: Dead Collat Live Load Load Load 2.0 0.0 20.0 BASIC LOADS AT SAVE: Seis - -- Torsion - Load Wind Seismic 0.96 0.00 0.00 Snow Basic Load Wind 20.0 1.5.0 De.scalt.out Wind Load Ratio Deflect: Factor 1.00 1.00 ----- Edge_Strip 1Zati_o- -_- -- Zone Col / Width Gi.r _ Panel Jamb 5.60 1. .07 1.00 1.07 WIND PRESSURE /SUCTION: Wind Wind Press Suct 13.1 -1.4,9 Column 13.1 -14.4 Girt /Header 13.1 -14.3 Jamb 15.5 -20.6 Panel 22.5 -15.0 Parapet MIND COEFFICIENTS: Surf Rafter - Wind - l Rafter Wind 2 Bracing Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.49 -0.73 0.00 0.00 2 -1.1.8 -0.68 -0.82 -0.32 -1.18 --0.68 -1.18 0.00 3 -0.68 -1.18 -0.32 -0.82 -0.68 -1..18 -1.18 0.00 4 0.00 0.00 0.00 0.00 -0.73 0.49 0.00 0.00 _"OLUMN & BRACING DESIGN LOADS: goad Rafter Wind Brace 6dind Long Column Wind Aux Load ). Id Dead Coll Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 1.9 1 1,00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1,00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1,00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.'75 0.00 0.00 0.00 0.00 0.75 0,00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1,00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :1..00 1.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 9 0,60 0.00 0.00 0.00 0.00 1..00 0.00 0.00 0.00 0.00 1..00 0.00 0 0.00 10 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 -0.70 0 0.00 12 3..08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.08 3..08 0, "75 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.08 1_.08 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 17 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 19 1.00 1.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 AFTER DESIGN LOADS: oad Rafter Wind 1 Rafter Wind 2 Long Aux Load o 1d Dead Coll Live Snow Left Right Left Right [,Lind Seis Id Coef 1 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0100 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 O.Oo 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 0.60 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 Descaic.ou[ 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.0 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 12 1.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.'70 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0. "70 0 0.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 1.7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 8 1 .00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 24 1.00 1..00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 25 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 -1.00 26 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.00 27 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 2.00 28 1 .00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 2.00 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 2.00 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 31. 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 1.00 AUXILIARY LOADS: Mom X Y Conc No. Aux Aux Co Dx1. No. Aux Id Name 0.08 0.00 Load 10 1 E2UNI3 SL 1 3 2 E2UNI3 SL 2 3 3 F2PAT LL 3 1 4 E2PAT LL 4 1 5 E2PAT LL 5 2 6 E2PAT LL 6 3 7 E2PAT 1,L 7 3 8 E22AT -LL 8 2 9 E;2PAT LL 9 4 1.0 E2PAT LL10 2 ADDITIONAL LOADS: No. Add Surf Basic Load Add Id Id Load Type 14 1 2 ------ -- D 2 3 - - - - -- D 3 3 - - - - -- D 4 2 ------ D Add Load Id Coed; 1 0.30 2 1.00 3 0.55 2 0.30 1 1.00 4 0.55 5 0.50 10 0.50 5 0.50 6 0.50 6 0.50 7 0.50 8 0.50 7 0.50 8 0.50 9 0.50 9 0.50 1.0 0.50 5 1.00 7 1.00 8 .1.00 1.0 1.00 6 1.00 9 1.00 E x Fy Mom X Y Conc wl W2 Co Dx1. Dx2 Dist -0.20 -0.20 0.08 0.00 40.14 -0.20 -0.20 -0.08 0.00 40.14 --0.20 -0.20 -0.08 0.00 19.99 -0.20 - -0.20 0.08 20.14 40.14 DesCaIC.ozit 5 2 ------- D -0.20 --0.20 0.08 0100 1.5.05 6 2 ------ D -0.20 -0.20 0.08 1.5.05 30.10 7 2 -- -- - - -- D -0.20 -0.20 0.08 30 , 10 40.14 8 3 - - - - --- D -0.20 -0.20 -0.08 0.00 5.02 9 3 - -- -- D -0.20 -0.20 - 0.08 5.02 22.08 10 3 - - - - - -- D -0.20 -0.20 --0.08 22.08 40.14 11 2 'WINDL1 D -0.07 - -0.07 0.00 35.00 40.14 12 2 WINDL2 D --0.07 - -0.07 0.00 35.00 40.1.4 1.3 3 WINDRI D - --0.07 -0.07 0.00 0.00 5.1.4 14 3 WINDR2 D -0.07 -0.07 0.00 0.00 5.14 'ROO DES BASIC LOADS: Dead Coll-at Live Snow Basic Mind Load Ratio Surface Seis o Load Load Load Load Wind Deflect Factor Fraction Factor Sr7ow 2.0 0.0 20.0 20.0 1.5.0 1.00 1.00 0.00 1.000 0.00 WIND PRE SURE /SUC'T'ION: Wind Wind Zone Wind Purlin Id 7d Zone Id Width Length Press Suct. Suct Root= 1 0,00 0.00 1.00 3 1 10.0 -1.6.2 1.00 0.00 .. Purlins 0 0.00 1.00 1.00 0.0 -25.0 0.75 0.00 Gable Extensa -ons 1.00 0 .00 10.0 -17.7 0.00 0 Panels 6.0 --4.3 -10.3 Tong Bracing, Building 9.1 -6.4 Long Bracing, Wall. Edge Gone 22.5 -15.0 1.2.0 Long Bracing, facia /Parapet. EDGE & CORNER ZONE WIND: Wind Surf No. Zone -- Pur.lin--- --- Panel - --- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 i.00 3 0.00 5.60 1.00 1.18 1.00 1.68 4 5.60 0.00 1.00 1.18 1.00 1.68 5 0.00 5.60 1.00 1.18 1.00 1.68 7 5.60 5.60 1.00 1.18 1.00 2.53 8 5.60 5.60 1.00 1.1.8 1.00 2.53 3 6 1, 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 5.60 1.00 1.i8 1.00 1.68 5 0.00 5.60 1.00 1.18 1.00 1.68 6 5.60 0.00 1.00 1.18 1.00 1.68 9 5.60 5.60 1,00 1.18 1.00 2.53 10 5.60 5.60 1.00 1.18 1.00 2.53 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER. ZONE WIND: L0NGI`i'UDINAL Wind Surf No. Zone Snow Purlin Id 7d Zone Id Width Length Suct. 3 2 1 1 0,00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf No. Load Id Loads Id 2 13 1 2 3 4 Wind Wind Aux Toad Dead Colll.at Live Snow Press Suct Id Coef 1.00 1.00 1.00 0.00 0.00 0.00 0 0.00 1.00 1.00 0.00 1.55 0.00 0.00 0 0.00 1.00 1.00 0.75 0.00 0.75 0.00 0 0.00 1.00 1.00 0 .00 0 .75 0.75 0.00 0 0.00 I DcsC:a IV. otit O 5 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 8 1.00 1.00 0.00 0.50 0.00 0.00 5 1.00 9 1.00 1.00 0.00 0.50 0.00 0.00 6 1.00 10 1.00 1.00 0.00 0.50 0.00 0.00 1. 1.00 II 7.,00 1.00 0.00 0.50 0.00 0.00 2 1.00 7.2 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 13 1.00 1.00 0.00 1.00 0.00 0.00 2 -1 .00 3 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.55 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.75 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 :L.00 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 9 1.00 8 1. .00 1.00 0.00 0.50 0.00 0.00 5 1..00 9 1.00 1.00 0.00 0.50 0.00 0.00 6 1.00 10 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 17. 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 12 1.00 1.00 0.00 7..00 0.00 0.00 1 -1.00 13 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 BRACING DESIGN LOADS: No. Load Wind Wind Seis Aux Load Loads Id Dead Col.lat Live Snow Press Suct Load Id Coef 4 1 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 1.00 1,00 0.00 0 0.00 3 1.36 1.36 0.00 0.00 0.00 0.00 1.00 0 0.00 4 0.74 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 AUXILIARY LORDS: No. Aux Aux No, Add Load Aux Id Name Load Id Coef 6 1 ---- - - - - -- 1 1 0.50 2 ------- -- 1 5 0.50 3 ---- - - - - -- 2 1 0.50 2. 0.50 4 - -- - - - - -- 2 2 0.50 3 0.50 5 ------- - - - -- 2 3 0.50 4 0.50 6 ---- - - - - -- 2 4 0.50 5 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load FY Dx . Conc Add Id Id Load Type L1 W2 Dx1 Dx2 Dist 5 1 0 - - - - -- D -20,0 -20.0 0.0 20.0 2 0 - - - - -- D -20.0 -- 20.0 20.0 40.0 3 0 --- ----- D -20.0 -20.0 40.0 60.0 4 0 - - - - -- D -20.0 - 20.0 60.0 80.0 5 0 - - - --- D -20.0 -20.0 80.0 1.00. 0 RIGID FRAME ffl: BASIC LOADS: Basic Defl Temperature Dead Live Snow Collateral Wind Ratio Change 2.0 20.0 20.0 0.0 15.0 1.00 0 BASIC LOADS AT EAVE: - Seismic -- Weak Axis L Load SpcEP Wind Seis 0.70 2.09 0.00 0.00 WIND COEf'F ICIPN'.US : Weak Axis R Wind Seis 0.00 0.00 DesCale.ou[ --Torsion-- - Wind Se? s 0.00 0.00 -EW Brace— ,01ind Sets 0.00 0.00 9 Surf - -wind 1 - -- - --Wind 2 - -- Long-Wind Surface Id Left Right Left -Right 1 2 Friction 1 0.29 -0.61 0.76 -0.14 -0.63 -0.63 0.00 2 -0.87 -0.55 --0.51 -- 0.19 - -0.8,7 -0.55 0.00 3 -0.55 -0.87 -0.1.9 -0.51 -0.55 -0.87 0.00 4 -0.61 0.29 -0.14 0.76 -0.63 --0.63 0.00 DESIGN LOADS: ,oad Id Dead -[rind l -- Grind 2-- Long_.Wind -- Se.i.smic -- Aux Load >. Coll 36 1 Live Snow Lt Rt Lt R Lt Rt Long Tran Temp Id Coef 1.00 1 -.0o l.Co 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.75 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.0 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0,00 0.00 0.00 0.00 0 0.00 11 1- 00 1.00 0.00 0.75 0.75 0.00 C.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 7..00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 :1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.o0 0.00 0.00 1.00 0.00 0.00 O.Co 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 o.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0,00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0,00 0.00--1.00 0.00 0.00 0.00 0.00 0 0.00 21, 0.60 0.00 O.00 0.00 0.00 C.00 0.00 0.00 0.00 1,00 0.00 0.00 0.00 0 0.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 23 1.11 7..11 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 24 1.11 1.11 0.Oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.'70 0.00 0 0.00 25 1.08 1,08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.52 0.00 0 0,00 26 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 27 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0,00 28 1.08 1.08 0.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 29 0.49 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.70 0.00 0 0,00 30 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 31 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 32 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0,00 33 1..08 1_.08 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 34 C.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0,00 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 36 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C.00 0.00 0.00 2 1,00 ;.7j3XILIARX LOADS: No. Aux Aux Aux Id Name 2 1 f IUNB SL L No. Add Load Load Id Coeff 3 5 0.30 6 1.00 7 0.55 2 Fl.UNB ST R 3 ADDITIONAL LOADS: NO. Add Surf Basic Load Add Id Id Type Type 8 1. 2 WINDL1 D 2 2 WINDL2 D 3 3 [ ,\7 I N DR I D 4 3 WINDR2 D 5 3 -- -- - - -- D 6 2 - - -- -- D 7 2 - - - - -- D 8 3 - - - - -- D DQSCalc.out 6 0.30 5 1.00 8 0.55 Fx F y Mons Dx Dy W1 W2 Cc Di.I D12 -0.10 - -0.10 0.000 35.00 40.14 -0.10 -0.10 0.000 35.00 40.3.4 -0.i0 -0.1.0 0.000 0.00 5.14 - -0.10 --0.10 0.000 0.00 5.14 -0.40 - 0.40 -0.080 0.00 40.14 -0.40 -0.40 0.080 0.00 40.14 -0.40 -0.40 0,080 20.15 40.14 --0.40 -0.40 -0.080 0.00 19.99 Conc Dist �l 08-6054 Rmootiuuy, Anchor Bolts, S Base Platen: 1/ 5/09 5:50pm ----- ----- -----Fouodatiom �onda(k >----- --------- ----------------- Frame Col Hax_Pou_Val - Max _Nog Val Aoo. Bolt Base Plate Line ----- 'Line ------ Id -- �ozz ----- Vert ----- Id -- 8pzz- ----- Vert No. -Diam Width fen Thick I F 8 0.0 -1.2 6 0.0 ----- -I.2 --- 1 ----- 0.750 ----- 6.00 ----- 6.50 ----- 0.250 l 0.0 1.7 I E 7 1.0 -3.3 6 -1.6 -3.2 1 n.750 6.00 6.50 0.250 O 0.0 6.4 7 1.8 -3.3 l D 7 1.8 -1.9 6 -1.6 -2.5 2 0.750 6.00 6.50 0.250 8 0.0 4.8 I C 9 1.6 -2.1 @ -l.S -2.3 l 0.75O 6.00 6.50 0.230 10 0.0 6.2 l B 9 1.5 -2.8 6 -1.3 -2.7 I 0.73O 6.00 6.50 0.250 lO 0.0 4.1 9 1.5 -2.8 l A 6 0.0 -l.O 6 0.0 -1.0 l 0.750 6.00 6.50 0.250 --__- ------ I -_ 0.0 ----- 1.5 6 A 6 0.0 ----- -l.0 _- 6 ----- 0.0 ----- -l.O _-- l ----- 0.750 ----- 6.00 ----- 6.50 ----- 0.330 I 0.0 1.5 G 8 7 1.5 -2.8 6 -1.3 -2.7 l 0.750 6.00 6.60 0.250 11 0.0 4.1 7 1.5 -2.8 6 C 7 1.6 -2.1 6 -I.5 -2.3 l 0.75O 6.08 6.60 0.250 ll 0.0 5.2 6 D 9 1.8 -l.9 5 -1.6 -2.6 l 8.750 6.00 6.50 0.250 12 0.0 4.8 8 E 9 1.8 -3.3 6 -1.6 -3.2 I 0.750 6.00 6.50 0.250 1-2 0.0 5.4 9 1.8 -3.3 6 � 6 0.0 -1.2 8 0.0 -I.2 l 0.750 6.00 5.5O 0.250 ----- ------ l 0.0 I.7 2 -- ----- I 17.9 ----- 18.9 -- 2 ----- -7.8 ----- -7.8 --- 4 ----- O.750 ----- 8.00 ----- 13.00 ----- 0.375 3 -5.3 -8.9 2 * A 4 7.8 -7.8 l -1.7.9 18.8 4 0.750 8'00 13.00 8.375 ----- ------ l -17.9 -- ----- 18.8 ----- 5 _- 5.3 ----- -8.8 ----- _-- ----- ----- ------ ----- _____________________________________________________________________________ 2 x Frame Lines ,2 3 4 6 Load Load Id Combination ---- ------------------------------ I DL+CI,+ST, 2 0.50DL+WLl 3 0.6ODL+LnWnd1 4 0.60DL+BRl 6 0.60DL+LoT%7od2 6 0.60DI,+WP+InN'udl ? 0'6ODL+qLl+WS 8 DL+CL+8IVND 5L 2 9 0'60DL+WRl+WS lG DL+CL+GIUNB 3L l lI DL+CL+E2ONB_ -SL 2 1)C SCR IC.GLit 1 12 DL I- CL +E21JNB SL 1 BRACING /PANEL SHEAR REACTIONS: 08-5054 Additional Reactions Report: 1/- 5/09-- V-- 5:50pm Rigid Frame Column Reactions --------- --------------- - - - - -- Frame Col - -- Dead - -- - -- Live - -- -- -- - - - -- Reactions (k ) ----- ---- -- Panel - -- wall -- Line Col - - -- Wind- -W--- - -- Seismic - -- Shear. Loc Line Vert Line 1-lorz Vert Herz Vert (lb /ft) L EW 1 15.5 16.0 -3.3 -9.5 -5.8 -7.0 14.98 F SW A 2 ,3 1.82 1.10 1.87 1.13 -7.0 9.3 -9.5 4 ,5 1.82 1.10 1.87 1.13 - LnWind R EW 6 2- Seismic L- Line Line liorz 13.11 B SW - F 5 ,4 1.83 1..11 1.87 1.13 2 * F -6.1 3 ,2 1.83 1.1.1 1.87 1.13 -8.7 08-5054 Additional Reactions Report: 1/- 5/09-- V-- 5:50pm Rigid Frame Column Reactions --------- --------------- - - - - -- Frame Col - -- Dead - -- - -- Live - -- - -- Snow ---- -Wind L1 -- -Wind R1 -- Line bind Horz Vert Herz Vert Horz Vert Horz Vert Horz Vert 2 F 2.4 2.8 15.5 16.0 15.5 16.0 -3.3 -9.5 -5.8 -7.0 2 * A -2.4 2.8 -15.5 16.0 -15.5 16.0 5.8 -7.0 9.3 -9.5 Frame Col. -Wind L2 -W- -Wind R2 -- - LnWind l- - LnWind 2- Seismic L- Line Line liorz Vert Horz Vert Horz Vera. Horz Vert. Borz Vert 2 * F -6.1 -5.2 -2.6 -2.7 -6.7 -10.6 -7.0 -8.7 -0.7 --0.2 2 * A 2.6 -2.7 6.1 -5.2 7.0 -8.7 6.7 -10.5 -0.7 0.2 Frame Col Seismic R- Ln Seismic FlUNB SL L F1uNB SL F, Line Line Horz Vert Horz Vert Horz Vert Horz Vert 2 * F 0.7 0.2 0.0 -2.5 13.1 16.0 13.2 9.2 2 --------------------- A 0.7 ----------------------- -0.2 0.0 --2.5 -3.3.2 -- - --- 9.2 ------ -13.1 ---------- 16.0 _-------- - - - -__ 2 * Frame Lines :2 3 4 5 Endwall Column ReacLions Out--of-Plane Frame Col Dead Coll Live Snow -Brc Wind L- -Brc Wind R- Wind -P Wind -S DCSCMC.Ouf /3 Line Line Vert Vert Vert Vert Horz Vert florz Vert Horz Horz 1 F 0.2 0.0 1.5 1.5 0.0 -1..3 0.0 -0 8 _0 0- -0,0 1 E 0.6 0.0 4.0 4.0 0.0 -3.6 0.0 -2.1 -1.6 1.8 1 D 0.5 0.0 3.2 3.2 0.0 -2.2 0.0 --1.6 -1.6 1.8 1. C 0.4 0.0 3.0 3.0 0.0 -1.4 0.0 -2.4 -1.5 1.6 1 B 0.5 0.0 3.4 3.4 0.0 -1.8 0.0 -3.0 -1.3 1.5 1 A 0.2 0.0 1.3 1.3 0.0 --0.6 0.0 -1.1 0.0 0.0 6 A 0.2 0.0 1.3 1.3 0.0 -1.1 0.0 --0.6 0.0 0.0 6 B 0.5 0.0 3,4 3.4 0.0 -3.0 0.0 -1.8 -1.3 1.5 6 C 0.4 0.0 3.0 3.0 0.0 -2.4 0.0 -1.4 --1.5 1.6 6 D 0.5 0.0 3.2 3.2 0.0 -1.6 0.0 -2.2 -1.6 1.8 6 E 0.6 0.0 4.0 4.0 0.0 -2.1 0.0 --3.6 --1.6 1.8 6 F 0.2 0.0 1.5 1.5 0.0 -0.8 0.0 -1..3 0.0 0.0 Endwall. Column Reactions ::'came Col - Ra.t_ Wind L- -Raf Wind R- LnWi.nd -- Seismic L -- --Seismic R--- ine Line Horz Vert Horz Vert Vert Horz Vert Horz Vert 1. F 0.0 -1.3 0.0 -0.8 -1.3 - -0.0 -0.0 0.0 0.1 I E 0.0 -3.6 0.0 -2.1 -3.6 0.0 0.1 0.0 0.0 1 D 0.0 -2.2 0.0 -1.6 -2.7 0.0 -0.1 0.0 -0.1 1 C 0.0 -1_.4 0.0 -2.4 -2.6 0.0 -0.1 0.0 0.0 1 B 0.0 -1.8 0.0 -3.0 -3.0 0.0 0.0 0.0 0.0 1. A 0.0 -0.6 0.0 -1.1 -1.1 0.0 0.1 0.0 0.0 6 A 0.0 -1.1 0.0 - -0.6 -1.1 0.0 0.0 0.0 0.1 6 B 0.0 --3.0 0,0 -1.8 -3.0 0.0 0.0 0.0 0.0 6 C 0.0 -2.4 0.0 -1.4 -2.6 0.0 0.0 0.0 -0.1 6 D 0.0 -1.6 0.0 -2.2 -2 . '7 0.0 -0.1 0.0 -0.1 6 E 0.0 -2.1 0.0 -3.6 -3.6 0.0 0.0 0.0 0.1 6 F 0.0 -0,8 0.0 -1.3 -1.3 0.0 0.1 0.0 0.0 "?.name Col_ E1UNB SL 1 EIUNB SL 2 EIPAT LL 3 EIPAT LL 4 EIPAT LL 5 ,amine Line Horz Vert Horz Vert Horz 'Vert Horz Vert Horz -Vert 1 F 0.0 0.5 0.0 IA -0.0 - -0.8 W -0 0 ~ -0.0 -0.0 0.7 1. E 0.0 1.1. 0,0 4.8 0.0 1.2 0.0 0.0 0.0 2.1 1 D 0.0 1.7 0.0 4.4 0.0 -0.2 0.0 0.0 0.0 0.8 1- C 0.0 4.7 0.0 0.8 0,0 0.1 0.0 -0.1 0.0 -0.1 1 B 0.0 3.6 0.0 1.0 0.0 0.0 0.0 0.9 0.0 0.0 1 A 0.0 1.2 0.0 0.4 0.0 0.0 0.0 0.7 0.0 0.0 .rame Co.]. E1PAT_LL 6 EIPAT LL 7 EIPAT LL 8 EIPAT LL 9 EIPAT LL.10 I1ine Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1. F 0.0 -0.1 0.0 0.0 0.0 0,0 0.0 1.7 0.0 -0.2 1 E 0.0 0.8 0.0 -0.1 0.0 0.0 0.0 2.1 0.0 1.9 1 D 0.0 1..9 0.0 0.7 0.0 -0.1 0.0 1.3 0.0 1.8 1 C 0.0 0.7 0.0 1.7 0.0 0.7 0.0 1.6 0.0 1.4 1 B 0.0 -0.1 0.0 0.7 0.0 l.8 0.0 1.6 0.0 1.8 1 A 0.0 0.0 0.0 -0.1 0.0 0.6 0.0 1.4 0.0 -0.2 I)CSOIC.00 Frame Col E2UNB SL 1 E2UNB SL 2 E2PAT 3 E2PA``_];L 4 E2PAT LL 5 Line Line Horz Vert Horz Vert Horz _LL Vert Horz Vert, Horz Vert 6 A 0.0 0.4 0.0 1.2 0.0 0.7 -0.0 0.0 - 0.0 - 0.6 6 B 0.0 7..0 0.0 3.6 0.0 0.9 0.0 0.0 0.0 1.8 6 C 0.0 0.8 0.0 4.7 0.0 -0.1 0.0 0.1 0.0 0.7 6 D 0.0 4.4 0.0 1.'7 0.0 0.0 0.0 -0.2 0.0 -0.1 6 E 0.0 4.8 0.0 1.1 0.0 0.0 0.0 1.2 0.0 0.0 6 F 0.0 1.4 0.0 0.5 0.0 0.0 0.0 0.8 0.0 0.0 Frame Col E21?AT LL 6 E2PAT LL 7 E22AT LL 8 E2PAT LT, 9 E2PAT LL 10 Line Line Horz Vert Horz Vert Horz -Vert Horz Vert. Horz Vert 6 A 0.0 -0.1 0.0 0.0 0.0 0.0 0.0 -1. 4 0.0 --0.2 6 B 0.0 0.7 0.0 -0.1 0.0 0.0 0.0 1.6 0.0 7..8 6 C 0.0 1.'7 0.0 0.7 0.0 -0.1 0.0 1.6 0.0 1.4 6 D 0.0 0.7 0.0 1.9 0.0 0.8 0.0 1.3 0.0 1.8 6 E 0.0 -0.1 0.0 0.8 0.0 2.1 0.0 2.1 0.0 1.9 6 F 0.0 0.0 0.0 -0.1 0.0 0.7 0.0 1.7 0.0 -0.2 08 -5054 Seismic Design Report: 1/ 5f09�= = =5: 50pim- Building Data Code Length Width Left Eave Height Might. Eave Height Seismic Formula Base Shear, V Vm i:`: Vmax Shear Force, E T =IBC 06 ].00.00 = 80.00 14.00 14.00 = 0.667 *Ie *F~a *Ss *W /R 0.01AW = Sh1*1e *PAZ/ (T -1,R) = Omega *Rho *V 0.237_ Note: Applied load is seismic force multiplied by load combination F'a *Ss = 1.19p Zone /Design Category= D Ir-_ - 1.000 S1 0.351 Sd1 - 0.397 Sds - 0.800 Seismic Dead Load, W DCSC:IIC.011t Snow Factor -- 0.000 Rho= Roof Dead - 2.00 (psf Frame Dead = 2.00 (psf Roof Total - 4.00 (psf 1 EVJ Dead - 2.00 (psf F Sw Dead 2.00 (psf R Efid Dead = 2.00 (psf 3_SW Dead 2.00 (psf Sei3111iC Forces Roof Bracing Weig)it= R T 4.00, Rho= 1.25 NI -- 39.5"1 (k } Force, V - 6. 90 (k ) Force, E = 15.26 (k } Sidewall Bracing Front R = 4.00, Rhos= W = 1.8.65 (k } Force, V = 3.73 (k } Force, E - £3.25 (k } Back R = 4.00, Rho= W = 18.65 (k } Force, V = 3.73 (k ) Force, E - 8.25 (k } Rigid Frames R - 4.00, Rho= Frame 1 W = 7.00 (k } Force, V - 1.40 (k ) Force, E = 1.40 (k } End Plates Weig)it= 32.00 (k } Weight= 1.25 (k } Weight =- 1.40 (k } Weight= 1.25 (k ) Weight == 1.40 (k j Total. = 37.31 (k 1..:11, Omega= 2.00 1.11, Omega= 2.00 1.11., Omega= 2.00 1.00, Omega= 1.00 Frame R --- 4.00, Omega= 3.00 Fra rnSU m.011f ATY BUILDING SYSTEMS, INC 6� 14 SOUTH QUEBEC STREET CENTENNIAL, CO 00111 FRAMING SUMMARY FOR YELM BATTING CAGES LLC YELM, WA. 08 -5054 BUILDING DATA Width (f t) 80.0 Length (ft) _ 100.0 E'ave Height (ft) - 11.0/ 14.0 Roof Slope (rise /12) = 1.00/ 1.00 Dead Load (psf ) - 2.00 Live Load (psf ) = 20.00 Collat. Load (psf ) 0.00 Snow Load (psf ) m 20.00 Wind Speed(mph ) = 90.0 Wind Code = IBC 06 Closed /Open mm C Exposure - C Importance -- Wind - 1.00 Importance - Seismic = 1.00 Seismic Design Category- D Seismic Coeff (Fa'Ss) = 1.20 Designer = DA 1/ 5/09 FramSnm, oat C� 08 --5054 FRAMING SUMMARY: Roof 1/ 5/09 5:50pm PURLIN LAYOUT: Surface Purl.in Surf Exi Stub_Purlin IS F.lg Total Peak -Set—Space- Id Type Left Right Left Right Rows Space Space Rosa 2 GB 0.00 0.00 N N` - 8 1.000 ----- 3 ZB 0.00 0.00 N N 8 1.000 PURLIN & EA E STRUT SIZE: Surface Bay Purl.; n - Pur.l.in T,ap- IS F.lg Eave Id Id Part Left Right Strap Strut 2 1 8X25216 Eta 3.00 1 BES141 -- 0.500 2 8X25Z16 3.00 1.00 1 8ES141 A307 3 8X25Z16 1.00 1.00 1 8ES141 2 4 8X25216 1.00 3.00 1 8ES141 N 5 8X25Z16 3.00 0 1 8ES1.41 3 1 8X25216 A307 3.00 1 8ES141 6 2 8X25Z16 3.00 1.00 1 8ES141 4 3 8X25Z16 1.00 1.00 1 8ES141 0 4 8X25Z16 1.00 3.00 1 8ES141 0.500 5 8X25Z16 3.00 RF 1 8ES141 GOOF .BRACING: Bay Brace Attachment Location Id Type 0.0 19.4 34.1 40.0 50.8 65.4 80.0 2 Cable C -1/4 ------ - - - ---- - - - - -- - --- - -- C -1/4 C -1/4 C -1/4 C -1/4 C -1/4 4 Cable C -1/4 C -1/4 C -1/4 C -1/4 C -1/4 C -1/4 BOLTS AT SAVE STRUT: Wall Frame _Line Lap --------Bolt-Size------ Td Td 'Type Plate No. Type Dia Washer 2 1 Eta 2 A307 0.500 - 0 -- 2 2 RF N 2 A307 0.500 0 2 3 RF N 2 A307 0.500 0 2 4 RF N 2 A307 0.500 0 2 5 RF N 2 A307 0.500 0 2 6 EW 2 A307 0.500 0 4 6 EW 2 A307 0.500 0 4 5 RF N 2 A301 0.500 0 4 4 RF N 2 A307 0.500 0 4 3 RF N 2 A307 0.500 0 4 2 P,F N 2 A307 0.500 0 4 1 EW 2 A307 0.500 0 i, rautS11m.ouI 13 08 -5054 FRAMING SUMMARY: Left EndthraII 1/ 5/09 5:50pin RAFTERS: Rafter Surf Rafter Rafter Id Id Part Length 1 2 8X25C12 40.1 2 3 8X25C12 40.1 SPLICE PLATES: -- Splice -- Surf Plate Column Size ----------- Bolts ---------- 1d '.Type Id Locate Width �Thick Type Dia Space Gage Row 1 Moment 3 0.0 4.0 0.375 A325 0.500 3.00 0.0 2 COLUMNS: Column Column Column Column -- -Base Bolts --- --- Top_Bolts -- Id Offset Part Length Igo. Type Dia No, 'Type Dia 1. 0.7 8X25CIG 12.7 2 A325 0.500 2 A325 0.500 2 18.0 8X25C12 14.2 2 A325 0.500 2 A325 0.500 3 35.0 8X25C12 15,6 2 A325 0.500 2 A325 0.500 4 50.0 8X25C12 15.2 2 A325 0.500 2 A325 0.500 5 65.0 8X35C14 13.9 2 A325 0.500 2 A325 0.500 6 79.3 8X25C]_6 12.7 2 A325 0.500 2 A325 0.500 DOOR JAMBS /HEADERS: -------------- Member—Part ------------ - - - - -- Bay ---- - - - - -- Opening Size ---------- I.,eft Right Door Door Id Width Height _ Si. .l .1 Offset Jamb Jamb Header Sill 2 10.0000 12.0000 0.000 7.0000 8X25C16 8X25C16 GIRTS: Girt IS Flg Type Strap ZF 0 GIRT LOCATION. Bay No. Girt Location Id Girt 1 - 2 - -- - - -- -- - - - - -- --- -- - - -- 1 2 7.3333 12.0000 2 2 7.3333 12.0000 Fram8wn.vut 3 2 7.3333 12.0000 4 2 '7.3333 12.0000 5 2 7.3333 1.2. 0000 GIRT SIZE:,: (Full Bay G.i..r.ts) Bay No. Td Girt 1 2 3 2 4 2 5 2 Girt Id 7. 8X25Z14 8X25Z16 8X25Z16 8X25Z16 2 8X25ZI6 8X2.5Z16 8X252;€_6 8X25Z16 GIRT SIZE: (Partial_ Bay Girls) Bay Girt Girt Id Id Id 1 2 2 L -J 8X25Z16 8X25Z16 J-R 8X25Z16 8X25Z16 08 -5054 FRAMING SUMMARY: Right Endwall-- LL^T- - - - -__ 1/= 5/09_- 5:50pm- RAFTERS: Rafter Surf Rafter Rafter Id Id Part Length 1 2 8X25C12 40.1 2 3 8X258,2 40.1 SPLICE PLATES: -- Splice -- Surf Plate Size ----------- Bolts -T----------- Id Type Id Locate Width -Thick 'Type Dia Space Gage Row 1 Moment 3 0.0 4.0 0.375 A325 0.500 3.00 0.0 -2 COLUMNS Column Column Column Column Id Offset Part Length 1 0.7 8X25C16 12.7 2 15.0 8X35C14 13.9 3 30.0 8X25C12 15.2 4 45.0 8X25C12 15.6 5 62.0 8X25C12 14.2 6 79.3 8X25C16 12.7 ---Base Bolts-- --- Top_Bol is -- No. Type Dia No. Type Dia 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 2 A325 0.500 0 Fra ill S ll m.ollt �je--, GIRTS: Girt IS Flg Type Strap ZF 0 GIRT LOCA`1'ION: Bay No. Girt Location Id Girt 1 2 1 2 7.3333 12.0000 2 2 7.3333 12.0000 3 2 7.3333 12.0000 4 2 7.3333 12.0000 5 2 7.3333 12.0000 GIRT SIZE: (Full Bay Gists) Bay No, 1d Girt 1 2 2 2 3 2 4 2 5 2 Girt Id 1 8X25716 8X25Z16 8X2521.6 8X25Z14 8X2_.5214 2 8X25Z16 8X25216 8X25Z16 8X25Z16 8X25Z16 08 -5054 FRAMING SUMMARY: Front Side;wa.l.l - -1/ 5/09 5 50pm GTRTS: No. Girt Location Id Girt Girt Bay -- G.i.rt__Lap -- 1S_Fig Type Id Left Right Strap Z B I 7.3333 :l.. 0 0 0 7.3333 2 1.00 1.00 0 3 1.00 1.00 0 4 1.00 1.00 0 5 1.00 0 GIRT LOCATION: Bay No. Girt Location Id Girt 1 1 1 7.3333 2 1. 7.3333 3 1 7.3333 4 1 7.3333 5 1 7.3333 Fra❑1511111.0Lit GIRT SIZE: (Full Bay GiNts) Bay No. Girt Id Id Girt 1 1 1 8X25216 2 1 8X25 ?16 3 1 8X25216 4 1 8X257,16 5 1 8X25216 ;BALI, BRACING: Bay Brace Brace Brace Id Height Type Part 2 14.00 Cable C -5/16 4 19.00 Cable C -5/16 08-5054 FRAMING SUMMARY: Back Sidewall 1/ 5/09 5:50pin GIRTS: Right Girt Bay Type Id ZB 1 0 2 1.00 3 1.00 9 0 S GIRT LOCATION: -- -Girt. Lap-- IS F1g Left Right Strap Id 1.00 0 1.00 1.00 0 1.00 1.00 0 1.00 1.00 0 1.00 1 0 Bay No. Girt Location Id Girt I - 1 1 7.3333 2 1 7.3333 3 1 7.3333 4 1 7.3333 5 1 7.3333 GIRT SIZE;: ( Bay No. Id Girt 1 1 2 1 3 7. 4 1 Full Bay Girts) Girt Id 1 SX25Z16 8X25216 8X25716 8X25Z16 F� FranISlI Iii.0m 5 1 8X25216 WALL BRACING: Bay Brace Brace Brace Id Height 'Type Part - 2 - - - - -- 14.00 -- - - - - -- Cable -- - - - - -- C -W5/16 4 14.00 Cable C -5/16 7% ,$1 / G+'`+ �„ Roofflmotif *08 -5054 Roof_ Design Input 1/ 5/09 5:47pin ( 1) JOl3, D: 108 -5054' ^( 2)PROGRAM OPTIONS: Run Run Run Lap Purlin Panel. Brace Stiff rYr 'Y' 'Y' 1.00 ' ( 3) D SIGN CODE: "Design - -- Steel. Steel-Code--- � Code Cold _ Hot 'WS` 'AIS196' 'AISC05r --- Bu:i1d Seismic Country Code Year Zone 'US 1 'IBC r r06' 1D ' 4) DESIGN CONSTAN'T'S: _-- Strength Factor-- - - ---- -- ----Stress _Ratio ------ --- Seismic -- --- Purlin Panel Wind_F.raine Wind Frame Brace 1.0300 1.03 1.03 1.000 1.000 1.000 5) STEEL YIELDS: Web Flg C Sec W Sec R Sec P Sec T Sec U Sec EP BP 50.0 50.0 55.0 50.0 36,0 36.0 46.0 36.0 50.0 50.0 6)DEFLECTION LIMITS: --- ---- -- Purlin - - - - -- - - -- Extension - - - -- Facia - -- Panel - - -- Facia Wind Frame Live Wind Total Live Wind Total Girt Live Wind Panel Wind Seis 180.0 120.0 0.0 180.0 120.0 0.0 90.0 180.0 120.0 90.0 60.0 65.0 ' ( 7 ) REPORTS Input Purlin Purlin Eave Roof Cable Echo Design Summary Strut. Panel Brace 1 y r IV r V 1 r Y r r V: f y, 1 1 .E / ff�� 1 `�) BUILDING TYPE: * Bu.ild L Expand _EW R_ Expand _EW - - - -- -Open Wall - - - - - -- :` Type Use Offset Use Offset. L EW F SW R EW B Std r F F - ' IN 1 4.000 IN ' 4.000 IN' r N r IN r r N r t: ( 9) SURFACE SHAPE: No. X Coozd Y_Coord Surf �(ft) (£t) 4 0.0000 14.0000 40.0000 17.3333 80.0000 14.0000 80.0000 0.0000 ,�(10)WALL BAY SPACING: Wall Sets Of Bay No. Id Bays Width Bays 1 3 18.0000 1 17.0000 1 15.0000 3 2 1 20.0000 5 3 3 1.5. 0000 3 17.0000 1 18.0000 1 Roo17)es.out 2— 4 1 20.0000 5 5 1. 20.0000 5 *(11)FRAMED OPENINGS: * Wall No. Bay Open Open Id Opens Id Width Height 1 1 2 10.0000 12.0000 2 0 3 0 0 * (12) PARTIAL V ALLS : Wall Set Of - -Bay Td -- Wall Base Full. * Id Bays Start End Height Type Load Use Open Open Offset Type 7.0000 2 1 0 2 0 3 0 4 0 *(13)SURFACE EXTENSION /FRAME RECESS: * Surf -- -Surf Ext - -- Frame Recess * Id Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 3 0.0000 0.0000 0.3333 0.3333 * (1 4) PURLINS : * Surf Purlin Td Type 2 'ZB' 3 'ZB' (15) PURLIN SP * Surf Peak * Id Space 2 1.0000 3 1.0000 OS F1.g IS Flg Brace Brace 7 c l IV 1 C t I Y I %LING: Max Set Space Space 5.0000 0.0000 5.0000 0.0000 Set Depth 0.000 0.000 _--- ?baiter Size - - - -- Left _ Right '8X23C7.2 '8X25C12 '8X25Cl2 '8X25C12 ' Set_Lap Max —Unbr Er,t Int Length 0.0000 0.0000 19.6667 0.0000 0.0000 19.6667 Set Of -Set Space-- - Space ,Space No. 0 0 *(16)PURLIN SIZE: Surf Show Set No. * Id Id Purl Purl Purlin_Size 2. 0 `N' 0 3 0 'N' 0 * (1.7) PANELS: Wall Panel 'PBR26 Roof Standing Insulation Panel Seam Use Thick 'PBR26 ' 'N' 'N' 3.000 - (18) SAVE STRUT & GIRT: 'Wall Eave Girt Girt id Type Type Size Offset Proj Gutter 2 'EO' 'ZB' '8X25216 ' 01000 0.000 TNT `EO' 'ZB' '8X25716 0.000 O.0D0 'N' *(19)WIND FRAMING SELECTION: * ------- ----- -Order Of Selection------ - - - -- * Wall Panel Diagonal Wind Wind Weak Axis Id Shear Bracing Bents Column Bending V I A TNT l y I INI TNT TNT Roon)es.out 5 'N' $Y 1 (20) ROOF DIAGONAL BRACING: Max -Pan Brace Each User Selected _ Roof Bays Shear_ Type EW No. Bay Id Roof_ Bays 'CC2' 'L' 2 2- 4 0 4(21)ROOF BRACING ATTACHMENT: nTa I I No. Id Attach Attach Location 1 7 0.0000 18.0000 35.0000 40.0000 50.0000 65.0000 80.0000 3 7 0.0000 18.0000 35.0000 40.0000 50.0000 65.0000 80.0000 (22) SIDEWALL DIAGONAL BRACING: Wall. Max Pan Brace User Selected SW Bays Id Shear `Type No. mm Bay Id _ 2 75.0 'CC2' 2 2- 4 4 75.0 'CC2' 2 2 4 ( 2-. 3) WIND BENTS: aII Member - - ---- Column - - - -- - - - -- Rafter - - - - -- No. Id Type Depth Size Depth Size Bays Bay Id 2 ' W' 0.00 ' ---- - - - - -' 0.00 ' - ry--- - - --�' 0 - 4 ' W' 0.00 ' -------- T 0.00 ' -------- 0 ,:`(241) WIND COLUMNS: Wall_ Member - - - -- Column - - - -- No. Left/ Id Type Depth Size Col Bay Id Right 2 'W1 0.00 ' -- -- - - - - -' 0 4 `W= 0.00 '--- - - - - -= 0 (25) WALL BRACING ATTACHMENT "'Wall No. Attach --Bay Id-- No. ---- Level - - - -- Id Attach Id Start End Connect Option Level. Height Strut 2 1 1. 1 5 E 0 1 14.0000 B,' 4 1 2 1 5 'F1 0 1 14.0000 'E' "(26)INTERIOR BRACING �No Attach Brace User__ Selected_Int Bays *Brace Offset Type No. Bay Id 0 (27) INTERIOR BRACING ATTACHMENT No. Attach - -Bay Id -- No. * Attach Offset Start End Level Level Height 0 - '(28)EAVE EXTENSIONS SIZE '7Wall No. Ext -- Bay -Id -- - Extension Size--- Edge Extend Eave ,Td Extend Id Start End Height Width Slope Left Right Type 2 0 4 0 (29)EAVE EXTENSIONS PURLINS: °Ext Purlin OS Flg IS_Flg Set Set_Lap Max UnBr Peak Max Set �Id Type Brace Brace Depth Ext Int Length Space Space Space (30) CANTOPX SIZE: Wall No. Ext - -Bay Zd -- ---Extension-Size--- Edge Extend Eave Rool7)mout I *Id Extend Id Start End Height width Slope Left Right Type 1 0 2 0 3 0 4 0 *(31)CANOPY PURL INS: *Ext Pur.l.in OS r1g IS Fig Set Set Lap Max UnBr Peak Max Set *Id Type Brace Brace Depth Ext _ Int Length Space Space Space *(32)CANOPY PANELS, GUTTER & DOWNSPOUT: *Ext Panel Standing Gutter Downspout *Id Size Seam Use Color No. Color *(33)PACIA /PARAPET LAYOUT: *wall No- Ext - -Bay Id-- *1d Extend Id Type Start End 1. 0 2 0 3 0 4 0 Edge Extend Eave Use Left Right Mount Type Gutter *(34)FACIA /PARAPET SIZE: *Ext - - -- Extension Size - - - -- ------ ---- -- Facia--- - - - - -- Arm Hack Facia *Id Height Width Slope Elev Height Slope Slope Slope Project *(35)FACIA /PARAPET PURLINS: *Ext Purlin OS Flg IS_Flg Set Set _Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(36)FACIA /PARAPET PANELS: *Ext --- Roof-Panel -- ---- Soffit_Panel- -Front Panel-- ---- Back- 1>anel� - - - -- *Id Size SSeam Size Rot Space Size _ SSeam Size Rot Space *(37)EXTENSION BRACING: *Ext Max Pan Brace User _Selected Bays *Td Shear Type No. Bay ld *(38)WALL BASE ELEVA`T'ION /DEAD: *Wa11. Id 1 2 3 4 S * (3 9) BI * Dead road 2.0 Base Gall Elev Dead 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 4.00 kSIC LOADS: Co1_lat Live Load Load 0.0 20.0 (40) WIND Wind Press 10.0 0.0 10.0 6.0 Seis Opt ,Y. _Y, r Y I `Y' .Y. Snow Load 20.0 0 Open 0.00 0.00 0.00 0.00 0.00 - -- Deflection - -- Grind Wali Seis Basic Load Ratio Load -- Friction-- Edge Ld Rat o Wind Snow wind Seis factor Wind Coef Zone Factor Snow 15.0 1.00 1.00 1.00 1.00 15.0 0.0000 7.1.200 1.0000 0.00 PRESSURE /SUCTION: Wind Wind Suct Suct Roof -1.6.2 -2,5.0 -1.7.7 -4.3 -10.3 Purl ins Purlins, Gable Extension Interior Roof Panels Long Bracing, Building s "" (42.) EDGE; AND CORNER ZONE'S - LONGITUDINAL: 'Wind 9.1. -6.4 Zone .. Long Bracing, Wall Edge Zone Id Width Length Suct 1 22.5 - 15.0 1.2.0 .. Long Bracing, Facia /Parapet 1 1 0.00 0.00 1.00 Interior A" ( 411) EDGE Facia Beam AND CORNER ZONES FOR PURLINS AND PANELS: Load Press Suct Press *Wind Surf No Zone Press _ Suct --- Purli.n --- --- Screw Id Id Lone Id Width Length Press Suct Press Sect. Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 interior Snow Press 3 0.00 5.60 1.00 1.18 1.00 1.68 1.68 Edge left 1.00 0.00 4 5.60 0.00 1.00 1.1.8 1.00 1.68 1.68 Edge top 1.00 0.00 5 0.00 5.60 1.00 1.18 1.00 1.68 1.68 Edge right 1.00 1.00 7 5.60 5.60 1.00 1.18 1.00 2.53 2.53 Corner top -lef 4 1.00 8 5.60 5.60 1.00 1.18 1.00 2.53 2.53 Corner top -rig ht 5 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 l 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Interior 3 1.00 3 0.00 5.60 1.00 1.18 1.00 1.68 1.68 Edge left 0.00 4 5 0.00 5.60 1.00 1.18 1.00 1.68 1..68 Edge right 0.00 0.00 6 5.60 0.00 1.00 1.18 1.00 1.68 1.68 Edge bottom 0.00 0.00 9 5.60 5.60 1.00 1.18 1.00 2.53 2.53 Corner bot -rig <z t 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.00 0.50 0.00 10 5.60 5.60 1.00 1.18 1.00 2.53 2.53 Corner bot -lef 2 2 1 1 0.00 0100 1.00 1.00 1.00 :1..00 1..00 Interior 2 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Interior "" (42.) EDGE; AND CORNER ZONE'S - LONGITUDINAL: 'Wind Surf No Zone Purlin Td Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 Interior 1 3 1 1 0.00 0.00 1.00 Interior *(43 )EXTENSION BASIC LOADS: ': - --------- Pur.lin Wind- - - - - -- -------- Panel ___..___ "':Lxt Dead Collat hive Snow Attach Beam Facia Beam Attach Beam _Wind_- Facia Beam *1:d Load Load Load Load Press Suct Press Suct Press Suct Press _ Suct `°(44)PURLIN DESIGN LOANS: Surf No. Load --- Windl - -- --- Wind2­ Aug: Load Id Load Td bead Collat Live Snow Press Suct Press Suct Id Coef 2 1.3 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.55 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 4 1.00 8 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 5 1.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 6 1.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 2 1.00 12 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1 -1.00 13 1.00 1.00 0.00 2.00 0.00 0.00 0.00 0.00 2 -1.00 3 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.55 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 4 1.00 8 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 5 1.00 Rpgf vs.out *(48)EXTENSION DESIGN LOADS: * No. Load Wind Wind Aux, Road * Load Id Dead Collat Live Snow Press Suct Id Coef 0 *(49)EXTENSION DESIGN LOADS: Deflection No. Load Wind Wind Aux Load * Load Id Dead Collat Live Snow Press Suct id Coef 0 "(50)PANEL DESIGN LOADS: 'k No. Load * Load Id Dead Collat Live Snow 3 1 1.00 0.00 0.00 1.00 2 1..00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 *(51)PANEL DESIGN LOADS: Deflection k NO. Load Load Id Dead Collat: Live Snow 3 4 0.00 0.00 0.00 1.00 5 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 * (52) AUXILIARY LOADS: No. Aux Aux No. Add A( T. Aux Id Name Combs Id 6 1 ' ---- ---- -- 1 l 2 '----- - - - - -' 1 5 3 ---- -- - - - - 2 1 --- Windl --- --- Wind2- ----- Aux Load Press Suct Press Suct Id Coef 0.00 0.00 0.00 0.00 0 0,000 1.00 0.00 0.00 0.00 0 0.000 0.00 1.00 0.00 0.00 0 0.000 --- Windt. --- - -- Windt - -- Aux Load Press Suct Press Suct Id Coef 0.00 0.00 0.00 0.00 0 0.000 1.00 0.00 0.00 0.00 0 0.000 0.00 1.00 0.00 0.00 0 0.000 Id -Load Coef 0.50 0.50 0.50 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 6 1.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 2 1.00 12 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1 -1.00 13 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 2 -1.00 * (45) PURI -ITN DESIGN LOADS: Deflection * Surf No. Load --- Windl --- - -- Windt ---- Aux Load Id Load Id Dead Collat Dive Snow Press Suct Press Suct Id Coef 2_ 0 3 0 *(46)BRACING DESIGN LOADS: ;!Tame * No. Load Wind Wind Aux Load " Load Id Dead Collat_ ]live Snow EW Roof Seis Id Coef 6 1 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 3 1.11 1.11 0.00 0.00 0.00 0.00 0.70 0 0.00 4 1.08 1.08 0.75 0.75 0.00 0.00 0.52 0 0.00 5 1.08 1.08 0.00 0.75 0.00 0.00 0.52 0 0.00 6 0.49 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 *(47)BRACING DESIGN LOADS: Brace * No. Load Wand Wind Aux Load * Load Id Dead Collat Live Snow EW Roof Seis Id Coef 4 7 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 9 1.36 1.36 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.74 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 *(48)EXTENSION DESIGN LOADS: * No. Load Wind Wind Aux, Road * Load Id Dead Collat Live Snow Press Suct Id Coef 0 *(49)EXTENSION DESIGN LOADS: Deflection No. Load Wind Wind Aux Load * Load Id Dead Collat Live Snow Press Suct id Coef 0 "(50)PANEL DESIGN LOADS: 'k No. Load * Load Id Dead Collat Live Snow 3 1 1.00 0.00 0.00 1.00 2 1..00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 *(51)PANEL DESIGN LOADS: Deflection k NO. Load Load Id Dead Collat: Live Snow 3 4 0.00 0.00 0.00 1.00 5 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 * (52) AUXILIARY LOADS: No. Aux Aux No. Add A( T. Aux Id Name Combs Id 6 1 ' ---- ---- -- 1 l 2 '----- - - - - -' 1 5 3 ---- -- - - - - 2 1 --- Windl --- --- Wind2- ----- Aux Load Press Suct Press Suct Id Coef 0.00 0.00 0.00 0.00 0 0,000 1.00 0.00 0.00 0.00 0 0.000 0.00 1.00 0.00 0.00 0 0.000 --- Windt. --- - -- Windt - -- Aux Load Press Suct Press Suct Id Coef 0.00 0.00 0.00 0.00 0 0.000 1.00 0.00 0.00 0.00 0 0.000 0.00 1.00 0.00 0.00 0 0.000 Id -Load Coef 0.50 0.50 0.50 Roof!)cs.o €,t 7 2 0.50 4 , __- - -- -_- - 2 2 0.50 3 0.50 5 - - -- --------- -' 2 3 0.50 4 0.50 6 ---------- 2 4 0.50 5 0.50 *(53)ADDITIONAL LOADS : *No. Add Surf Basic Load Load Fy Dx ---Surface-- - ,Add Id Id Load Type Orn W1 W2 Dx1 Dx2 Start End 5 1 0 - - - - -' 'D ' 'L' -20.0 -20.0 0.00 20.00 0.000 0.000 2 0 ----- -' 1D ' ' L' -20.0 -20.0 20.00 40.00 0.000 0 . 000 3 0 - - - - - -' 'D ' 'L' -20.0 -20.0 40.00 60.00 0.000 0.000 4 0 --- ---- -' `D ' 'L' -20.0 -20.0 60.00 80.00 0.000 0.000 5 0 - - - - - -' 'D ` 'L' -20.0 -20.0 80.00 100.00 0.000 0.000 ^(54)PURLIN LAPS: 'Surf Data - - - -- -Set 1-- ---- -- - - - -- -Set 2--- - ---- - - - -- -Set 3- --- ---- -- Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 ' -' 0 3 ` -' 0 (55) PURLIN LAPS: Extensions *Ext Data - - - -- -Set-] -------- - - --- -- - Set-2 ------- - - - -Set 3- - - - - -- Id Opt Sets Deft Right Quan Lent Right Quan Left Right Quan '(56)PURLIN STRAPS: ' Data - - -Set 1 - -- --- Set _2 --- - - -Set 3 - -- - - -Set 4 - -- ~ Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan ' -' 0 1"(57)PURLIN STRAPS: Extensions � xt Data --- Set_1 --- - - -Set 2 - -- --- Set_3 --- --- Set _4 - -- Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan -(58)PANEL SCREWS : No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 0 * (59)EXPANSION JOINTS: .I No. zExp Expansion Location 0 I Code file used was ROOFIBC.06 Version 3.0 08 -5054 Roof Design Code 1/ 5/09 5:48pm STRUCTURAL CODE: Design Basis WS Hot Rolled Steel. AISC05 Cold Formed Steel AISI96 Country US BUILDING CODS; Wind Code Year Seismic Zone MODULUS OF ELASTICITY Hot Rolled Steel. Cold Formed Steel IBC 06 D 29000 (ksi 29500 (ksi R001bes.out 08 -5054 Pur.lin Layout Report(Surface- 2) 1/ 5/09 5:48pm SURFACE LAYOUT: Surface No. Peak Id Length Roca Space - - - - - -- ------- - -- - - - -- 2 40.139 8 1.000 PURLIN LOCATION: Purl.in Surf No. Load Dead Edge Show Id Offset Space Width Load Wind Report 1 4.837 4.837 4.865 0.67 Y Y 2 9,729 4.892 4.892 0.66 Y 3 14.621 4.892 4.892 0.66 20.00 4 19.514 4.892 4.892 0.66 3.00 5 24.406 4.892 4.892 0.66 6 29.298 4.892 4.892 0.66 7 34.191 4.892 4.892 0.66 8 39.083 4.892 3.502 0.93 40.139 1.056 PURLIN LAYOUT: Bay Span Purlin Id Id Size 1 8X25Z16 12_ 8X25Z16 2 3 8X25216 3 4 8X25216 4 5 8X25ZI6 5 6 8X25216 7 8X25216 Average= 0.69 Span --- Lap(ft) -- No. Unit (ft) Left Right Brace Weight 0.33 0 0.9 19.67 3.00 1 63.5 20.00 3.00 1.00 1 67,2 20.00 1.00 1.00 1 61.6 20.00 1.00 3.00 1 67.2 1.9.67 3.00 1 63,5 0.33 0 0.9 Total (lb) = 324.8 SPECIAL LOADS: Load Location Start End Load Type Total Weight 7.5 507.7 537.6 492.8 537.6 50 "7 . 7 7.5 2598.4 I ltaoMeS.o[It I 0.000 5.600 edge Zone Wind 08 -5054 Purlin Report(Surface= 2, Id- 1.) - -- 1/ -5/09 5 48p:n ROOF PURLIN Surface Id - 2 Purlin Id - 1 Offset - 4.84 Edge Strip - 5.60 PURLIN LAYOUT: (Purlin Id= 1.) 3ay Span Purlin Span -- -Lap (ft) -- Load NO Id Id Size (ft) Left Right Width Brace 0.00 1 8X25Z16 0.33 2 0.79 4.86 0 1. 2 8X25Z16 19.67 -0.87 3.00 4.86 1 2 3 8X25Z16 20.00 3.00 1.00 4.86 1 3 4 8X2521.6 20.00 1.00 1.00 4.86 1. 4 5 8X25Z16 20.00 1.00 3.00 4.86 1 5 6 8X25Z16 19.67 3.00 -0.09 4.86 1 LL 7 8X25Z16 0.33 LL 2.42 4.86 0 ,0AD COMBINATION # 1 : DL+CL +LL PURLIN ANALYSIS: STRENGTH /DEFLECTION: --------- - - - - -- Moment -------- Shear(k ) -- - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 Allow -0.04 2 0.79 0.01 -0.99 -1.30 3 1.15 0.83 -0.87 -0.98 4 1.06 0.96 -0.96 --1.06 5 0.98 0.87 -0.83 -1.15 6 1.30 0.99 -1.09 --0.79 7 0.04 5.09 1.66 0.00 STRENGTH /DEFLECTION: --------- - - - - -- Moment (f -k ) --------- -Shear (k ) - - - - - - -- Left Deft MidSpan Mom Right Right Sup Lap Nom Lac Lap Sup 0.00 Allow 0.00 0.00 UC 0.01 0.01 1 -2.91 7.40 1.66 5.09 5.09 2.13 -1.09 10.78 2.50 3.43 3.43 2.42 --1.89 10.00 2.42 3.43 3.43 2.50 -1.09 9.22 2.1.3 5.09 5.09 1.66 -2.91 12.27 RL 0.01, 0.01 0.37 0.00 0.33 4.87 0.00 Span - - - -- -Shear (k ) - - - - - -- ----- -Monent (f -k ) - - -- Mom -+ -Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS - 0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 2 RL -0.99 2.34 0.42 MS -2.91 4.87 0.60 RS 0.35 -0.61. 1.31 3 RL -0.87 2.34 0.37 LS 2.55 4.87 0.52 RL 0.40 -0.09 1.33 4 LL 0.96 2.34 0.41 LL 2.42 4.87 0.50 LL 0.41 -0.35 1.33 5 LL 0.87 2.34 0.37 RS 2.55 4.87 0.52 LL 0.40 -0.09 1.33 R60MC5.0IIt 6 LL 0.99 2.34 0.42 MS - 2.91 4.87 0.60 LS 0.35 -0.61 1.31 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: B01t - 0.500 (A307 ) ,Span Lap Shear.(k ) Shear Ratio 1_d Left Right Left Right 2 Left 0.42 Right 0.20 3 0.42 0.86 0.20 0.41 4 0.86 0.86 0.41 0.41. 5 0.86 0.42 0.41 0.20 6 0.42 -1.31 0.20 4 LOAD COMBINATION ff 2 : DL+CL+I .55SL PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------------- -- - - - - -- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup 0.00 -0.05 2 1.1.8 - -- RS -1.48 -1..96 3 1.72 1.24 -1.31 -1.47 4 1.59 1.44 -1.44 -1.59 5 1..47 1.31 -1.24 - -1.72 6 1.96 1.48 3.75 -1.18 7 0.05 7.63 7.63 0.00 STRENGTH/DEFLECTION: -------------- ------ moment(f -k )--------- - - -- - ---- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 - -- RS 0.01 0.01 - - -- 0.02 -4.36 7.40 2.48 7.63 7.63 3.19 -1.63 10.78 3.75 5.14 5.14 3.63 -2.83 10.00 3.63 5.1.4 5.14 3.75 -1.63 9.22 3.19 7.63 7.63 2.48 - 4.36 12.27 RL 0.01 0.01 LL 0.00 0.33 0.61 0.00 Span ------ Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc Uc __ -- 1 - -- RS - - - - -- -0.05 - - - -- 2.34 - - -- 0.02 - -- RS - - - - -- 0.01 - - - -- 4.87 - - -- 0.00 - - -- LS - --- 0.00 2 RL -1.48 2.34 0.63 MS -4.36 4.87 0.89 RS 0.79 3 RL -1.31 2.34 0.56 LS 3.82 4.87 0.78 RL 0.91 4 LL 1.44 2.34 0.61 TEL 3.63 4.87 0.74 LL 0.93 5 LL I.31. 2.34 0.56 RS 3.82 4.87 0.78 LL 0.91. 6 LL 1.48 2.34 0.63 MS -4.36 4.87 0.89 LS 0.79 7 LS 0.05 2.34 0.02 LS 0.01 4.87 0.00 hS 0.00 LAP BOLT SHEAR /SEARING: Solt = 0.500 (A307 ) Span Lap Shea.r(k ) Shear Ratio Id Left Right Left - -Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.64 0.30 Deflection(in) Calc Allow 0.06 -0.94 1.31 -0.13 1.33 -0.55 1.33 -0.13 1.33 -0.94 1.31 0.06 W Roo(Dmoui 3 0.64 1.29 0.30 0.61 4 1.29 1.29 0.61 0.61 5 1.29 0.64 0.61 0.30 6 0.64 0.30 LOAD COMBINATION ff 3 : DJ., +CL +0.'75LLa -0, 15VJPJ. PURLIN ANALYSIS: .STRENGTH / DR FLECT I ON : -------------- Moment(f - -k )-------------- --------- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 UC -0.04 2 0.88 0.01. -1..10 - -1..46 3 1.28 0.92 -0.98 -1.09 4 1.19 1.07 -1.07 -1.19 5 1.09 0.98 --0.92 -1.28 6 1.46 1.10 -1.21 -0.88 7 0.04 5.68 1.85 0.00 .STRENGTH / DR FLECT I ON : -------------- Moment(f - -k )-------------- -- -- - --- Shear ( k ) -- -- Left Leff: N:LdSpan Homy Shr might, Right Sup Lap Mom Loc Lap Sup 0.00 UC 0.00 0.00 Calc 0.01. 0.01. RS -3.24 7.40 1.85 5.68 5.68 2.38 -1.21 10.78 2.79 3.83 3.83 2.70 -2.11 10.00 2.70 3.83 3.83 2.79 -1.21 9.22 2.38 5.68 5.68 1.85 -3.2� 12.27 -0.98 0.01 0.01 LS 0.00 0.33 0.58 0.00 Span -- -- - --- Shear ( k ) -- - ---W- ----- ._Moment (f -k ) - - -- Homy Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.05 2 RL -1.10 2.34 0.47 MS -3.24 4.87 0.67 RS 0.44 -0.68 1.. 97 3 RL -0.98 2.34 0.42 LS 2.84 4.87 0.58 RL 0.50 -0.10 2.00 4 LL 1.07 2.34 0.46 RL 2.70 4.87 0.55 RL 0.52 --0.40 2.00 5 LL 0.98 2.34 0.42 RS 2.84 4.87 0.58 LL 0.50 -0.10 2.00 6 LL 1.10 2.34 0.47 MS -3.24 4.87 0.67 hS 0.44 - -0.68 1.97 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 I,S 0.00 0.05 LAP BOLT SHEAR /BEARING: Solt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.47 0.22 3 0.47 0.96 0.22 0.45 4 0.96 0.96 0.45 0.45 5 0.96 0.47 0.45 0.22 6 0.47 0.22 LOAD COMBINATION # 4 : DL +CL-4- 0.75SL +0.75WP1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: RooMes.out -------------- Moment --------- Shear ( k ) --- - - - --- Span Left Left Right. Right Id Sup Lap Lap Sup 1. 0.00 0.00 UC -0.04 2 0.88 0.01. Z.10 -1.46 3 1.28 0.92 -0.98 -1.09 4 1.19 1.07 -1.07 -1.19 5 1 .09 0.98 -0.92 -1.28 6 1.46 1.1.0 - 1.21 -0.88 7 0.04 5.68 1.85 0.00 STRENGTH /DEFLECTION: RooMes.out -------------- Moment (f -k ) --- ------- - ---- Left Left MidSpan Nom +Shr Right Right Sup Lap Mom Loc Lap Sap 0.00 UC 0.00 0.00 Calc 0.01. 0.01 RS - 3.24 7.40 1.85 5.68 5.68 2.38 -1.21 10.78 2.79 3.83 3.83 2.70 -2.11 10.00 2.70 3.83 3.83 2.79 - 1.21 9.22 2.38 5.68 5.68 1.85 -3.24 12.27 -0.98 0.01 0.01 LS 0.00 0.33 0.58 0.00 Span - - - -- -Shear (k ) ---- -- - - - - -- Moment (f-- -k ) - - -- Nom +Shr DefIec,tion (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1. RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.-05 - - -- 2 RL - 1.10 2.34 0.41 MS -3.24 4.87 0.67 RS 0.44 --0.68 1.97 3 RL -0.98 2.34 0.42 LS 2.84 4.87 0.58 RL 0.50 -0.10 2.00 4 LL 1.07 2.34 0.46 RL 2.70 4.81 0.55 RL 0.52 - 0.40 2.00 5 LL 0.98 2.34 0,42 RS 2.84 4.87 0.58 LL 0.50 -0.10 2.00 6 LL 1.10 2.34 0.47 MS -3.24 4.87 0.67 LS 0.44 -0.68 1.91 7 7,S 0.04 2 . 34 0.02 LS. 0.01 4 . 8 7 0.00 L S 0.00 0.05 LAP BOLT SHEAR/BEARING: Bolt. - 0.500 (A307 ) Span Lap Shear(k } Id Left Right 2 Left 0.47 3 0.47 0.96 4 0.96 0.96 5 0.96 0.47 6 0.47 2 Shear Ratio Left Right 0.22 0.22 0.45 0.45 0.45 0.45 0..2.2 0.22 LOAD COMBINATION 4 5 : 0.6DL+WS1 -------------------------------------------------- - PURLIN ANALYSIS: ---------- - - - - - -- -Shear ( k ) ------- ----- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 0.00 0.03 2 -0.61 0.75 0.99 3 -0.86 -0.62 0.66 0.74 4 -0.80 -0.72 0.72 0.80 5 -0.74 -0.66 0.62 0.86 6 -0.99 -0.75 2.22 12.12 0.61 7 -0.03 0.00 0.33 0.00 ---------- - ----- Moment (f -k ) ---------- - - --- Left Left MidSpan Right; Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 2.22 "7.54 -1.25 - -3.85 -3.85 -1.62 0.81 10.80 -.1.88 -2.58 - --2.58 -1.82 1.42 10.00 -1.82 -2.58 -2.58 -1.88 0.81 9.20 -1.62 -3.85 -3.85 -1.25 2.22 12.12 0.00 0.00 0.00 0.33 0.00 /2- STRENGTH /DEFLECTION: Span -- -.. - -- -Shear (k ) ------ -- Id Loc Calc Allow UC 1 RS 0.03 2.34 0.01 2 RL 0.75 2.34 0.32 3 RL 0.66 2.34 0.28 4 Rh 0.72 2.34 0.31 5 LL -0.66 2.34 0,28 6 LL -0.75 2.34 0.32 7 LS -0.03 2.34 0.01 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) ttootZ) es. oil t Foment. (f -k Loc Calc Allow UC RS 0.00 4.87 0.00 ms 2.22 3. 4 7 0.64 LS -1.93 4.87 0.40 RL -1.82 4.87 0.37 PS -1.93 4.87 0.40 MS 2.22 3.47 0.64 LS 0.00 4.87 0.00 Span Lap Shear(k ) Shear Ratio Td Left Right Left Right 2 Sup 0.32 Lap 0.15 3 0.32 0.64 0.15 0.31 4 0.64 0.64 0.31 0.31 5 0.64 0.32 0.31 0.15 6 0.32 0.57 0.15 -0.54 i:,OAD COMBINATION 4 6 : DLI- CL+SL /2+AUX3 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span -------- Shear(k Left Span Left Left Right Right Td Sup Lap Lap Sup 1 0.00 -1.00 2.34 -0.04 2 0.78 0.89 - -1.00 -1.32 3 1.21 0.89 -0.82 -0,92 4 0.62 0.57 --0.48 -0.54 5 0.52 0.46 -0.46 -- -0.64 6 0.71 0.54 9.00 -0.43 7 0.02 0.95 -1.56 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) ------ Left ld Loc Calc Allow UC I RS -0.04 2.34 0.02 2 RL -1.00 2.34 0.43 3 LI, 0.89 2.34 0.38 4 LL 0.57 2.34 0.24 5 LL 0.46 2.34 0.20 Hom+Shr I)e.f:lecti.on(in) Loc UC Calc Allow LS 0.00 -0.04 Left RS 0.20 0.55 1,97 RL 0.23 0.0'7 2.00 RED 0.23 0.32 2.00 LL 0.23 0.07 2.00 LS 0.20 0.55 1.97 LS 0.00 -0.04 5.38 -------- -- - - - -- Moment (f -k ) --------------- 0.01 4.87 Left Left. MidSpan 4.87 Right Right Sup Lap Mont Loc Lap Sup 0.00 IBS 0.00 0.00 0.29 0.01 0.01 -2.81 7.27 1.89 5.38 5.38 2.23 -1.47 11.33 1.67 2.54 2.54 1.95 -0.81 10.74 1.17 1.68 1.68 1.18 -0.67 9.00 1.18 2.84 2.84 0.95 -1.56 12.32 0.00 0.00 0.00 0.33 0.00 Moment(f -k Loc Calc Allow GC RS 0.01 4.87 0.00 MS -2.81 4.87 0.58 LS 2.69 4.87 0.55 LL 1.95 4.87 0.40 IBS 1.42 4.87 0.29 Mom+Shr Loc UC LS 0.00 RS 0.38 LS 0.37 LL 0.22 RS 0.10 Deflection (in) Calc Allow 0.04 -0.56 1.31 -0.21 1.33 -0.09 1.33 -0.07 1.33 I3 R00Mes -011t 6 LL, 0.54 2.34 0.23 MS -1.56 4.87 0.32 LS 0.11 -0.29 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.02 LAP DOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear _Ratio Id Left Right belt Right 2 Sup ----- 0.45 Lap ----- 0.21 3 0.45 0.63 0.21 0.30 4 0.63 0.42 0.30 0.20 5 0.42 0.24 0.20 0.11 6 0.24 1.03 0.11 -1.00 LOAD COMBINATION If 7 : DL +CL +SL /2 +AUX4 PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------------- M -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup ----- Lap ----- _ Lap ----- Sup ----- 1 0.00 Sup -0.02 2 0.39 -0.58 -T0.75 3 1.04 0.72 -0.98 -1.09 4 1.14 1.03 -0.89 -1.00 5 0.59 0.53 - 0.40 --0.57 6 0.70 0.53 -0.44 7 0.02 0.00 STRENGTH /DEFLECTION: -------------- M Moment(f -k )-------------- Left L Left M MidSpan R Right_ R Right. Sup L Lap M Morel L Loc L Lap S Sup Span ------ Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom -1 -Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC - - -- - -- - - - - -- - - - -- - - -- - -- - - - - -- - - - -- - - -- - -- - - -- 1 RS -0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 2 RI, -0.58 2.34 0.25 RS 1. "78 4.87 0.36 RL 0.16 3 RL -0.98 2.34 0.42 RL 3.02 4.87 0.62 RL 0.56 4 LL 1.03 2.34 0.44 LL 2.97 4.87 0.61 LL 0.57 5 LL 0.53 2.34 0.23 LL 2.09 4.69 0.45 LL 0.24 6 LL 0.53 2.34 0.22 MS -1.68 4.87 0.34 LS 0.00, 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 LAP BOLT SHEAR /BEARING: Bolt - 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.30 0.14 Deflection (in) Calc Allow 0.01 -0.17 1.31 -0.25 1.33 -0.39 1.33 0.06 1.33 --0.35 1.31 0.02 /4 LAP BOLT SHEAR /BEARING: Bolt - 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right - - -- - - - -- - - - -- - - -- - - - -- 2 0.30 0.14 Deflection (in) Calc Allow 0.01 -0.17 1.31 -0.25 1.33 -0.39 1.33 0.06 1.33 --0.35 1.31 0.02 /4 RoofDcs.oat 1 3 0.30 1..01 0.14 0.48 4 1.01. 0.66 0.48 0.31 5 0.66 0.21 0.31. 0.10 6 0.21. 0.10 LOAD COMBINATION ;f 8 . D11., +-CL +SL /2- +-AUX5 PURLIN ANALYSIS: STRENGTH /DEFLECTION: ----------- - - --------- Shear (k ) --- - - - - -- Span I.,eft Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 Loc -0.02 2 0.44 0.00 -0.53 -0.70 3 0.57 0.40 --0.53 -0.59 4 1.00 0.89 -1.03 - -1.1.4 5 1.09 0.98 -0.72 -1.04 6 0.75 0.58 -1.53 -0.39 7 0.02 3.56 1.56 0.00 STRENGTH /DEFLECTION: ----------- - - - - -- Moment (f -k ) --------- (k ) ------ - - - - -- Left Left M.idSpan Deflection (in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Allow 0.00 0.00 - 0.02 -1.68 7.61 0.70 2.54 2.54 1.08 -- 0.30 9.91 2.09 2.65 2.65 1.71 -2.00 9.34 2.97 4.06 4.06 3.02 -1.53 10.23 0.91 3.56 3.56 1.56 -1.31 12.95 2.34 0.00 0.00 2.09 0.00 0.33 RL 0.00 Span ------Shear (k ) ------ Left - - - -- Moment (f -k ) - - -- Mom +Shr Deflection (in) Id Loc Calc Allow UC Loc Ca 1.c Allow UC Loc UC Calc Allow 1 RS - 0.02 2.34 0.01 RS 0.00 4.8`7 0.00 LS 0.00 0.02 2 RL --0.53 2.34 0.22 MS -1.68 4.87 0.34 RS 0.09 -0.35 1.31 3 RIB -0.53 2.34 0.23 RL 2.09 4.69 0.45 RL 0.24 0.06 1.33 4 RL -1.03 2.34 0.44 RL 2.97 4.87 0.61 R1, 0.57 -0.39 1.33 5 LL 0.98 2.34 0.42 LL 3.02 4.87 0.62 LL 0.56 -0.25 1.33 6 LL 0.58 2.34 0.25 LS 1.78 4.87 0.36 LL 0.16 -0.17 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.01 LAP BOLT SHEAR /}SEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Id Left Right 2 0.21 3 0.21 0.66 4 0.66 1.01 5 1.01 0.30 6 0.30 Shear Ratio Left Right 0.10 0.10 0.31 0.31 0.48 0.48 0.14 0.1.4 LOAD COMBINATION 4 9 : DL +CL+SL /2 +AUX6 PURLIN ANALYSIS: STRENGTH / DE FLEC`i'ION : RooMe5.011t --------- - - - - -- Moment (f - -k ) -- -------- Shear(k )-- - - - - -- Span Left. Left Right Right 1d Sup Lap Lap Sup 1 0.00 Allow 0.00 -0.02 2 0.43 0.00 -0.54 -0.71 3 0.64 0.46 -0.46 -0.52 4 0.54 0.48 -0.57 - -0.62 5 0.92 0.82 -0,89 -1.21 6 1.32 1.00 8.67 -0.78 7 0.04 1.89 -2.81 0.00 STRENGTH / DE FLEC`i'ION : RooMe5.011t --------- - - - - -- Moment (f - -k ) -- ------ - - - - -- Left Deft MMidSpan -- - --- Right Right Sup Lap Mom Loc Lap Sup 0100 Allow 0.00 0.00 UC 0.00 0.00 1 - 1.56 7.35 0.95 2.84 2.84 1.18 -0.67 11.00 1.18 1.68 1.68 1.1.7 -0.81 9.26 1.95 2.54 2.54 1.67 --1.47 8.67 2.23 5.38 5.38 1.89 -2.81 12.39 RL 0.01 0.01 0.20 0.00 0.33 4.87 0.00 Span -- W- --- -Shear (k ) - - - - -- - - - -- Moment. (f -k ) -- - --- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS - 0.02 2.34 0.01 SAS 0.00 4.87 0.00 TS 0.00 0.02 5 2 RL -0.54 2.34 0.2.3 MS W-1.56 4.87 0.32 RS 0.11 - 0.29 1.31 3 RL - -0.46 2.34 0.20 LS 1.42 4.87 0.29 LS 0.10 -0.07 1.33 4 RL --0.57 2.34 0.24 RL 1.95 4.87 0.40 RL 0.22 -W0,09 1.33 5 RL -0.89 2.34 0.38 RS 2.69 4.87 0.55 RS 0.37 - 0.21 1.33 6 LL 1.00 2.34 0.43 MS -2.81 4.87 0.58 LS 0.38 -0.56 1.31 7 LS 0.04 2.34 0.02 LS 0,01 4.87 0.00 LS 0.00 0.04 LAP BOLT' SHEAR /BLARING: Bolt - 0.500 (A307 ) Span Lap Shear(k ) Td Left Right. 2 Left 0.24 3 0.24 0.42 4 0.42 0.63 5 0.63 0.45 6 0.45 2 Shear _Ratio Left Right 0.11 0.11 0.20 0.20 0.30 0.30 0.27. 0.21 LOAD COMBINATION 410 : DL+CL+SL /2+AUXl PURL IN ANALYSIS: -------------- - - - - - -- -Shear (k ) -------- Span Left_ Left Right Right Id - - -- Sup - ---- Lap -- ----- Lap - ---- -- Sup - - - -- 1. 0.00 0.00 0.00 -0.04 2 0.83 -0.95 -1..21 3 0.72 0.55 -0.38 -0.44 4 0155 0.49 - --0.55 - -0.61 5 0.54 0.48 -0.44 -0.62 6 0.71 0.54 -1.60 12.23 -0,43 7 0.02 0.00 0.33 0.00 -------------- Moment(f -k )_-------- - - - - -- Left Left MidSpan Right Right: Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.24 7.80 0.95 4.27 4.27 2.37 -0.21 12.43 1.04 1.45 1.45 0.93 -1.19 9.53 1.41 1.99 1.99 1.48 -0.55 9.36 1.15 2.74 2.74 0.87 -1.60 12.23 0.00 0.00 0.00 0.33 0.00 !t/) STRENGTH /DEF'LECT ION: Span -------- Shear(k ) - - - - -- Id Loc Calc Allow uc 1 RS -0.04 2.34 0.02 2 RL -0.95 2.34 0.40 3 LL 0.55 2.34 0.23 4 R1, -0.55 2.34 0.24 5 LI, 0.48 2.34 0.21 6 LL 0.54 2.34 0.23 7 LS 0.02 2.34 0.01 LAP BOLT SHEAR/BEARING: Holt = 0.500 (A307 ) Roofi)es.out Moment (f -k Loc Calc Allow UC RS 0.01 4.87 0.00 MS -3.24 4.87 0.66 LL, 2.37 4.46 0.53 RL 1.41 4.87 0.29 11I., 1.48 4.87 0.30 MS -1.60 4.87 0.33 1.,5 0.00 4.87 0.00 Span Lap Shear(k ) Shear Ratio :Id Left Right Lei t Right 2 Sup 0.36 Lap 0.17 3 0.36 0.36 0.17 0.17 4 0.36 0.50 0.17 0.24 5 0.50 0.23 0.24 0.11 6 0.23 0.55 0.11 -0.55 LOAD COMBINATION 141 "1 . DL +CL+SL /2 +AUX2 PURLIN ANALYSTS: STRENGTH /DEFLECTION: Span ------ Shear(k Id -------- Shear(k ) - -- _ -_ Span Lett Left. Right Right Id Sup Lap Lap Sup 1 0.00 RL -0.48 -0.02 2 0.43 LL -0.54 -0.71 3 0.62 0.44 -0.48 -0.54 4 0.61 0.55 -0.49 -0.55 5 0.44 0.38 -0.55 -0.72 6 1.27 0.95 1.04 -0.83 7 0.04 4.27 4.27 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k Id Loc Calc Allow UC 1 RS W -0.02 2.34 0.01 2 RL -0.54 2.34 0.23 3 RL -0.48 2.34 0.21 4 LL 0.55 2.34 0.24 5 RL -0.55 2.34 0.23 Mont +Shr Detlect?on(in Loc UC Calc Allow L,S 0.00 0.05 ------- RS 0.27 -0.76 1.31. LL 0.29 0.15 1.33 RL 0.14 -0.23 1.33 LL 0.14 -0.03 1..33 LS 0.10 -0.31 1.31. T_,S 0.00 0.02 0.87 --------- - - - - -- Moment (f -k ) --- ------- - - - - -- Left Left MidSpan RL Right Right Sup Lap Mom Loc Lap Sup 0.00 4.46 0.00 0.00 0,00 0.00 -1.60 7.43 0.87 2.74 2.74 1.15 -0.55 10.64 1.48 1.99 1.99 1.41 -1.19 10.47 0.93 1.45 1.45 1.04 -0.21 7.5'7 2.37 4.27 4.27 0.95 -3.24 11.87 0.01 0.01 0.00 0,33 0.00 Moment (f--k Loc Calc Allow UC RS 0.00 4.87 0.00 MS -1.60 4.87 0.33 RL 1.48 4.87 0.30 LL 1.41 4.87 0.29 RL 2.37 4.46 0.53 Morn +Shr- Deflection (in) Loc UC Calc Allow LS 0.00 0.02 RS 0.1.0 -0.31 1.31 RL 0.14 -0.03 1.33 LL 0.14 -0.23 1.33 RL 0.29 0.15 1.33 17 6 LL 0.95 2. 34 0.40 MS --3.24 4.8 '7 0.66 LS 0.27 -0.76 1.31. v LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.05 TRAP BOLT SHEAR/BEARING: Bolt = 0.500 (A301 Span Lap Shear (k ) Shear Ratio Id Left. Right Left Right 2 1 0.23 Lap 0.11 3 0.23 0.50 0.11 0.24 4 0.50 0.36 0.24 0.17 5 0.36 0.36 0.17 0.17 6 0.36 0.97 0.1'7 -0.84 LOAD COMBINATION #12 : DL+CL+SL- I.OAUX1 I?URLIN ANALYSIS: - - - --Shear (k Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Lap Morn -0.02 2 0.38 0.00 -0.58 -0.75 3 1.05 0.73 -0.9 '7 --1.08 4 1.09 0.98 -0.93 -1.04 5 0.97 0.87 -0.84 -1.15 6 1.3;1. 0.99 10.26 -0.79 7 0.04 2.39 -1.14 0.00 STRENGTH /DE): LCCTTON : -------------- - - - -- Moment(f -k )-------------- -- - --- Left Left Mi_dSpan Id Right Right Sup Lap Morn Loc Lap Sup 0.00 UC 0.00 0.00 -0.02 0.00 0.00 RS -1.28 6.66 1.61 3.60 3.60 0.92 -1.59 9.88 2.83 3.85 3.85 2.81 -1.74 10.26 2.32 3.31 3.31 2.39 -1.14 9.14 2.14 5.1.3 5.13 1.69 -2.89 12.28 0.51 0.01 0.01 0.98 0.00 0.33 LL 0.00 Span - - - -- -Shear (k ) ------ -- - --- Moment (f--k ) --- -_ Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 RS -0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 2 RL -0.58 2.34 0.25 RS 1.80 4.81 0.37 RL 0.1"7 3 RL - -0.97 2.34 0.42 RL 2.83 4.8'7 0.58 RL 0.51 4 LL 0.98 2.34 0.42 LL 2.81 4.81 0.58 LL 0.51 5 LL 0.87 2.34 0.37 RS 2.56 4.8'7 0.53 LL 0.38 6 LL 0.99 2.34 0.42 NS -2.89 4.8'7 0.59 LS 0.36 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Td Left Right Left �Right 2 0.30 0.1.4 Deflection (in) Calc Allow 0.01. - 0.15 1.31 -0,28 1.33 -0.30 1.33 -0.10 1.33 -0.60 1.37. 0.04 Roof0c5.0111 Wi 3 0.30 0.96 0.14 0.46 4 0.96 0.83 0.46 0.39 5 0.83 0.43 0.39 0.20 6 0.43 0.20 .LOAD COMBINATION U3 : DL+CL +SI, -1 . 0AUX2 PURLIN ANALYSIS: STRENGTH /DEFLECTION: W- ------- -------- Shear ( k ) -- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup 0.00 -0.04 2 0.79 Allow -0.99 -1.31 3 1.15 0.84 -0.87 -0.97 4 1.04 0.93 -0.98 -1.09 5 1.08 0.97 -0.73 -1.05 6 0.75 0.58 2.83 -0.38 7 0.02 3.60 3.60 0.00 STRENGTH /DEFLECTION: W- ------- - -- - -- Moment (f-k ) -------------- - - -- ----- Left Left. Mid Span Deflection(in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Allow 0.01 0.01 -0.04 -2.89 7.38 1.69 5.13 5.13 2.14 -1.14 10.86 2.39 3.37. 3.31 2.32 -1.79 9.74 2.81 3.85 3.85 2.83 -1.59 10.12 0.92 3.60 3.60 1.61 -1.28 13.00 2.34 0.00 0.00 2.56 0.00 0.33 RL 0.00 Span -------- Shear(k ) --- - - -- ----- Moment(f -k ) - - -- Momf-Shr Deflection(in) 1d Loc Calc Allow TIC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 -0.04 - - 2 RL -0.99 2.34 0.42 MS - 2.89 4.87 0.59 RS 0.36 - -0.60 1.31 3 RL -0.87 2.34 0.37 LS 2.56 4.87 0.53 RL 0.38 -0.10 1.33 4 RL --0.98 2.34 0.42 RL 2.81 4.87 0.58 RL 0.51 -0.30 1.33 5 LL 0.97 2.34 0.42 LL 2.83 4.87 0.58 LL 0.51 -0.28 1.33 6 LL 0.58 2.31 0.25 LS 1.80 4.87 0.3V LL 0.17 -0.15 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.01 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Id Left Right Left 2 0.43 3 0.43 0.83 0.20 4 0.83 0.96 0.39 5 0.96 0.30 0.46 6 0.30 0.14 08 -5054 Pur.lin Ratio Right. 0.20 0.39 0.46 0.14 Report(Surface= 2, :Id= 2) 1/ 5/09 5:48pm ROOF PURLIN Roo ff)moIIt Zo Surface Id - 2 Purl.i.n Id = 2 Offset 9.73 -------------- ------------ - - - - -- PURI,TN LAYOUT: (Purli_n Id- 2) Bay Span Purlin Span --- Lap(ft) -- Load No. Id Id Size (ft) Left Right Width Brace 0.00 1 8X25Z16 0.33 2 0.79 4.89 0 1 2 8X25Z16 19.6'7 -0.88 3.00 4.89 1 2 3 8X25'216 20.00 3.00 1.00 4.89 1 3 4 8X25Z16 20.00 1.00 1.00 4.89 1 4 5 8X25Z16 20.00 1.00 3.00 4.89 1 5 6 8X25716 19.67 3.00 4 4.89 1 2.34 7 8X25Z16 0.33 4.87 0.50 4.89 0 LOAD COMBINATION #k 1 : DL+CL+LL PURLIN ANALYSIS: STRENGTH/ DEFLECTI:ON: -------------- -------- Shear(k ) -- - - - - -- Sparc Left Left Right Right Id - - -- Sup - - - -- Lap - - - -- Lap - - - -- Sup - - - -- 1 0.00 Sup 0.00 -0.04 2 0.79 1. -0.99 -1.31 3 1.15 0.83 -0.88 -0.99 4 1.07 0.96 -0.96 -1.07 5 0.99 0.88 -0.83 -1.15 6 1.31 0.99 2.52 --0.79 7 0.04 5.12 5.12 0.00 STRENGTH/ DEFLECTI:ON: -------------- - - - - -- -Shear (k ) ---- Moment(f -k )-------------- -- ----Moment (.f -k ) Left Left. MidSpan Id Right Right Sup Lap Mom Loc Lap Sup 0.00 UC 0.00 0.00 1. 0.01 0.01 2.34 -2.92 7.40 1.67 5.12 5.12 2.14 -1.09 10.78 2.52 3.45 3.45 2.43 -1.90 10.00 2.93 3.45 3.45 2.52 -1.09 9.22 2.14 5.12 5.12 1.67 - 2.92 12.26 0.38 0.01 0.01 4.87 0.00 0.33 0.41. 0.00 Span - - - - -- -Shear (k ) ---- - ---- -- ----Moment (.f -k ) - - -- Mom -1 -Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1. RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 2 RI, - 0.99 2.34 0.42 MS -2.92 4.87 0.60 RS 0.35 -0.61 1.31 3 RL -0.88 2.34 0.38 LS 2.56 4.87 0.53 RL 0.41. -0.09 1.33 4 Li 0.96 2.34 0.41 LL 2.43 4.87 0.50 LL 0.42 -0.36 1.33 5 LL 0.88 2.34 0.38 RS 2.56 4.87 0.53 LL 0.41 -0.09 1.33 6 LL 0.99 2.34 0.42 MS -2.92 4.87 0.60 LS 0.35 -0.61 1.31 '7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.04 LAS' BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right Rooff)es.out - - -- 2 - - - -- - - - -- 0.43 - - -- - - - -- 0.20 3 0.43 0.86 0.20 0.41 4 0.86 0.86 0.41 0.41 5 0.86 0.43 0.41 0.20 6 0.43 -1.49 0.20 3 LOAD COMBINATION if 2 . D1 +CIS +1.55SL Pt)RC..TN ANALYSTS: STRENGTI-i /DEFLEC'T'ION : -------- ---- ---- -Shear ( k ) -- - - - - -- Span Left Left eight Right Id Sup Lap Lap Sup 1 0.00 Sup 0.00 -0.05 2 1.19 Allow -1.49 -1.97 3 1.73 1.25 -1.32 -1.48 4 1.60 1.44 -1.44 -1.60 5 1.48 1.32 -1.25 -1.73 6 1.97 1.49 3.77 -1.19 7 0.05 7.68 1.68 0.00 STRENGTI-i /DEFLEC'T'ION : -------- - - - - -- Moment f -k - - -- - - -- Left Left MidSpan Def.lecti.on (in) Right Right Sup Lap Morn Loc Lap Sup 0.00 Loc 0.00 0.00 Allow 0.01 0.01. -0.05 -4.38 7.40 2.50 7.68 7.68 3.21 -1.64 10.78 3.77 5.17 5.17 3.65 -2.85 10.00 3.65 5.17 5.17 3.77 - 1.64 9.22 3.21 7.68 1.68 2.50 -4.38 12.27 2.34 0.01 0.01 3.84 0.00 0.33 RL 0.00 Span - - ----- -Shear (k ) ------ - - -- - - -- Moment (f -k ) - - -- Moan +Shr Def.lecti.on (in) Id Loc Caic Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.06 2 RL -1.49 2.34 0.64 MS -4.38 4.87 0.90 RS 0.80 -0.95 1.31 3 RL -1.32 2.34 0.56 LS 3.84 4.87 0.79 RL 0.92 -0.13 1.33 4 LL 1.44 2.34 0.62 RL 3.65 4.87 0.75 RL 0.94 -0.55 1.33 5 LL 1.32 2.34 0.56 RS 3.84 4.87 0.79 LL 0,92 -0.1.3 1.33 6 LL 1.49 2.34 0.64 MS -4.38 4,U 0.90 LS 0.80 -0,95 1.31 7 LS 0.05 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.06 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear (k ) Id Left Right - - -- 2 - - - -- - - - -- 0.64 3 0.64 1.29 4 1.29 1.29 5 1.29 0.64 6 0.64 Shear Ratio Left Ri ght 0.30 0.30 0.61 0.61 0.61 0.61 0.30 0.30 LOAD COMBINATION 4� 3 : DL +CTa +0.73LL+0.75NTP1 PURLIN ANALYSIS: STRENGTH /DEFLECT iON: -------------- M -------- Shear(k )-- - - - - -- Span Left Left might= light Id Sup Lap Lap Sup 1 0.00 -0.04 2 0.88 -1.11 -1.46 3 1.29 0.93 -0.98 -1.10 4 1.19 1.07 -1,07 -1.19 5 1.10 0.98 -0.93 -1.29 6 1_.46 1.11 -0.88 7 0.04 0.00 STRENGTH /DEFLECT iON: -------------- M Moment(f -k ) --------------- Span ------ Shear (k ) ------ -------- Moment (f -k ) - - -- Mom +Shr Deflection (in) Id Loc Calc Allow UC Loc Calc A.I..l.ow UC Loc UC Calc Allow 1 RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 L5 0.00 0.05 2 RL -1.11 2.34 0.47 MS W -3.26 4.87 0.67 RS 0.44 - 0.69 1.97 3 RL -0.98 2.34 0.42 LS 2.86 4.87 0.59 RL 0.51. -0.10 2.00 4 RL - 1.07 2.34 0.46 RL 2.72 4.87 0.56 RL 0.52 -0.40 2.00 5 LL 0.98 2.34 0.42 RS 2.86 4.87 0.59 LL 0.51 -0,10 2.00 6 LL 1.I1. 2.34 0.47 MS -3.26 4.87 0.67 LS 0,44 - 0.69 1.97 7 LS 0.04 2.34 0.02 LS 0.01, 4.87 0.00 LS 0.00 0.05 LAP BOLT SHEAR /BEARING: Holt = 0.500 (A307 ) Span Lap Shear(k Id Loft Might 2 0.48 3 0.48 0.96 4 0.96 0.96 5 0.96 0.48 6 0.48 } Shear Ratio Left Riglit 0.23 0.23 0.46 0.46 0.46 0.46 0.23 0.23 LOAD COMBINATION fl: 4 : DL +CL +0.75SL +0.75WP1 ------------------------------------------- - - - - -- PURLIN ANALYSIS: -------- Shear(k ) --- - - ---- Span Left Left Right Right Id Sup Lap Lap Sup - - -- - - - -- - - - -- - - - -- - - - -- 1 0.00 -0.04 2 0.88 -1.11 -1.46 3 1.29 0.93 -0.98 -1.10 4 1.19 1.07 -1.07 -1,19 5 1.10 0.98 -0.93 -1.29 -------- - - - - -- Moment (.f -k ) ---------- --- -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 10.78 2.81 3.85 3.85 2.72 -2.12 10.00 2.72 3.85 3.85 2.81 -1.22 9.22 2.39 5.71 2.z LAP BOLT SHEAR /BEARING: Holt = 0.500 (A307 ) Span Lap Shear(k Id Loft Might 2 0.48 3 0.48 0.96 4 0.96 0.96 5 0.96 0.48 6 0.48 } Shear Ratio Left Riglit 0.23 0.23 0.46 0.46 0.46 0.46 0.23 0.23 LOAD COMBINATION fl: 4 : DL +CL +0.75SL +0.75WP1 ------------------------------------------- - - - - -- PURLIN ANALYSIS: -------- Shear(k ) --- - - ---- Span Left Left Right Right Id Sup Lap Lap Sup - - -- - - - -- - - - -- - - - -- - - - -- 1 0.00 -0.04 2 0.88 -1.11 -1.46 3 1.29 0.93 -0.98 -1.10 4 1.19 1.07 -1.07 -1,19 5 1.10 0.98 -0.93 -1.29 -------- - - - - -- Moment (.f -k ) ---------- --- -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 10.78 2.81 3.85 3.85 2.72 -2.12 10.00 2.72 3.85 3.85 2.81 -1.22 9.22 2.39 5.71 2.z } Shear Ratio Left Riglit 0.23 0.23 0.46 0.46 0.46 0.46 0.23 0.23 LOAD COMBINATION fl: 4 : DL +CL +0.75SL +0.75WP1 ------------------------------------------- - - - - -- PURLIN ANALYSIS: -------- Shear(k ) --- - - ---- Span Left Left Right Right Id Sup Lap Lap Sup - - -- - - - -- - - - -- - - - -- - - - -- 1 0.00 -0.04 2 0.88 -1.11 -1.46 3 1.29 0.93 -0.98 -1.10 4 1.19 1.07 -1.07 -1,19 5 1.10 0.98 -0.93 -1.29 -------- - - - - -- Moment (.f -k ) ---------- --- -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 10.78 2.81 3.85 3.85 2.72 -2.12 10.00 2.72 3.85 3.85 2.81 -1.22 9.22 2.39 5.71 2.z LOAD COMBINATION fl: 4 : DL +CL +0.75SL +0.75WP1 ------------------------------------------- - - - - -- PURLIN ANALYSIS: -------- Shear(k ) --- - - ---- Span Left Left Right Right Id Sup Lap Lap Sup - - -- - - - -- - - - -- - - - -- - - - -- 1 0.00 -0.04 2 0.88 -1.11 -1.46 3 1.29 0.93 -0.98 -1.10 4 1.19 1.07 -1.07 -1,19 5 1.10 0.98 -0.93 -1.29 -------- - - - - -- Moment (.f -k ) ---------- --- -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 10.78 2.81 3.85 3.85 2.72 -2.12 10.00 2.72 3.85 3.85 2.81 -1.22 9.22 2.39 5.71 2.z -------- - - - - -- Moment (.f -k ) ---------- --- -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 10.78 2.81 3.85 3.85 2.72 -2.12 10.00 2.72 3.85 3.85 2.81 -1.22 9.22 2.39 5.71 2.z 2.z 6 1 . 4 6 1.11 7 0.04 S T RENG`1'I3 /DEFLECTION : 12OOMe5.out -0.88 5.71 0.00 0.01 Span -- - - - - -- Shear- (k ) - - - - -- Id Loc Cato Allow UC 1. Rs -0.04 2.34 0.02 2 RL -1.11 2.34 0.47 3 RL - 0.98 2.34 0.42 4 RL -1.07 2.31 0.46 5 LL 0.98 2.34 0.42 6 LL 1.11_ 2.34 0.47 7 LS 0.04 2.34 0.02 J - -AP BOLT SHEAR /BEARING: Bait = 0.500 {A307 ) 1..86 --3.26 12 .26 0.00 0.33 Moment(f -k Loc Calc Allow UC RS 0.01 4.87 0.00 MS -3.26 4.87 0.67 Ls 2.86 4.87 0.59 R1, 2.72 4.87 0.56 RS 2.86 4.87 0.59 MS -3.26 4.87 0.67 LS 0.01 4.87 0.00 Span Lap_Shear(k ) Shear Ratio Id Left might Left Right 2 -------- 0.!8 - - - - -- 0.23 3 0.48 0.96 0.23 0.46 4 0.96 0.96 0.46 0.46 5 0.96 0.48 0.46 0.23 6 0.48 0.69 0.23 3 LOAD COMBINATTON It 5 : 0.6DL +WS1 -------------------------------------------------- PURLIN ANALYSIS: S'PRENGTH /DEFLEC'T'ION : Span, -------- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.69 2.34 0.03 2 -0.61 0.60 0.69 0.91 3 -0.80 -0.57 0.60 0.6-7 4 -0.73 -0.66 0.66 0.73 5 -0.67 -0.60 0.57 0.80 6 -0.91 -0.69 0.61 7 -0.03 0.00 S'PRENGTH /DEFLEC'T'ION : Span, - - - -- -Shear ( k ) ---- ---- - Id Loc Calc Allow UC 1 RS 0.03 2.34 0.01 2 RL 0.69 2.34 0.30 3 RL 0.60 2.34 0.26 Left Left Sup Lap 0.00 0 -00 -3.57 -1.52 -2.36 -1.66 -2.36 -1.72 -3.57 -1.16 0.00 Mom-1- S h r Loc UC LS 0.00 RS 0.44 RL 0.53. RL 0,52 LL 0.51 I,S 0.44 LS 0.00 Moment (f -k ) MidSpan Mom Loc 0.00 0.00 2..09 7.84 0.73 10.83 1.31 10.00 0.73 9.17 2.09 11.83 0.00 0.33 ----- Moment(f -k ) - - -- Mom +Shr Loc Calc Allow UC Loc UC RS 0.00 4.87 0.00 LS 0.00 MS 2.09 3.47 0.60 RS 0.17 LS -1.79 4.87 0.37 RL 0.19 0.01 0.00 Deflection(in) Calc Allow 0.05 -0.69 1.97 -0.10 2.00 -0.40 2.00 -0.10 2.00 -0.69 1.97 0.05 Right Right Lap Sup 0.00 -1.16 -3.57 -1.72 -2.36 -1.66 -2.36 -1.52 -3.57 0.00 0.00 Deflection(in) Calc Allow -0.03 0.52 1.97 0.06 2.00 Ro01De5.out (,r 4 LL -0.66 2.34 0.28 ICI, -1.66 4.87 0.34 RL 0.20 0.30 2.00 5 LL -0.60 2.34 0.26 RS W-1.79 4.87 0.37 LL 0.19 0.06 2.00 6 LL - 0.69 2.34 0,30 MS 2.09 3.47 0.60 LS 0.17 0.52 1.97 7 LS -0.03 2.34 0.01. LS 0.00 4.87 0.00 LS 0.00 --0.03 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear.(k ) Shear Ratio Td Left Right Left Right. 2 Sup 0.30 I.,ap 0.14 3 0.30 0.59 0.14 0.28 4 0.59 0.59 0.28 0.28 5 0.59 0.30 0.28 0.14 6 0.30 0.5'7 0.14 -0.54 LOAD COMBINATION fk 6 : DL +C1.+SL /2.1 -ANx3 PURLIN ANALYSIS: STRENGTH/DEFLECTION: ------- -- - - --- -Shear (k ) -- - - - - -- Span Left Left Right Right Td Sup Lap I.,ap Sup 1 0.00 Sup 0.00 -0.04 2 0.78 Allow -1.01 - 1.33 3 1.22 0.89 -0.82 -0.93 4 0.63 0.5'7 -0.48 -0.54 5 0.53 0.47 -0.47 -0.64 6 0.72 0.54 1.19 -0.43 7 0.02 2.85 2.85 0.00 STRENGTH/DEFLECTION: ------- -- - - - - -- Moment (f -k ) -------------- -- -- - - - -- Left Left MidSpan Deflection (in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Allow 0.01 0.01 -0.04 -2.83 7.27 1.90 5.41 5.41 2.25 -1.48 11.33 1.68 2.55 2.55 1.96 -0.81 10.74 1.18 1.69 1.69 1.19 -0.68 9.00 1.7.9 2.85 2.85 0.96 -1.57 12.32 2.34 0.00 0.00 2.70 0.00 0.33 LS 0.00 Span - - - -- -Shear (k } - -- -- - - - -- Moment (f -k } ---- Mom +Shr Deflection (in) 1d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 2 RL -1.01 2.34 0.43 MS -2.83 4.87 0.58 RS 0.39 -0.56 1.31 3 IlL 0.89 2.34 0.38 LS 2.70 4.87 0.56 LS 0.38 -0.21 1.33 4 LL 0.57 2.34 0.24 LL 1.96 4.87 0.40 LL 0.22 -0.09 1.33 5 LL 0.47 2.34 0.20 RS 1.43 4.87 0.29 RS 0.10 -0.07 1.33 6 LL 0.54 2.34 0.23 MS -1.57 4.87 0.32 LS 0.11 -0.29 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.02 LAP BOLT SHEAR / BEARING: Bolt 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Deft Right I2oofllc5.out 2-5, 2 -------- 0.45 - - - -- 0.21 3 0.45 0.64 0.21 0.30 4 0.64 0.42 0.30 0.20 5 0.42 0.24 0.20 0.11 6 0.24 -0.58 0.11 3 LOAD COMBINATION 1# 7 : DL+CL FSL /2 +AUX4 PURLIN ANALYSIS: STRENGTH /DEFLECTION: ----- ------ -------- Shear(k )- -- - - - -- Span Left Left bight Right Id Sup Lap Lap Step 1 0.00 Sup 0.00 -0.02 2 0.39 Allow -0.58 --0.76 3 1.05 0.73 W-0.99 -1.1.0 4 1.14 1.04 -0.89 -1.00 5 0.59 0.53 -0.40 --0.58 6 0.70 0.53 2.10 -0.44 7 0.02 2.56 2.56 0.00 STRENGTH /DEFLECTION: ----- ------ - - - - -- Moment (f -k ) ------------W--- - - - -- ------ Left Left MidSpan Deflection (in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Allow 0.00 0.00 - 0.02 -1.33_ 6.72 1.57 3.58 3.58 0.92 -1.54 9.77 3.03 4.08 4.08 2.99 -2.01 10.66 1.72 2.66 2.66 2.10 -0.31 10.09 1.09 2.56 2.56 0.71 - 1.69 12.06 2.34 0.00 0.00 3.03 0.00 0.33 RL 0.00 Span ------ Shear(k ) - - - - -- ------ Moment(f -k ) - - -- Mom +Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS - 0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 0.01 2 RL -0.58 2.34 0.25 RS 1.79 4.87 0.37 RL 0.17 -0.17 1.31 3 RL -0.99 2.34 0.42 RL 3.03 4.87 0.62 RL 0.57 -0.26 1.33 4 LL 1.04 2.34 0.44 LL 2.99 4.87 0.61 LL 0.57 -0.39 1.33 5 LL 0.53 2.34 0.23 LL 2.10 4.69 0.45 LL 0.24 0.06 1.33 6 LL 0.53 2.34 0.23 MS -1.69 4.87 0.35 LS 0.09 -0.35 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k Id Left Right 2 0.30 3 0.30 1.02 4 1.02 0.6'7 5 0.67 0.21 6 0.21. Shear _Ratio Leff; Right 0.14 0.1,4 0.48 0.48 0.32 0.32 0.10 0.10 LOAD COMBINATION 4 8 : DL +CL +Sl, /2-FAUXS PURLIN ANALYSIS: STRENGTH /DEFLECTION: [ OOMes.out -------------- - ------- Shear(k )-- - - - - -- Span Left Left Right Right. Id Slip Lap Trap Sup 1 0.00 0.00 Allow -0.02 2 0.44 0.00 -0.53 -0.70 3 0.58 0.40 -0.53 -0.59 4 1.00 0.89 - -7..04 -1.14 5 1.10 0.99 -0.73 -1.05 6 0.76 0.58 1.57 -0.39 7 0.02 0.00 -0,35 0.00 STRENGTH /DEFLECTION: [ OOMes.out -------------- ------ Shear(k NomenL (f-k ) --------- - - - -- - - -- Left Left N1.dSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Lac 0.00 0.00 Allow -- 1.69 7.61 0.71 2.56 2.56 1.09 -0.31 9.92 2.10 2.66 2.66 1.72 -2,02 9.34 2.99 4,08 4.08 3.03 -1.54 10.23 0.92 3.58 3.58 1.57 -1.31 12.95 0.35 0.00 0.00 -0,35 0.00 0.33 3 0.00 Span ------ Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom-1 -Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Lac UC Calc Allow 1 RS -0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 0.02 5 2 RL -0.53 2.34 0.23 MS -1.69 4.87 0.35 RS 0.09 -0,35 1.31 3 RL -0.53 2,34 0.23 RL 2.10 4.69 0.45 RL 0.24 0.06 1.33 4 RL -1.04 2.34 0.44 RL 2.99 4.87 0.61. RL 0.57 --0.39 1.33 5 LL 0.99 2.34 0.42 LL 3.03 4.87 0.62 LL 0.57 -0.26 1.33 6 LL 0.58 2.34 0.25 LS 1.79 4.87 0.37 LL 0.17 -0.17 1.31 7 LS 0.02 2.34 0.07. LS 0.00 4.87 0.00 LS 0.00 0.01 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 -------- 0.21 - - - - -- 0.10 3 0.21. 0.67 0.10 0.32 4 0.67 1.02 0.32 0.48 5 1.02 0.30 0.48 0.14 6 0.30 -0.54 0.14 3 LOAD COMBINATION ;# 9 : DL+CL+SL /2+AUX6 PURLIN ANALYSIS: -------------- kjoment (f -k ) -------.------- -------- Shear(k )-- - - - - -- Span Lett Left Right Right Id ---- -- Sup - - - -- Lap - - - -- Lap - - - -- Sup -- ---- 1 0.00 0.00 -0.02 2 0.43 0.00 -0.54 -0.72 3 0.64 0.47 -0.47 -0.53 4 0.54 0.48 -0.57 -0.63 5 0.93 0.82 -0.89 -1,22 -------------- kjoment (f -k ) -------.------- - Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 -1.57 7.35 0.96 2.85 2.85 1.19 -0.68 11.00 1.19 1.69 1.69 1.18 -0.81 9.26 1.96 2.55 2.55 1.68 -1.48 8.67 2.25 5.41 2-6 6 1.33 1.01 7 0.09 STRENGTH /DEFLECTION: R(o fl) Cs.out -0.78 5.41 0.00 0.01 Span -- -W--- -Shear (k ) - - - - -- Id Loc Calc Allow UC _--_ 1 - -- RS - - - - -- -0.02 - - - -- 2.34 - - -- 0.01 2 R.L -0.54 2.34 0.23 3 RI, -0.47 2.34 0.20 4 RI, - 0.57 2.34 0.24 5 RT -0.89 2.34 0.38 6 LL 1.01 2.34 0.43 7 TES 0.04 2.34 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) 1.90 -2.83 12.39 0.00 0.33 Moment (f-k Loc Calc Allow OC Rs 0.00 4.87 0.00 MS - -1.57 4.87 0.32 LS 1.43 4.87 0.29 RL 1.96 4.87 0.40 RS 2.70 4.87 0.56 MS - 2.83 4.87 0.58 LS 0.01 4.87 0.00 Span Lap Shear(k ) Shear_ Ratio Id Left Right Left Right 2 Sup 0.24 Lap 0.1.1 3 0.24 0.42 0.11 0.20 4 0.42 0.64 0.20 0.30 5 0.64 0.45 0.30 0.21. 6 0.45 0.50 0.21 - 0.61 LOAD COMBINATION 410 DL, +CL +SL /2-1-AUX1 PURLS N ANALYSIS: STRENGTH /DEFLECTION: Span -------- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 -0.95 2.34 -0.04 2 0.84 0.55 -0.95 -1.27 3 0.73 0.55 -0.38 -0.44 4 0.56 0.50 -0.55 - 0.61 5 0.55 0.49 -0.45 -0.62 6 0.71. 0.54 -0.55 -0.43 7 0.02 2.76 0.88 0.00 STRENGTH /DEFLECTION: Span -- -- - - -- -Shear ( k ) - - - - -- Id Loc Calc Allow OC 1 RS - 0.04 2.34 0.02 2 RL, -0.95 2.34 0.41 3 LL 0.55 2.34 0.24 Mom+ S h r Loc 0C LS 0.00 RS 0.11 LS 0.10 RL 0.22 RS 0.38 LS 0.39 Ls 0.00 0.01 0.00 Deflection(in) Calc Allow 0.02 -0.29 1.31 --0.07 1,33 -0.09 1.33 -0.21 1.33 -0.56 1.31 0.04 -------- ---- --- -- Moment (f -k ) --------------- Allow -- Left Left MidSpan 0.00 Right flight Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.80 0.96 4.29 4.29 2.38 --0.21 12.43 1.05 1.46 1.46 0.93 -1.19 9.53 1.42 2.00 2.00 1.49 -0.55 9.36 1.16 2.76 2.76 0.88 - -1.61. 12.23 0.00 0.00 0.00 0.33 0.00 Moment (f - k Loc Calc Allow UC RS 0.01 4.87 0.00 MS -3.26 4.8 "7 0.67 LL 2.38 4.46 0.53 Mom +Shr Loc OC LS 0.00 RS 0.27 LL 0.29 Deflection (in) Calc Allow 0.05 -0.76 1.31 0.1.5 1.33 Z7 RoolDcs. olit 4 RL -0.55 2.34 0.24 RL 1.42 4.87 0,29 RL 0.14 -0.24 1.33 5 LL 0.49 2.34 0.21 LL 1.49 4.87 0.31 LL 0.1.4 - 0.03 1.33 6 LT, 0.54 2.34 0.23 MS -1.61 4.87 0.33 IBS 0.10 -0.31 1.31 7 LS 0.02 2.34 0.01_ LS 0.00 4.87 0.00 LS 0.00 0.02 LAP BOLT SHEAR/BEARING: Bolt == 0.500 (A307 ) Spam Lap Shear (k ) Shear Ratj.o Id Left Fight Leff: Right 2 Sup 0.36 Lap 0.17 3 0.36 0.36 0.17 0.17 4 0.36 0.50 0.17 0.24 5 0.50 0..23 0.24 0.1.7. 6 0.23 0.55 0.11 -.0.56 LOAD COMBINATION 1[11 : DL- 1-CL +SL /2+AUX2 PURLIN ANALYSIS: STRENGTH /DEF'LEC'TTON: -------- - - - - -- Moment (f -k ) --------------- -- - - - - -- Shear ( k ) ---- - ---- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Allow 0,00 -0.02 2 0. 43 0.00 --0.54 T-0, 71 3 0.62 0.45 -0.49 -0.55 4 0.61 0.55 -0.50 -.0.56 5 0.44 0.38 -0.55 -0.73 6 1.27 0.95 7.57 -0.84 7 0.04 0.96 -3.26 0.00 STRENGTH /DEF'LEC'TTON: -------- - - - - -- Moment (f -k ) --------------- - - - -- - Left. Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0,00 0.00 UC 0.00 0.00 1 -1.61 7.43 0.88 2.76 2.76 1.16 -0.55 10.64 1149 2.00 2.00 1.42 -1.19 10.47 0.93 1.46 1.46 1.05 -0.21 7.57 2.38 4.29 4.29 0.96 -3.26 1:1..87 RL 0.01 0.01 0.21 0.00 0.33 4.87 0.00 Span - - - -- -Shear (k ) - - - - -- - - - -- Moment (f--k )---- Morn +Shr Deflect ion (in) 7d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 2,34 0.01 RS 0.00 4.87 0.00 LS 0.00 0.02 2 RL -0.54 2.34 0.23 MS --1.61 4.87 0.33 RS 0.10 -0.31 1.31 3 RL - 0.49 2.34 0.21 RL 1.49 4.87 0,31 RL 0.14 -0.03 1.33 4 I'll 0.55 2.34 0.24 LL 1,42 4.87 0.29 LL 0.14 -0.24 1.33 5 RI, -0.55 2.34 0.24 RL 2.38 4.46 0.53 RL 0.29 0.15 1.33 6 LL 0.95 2.34 0.41 MS -3.26 4.87 0.67 LS 0.27 -0.16 1.31 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.05 LAP BOLT SHEAR /BEARTNG: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Td Left Right Left Right RoOf0e5.nLit 2 --------- 0.23 - - - - -- 0.11 3 0.23 0.50 0.11 0.24 4 0.50 0.36 0.24 0.1.7 5 0.36 0.36 0.1'7 0.17 6 0.36 -0.58 0.17 3 LOAD COMBINATION 412 : DL +CL +SL- I.OAUX1 PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------------- Moment (f -k ) -------- --------- Shear(k )-- - - - - -- Span Left Left Right Right 7:d Sup Lap Lap Sup 1 0.00 Allow 0.00 -0.02 2 0.39 0.00 -0.58 -0.75 3 1.06 0.74 -0.9'7 -1.08 4 1.1.0 0.99 -0.93 -1.04 5 0.98 0.87 -0.84 -1.16 6 1.31 0.99 9.14 -0.79 '7 0.04 1.70 -2.91 0.00 STRENGTH/DEFLECTION: -------------- Moment (f -k ) -------- - - - - - - -- -- Left Left MidSpan ----T- Right Right Sup Lap Nom Loc Lap Sup 0.00 Allow 0.00 0.00 UC 0.00 0.00 1 -1.28 6.66 1.62 3.62 3.62 0.93 -1.60 9.88 2.84 3.87 3.87 2.83 -1.75 10.26 2.34 3.33 3.33 2.40 -1.14 9.14 2.16 5.16 5.16 1.70 -2.91 12.28 RL 0.01 0.01 0.42 0.00 0.33 4.87 0.00 Span - - - - -- -Shear (k ) -- -- - -- -- --- -- _Moment (f - k ) ----T- Moms -Shr Deflection (i.n) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 R S -- 0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 0.01. -- -_ 2 RL - 0.58 2.34 0.25 RS 1.81 4.87 0.37 RL 0.17 -0.15 1.31 3 RL -0.97 2.34 0.42 RL 2.84 4.87 0.58 RL 0.51 -0.28 1.33 4 LL 0.99 2.34 0.42 LL 2.83 4.87 0.58 LL 0.52 --0.30 1.33 5 LL 0.87 2.34 0.37 RS 2.58 4.87 0.53 LL 0.38 -0.7.0 1.33 6 LIB 0.99 2.34 0.42 MS -2.91 4.87 0.60 LS 0.36 -0.60 1.31 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt mm 0.500 (A307 ) Span Lap_Shear(k ) Id Left Right 2 0.30 3 0.30 0.97 4 0.97 0.83 5 0.83 0.43 6 0.43 Shear Ratio Left Right 0.1.4 0.14 0.46 0.46 0.39 0.39 0.20 0.20 LOAD COMBINATION d #1.3 : DLd- CL-LSL- 1.0AUX2 [zoo E em)tit j o PURLIN ANALYSTS: STREN"':ITH /DEFLECTION: -- __Moment ___ - -.m_ -Shear (k ) -Shear (k ) ------- Span Left Left Right Right Td Sup Lap :Lap Slip 1 0.00 0.00 Allow - ---- -- -0.04 2 0.79 0.01 -0.99 -1.31 3 7_.16 0.84 -0.87 -0.98 4 1.04 0.93 -0.99 -1.10 5 1.08 0.97 -0.74 -1.05 6 0.15 0.58 -1.60 -0.39 7 0.02 3.62 1.62 0.00 STREN"':ITH /DEFLECTION: -- __Moment (f -k ) -------- -Shear (k ) ------- - - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow - ---- -- 0.00 0.00 UC 0.01 0.01 1 -2.91 7.38 1.70 5.16 5.16 2.16 -1.14 10.86 2.40 3.33 3.33 2.34 -1.75 9.74 2.83 3.87 3.87 2.84 -1.60 10.12 0.93 3.62 3.62 1.62 - 1.28 13.00 RL 0.00 0.00 0.37 0.00 0.33 4.87 0.00 Span - - - -- -Shear (k ) ------- - - - - -- Moment (f -k ) -- Mom+Shr Deflection (in) Id - - -- Loc - -- Calc - - - - -- Allow -- - - -- UC - - -- Loc - -- Calc -- --- -- Allow - ---- -- UC --- --- Loc - -- UC Calc Allow 1 RS - 0.04 2.34 0.02 RS 0.01 4.87 0.00 LS - - -- 0.00 - - - - -- 0.04 - - - -- 2 RI, -0.99 2.34 0.42 NS -2.91 4.87 0.60 RS 0.36 -0.60 1.31 3 RL - 0.87 2.34 0.37 LS 2.58 4.87 0.53 RL 0.38 -0.10 1.33 4 RL -0.99 2.34 0.42 RL 2.83 4.87 0.58 RL 0.52 -0.30 1.33 5 LL 0.97 2.34 0.42 LL 2.84 4.87 0.58 LL 0.51 -0.28 1.33 6 LL 0.58 2.34 0.25 TJS 1,81 4.87 0.37 LL 0.17 -0.15 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.01 LAP BOLT SHEAR /BEARING: Boat = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 0.43 3 0.43 0.83 0.20 4 0.83 0.97 0.39 5 0.97 0.30 0.46 6 0.30 0.7.4 08 -5054 Purlin SURFACE LAYOUT: 0.20 0.39 0.46 0.14 Layout Report(Surface= 3) 1/ 5/09 5:48pm Surface No. Peak Id Length Row Space 3 40.139 8 1.000 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id Offset Space Width Load Wind Report RooMes.ouf 1 1.056 1.056 3.502 0.93 2 5.948 4.892 4.892 0.66 Y 3 10.840 4.892 4.892 0.66 4 15. "733 4.892 4 . 892 0. 66 5 20.625 4.892 4.892 0.66 6 25.5.1.7 4.892 4.892 0.66 7 30.410 4.892 4.892 0.66 8 35.302 4.892 4.865 0.67 Y Y 537.6 40.139 4.837 1 PURLIN LAYOUT: Bay Span Purlin Id Id Size 1. 8X25ZI6 1 2 8X25216 2 3 8X25ZI6 3 4 8X25ZI6 4 5 8X25ZI6 5 6 8X25ZI6 7 8X25Z1.6 SPECIAL LOADS: Average= 0.69 Span --- Lap(ft) -- No. Unit '.Total {ft) Left Right Brace Weight Weight 0.33 4.89 0 0 0.9 7.5 19.67 1 3.00 1 63.5 507.7 20.00 3.00 1.00 1 67.2 537.6 20.00 1.00 1.00 1 61.6 492.8 20.00 1.00 3.00 1 67.2 537.6 1.9.67 3.00 1 63.5 507.7 0.33 0 0.9 7.5 Total(lb)= 324.8 2598.4 Load Location Start End Load Type 34.539 40.139 Edge Zane Wind 08 -5054 Purlin Report (Surface- 3, Id= 2) rn1/ 5/09W 5:48pm ROOF PURLIN Surface Id = 3 Purlin Id - 2 Offset = 5.95 PURLIN LAYOUT: ( Pur] in 7:d= 2 ) Bay Span Purlin Id Id Size I 8X25216 1 2 8X25ZI6 2 3 8X25216 3 4 8X25ZI6 4 5 8X25Z16 5 6 8X25216 Span ---Lap (f t) -- Load No. (ft) Left Right Width Brace 0.33 4.89 0 19.67 3.00 4.89 1 20.00 3.00 1.00 4.89 1 20.00 1.00 1.00 4.89 1 20.00 1.00 3.00 4.89 1 19.67 3.00 4.89 1 ,3I Roofl)es.out 3 N 7 8X25`L16 0.33 4.89 LOAD COMBINA'T'ION if 1 : Dl,- FCLq-LL PORLIN ANALYSTS: STRENGTH /DEFLECTION: 0 -------------- -- - - --- N;oment (f -k ) -----....- --- -- Span Left Left Right Right Id Sup Lap Lap Sup 1. 0.00 Sup 0.00 -0.04 2 0.79 Allow -0.99 -1.31 3 1.15 0.83 --0.88 -0.99 4 1.07 0.96 -0.96 -1.07 5 0.99 0.88 -0.83 -1.15 6 1.31. 0.99 2.52 -0.79 7 0.04 5.12 5.12 0.00 STRENGTH /DEFLECTION: 0 -------------- -- - - --- N;oment (f -k ) -----....- --- -- -- -- - Left Left tiidSpan Deflection (in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Allow 0.01 0.01. -0.04 -2.92 7.40 1.67 5.12 5.12 2.14 -1.09 10.78 2.52 3.45 3.45 2.43 -1.90 10.00 2.43 3.45 3.45 2.52 -1.09 9.22 2.14 5.12 5.12 1.67 -2.92 12.26 2.34 0.01 0.01 2.56 0.00 0.33 RL 0.00 Span -- - - --- -Shear {k ) -- --- -- --- -- Moment (f -k ) - - -- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow I RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 2 RL -0.99 2.34 0.42 MS -2.92 4.87 0.60 RS 0.35 -0.61 1.31 3 RL -0.88 2.34 0.38 LS 2.56 4.87 0.53 RL 0.41 -0.09 1.33 4 RL -0.96 2.34 0.41 RL 2.43 4.87 0.50 RL 0.42 -0.36 1.33 5 LL 0.88 2.34 0.38 RS 2.56 4.87 0,53 LL 0.41 -0.09 1.33 6 LL 0.99 2.34 0.42 MS -2.92 4.87 0.60 LS 0.35 -0.61 1.31 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0,500 (A307 ) Span Lap Shear(k ) Shear -Right Ratio Id Left Right Left 2 0.43 0.20 3 0.43 0.86 0.20 0.41 4 0.86 0.86 0.41 0.41 5 0.86 0.43 0.41 0.20 6 0.43 0.2.0 LOAD COMBINATION 4 2 : I)L+CL +1..55SL -------------------------------------------------- PURL IN ANALYSIS: -------- Shear(k ) -- - - - - -- -------------- Moment(i --k )-------------- Span heft Left bight Right heft Left MidSpan Right Right RoolDes.out Id Sup Lap Lap Sup Sup Lap Morn Loc Lap Sup 1 0.00 UC Loc -0.05 0.00 UC 0.00 0.00 - -- 0.01 2 1.19 -0.05 -1.49 -1.97 0.01 0.01 -4.38 -7.40 2.50 7.68 3 1.73 1.25 -1.32 --1.48 7.68 3.21 -1.64 1.0.78 3.77 5.17 4 1.60 1.44 -1.44 -1.60 5.17 3.65 -- 2.85 10.00 3.65 5.17 5 1.48 1.32 -1.25 -1.73 5.17 3.77 -1.64 9.22 3.21 7.68 6 1.97 1.49 0.75 -1.1.9 7.68 2.50 -4.38 12.27 LL 0.01 7 0.05 RS 3.84 0.00 0.01 LL 0.00 0.33 1.33 0.00 STRENGTH/DEFLECTION: Span - - -- - Shear ( ) - - - - -- ----- Momment (f -k ) -- Mom +Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.05 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.06 - - - -- 2 RL -1.49 2.34 0.64 MS -4.38 4.87 0.90 RS 0.80 -0.95 1.31 3 RL -1.32 2.34 0.56 LS 3.84 4.87 0.79 RL 0.92 -0.1.3 1.33 4 RL -1.44 2.34 0.62 RL 3.65 4.8 "7 0.75 RL 0.94 -0.55 1.33 5 LL 1.32 2.34 0.56 RS 3.84 4.87 0.79 LL 0.92 -0.13 1.33 6 LL 1.49 2.34 0.64 MS -W4.38 4.87 0.90 LS 0.80 -0.95 1.31 -7 LS 0.05 2.34 0.02 LS 0.01. 4.87 0.00 1,S 0.00 0.06 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Spain Lap Shear_(k ) Shear Ratio Id Lett Right Left Right 2 --------- S 0.64 - - - - -- 0.30 3 0.64 1.29 0.30 0.61 4 1.29 1.29 0.61 0.61 5 1.29 0.64 0.61 0.30 6 0.64 0.30 LOAD COMBINATION If 3 : DL +CL+0.75LL +0.75WP1 'URLIN ANALYSIS: Spann Left Left Right Right Id Sup Lap Lap Sup 1 0.00 - -0.04 2 0.88 -1 . 1.1. -1.46 3 1.29 0.93 -0.98 -1.10 4 1.19 1.07 -1.07 -1.19 5 1.10 0.98 -0.93 -1.29 6 1.46 1.11 -0.88 7 0.04 0.00 STRENGTH /DEFLECTION: ---------- ---- -- Moment (f--k ) ------ --- - - - -- Leff. heft MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 10.78 2.81 3.85 3.85 2.72 -2.12 10.00 2.72 3.85 3.85 2.81 -T1.22 9.22 2.39 5.71 5.71 1.86 - 3.26 1.2.27 0.01 0.01 0.00 0.33 0.00 -3 --------- S Shear(k ) -- - - - - - -- STRENGTH /DEFLECTION: ---------- ---- -- Moment (f--k ) ------ --- - - - -- Leff. heft MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 10.78 2.81 3.85 3.85 2.72 -2.12 10.00 2.72 3.85 3.85 2.81 -T1.22 9.22 2.39 5.71 5.71 1.86 - 3.26 1.2.27 0.01 0.01 0.00 0.33 0.00 -3 -3 Span - - - -- -Shear (k ) ---- - -W- Id Loc Calc Allow DC 1 RS -0.04 2.34 0.02 2 RL - 1.11 2.34 0.47 3 RL -0.98 2.34 0.42 4 LL 1.01 2.34 0.46 5 LL 0.98 2.34 0.42 6 LL 1.11 2.34 0.47 7 LS 0.04 2.34 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) RooMes.out Moment (f-k Loc Calc Allow IIC RS 0.01 4.87 0.00 MS -3.26 4.81 0.67 LS 2.86 4.87 0.59 LL 2.72 4.8`7 0.56 RS 2.86 4.87 0.59 MS -3.26 4.87 0.67 LS 0.01 4.87 0.00 Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 Sup 0.48 Lap 0.23 3 0.48 0.96 0.23 0.46 4 0.96 0.96 0.46 0.46 5 0.96 0.48 0.46 0.23 6 0.48 1.07 0.23 -1.19 LOAD COMBINATION if 4 : DL +CL +0.75SL +0.75WiD1 PURLIN ANALYSIS: S'T'RENGTH /DEFLECTION: Span Id 1 2 3 4 5 6 7 ------ ------T--T- -Shear (k ) - -- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 --0.98 2.34 -0.04 2 0.88 2.34 -1.11 -1.46 3 1.29 0.93 -0.98 --1.10 4 1.19 1.07 -1.07 -1.19 5 1.10 0.98 0.93 -1.29 6 1.46 1.11 2.81 -0.88 7 0.04 5.71 5.71 0.00 S'T'RENGTH /DEFLECTION: Span Id 1 2 3 4 5 6 7 ------ Shear(k ) - - - - -- Loc Calc Allow UC RS --0.04 2,34 0,02 RL -1.11 2.34 0.47 RL --0.98 2.34 0.42 LL 1.07 2.34 0.46 LL 0.98 2.34 0.42 LL 1.11 2.34 0.47 LS 0.04 2.34 0.02 Mom +Shr Deflection (in) Loc UC Calc Allow LS 0.00 0.05 0.00 RS 0.44 -0.69 1.97 RL 0.57. - 0.10 2.00 LL 0.52 - 0.40 2.00 LL 0.51 -0.10 2.00 LS 0.44 -0.69 1.97 LS 0.00 0.05 1.86 -------- - - - - -- Moment (f -k ) -------- 0.00 - -_-- Left Left MidSpan LS Right Right Sup Lap Mom Loc Lap Sup 0.00 4.87 0.00 0.00 --3.26 0.01 0.01 LS -3.26 7.40 1.86 5.71 5.71 2.39 -1.22 1.0.78 2.81 3.85 3.85 2.72 -2.12 7.0.00 2.72 3.85 3.85 2.81 -1.22 9.22 2.39 5.71 5.71 1.86 -3.26 12.27 0.01 0.01 0.00 0.33 0.00 ----- Noment(f -k ) - - -- Loc CaIC Allow UC RS 0.01 4.87 0.00 MS -3.26 4.87 0.67 LS 2.86 4.87 0.59 LL 2.72 4.87 0.56 RS 2.86 4.87 0.59 MS --3.26 4.8"7 0.67 LS 0.01 4.87 0.00 Hom +Shr Loc UC LS 0.00 RS 0.44 RL 0.51 LL 0.52 LL 0.51 LS 0.44 LS 0.00 Deflection (in) Calc Allow 0.05 -0.69 1.97 -- 0.10 2.00 -0.40 2.00 -0.10 2.00 -0.69 1.97 0.05 -31- LAP BOLT SHEAR/BEARING: Bolt - 0.500 (A307 ) Span Lap Shear-(k ) Shear Ratio Id Left Right Left Right 2 1 0.48 UC 0.23 3 0.48 0.96 0.23 0.46 4 0.96 0.96 0.46 0.46 5 0.96 0.48 0.46 0.23 6 0.48 -0.67 0.23 0.57 LOAD COMBINATION If 5 : 0 . 6UL + WS 1 PURLIN ANALYSIS: ---- Shear(k Span Left Left }tight Right Id Sup Lap Lap Sup 1 0.00 UC Loc 0.03 2 -0.61 Loc 0.69 0.91 3 -0.80 -0.57 0.60 0.67 4 -0.73 -0.66 0.66 0.73 5 -0.67 -0.60 0.57 0.80 6 w -0.91. -0.69 0.30 0.61 7 -0.03 0.60 RS 0.00 STRENGTH /DEFLECTION : R001DOS•mit Left Left Sup Lap 0.00 0.00 -3.57 -1.52 -2.36 W-1.66 -2.36 -1.72 -3.57 -1.16 0.00 Moment ( f -k ) MidSpan Mom Loc 0.00 0.00 2.09 7.84 0.73 10.83 1.31 10.00 0.73 9.17 2.09 11.83 0.00 0.33 Right Right Lap Sup 0.00 -1.16 -3.57 -1.72 -2.36 -1.66 -2.36 -1.52 -3.57 0.00 0.00 Span ------ Shear(k ) --- - - -- ----- Moment(f -k ) - - -- Mom -1 -Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 -0.03 2 RL 0.69 2.34 0.30 MS 2.09 3.47 0.60 RS 0.17 0.52 1.97 3 RL 0.60 2.34 0.26 LS -1.79 4.87 0.37 RL 0.19 0.06 2.00 4 RL 0.66 2.34 0.28 RL -1.66 4.87 0.34 RL 0.20 0.30 2.00 5 LL, --0.60 2.34 0.26 RS - -1.79 4.87 0.37 LL 0.19 0.06 2.00 6 LL -0.69 2.34 0.30 MS 2.09 3.47 0.60 LS 0.17 0.52 1.97 7 LS -0.03 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 -0.03 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k Id Left Right 2 0.30 3 0.30 0.59 4 0.59 0.59 5 0.59 0.30 Shear Ratio Left Right. 0.14 0.14 0.28 0.28 0.28 0.28 0.14 3 1r RoofT)es.out '34 6 0.30 0.14 LOAD COMBINATION 4 6 : DL +CL +SL /2 +AUX3 PURLIN ANALYSIS: STRENGTH /DEFLECTION: -------------- - - - - - -- -Shear ( k ) ----- ---- -- Span Left Left R:i.ght Right Id Sup Lap Lap Sup 1 0.00 Lap ----- Sup -0.04 2 0.78 0.00 -1.01 -1.33 3 1.22 0.89 -0.82 -0.93 4 0.63 0.57 -0.48 W-0.54 5 0.53 0.47 -0.47 -0.64 6 0.'72 0.54 1.69 -0.43 7 0.02 1.19 2.85 0.00 STRENGTH /DEFLECTION: -------------- - - - -- Moment (f--k ) -------------- - - - -- - - -- Left Left MidSpan Deflection (in) Right: Right Sup - - - -- Lap - - - -- Mom - - - -- Loc - - - -- Lap ----- Sup 0.00 Loc 0.00 0.00 Allow 0.01 0.01 --0.04 -2.83 7.27 1.90 5.41 5.41 2.25 - 1.48 7.1.33 1.68 2.55 2.55 1.96 -0.81 1 -0.74 1.18 1.69 1.69 1.19 -0.68 9.00 1.19 2.85 2.85 0.96 -1.57 12.32 2.34 0.00 0.00 2.70 0.00 0.33 LS 0.00 Span - - - -- -Shear ( k ) - - - - -- - - - -- Moment (f -k ) - - -- Mom- 1 -Shr_ Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS --0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 2 RL -1.01 2.34 0.43 MS -2.83 4.87 0.58 RS 0.39 -0.56 1.31 3 LL 0.89 2.34 0.38 LS 2.70 4.87 0.56 LS 0.38 - 0.21 1.33 4 LL 0.57 2.34 0.24 LL 1.96 4.87 0.40 LL 0.22 -0.09 1.33 5 LL 0.47 2.34 0.20 RS 1.43 4.87 0.29 RS 0.10 --0.07 1.33 6 LL 0.54 2.34 0.23 MS -1.57 4.87 0.32 LS 0.11 -0.29 1.31. 7 LS 0.02 2_.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Spam Lap Shear(k ) Shear Ratio Id Left: Right Left Right 2 0.45 0.21 3 0.45 0.64 0.21 0.30 4 0.64 0.42 0.30 0.20 5 0.42 0.24 0.20 0.11 6 0.2.4 0.11 LOAD COMBINATION It 7 : DL +CL +SL /2 °1-AUX4 ------------------------- ------------------- - - - - -- PURLIN ANALYSIS: --- - --- --Shear (k ) -- - - - - -- -------- - - - - -- Moment (f -k ) --------- - - - -W- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup 1 0.00 Nom +Shr 0.00 -0.02 2 0.39 0.00 -0.58 -0.76 3 1.05 0.73 --0.99 -1.10 4 1.14 1.04 -0.89 -1.00 5 0.59 0.53 -0.40 -0.58 6 0.70 0.53 10.09 -0.44 7 0.02 0.71. -1.69 0.00 STRENGTH/DEFLECTION: 1100 Mcsx tit Sup Lap Mom Loc Lap Sup 0.00 Nom +Shr 0.00 0.00 Calc 0.00 0.00 Loc -1.31 6.72 1.57 3.58 3.58 0.92 -1.54 9.77 3.03 9.08 4.08 2.99 -2.02 10.66 1.12 2.66 2.66 2.10 -W0.31 10.09 1.09 2.56 2.56 0.71. -1.69 12.06 0.1.7 0.00 0.00 -0.99 0.00 0.33 RL 0.00 Span --- -.. --Shear ( k ) - - - - --- _-- -- Moment (f-k ) - - -- Nom +Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 RS -0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 2 RL -0.58 2.34 0.25 RS 1.79 4.87 0.37 RL 0.1.7 3 RL -0.99 2.34 0.42 RL 3.03 4.87 0.62 RL 0.57 4 LL 1.04 2.34 0.44 LL 2.99 4.87 0.61 LL 0.57 5 LL 0.53 2.34 0.23 LL 2.10 4.69 0.45 LL 0.24 6 LL 0.53 2.34 0.23 MS -1.69 4.87 0.35 LS 0.09 7 LS 0.02 2.34 0.01 LS 0.00 4.8'7 0.00 LS 0.00 LAP BOLT SHEAR /BEARING: 301t == 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 - - - - - 0.30 - ---- 0.14 3 0.30 1.02 0.14 0.48 4 1.02 0.67 0.48 0.32 5 0.6'7 0.21 0.32 0.10 6 0.21 -0.53 0.10 3 LOAD COMBINATION 4 8 : DL +CL +SL /2+AUX5 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Deflection (in) Calc Allow 0.01 - - - - - -- -Shear (k ) --- - ---- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup 0.00 -0.02 2 0.44 -0.53 -0.70 3 0.58 0.40 --0.53 -0.59 4 7..00 0.89 -1.04 -1.14 5 1.10 0.99 -0.73 -°1.05 6 0.76 0.58 3.03 -0139 7 0.02 3.58 3.58 0.00 STRENGTH /DEFLECTION: Deflection (in) Calc Allow 0.01 -0.17 1.31 - 0.26 1.33 -W0.39 1.33 0.06 1.33 -0.35 1.31 0.02 Mom -------------- Moment. (f -k ) -------------- Left Left Mid5pan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 -1.69 7.61 0.71 2.56 2.56 1.09 -0.31 9.91 2.10 2.66 2.66 1.72 -2.01 9.34 2.99 4.08 4.08 3.03 -1.54 10.23 0.92 3.58 3.58 1.57 -1.31 12.95 0.00 0.00 0.00 0.33 0.00 J7 Span Id 1 2 3 4 5 6 7 ------ Shear(k ) - - - - -- Loc Calc Allow uC RS -0.02 2.34 0.01 RL -0.53 2,34 0.23 RL - 0.53 2.34 0.23 RL -1.04 2.34 0.44 LL 0.99 2.34 0.42 LL 0.58 2.34 0.25 LS 0.02 2.34 0.01 LAP BOLT SHEAR /BEARING: Solt - 0.500 (A307 ) RoofDes.out Moment(f -k Loc Calc Allow uC RS 0.00 4.87 0.00 MS -1.69 4.87 0.35 RL 2.10 4.69 0.45 RL 2.99 4.87 0.61 LL 3.03 4.87 0.62 LS 1.'79 4.87 0.37 LS 0.00 4.87 0.00 Span Lap Shear (k ) Shear Ratio Id Left Right Left Right 2 Sup 0.21 Lap 0.10 3 0.21 0.67 0.10 0.32 4 0.67 1.02 0.32 0.48 5 1.02 0.30 0.48 0.14 6 0.30 0.48 0.14 -0.63 LOAD COMBINATION 1# 9 : DL +CL +SL /2+AUX6 PURLIN ANALYSTS: STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 6 7 ------ -------- Shear(k )-- - - - - -- Span Left Left Right Bight Id Sup Lap Lap Sup 1 0.00 - 0.47 2.34 -0.02 2 0.43 2.34 -0.54 -0.'72 3 0.64 0.47 -0.47 -0.53 4 0.54 0.48 -0.57 -0.63 5 0.93 0.82 -0.89 -1.22 6 1.33 1.01 1.68 -0.18 7 0.04 5.41 5.41 0.00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 6 7 ------ Shear(k ) - - - - -- Loc Calc Allow uC RS -0.02 2.34 0.01 RL µ0.54 2.34 0.23 RL - 0.47 2.34 0.20 RL -0.57 2.34 0.24 RL -0.89 2.34 0.38 LL 1.01 2.34 0.43 LS 0.04 2.34 0.02 Mom+Shr Deflection(in) Loc UC Calc Allow LS 0.00 0.02 Calc R,S 0.09 -0.35 1.31 RL 0.24 0.06 1.33 RL 0.57 -0.39 1.33 LL 0.5'7 -0.26 1.33 LL 0.1 "7 -0.1'7 1.31. LS 0.00 0.01 0.96 -------- - - - - -- Moment (f -k ) --------------- Calc -- Left Left MidSpan 4.87 Right Right Sup Lap Mom Loc Lap Sup 0.00 RL 0.00 0.00 0.40 0.00 0.00 4,87 -1.57 7.35 0.96 2.85 2.85 1.19 -0.68 11.00 1.19 1.69 1.69 1.18 -0.81 9.26 1.96 2.55 2.55 1.68 -1.48 8.67 2.25 5.41 5.41 1.90 -2.83 12.39 0.01 0.01 0.00 0.33 0.00 - ---w- -Moment ( f -k ) - - -- Loc Calc Allow uC RS 0.00 4.87 0.00 MS -1.57 4.87 0.32 LS 1.43 4.87 0.29 RL 1.96 4.87 0.40 RS 2.70 4,87 0.56 MS -2.83 4.87 0.58 LS 0.01 4.87 0.00 Mom +Shr Deflection(in) Lac UC Calc Allow LS 0.00 0.02 RS 0.11 -0.29 1,31. I'S 0.10 -0.07 1.33 RL 0.22 --0.09 1.33 RS 0.38 - 0.21 1.33 LS 0.39 -0.56 1.31 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k Id Left Right 2 0.24 3 0.24 0.42 4 0.42 0.64 5 0.64 0.45 6 0.45 Shear Ratio Left �Right 0.1.1 0.1.1 0.20 0.20 0.30 0.30 0.21. 0.21 :LOAD COMBINA'T'ION 1[10 : DL+CL+SL /2 +AUX1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: RooMes.out --- ------- - - --W- Moment - -W -- - - -- Shear (k ) ----- - - -- Span Left Left might Right. Id Sup Lap Lap Sup 1 0.00 Allow 0.00 -0.04 2 0.84 0.01 -0.95 -1.27 3 0.73 0.55 - 0.38 - -0.44 4 0.56 0.50 --0.55 -0.61. 5 0.55 0.49 -0.45 -0,62 6 0.71. 0.54 9.36 -0.43 .7 0.02 0.88 -1.61 0.00 STRENGTH /DEFLECTION: RooMes.out --- ------- - - --W- Moment (f -k ) --------------- -Shear (k ) - W --- -- Left Left MidSpan tight Right Sup Lap Moan Loc Lap Sup 0.00 Allow 0.00 0.00 UC 0.01 0.01 1 -3.26 7.80 0.96 4.29 4.29 2.38 -0.21. 12.43 1.05 1.46 1.46 0.93 -1.19 9.53 1.42 2.00 2.00 1.49 - -0.55 9.36 1.16 2.76 2.76 0.88 -1.61 1.2.2.3 LL 0.00 0.00 0.24 0.00 0.33 4.46 0.00 Span - --- - -- -Shear (k ) - W --- -- - - - -- Moment (f -k )---- Mom +Shr_ Deflection (in) Id Loc Cal-c Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.34 0,02 RS 0.01 4.87 0,00 LS 0.00 0.05 2 RL -0,95 2.34 0.41 MS -3.26 4.87 0.67 RS 0.27 -0.76 1.31 3 LL 0.55 2.34 0.24 LL 2.38 4.46 0.53 LL 0.29 0.15 1.33 4 RL -0.55 2.34 0.24 RL 1.42 4.87 0.29 RL 0.14 - -0.24 1.33 5 LL 0.49 2.34 0.21 LL 1,49 4.87 0.31 LL 0.14 -0.03 1.33 6 LL 0.54 2.34 0.23 MS -1.61 4.87 0.33 LS 0.10 -0.32 1.31 7 LS 0.02 2.34 0.01. T,S 0.00 4,87 0.00 LS 0.00 0.02 LAS' BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 5 Lap_She,ar(k } Left Right~ 0.36 0.36 0.36 0.36 0.50 0.50 0.23 Shear Ratio Left Right 0.17 0.17 0.17 0.17 0.24 0.24 0.11 j q Roofi)es.out 40 6 0.23 0.11 LOAD COMBINATION #1.1 : DL+C7.f SL /2+AUX2 PORLIN ANALYSIS: S TRENGTI-I / DE I! LTCT I ON : -------- -------- Shear(k ) -------- - - - -- Span Left Left Right Right Id - - - -- Sup - - - -- Lap - - - -- Lap - - - -- Sup - - - -- 1, 0.00 Sup - - - -- 0.00 0.02 2 0.43 Allow -0.54 -0.71 3 0.62 0.45 --0.49 -0.55 4 0.61 0.55 -0.50 -0.56 5 0.44 0.38 -0.55 -0.73 6 1.27 0.93 1.05 -0.84 7 0.04 4.29 4.29 0.00 S TRENGTI-I / DE I! LTCT I ON : -------- - - - - -- Moment (f -k ) -------------- - - - -- - - - -- Left Left MidSpan Deflection (in) Fight Right Sup - - - -- Lap -___- Mom -___- Loc - - - -- Lap - - - -- Sup - - - -- 0.00 Loc 0.00 0.00 Allow 0.00 0.00 - - - - -- - 0.02 -1.61 7.43 0.88 2.76 2.76 1.16 - 0.55 10.64 .I.49 2.00 2.00 1.42 -1.19 10.47 0.93 1.46 1.46 1.05 -0.21 7.57 2.38 4.29 4.29 0.96 -3.26 11.87 2.34 0.01 0.01 1.49 0.00 0.33 RL 0.00 Span - - - -- -Shear (k ) - - - - -- - - - -- Moment (f -k } - --- -- Momi -Shr Deflection (in) Td Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- 1 - -- RS - - - - -- - 0.02 - - - -- 2.34 - - -- 0.01 - -- RS - - - - -- 0.00 - - - -- 4.87 - - -- 0.00 - -- LS - - -- 0.00 - - - - -- 0.02 - - - -- 2 RL -0.54 2.34 0.23 MS -1.61 4.87 0.33 RS 0.10 -0.31 1.31. 3 RL -0.49 2.34 0.21 RL 1.49 4.87 0.31 RL 0.14 -0.03 1.33 4 LL 0.55 2.34 0.24 LL 1.42 4.87 0.29 LL 0.14 -0.24 1.33 5 RL -0.55 2.34 0.24 RL 2.38 4.46 0.53 RL 0.29 0.15 1.33 6 LL 0.95 2.34 0.41 MS -3.26 4.87 0.67 LS 0.27 - 0.76 1.31 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.05 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left- Right - - -- 2 - - - -- - - - -- 0.23 - - -- - - - -- 0.11 3 0.23 0.50 0.11 0.24 4 0.50 0.36 0.24 0.17 5 0.36 0.36 0.17 0.1.7 6 0.36 0.17 LOAD COMBINA'T'ION 412 : DL+CL+SL--- 1.0AUX1 PURLIN ANALYSIS: -------- Shear(k ) -- - - - - -- -------------- Moment(f -k )-------- -- -- -- Span Left Left Right Right; Left Left MidSpan Right Right Id --- - -- Sup - - - -- Lap - - - -- Lap - - - -- Sup ------ -- 1 0.00 Morn +Shr 0.00 -0.02 2 0.39 0.00 -0.58 -0.75 3 1.06 0.74 --0.97 -1.08 4 1.1.0 0.99 -0.93 -1.04 5 0.98 0.87 -0.84 -1.16 6 1.31 0.99 9.14 -0.79 7 0.04 1.70 - 2.91 0.00 STRENGTH/DEFLECTION: koo(Des.oui Sup Lap Mom Loc Lap Sup 0.00 Morn +Shr 0.00 0.00 Calc 0.00 0.00 Loc -1.28 6.66 1.62 3.62 3.62 0.93 -1.60 9.88 2.84 3.87 3.87 2.83 -1.75 10.26 2.34 3.33 3.33 2.40 --1.14 9.14 2.16 5.16 5.16 1.70 - 2.91 12.28 0.17 0.01 0.01 -0.97 0.00 0.33 RL 0.00 Shan - - - - -- Shear ( k ) - - - ---- - - - -- Moment (f-k ) ----- Morn +Shr Id Loc Calc Allow UC Loc Calc Allow UC 1,oc UC 1 RS - 0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 2 RL -0.58 2.34 0.25 RS 1.81 4.87 0.37 RI, 0.17 3 RL -0.97 2.34 0.42 RL 2.84 4.87 0.58 R.L 0.51 4 LL 0.99 2.34 0.42 LL 2.83 4.87 0.58 LL 0.52 5 LL 0.87 2.34 0.37 RS 2.58 4.87 0.53 LL 0.38 6 LL 0.99 2.34 0.42 MS - 2.91 4.87 0.60 LS 0.36 7 LS 0.04 2.34 0.02 LS 0.01. 4.87 0.00 LS 0.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Leff. Right Left - Right 2 1 0.30 Loc 0.14 3 0.30 0.97 0.14 0.46 4 0.97 0.83 0.46 0.39 5 0.83 0.43 0.39 0.20 6 0.43 1.08 0.20 -0.74 LOAD COMBINATION #13 : DL +CL +SL--- 7_.OAUX2 -------------------------------------------------- PURLIN ANALYSIS: ----- Shear(k Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Loc Lap --0.04 2 0.79 0.00 -0.99 -1.31 3 1.16 0.84 -0.87 -0.98 4 1.04 0.93 -0.99 -1.10 5 1.08 0.97 -0.74 -1.06 6 0.75 0.58 3.87 -0.39 7 0.02 10.12 0.93 0.00 STRENGTH/DEFLECTION: Deflection (in) Calc Allow 0.01 -0.15 1.31 -0.28 1.33 -0.30 1.33 -0.10 1.33 -0.60 1.31 0.04 -------------- Roment (i:-k ) --------------- Left Left MidSpan Right Right Sup Lap Mori Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 -2.91. 7.38 1..70 5.16 5.16 2.16 -1.14 10.86 2,40 3.33 3.33 2.34 -1.75 9.74 2.83 3.87 3.87 2.84 -1.60 10.12 0.93 3.62 3.62 1.62 -1.28 13.00 0.00 0.00 0.00 0.33 0.00 a Rooft)mout IT Span -- - -- -Shear (k ) ----- ----- ----- Moment (f -k ) -- - -- Momi-Shr- Deflection (in) Id Lac Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 20.00 2 RL -0.99 2.34 0.42 MS -2.91 4.87 0.60 RS 0.36 -0.60 1.31 3 RL - 0.87 2.34 0.37 LS 2.58 4.87 0.53 RL 0.38 -0.10 1.33 4 RL --0.99 2.34 0.42 RL 2.83 4,87 0.58 RL 0.52 - -0.30 1.33 5 LL 0,97 2.34 0.42 LL 2.84 4.87 0.58 LL 0.51 - 0.28 1.33 6 LL 0.58 2.34 0.25 LS 1.81 4.87 0.3'7 LL 0.17 -0.15 1_.31 7 LS 0.02 2.34 0,01 LS 0.00 4.8`7 0.00 LS 0.00 0.01 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A30 ") ) Span L,ap_Shear ( k ) Shear Id Leff. Right Left 2 0.43 3 0.43 0.83 0.20 4 0.83 0.97 0,39 5 0.97 0.30 0.46 5 0.30 0.14 08 -5054 Purlin Ratio Right 0.20 0.39 0.46 0.:1-4 Report (Surface= 3, Id= 8) 1/ 5/09 5:48pm ROOF PURLIN Surface Id = 3 Purlin Id = 8 Offset = 35.30 Edge Strip = 5.60 PURLIN LAYOUT: (Purlin Id= 8) Bay Span Purlin Span --- Lap(ft) -- Load No. Id Id Size (ft) Left Right Width Brace 1 8X25Z16 0.33 4.86 0 1 2 8X25Z16 19.67 3.00 4.86 1 2 3 8X25Z16 20.00 3.00 1.00 4.86 1 3 4 8X25716 20.00 1.00 1.00 4.86 1 4 5 8X25Z16 20.00 1.00 3.00 4.86 1 5 6 8X25Z16 19.67 3.00 4.86 1 7 8X25Z16 0.33 4.86 0 LOAD COMBINATION 1� 1 : DL+CL+ LL PURLIN ANALYSIS: STRENGTII / DEFLECT ION: RoofDes.oat W-------------- --------- Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Allow 0.00 0.00 -0.04 2 0.79 Allow -0.99 -1.30 3 1.15 0.83 -0.87 -0.98 4 1.06 0.96 -0.96 -1.06 5 0.98 0.87 -0.83 -1.15 6 1.30 0.99 -2.91 1.2.27 -0.79 7 0.04 -0.61 0.00 0.33 0.00 STRENGTII / DEFLECT ION: RoofDes.oat W-------------- --- -- Moment(f -k ) - - -- - - - --- Left Left MidSpan Right, Right Sup 1,ap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 - - -___ _0.01 0.01 Allow -2.91 7.40 1.66 5.09 5.09 2.13 - 1.09 1.0.'78 2.50 3.43 3.43 2.42 -1.89 10.00 2.42 3.43 3.43 2.50 -1.09 9.22 2.13 5.09 5.09 1.66 -2.91 1.2.27 0.60 0.01 0.01 -0.61 0.00 0.33 3 0.00 Span --- -- - Shea.r (k ) ------ - - - --- Moment (f -k ) - - -- Morn+ hr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 -- 2 RL -0.99 2.34 0.42 MS -2.91 4.87 0.60 RS 0.35 -0.61 1.31 3 RL - 0.87 2.34 0.37 LS 2.55 4.87 0.52 RL 0.40 -0.09 1.33 4 LL 0.96 2.34 0.41 LL 2.42 4.87 0.50 LL 0.4]. -0.35 1.33 5 LL 0.87 2.34 0.37 RS 2.55 4.87 0.52 LL 0.40 -0.09 1.33 6 LL 0.99 2.34 0.42 MS -2.91 4.8'7 0.60 LS 0.35 -0.61 1.31 7 LS 0.04 2.34 0.02 LS 0.01 4.8'7 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING : Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 -------- 0.42 0.20 3 0.42 0.86 0.20 0.41 4 0.86 0.86 0.41 0.41 5 0.86 0.42 0.41 0.20 6 0.42 -1.48 0.20 3 LOAD COMBINATION It 2 : DL +CL +1.55SL P€JRLIN ANALYSIS: -- ------- -------- Shear(k ) -------- Span Left Left Right Right. Id Sup Lap Lap Sup 1 0.00 Sup 0.00 -0.05 2 1.18 _ -- -1.48 -1.96 3 1.72 1.24 -1.31 -1.47 4 1.59 1.44 -1.44 - 1.59 5 1.47 1.31 --1.24 -1.72 6 1.96 1.48 3.75 -1.18 7 0.05 7.63 7.63 0.00 -- ------- - - - - - -- Moment (f -k ) ---- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 _ -- 0.01 0.01 -4.36 7.40 2.48 7.63 7.63 3.19 -1.63 10.78 3.75 5.14 5.14 3.63 - -2.83 10.00 3.63 5.14 5.14 3.75 -1.63 9.22 3.19 7.63 7.63 2.48 -4.36 12.27 0.01 0.01 0.00 0.33 0.00 43 STRENGTH /DE 1! EC'TION: Span ------ Shear(k ) - - - - -- Id Loc Calc Allow uc 1 RS -0.05 2.34 0.02 2 RL -1.48 2.34 0.63 3 RL -1.31 2.34 0.56 4 LL 1.44 2.34 0.61 5 LL 1.31 2.34 0.56 6 LL 1.48 2.34 0.63 7 LS 0.05 2.34 0.02 LAP 1307'].' SHEAR /BEARING: Bolt = 0.500 (A307 ) RoolDes.ow Moment(f -k Loc Calc Allow uc RS 0.01 4.87 0.00 MS -4.36 4.87 0.89 LS 3.82 4.87 0.78 LL 3.63 4.87 0.74 RS 3.82 4.87 0.78 MS -4.36 4.8'7 0.89 LS 0.01 4.87 0.00 Span Lap Shear(k ) Shear. ]Ratio Id Left Right Left Right 2 Sup 0.64 2.34 0.30 3 0.64 1.29 0.30 0.61 4 1.29 1.29 0.61 0.61 5 1.29 0.64 0.61 0.30 6 0.64 1.46 0.30 0.42 LOAD COMBINATION 4 3 : DI,+CL+0.75LL+0.75WP1 PURLIN ANALYSIS: Spam Id 1 2.. 3 4 5 6 7 --- - - --W -Shear (k ) -------- -- Shear(k ) - Left Left Right Right Sup Lap Lap Sup 0.00 2.34 0.02 -0.04 0.88 -1,10 1.1.0 -1.46 1.28 0.92 -0.98 -1.09 1.19 1.07 -1.07 -1.19 1.09 0.98 -0.92 - 1.28 1.46 1.10 0.42 -0.88 0.04 2.70 -2.11. 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- Id Loc Calc Allow UC 1 RS -0.04 2.34 0.02 2 RL -1,10 2.34 0.47 3 RL -0.98 2.34 0.42 4 LL 1.07 2.34 0.46 5 LL 0.98 2.34 0.42 Marna -Sbr, Defl.ection(in) Lac UC Calc Allow LS 0.00 0.06 0.00 RS 0.79 -0.94 1.31 RL 0.97- -0.13 1.33 LL 0.93 -0.55 1.33 LL 0.91 -0.13 1.33 LS 0.79 -0.94 1.31. LS 0.00 0.06 1.85 --------- - - - - -- Moment (f -k ) -------------- 0.00 N1S Left Left Mi.dSpan LS Right Right Sup Slap Mom Loc Lap Sup 0.00 4.87 0.00 0.00 0.01 0.01 -3.24 7.40 1.85 5.68 5.68 2.38 -1.21 10.78 2.79 3.83 3.83 2.70 -2.11. 10.00 2.'70 3.83 3.83 2.79 -1.21 9.22 2.38 5.68 5.68 1.85 -3.24 12.27 0.01 0.01 0.00 0.33 0.00 Moment (f-k Loc Calc Allow UC RS 0.01 4.87 0.00 N1S --3.24 4.87 0.67 LS 2.84 4.87 0.58 LL 2.70 4.87 0.55 RS 2.84 4.87 0.58 Mom+Shr Deflection(in) Loc 0c Calc Allow LS 0.00 0.05 RS 0.44 -0.68 1.97 RL 0.50 -0.10 2.00 LL 0.52 -0.40 2.00 LL 0.50 -0.10 2.00 f4 RoofCS.ouI 6 LL 1.10 2.34 0.47 MS --3.24 4,87 0.67 LS 0.44 -0.68 1.97 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.05 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 -------- 0.47 - - - - -- 0.22 3 0.47 0.96 0.22 0.45 4 0.96 0.96 0.45 0.45 5 0.96 0.47 0.45 0.22 6 0.47 -1.10 0.22 3 ,OAD COMBINATION It 4 : DL+CL +0.75SL +0.75WP1 -------------------------------- W-- - --------------- _ IIURLIN ANALYSIS: STRENGTH /DEFLECTION: Span -------- Shear(k )-- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap - - - -- Lap - - - -- Sup - - - -- 1 0.00 -1.1.0 2.34 -0.04 2 0.88 -0.98 -1.10 -1.45 3 1.28 0.92 -0.98 -1.09 4 1.19 1.07 -1.07 -1.19 5 1.09 0.98 -0.92 -1.28 6 1.46 1.10 2.34 -0.88 7 0.04 1.85 - 3.24 0.00 STRENGTH /DEFLECTION: Span -- - ----- - Shear ( k ) - - - - -- Id Loc Calc Allow UC - - -- 1 - -- RS - - - - -- -0.04 - - - -- 2.34 - - -- 0.02 2 RL -1.1.0 2.34 0.47 3 RL -0.98 2.34 0.42 4 LL 1.07 2.34 0.46 5 LL 0.98 2.34 0.42 6 LL 1.10 2.34 0.47 7 LS 0.04 2.34 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) ---------- M-µ- -- Moment (f -k ) -------- Moment(f -k ) - - - - -- Left Left MidSpan Allow Right Right Sup Lap Mom Loc Lap Sup 0,00 MS 0.00 0.00 0.67 0.01 0.01 LS - 3.2.4 7.40 1.85 5.68 5.68 2.38 -1.21 10.78 2,79 3.83 3.83 2.70 -2.11 10.00 2.70 3.83 3.83 2.79 -1.21 9.22 2.38 5.68 5.68 1.85 - 3.24 12.27 0.00 0.01 0.01 0.00 0.33 0.00 ----- Moment(f -k ) - - -- Mom +Shr Loc Calc Allow OC Loc UC RS 0.01 4.87 0.00 LS 0.00 MS -3.24 4.87 0.67 RS 0.44 LS 2.84 4.87 0.58 RL 0.50 LL 2.70 4.87 0.55 LL 0.52 RS 2.84 4.87 0.58 LL 0.50 MS - -3.24 4.87 0.67 LS 0.44 LS 0.01 4.87 0.00 I,S 0.00 Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 0.47 0.22 Deflection(in) Calc Allow 0.05 -0.68 1.97 -0.10 2.00 -0.40 2.00 -0.10 2.00 -0.68 1.97 0.05 Root1 moot m 3 0.47 0.96 0.22 0.45 4 0.96 0.96 0.45 0.45 5 0.96 0.47 0.45 0.22 6 0.47 0.22 LOAD COMBINATION it 5 : 0,6DL +WS1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Left Lef t Sup Lap 0.00 0.00 3.85 --1.62 2.58 -1.82 2.58 --1.88 3.85 -1.25 0.00 Moment (f--k ) MidSpan Mom Loc 0.00 0.00 2.22 7.54 0.81 10.80 1.42 10.00 0.81 9.20 2.22 12.12 0.00 0.33 Right Right Lap Sup 0.00 -1.25 -3.85 --1.88 -2.58 - 1.82 -2.58 -1.62 -3.85 0.00 0.00 Span -------- Shear(k ) -------- - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Allow UC 0.03 2 -0.61 Allow 0.75 0.99 3 -0.86 -0.62 0.66 0.74 4 --0.80 -0.72 0.72 0.80 5 -0.74 -0.66 0.62 0.86 6 -0.99 -0.75 3.47 0.61 7 - 0.03 0.55 1.97 0.00 STRENGTH /DEFLECTION: Left Lef t Sup Lap 0.00 0.00 3.85 --1.62 2.58 -1.82 2.58 --1.88 3.85 -1.25 0.00 Moment (f--k ) MidSpan Mom Loc 0.00 0.00 2.22 7.54 0.81 10.80 1.42 10.00 0.81 9.20 2.22 12.12 0.00 0.33 Right Right Lap Sup 0.00 -1.25 -3.85 --1.88 -2.58 - 1.82 -2.58 -1.62 -3.85 0.00 0.00 Span - - - -- -Shear (k ) - - - - -- - - -. -- Moment (f -k ) -- - Vjom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 -0.04 2 RL 0.75 2.34 0.32 MS 2.22 3.47 0.64 RS 0.20 0.55 1.97 3 RL 0.66 2.34 0.28 LS -1.93 4.87 0.40 RL 0.23 0.07 2.00 4 RL 0. "72 2.34 0.31 RL -1.82 4.87 0.37 RL 0.23 0.32 2.00 5 LL -0.66 2.34 0.28 RS -1.93 4.87 0.40 LL 0.23 0.07 2.00 6 LL -0.75 2.34 0.32 MS 2.22 3.47 0.64 LS 0.20 0.55 1.97 7 LS -0.03 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 -0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right= Left Right 2 0.32 0.15 3 0.32 0.64 0.1.5 0.31 4 0.64 0.64 0.31 0.31 5 0.64 0.32 0.31 0.15 6 0.32 0.15 LOAD COMBINATION ff 6 : DT.,-i CL +SL /2 +AUX3 PURLIN ANALYSIS: STRE"NGTI-I /DEFLECTION : ►2oofT)MOLH ---- W--__ - W--- ----- Shear (k ) -- - - - - -- Span Left Left Right Right Id Sup .Lap Lap Sup 1 0.00 Sup 0.00 -0.04 2 0.78 Allow -1.00 -1.32 3 1.21 0.89 -0.82 -0.92 4 0.62 0.57 -0.48 -0.54 5 0.52 0.46 -0.46 - -0.64 6 0.71 0.54 1.18 -0.43 7 0.02 2.84 2.84 0.00 STRE"NGTI-I /DEFLECTION : ►2oofT)MOLH ---- W--__ - - - - -- Moment (f -k ) -------------- - - - -- ----- Left Left MidSpan Deflection(in) Fight Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Allow 0.01 0.01 -0.04 -2.81 7.27 1,89 5.38 5.38 2.23 -1.47 11.33 1.67 2.54 2.54 1.95 - 0.81 10.74 1.17 1.68 1.68 1.18 --0.67 9.00 1.18 2.84 2.84 0.95 -1.56 12.32 2.34 0.00 0.00 2.69 0.00 0.33 LS 0.00 Span ------ Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Moms -Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 2.34 0.02 RS 0.01 4.87 0.00 LS 0.00 0.04 5 2 RL -1.00 2.34 0.43 MS --2.81 4.87 0.58 RS 0.38 -0.56 1.31. 3 LIB 0.89 2.34 0.38 LS 2.69 4.87 0.55 LS 0.37 -0.21 1.33 4 LL 0.57 2.34 0.24 LL 1.95 4.87 0.40 LL 0.22 -0.09 1.33 5 LL 0.46 2.34 0.20 RS 1.42 4.87 0.29 RS 0.10 -0.07 1.33 6 LL 0.54 2.34 0.23 MS -1.56 4.87 0.32 LS 0.11 -0.29 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 ------ 0.45 - - - - -- 0.21 3 0.45 0.63 0.21 0.30 4 0.63 0.42 0.30 0.20 5 0.42 0.24 0.20 0.11 6 0.24 -0.58 0.1.1 3 LOAD COMBINATION # 7 : DL +CL+SL /2 +A0X4 PURL1N ANALYSIS: --------------- ------ --Shear (k ) -- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup 0.00 -0.02 2 0.39 -0.58 -0.75 3 1.04 0.72 -0.98 -1.09 4 1.14 1.03 --0.89 -1.00 5 0.59 0.53 -0.40 -0.57 6 0.70 0.53 2.09 -0.44 7 0.02 2.54 2.54 0.00 --------------- Moment. (f -k ) -------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 -1.31 6.72 1.56 3.56 3.56 0.91 -1.53 9.77 3.02 4.06 4.06 2.97 -2.00 10.66 1.71 2.65 2.65 2.09 -0.30 10.09 1.08 2.54 2.54 0.70 -1.68 12.06 0.00 0.00 0.00 0.33 0.00 F STRENGTH/DEFLECTION: Span ------ Shear(k ) - - - - -- Id Loc Calc Allow UC 1. RS -0.02 2.34 0.01 2 RL -0.58 2.34 0.25 3 RL -0.98 2.34 0.42 4 LL 1.03 2.34 0.44 5 LL 0.53 2.34 0.23 6 LL 0.53 2.34 0.22 7 LS 0.02 2.34 0.01 LAP BOLT SHEAR /HEARING: Bolt = 0.500 (A307 ) EZoof motet -----Moment(]'--k )---- Loc Calc Allow UC RS 0.00 4.87 0.00 RS 1.78 4.87 0.36 RL 3.02 4.87 0.62 LL 2.97 4.87 0.61 LL 2.09 4.69 0.45 MS -1.68 4.87 0.34 LS 0.00 4.8 "7 0.00 Span I.ap Shear(k ) Shear Ratio Id - - -- Left - - - -- Right - - - -- Left - - -- Right - - - -- 2 Sup 0.30 2.34 0.14 3 0.30 1.01 0.14 0.48 4 1.01, 0.66 0.48 0.31 5 0.66 0.21 0.31 0.10 6 0.21. 0.75 0.10 0.42 LOAD COMBINATION # 8 : D1,+CL-, ST, /2 +AUX5 PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 - - - - - -- -Shear (k ) ----- - - - -- Left Left Right Right Sup Lap Lap Sup 0.00 2.34 0.01 -0.02 0.44 -0.53 -0.53 -0.70 0.57 0.40 -0.53 -0.59 1.00 0.89 -1.03 - 1.14 1.09 0.98 -0.72 -1.04 0.75 0.58 0.42 -0.39 0.02 1.71 -2.00 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- 1d Loc Calc Allow uc 1 RS -0.02 2.34 0.01 2 RI, -0.53 2.34 0.22 3 RL -0.53 2.34 0.23 4 RL - 1.03 2.34 0.44 5 LL 0.98 2.34 0.42 Mom+Shr Deflection (in) Loc UC Calc Allow LS 0.00 0.01 0.00 R7, 0.16 -0.7.7 1.31 RL 0.56 -0.25 1.33 LL 0.57 -0.39 1.33 LL 0.24 0.06 1.33 LS 0.09 -0.35 1.31 LS 0.00 0.02 0.70 -------------- 0.00 Moment (f -k ) -------- 0.00 - - - - -- Left Left MidSpan RL Right Right Sup Lap Mom Loc Lap Sup 0.00 4.87 0.00 0.00 0.00 0.00 -1.68 7.61. 0.70 2.54 2.54 1.08 -0.30 9.91 2.09 2.65 2.65 1.71 -2.00 9.34 2.97 4.06 4.06 3.02 -1.53 10.23 0.91 3.56 3.56 1.56 -1.31 12.95 0.00 0.00 0.00 0.33 0.00 Moment (f-k Loc Calc Allow UC RS 0.00 4.87 0.00 MS -1.68 4.87 0.34 RL 2.09 4.69 0.45 R1, 2.97 4.87 0.61 LL 3.02 4.87 0.62 Mom+Shr Loc UC LS 0.00 RS 0.09 RL 0.24 RL 0.57 LL 0.56 Deflection (.in) Calc Allow 0.02 -0.35 1.31 0.06 1.33 -0.39 1.33 -0.25 1.33 6 LL 0.58 2.34 0.25 LS 7 LS 0.02 2.34 0.01 LS LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 Sup 0.21 Lap 0.10 3 0.21 0.66 0.10 0.31 4 0.66 1.01 0.31 0.48 5 1.01 0.30 0.48 0.14 6 0.30 0.48 0.14 -0.62 RooMes.out 1.'78 4.8'7 0.36 LL 0.16 0.00 4.87 0.00 LS 0.00 LOAD COMBINATION If 9 : DL+CL+SL /2+AUX6 ?URLIN ANALYSIS: STRENGTH /DEFLECTION: --0.17 1.31 0.01 -- µ------ -------- Shear(k )--- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Sup 0.00 -0.02 2 0.43 - --0.02 -0.54 -0.71 3 0.64 0.46 -0.46 -0.52 4 0.54 0.48 -0.57 -0.62 5 0.92 0 . 82 -0.89 -1,21. 6 1.32 1.00 1.67 -0.78 7 0.04 5.38 5.38 0.00 STRENGTH /DEFLECTION: --0.17 1.31 0.01 -- µ------ - - - - -- Moment (f -k ) -------- ----- - - - - -- Left Left MidSpan Id Right Right Sup Lap Mom Lac Lap Sup 0.00 UC 0.00 0.00 - --0.02 0.00 0.00 RS -1.56 7.35 0.95 2.84 2.84 1.18 -0.67 11.00 1.18 1.68 1.68 1.17 -0.81 9.26 1.95 2.54 2.54 1.67 -1.47 8.67 2.23 5.38 5.38 1.89 -2.81 12.39 0.10 0.01. 0.01 -0.57 0.00 0.33 RL 0.00 Span ------ Shear ( k ) -- ----- - - - -- Moment (f -k ) - - -- Mom+Shr Id Loc Ca lc Allow UC Loc Calc Allow UC Loc UC 1 RS - --0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 2 RL -0.54 2.34 0.23 MS -1.56 4.87 0.32 RS 0.11 3 RL -0.46 2.34 0.20 LS 1.42 4.87 0.2.9 LS 0.10 4 RL -0.57 2.34 0.24 RL 1.95 4.87 0.40 RL 0.22 5 RL - 0.89 2.34 0.38 RS 2.69 4.87 0.55 RS 0.37 6 LL 1.00 2.34 0.43 MS -2.81 4.87 0.58 LS 0.38 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 LAP BOLT SHEAR /BEARING: Holt = 0.500 (A307 } Span Lap_Shear(k } Shear Ratio Id Left Right Left Right 2 0.24 0.11 Deflection(in) Calc Allow 0.02 -0.29 1.31 -0.07 1.33 - -0.09 1.33 -0.21 1.33 -0.56 1.31. 0.04 41 Roo fl) es. oil t 3 0.24 0.42 0.1.1 0.20 4 0.42 0.63 0.20 0.30 5 0.63 0.45 0.30 0.21 6 0.45 0.21 LOAD COMBINATION x(10 : DL+CL+S1j/2 +AUX1 ---------------------------------------------- ---- -- PURLIN ANALYSIS: STRENGTH /DEFLECTION : -------- --- W--- ---- Shear. (k ) - -- __ Span Left Le f t R.i_ght Right Id Sup Lap Lap Slap 1 0.00 Allow 0.00 0.00 -0.04 2 0.83 Allow -0.95 -1.27 3 0.72 0.55 -0.38 -0.44 4 0.55 0.49 -0.55 -0.61 5 0.54 0.48 -0.44 -0.62 6 0.71 0.54 -1.60 12.23 -0.43 7 0.02 -0. 76 0.00 0.33 0.00 STRENGTH /DEFLECTION : -------- - - - - -- moment (f -k ) -------.------- - - - -- - - - -- Left Left Mi.dSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 Loc 0 -01 0.01 Allow -3.24 7.80 0.95 4.27 4,27 2,37 - -0.21 1.2 . 43 1.04 1 . 45 1.45 0.93 -1.19 9.53 1.41 1.99 1.99 1.48 - 0.55 9.36 1.15 2.74 2.74 0.87 -1.60 12.23 0.66 0.00 0.00 -0. 76 0.00 0.33 3 0.00 �-o Span - - - -- -Shear (k ) - - - - -- - - - -- Moment (f -k ) --- --- Mom +Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow - - -- 1 - -- RS - - - - -- -0.04 - - - -- 2.34 - - -- 0.02 - -- RS - - - - - -- 0.01 - - - -- 4.87 - - -- 0.00 ----- LS -- -- 0.00 - - - - -- 0.05 - - - -- 2 RL -0.95 2.34 0.40 NS -3.24 4.87 0.66 RS 0.27 -0. 76 1.31 3 LL 0.55 2.34 0.23 LSD 2.37 4.46 0.53 LL 0.29 0.15 1.33 4 RL -0.55 2.34 0.24 RL 1.41 4.87 0.29 RL 0.14 -0.23 1.33 5 LL 0.48 2.34 0.21 LL 1.48 4.87 0.30 LL 0.14 - 0.03 1.33 6 LL 0.54 2.34 0.23 MS -1.60 4.87 0.33 LS 0.10 -0.31. 1.31 7 LS 0.02 2.34 0.01 LS 0.00 4.87 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k } Id Left Right - - -- 2 - - - -- - - - -- 0.36 3 0.36 0.36 4 0.36 0.50 5 0.50 0.23 6 0.23 Shear Ratio Left Right 0.17 0.17 0.17 0.17 0.24 0.24 0.11 0,11 LOAD COMBINATION #11 : DL4CL +SL /21 -AUX2 PURLIN ANALYSIS: STRENGTH /DEFLECTION: RoofDes.nut -------- - - - - -- Foment -k -------- Shear(k )-- - - - - -- Span Left Left Right Right Id ---- Sup - - - -- Lap ----- Lap - - - -- Sup ----- 1 0.00 Allow 0.00 -0.C2 2 0.43 0.00 -0.54 -0.71 3 0.62 0.44 -0.48 -0.54 4 0.61 0.55 -0.49 W -0.55 5 0.44 0.38 -0.55 - 0.72 6 1.27 0.95 7.57 -0.83 7 0.04 0.95 -3.24 0.00 STRENGTH /DEFLECTION: RoofDes.nut -------- - - - - -- Foment -k - - - -- -Shear (k ) - Left Left Mi.dSpan - - -- Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 0.00 0.00 UC 0100 0.00 1 -1.60 7.43 0.87 2.74 2.74 1.15 -0.55 10.64 1..48 1.99 1.99 1.41 -1.19 1.0.47 0.93 1.45 1.45 1.04 -0.21 7.57 2.37 4.27 4.27 0.95 -3.24 11.87 RL 0.01 0.01 0.21 0.00 0.33 4.87 0.00 Span - - - -- -Shear (k ) - - - - -- - - - -- Moment (:ff-k ) - - -- Moms -Star Deflection (in) 1d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 2.34 0.01 RS 0.00 4.87 0.00 LS 0.00 0.02 5 2 RL -0.54 2.34 0.23 MS --1.60 4.87 0.33 RS 0.10 -0.31 1.31 3 RL -0.48 2.34 0.21 RL 1.48 4.87 0.30 RL 0.14 -0.03 1.33 4 LL 0.55 2.34 0.24 LL 1.41 4.87 0.29 LL 0.14 --0.23 1.33 5 RL - 0.55 2.34 0.23 RL 2.37 4.46 0.53 RL 0.29 0.15 1.33 6 LL 0.95 2.34 0.40 MS -3.24 4.87 0.66 LS 0.27 -0.76 1.31 7 LS 0.04 2.34 0.02 LS 0.01 4.87 0.00 LS 0.00 0.05 :GAP BOLT SMEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k } Id Left Right - - -- 2 - - - -- - - - -- 0.23 3 0.23 0.50 4 0.50 0.36 5 0.36 0.36 6 0.36 2 Shear Ratio Left Right 0.11 0.11_ 0.24 0.24 0.17 0.1.7 0.17 0.17 LOAD COMBINATION U2 : DL +CL +SL-1.0AUX1 --------------------------------------------------- PURLIN ANALYSIS: ---------- - - - - - -- -Shear (k ) ----- ----- Span Left Deft Right Right Id -- - -- Sup - - - -- Lap - - - -- Lap - - - -- Sup - - - -- 1 0.00 Sup 0.00 -- -0.02 2 0.38 -0.58 -0.75 3 1.05 0.73 -0.9? -1.08 4 1.09 0.98 -0.93 --1.04 5 0.97 0.87 -0.84 -1.15 6 1.31 0.99 2.39 -0.79 7 0.09 5.1.3 5.13 0.00 ---------- - - - - -- Moment (f -k ) -------- - - - - -- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 --1.28 6.66 1.61 3.60 3.60 0.92 -1.59 9.88 2.83 3.85 3.85 2.81 -1.74 10.26 2.32 3.31 3.31 2.39 --1.14 9.14 2.14 5.1.3 5.13 1.69 -2.89 12.28 0.01 0.01 0.00 0.33 0.00 STRENGTH /DEPL1 CTIObi: Span ------ Shear(k )- - - - --- Id Loc Calc Allow UC 1 RS - 0.02 2.34 0.01 2 RI., -0.58 2.34 0.25 3 RL -0.97 2.34 0.42 4 LL 0.98 2.34 0.42 5 LL 0.87 2.34 0.37 6 LL 0.99 2.34 0.42 7 LS 0.04 2.34 0.02 LAP BOLT SHEAR /BEARING: Bolt .._ 0.500 (A307 ) RoofDes.out Moment (f - k Loc Calc Allow UC RS 0.00 4.87 0.00 RS 1.80 4.87 0.37 RIJ 2.83 4.87 0.58 LL 2.81 4.87 0.58 RS 2.56 4.87 0.53 MS -2.89 4.87 0.59 LS 0.01 4.87 0.00 Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 -------- 0.30 - - - - -- 0.14 3 0.30 0.96 0.14 0.46 4 0.96 0.83 0.46 0.39 5 0.83 0.43 0.39 0.20 6 0.43 - -0.99 0.20 3 LOAD COMBINATION #13 : DL+CL-+-SL- I.OADX2 -------------------------------------------- - -- --- PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span -------- Shear(k ) -- - - - - -- Span Left Left Right Right Id - - -- Sup - - - -- Lap - - - -- Lap - - - -- Sup - - - -- 1 0.00 -0.99 2.34 -0.04 2 0.79 -0.87 - -0.99 -1.31 3 1.15 0.84 -0.87 -0.97 4 1.04 0.93 -0.98 -1.09 5 1.08 0.97 -0.73 -1.05 6 0.75 0.58 2.83 -0.38 7 0.02 3.60 3.60 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- Id Loc Calc Allow UC I RS - 0.04 2.34 0.02 2 RL -0.99 2.34 0.42 3 RL -0.87 2.34 0.37 4 RL -0.98 2.34 0.42 5 LL 0.97 2.34 0.42 Mom+Shr Deflection(in) Loc tic Calc Allow LS 0.00 0.01 0.00 RL 0.17 -0.15 1.37. RI, 0.51 -0.28 1.33 LL 0.51 -0.30 1.33 LL 0.38 --0.10 1.33 LS 0.36 -0.60 1,31 LS 0.00 0.04 1.69 -------------- 0.01 Moment(f -k )-------- 0.00 - - - - -- Left Left MidSpan LS Right Right Sup - - - -- Lap - - - -- Mom - - - -- Loc __ Lap - - - -- Sup - - - -- 0.00 4.87 0.00 0.00 0.01 0.01 -2.89 7.38 1.69 5.13 5.13 2.14 -1.14 10.86 2.39 3.31 3.31 2.32 --1.74 9.74 2.81 3.85 3.85 2.83 -1.59 10.12 0.92 3.60 3.60 1.61 -1.28 13.00 0.00 0100 0.00 0.33 0.00 Mo +Went (f -k Loc Calc Allow UC RS 0.01 4.87 0.00 MS -2.89 4.87 0.59 LS 2.56 4.87 0.53 RL 2.81 4.87 0.58 LL 2.83 4.87 0.58 Momd -Shr Deflection (in) Loc UC Calc A1. .low LS 0.00 0.04 RS 0.36 -0.60 1.31 RL 0.38 -0.10 1.33 RL 0.51 -0.30 1.33 LL 0.51 -0.28 1.33 Roof])mout 13 6 LL 0.58 2.34 0.25 LS 1.80 4.87 0.37 LL 0.1'7 -0.15 1.31 7 LS 0.02 2.34 0.01, LS 0.00 4.87 0.00 LS 0.00 0.01. LAP BOLT ,SHEAR /BEARING: Bolt _ 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.43 0.20 3 0.43 0.83 0.20 0.39 4 0.83 0.96 0.39 0.46 5 0.96 0.30 0.46 0.14 6 0.30 0.14 08- -5054 1n -Plane Roof Force -1./ 5/09 5:48pm Win (k }= Design load in the plane of the purlin web Wout(k ) =- Design load in the plane of the purlin flange P1 (k )= Force in plane of roof per anti -roll clip URLIN ROLE, FORCES: Surf Load Line - -Roof Load- - Id Id Id Win Wout P1 2 1. 1 6.79 0.57 0.11 2 1 2 20.22 1.68 0.35 2 1 3 16.86 1.40 0.29 2 1 4 16.86 1.40 0.29 2 1 5 20.22 1.68 0.35 2 1 6 6.78 0.57 0.11 2 3 1 7.57 0.44 0.15 2 3 2 22.56 1.30 0.46 2 3 3 18.81 1.09 0.38 2 3 4 18.81 1.09 0.38 2 3 5 22.56 1.30 0.46 2 3 6 7.57 0,44 0.15 2 5 1 -5.21 0.03 -0.14 2 5 2 -14.02 0.09 --0.39 2 5 3 -11.54 0.08 -0.32 2 5 4 - 11.54 0.08 -0.32 2 5 5 -14.02 0.09 -0.39 2 5 6 - 5.2.1. 0.03 -0.14 3 1 7. 6.79 -0.57 0.11 3 1 2 20.22 -1.68 0.35 3 1 3 16.86 -1.40 0.29 3 1 4 16.86 -1.40 0.29 3 1 5 20.22 -1.68 0.35 3 1 6 6. "78 -0.57 0.11 3 3 1 7.57 -0.44 0.15 3 3 2 22.56 -1.30 0.46 3 3 3 18.81 -1.09 0.38 3 3 4 18.81 -1.09 0.38 3 3 5 22.56 -1.30 0.46 3 3 6 7.57 -0.99 0.15 Roof77es.out 'E 3 5 1 -5.21 -0.03 -0.14 3 5 2 -14.02 -0.09 -0.39 3 5 3 -11-54 -0.08 -0.32 3 5 4 -11.54 -0.08 -0.32 3 5 5 14.02 - -0.09 -0.39 3 5 6 -5.21 -0.03 -0.1.4 CHECK ON PURLIN CLIP: - - -- -Stand Surf Line Id Id Row Type 2 L EW 8 Weld 2 RF 8 Weld 2 R EW 8 Weld 3 L EW 8 Weld 3 TRF 8 Weld 3 R EW 8 Weld PANEL SHEA Surf Line Id Id 2 L EW 2 RF 2 R EW 3 L EW 3 RF 3 R EW Ord Pur_ Thick 0.250 0.250 0.250 0.250 0.250 0.250 lin Connection - -- -- Force /Perlin -- Calc Allow UC 0.15 1.25 0.12 0.46 1.25 0.37 0.1.5 1.25 0.12 0.15 1.25 0.12 0.46 1.25 0.37 0.15 1.25 0.12 Type Description --Required-..An-Li,-Roll.-Connection--- Force/Connection No. Type Thick Calc Allow UC clip Bolted clip Weld [melded clip Gusset Welded clip with gusset Bolt Direct bolt /short welded clip Strap Bolted strap R /FURL Panel Calc 29.3 48.5 29.3 29.3 48.5 29.3 IN ANTI ROLL LOCATION: Shear DS ARO1al, No. Allow Id Purlin 75.0 75.0 75.0 75.0 75.0 75.0 Purl.i.n Location 08 -5054 Roof Panel Summary 1/ 5/09 5:48pm PANEL, LAYOUT: Surf Surface No. Max Id Part - - -- -- - - - - -- Type Gage Yield Length - - -- - - - -- - - - -- --- - - -- Perlin - - - - - -- Space 2 PBR26 PR 26.00 80.0 40.14 8 - - - -- 4.892 3 PBR26 PR 26.00 80.0 40.14 8 4.892 PANEL STRENGTH: Surf Load Support_ Moment(ft- lb /ft) Midspan Moment(ft- lb /ft) Id Area Id Offset Calc Mn /sf Ratio Offset Calc Mn /sf Ratio 2 Left 1. 4.8 54.4 130.8 0.42 1.9 - -39.6 116.1 0.34 2 4.8 29 . 9 130.8 0.23 1.9 -21 . `7 116.1 0.19 PANEL DEFLECTION: Surf -94.2 3 2 Center 1. 2 Left 2 29.9 1.30.8 3 2 Right 1 2 Center 2 130.8 0.42 3 3 Left 1 2 Right 2 0.81 35.3 3 3 Center 1 3 Left 2 35.3 -94.2 3 3 Right 1 3 Center 2. 29.9 130.8 3 PANEL DEFLECTION: Surf -94.2 Load Id Area Id 2 Left 4 29.9 1.30.8 5 4.8 -59.2 6 2 Center 4 130.8 0.42 5 29.9 130.8 6 2 Right 4 0.81 35.3 5 130.8 0.42 6 3 Left 4 35.3 -94.2 5 0.81 35.3 6 3 Center 4 29.9 130.8 5 35.3 -59.2 6 3 Right 4 130.8 0.42 5 29.9 130.8 6 LOAD COMBINATION: Load Id Description 1 DL+SL 2 DL +-WP1 3 DL +WS 1 4 SL 5 WP1 6 WS1 4.8 -94.2 1.16.1 0.81. 4.8 54.4 130.8 0.42 4.8 29.9 1.30.8 0.23 4.8 -59.2 116.1 0.51 4.8 54.4 130.8 0.42 4.8 29.9 130.8 0.23 4.8 -94.2 116.1 0.81 35.3 54.4 130.8 0.42 35.3 29.9 130.8 0.23 35.3 -94.2 116.7. 0.81 35.3 54.4 130.8 0.42 35.3 29.9 130.8 0.23 35.3 -59.2 116.1 0.51. 35.3 54.4 130.8 0.42 35.3 29.9 130.8 0.23 35.3 --94.2 116.1 0.81 - - - - -D Offset 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 37.7 37.7 37.7 37.7 37.7 37.7 37.7 37.7 37.7 ef.lect Calc -0.10 -0.05 0.25 -0.10 -0.05 0.17 --0.10 -0.05 0.25 -0.10 -0.05 0.25 -0.10 --0.05 0.17 -0.10 -0.05 0.25 ion (in) - - - -- Limit Ratic 0.32 0.30 0.48 0.10 0.48 0.51 0.32 0.30 0.48 0.10 0.48 0.34 0.32 0.30 0.48 0.10 0.48 0.51 0.32 0.30 0.48 0.10 0.48 0.51 0.32 0.30 0.48 0.1.0 0.48 0.34 0.32 0.30 0.48 0.10 0.48 0.51 2.0 82.4 130.8 0.63 1.9 -39.6 116.1 0.34 1.9 -21.7 116.1 0.19 2.0 54.2 130.8 0.41 1.9 - 39.6 116.1 0.34 1..9 -21.7 116.1 0.1.9 2.0 82.4 130.8 0.63 38.2 -39.6 116.1_ 0.34 38.2 -21.7 116.1 0.19 38.2 82.4 130.8 0.63 38.2 -39.6 116.1 0.34 38.2 -21.7 116.1 0.19 38.2 54.2 130.8 0.41 38.2 -39.6 116.1 0.34 38.2 -21.7 116.1 0.19 38.2 82.4 130.8 0.63 08 -5054 Roof Diagonal Bracing Report - - - -___ ._._1/ 5/09- 5 :48pm PANEL SHEAR: 12oof1 moul Vn /sf __. 0.0 Calc Wind = 28.1 Seismic = 84.7 DIAGONAL BRACING: >� DIAGONAL BRACING: Bay Col Wind _Max Seismic Flax Id Brace `Pension (k ) Horz Bay Brace Loc. ------ D.iag_Brace - - - -- - - -- Wind -�--- - -- Seismic -- Max Id Start End Type S_i.ze Part Calc Pn /sf Calc Pn /sf UC 2 0.00 19.45 C 0.250 C--1 /4 1..78 3.33 2.83 3.33 0.85 5.60 19.45 34.07 C 0.250 C -1/4 0.73 3.33 1.10 3.33 0.33 5.60 34.07 40,00 C 0.250 C--1/4 C 0.00 3.33 0.19 3.33 0.06 5.60 40.00 50.80 C 0.250 C -1/4 0.17 3.33 0.40 3.33 0.12 5.60 50.80 65.43 C 0.250 C -1 /4 0.95 3.33 1.51, 3.33 0.45 65.43 80.00 C 0.250 C -1 /4 1.74 3.33 2.71. 3.33 0.81 4 0.00 19.45 C 0.250 C -1/4 1.'78 3.33 2.83 3.33 0.85 19.95 34.07 C 0.250 C -1/4 0.73 3.33 1.30 3.33 0.33 34.07 40.00 C 0.250 C -1/4 0.00 3.33 0.1.9 3.33 0.06 40.00 50.80 C 0.250 C -1/4 0.17 3.33 0.40 3.33 0.1.2 50.80 65.43 C 0.250 C -1/4 0.95 3.33 1.51 3.33 0.45 65.43 80.00 C 0.250 C -1/4 1.74 3.33 2.71 3.33 0.81 08 -5054 Sidewall Diagonal Bracing Report 1/ 5/09 5:48pm PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Vn /sf 2 100.0 36.4 111.9 75.0 4 100.0 36.6 111..9 75.0 DIAGONAL BRACING: BASE REACTIONS: Wall Bay Col Wind _Max Seismic Flax Id Brace `Pension (k ) Horz Wall Bay Brace Loc ------ Diag_ Brace ---- - - -- Wind - -- -- Seismic -- Max Id Id Bot Top Type Size Part Calc Pn /sf Calc Pn /sf UC 2 2 0.0 14.0 C 0.31.3 C --5/16 2.13 5.60 4.82 5.60 0.86 2 4 0.0 14.0 C 0.313 C -5/16 2.13 5.60 4.82 5.60 0.86 4 2 0.0 14.0 C 0.313 C -5/16 2.14 5.60 4.82 5.60 0.86 4 4 0.0 14.0 C 0.313 C -5/16 2.14 5.60 4.82 5.60 0.86 BASE REACTIONS: Wall Bay Col Wind _Max Seismic Flax Id Id Id Horz Vert (+ / -) Horz Vert (+ /--) 2 2 2 -1.82 1_.10 -2.89 1.'75 2 2 3 1.82 1.10 2.89 1.75 2 4 4 -1.82 1.10 -2.89 1.75 2 4 5 1.82 1.1.0 2.89 1.75 4 2 2 -1.83 1.11 - 2.89 1.75 4 2 3 1.83 1.11. 2.89 1.75 ROOT )es.uift 4 4 4 - -1,83 1.11 -2.89 1.75 4 4 5 1.83 1.11 2,89 1.75 08 -5054 Braced Purlin Report 1/ 5/09 5:48pm Surf Span Brace Purlin Td Id Loc. Size 2 2 19.4 8X25216 2 3 2. 4 2 5 2 6 2 2 2 3 2 4 1.9.4 8X25716 19.4 8X25Z16 19.4 8X25Z16 19.4 8X25716 34.1 8X25216 34.1 8X25716 34.1 8X25Z16 Load Id 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 9 5 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 5 6 ---- Axial(k ) - - -- Calc Allow uC 0.80 6.43 0.12 0.80 6.43 0.12 0.50 6.43 0.08 0.37 6.43 0.06 0.37 6.43 0.06 0.50 6.43 0.08 1.39 6.43 0.22 1.39 6,43 0.22 1.81 6.43 0,28 1.35 6.43 0.21 1.35 6.43 0.21 1.81 6.43 0.28 0.11 6.43 0.02 0.11. 6.43 0.02 0.21 6.43 0.03 0.16 6.43 0.02 0.16 6.43 0.02 0.21 6.43 0.03 1.39 6.43 0.22 1.39 6.43 0,22 1.81 6.43 0.28 1.35 6.43 0.21 1.35 6.43 0.21 1.81 6.43 0.28 0.80 6.43 0.12 0.80 6.43 0.12 0.50 6.43 0.08 0.37 6.43 0,06 0.37 6.43 0.06 0.50 6.43 0.08 0.68 6.43 0.11 0.68 6.43 0.11_ 0.32 6.43 0.05 0.24 6.43 0.04 0.24 6.93 0.04 0.32 6.43 0.05 0.68 6.43 0.11. 0.68 6.43 0.11 0.76 6.43 0.12 0.57 6.43 0.09 0.57 6.43 0.09 0.76 6.43 0.12 0.10 6.43 0.02 0.10 6.43 0.02 0.13 6.43 0.02 0.09 6.43 0.01 0.09 6.43 0.01 0.13 6.43 0.02 - -Momen L (f - k )-- Calc .Allow uC -1.55 4.87 0.32 1.22 3.47 0.35 -0.30 4.87 0.06 -4.27 4.87 0.88 -2.28 4.87 0.47 -0.13 4.87 0.03 1.35 4.8'7 0.28 -1.07 4.87 0.22 0.26 4.87 0.05 3.74 4.87 0.77 2.00 4.87 0.41 0.11 4.00 0.03 1.29 4.87 0.26 -1.01 4.87 0.21 0.25 4.87 0.05 3.56 4.87 0.73 1.90 4.87 0.39 0.1 -7, 3.72 0.03 1.35 4.87 0.28 -1.07 4.87 0.22 0.26 4.87 0.05 3.74 4.87 0.77 2.00 4.87 0.41 0.11 4.00 0.03 -1.55 4.87 0.32 1.22 3.47 0.35 -0.30 4,87 0.06 -4.27 4.87 0.88 -2.28 4.87 0.47 -0.13 4.87 0.03 -1.55 4.87 0.32 1.22 3.47 0.35 -0.30 4.87 0.06 -4.27 4.87 0.88 - 2.28 4.87 0.47 - 0.13 4.87 0.03 1.35 4.87 0.28 --1.07 4.87 0.22 0.26 4.87 0.05 3.74 4.8'7 0.77 2.00 4.87 0.41 0.11 4.00 0.03 1.29 4.87 0.2.6 -1.01 4.87 0.21 0.25 4.87 0.05 3.56 4.87 0.73 1.90 4.87 0.39 0.11 3.72 0.03 Axl +Mom uC 0.40 0.43 0.13 0.82 0.46 0,10 0.46 0.41 0. 33 0.89 0.57 0.31 0.24 0.20 0.08 0.65 0.36 0.06 0.46 0,41 0.33 0.89 0.57 0.31 0.40 0.43 0.13 0.82 0.46 0.10 0.38 0.41 0.10 0.79 0.44 0. 07 0.35 0.29 0.1.6 0.75 0.44 0.14 0.2_4 0.19 0.06 0.64 0.35 0.04 7 ROI) Mes.ou I 26 2 5 34.1 8X25Z7.6 1 0.68 6.43 0.1:1. 1.35 4.87 0.28 0.35 2 0.68 6.43 0.11. -1.0'7 4.87 0.22 0.29 3 0.76 6.43 0.12 0.26 4.87 0.05 0.16 4 0.57 6.43 0.09 3.74 4.87 0.77 0.75 5 0.57 6.43 0.09 2.00 4.87 0.91 0.44 6 0.76 6.43 0.12 0.11 4.00 0.03 0.14 2 6 34.1. 8X25Z16 1 0.68 6.43 0.11 -1.55 4.87 0.32 0.38 2 0.68 6.43 0.11 1.22 3.47 0.35 0.41 3 0.32 6.43 0.05 -0.30 4.87 0.06 0.10 4 0.24 6.43 0.04 -4.2`1 4.87 0,88 0.79 5 0.24 6.43 0.04 -2.28 4.87 0.47 0.44 6 0.32 6.43 0.05 -0.13 4.87 0.03 0.07 2 2 40.0 8X252,16 1 0.09 6.43 0.01 -1.11 4.87 0.23 0.21. 2 0.09 6.43 0.01 0.87 3.47 0.25 0.23 3 0.11 6.43 0.02 -0.21 4.87 0.04 0.05 4 0.08 6.43 0.01 -3.06 4.87 0.63 0.55 5 0.08 6.43 0.01 -1.63 4.87 0.34 0.30 6 0.11 6.43 0.02 -0.09 4.87 0.02 0.03 2 3 40.0 8X25`L1.6 1 0.09 6.43 0.01 0.97 4.87 0.20 0. 1.8 2 0.09 6.43 0.01 -0.76 4.87 0.16 0.15 3 0.22 6.43 0.03 0.19 4.87 0.04 0.07 4 0.16 6.43 0.03 2.68 4.87 0.55 0.49 5 0.16 6.43 0.03 1.43 4.87 0.29 0.27 6 0.22 6.43 0.03 0.08 4.00 0.02 0.05 2 4 40.0 8X25Z16 1 0.01 6.43 0.00 0.92 4.87 0.19 0.16 2 0.01 6.43 0.00 -0.73 4.87 0.15 0.13 3 0.05 6.43 0.01 0.18 4.87 0.04 0.04 4 0.04 6.43 0.01 2.55 4.87 0.52 0.45 5 0.04 6.43 0.01 1.36 4.87 0.28 0.24 6 0.05 6.43 0.01 0.08 3.72 0.02 0.03 2 5 40.0 8X25Z16 1 0.09 6.43 0.01 0.97 4.8'7 0.20 0.18 2 0.09 6.43 0.01 -0.76 4.87 0.16 0.15 3 0.22 6.43 0.03 0.19 4.8'7 0.04 0.0'1 4 0.16 6.43 0.03 2.68 4.87 0.55 0.49 5 0.16 6.43 0.03 1.43 4.87 0.29 0.27 6 0.22 6.43 0.03 0.08 4.00 0.02 0.05 2 6 40.0 8X25Z16 1 0.09 6.43 0.01 -1.11 4.87 0.23 0.21 2 0.09 6.43 0.01 0.87 3.47 0.25 0.23 3 0.11 6.43 0.02 -0.21 4.87 0.04 0.05 4 0.08 6.43 0.01 - -3.06 4.87 0.63 0.55 5 0.08 6.43 0.01. -1.63 4.87 0.34 0.30 6 0.11 6.43 0.02 -0.09 4.87 0.02 0.03 Surf Span Brace Purlin Lead ---- Axial(k ) - - -- -- Moment(f -k ) -- AxI+Mom 1d Id Loc. Size Td Calc Allow UC Calc Allow 0C UC 3 2 40.0 8X25Z16 1 0.09 6.43 0.01 -1.11 4.87 0.23 0.21. 2 0.09 6.43 0.01 0.87 3.47 0.25 0.23 3 0.11 6.43 0.02 -0.21 4.87 0.04 0.05 4 0.08 6.43 0.01 -3.06 4.87 0.63 0.55 5 0.08 6.43 0.01 -1.63 4,87 0.34 0.30 6 0.11 6.43 0.02 -0.09 4.87 0.02 0.03 3 3 40.0 8X25ZI6 1 0.09 6.43 0.01 0.97 4.87 0.20 0.18 2 0.09 6.43 0.01 -0.76 4.87 0.16 0.15 3 0.22 6.43 0.03 0.19 4.87 0.04 0.07 4 0.16 6.43 0.03 2.68 4.87 0.55 0.49 5 0.16 6.43 0.03 1.43 4.87 0.29 0.27 6 0.22 6.43 0.03 0.08 4.00 0.02 0.05 3 4 40.0 8X25Z16 1 0.01 6.43 0.00 0.92 4.87 0.1.9 0.16 2 0.01 6.43 0.00 - 0.73 4.87 0.1.5 0.13 3 5 3 6 3 2 3 3 3 4 3 5 3 6 3 2 3 3 3 4 Roof os.oait _tr7 3 0.05 6.43 0.01 0.18 4.87 0.04 0.04 9 0.04 6.43 0.01 2.55 4.87 0.52 0.45 5 0.04 6.43 0.01 1.36 4.87 0.28 0.24 6 0.05 6.43 0.01 0.08 3.72 0.02 0.03 40.0 8X25216 1 0.09 6.43 0.01. 0.97 4.87 0.20 0.18 2 0.09 6.43 0.01 --0.76 4.8'7 0.16 0.15 3 0.22 6.43 0.03 0.19 4.8'7 0.04 0.07 4 0.16 6.43 0.03 2.68 4.87 0.55 0.49 5 0.16 6.43 0.03 1.43 4.87 0.29 0.27 6 0.22 6.43 0.03 0.08 4.00 0.02 0.05 40.0 8X25Z16 1 0.09 6.43 0.01 -1.11 4.87 0.23 0.21 2 0.09 6.43 0.01 0.87 3.47 0.25 0.23 3 0.11 6.43 0.02 -0.21 4.87 0.04 0.05 4 0.08 6.43 0.01 -3.06 4.87 0.63 0.55 5 0.08 6.43 0.01 --1.63 4.87 0.34 0.30 6 0.11 6.43 0.02 -0.09 4.87 0.02 0.03 50.8 8X25Z16 1 0.71 6.43 0.11 --1.55 4.87 0.32 0.39 2 0.71 6.43 0.11 1.22 3.47 0.35 0.42 3 0.39 6.43 0.06 -0.30 4.87 0.06 0.11 4 0.29 6.43 0.04 -4.2'7 4.87 0.88 0.80 5 0.29 6.43 0.04 -2.28 4.87 0.47 0.45 6 0.39 6.43 0.06 -0.13 4.87 0.03 0.08 50.8 8X25216 1 0.86 6.43 0.13 1.35 4.87 0.28 0.38 2 0.86 6.43 0.13 -1.07 4.87 0.22 0.32 3 1.06 6.43 0.16 0.26 4.87 0.05 0.21 4 0.78 6.43 0.12 3.74 4.87 0.77 0.'79 5 0.78 6.43 0.12 2.00 4.87 0.41. 0.48 6 1.06 6.43 0.16 0.11 4.00 0.03 0.19 50.8 8X25Z16 1 0.10 6.43 0.02 1.29 4.87 0.26 0.24 2 0.10 6.43 0.02 -1.01 4.8'7 0.21 0.19 3 0.16 6.43 0.02 0.25 4.87 0.05 0.07 4 0.12 6.43 0.02 3.56 4.87 0.73 0.64 5 0.12 6.43 0.02 1.90 4.87 0.39 0.35 6 0.16 6.43 0.02 0.11 3.'72 0.03 0.05 50.8 8X2511.6 1 0.86 6.43 0.13 1.35 4.87 0.28 0.38 2 0.86 6.43 0. 1.3 -1.07 4.87 0.22 0.32 3 1.06 6.43 0.16 0.26 4.87 0.05 0.21 4 0.78 6.43 0.12 3.74 4.87 0.77 0.79 5 0.78 6.43 0.12 2.00 4.87 0.41 0.48 6 1.06 6.43 0.16 0.11 4.00 0.03 0.19 50.8 8X25Z16 1 0.71 6.43 0.11 -1.55 4.87 0.32 0.39 2 0.71 6.43 0.11 1.22 3.47 0.35 0.42 3 0.39 6.43 0.06 -0.30 4.87 0.06 0.11 4 0.29 6.43 0.04 -4.27 4.87 0.88 0.80 5 0.29 6.43 0.04 -2.28 4.87 0.47 0.45 6 0.39 6.43 0.06 T -0.13 4.87 0.03 0.08 65.4 8X25816 1 0.75 6.43 0.12 -1.55 4.87 0.32 0.40 2 0.75 6.43 0.12 1.22 3.4 "7 0.35 0.43 3 0.43 6.43 0.07 -0.30 4.8'7 0.06 0.12 4 0.32 6.43 0.05 -4.27 4.87 0.88 0.81 5 0.32 6.43 0.05 -2.28 4.87 0.4 -] 0.45 6 0.43 6.43 0.07 -0.7.3 4.87 0.03 0.09 65.4 8X25216 1 1.51 6.43 0.24 1.35 4.87 0.28 0.48 2 1.51 6.43 0.24 -1.07 4.87 0.22 0.43 3 2.01 6.43 0.31 0.26 4.87 0.05 0.36 4 1.49 6.43 0.23 3.74 4.87 0.77 0.92 5 1.49 6.43 0.23 2.00 4.87 0.41 0.60 6 2.01 6.43 0.31 0.11 4.00 0.03 0.34 65.4 8X25216 1 0.11 6.43 0.02 1.29 4.87 0.26 0.24 2 0.11 6.43 0.02 -1.01 4.87 0.21 0.19 _tr7 Roof)".ouf KO 3 0.18 6.43 0.03 0.25 4.87 0.05 0.07 4 0.13 6.43 0.02 3.56 4.87 0.73 0.65 5 0.13 6.43 0.02 1.90 4.87 0.39 0.35 6 0.18 6.43 0.03 0.11 3.72 0.03 0.05 3 5 65.4 8X25716 1 1.51 6.43 0.24 1.35 4.87 0.28 0.48 2 1.51. 6.43 0.24 -1.07 4.87 0.22 0.43 3 2.01 6.43 0.31 0.26 4.87 0.05 0.36 4 1.49 6.43 0.23 3.74 4.87 0.77 0.92 5 1_.49 6.43 0.23 2.00 4.87 0.41 0.60 6 2.01 6.43 0.31 0.11 4.00 0.03 0.34 3 6 65.4 8X25216 1 0.75 6.43 0.1.2 --1.55 4.87 0.32 0.40 2 0.75 6.43 0.12 1.22 3.47 0.35 0.43 3 0.43 6.43 0.07 -0.30 4.87 0.06 0.12 4 0.32 6.43 0.05 -4.27 4.87 0.88 0.81 5 0.32 6.43 0.05 -2.28 4.87 0.47 0.45 6 0.43 6.43 0.07 -0.13 4.87 0.03 0.09 08 -5054 Eave Strut Report(Wall- 2) 1/ 5/09 5:48pm Wall Bay Eave Say Axia1_Calc Axial Axial. Id Id Size Width Wind Seis Allow Ratio 2 1 8ES141 20.00 0.49 0.43 11.12 0.04 2 2 8ES141 20.00 1.89 3.93 11.12 0.35 2 3 8ES141 2.0.00 0.07 0.19 11.12 0.02 2 4 8ES141 20.00 1.89 3.93 11.12 0.35 2 5 8ES141 20.00 0.49 0.43 11.12 0.04 08 -5054 Eave Strut Report(Wall- 4) 1/ 5/09 5:48pm Wall Bay Eave Bay Axial_Calc Axial Axial Id Id Size Width Wind Seis Allow Ratio --- -- 4 - -- 5 ---------- -- 8ES141. - - - -- 20.00 __ -- 0.65 - - - -- 0.53 - - - -- 11.12 - - - -- 0.06 4 4 8ES141 20.00 1.92 3.89 11.12 0.35 4 3 8ES1.41. 20.00 0.10 0.23 11.12 0.02 4 2 8ES141 20.00 1.92 3.89 11.12 0.35 4 1 8ES141 20.00 0.65 0.53 11.12 0.06 08 -5054 Strut Bolt Report 1/ 5/09 5:48pm RoofDmo»f EAVR STRUTS: Udall Frm Line RAFTER CONNECTION: Bolt _Selected -- -- Location Pur_lin Capacity------ Rave Strut Left EW Welded Clip Direct Bolt RF Welded Clip Direct Bolt Right EW Welded Clip Direct Bolt EAVR STRUTS: Udall Frm Line ---- Bolt _Selected -- -- ------ �-Boit Capacity------ - Id Id Type No. Type Dia Wshr Ca.lc Shear Bear Ratio 2 1 EW 2 A307 0.500 - 0- 0.49 4.42 -5.43 0.1.1 2 2 RF 2 A307 0.500 0 3.93 4.42 5.43 0.89 2 3 RF 2 A307 0.500 0 3.93 4.42 5.43 0.89 2 4 RF 2 A307 0.500 0 3.93 4.42 5.43 0.89 2 5 RF 2 A307 0.500 0 3.93 4.42 5.43 0.89 2 6 EW 2 A307 0.500 0 0.49 4.42 5.43 0.11 4 1 EW 2 A307 0.500 0 0.65 4.42 5.43 0.15 4 2 RF 2 A307 0.500 0 3.89 4.42 5.43 0.88 4 3 RF 2 A307 0.500 0 3.89 4.42 5.43 0.88 4 4 RF 2 A307 0.500 0 3.89 4.42 5.43 0.88 4 5 RF 2 A307 0.500 0 3.89 4.42 5.43 0.88 4 6 EW 2 A307 0.500 0 0.65 4.42 5.43 0.15 PURLSNS Surf F'rm Line Brace --- -Bo.lt Selected --- -------- Bolt --- Shear -W-- _Capacity -------- -- Hearing -- Id Id Type Lac No. Type Dia Wshr Calc Allow Ca]_c Allow Ratio 2 1 EW 19.45 2 A307- 0.500 - 0 -0.80 4.42 0.80 4.22 0.19 2 2 RF 19.45 2 A307 0.500 0 2.74 4.42 2.07 4.22 0.62 2 3 RF 19.45 2 A307 0.500 0 2.74 4.42 2.46 4.22 0.62 2 4 RF 19.45 2 A307 0.500 0 2.74 4.42 2.46 4.22 0.62 2 5 RF 19.45 2 A307 0.500 0 2.74 4.42 2.07 4.22 0.62 2 6 EW 19.45 2 A307 0.500 0 0.80 4.42 0.80 4.22 0.19 2 1 EW 34.07 2 A307 0.500 0 0.68 4.42 0.68 4.22 0.16 2 2 RF 34.07 2 A307 0.500 0 1.21 4.42 0.77 4.22 0.27 2 3 RF 34.07 2 A307 0.500 0 1.21 4.42 1.03 4.22 0.27 2 4 RF 34.07 2 A307 0.500 0 1.21 4.42 1.03 4.22 0.27 2 5 RF 34.07 2 A307 0.500 0 1.21 . 4.42 0.77 4.22 0.27 2 6 EW 34.0 "7 2 A307 0.500 0 0.68 4.42 0.68 4.22 0.16 2 1 EW 40.00 2 A307 0.500 0 0.09 4.42 0.09 4.22 0.02 2 2 RF 40.00 2 A307 0.500 0 0.36 4.42 0.21 4.22 0.08 2 3 RF 40.00 2 A307 0.500 0 0.36 4.42 0.29 4.22 0.08 2 4 RF 40.00 2 A307 0.500 0 0.36 4.42 0.29 4.22 0.08 2 5 RF 40.00 2 A307 0.500 0 0.36 4.42 0.21 4.22 0.08 2 6 EW 40.00 2 A307 0.500 0 0.09 4.42 0.09 4.22 0.02 3 1 EW 40.00 2 A307 0.500 0 0.09 4.42 0.09 4.22 0.02 3 2 RF 40.00 2 A307 0.500 0 0.36 4.42 0.21 4.22 0.08 3 3 RF 40.00 2 A307 0.500 0 0.36 4.42 0.29 4.22 0.08 3 4 RF 40.00 2 A307 0.500 0 0.36 4.42 0.29 4.22 0.08 3 5 RF 40.00 2 A307 0.500 0 0.36 4.42 0.21 4.22 0.08 3 6 EW 40.00 2 A307 0.500 0 0.09 4.42 0.09 4.22 0.02 3 1 EW 50.80 2 A307 0.500 0 0.71 4.42 0.71 4.22 0.17 3 2 RF 50.80 2 A307 0.500 0 1.65 4.42 1.12 4.22 0.37 Roof Purlins Eave Struts Roof Bracing Wall Bracing Total 5196.80 862.00 70.64 38.36 6167.80 08 -5054 Roof Design Warning Report 1./- 5/09 - -5 48pm .. No Warnings ROD n) es. 01)t 4 Z- 'I "j, 2. 3 3 RF 50.80 2 A307 0.500 0 1.65 4.42 1.43 4.22 0.37 3 4 RF 50.80 2 A307 0.500 0 1.65 4.42 1.43 4.22 0.37 3 5 RF 50.80 2 A307 0.500 0 1..65 4.42 1.12 4.22 0.37 3 6 EW 50.80 2 A307 0.500 0 0.71 4.42 0.71 4.22 0.17 3 1 EW 65.43 2 A307 0.500 0 0.75 4.42 0.75 4.22 0.18 3 2 RF 65.43 2 A307 0.500 0 2,97 4.42 2.38 4.22 0.67 3 3 RF 65.43 2 A307 0.500 0 2.97 4.42 2.72. 4.22 0.67 3 4 RF 65.43 2 A307 0.500 0 2.97 4.42 2.72 4.22 0.67 3 5 RF 65.43 2 A307 0.500 0 2.97 4.42 2.38 4.22 0.67 3 6 EW 65.43 2 A307 0.500 0 0.75 4.42 0.75 4.22 0.18 08 -5054 Roof Design Weight Summary 1/ 5/09 5:48 m Roof Purlins Eave Struts Roof Bracing Wall Bracing Total 5196.80 862.00 70.64 38.36 6167.80 08 -5054 Roof Design Warning Report 1./- 5/09 - -5 48pm .. No Warnings f *08 --5054 S dewa.11 Design input 1/ 2/09 8:54am 1 ) JOBID: `08 -5054' A "( 2)PROGRAM OPTIONS: 'Sidewall Run Run Lap Id Girt Panel Stiff 'F' 'Y' 'X' 1.00 *( 3)DESIGN CODE: nDesign --- Steel_Code-W-- A. Code Cold I-lot 'WS' 'AISI96' 'AISC05' - ---- Build --- Seismic Country Code Year Zone 'US I 'IBC 106' 'D ' ^" ( 4) DESIGN CONSTAN'T'S: - -- Strength Factors- Stress-Ratio --- Seismic - --- Girt Panel Wind Frame Brace 1.03 1.03 1.0000 1.0000 1.0000 ( 5)STEEL YIELDS: x Web Fig C Sec W Sec R_Sec 50.0 50.0 55.0 50.0 36.0 { 6)DEFLECTION LIMITS: - -- Girt - -- - pane]_ - -- Part ^" Wall Facia Wall Facia Wall. 90. 90. 90. 90. 90. ( 7)REPORTS: Input Wall Door Wall ' Echo Girt Jamb Panel ,YI ,Y, rV ,Y, P Sec T Sec U Sec EP BP 36.0 46.0 36.0 50.0 50.0 ( 8)BUILDING TYPE: * Build L_Expand_EW R_ Expand _EW A. Type Use Offset Use Offset 'FF -' 'N ' 4.000 'N ' 4.000 '( 9) SURFACE SHAPE: No. X_Coord Surf (ft) 4 0.0000 40.0000 80.0000 80.0000 Y Coord Offset (ft) (in) 7 "4.0000 8.000 17.3333 8.000 14.0000 8.000 0.0000 8.000 "(10)SIDEWALL BAY SPACING: Sets Of Bay No. ' Bays Width Bays 1 20.0000 5 '(11)FRAMED OPENINGS: No. Open Bay Open Open Open Open Sill Base Set Member Remove *Open Id Id Width Height Offset Type Height Elev Depth Select Panel 0 SwDes -F.wit ON *(12)PARTIAL WALLS: * Set Of -- Bay_Id -- * Says Id Use Start End 0 Wall Top Full Load Panel Height Type Girt Col Part "(13)GIRT DESIGN: Col/ Width Girt Panel Jamb Girt Flg Brace Set Set Max Max * Type Out 7:n Depth Tap Space _Unbr Length 'ZB' 'C' 'N' 8.000 0.0000 7.5000 19.6667 *(14)GIRT LOCA`T'ION : 13.1 -14.3 Jamb " Set No. Girt Parapet Girt * T,oc Girt Location 'P' 1 7.3333 *(15)SPECIAL GIRT: * Sens Of --Bay Id-- Girt Girt Girt x Gir.ts Start End Height 'Type Rotate Use 0 *(16)WALL PANELS /GUTTERS: * Wall - - - -- Gutter - - - -- Insulation A" Panel Use Type Width Use Thick PBR26 ' ' -' 'N' 0.000 'N' 3.000 *(17)FACIA /PARAPET: Location Edge Extend • No. Ext Facia Bay Bay Left Right Ext • Ext Id 'Type Start End Elev Height (ft) (ft) mount 0 *(18)FACIA/PARAPET GIRTS: *Ext - - -- Top -- -- w-- Interior- ---Gutter-- *Id Type Rotate Type Rotate Type Rotate 'k(19) BASIC LOADS: x -- -- Deflection - -- Wind * Basic Load Ratio Toad - - -Se A" Wind Snow Wind Seis Factor Dead 15.0 1.00 1.00 1.00 1.00 2.00 1 (20) EDGE ZONE: Zone Col/ Width Girt Panel Jamb 5.600 1.07 1.00 1.06 *(21)WIND PRESSURE /SUCTION: :K Wind wind Pressure Suction 13.1 --14.4 Girt/Header 15.5 -20.6 Panel 13.1 -14.3 Jamb 22.5 -7.5.0 Parapet Girt --- -Back Panel--- Angle Part Rotate Spacing ismic - -- Coeff 0.0000 (22) GIRT LAPS: * Data - - - -- -Set-1 ------- - - - -- -Set-2 ------- - - - -- -Set 3--- -" - - -- opt Sets Left Right Quan Left Right Quan Left Right Quan ' -' 0 * (23) GIRT STRAPS: SwDes -F.aut Al Data - - -Set 1 - -- ----Set 2 - -- -- -Set 3 -- -- -- -Set 4 - -- *C)pt Sets Strap Quan Strap Quan Strap �Quan Strap �Quan ' -- ' 0 *(24)EXPANSION JOINTS: * No. *Exp Expansion Location 0 Expansion- Location file used was EW TBC.06 Version 3.0 08 -5054 Sidewall Design Code 1/ 2/09- 8 :54am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISC05 Cold Formed Steel. AISI96 Country US BUILDING CODE: Wind Code Year Seismic Zone MODULUS OF ELASTICITY Hot Rolled Steel. Cold Formed Steel IBC 06 D 29000 (ksi 29500 (ksi j 08 -5054 Girt Design Report (Level = 1; Span= 1) 1/ 2/09 8:54am ----------------- ---- - - - - -- GIRT: LEVEL ¢t I ; SPAN 4 1 GIRT LAYOUT: Bay Girt Bay --- Lap(ft) -- Girt Load No. Gast Id Size Width Left Right Location Width Brace Weight 1 8X25Z16 20.00 1.00 7.3333 6.7 0 58.8 2 8X25216 20.00 1.00 1.00 7.3333 6.7 0 61.6 3 8X25Z16 20.00 1.00 1.00 7.3333 6.7 0 61.6 4 8X25Z16 20.00 1.00 1.00 7.3333 6.7 0 61.6 5 8X25216 20.00 1.00 7.3333 6.7 0 58.8 302.4 WIND PRESSURE : SwDes- l'".out t GIRT ANALYSIS: STRENGTIJ /iDEFLECTION: Span ---- ---- -Shear ( k ) -------- - - - -- Id Left Left Right Right Id Sup Lap Lap Sup 1 0.68 0.84 -0.98 -1.0'7 2 0.93 0.84 -0.73 -0.82 3 0.87 0.79 -0.79 -0.87 4 0.82 0. 73 -0.84 -0.93 5 1.07 0.98 -1.00 -0.68 STRENGTIJ /iDEFLECTION: Span - - - - -- Shear(k ) - - - - -- Id Loc Calc Allow uc 1 RL -0.98 2.34 0.42 2 LL 0.84 2.34 0.36 3 LL 0.79 2.34 0.34 4 RL -0.84 2.34 0.36 5 LL 0.98 2.34 0.42 WIND SUCTION : ---------- - - - - -- GIRT ANALYSIS: Bay Left Id Sup 1 -0.78 2 -1.02 3 -0.96 4 -0.90 5 -7..18 - -She Left Lap -0.92 -0.86 -0.80 -1.09 - ------- -- - -- Moment (f -k ) ----- --- - - - - -- Left Left Mid -Span RL Right Right Sup Lap Mom Loc Lap Sup 0.00 4.87 - 2.63 7.76 2.88 3.90 3.90 3.02 - 1.00 10.60 2.08 2.86 2.86 2.03 -1.51 10.00 2.03 2.86 2.86 2.08 -1.00 9.40 3.02 3.90 3.90 2.88 -2.63 12.24 0.00 Moment(f -k Loc Calc Allow uc RL 2.88 4.87 0.59 LL 3.02 4.87 0.62 RL 2.03 4.87 0.42 RL 3.02 4.87 0.62 LL 2.88 4.87 0.59 ar(k )-- - - - - -- Right Right Lap Sup 1.09 1.18 0.80 0.90 0.86 0.96 0.92 1.02_ 0.78 STRENGTH /DEF'LECT'ION: Span ------ Shear(k ) - - - - -- Id Loc Calc Allow UC 1 RL 1.09 2.34 0.46 2 LL -0.92 2.34 0.40 3 LL - 0.86 2.34 0.37 4 RL 0.92 2.34 0.40 5 LL -1.09 2.34 0.46 Mom + -Shr Deflection(in) Loc DC Calc Allow RL 0.53 -0.65 2.67 LL 0.51 -0.10 2.67 LL 0.29 - 0.30 2.67 RL 0.51 -0.10 2.67 LL 0.53 -0.65 2.67 -------------- 2.95 Moment(f. -k ) -------w-------- 0.86 Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 3.41 2.95 7.71 -3.19 -4.32 -4.32 -3.35 1.09 10.62 -2.29 -3.14 -3.14 -2.23 1.66 10.00 --2.23 -3.14 -3.14 -2.29 1.09 9.38 -3.35 -4.32 -4.32 --3.19 2.95 12.29 0.00 Moment ( f- k Loc Calc Allow uc MS 2.95 3.41 0.86 LL -3.35 4.87 0.69 MS 2.66 3.41 0.49 RL -3.35 4.87 0.69 MS 2.95 3.41 0.86 Mom +Shr Deflection(in) Loc UC Calc Allow RL 0.64 0.73 2.67 LL 0.63 0.11 2.67 LL 0.35 0.34 2.67 RL 0.63 0.17. 2.67 LL 0.64 0.73 2.67 08 -5054 Wall Panel Report 1/ 2/09 8:54am SwDcs -F Olzt r� PANEL DATA: Bay Part Type Cage Yield 1 PBR26 PR 26.00 80.0 MOMENTS & DEFLECTION: - -- Deflect (in) -- Calc Allow UC -0.40 0.98 0.41 0.53 0.98 0.55 -0.09 0.80 0.11 0.12 0.80 0.15 08 --5054 Weight Summary 1/ 2/09 8:54am Girts - 302.40 Frame Openings = 0.00 302.40 08 -5054 Sidewall Design Warning Report -=-= W==-- -� - -1/ 2/09 8 :54am ----- - - - - -- Moment (ft- lb /ft) ---- -- - - -- Span Span LD Support Midspan Id (ft) Id Calc Mn /sf UC Calc Mn /sf UC 1 7.33 WP 88.7 130.8 0.68 -64.6 116.1 0.56 WS -- 117.9 116.1 1.02 85.8 130.8 0.66 2 6.00 WP 88.7 130.8 0.68 -32.5 116.1 0.28 WS -117.9 116.1 1.02 43,1 1.30.8 0.33 - -- Deflect (in) -- Calc Allow UC -0.40 0.98 0.41 0.53 0.98 0.55 -0.09 0.80 0.11 0.12 0.80 0.15 08 --5054 Weight Summary 1/ 2/09 8:54am Girts - 302.40 Frame Openings = 0.00 302.40 08 -5054 Sidewall Design Warning Report -=-= W==-- -� - -1/ 2/09 8 :54am SwDes -S.ow 1 *08 -5054 Sidewall Design Input _._.. __ -_ -1/ 2/09 8:54am A. ( 7.) JOBID: '08 -5054' * ( 2 ) PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff FBI rY� rYr 1.00 * ( 3) DESIGN CODE: *Design --- Steel-Code--- Code Cold Hot rWSr 'AIST96' 'AISC05' - --- Build - -- Seismic Country Cade Year Zone 'US r 'IBC S 106= TD , *( 4)DESIGN CONSTANTS: * --- Strength_Factors-- * Stress Ratio --- Seismic - -- * Girt Panel Wind Frame Brace 1.03 1.03 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * Web Flg C Sec W Sec R Sec 50.0 50.0 55.0 50.0 36.0 *( 6)DEFLECTION LIMITS: * - -- Girt --- -- -- Panel - --- Part * Wall. Facia Wall Facia Wall 90, 90, 90. 90. 90. * ( 7 ) REPORTS : * Input Wall Door Wall * Echo Girt Jamb Panel r V 1 FYI , Y r I Y I P_See T Sec U Sec EP BP 36.0 46.0 36.0 50.0 50.0 A.( 8)BUILDING TYPE: * Build L_Expand_EW R_Expand EW * Type Use Offset Use Offset 'FF -' IN ' 4.000 IN 9.000 *( 9)SURFACE SHAPE: No. X Coord Surf (ft) 4 0.0000 40.0000 80.0000 80.0000 Y Coord Offset -(ft) (in) 14.0000 8,000 17.3333 8.000 14.0000 8.000 0.0000 8.000 *(10)SIDEWALL BAY SPACING: * Sets of Bay No. Bays Width Bays 1 20.0000 5 (11. ) FRAMED 0 PEN IN GS : * No. Open Bay Open Open Open Open Sill Base Set Member Remove *Open Id Id Width Height Offset Type Height Elev Depth Select Panel. 0 SW DCS -Moll t FA (12)PARTIAL WALLS: * Set Of -- Bay_Id -- * Bays Id Use Start End 0 t(13)GIRT DESIGN: F Girt_ F1g Brace Type Out In 1ZB1 'C' lN1 *(14)GIRT LOCATION: e Set No. Girt A. Loc Girt Location 'P' 1. 7.3333 Wall, Top Full Load Panel. Height Type Girt Col Part Set Set Max Max Unbr Depth Lap Space Length 8.000 0.0000 7.5000 19.6667 (15) SPECIAL GIRT: Sets_ Of --Bay Id-- Girt Girt Girt Girts Start End height Type Rotate Use 0 " "(16)WALL PANELS /GUTTERS: Wall - - - -- Gutter- --- -- Insulation Panel Use Type Width Use Thick 'PBR26 '`' 'N' 0.000 'N' 3.000 -(17)FACIA/PARAPET: Location Edge Extend No. Ext Facia Bay Bay Left Right Ext Ext Id Type Start End E.lev Height (ft) (ft) Mount 0 "(18)FACIA/PARAPET GIRTS: `Ext - - -- Top- ---- -- Interior- - -- Gutter -- -- -Back Panel. - -- _ Angle -��Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing (19) BASIC LOADS: ` - -- Deflection - -- Wind _A1 Basic Load Ratio Load Wind Snow Wind Seis Factor Dead Coeff 15.0 1.00 1.00 1.00 1.00 2.00 0.0000 * (20) EDGE ZONE: Zone Col/ Width Girt Panel. Jamb 5.600 1.07 1.00 1.06 x(21)WIND PRESSURE /SUCTION: k Wind Wind A. Pressure Suction 13.1 --14.4 Girt /Header 15,5 -20.6 Panel 1-3.1 -14.3 Jamb 22.5 -15.0 Parapet Girt 1(22)GIRT LAPS: Data - - - -- -Set 1-- - - - - -- - - - -- -Set-...2 ------- - - -- -- Set 3- - - - - -- Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 '- (2 3) GIRT STRAPS: SwDes -B.ouf Data - - -Set 1 - -- - - -Set 2-W -- _---.Set 3 - -- -- -Set 4--- *Opt Sets Strap Quan Strap �Quan Strap Quan Strap Quan ' -' 0 *(24)EXPANSION JOINTS: * Nn. *Exp Expansion Location 0 * Code file used was EW IBC.06 Version 3.0 08 -5054 Sidewall Design Code 1/ 2/09 8:54am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : AISI96 Country : US BUILDING CODE: Size -- - - ---- Wind Code IBC Year 06 Seismic Lone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) 08 -5054 Girt Design Report (Level= 1; Span= 1) 1/ 2/09 8:54am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay --- Lap(ft) -- - Girt Load No. Girt Id - -- Size -- - - ---- Width __ -__ Left - - -- Right - - - -- Location. ---- - - ---- Width - - - -- Brace - - - -- Weight ------ 8x2527.6 20.00 1.00 7.3333 6.7 0 58.8 2 8X25Z16 20.00 1.00 1.00 7.3333 6. "7 0 61.6 3 8X25216 20.00 1.00 1.00 7.3333 6.7 0 61.6 4 8X2527.6 20.00 1.00 1.00 7.3333 6.7 0 61.6 5 8X25216 20.00 1.00 7.3333 6.7 0 58.8 302.4 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span --------- Shear(k )-- - - - - -- Bay Left Left Right Right Id Sup Lap Lap Sup 1 0.68 0.84 -0.98 -1.07 2 0.93 0.84 -0.73 --0.82 3 0.87 0.79 -0.79 -0.8'7 4 0.82 0.73 -0.84 -0,93 5 1.07 0.98 -1.00 -0.68 STRENGTH /DEFLECTION: Span - - - -- -Shear ( k ) --- - - -- Id Loc Calc Allow UC 1 RL -0.98 2.34 0.42 2 LL 0.84 2.34 0.36 3 LL 0.79 2.34 0.34 4 RL -0.84 2.34 0.36 5 LL 0.98 2.34 0.42 WIND SUCTION : GIRT ANALYSIS: SiVI)CS- B.01[t -------------- 2.88 Moment(f -k )-------------- 0.59 LL Left Left Mid-Span RL Right Right Sup Lap Mom Lac Lap Sup 0.00 4.87 -2.63 7.76 2.88 3.90 3.90 3.02 --1.00 10.60 2.08 2.86 2.86 2.03 -1.51 10.00 2.03 2.86 2.86 2.08 -1.00 9.40 3.02 3.90 3.90 2.88 -2.63 12.24 0.00 Moment (f -k Loc Calc Allow UC RL 2.88 4.87 0.59 LL 3.02 4.87 0.62 RL 2.03 4.87 0.42 RL 3.02 4.87 0.62 LL 2.88 4.87 0.59 STRENGTH /DEFLECTION: Span ------ Shear(k )- Td Loc Calc Allow 1 RL 1.09 2.34 2 LL -0.92 2.34 3 LL -0.86 2.34 4 RL 0.92 2.34 5 LL -1.09 2.34 08 -5054 Wall DC 0.46 0.40 0.37 0.40 0.46 Panel Loc MS LL MS RL MS Rep( Mom+Shr Deflection (in) Loc Uc Calc Allow RL --------- Shear(k )--- - - --- Bay Left Left Right Right Id Sup Lap Lap Sup 1 -0.78 LL 1.09 1.7.8 2 -1.02 -0.92 0.80 0.90 3 -0.96 -0.86 0.86 0.96 4 -0.90 -0.80 0.92 1.02 5 -1.18 -1.09 1.09 0.78 STRENGTH /DEFLECTION: Span ------ Shear(k )- Td Loc Calc Allow 1 RL 1.09 2.34 2 LL -0.92 2.34 3 LL -0.86 2.34 4 RL 0.92 2.34 5 LL -1.09 2.34 08 -5054 Wall DC 0.46 0.40 0.37 0.40 0.46 Panel Loc MS LL MS RL MS Rep( Mom+Shr Deflection (in) Loc Uc Calc Allow RL 0.53 -0.65 2.67 L1, 0.51 -0.10 2.67 LL 0.29 -0.30 2.67 RL 0.51 -0.10 2.67 LL 0.53 -0.65 2.67 ---------- - - -- Moment (f -k ) -------------- Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 2.95 7.71 -3.19 -4.32 -4.32 -3.35 1.09 10.62 -2.29 -3.14 -3.14 -2.23 1.66 10.00 -2.23 - --3.14 -3.14 -2.29 1.09 9.38 -3.35 -4.32 -4.32 -3.19 2.95 12.29 0.00 -- Moment (f - k Calc Allow 2.95 3.41 -3.35 4.87 1.66 3.41 -3.35 4.87 2.95 3.41 ]rt UC 0.86 0.69 0.49 0.69 0.86 Mom Loc RL LL LL RL LL }Shr Deflection(in) UC Calc Allow 0.64 0.73 2.67 0.63 0.11 2.67 0.35 0.34 2.67 0.63 0.11 2.67 0.64 0.73 2.67 1/ 2/09 8:54am m SIVNN- 13.011t PANEL DATA Bay Part Type Gage Yie_1.d 1 PBR26 PR 26.00 80.0 MOMENTS & DEFLECTION: ---- Deflect (in) --- Calc Allow UC -0.40 0.98 0.41 0.53 0.98 0.55 -0.09 0.80 0.11 0.12 0.80 0.15 08 -5054 Weight Summary 1/ 2/09 8:54am Girts = 302.40 Frame Openings = 0.00 302.40 08 -5054 Sidewall Design Warning Report -_ -_ - -- 1/ -2/09- 8:54am ---------- Moment(ft-lb/ft) ---------- Span Span LD Support Midspan 1d (ft) Id Calc din /sf UC Calc Mn /sf UC 1 7.33 WP 88.7 130.8 0.68 -64.6 116.1 0.56 WS -117.9 116.1 1.02 85.8 130.8 0.66 2 6.00 wP 88.7 130.8 0.68 --32.5 116.1 0.28 WS -117.9 116.1 1.02 43.1 130.8 0.33 ---- Deflect (in) --- Calc Allow UC -0.40 0.98 0.41 0.53 0.98 0.55 -0.09 0.80 0.11 0.12 0.80 0.15 08 -5054 Weight Summary 1/ 2/09 8:54am Girts = 302.40 Frame Openings = 0.00 302.40 08 -5054 Sidewall Design Warning Report -_ -_ - -- 1/ -2/09- 8:54am E w es -rout *08 -5054 Endwall Design input 1/ 5/09 - 5:46pm ( 1) JOBID: '08-5054 ' { 2)PROGRAM OPTIONS: EW Run Run Run Run No. Lap * Id Col /Raf Girt Brace Panel Cycle Stiff 'Lr tyl Tyr +V1 tyl 4 1.00 i{ 3)DESIGN CODE: 1 *Design --- Steel-Code - W--- -- - -- Build--- Seismic ' Code Cold Hot Country Code Year Zone 'WS' 'AIS196' 'AISC05' 'US I 'IBC ' 106' 'D ' ( 4)DESIGN CONSTANTS: A. - -- Strength Factors-- * - -- Stress Ratio - -- --- Seismic - -- Col /Raf Girt Panel Wind Frame Brace 1.03 1.03 1.03 1.0000 1.0000 1.0000 ( 5) STEEL YIELDS. Web F1 C_Sec W Sec R_Sec P_Sec T Sec U Sec EP BP 50.0 50.0 55.0 50.0 36.0 36.0 46.0 36.0 50.0 50.0 * ( 6) DEFLECTION LIMITS: - - - -- Rafter - - ---- - -- Girt— -- Panel - -- Part Wind Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 180. 90. 90. 90. 90. 90. 60. * ( V) REPORTS: Input Column Wall Door Echo Rafter Girt Jamb rYr Tyr rYr IV '{ 8)BUILDING TYPE: Build Build Build Type Width Length 'FF -' 80.0000 100.0000 `( 9)SURFACE SHAPE Wall Cable Panel Brace P Y I IV r Expand EW Use Offset 'N 4.00 A No. Coord Y Coord Offset A- Surf (ft) W(ft) (in) 4 0.0000 1.4.0000 8.000 40.0000 17.3333 8.000 80.0000 14.0000 8.000 80.0000 0.0000 8.000 '(10)BAY SPACING: *No.Roof Roof Frame Sets Of Bay No. 'L Bay Bay Recess Bays Width Bays 5 20.0000 0.3333 3 18.0000 1 17.0000 1 15.0000 3 (11)FRAMED OPENINGS: A. No. Open Bay Open Open Open Open Sill Base *Open Id Id Width Height Offset Type Height Elev Set Member Remove Depth Select Panel Eifflo -L.ouf 2 1 1 2 10.0000 12.0000 7.0000 42 0.0000 0.000 0.000 'CU' 1Y' *(12)WIDE OPENING LAYOUT: *----Open--- *No. Id Type 0 *(13)WIDE OP * -Operi_ *No. Id Type 0 Bay Id - -Clea St End Width Z'NING AND STRUT -Door Jamb---- - F1gWid FlgThk r_Opening -- Wedge Stub Column Total Height Height Elev Mount Weight FRAMING: Stub Head Back Brace Strut - Header Bean- Deflection Type Pype Type Loc Type Type Max Spc Horz Vert *(14)WIDE OPENING HEADER LOCATION: * -Open- No. Column *No. Id Location Location 0 (15) PARTIAL WALLS: * Set _Of --Bay Id-- Wall Top Full Load Panel * Bays Id Use Start End Height Type Girt Col Part 0 T (16 ) COLUMNS : x - -Left Corner -- -Right _Corner— - Int_Facia -- Int_No Facia Max_UnBr Base * Type Rot Depth `Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'CWR ' ' -' 0.00 'CWR 0.00 'CWR 8.00 'CWR 8.00 'N' 45.000 0.000 *(17)COLUMN SIZE & ELEVATION: * No. Column Base * Column Size Elev 6 ' ---- --- -- 0.000 '--- - - - - -' 0.000 '-------- ' 0.000 ' ---- ---- = 0.000 ' ---- - - - - - ' 0.000 + -------- 1 0.000 "(18)RAFTERS: • Rafter • Select CWR ' *(19)RAFT No. * Rafter 2 Set Rafter Flange Depth Same Brace 0.000 'Y' 'Y' ER SIZE: Surf Rafter Id Size 2 '--- - - - - -' 3 + -------- * (2 0) RAFTER SPLICES: * Surf No, Splice Splice * Id Splice Loc 'Type 2 0 3 1 0.0000 'M + *(21)GIRT DESIGN: *Girt Flg Brace Set Set Max Girt To One Girt Max Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth /Bay Length 'ZF' 'C' 7 N' 0.000 0.000 8.000 0.0000 7.5000 'N' 'Y' 19.6667 E�wD es- L .0[It (22) GIRT LOCA'T'ION: A. Set, No. Girt Loc Girt Location 'P' 2 7.3333 12.0000 A(23)SPECIAL GIRT: a Sets _Of - -Bay Id -- Girt Gast Girt Girts Start End Height Type Rotate Use 0 *(2.4)ROOF PURLINS: "Surf Surf No. Peak Set Of Set Space Id Ext Purlin Space Space Space No. 2 0.000 8 1.000 0 3 0.000 8 1.000 0 - (2 5) PANELS /RF COLUMNS : Wall Insulation RF Interior Columns Panel Use Thick No Locate ' PBR2.6 ' IN' 3.000 0 (26)WIND FRAMING SELECTION: *" ------ Order_Of_Selection ------ * Panel Diagonal Wind Wind x Shear Bracing Bent Column Iy< FYI rNr ,NT `(27)WALL BRACING: Wind Brace Shear Type 75.0 'CC' '(2.8)WIND BENTS: F --Member-- No. * Type Depth Bay ' 0.00 0 too. Bay Specified Specified Bays-For-Bracing 0 Bay Id (29)WIND COLUMNS: -- Member -- No. Left/ Type Depth Bay Bay-Id Right ' -' 0.00 0 * (30)WALL BRACING ATTACHMENT * No. Attach - -Bay Id -- No. 'Attach Id Start End Level Level Height 0 *(31)EAVE EXTENSION: *Wall No. Ext - Bay_Id -- - Edge Extend- Ext *Id Ext Id Start End Height Width Slope Left Right [Mount 2 0 4 0 (32) CANOPY: Wall No. Ext -Bay - -Edge Extend --- Ext lid Ext Id Start End Height Width Slope Left eight Mount 1 0 2 0 4 0 I *(33)FACIA /PARAPET . *Wall No. Ext F'ac Bay Id ---- Attach _Beam ---- - -- Facia /Parapet - -- Edge Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) ( ?,12 ) (ft) (ft) ( ?:12 ) (ft) (ft) 1 0 2 0 4 0 * (34) FACIA / PARAPE'T' GIRTS: *Ext -- -m---- --Top - - -- --- Interior- ---Back-Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing * (35)ADJACENT BUILDING: *Wall No. Ext -Bay Id -- - Edge _Extend- Ext *Id Ext I'd Start End Height Width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext Beam Facia /Parapet Facia /Parapet_Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS; * - -- Deflection— Wind Dead Collat Live Snow Basic Load Ratio Load Load Load Load Load Wind Snow Wind Seis Factor 2.0 0.0 20.0 20.0 15.0 1.00 1.00 1.00 1.00 *(38)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 5.600 1.07 1.00 1.07 *(39)BASIC LOADS AT SAVE: *Seis Seis Seis Torsion Forces *Dead Girt Load Wind Seismic 2.0 0.0000 0.96 0.00 0.00 *(40)WIND PRESSURE /SUC'T'ION: * Wind Wind Press Suct 13.1 -14.4 Column 13.1 -14.4 Girt /Header 13.1 -14.3 Jamb 15.5 -20.6 Panel- 22.5 -15.0 Parapet Girt 22.5 -15.0 Transv Bracing, Facia /Parapet * (41)WIND COEFFICIEN'T'S: * Surf Rafter Wind _1 Rafter_Wind_2, Bracing Wind Long Surface A" Id Left ­_ Right Left Right Left Right [find Friction 1 0.00 0.00 0.00 0.00 0.49 -0.73 0.00 0.00 2 -ry1.18 -0.68 -0.82 --0.32 -1.18 -0.68 -1.18 0.00 3 -0.68 -1.18 -0.32 -0.82 -0.68 -1.18 -1.18 0.00 4 0.00 0.00 0.00 0.00 _0.73 0.49 0.00 0.00 *(42)COLUMN DESIGN LOADS: "'Load Rafter _Wind Brace-Wind Long Column-Wind Aux-Load *No Id Dead Coll Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 EwDCS- L.osct 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0,00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1..00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11, 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.2 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.08 1.08 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 17 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 *(43)COLUMN ;.Load *No Id Dead 0 -(44)RAFTER *Load '--No Id Dead 31 1 1.00 2 1.00 3 0.60 4 0.60 5 0.60 6 0.60 7 0.60 8 1.00 9 1.00 10 1.00 11 1.00 12 1.00 13 1..00 14 0.60 15 0.60 16 1.00 17 1.00 18 1.00 19 1.00 20 7..00 21. 1.00 22 1.00 23 1.00 24 1.00 25 1.00 26 1.00 27 1.00 28 1.00 29 1.00 30 1.00 31 1.00 DESIGN LOADS: Deflection Rafter Wind Coll Live Snow Left Right DESIGN LOADS: Brace _Wind Long Column Wind Aux Load Left Right mind Press Suct Seis Td Coef *(45)RAFTER DESIGN LOADS: Deflection Rafter Wind 1 Rafter_ Wind 2 Long Aux Load Collat Live Snow Left Right Left Right Wind Seis Id- Coef 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 -1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 1.00 *(45)RAFTER DESIGN LOADS: Deflection Eswl)cs -L. o [l t *.road Rafter. Wind 1 Rafter-Wind-2 Long Aux Load *No Id Dead Collat Live Snow Left Right Left Right Wind Seis Id � Coef 0 -(46)BRACING DESIGN LOADS: *Load *No Id Dead Coll Live 4 1 0.00 0.00 0.00 2 0.00 0.00 0.00 3 0.00 0.00 0.00 4 0.00 0.00 0.00 *(47)AUXILIARY LOADS: Snow 0.00 0.00 0.00 0.00 Raft Left 0.00 0.00 0.00 0.00 2r -Wind Brace Right Left 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind fight 0.00 1.00 0.00 0.00 Long Wind 0.00 0.00 0.00 0.00 Column Wind PreSS�Suct 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Seis 0.00 0.00 0.70 0.70 Aux Loac Id Coef 0 0.0C 0 0.0C 0 0.0C 0 0.00 * No. Aux Aux No. Add Add Load Aux Id Name Combs Td Coef 10 1 ' E1.UNB SL 1' 3 1. 0.30 2 1.00 3 0.55 2 'EIUNB_SL 2' 3 2 0.30 1 1.00 4 0.55 3 'ElPAT LL 3' 1 5 0.50 4 'E1PAT LL 4' 1 10 0.50 5 'E1PAT LL 5' 2 5 0.50 6 0.50 6 'ElPAT LSD 6' 3 6 0.50 7 0.50 8 0.50 7 'E1PAT LL 7' 3 7 0.50 8 0.50 9 0.50 8 'E1PAT_LL 8' 2 9 0.50 10 0.50 9 'ElPAT LL 9' 4 5 1.00 7 1.00 8 1.00 10 1.00 10 'E1PAT_1,1,10' 2 6 1.00 9 1.00 *(48)ADDITIONAL LOADS: • No. Add Surf Basic Load FX FY Mom X Y ..Cone • Add Id Id Load Type W1 W2 Co DLl DL2 ..Unif 14 1 2 - - - - - -' 'D ' -0.202 -0.202 0.08 0.00 40.14 2 3 - - - - - -' 'D ' --- 0.202 - -0.202 -0.08 0.00 40.14 3 3 - -- ----' ' D ' -0.202 -0.202 -0.08 0.00 19.99 4 2 - - - - - -' 'D ' -0.202 -0.202 0.08 20.14 40.14 5 2 '-- - - - -' 'D ' -0.202 - 0.202 0.08 0.00 18.06 6 2 - - - - - -' 'D ' -0.202 -0.202 0.08 18.06 35.12 7 2 ' ---- ---- -' ' D ' -0.202 -0.202 0.08 35.12 40.14 8 3 ' ---- ----' 'D -0.202 -0.202 -0.08 0.00 10 .03 9 3 - - - - - -' 'D -0.202 -0.202 -0.08 10.03 25.09 1.0 3 ' ----- --' ID ' -0.202 -0.202 -0.08 25.09 40.14 11 2 'WINDL1' 'D ' -0.073 - 0.073 0.00 35.00 40.14 12 2 1WINDL2' 'D -- -0.073 - -0.073 0.00 35.00 40.14 13 3 'WINDRI' 'D -0.073 -0.073 0.00 0.00 5.14 14 3 'WINDR2' 'D - -0.073 -0.073 0.00 0,00 5.14 *(49) GIRT LAPS: ENV D es- L. ou I Data - - - -- -Set 1 ------- - -- ---- -Set 2 ------- - - ---- -Set 3 ------- Opt Sets Left Right Quan Left RIght. Quan Left Right Quan 1_1 0 A.(50)GIRT STRAPS: Data - - -Set 1-- --w - - -Set 2--W -- -- -Set 3-- -- -- -Set 4--- *Opt Sets Strap Quan Strap Quan Strap -Quan Strap Quan 11 0 "'(51)PANEL SCREWS: * No, Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 0 Code file used was EW-TBC.06 Version 3.0 08-5054 Endwall Design Code 1/ 5/09 5:46 pm STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISC05 Cold Formed Steel AIS196 Country US BUILDING CODE: Wind Code Year Seismic zone MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel IBC 06 D 29000 (ksi 29500 (ksi 08-5054 Column & Rafter Design 1/ 5/09 5:46 pm MEMBER SIZES: Member Member Member ---Web Size-- - Flange Size - Member Member Id ------ Locate ------ Size ----------- Depth - Thick Width Thick Length Weight Col -1 0.7 8X25CI6 8.00 16ga 2 .50 16ga - ----- 12.7 ------ 35,5 Col-2 18.0 8X25C12 8.00 12ga 2.50 12ga 141.2 70.5 Col-3 35.0 8X25012 8.00 12ga 2.50 12ga 15.6 77.6 Col-4 50.0 8X25012 8.00 12ga 2.50 12ga 15.2 75.3 Col-5 65.0 8X3501.4 8.00 14ga 3.50 14ga 13.9 52.9 Col-6 ------ 79.3 ------ 8X25016 ----------- 8.00 ----- 16ga 2.50 16ga 12.7 35.5 Raf-1 8X25Cl2 8.00 ----- 12ga ----- 2.50 ----- 12ga ------ 40.1 199.9 Raf-2 8X25012 8.00 12ga 2.50 12ga 40.1 199.9 Total= 747.23 DESIGN ACTIONS/STRENGTH: I EwDcs -Lout pi Hem Load -- -Axial (k ) -- -- -Shear (k ) -- - Moment (f--k ) - Id Td Calc Pn /sr Calc Vn /sf Ca.l.c Mn /sf Col - -1. 1 1.74 8.24 0.00 2.34 0.00 3.75 Col -1 2 1.74 8.24 0.00 2.34 0.00 3.75 Col -1 3 0.37 8.24 0.00 2.34 0.00 3.75 Col -1 4 0.78 8.24 0.00 2.34 0.00 3.75 Col -1 5 0.37 8.24 0.00 2.34 0.00 3.75 Cal -1 6 0.78 8.24 0.00 2.34 0.00 3.75 Col -1 7 - 1.24 27.07 0.00 2.34 0.00 3.75 Col -1 8 -1.21 27.07 0.00 2.34 0.00 3.75 Col- -1 9 -0.66 27.07 C.00 2.34 0.00 3.75 Cal -1 10 0.26 8.24 0.00 2.34 0.00 3.75 Col -1 11 0.35 8.24 0.00 2.34 0.00 3.75 col-1. 12 1.39 8.24 0.00 2.34 0.00 3.75 Col -1 1.3 1.45 8.24 0.00 2.34 0.00 3.75 C0l -1 14 0.25 8.24 0.00 2.34 C.00 3.75 Col -1. 15 0.32 8.24 0.00 2.34 0.00 3.75 Col. -1 16 0.12 8.24 0.00 2.34 0.00 3.75 Col -1 1.7 0.21 8.24 0.00 2.34 0.00 3.75 Col- -1 18 0.70 8.24 0.00 2.34 0.00 3.75 Col -1 19 1.65 8.24 0.00 2.34 0.00 3.75 Col -2 1 4.58 18.02 0.00 12.44 0.00 '7.31 Col -2 2 4.58 18.02 0.00 12.44 0.00 7.31 Col. -2 3 0.85 18.02 -1.31 12.44 4.65 7.31 Col. --2 4 2.03 18.02 -1.31 12.44 4.65 7.31 Col -2 5 0.85 18.02 -1.31 12.44 4.65 7.31 Col-2 6 2.03 18.02 -1.31 12.44 4.65 7.31 Col -2 7 -3.28 48.18 1.59 12.44 -5.64 7.31 Col -2 8 -3.34 48.18 -1.75 12.44 6.20 7.31 Col -2 9 -1.76 48.18 -1.75 12.44 6.20 7.31 Col -2 10 0.67 18.02 0.00 12.44 0.00 7.31 Col -2 11 0.62 18.02 0.00 12.44 0.00 7.31 Col-2 12 3.65 18.02 0.00 12.44 0.00 7.31 Col -2 13 3.61 18.02 0.00 12.44 0.00 7.31 Col. -2 14 0.65 18.02 0.00 12.44 0.00 7.31 Col -2 15 0.60 18.02 0.00 1.2 .44 0.00 7.31 Col -2 16 0.32 18.02 0.00 12.44 0.00 7.31. Col - -2 17 0.26 18.02 0.00 12.44 0.00 7.31 Col -2 18 1.66 18.02 0.00 12.44 0.00 7.31 Col-2 19 5.39 18.02 0.00 12.44 0.00 7.31 Col -3 1 3.63 18.02 0.00 12.44 0.00 7.31 Col. -3 2 3.63 18.02 0.00 12.44 0.00 7.31 Col -3 3 1.19 18.02 --1.35 12.44 5.24 7.31 Col -3 4 1.65 18.02 -1.35 12.44 5.24 7.31 Col- -3 5 1.19 18.02 -1.35 12.44 5.24 7.31 Col -3 6 1.65 18.02 -1.35 12.44 5.24 7.31 Col -3 7 -2.50 48. 18 1.63 1.2.44 -6.36 7.31 Col -3 8 -1.97 48.18 -1.79 12.44 6.99 7.31 Col - -3 9 - -1.35 48.18 -1.79 12.44 6.99 7.31 Col -3 10 0.45 18.02 0.00 12.44 0.00 7.31 Col -3 11 0.42 18.02 0.00 12.44 0.00 7.31 Col -3 12 2.82 18.02 0.00 12.44 0.00 7.31 Col -3 13 2.80 18.02 0.00 12.44 0.00 7.31 Col -3 14 0.46 18.02 0.00 12.44 0.00 7.31. Col -3 15 0.44 18.02 0.00 12.44 0.00 7.31 Col -3 16 0.16 18.02 0.00 12.44 0.00 7.31 Col -3 17 0.13 18.02 0.00 12.44 0.00 7.31 Col -3 18 2.13 18.02 0.00 12.44 0.00 7.31 Ew1)cs- I..o[It I Col-3 19 4.84 18.02 0.00 1.2.44 0.00 7.31 Col -4 1 3.41 18.02 0.00 12.44 0.00 7.31 Col -4 2 3.41 18.02 0.00 12.44 0.00 7.31 Col -4 3 1.61 18.02 -1.23 12.44 4.66 7.31 Col -4 4 0.86 18.02 -1.23 12.44 4.66 7.31 Col_ -4 5 1.61 18.02 -1.23 12.44 4.66 7.31 Col -4 6 0.86 18.02 -1.23 12.44 4.66 7.31 Col -4 7 -2.38 48. 1.8 1.49 12.44 -5.65 7.31 Col. -4 8 - 1.19 48.18 - 1.64 12,44 6.21 7.31 Col. -4 9 -2.19 48.18 -1.64 12.44 6.21 7.31 Col -4 10 0.43 18.02 0.00 12.44 0.00 7.31 Col -4 11 0.47 18.02 0.00 12.44 0.00 7131 Col-4 12 2.66 18.02 0.00 12.44 0.00 7.31 Col -4 13 2.69 18.02 0.00 12.44 0.00 7.31 Col --4 14 0.43 18.02 0.00 1.2.44 0.00 7.31 Col -4 1.5 0.46 18.02 0.00 12.44 0.00 7.31 Col-4 16 0.15 18.02 0.00 12.44 0.00 7.31 Col -4 7.7 0.20 18.02 0.00 12.44 0.00 7.31 Col -4 18 5.15 18.02 0.00 12.44 0.00 7.37. Col -4 19 1.21 18.02 0.00 12.44 0.00 7.31 Col. -5 1 3.83 12.24 0.00 3.91 0.00 5.79 Col -5 2 3.83 12.24 0.00 3.91 0.00 5.79 Col -5 3 1.68 12.24 - 1.10 3.91 3.83 5.79 Col -5 4 0.71 12.24 -1.10 3.91 3.83 5.79 Col -5 5 1.68 12.24 -1.10 3.91 3.83 5.79 Col -5 6 0.71 12.24 -- 1.1.0 3.91 3.83 5.79 Col -5 7 -2.75 36.75 1.34 3.91 -4.65 5.79 Col. -5 8 -1.50 36.75 -1.47 3.91 5.11 5.79 Col -5 9 -2.79 36.75 -1.47 3.91 5.11 5.79 Col. -5 10 0.51. 12.24 0.00 3.91 0.00 5.79 Col -5 11 0.56 1.2.24 0.00 3.91 0.00 5.79 Col -5 12 3.02 12.24 0.00 3.91 0.00 5.79 Col -5 13 3.06 12.24 0.00 3.91 0.00 5.79 Col -5 14 0.50 12.24 0.00 3.91 0.00 5.79 Col- -5 15 0.53 1.2.24 0.00 3.91 0.00 5.79 Col -5 16 0.22 12.24 0.00 3.91 0.00 5.79 Col -5 17 0.26 12.24 0.00 3.91 0.00 5.79 Col -5 18 4.11 12.24 0.00 3.91 0.00 5.79 Col -5 19 1.52 12.24 0.00 3.91 0.00 5.79 Col -6 1 1.46 8.24 0.00 2.34 0.00 3.75 Col -6 2 1.46 8.24 0.00 2.34 0.00 3.75 Col -6 3 0.66 8.24 0.00 2.34 0.00 3.75 Col -6 4 0.32 8.24 0.00 2.34 0.00 3.75 Col -6 5 0.66 8.24 0.00 2.34 0.00 3.75 Col -6 6 0.32 8.24 0.00 2.34 0,00 3.75 Col -6 7 -1.03 27.07 0.00 2.34 0.00 3.75 Col -6 8 -0.55 27.07 0.00 2.34 0.00 3.75 Col. -6 9 - 1..01. 27.07 0.00 2.34 0.00 3.75 Col-6 10 0.32 8.24 0.00 2.34 0.00 3.75 Col--6 11 0.22 8.24 0.00 2.34 0.00 3.75 Col -6 1.2 1.24 8.24 0.00 2.34 0.00 3.75 Col -6 13 1.16 8.24 0.00 2.34 0.00 3.75 Col-6 14 0.28 8.24 0.00 2.34 0.00 3.75 Col -6 15 0.21 8.24 0.00 2.34 0.00 3.75 Col -6 16 0.20 8.24 0.00 2.34 0.00 3.75 Col -6 17 0.10 8.24 0.00 2.34 0.00 3.75 Col -6 18 1.43 8.24 0.00 2.34 0.00 3.75 Col -6 --- -- 19 - 0.57 - 8.24 0,00 2.34 0.00 3.75 Raf-1 - -- 1 - - - -- 0.17 -- ---- -- 22.73 - - - - -- --2.39 - - - - -- 12.44 -- -- - - -- 7.29 - - - - -- 9.13 l"'wDes- i..out {9 Raf -1 2 0.17 22.73 -2,39 12.44 7.29 9.13 Raf- -1 3 - 0.37 48.18 1.75 12.44 -5.48 9.17 Raf -1 4 - 0.36 48.18 0.93 12.44 -2.86 9.14 Raf -1 5 0.7.5 2_2.20 1.1.7 12.44 -3.71 9.19 Raf -1 6 - -0.7.7 48.18 0.36 1.2 .41 -1.09 9.14 Raf -1. 7 -0.63 48.18 1.74 12.44 -5.32 9.14 Raf ---1 8 0.65 23.50 -0.28 1.2.44 0.89 9.19 Raf -1 9 1.27 22.20 -0.25 12.44 0.79 9.18 Raf -1. 10 0.70 25.50 -1.88 1.2.44 5.75 9.14 Raf: -1. 11 1.30 22.20 -1.85 1.2.44 5.66 9.14 Raf -1 12 0.65 23.50 --0.28 12.44 0.89 9.19 Raf -1 13 1.27 22.20 -0.25 12.44 0.79 9.18 Raf -1 14 0.65 23.50 -0.18 12.44 0.57 8.99 Raf -1 15 1.35 22.16 --0 -15 12.44 0.47 8.99 Raf -1 16 0.14 26.17 1.28 12.44 3.00 8.99 Raf -1 17 0.25 23.76 2.83 12.44 8.81 9.22 Raf -1 18 0.19 22.82 -2.41 12.44 7.52 9.17 Raf -1 '19 0.16 24.07 - -7..95 12 .44 5.35 9.36 Raf -120 0.14 26.21 1.63 12.44 3.84 9.05 Raf -1 21 0.11 22.77 -7..33 1.2.44 4.10 9.15 Raf -1 22 0.14 24.75 - 2.33 12.44 6.12 8.99 Raf -1 23 0.10 22.71 --1.33 12.44 4.03 9.12 Raf -1 24 0.16 24.07 1.94 12.44 5.22 9.06 Raf -1 25 0.18 22.74 -2.39 12.44 7.31 9.14 Raf -1 26 0.20 22.91 -2.42 12.44 7.75 9.21 Raf -1 27 0.18 24.90 -2.12 12.44 6.15 9.36 Raf -1 28 0.14 26.53 1.50 12.44 --2.56 9.36 Raf -1 29 0.04 23.07 - 0.27 12.44 0.92 9.27 Raf -1 30 0.15 24.75 -2.22 12.44 -6.54 8.99 Raf -7. 31 0.16 24.69 1.96 12.44 -4.75 8.99 Raf -2 1 0.15 25.16 1.99 12.44 5.12 9.36 Raf -2 2 0.15 25.16 1.99 12.44 5.12 9.36 Raf -2 3 -0.32 48.18 -0.78 12.44 -2.06 9.36 Raf -2 4 -0.33 48. 18 -1.45 12.44 -3.82 9.36 Raf -2 5 --0.15 48.18 -0.30 12.44 -0.82 9.36 Raf -2 6 0.16 23.89 -0.97 12.44 -2.58 9.36 Raf -2 7 -0.56 48.18 -1.44 12.44 -3.73 9.36 Raf -2 8 1.28 23.89 0.21 12.44 0.56 9.36 Raf -2 9 0.66 25.00 0.23 12.44 0.62 9.36 Raf -2 10 1.31 23.89 1.53 12.44 3.97 9.36 Raf- -2 11 0.63 23.50 1.56 12.44 4.04 9.36 Raf -2 12 1.28 23.89 0.21 12.44 0.56 9.36 Raf-2 13 0.66 25.00 0.23 12.44 0.62 9.36 Raf -2 14 1.34 23.82 0.12 12.44 0.34 8.99 Raf-2 15 0.67 .2.3.82 0.15 1.2.44 0.40 8.99 Raf -2 16 0.24 25.81 -2.56 12.44 6.35 9.36 Raf -2 17 0.09 25.22 0.76 12.44 2.02 9.36 Raf -2 18 0.10 25.20 1.11 12.44 2.92 9.36 Raf- -2 19 0.13 26.29 -1.56 12.44 3.03 9.31 Raf -2 20 0.16 25.64 -1.81 12.44 4.70 9.36 Raf -2 21 0.16 25.21 2.00 12.44 5.36 9.36 Raf -2 22 0.09 25.13 1.10 12.44 2.80 9.36 Raf -2 23 0.7.0 23.50 1.92 12.44 4.21 8.99 Raf -2 24 0.15 25.17 1.99 12.44 5.16 9.36 Raf- -2 25 0.14 25.67 1.75 12.44 4.41 9.36 Raf -2 26 0.04 25.41 0.25 12.44 1.12 8.99 Raf -2 27 0.13 26.55 --1.43 12.44 -2.56 8.99 Raf -2 28 0.17 25.46 -1.93 12.44 5.36 9.36 Raf -2 29 0.1.7 25.25 2.02 12.44 5.60 9.36 Raf -2 30 0.16 26.55 1.81 12.44 -4.63 9.15 %,wigCs -Loi3t loaf -2 31. 0.1.5 26.43 -1..77 12.44 STRESS RATIO: Mere Load Id Id Axial Shear Moment Axl +Mom Shr +Mom Max UC Col-1. 1 0.21 0.00 0.00 0.21 0.21 C0.1 -1 2 0.21 0.00 0.00 0.21 0.21 Col -1 3 0.04 0.00 0.00 0.04 0.04 C01-1 4 0.09 0.00 0.00 0.09 0.09 Col -1 5 0.04 0.00 0.00 0.04 0.04 C01--1 6 0.09 0.00 0.00 0.09 0.09 C01-1 7 0.05 0.00 0.00 0.05 0.05 Col -1 8 0.04 0.00 0.00 0.04 0.04 C01-1 9 0.02 0.00 0.00 0.02 0.02 Col -1 10 0.03 0.00 0.00 0.03 0.03 C01-1 11 0.04 0.00 0.00 0.04 0.04 Col -1. 12 0.17 0.00 0.00 0.17 0.17 Col -1 13 0.18 0.00 0.00 0.18 0.18 Col -1 14 0.03 0.00 0.00 0.03 0.03 Col -1 15 0.04 0.00 0.00 0.04 0.04 Col -1 16 0.01 0.00 0.00 0.01 0.01 Col -1 17 0.03 0.00 0.00 0.03 0.03 Col-1 18 0.08 0.00 0.00 0.08 0.08 Col -1 19 0.20 0.00 0.00 0.20 0.20 Col -2 1 0.25 0.00 0.00 0.25 0.25 Col -2 2 0.25 0.00 0.00 0.25 0.25 Col -2 3 0.05 0.11 0.64 0.68 0. 14 0.68 Col-2 4 0.11 0.11 0.64 0.75 0.14 0.75 Col -2 5 0.05 0.11 0.64 0.68 0.14 0.68 Col -2 6 0.11 0.11 0.64 0.75 0.14 0.75 Col -2 7 0.07 0.13 0.77 0.77 0.21 0.77 Col -2 8 0.07 0.14 0.85 0.85 0.25 0.85 Col-2 9 0.04 0.14 0.85 0.85 0.25 0.85 Col -2 10 0.04 0.00 0.00 0.04 0.04 Col -2 11 0.03 0.00 0.00 0.03 0.03 Col- -2 12 0.20 0.00 0.00 0.20 0.20 Col -2 13 0.20 0.00 0.00 0.20 0.20 Col -2 14 0.04 0.00 0.00 0.04 0.04 Col -2 15 0.03 0.00 0.00 0.03 0.03 Col -2 16 0.02 0.00 0.00 0.02 0.02 Col--2 17 0.01 0.00 0.00 0.01 0.01 Col -2 1.8 0.09 0.00 0.00 0.09 0.09 Col -2 19 0.30 0.00 0.00 0.30 0.30 Col -3 1 0.20 0.00 0.00 0.20 0.20 Cal -3 2 0.20 0.00 0.00 0.20 0.20 Col -3 3 0.07 0.11 0.72 0.78 0.18 0.78 Col--3 4 0.09 0.11 0.72 0.81 0.18 0.81 Col -3 5 0.07 0.11 0.72 0.78 0.18 0.78 Col -3 6 0.09 0.11 0.72 0.81 0.18 0.81 Col --3 7 0.05 0.13 0.87 0.87 0.26 0.8'7 Col -3 8 0.04 0.14 0.96 0.96 0.32 0.96 C01-3 9 0.03 0.14 0.96 0.96 0.32 0.96 Cal -3 10 0.03 0.00 0.00 0.03 0.03 C01-3 11 0.02 0.00 0.00 0.02 0.02 Col -3 12 0.16 0.00 0.00 0.16 0.16 Col -3 13 0.16 0.00 0.00 0.16 0.16 Col -3 14 0.03 0.00 0.00 0.03 0.03 -3.90 8.99 EwDcs -Lout 1 ?-- Col--3 15 0.02 0.00 0.00 0.02 0.02 Col -3 16 0.01 0.00 0.00 0.01 0.01 Col -3 17 0.01 0.00 0.00 0.01 0.01 Cal -3 18 0.1.2 C.00 0.00 0.12 0.12 Col -3 19 0.27 0.00 0.00 0.2'7 0.27 Col --4 1 0.19 0.00 0.00 0.19 0.19 Col -4 2 0.19 0.00 0.00 0.19 0.19 Col- -4 3 0.09 0.10 0.64 0.72 0.14 0.72. Col-4 4 0.05 0.10 0.64 0.68 0.14 0.68 Col -4 5 0.09 0.10 0.64 0.72 0.14 0.72 Col -4 6 0.05 0.10 0.64 0.68 0.14 0.68 Col -4 7 0.05 0.12 0.77 0.77 0.21 0.77 Col -4 8 C.02 0.13 0.85 0.85 0.25 0.85 Col -4 9 0.05 0.13 0.85 0.85 0.25 0.85 Col -4 10 0.02 0.00 0.00 0.02 0.02 Col -4 11 0.03 0.00 0.00 0.03 0.03 Col -4 12 0.15 0.00 0.00 0.15 0.15 Col -4 13 0.15 0.00 0.00 0.15 0.15 Cal -4 14 0.02 0.00 0.00 0.02 0.02 Col -4 15 0.03 0.00 0.00 0.03 0.03 Col -4 16 0.01 0.00 0.00 0.01 0.01 Col. -4 17 0.01 0.00 0.00 0.01 0.01 Col -4 18 0.29 0.00 0.00 0.29 0.29 Col -4 19 0.07 0.00 0.00 0.07 0.07 Col. -5 1. 0.31 0.00 0.00 0.31 0.31 Col -5 2 0.31. 0.00 0.00 0.31 0.31 Cal -5 3 0.14 0.28 0.66 0.80 0.23 0.80 Col -5 4 0.06 0.28 0.66 0.72 0.23 0.72 Col -5 5 0.14 0.28 0.66 0.80 0.23 0.80 Col -5 6 0.06 0.28 0.66 0.72 0.23 0.72 Col -5 7 0.07 0.34 0.80 0.80 0.34 0.80 Col -5 8 0.04 0.38 0.88 0.88 0.42 0.88 Col -5 9 0.08 0.38 0.88 0.88 0.42 0.88 Col--5 10 0.04 0.00 0.00 0.04 0.04 Col. --5 11 0.05 0.00 0.00 0.05 0.05 Col. -5 12 0.25 0.00 0.00 0.25 0.25 Col -5 13 0.25 0.00 0.00 0.25 0.25 Col -5 14 0.04 0.00 0.00 0.04 0.04 Col -5 15 0.04 0.00 0.00 0.04 0.04 Cal -5 16 0.02 0.00 0.00 0.02 0.02 Col -5 17 0.02 0.00 0.00 0.02 0.02 Col -5 18 0.34 0.00 0.00 0.34 0.34 Col -5 1.9 0.12 0.00 0.00 0.12 0.12 Col -6 1. 0.1.8 0.00 0.00 0.18 0.18 Col-6 2 0.18 0.00 0.00 0.18 0.1.8 Col -6 3 0.08 0.00 0.00 0.08 0.08 Col -6 4 0.04 0.00 0.00 0.04 0.04 Col-6 5 0.08 0.00 0.00 0.08 0.08 Col-6 6 0.04 0.00 0.00 0.04 0.04 Col -6 7 0.04 0.00 0.00 0.04 0.04 Col -6 8 0.02 0.00 0.00 0.02 0.02 Col -6 9 0.04 0.00 0.00 0.04 0.04 Col -6 10 0.04 0.00 0.00 0.04 0.04 Col -6 11 0.03 0.00 0.00 0.03 0.03 Col -6 12 0.15 0.00 0.00 0.15 0.15 Col- -6 13 0.14 0.00 0.00 0.14 0.14 Col -6 14 0.03 0.00 0.00 0.03 0.03 Col -6 15 0.03 0.00 0.00 0.03 0.03 Col -6 16 0.02 0.00 0.00 0.02 0.02 Col -6 17 0.01 0.00 0.00 0.01 0.01. l3 Col -6 18 0.17 0.00 0.00 0.17 0.17 Col -6 19 0.07 0.00 0.00 0.07 0.07 Raf -1 1 0.01 0.19 0.80 0.78 0.64 0.80 RafW-1. 2 0.01 0,19 0.80 0.78 0.64 0.80 Raf -1. 3 0. 01, 0.14 0.60 0.60 0.36 0.60 Raf -1 4 0.01 0.08 0.31 0.31 0.10 0.31. Raf -1 5 0.01 0.09 0.40 0.40 0.17 0.40 Raf - -1 6 0.00 0.03 0.12 0.12 0.01 0.12 Raf -1 7 0.01 0.14 0.58 0.58 0.34 0.58 Raf -1 8 0.03 0.02 0.10 0.10 0.01 0.10 Raf -1 9 0.06 0.02 0.09 0.12 0.01 0.12 Raf -1 10 0.03 0.15 0.63 0.61 0.40 0.63 Raf - --1. 11 0.06 0.15 0.62 0.60 0.39 0.62 Raf -1 12 0.03 0.02 0.10 0.10 0.01 0.10 Raf -1 13 0.06 0.02 0.09 0.12 0.01 0.12 Raf -1 14 0.03 0.01. 0.06 0,07 0.07 Raf -1 15 0.06 0.01 0.05 0.09 0.09 Raf -1 16 0.01. 0.10 0.33 0.33 0.11 0.33 Raf -1 17 0.01 0.23 0.96 0.96 0.94 0.96 Raf -1 18 0.01 0.19 0.82 0.81 0.68 0.82 Raf- -1 1.9 0.01 0.16 0.57 0.57 0.35 0.57 Raf -1 20 0.01 0.13 0.42 0.41 0118 0.42 Raf -1 21 0.00 0.11 0.45 0.44 0.20 0.45 Raf -1 22 0.01 0.19 0.68 0.66 0.46 0.68 Raf -1 23 0.00 0.11 0.44 0.43 0,20 0.44 Raf -1 24 0.01 0.16 0.58 0.58 0.34 0.58 Raf -1 25 0.01 0.19 0.80 0.78 0.65 0.80 Raf -1 26 0.01 0.19 0.84 0.83 0.72 0.84 Raf -1 27 0.01 0.17 0.66 0.66 0.46 0.66 Raf -1 28 0.01 0.12 0.27 0.27 0.08 0.27 Raf -1 29 0.00 0.02 0.10 0.10 0.01 0.10 Raf -1. 30 0.01 0.18 0.73 0.73 0.33 0.73 Raf -1 31 0.01 0.16 0.53 0.51 0.19 0.53 Raf -2 1 0.01 0.16 0.55 0.55 0.32 0.55 Raf -2 2 0.01 0.16 0.55 0.55 0.32 0.55 Raf-2 3 0.01 0.06 0.22 0.22 0.05 0.22 Raf -2 4 0.01 0.12 0.41 0.41 0.18 0.41 Raf -2 5 0.00 0.02 0.09 0.09 0.01 0.09 Raf -2 6 0.01 0.08 0.28 0.28 0.08 0.28 Raf -2 7 0.01 0.12 0.40 0.40 0.17 0.40 Raf -2 8 0.05 0.02 0.06 0.10 0.10 Raf -2 9 0.03 0.02 0.07 0.07 0.07 Raf -2 10 0,05 0.12 0.42 0.42 0.20 0.42 Raf- -2 11 0.03 0.13 0.43 0.43 0.20 0.43 Raf -2 12 0.05 0.02 0.06 0,10 0.10 Raf- -2 13 0.03 0.02 0.07 0.07 0.07 Raf -2 14 0.06 0.01 0.04 0.08 0,08 Raf -2 15 0.03 0.01 0.04 0.05 0.05 Raf -2 16 0.01 0.21 0.68 0.68 0,50 0.68 Raf -2 17 0.00 0.06 0.22 0.22 0.05 0.22 Raf -2 18 0.00 0.09 0.31 0.31 0.11 0.31 Raf -2 19 0.01 0.13 0.33 0.33 0.12 0.33 Raf -2 20 0.01 0.15 0.50 0.50 0.27 0.50 Raf -2 21 0.01 0.16 0.57 0,57 0,35 0.57 Raf -2 22 0.00 0.09 0.30 0.30 0.10 0.30 Raf- -2 23 0.00 0.15 0.47 0.45 0.23 0.47 Raf -2 24 0.01 0.16 0.55 0.55 0.33 0.55 Raf -2 25 0.01 0.14 0.47 0.47 0.24 0.47 Raf -2 26 0.00 0.02 0.12 0.12 0.01 0.12 t?wDes -L.out /t Raf-2 Load 27 0.00 0.12 0.28 0.27 0.07 0.2.8 Raf -2 ---- 7. 28 0.01 0.16 0.57 0.57 0.35 0.57 Raf -2 Col -1 2.9 0.01 0.16 0.60 0.60 0.38 0.60 Raf -2 0.00 30 0.01. 0.15 0.51 0.51 0.16 0.51 Raf -2 0.78 31 0.01 0.14 0.43 0.42 0.13 0.43 COLUMN REACTIONS: M2m Load -- -- - - -- Reaction (k ) ------- ld - - - -- Id - Horz (OP) Vort Horz (IP) Co.l. -1 ---- 7. - - - - - -- 0.00 - - - -- 1.74 - - - - - -- 0.00 C01-1 2 0.00 1.'74 0.00 Col -1 3 0.00 0.37 0.00 Col -I 4 0.00 0.78 0.00 C01-1 5 0.00 0.37 0.00 C01-1 6 0.00 0.78 0.00 C01-1 7 0.00 -1.21 0.00 Col --1 8 0.00 -1.19 0.00 Col. -1 9 0.00 -0.64 0.00 Col --1 10 0.00 0.26 0.00 Col -I 11 0.00 0.35 0.00 Col -1 12 0.00 1.39 0.00 Col-I 13 0.00 1.45 0.00 C01-1 14 0.00 0.25 0.00 Col- -1 15 0.00 0.32 0.00 Col--1 16 0100 0.12 0.00 C01-1 17 0.00 0.21 0.00 Col -1 18 0.00 0.70 0.00 Col -1 19 0.00 1.65 0.00 Col -2 1 0.00 4.58 0.00 Col -2 2 0.00 4.58 0.00 Col -2 3 1.31 0.85 0.00 Col-2 4 1.31 2.03 0.00 Cal -2 5 1.31 0.85 0.00 Col. ---2 6 1.31 2.03 0.00 Col -2 7 -1.59 - 3..2.4 0.00 Col -2 8 1.75 -rv3.29 0.00 Col- -2 9 1.75 -1.72 0100 Col -2 10 0.00 0.67 0.00 Cal -2 1.1 0.00 0.62 0.00 Col-2 12 0.00 3.65 0.00 Col -2 13 0.00 3.61 0.00 Col -2 14 0.00 0.65 0.00 Col. -2 15 0.00 0.60 0.00 Col -2 16 0.00 0.32 0.00 Col -2 ]. "] 0.00 0.26 0.00 Col. --2 18 0.00 1.66 0.00 Col -2 19 0.00 5.39 0.00 Cal -3 1 01.00 3.63 0.00 Col -3 2 0.00 3.63 0.00 C01-3 3 1.35 1.19 0 -00 Col -3 4 1.35 1.65 0.00 Col -3 5 1.35 1.19 0.00 Col -3 6 1.35 1.65 0.00 Col -3 7 -1.63 -2.45 0.00 Col -3 8 1.79 --1.92 0.00 Col- -3 9 1.79 -1.30 0.00 Col -3 10 0.00 0.45 0.00 Ew Dcs -L,.aa t Col -3 11 0.00 0.42 0.00 Col -3 1.2 0.00 2.82 0.00 Col -3 13 0.00 2.80 0.00 Col -3 14 0.00 0.46 0.00 Col -3 15 0.00 0.44 0.00 Col -3 16 0.00 0.16 0.00 Col -3 17 0.00 0.13 0.00 Col -3 18 0.00 2.13 0.00 Col -3 19 0.00 4.84 0.00 Col -4 1 0.00 3.41 0.00 Col- -4 2 0.00 3.41 0.00 Col -4 3 1.23 1.61 0.00 Col--4 4 1.23 0.86 0.00 Col -4 5 1.23 1.61 0.00 Col -4 6 1.23 0.86 0.00 Col -4 7 -1.49 -2.34 0.00 Col -4 8 1.64 --1.15 0.00 Col -4 9 1.64 -2.14 0.00 Col. -4 10 0.00 0.43 0.00 Col -4 11 0.00 0.47 0.00 Col -4 12 0.00 2.66 0.00 Cal -4 13 0.00 2.69 0.00 Col -4 14 0,00 0.43 0.00 Col -4 15 0.00 0.46 0.00 Col -4 16 0.00 0.15 0.00 Col- -4 17 0.00 0.20 0.00 Col -4 18 0.00 5.15 0.00 Col-4 19 0.00 1.21 0.00 Col -5 1 0.00 3.83 0.00 Col -5 2 0.00 3.83 0.00 Col -5 3 1.10 1.68 0.00 Col-5 4 1.10 0.71 0.00 Col-5 5 1.10 1.68 0.00 Col -5 6 1.10 0.71 0.00 Col -5 7 -1.34 -2.72 0.00 Col -5 8 1.47 -1.47 0.00 Col -5 9 1.47 -2.76 0.00 Col -5 10 0.00 0.51 0.00 Col -5 11 0.00 0.56 0.00 Col ---5 12 0.00 3.02 0.00 Col -5 13 0.00 3.06 0.00 Col-5 14 0.00 0.50 0.00 Col -5 15 0.00 0.53 0.00 Cal -5 16 0.00 0.22 0.00 Col -5 1.7 0.00 0.26 0.00 Col -5 18 0.00 4.11 0.00 Col- -5 19 0.00 1.52 0.00 Col -6 1 0.00 1.46 0.00 Col -6 2 0.00 1.46 0.00 Col -6 3 0.00 0.66 0.00 Col-6 4 0.00 0.32 0.00 Col -6 5 0.00 0.66 0.00 Col-6 6 0.00 0.32 0.00 Col -6 7 0.00 --1.01 0.00 Col-6 8 0.00 -0.53 0.00 Col -6 9 0.00 -0.99 0.00 Col. -6 10 0.00 0.32 0.00 Col -6 11 0.00 0.22 0.00 Col -6 12 0.00 1.24 0.00 Col-6 13 0.00 1.16 0.00 EII'Des- [_..out cc) I -6 14 0.00 0.28 0.00 Col -6 15 0.00 0.21 0.00 Col -6 C01-1 16 0.00 0.20 0.00 Col. -6 -I 17 0.00 0.10 0.00 Col -6 4 18 0.00 1.43 0.00 C01-6 0.00 19 0.00 0.5'7 0.00 COLUMN MEMBER DEFLECTIONS: Mem road Deflection(in) Id Id Cal Allow Col -1 1 0.00 0.85 C01-1 2 0.00 0.85 Col -I 3 0.00 0.85 Col -1 4 0.00 0.85 Col -1 5 0.00 0.85 Col -1 6 0.00 0.85 Col -1 7 0.00 0.85 Coll 8 0.00 0.85 Col -1 9 0.00 0.85 Col -1 10 0.00 0.85 C01-1 11 0.00 0.85 C01-1 12 0.00 0.85 Col -1 13 0.00 0.85 Col -1 14 0.00 0.85 Col -1 1.5 0.00 0.85 C01-1 16 0.00 0.85 C01-1 17 0.00 0.85 Col. -1. 18 0.00 0.85 C01-1 19 0.00 0.85 Col -2 1 0.00 0.94 Col -2 2 0.00 0.94 Col- -2 3 0.42 0.94 Col -2 4 0.42 0.94 Col -2 5 0.42 0.94 Col. -2 6 0.42 0.94 Col- -2 7 -0.51 0.94 Col -2 8 0.57 0.94 Col -2 9 0.57 0.94 Col -2 1.0 0.00 0.94 Col -2 11 0.00 0.94 Col -2 12 0.00 0.94 Col -2 13 0.00 0.94 Col -2 14 0.00 0.94 Col-2 15 0.00 0 . 94 Col -2 16 0.00 0.94 Col -2 1.7 0.00 0.94 Colt 18 0.00 0.94 Col -2 19 0.00 0.94 Cal -3 1 0.00 1.04 Col -3 2 0.00 1.04 Col -3 3 0.58 1.04 Col- -3 4 0.58 1.04 Col -3 5 0.58 1.C4 Col -3 6 0.58 1.04 Col -3 7 -0.70 1.04 Cal -3 8 0.77 1.04 Col -3 9 0.77 1.04 16 EwDes -L.mrt Col. -3 10 0.00 1.04 Col -3 11 0.00 1.04 COI-3 1.2 0.00 1.04 Col -3 13 0.00 1.04 Col -3 14 0.00 1.04 Col. -3 15 0.00 1.04 Col. -3 16 0.00 1.04 Col. ---3 17 0.00 1.04 Col -3 1.8 0.00 1.04 Col-3 19 0.00 1.04 C01-4 1 0.00 1.01 Col -4 2 0.00 1.01 C01-4 3 0.49 1.01 C01-4 4 0.49 1.01 Col -4 5 0.49 1.01 Col -4 6 0.49 1.01 Col-4 7 -0.59 1.01 Col -4 8 0.65 1.01 Col. -4 9 0.65 1.01 C01-4 10 0.00 1.01 Col- -W4 11 0.00 1.01 C01 -4 12 0.00 1.01 C01-4 13 0.00 1.01 Col-4 14 0.00 1.01 Col -4 15 0.00 1.01 Col-4 16 0.00 1.01 Col -4 17 0.00 1.01 Cal -4 1.8 0.00 1.01 C01-4 19 0.00 1.01. Col. -5 1 0.00 0.93 Col -5 2 0.00 0.93 Col -5 3 0.40 0.93 Col -5 4 0.40 0.93 Col -5 5 0.40 0.93 Col-5 6 0.40 0.93 Col -5 7 -0.49 0.93 C01-5 8 0.54 0.93 Col -5 9 0.54 0.93 Col -5 10 0100 0.93 Col -5 11 0.00 0.93 Col -5 12 0.00 0.93 C01-5 2.3 0.00 0.93 Col-5 14 0.00 0.93 Col -5 15 0.00 0.93 C01-5 16 0.00 0.93 Col -5 ].7 0.00 0.93 C01-5 18 0.00 0.93 C01-5 19 0.00 0.93 Col -6 1 0.00 0.85 Col -6 2 0.00 0.85 Col -6 3 0.00 0.85 Col -6 4 0.00 0.85 Col -6 5 0.00 0.85 Col -6 6 0.00 0.85 Col -6 7 0.00 0.85 Col -6 8 0.00 0.85 C01 -6 9 0.00 0.85 Col -6 10 0.00 0.85 Col-6 11 0.00 0.85 Col -6 12 0.00 0.85 12 Ew Des -L.oul Cc.1 -6 1.3 0,00 0.85 Col -6 14 0.00 0.85 Col -6 15 0.00 0.85 C01-6 3 16 0.00 0.85 C01-6 0.22 17 0.00 0.85 Col -6 18 0.00 0.85 Col -6 19 0.00 0.85 RAFTER 1XIENBER DEFLECTIONS : Mem Load reflection(in) Id Id Calc Allow Raf -1. 1 - -0.57- 1.20 Rai -1 2 -0.57 1.20 Raf -.1 3 0.40 1.20 Raf -1 4 0.22 1.20 Raf -1 5 0.26 1.20 Raf -1 6 0.08 1.20 Raf -1 7 0.41 1.20 Raf -1 8 -0.06 1.20 Raf -1 9 -0.06 1.20 Raf -1 10 -0.45 1.20 Raf-1 11 -0.44 1.20 Raf -1 12 -0.06 1.20 Raf -1 13 -0.06 1.20 Raf -1 14 -0.04 1.20 Raf -1 15 -0.03 1.20 Raf -1 1.6 -0.24 1.20 Raf- -1 17 -0.43 1.13 Raf -1 18 - 0.56 1.20 Raf -1 19 -0.26 1.13 Raf -1 20 -0.34 1.20 Raf -1 21 -0.31 1.20 Raf -1 22 - 0.67 1.20 Raf -1 23 - 0.32 1.20 Raf --1 24 -0.2.7 1.13 Raf -1. 25 -0.57 1.20 Raf-1 26 -0.54 1.20 Raf -1 27 - 0.36 1.13 Raf -1 28 --0.19 1.00 Raf -1 29 - -0.06 1.20 Raf -1 30 -0.82 1.20 Raf -1 31 -0.53 1.13 Raf -2 1 -0.26 1.00 Raf -2 2 -0.26 1.00 Raf -2 3 0.10 1.00 Raf -2 4 0.18 1.00 Raf -2 5 0.04 1.00 Raf -2 6 0.12 1.00 Raf -2 -7 0.19 1.00 Raf -2 8 - 0.03 1100 Raf -2 9 -0.03 1.00 Raf -2 10 - 0.20 1.00 Raf -2 11 -0.20 1.00 Raf- -2 12 -0.03 1.00 Raf -2 13 - 0.03 1.00 Raf -2 14 -0.01. 1.00 Raf -2 15 -0.02 1.00 l9 FwDo -Loiit Raf -2 16 -0.23 1.00 Raf_ -2 17 -0.09 1.00 Raf -2 18 -0.14 1.00 Raf -2 1.9 -0.16 1.00 Raf -2 20 -0.15 1.00 Raf -2 21 -0.25 1.00 Ra.f -2 22 -0.15 1.00 Raf -2 23 -0.31 1.00 Raf -2 24 --0.26 1.00 Raf-2 25 -0.16 1.00 Raf -2 26 0.09 1.00 Raf --2 27 -0.16 1.00 Raf -2 28 --0.19 1.00 Raf -2 29 -0.23 1.00 Raf --2 30 -0.40 1.00 Raf -2 31 -0.35 1.00 08 -5054 Rafter Splice Report - --- `-- - - - - -- 1/- 5/09 - -5 46pm- Splice - Surface- - -- Plate - -- ----- Design-Load ---- - ---- Bolts(A325 ) - - -- Id Typ Id Locate Width Thick Id Axl Shr. Mom Row Diam Space Gage 1 M 3 0.0 4.0 0.375 31 0.0 0.1 2.2 2 0.500 3 00 0.00 30 0.0 0.5 -3.8 2 0.500 3.00 0.00 08 -5054 Base Plate & Anchor Bolt Design----- - - - - -- 1/_5/09 5:46pm- Base Plate Yield = 50.00 (ksi ) Concrete Bearing = 2.50 (ksi } Column Base Max - Reactions(k ) - -Plate Size(in) -- - Bolts(A307 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col -I 8.0 1.7 -1.2 0.0 1 0.750 4.00 Col- -2 8.0 5.4 --3.3 1.8 1 0.750 4.00 Col -3 8.0 4.8 -2.5 1.8 2 0.750 0.00 Col -4 8.0 5.2 -2.3 1.6 1 0.750 4.00 C0.1 -5 8.0 4.1 -2.8 1.5 1 0.750 4.00 Col -6 8.0 1.5 -1.0 0.0 1 0.750 4.00 08 -5054 Flush Girt Design Report -_ 1/ 5/09 �5:46pm- GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 1 2 7.333 12.000 2 2 7.333 12.000 i?4v1)es- T;.out 3 2 7.333 12.000 4 2 7.333 12.000 5 2 7.333 12.000 GIRT SPAN: Bay No. Girt Id Id Girt. 1 2 - -- - - -- --- --- - -- -- - - - - -- 1 2 16.458 :16.458 2 2 6.188 6.188 3 2 14.125 14.125 4 2 14.125 14.125 5 2 13.458 13.458 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 1 2 8X25214 8X25Z16 2 2 8X25Z16 8X25216 3 2 8X25216 8X25216 4 2 8X25Z16 8X25216 5 2 8X25Z16 8X25Z16 GIRT INSIDE FLANGE BRACE: No. Brace /Bay 1 2 3 4 5 - -- - -- - -- - -- - --- 0 0 0 0 0 GIRT ACTIONS: ?-6) Bay Giro Ld -- -Shear (k ) - -- -- Moment (f -k ) --- Mom-- - -- Deflect (in) -- Id - -- Id - - -- Id -- Calc ----- Allow - - - -- UC - - -- Calc - - - Allow UC Shear Calc Allow UC 1 1 WP -0.65 3.91 0.17 -- -2.66 - - - -- 5.93 - - -- 0.45 - - --- -- 0.12 - - - -- -0.49 - - - -- 2.19 --- -- 0.22 WS - 0.73 3.91 0.19 2.96 2.97 1.00 0.15 0.54 2.19 0.25 1 2 WP 0.38 2.34 0.16 -1.57 4.87 0.32 0.07 -0.34 2.19 0.16 WS -0.43 2.34 0.19 1.75 2.44 0.72 0.08 0.38 2.19 0.17 2 1 WP -0.24 2.34 0.1.0 -0.38 4.87 0.08 0.01 -0.01 0.82 0.01 WS -0.27 2.34 0.11 0.41 4.08 0.10 0.01 0.01 0.82 0.02 2 2 WP -0.17 2.34 0.07 -0.27 4.87 0.05 0.00 -0.01 0.82 0.01 WS -0.19 2.34 0.08 0.29 4.08 0.07 0.00 0.01 0.82 0.01 3 1 WP 0.56 2.34 0.24 -1.96 4.87 0.40 0.11 -0.31 1.88 0.17 WS -0.61 2.34 0.26 2.15 2.44 0.88 0.13 0.34 1.88 0.18 3 2 WP 0.44 2.34 0.19 -1.55 4.87 0.32 0.07 -0.25 1.88 0.13 WS 0.48 2.34 0.21 1.70 2.44 0.70 0.08 0.27 1.88 0.14 4 1 WP 0.55 2.34 0.24 -1.96 4.87 0.40 0.11 -0.31 1.88 0.17 WS - 0.61 2.34 0.26 2.15 2.44 0.88 0.13 0.34 1.88 0.18 42. WP 0.38 2.34 0.16 -1.35 4.87 0.28 0.05 -0.21 1.88 0.11 WS -0.42 2.34 0.18 1.48 2.44 0.61 0.06 0.24 1.88 0.1.3 5 1 WP 0.53 2.34 0.23 -1.78 4.87 0.37 0.09 -0.26 1..79 0.14 WS 0.60 2.34 0.26 1.99 2.44 0.82 0.11 0.29 1.79 0.16 5 2 WP 0.31. 2.34 0.13 -1.04 4.87 0.21 0.03 -0.15 1.79 0.08 WS 0.35 2.34 0.15 1.16 2.44 0.48 0.04 0.17 1. "79 0.09 08 -5054 Door Jamb & Header Summary 1/ 5/09 5:46pm JAMB /HEADER LAYOUT: Bay Member Member Id Id Size 2 Jamb -L 8X25C16 I-leader 8X25C16 STRENGTH/DEFLECTION: Bay Member Ld - - - -S Id Id Id Cal c - -- - - - - -- -- -T - - -- 2 :lamb -L WP -0.82 WS 0.90 Header wP -0.13 WS 0.14 EFti Ns- L.aut Member_ Member Length Weight 19.75 41.3 10.00 28.0 hear (k ) ---- -- - -- Moment (-f- -k ) - Mom-- De.fle.cf (.in) Vn /sf UC Calc Mn /sf UC Shear Calc Allow 2.34 0.35 -3.03 4.66 0.65 0.27 -0.52 1.97 2.34 0.38 3.30 3.75 0.88 0.32 0.5 -7 1.97 2.34 0.05 -0.32 4.66 0.07 0.00 -0.03 1.33 2.34 0.06 0.35 2.59 0.13 0.00 0.03 1.33 08 --5054 Endwall Diagonal Bracing Summary -1/ 5/09 5 46pm PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length. Wind Seismic Wind Seismic Allow 70.00 15.0 28.8 0.0 0.0 75.0 BRACING NOT REQUIRED 08 -5054 Wall Panel Report 1/ -5/09 - 5:46pm PANEL, DATA: Bay Part Type Gage Yield 5 PBR26 PR 26.00 80.0 MOMENTS & DEFLECTION: --- De:fIOct (in) -- Calc Allow UC -0.45 0.98 0.46 0.60 0.98 0.61 0.03 0.62 0.04 -0.04 0.62 0.06 -0.01 0.31 0.02 0.01 0.31 0.03 ----- - - - - -- Moment (ft- lb /ft) --- - - - - -- Span Span LD Support Midspan Id (ft) Id Calc Mn /sf UC Cale Mn /sf UC 1 7.33 WP 79.0 130.8 0.60 -68.4 116.1 0.59 WS - 105.0 116.1 0.90 90.9 130.8 0.70 2 4.67 WP 79.0 130.8 0.60 -8.0 116.1 0.07 WS -105.0 116.1 0.90 10.6 130.8 0.08 3 2.36 WP 5.4 130.8 0.04 -8.3 116.1 0.07 WS -7.2 116.1 0.06 11.0 130.8 0.08 --- De:fIOct (in) -- Calc Allow UC -0.45 0.98 0.46 0.60 0.98 0.61 0.03 0.62 0.04 -0.04 0.62 0.06 -0.01 0.31 0.02 0.01 0.31 0.03 EwDes-[—ow 08-5054 Endwall Design Warning Report 1/ 5/09 5: 4 6pm .. No Warnings 08-5054 Endwall Weight Summary 1/ 5/09 5:46pm FORCED SPACING: Total Total Total Total. Total Total Total Column Weight Rafter Weight Girt Weight Door Jamb Weight Bracing Weight Clips Weight Endwall Weight 347.45 399.78 368.94 69.29 0.00 75.90 1261.36 EwDes -R.our "08 -5054 Lndwall Design Input 1/ 5/09 5:47pm { 1 ) JOB I D : 108 -5054` { 2)PROGRAM OPTIONS: EW Run Run Run Run No. Lap k Id Col /Raf Girt Brace Panel Cycle Stiff 1 R I T Y I I Y t V t , y 1 L 1.00 * ( 3) DESIGN COOT: *Design -- -Steel Code ---- * Code Cold Hot 1WS1 'AISI961 'AISC05' - -- Build - - --- Seismic Country Code Year Zone 'US I TIBC ' 1061 10 ' "( 4) DESIGN CONSTANTS: ---Strength_Factors-- ^' - -- Stress Ratio - -- --- Seismic - -- " Col /Raf Girt Panel Wind Frame Brace 1.03 1.03 1.03 1.0000 1.0000 1.0000 ( 5)STEEL YIELDS: * Web Flg C Sec W Sec R_Sec P Sec T Sec U Sec EP BP 50.0 50.0 55.0 50.0 36.0 36.0 46.0 36.0 50.0 50.0 {{ 6) DEFLECTION LIMITS: n ----- Rafter----- - -- Girt - -- -- Panel - -- Part Wind Live Wind Total Column Wall Facia Wall Facia Wall Bent- 180. 180. 0. 180. 90. 90. 90. 90. 90. 60. { 7)REPORTS: Input Column Wall Door k Echo Rafter Girt Jamb I Y I 7 y t IV T I lr x( 8)BUILDING TYPE: Build Build Build Type Width Length 'FF_T 80.0000 100.0000 _k( 9)SURFACE SHAPE: No. X_Coord * Surf (ft) 4 0.0000 40.0000 80.0000 80.0000 *(10)BAY SPACING: Wall Cable Panel Brace 1Y1 1Yt Expand EW Use O f f set t 1N :_I 4.00 0 Y Coord Offset (f t) (in) 14.0000 8.000 17.3333 8.000 14.0000 8.000 0.0000 8.000 *No.Roof Roof Frame Sets Of .Bay No. * Bay Bay Recess Bays Width Bays 5 20.0000 0.3333 3 15.0000 3 7.7.0000 1 1.8 .0000 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill 'Open Id Id Width Height Offset Type Height Base Set E lev Depth Member Remove Select Panel EwDes --.out *(12)WIDE OPENING LAYOUT: * - - -- Open - -- Bay _Id -- �Clea.r_ Open.i.ng -- Wedge Stub Column Total. *No. Id 'Type St End Width _ Height Height Elev Mount Weight 0 *(13)WIDE OPENING AND STRUT FRAMING: *- -Open- - - -- -Door Jamb - - - -- Stub Head Back Brace Strut - Header Beam- Deflection *No. Id Type FlgWid FigThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 *(14)WIDE. OPENING HEADER LOCATION: * -Open- No. Column *No. Id Location Location 0 *(15)PARTIAL WALLS: Set _Of -- Bay - -Id -- Wall Top Full Load Panel * Bays Id Use Start End Height. Type Girt Col. Part 0 *(16)COLUMNS: • - W- Left_Corner— - Right_Corner -- - lnt_Facia -- Int_No Facia Max _UnBr Base • Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev x (in) (in) (in) (in) Dep (ft) (in) 'CWR ' -' 0.00 'CWR ' -' 0.00 'CWR 8.00 'CWR 8.00 'N' 45.000 0.000 *(17)COLUMN SIZE & ELEVATION: * No. Column Base * Column Size Elev 6 '--- - - - - - 0.000 -------- 0.000 - - - - -' 0.000 -- --- - -' 0.000 '- - - - - -- 0.000 `-------- ' 0.000 *(18)RAFTERS: * Rafter Set * Select Depth 'CWR ' 0.000 Rafter Flange Same Brace I y T T y I A.(19)RAFTER SIZE: No. Surf Rafter Rafter Id Size 2 2 - - - - - -- 3 = -------- _ *(20)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc 'Type 2 0 3 1 0.0000 'M ' *(21)GIRT DESIGN: *Girt Fig Brace Set Set Max Girt To One Girt Max Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth /Bay Length 'ZF'' `C' 'N' 0.000 0.000 8.000 0.0000 7.5000 `N' 'Y' 19.6667 EwDes -R,ont 13 *(22)GIRT LOCATION: A" Set No. Girt Loc Girt Location 'P' 2 7.3333 12.0000 (23)SPECIAL GIRT: * Sets Of - -Bay Id-- Girt'. Girt Girt * Girts Start End Height Type Rotate Use 0 �,(24)ROOF PURLINS: *Surf Surf No. Peak Set _Of Set Space * Id Ext Purlin Space Space Space No. 3 0.000 B 1.000 0 2 0.000 8 1.000 0 (25) PANELS /RF COLUMNS: Wall Insulation RF Interior Columns * Panel Use Thick No Locate rPBR26 W 3.000 0 A'(26)WIND FRAMING SELECTION: * ----- Order_Of_Selection------ Panel Diagonal Wind Wind * Shear Bracing Bent Column t y r IV Y i N t 'N' *(27)WALL BRACING. * Wind Brace No, Bay Specified A. Shear Type Specified Bays — For — Bracing 75.0 I= 0 *(28)WIND BENTS: -- Member -- No. Type Depth Bay Bay Id t -' 0.00 0 *(29)WIND COLUMNS: 'k -- Member -- No. Left/ * Type Depth Bay Bay_Id Right r -` 0.00 0 *(30)WALL BRACING ATTACHMENT * No. Attach - -Bay Id -- No. *Attach Id Start End Level 0 �(31)EAVE EXTENSION: *Wall No. Ext -Bay Id-- *Id Ext Id Start End Height Width 2 0 4 0 1(32)CANOPY: Level Height -Edge Extend- Ext Slope Left Right Mount *Vjall No. Ext -Bay — -Edge Extend- Ext *Id Ext Id Start End Height Width Slope Left _ Right Mount 3 0 2 0 4 0 EwDes- 12,011t *(33)FACIA /PARAPET *Wall No. Ext Fac Bay _Id - - -- Attach Beam - - -- --- Facia/Parapet--- Edge Extend Ext * Id Ext Id 'Type St End Height Width Slope Elev Height Slope Left Right Mnt (C,E) (ft) (ft) ( ?:12 ) (ft) (ft) ( ?:12 ) (ft) (ft) 3 0 2 0 4 0 *(34)FACIA /PARAPET GIRTS: *Ext - - -- Top - - -- -- Interior- -- -Back Panel - -- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING: *Wall No. Ext -Bay Id--- --Edge Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR SAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext Beam Facia/Parapet Facia/Parapet-Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS: * - -- Deflection - -- * Dead Collat Live Snow Basic Load Ratio * Load Load Load Load Wind Snow Wind Seis 2.0 0.0 20.0 20.0 15.0 1.00 1.00 1.00 *(38)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 5.600 1.07 1.00 1.07 *(39)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion Forces *Dead Girt Load Wind Seismic 2.0 0.0000 0.96 0.00 0.00 "(40)WIND PRESSURE /SUCTION: * Wind Wind * Press Suct 13.1 -14.4 Column 13.1 -14.4 Girt /Header 13.1 -14.3 Jamb 15.5 -20.6 Panel 22.5 -15.0 Parapet Girt 22.5 -15.0 Transv Bracing, Facia /Parapet �(41)WIND COEFFICIENTS: Wind Load Factor 1.00 * Surf Rafter - Wind '_ I Rafter Wind-2 -Right Bracing-Wind Long Surface k Td Left Right Left Left Right Wind Friction 1. 0.00 0.00 0.00 0.00 0.49 -0.73 0.00 0.00 2 -1.18 -0.68 -0.82 --0.32 -1.18 -0.68 -1.1.8 0.00 3 -0.68 -1.18 -0.32 -0.82 -0.68 -1.18 -1.18 0.00 4 0.00 0.00 0.00 0.00 -0.73 0.49 0.00 0.00 *(42)COLUMN DESIGN LOADS: *Load Rafter Wind Brace Wind Long Column Wind Aux Load *No Id Dead Coll Live Snow Left Right Left Right Wind Press -Suet Seis Id Coef 19 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 'k(43)COLUMN -'Load *No Id Dead 0 �(44)RAFTER *Toad kNo Id Dead 31 1 1.00 EwDes -R.out 1.00 3 0.60 4 0.60 5 0.60 6 0.60 7 0.60 8 1.00 9 1.00 10 1.00 17. 1.00 12 1.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0100 9 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 o.00 o.00 1.00 0.00 0 0.00 10 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 12 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 17 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 2 1.00 'k(43)COLUMN -'Load *No Id Dead 0 �(44)RAFTER *Toad kNo Id Dead 31 1 1.00 2 1.00 3 0.60 4 0.60 5 0.60 6 0.60 7 0.60 8 1.00 9 1.00 10 1.00 17. 1.00 12 1.00 13 1.00 14 0.60 15 0.60 16 1.00 17 1.00 18 1.00 19 1.00 2.0 '1.00 21 1.00 22 1.00 23 1.00 24 1.00 25 1.00 26 1.00 27 1.00 28 1.00 29 1.00 30 1.00 31 1.00 DESIGN LOADS: Deflection Rafter Wind Coll Live Snow Left Right. DESIGN LOADS: Brace _Wind bong Column Wind Aux Load Left Right Wind Press Suct Se:i_s Id �Coef (45) RAFTER DESIGN LOADS: Deflection Rafter Wind 1 Rafter_Wind_2 Long Aux Load Collat Live Snow Left Right Left Right Wind Seis Id Coef 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1.00 0100 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --0.70 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 -1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 2.00 1.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 8 2.00 1.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 1.00 (45) RAFTER DESIGN LOADS: Deflection EirDes -R.out I *Load Rafter-Wind 1 Rafter Wind 2 Long Aux Load *No Id Dead Collat Live Snow Left Right Left Right Wind Seis Id Coe:4: 0 "'(45)BRACING DESIGN LOADS: *Load Rafter _Wind Brace-Wind Long Column Wind Aux Load *No Id Dead Coll Live Snow Left Right Left Right Mind Press Suct Seis Id WCoef 4 1 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(47)AUXILIARY LOADS: * No. ,Aux Aux No. Add Add.Load Aux Id Name Combs Id Coef 10 1 'D2UNB SL 1' 3 1 0.30 2 1.00 3 0.55 2 'E2UNB SL 2' 3 2 0.30 1 1.00 4 0.55 3 'E2PAT LL 3' 1 5 0.50 4 'E2PAT -LL 4' 1 10 0.50 5 'E2PAT LL 5' 2 5 0.50 6 0.50 6 'E2PAT LL 6' 3 6 0.50 7 0.50 8 0.50 7 'E2PAT LL 7' 3 7 0.50 8 0.50 9 0.50 8 'E2PAT LL 8' 2 9 0.50 10 0.50 9 'E2PAT LL 9' 4 5 1.00 7 1.00 8 1.00 10 1.00 10 'E2PAT LL10' 2 6 1.00 9 1.00 *(48)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY YJ om X Y ..Cone * Add Id Id Load Type W1 W2 Co DL1 DL2 ..Unif 14 1 2 ' --- --- - ' 'D ' -0.202 - 0.202 0.08 0.00 40.14 2 3 ' - - - - - - ' 'D ' -0.202 -0.202 -0.08 0.00 40.14 3 3 - - - - - -' 'D ' -0.202 - 0.202 -0.08 0.00 19.99 4 2 - - - - - -' 11) ' -0.202 - 0.202 0.08 20.14 40.14 5 2 - - - - - -' 'D ' -0.202 -0.202 0.08 0.00 15.05 6 2 ' - - - - - - ' 'D ' -0.202 -0.202 0.08 15.05 30.10 7 2 - - - - -' 'D ' -0.202 -0.202 0.08 30.10 40.14 8 3 - - - - - -' 'D ' -0.202 -0.202 -0.08 0.00 5.02 9 3 ' W---- --T- -' 'D ' -0.202 -0.202 --0.08 5.02 22.08 10 3 ' - - - - - - ' 'D ' -0.202 -0.202 -0.08 22.08 40.14 11 2 'WINDLI' 'D ' -0.073 -0.073 0.00 35.00 40. 1.4 12 2 'WINDL2' 'D -0.073 -0.073 0.00 35.00 40.14 13 3 'WINDR1' 'D -0.073 - 0.073 0.00 0.00 5.14 14 3 'WINDR2' 'D ' -0.073 -0.073 0.00 0.00 5.14 *(49)GZRT LAPS: 1. NVNS-11,01[t ^ Data ------ 3et_l------- ------ Set 3------- ------Set 3------- � opt Sete Left Right Quan Left Right Ouau Left Right Ouao `-' O *"(50)GIB? STRAPS. ~ Data ---Set_l--- --- Set _2--- --- Set 3--- ---Set 4--- +Dp� Sets Strap Ouao Strap Ouao Strap -Ouao Strap -Vuan '-' U +(51)PAQQL SCREWS: � 0o. Snzmm Washer 3ozow Screw +%Vom Zone Part Dia Dia Space Strength 0 + Code file used was EW _ IBC.06 Version 3.0 08-5054 Eadwall Design Code I/ 5/09 5:47Pm STRUCTURAL CODE: Design Basis W3 Hot Rolled Steel AISC0S Cold Formed Steel AI8196 Country 0S BUILDING CODE: Wind Code � Year � Seismic Zone � MODULUS OF ELASTICITY Hot Rolled Steel � Cold Formed Steel � IBC 06 D 29000 (boi 29500 (kai 08-5054 Column 6 DafLuz Design I/ 5/09 5:47pm MEMBER SIZES: Member Member Member ---Web - Size-- -Flange Size- Member Member Id ------ Locate ------ Size ----------- Depth ----- Thick ----- Width ----- -Thick Length Weight CoI-1 0.7 8X25CI6 8.00 16go 2.5O ----- 16ga ------ 12.7 ------ 36.5 Col-2 1S.0 8X35ClA 8.00 18ga 3.50 14ga 13,9 52.9 Col-3 30.0 8X35C12 8.00 I2ga 2.50 12ga 15.2 75.5 CoI-4 45.0 8X25Cl2 8.00 22ga 2.50 I3ga 15.6 77.6 Col-5 62.0 8X25C12 8.00 12ga 2.50 12ga 1.4.2 70.5 Col-6 ------ 79.3 ------ 8X25C16 ----------- 8.00 ----- 16Qa 3.50 16ga 12.7 35.5 Raf-1 8X25Cl2 8.00 ----- 12ga ----- 2.50 ----- 12ga ------ 40.2 ------ 199.9 Bat-2 8X25C12 8.00 12ga 2.50 12ga 40'1 199.9 Total= 747.23 DESIGN ACTIONS/STRENGTH: 7 i,WNS- R.011i 9 Mem Load --- Axial(k )_- --- Shear(k ) -- - Moment(f -k )- 3d Td Calc Pn /sf Calc Vn /sj: Calc MI-1/3f Cal -1 1 1.46 8.24 0.00 2.34 WO.0O 3.75 Col-1 2 1.46 8.24 0.00 2.34 0.00 3.75 Col. -1. 3 0.32 8.24 0.00 2.34 0.00 3.75 Col -1 4 0.66 8.24 0.00 2.34 0.00 3.75 Col -1. 5 0.32 8.24 0.00 2.34 0.00 3.75 Col -1 6 0.66 8.24 0.00 2.34 0.00 3.75 Col -1 7 -1.03 27.07 0.00 2.34 0.00 3.75 Col -1. 8 -1.01 27.07 0.00 2.34 0.00 3.75 Col -1 9 -0.55 27.07 0.00 2.34 0.00 3.75 Col -1 10 0.22 8.24 0.00 2.34 0.00 3.75 Cpl -1. 11 0.32 8.24 0.00 2.34 0.00 3.75 Col -1 12 1..16 8.24 0.00 2.34 0.00 3.75 Col -1 13 1.24 8.24 0.00 2.34 0.00 3.75 Col -1. 14 0.21 8.24 0.00 2.34 0.00 3.75 Cal -1 1.5 0.28 8.24 0.00 2.34 0.00 3.75 Col -1 16 0.10 8.24 0.00 2.34 0.00 3,75 C01-1 17 0.20 8.24 0.00 2.34 0.00 3.75 Col -1 18 0.57 8.24 0.00 2.34 0.00 3.75 Col -1 19 1.43 8.24 0.00 2.34 0100 3.75 Col -2 1 3.83 12.24 0.00 3.91 0,00 5.79 Col -2 2 3.83 1.2.24 0.00 3.91 0.00 5.79 Col -2 3 0.71 12.24 -1.10 3.91 3.83 5.79 Cal -2 4 1,68 12.24 -1.10 3.91 3.83 5.79 Col-2 5 0.71 12.24 -1.10 3.91 3.83 5.79 Col -2 6 1.68 12.24 - -1.10 3.91 3.83 5.79 Col -2 7 -2.75 36.75 1.34 3.91 -4.65 5.79 Col -2 8 -2.79 36.75 -1.47 3.91 5,11. 5.79 Col -2 9 -1.50 36.`15 -1.47 3.91 5.11 5.79 Col -2 10 0.56 12.24 0.00 3.91 0,00 5,79 Col -2 11 0.51 12.24 0.00 3.91 0.00 5.79 Col -2 12 3.06 12.24 0.00 3.91 0.00 5.79 Col -2 13 3.02 12,24 0.00 3.91. 0.00 5.79 Col --2 14 0.53 12.24 0.00 3.91 0.00 5.79 Col -2 15 0.50 12.24 0.00 3.91 0.00 5.79 Cal -2 16 0.26 12.24 0.00 3.91 0.00 5.79 Col-2 17 0.22 12.24 0.00 3.91 0.00 5.79 Col -2 18 1.52 12.24 0.00 3.91 0100 5.79 Col -2 19 4.1.1. 12.24 0.00 3.91 0.00 5.79 Col -3 1 3.41 18.02 0.00 12.44 0.00 7.31 Col -3 2 3.41 18,02 0.00 12.44 0.00 7.31 Col -3 3 0.86 18.02 -1.23 12.44 4.66 7.31 Col, -3 4 1.61 18.02 -1.23 12.44 4.66 7.31 Col -3 5 0.86 18.02 -1.23 12.44 4.66 7.31 Col -3 6 1.61 18.02 -1.23 12.44 4.66 7.31 Col -3 7 -2.38 48.18 1.49 12.44 -5.65 7.31 Col -3 8 -2.19 48.18 -1.64 1.2.44 6.21, 7.31 Col -3 9 - 1.19 48.18 -1.64 12.44 6.2.1 7.31. Col -3 10 0.47 18.02 0.00 12.44 0.00 7.31_ Col -3 1.1 0.43 18.02 0.00 12.44 0.00 7.31 Col -3 12 2.69 1.8.02 0.00 12.44 0.00 7.31 Cal- -3 1.3 2.66 18.02 0,00 1.2. 44 0.00 7.31 Col -3 14 0.46 18.02 0.00 12.44 0.00 7.31 Col -3 15 0.43 18.02 0.00 1.2.44 0.00 7.31 Col -3 16 0.20 18.02 0.00 12.44 0.Ofl 7.31 Col -3 17 0.15 18.02 0.00 12.44 0.00 7.31 Col-3 18 1.21 18.02 0.00 12.44 0.00 7.31 Eis,D C$ -R. U 31 t I Col -3 19 5.15 1.8.02 0.00 12.44 0.00 7.31 Col -4 1 3.63 18.02 0.00 12.44 0.00 7.31 Col. -4 2 3.63 18.02 0.00 12.44 0.00 7.31 Col -4 3 1.65 18.02 -1.35 12.44 5.24 7.31 Col- -4 4 1.19 18.02 -1.35 12.44 5.24 7.31. Col -4 5 1.65 1.8.02 -1.35 12.44 5.24 7.31 Col -4 6 1.19 1.8.02 -1.35 12.44 5.24 7.31 Col -4 7 -2.50 48.18 1.63 12.44 -6.36 7.31 Col- -4 8 -1.35 48.:1.8 -1.79 12.44 6.99 7.31 Col-W4 9 -1.97 48.18 -1.79 12.44 6.99 '7.31 Col -4 10 0.42 18.02 0.00 12.44 0.00 7.31 Col -4 11 0.45 18.02 0.00 12.44 0.00 7.31 Col-4 12 2.80 18.02 0.00 12.44 0.00 7.31 Col -4 13 2.82 18.02 0.00 12.44 0.00 7.31. Col -4 14 0.44 1.8.02 0.00 12.44 0.00 7.31 Col -4 15 0.46 18.02 0.00 12.44 0.00 7.31 Col -4 16 0.13 18.02 0.00 12.44 0.00 7.31 Col-4 17 0.16 18.02 0.00 12.44 0.00 7.31 Col -4 18 4.84 18.02 0.00 12.44 0.00 7.31 Col-4 19 2.13 18.02 0.00 12.44 0.00 7.31 Col -5 1. 4.58 18.02 0.00 12.44 0.00 7.31 Col -5 2 4.58 18.02 0.00 12.44 0.00 7.31 Col -5 3 2.03 18.02 -1.31 1.2.44 4.65 7.31 Col -5 4 0.85 18.02 -1.31 12.44 4.65 7.31 .Col -5 5 2.03 18.02 - 1.31 12.44 4.65 7.31 Col-W5 6 0.85 18.02 -1.31 12.44 4.65 7.31 Col -5 7 -3.28 48.18 1.59 12.44 -5.64 7.31 Col -5 8 -1.76 48.18 -1.75 12.44 6.20 7,31 Cal -5 9 -3.34 48.18 -1.75 12.44 6.20 7.31 Col -5 10 0.62 18.02 0.00 12.44 0.00 7.31 Col -5 11 0.67 18.02 0.00 12.44 0.00 7.31 Col -5 12 3.61 18.02 0.00 12.44 0.00 7.31 Col-5 13 3.65 18.02 0.00 12.44 0.00 7.31 Col. -5 14 0.60 18.02 0.00 12.44 0.00 7.31 Col-5 15 0.65 18.02 0.00 12.44 0.00 7.31 Col- -5 16 0.26 18.02 0.00 12.44 0.00 7.31 Col -5 17 0.32 18.02 0.00 12.44 0.00 7.31 Col-5 18 5.39 18.02 0.00 12.44 0.00 7.31 Col -5 19 1.66 18.02 0.00 12.44 0.00 7.31 Col -6 1 1.74 8.24 0.00 2.34 0.00 3.75 Col -6 2 1.74 8.24 0.00 2.34 0.00 3.75 Col -6 3 0.78 8.24 0.00 2.34 0.00 3.75 Col -6 4 0.37 8.24 0.00 2.34 0.00 3.75 Col-6 5 0.78 8.24 0.00 2.34 0.00 3.75 Col -6 6 0.37 8.24 0.00 2.34 0.00 3.75 Col -6 7 -1.24 27.07 0.00 2.34 0.00 3.75 Col -6 8 -0.66 27.07 0.00 2.34 0.00 3.75 Cal -6 9 -1.21 27.07 0.00 2.34 0.00 3.75 Cola -6 10 0.35 8.24 0.00 2.34 0,00 3.75 Col- -6 11 0.26 8.24 0.00 2.34 0.00 3.75 Col -6 12 1.45 8.24 0.00 2.34 0.00 3.75 Col -6 13 1.39 8.24 0.00 2.34 0.00 3.75 Col -6 14 0.32 8.24 0.00 2.34 0.00 3.75 Col -6 15 0.25 8.24 0.00 2.34 0.00 3.75 Col -6 16 0.21. 8.24 0.00 2.34 0.00 3.75 Col -6 17 0.12 8.24 0.00 2.34 0.00 3.75 Col -6 18 1.65 8.24 0.00 2.34 0.00 3.75 Col -6 19 0.70 8.24 0.00 2.34 0.00 3.75 Raf -1 1 0.15 25.16 -1.99 12,44 5.12 9.36 E Des -R.out ID Raf -1 2 0.15 25.16 -1.99 12.44 5.12 9.36 Raf -1 3 -0.33 48.18 1.45 12.44 - -3.82 9.36 Raf -1 4 -0.32 48.18 0.78 12.44 -2.06 9.36 Raf -1 5 0.16 23.89 0.97 12.44 -2.58 9.36 Raf -1 6 -0.15 48.18 0.30 12.44 -0.82 9.36 Raf -1 7 -0.56 48.18 1.44 12.44 -3.73 9.36 Raf -1 8 0.66 25.00 -0.23 12.94 0.62 9.36 Raf -1 9 1.2.8 23. 89 -0.21 12.44 0.56 9.36 Raf -1 10 0.63 23.50 -1.56 12.44 4.04 9.36 Raf -1 11 1.31 23.89 -1.53 12.44 3.97 9.36 Raf -1. 12 0.66 25.00 -0.23 12.44 0.62 9.36 Raf -1 13 1.28 23.89 -0.21 12.44 0.56 9.36 Raf -1 14 0.67 23.82 -0.15 12.44 0.40 8.99 Raf -1. 15 1.34 23.82 -0.12 12.44 0.34 8.99 Raf -1 1.6 0.09 25.22 -0.76 12.44 2.02 9.36 Raf -1 17 0.24 25.81 2.56 1.2.44 6.35 9.36 Raf - -1 18 0.16 25.21 -2.00 12.44 5.36 9.36 Raf -1 19 0.16 25.64 1.81 12.44 4.70 9.36 Raf -1 20 0.13 26.27 1.56 12.44 3.03 9.31 Raf -1 21 0.10 .2.5.20 - 1.11 12.44 2.92 9.36 Raf -1 22 0.10 23.50 -1.92 12.44 4.21 8.99 Raf -1 23 0.09 25.13 -1.10 12.44 2.80 9.36 Raf -1 24 0.14 25.67 -1.75 12.44 4.41. 9.36 Raf -1 25 0.15 25.17 -1.99 12.44 5.16 9.36 Raf -1 26 0.17 25.25 -w2.02 12.44 5.60 9.36 Raf -1. 27 0.17 25.46 1.93 12.44 5.36 9.36 Raf -1 28 0.13 26.54 1.43 12.44 -2.56 8.99 Raf -1 29 0.04 25.41 -0.25 12.44 1.12 8.99 Raf -1 30 0.16 26.55 -1.81 1.2 .44 -4.63 9,15 Raf -1 31 0.15 26.43 1.77 12.44 -3.89 8.99 Raf -2 1 0.17 22.73 2.39 12.44 7.29 9,13 Raf -2 2 0.17 22.73 2.39 12.44 7.29 9.13 Raf -2 3 -0.36 48.18 -0.93 1.2.44 -2.86 9.1.4 Raf- -2 4 -0.37 48.18 -1.75 12.44 -5.48 9.17 Raf -2 5 -0.17 48.18 -0.36 12.44 -1.09 9.14 Raf- -2 6 0.15 22.20 -1.17 12.44 -3.71 9.19 Raf -2 7 -0.63 48.18 -1.74 12.44 -5.32 9.14 Raf ---2 8 1.27 22.20 0.25 1.2.44 0.79 9.18 Raf -2 9 0.65 23.50 0.28 12.44 0.89 9.19 Raf -2 10 1.30 22.20 1.85 12.44 5.66 9.14 Raf -2 11 0.70 25.50 1.88 12.44 5.75 9.14 Raf- -2 12 1.27 22.20 0.25 12.44 0.79 9.18 Raf -2 13 0.65 23.50 0.28 12.44 0.89 9.19 Raf- -2 14 1.35 22.16 0.15 12.44 0.47 8.99 Raf -2 15 0.65 23.50 0.18 12.44 0.57 8.99 Raf -2 16 0.25 23.76 -2.82 12.44 8.81 9.22 Raf -2 17 0.14 26.17 --1,28 12.44 3.00 8.99 Raf -2 1.8 0.11 22.77 1.33 12.44 4.1.0 9.15 Raf -2 19 0.14 26.21 -1.63 12.44 3.84 9.05 Raf -2 20 0.16 24.08 1,95 12.44 5.35 9.36 Raf -2 21 0.19 22.82 2.41 12.44 7.52 9.17 Raf -2 22 0.10 22.71 1.33 12.44 4.03 9.12 Raf -2 23 0.14 24.75 2.33 12.44 6.12 8.99 Raf -2 24 0.18 22.74 2.39 12.44 7.31 9.14 Raf -2 25 0.16 24.07 -1.94 12.44 5.22 9.06 Raf -2 26 0.04 23.07 0.27 12.44 0.92 9.27 Raf -2 27 0.14 26.54 - 1.50 12.44 -2.56 9.36 Raf-w2 28 0.18 24.90 2.1.2 12.44 6.15 9.36 Raf -2 29 0.20 22.91 2.42 12.44 7.75 9.21 Raf -2 30 0.15 24.75 2.22 12.44 W -6.54 8.99 EwDes -R.out I! Raf -2 31 0.16 24.69 -1.96 12.44 -4.75 8.99 STRESS RATIO: Mom Load Id Id Axial Shear Moment Axl +Mom Shr +Mom Max JC Col -1 1 0.18 0.00 0.00 0.18 0.18 Col-I 2 0.18 0.00 0.00 0.18 0.18 Col -1 3 O.C4 0.00 0.00 0.04 0.04 C01-1 4 0.08 0.00 0.00 0108 0.08 Col -1 5 0.04 0.00 0.00 0.04 0.04 Col -1 6 0.08 0.00 0.00 0.08 0.08 Cal -1 7 0.04 0,00 0.00 0.04 0.04 C01-1 8 0.04 0.00 0.00 0.04 0.04 Col-1 9 0.02 0.00 0.00 0.02 0.02 Col -1 10 0.03 0.00 0.00 0.03 0.03 Col -1 11 0.04 0.00 0.00 0.04 0.04 Col -1 12 0.14 0.00 0,00 0.7.4 0.14 Col-I 13 0.1.5 0.00 0.00 0.15 0.15 Col -1 14 0.03 0.00 0.00 0.03 0.03 Cal -1 15 0.03 0.00 0.00 0.03 0.03 Col -1 16 0.01 0100 0.00 0.01 0.01 Col -1 17 0.02 0.00 0,00 0.02 0.02 C01 -1 18 0.07 0.00 0.00 0.07 0.07 Col -1 19 0.17 0.00 0.00 0.17 0.17 Col -2 1 0.31 0.00 0.00 0.31 0.31 Col -2 2 0.31 0.00 0.00 0.31 0,31 Col -2 3 0.06 0.28 0.66 0.72 0.23 0.72 Col -2 4 0.14 0.28 0.66 0.80 0.23 0.80 Col -2 5 0.06 0.28 0.66 0.72 0.23 0.72 Col -2 6 0.14 0.28 0.66 0.80 0.23 0.80 Col -2 7 0.07 0.34 0.80 0.80 0.34 0.80 Col -2 8 0.08 0.38 0.88 0.88 0.42 0.88 Col -2 9 0.04 0.38 0.88 0.88 0.42 0.88 Co.]_ -2 10 0.05 0.00 0.00 0.05 0.05 Col -2 11 0.04 0.00 0.00 0.04 0.04 Col -2 12 0.25 0.00 0,00 0.25 0.25 Col-2 13 0.25 0.00 0.00 0.25 0.25 Col -2 14 0.04 0.00 0.00 0.C4 0,04 Col -2 15 0.04 0.00 0.00 0.04 0.04 Col -2 16 0.02 0.00 0.00 0.02 0.02 Col -2 17 0.02 0.00 0.00 0.02 0.02 Col -2 18 0.12 0.00 0.00 0.12 0.12 Col -2 19 0.34 0.00 0.00 0.34 0.34 Col -3 1 0.19 0.00 0.00 0.19 C.19 C01-3 2 0.19 0.00 0.00 0.19 0.19 col-3 3 0.05 0.10 0.64 0.68 0.7.4 0.68 Col-3 4 0.09 0.10 0.64 0.72 0.14 0.72 Col -3 5 0.05 0.7.0 0.64 0.68 0.14 0.68 Col-3 6 0.09 0.io 0.64 0.72 0.14 0.72 Col -3 7 0.05 0.12 0.77 0.77 0.21 0.77 Col -3 8 0.05 0.13 0.85 0.85 0.25 0.85 Col -3 9 0.02 0.13 0.85 0.85 0.25 0.85 Col -3 10 0.03 0.00 0.00 0.03 0.03 Col. -3 11 0.02 0.00 0.00 0.02 0.02 Col -3 12 0.15 0.00 0.00 0.15 0.15 Col -3 13 0.15 0.00 0.00 0.15 0.15 Col -3 14 0.03 0.00 0.00 0.03 0.03 EwDes -R.out 12- Col- -3 15 0.02 0.00 0.00 0.02 0.02 Col -3 16 0.01 0.00 0.00 0.01 0.01 Col ---3 17 0.01 0.00 0.00 0.01 0.01 Col -3 18 0.07 0.00 0.00 0.07 0.07 Col -3 19 0.29 0.00 0.00 0.29 0.29 Col -4 1 0.20 0.00 0.00 0.20 0.20 Cal -4 2 0.20 0.00 0.00 0,20 0.20 Col -4 3 0.09 0.11 0.72 0.81 0.18 0.81 Col -4 4 0.07 0, 11 0.72 0.78 0.18 0.78 Col -4 5 0.09 0.11 0.72 0.81 0.18 0.81 Col -4 6 0.07 0.11 0_ "72 0.78 0.18 0.78 Col- -4 7 0.05 0.13 0.87 0.87 0.26 0.87 Col-4 8 0.03 0. 1.4 0.96 0.96 0.32 0.96 Col-4 9 0.04 0.14 0.96 0.96 0.32 0.96 Col -4 10 0.02 0.00 0.00 0.02 0.02 Cal -4 11 0.03 0.00 0.00 0.03 0.03 Col -4 12 0.16 0.00 0.00 0.16 0.16 Col- -4 13 0.16 0.00 0.00 0.16 0.16 Col -4 14 0.02 0.00 0.00 0.02 0.02 Col ---4 15 0.03 0.00 0.00 0.03 0.03 Col -4 16 0.01 0.00 0.00 0.01 0.01 Col -4 17 0.01 0.00 0.00 0.01 0.01 Col -4 18 0.27 0.00 0.00 0.27 0.27 Col -4 19 0.12 0.00 0.00 0.12 0.12 Col -5 1 0.25 0.00 0.00 0.25 0.25 Col -5 2 0.25 0.00 0.00 0.25 0.25 Col -5 3 0.11 0.11 0.64 0.75 0.14 0.75 Col -5 4 0.05 0.11 0.64 0.68 0.14 0.68 Col--5 5 0.11 0.11 0.64 0.75 0.14 0.75 Col -5 6 0.05 0.11 0.64 0.66 0.14 0.68 Col -5 7 0.07 0.13 0.77 0.77 0.21 0.77 Col -5 8 0.04 0.14 0.85 0.85 0.25 0.85 Col -5 9 0.07 0.14 0.85 0.85 0.25 0.85 Col --5 10 0.03 0.00 0.00 0.03 0.03 Col -5 11 0.04 0.00 0.00 0.04 0.04 Col -5 12 0.20 0.00 0.00 0.20 0.20 Col -5 13 0.20 0.00 0.00 0.20 0.20 Col -5 14 0.03 0.00 0.00 0,03 0.03 Col -5 15 0.04 0.00 0.00 0.04 0.04 Col -5 16 0.01 0.00 0.00 0.01 0.01 Col -5 17 0.02 0.00 0.00 0.02 0.02 Col -5 18 0.30 0.00 0.00 0.30 0.30 Col -5 19 0.09 0.00 0.00 0.09 0.09 Col -6 1 0.21 0.00 0.00 0.21 0.21 Col -6 2 0.21 0.00 0.00 0.21 0.21 Col -6 3 0.09 0.00 0.00 0.09 0.09 Col- -6 4 0.04 0.00 0.00 0.04 0.04 Col -6 5 0.09 0.00 0.00 0.09 0,09 Col -6 6 0.04 0.00 0.00 0.04 0.04 Cal -6 7 0.05 0.00 0.00 0.05 0.05 Col-6 8 0.02 0.00 0.00 0.02 0.02 Col. -6 9 0.04 0.00 0.00 0.04 0.04 Col. -6 10 0.04 0.00 0.00 0.04 0.04 Col -6 11 0.03 0.00 0.00 0.03 0.03 Col-6 12 0.18 0.00 0.00 0.18 0.18 Col -6 13 0.17 0.00 0.00 0,17 0.17 Col -6 1.4 0.04 0.00 0.00 0.04 0.04 Col -6 15 0.03 0.00 0.00 0.03 0.03 Col -6 1.6 0.03 0.00 0.00 0.03 0.03 Col -6 17 0.01 0.00 0.00 0.01 0.01 EwDes -R.out 13 Col -6 1.8 0.20 0.00 0.00 0.20 0.20 Col-6 - - - -- 19 _ - -_ 0.08 _____ 0.00 ----- 0.00 0.08 0.08 Raf-1 1 0.01. 0.16 - - - - -- 0.55 - - - - - -- 0.55 ------- 0.32 -------- 0.55 Raf -1 2 0.01 0.16 0.55 0.55 0.32 0.55 Raf -1 3 0.01 0.12 0.41 0.41 0.18 0.41 Raf ---1 4 0.01 0.06 0.22 0.22 0.05 0.22 Raf -1 5 0.01 0.08 0.28 0.28 0.08 0.28 Raf -1 6 0.00 0.02 0.09 0.09 0.01 0.09 Ra.f-1. 7 0.01 0.12 0.40 0.40 0.17 0.40 Raf -1 8 0.03 0.02 0.07 0.07 0.07 Raf- -7. 9 0.05 0.02 0.06 0.10 0.10 Rat -1 10 0.03 0.13 0.43 0.43 0.20 0.43 Raf -1 11 0.05 0.12 0.42 0.42 0.20 0.42 Raf -1. 12 0.03 0.02 0.07 0.07 0.07 Raf -1 13 0.05 0.02 0.06 0.10 0.10 Raf -1 14 0.03 0.01 0.04 0.05 0.05 Raf -1 15 0.06 0.01 0.04 0.08 0.08 Raf -1 16 0.00 0.06 0.22 0.22 0.05 0.22 Raf- -1 17 0.01 0.21 0.68 0.68 0.50 0.68 Raf -1. 18 0.01 0.16 0.57 0.57 0.35 0.57 Raf -1 19 0.01 0.15 0.50 0.50 0.27 0.50 Raf -1 20 0.01 0.13 0.33 0.33 0.12 0.33 Raf W-1 21 0.00 0.09 0.31 0.31 0.11 0.31 Raf -1 22 0.00 0.15 0.47 0.45 0.23 0.47 Raf -1 23 0.00 0.09 0.30 0.30 0.10 0.30 Raf -1 24 0.01 0.14 0.47 0.47 0.24 0.47 Raf -1 2.5 0.01 0.16 0.55 0.55 0.33 0.55 Raf -1 26 03.01 0.16 0.60 0.60 0.38 0.60 Raf -1 27 0.01 0.1.6 0.57 0.57 0.35 0.57 Raf -1 28 0.00 0.12 0.28 0.27 0.07 0.28 Raf -1 29 0.00 0.02 0.12 0.12 0.01 0.12 Raf -1 30 0.01 0.15 0.51 0.51 0.16 0.51 Raf -1 31 0.01 0.14 0.43 0.42 0.13 0.43 Raf -2 1 0.01 0.19 0.80 0.78 0.64 0.80 Raf-2 2 0.01 0.19 0.80 0.78 0.64 0.80 Raf -2 3 0.01 0.08 0.31 0.31 0.10 0.31 Raf -2 4 0.01 0.14 0.60 0.60 0.36 0.60 Raf -2 5 0.00 0.03 0.12 0.12 0.01 0.12 Raf -2 6 0.01 0.09 0.40 0.40 0.17 0.40 Raf -2 7 0.01 0.14 0.58 0.58 0.34 0.58 Raf -2 8 0.06 0.02 0.09 0.12 0.01 0.12 Raf -2 9 0.03 0.02 0.10 0.10 0.01 0.10 Raf -2 10 0.06 0.15 0.62 0.60 0.39 0.62 Raf -2 11 0.03 0.15 0.63 0.61 0.40 0.63 Raf -2 12 0.06 0.02 0.09 0.12 0.01 0.12 Raf- -2 1.3 0.03 0.02 0.10 0.10 0.01 0.10 Raf -2 1.4 0.06 0.01 0.05 0.09 0.09 Raf -2 15 0.03 0.01 0.06 0.07 0.07 Raf -2 16 0.01 0.23 0.96 0.96 0.94 0.96 Raf -2 17 0.01 0.10 0.33 0.33 0.11 0.33 Raf -2 18 0.00 0.11 0.45 0.44 0.20 0.45 Raf -2 1.9 0.01 0.13 0.42 0.41 0.18 0.42 Raf -2 20 0.01 0.16 0.57 0.57 0.35 0.57 Raf --2 21 0.01 0.19 0.82 0.81 0.68 0.82 Raf -2 22 0.00 0.11 0.44 0.43 0.2.0 0.44 Raf -2 23 0.01 0.19 0.68 0.66 0.46 0.68 Raf -2 24 0.01 0.19 0.80 0.78 0.65 0.80 Raf -2 25 0.01 0.16 0.58 0.58 0.34 0.58 Rai -2 26 0.00 0.02 0.10 0.10 0.01 0.10 EwDes -R.ou! it Raf -2 27 0.01 0.12 0.27 0.27 0.08 0.27 Raf -2 28 0.01 0.17 0.66 0.66 0.46 0.66 Raf -2 29 0.01 0.19 0.84 0 -83 0.72 0.84 Raf -2 30 0.01 0.18 0.73 0.'73 0.33 0.73 Raf -2 31 0.01 0.7.6 0.53 0.51 0.19 0.53 COLUMN REACTIONS: Meng L Load - ------ Reac tion(k ) ) --- - - -- Ewbcs -R,out Col- -3 11 0.00 0.43 0.00 Cal -3 12 0.00 2.69 0.00 Col -3 13 0.00 2.66 0,00 Col -3 14 0.00 0.46 0.00 Col -3 15 0.00 0.43 0.00 Col -3 16 0.00 0.20 0,00 Col -3 17 0.00 0.15 0.00 Col -3 18 0.00 1.21 0.00 Col -3 19 0.00 5.15 0.00 Col-4 1 0.00 3.63 0.00 Col-4 2 0.00 3.63 0.00 Col. --4 3 1.35 1.65 0.40 Col -4 4 1.35 1.19 0.00 Col-4 5 1.35 1.65 0.00 Col -4 6 1.35 1.19 0.00 Col -4 7 -1.63 -2.45 0.00 Col -4 8 1.79 -1.30 0.00 Col - -4 9 1.79 -1.92 0.00 Col -4 10 0.00 0.42 0.00 Col -4 11. 0.00 0.45 0.00 Col -4 1.2 0.00 2.80 0.00 Col -4 13 0.00 2.82 0.00 Col -4 14 0.00 0.44 0.00 Col-4 15 0.00 0.46 0.00 Col -4 16 0.00 0.13 0,00 Col-4 1.7 0.00 0.16 0.00 Col -4 18 0.00 4.84 0.00 Col -4 19 0.00 2.13 0.00 Col- -5 1 0.00 4.58 0.00 Col -5 2 0.00 4.58 0.00 Col- -5 3 1.31 2.03 0.00 Col -5 4 1.31 0.85 0.00 Col -5 5 1.31 2.03 0.00 Col -5 6 1.31 0.85 0.00 Cal -5 1 -1.59 -3.24 0.00 Col -5 8 1.75 -1.72 0.00 Col -5 9 1.75 -3.29 0.00 Col -5 10 0.00 0.62 0.00 Col-5 11 0.00 0.67 0.00 Col -5 12 0.00 3.61 0.00 Col -5 1.3 0.00 3.65 0.00 Col -5 14 0.00 0.60 0.00 Col -5 15 0.00 0.65 0.00 Col -5 16 0.00 0.26 0.00 Col -5 17 0.00 0.32 0.00 Col -5 18 0.00 5.39 0.00 Col-5 19 0.00 1.66 0.00 Col -6 1. 0.00 1.74 0.00 Col --6 2 0.00 1.74 0.00 Col -6 3 0.00 0.78 0.00 Col -6 4 0.00 0.37 0.00 Col -6 5 0.00 0.78 0.00 Col -6 6 0.00 0.37 0.00 Col -6 7 0.00 -1.21 0.00 Col -6 8 0.00 -0.64 0.00 Col -6 9 0.00 -1.19 0.00 Col -6 10 0.00 0.35 0.00 Col -6 11 0.00 0.26 0.00 Col -6 12 0.00 1.45 0.00 Col -6 13 0.00 1.39 0.00 it Ewlles -R.oLit Col. -6 14 0.00 0.32 0100 Col -6 15 0.00 0.25 0.00 Col -6 16 0.00 0.21 0.00 Col -6 17 0.00 0.12 0.00 Col- -6 18 0.00 1.65 0.00 Col- -6 19 0.00 0.70 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Cal.c .Allow Col -1 1 0.00 0.85 C01-1 2 0.00 0.85 Col -1 3 0.00 0.85 Col- -1 4 0.00 0.85 Col -1 5 0.00 0.85 Col -1 6 0.00 0.85 Col -1 7 0.00 0.85 Col--1 8 0.00 0.85 Col -1 9 0.00 0.85 C01-1 10 0.00 0.85 Col -1 11 0.00 0.85 Col -1 12 0.00 0.85 Col -1 13 0.00 0.85 Col -1 14 0.00 0.85 C01-1 15 0.00 0.85 Col. -1 16 0.00 0.85 Col -1 17 0.00 0.85 C01-1 18 0.00 0.85 C01-1 19 0.00 0.85 Col -2 1 0.00 0.93 Col -2 2 0.00 0.93 Col -2 3 0.40 0.93 Col -2 4 0.40 0.93 Col -2 5 0.40 0.93 Col--2 6 0.40 0.93 Col -2 7 -0.49 0.93 Col -2 8 0.54 0.93 Col--2 9 0.54 0.93 Col -2 10 0.00 0.93 Cal -2 11 0.00 0.93 Col -2 12 0.00 0.93 Cal -2 13 0.00 0.93 Col -2 14 0.00 0.93 Col -2 15 0.00 0.93 Col-2 16 0.00 0.93 Col -2 17 0.00 0.93 Col- -2 18 0.00 0.93 Col -2 19 0.00 0.93 Col -3 1 0.00 1.01 Col -3 2 0.00 1.01 Col -3 3 0.49 1.01 Col -3 4 0.49 1.07. Col -3 5 0.49 1.01 Col- -3 6 0.49 1.01 Col -3 7 -0.59 1.01 Col -3 8 0.65 1.01 Col -3 9 0.65 1.01 f Dcs -R.out Col. -3 10 0.00 1.01 Col -3 11 0.00 1.01 Col-3 12 0.00 1.01 Col -3 13 0.00 1.01 Col. -3 14 0.00 1.01 Col. -3 15 0.00 1.01 Col -3 16 0.00 1.01 Col -3 17 0.00 1.01 Col -3 18 0.00 1.01 Col -3 19 0.00 1.01 Col -4 1 0.00 1.04 Col -4 2 0.00 1.04 Co-1-4 3 0.58 1.04 Col -4 4 0.58 1.04 Col -4 5 0.58 1.04 Col-4 6 0.58 1.04 Col -4 7 -0.70 1.04 Col-4 8 0.77 1.04 Col -4 9 0.77 1.04 Col- -4 10 0.00 1.04 Cal -4 11 0.00 1.04 Col -4 12 0.00 1.04 Col-4 13 0.00 1.04 Col -4 14 0.00 1.04 Col -4 15 0.00 1.04 Cal -4 16 0.00 1.04 Col-4 17 0.00 1.04 Col -4 18 0.00 1.04 Col -4 19 0.00 1.04 Col- -5 1 0.00 0.94 Col -5 2 0.00 0.94 Col- -5 3 0.42 0.94 Col -5 4 0.42 0.94 Col -5 5 0.42 0.94 Col -5 6 0.42 0.94 Col -5 7 -0.51 0.94 Col -5 8 0.57 0.94 Col-5 9 0.57 0.94 Col -5 10 0.00 0.94 Col -5 11 0.00 0.94 Col -5 12 0.00 0.94 Col -5 13 0.00 0.94 Col -5 14 0.00 0.94 col -5 15 0.00 0.94 Cal -5 16 0.00 0.94 Col -5 17 0.00 0.94 Col -5 18 0.00 0.94 Col -5 19 0.00 0.94 Col -6 1 0.00 0.85 Col ---6 2 0.00 0.85 Col -6 3 0.00 0.85 Col -6 4 0.00 0.85 Col -6 5 0.00 0.85 Col- -6 6 0.00 0.85 Col -6 7 0.00 0.85 Col -6 8 0.00 0.85 Col -6 9 0.00 0.85 Col -6 10 0.00 0.85 Col -6 11 0.00 0.85 Colts -6 12 0.00 0.85 17 EM) es- It. U It Col -6 13 0.00 0.85 Col-6 Allow 14 0.00 0.85 Col -6 15 0.00 0.85 C01 -6 16 0,00 0.85 Col. -6 0.10 7.7 0.00 0.85 Col -6 1.00 18 0.00 0.85 Col. -6 Raf -1_ 7.9 0.00 0.85 RAFTER MEMBER DEK EIC "PIONS : Mem Load Deflection (in) Id Id Calc Allow - - - -- Raf-- - - -- .1 - - - - -- -0.26 - - - - -- 1.00 Raf --1 2 -0.26 1.00 Raf -1 3 0.18 1.00 Raf -1 4 0.10 1.00 Raf-1 5 0.12 1.00 Raf -1 6 0.04 1.00 Raf -1_ 7 0.19 1.00 Raf -1 8 -0.03 1.00 Raf -1 9 -0.03 1.00 Raf -1 10 -0.20 1.00 Raf -1 11 -0.20 1.00 Raf -1 12 -0.03 1.00 Ra.f_ -1 13 -0.03 1.00 Raf-1 14 -0.02 1.00 Raf -1 15 -0.01 1.00 Raf -1 16 -0.09 1.00 Raf -1 17 -0.23 1.00 Raf -1 18 -0.25 1.00 Raf -1 19 -0.15 1.00 Raf -1 20 -0.16 1.00 Raf- -1 21 -0.7.4 1.00 Raf -1 22 -0.31 1.00 Raf -1 23 W -0.13 1.00 Raf -1 24 -0.16 1.00 Raf -1 25 --0.26 1.00 Raf -1 26 -0.23 1.00 Raf -1 27 -0.19 1.00 Raf -1 28 -0.16 1.00 Raf -1 29 0.09 1.00 Raf -1 30 -0.40 1.00 Raf -1 31 --0.35 1.00 Raf -2 1 -0.57 1.20 Raf -2 2 -0.57 1.20 Raf -2 3 0.2.2 1.20 Raf -2 4 0.40 1.20 Raf -2 5 0.08 1.20 Raf -2 6 0.26 1.20 Raf -2 7 0.41 1.20 Raf -2 8 -0.06 1.20 Raf -2 9 -0.06 1.20 Raf -2 10 -0.44 1.20 Raf -2 11 -0.45 1.20 Raf -2 12 -0.06 1.20 Raf -2 13 -0.06 1.20 Raf -2 14 --0.03 1.20 Raf -2 15 -0.04 1.20 I E511'Des-R.01][ 1 Raf -2 16 -0.43 1.1.3 )- Id Depth Comp Tens Raf -2 17 -0.24 1.20 Col -1 8.0 1.5 -1.0 0.0 Raf -2 18 -0.31 1.20 8.0 4.1 -2.8 1.5 1 Raf -2 19 -0.34 1.20 5.2 -2.3 1.6 1 0.750 Raf -2 20 -0.26 1.13 -2.5 1.8 1 0.750 4.00 Raf -2 21 - 0.56 1.20 1.8 1 0.750 4.00 Col -6 Raf -2 22 - 0.32 1.20 1 0.750 4.00 08 -5054 Raf -2 23 --0.67 1,20 5:4 "7pm Raf -2 24 - 0.57 1.20 Raf -2 25 -0,27 1.13 Raf -2 26 -0.06 1.20 Raf. -2 27 -0.19 1.00 Raf- -2 28 -0.36 1.13 Raf -2 29 --0.54 1.20 Raf ---2 30 -0.82 1.20 Raf -2 31 -0.53 1.13 08- -5054 Rafter Splice Report 1/ 5/09 5:47pm Splice - Surface- - -- Plate --- ----- Design-Load ---- ---- Belts(A32_5 ) - - -- Id Typ Id Locate Width Thick Id Ax1 Shr Mom Row Diam Space Gage 1 M 3 0.0 4.0 0.375 31 0.0 0.1 2.2 2 0.500 3.00 0.00 30 0.1 0.5 -3.8 2 0.500 3.00 0.00 08 -5054 Base Plate & Anchor Bolt Design 1/ 5/09 5:47pm Base Plate Yield = 50.00 (ksi ) Concrete Bearing = 2.50 (ksi ) Column Base Max�Reactions(k ) -- Plate _Size(in) --W --- Bolts(A307 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col -1 8.0 1.5 -1.0 0.0 1 0.750 4.00 Col -2 8.0 4.1 -2.8 1.5 1 0.750 4.00 Col -3 8.0 5.2 -2.3 1.6 1 0.750 4.00 Col -4 8.0 4.8 -2.5 1.8 1 0.750 4.00 C01-5 8.0 5.4 --3.3 1.8 1 0.750 4.00 Col -6 8.0 1.'7 -1.2 0.0 1 0.750 4.00 08 -5054 Flush Girt Design Report: 1/ 5/09 5:4 "7pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 1 2 7.333 12,000 2 2 7.333 12.000 ENE, D es- R.Out ?-0 3 2 7.333 12.000 4 2 7.333 12.000 5 2 7.333 12.000 GIRT SPAN: Bay No, Girt Id - -Shear (k ) ---- Id Girt 1 2 1 2 13.458 13.458 2 2 14.125 :14.1.25 3 2 14.125 14.125 4 2 16.125 16.125 5 2 1.6.458 16.458 GIRT SIZE Bay No. Id Girt 1 2 2 2 3 2 4 2 5 2 Girt Id 1 8X25Z16 8X25Z16 8X25Z16 8X257.,1.4 8X25214 2 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 GIRT INSIDE FLANGE BRACE: No. Brace /Bay 1 2 3 4 5 0 0 0 0 0 GIRT ACTIONS: Bay Girt Ind - -Shear (k ) ---- -- Moment (f -k ) -- Mom+ - -- Deflect (in) -- Id Id Id Calc Allow Uc Calc Allow UC Shear Calc Allow UC - -- I - - -- 1 -- WP - - - --- -0.53 - - - -- 2.34 - --- 0.23 - - - -- -1.78 - - - -- 4.87 - - -- 0.37 - - - -- 0.09 - - - -- -0.26 - - - -- 1.79 - - -- 0.14 WS -0.60 2.34 0.26 1.99 2.44 0.82 0.11 0.29 1.79 0.16 1 2 WP 0.31 2.34 0.13 -1.04 4.87 0.21 0.03 -0.15 1.79 0.08 WS -0.35 2.34 0.15 1.16 2.44 0.48 0.04 0.17 1.79 0.09 2 1 WP 0.56 2.34 0.24 -1.96 4.87 0.40 0.11 -0.31 1.88 0.17 WS -0.61 2.34 0.26 2.15 2.44 0.88 0.13 0.34 1.88 0.18 2 2 WP 0.38 2.34 0.16 -1.35 4.87 0.28 0,05 -0.21 1.88 0.11 WS -0.42 2.34 0.18 1.48 2.44 0.61 0.06 0.24 1.88 0.13 3 1 WP 0.56 2.34 0.24 --1.96 4.87 0.40 0.17. -0.31. 1.88 0.1'7 WS -0.61 2.34 0.26 2.15 2.44 0.88 0.13 0.34 1.88 0.18 3 2 WP 0.44 2.34 0.1.9 -1.55 4.87 0.32 0.07 -0.25 1.88 0.13 WS 0.48 2.34 0.21 1.70 2.44 0.70 0.08 0.27 1.88 0.14 4 1 WP 0.63 3.91 0.16 -2.55 5.93 0.43 0.11 -0.45 2.15 0.21 WS - -0.70 3.91 0.18 2.81 2.97 0.95 0.13 0.49 2.15 0.23 4 2 WP 0.45 2.34 0.19 -1.82 4.87 0.37 0.09 -0.38 2.15 0.18 WS -0.50 2.34 0.21 2.00 2.44 0.82 0.11 0.42 2.15 0.19 5 1 WP 0.65 3.91 0.17 -2.66 5.93 0.45 0.12 --0.49 2.19 0.22 WS 0.73 3.91 0.19 2.96 2.97 1.00 0.15 0.54 2.19 0.25 5 2 WP 0.38 2.34 0.16 -1.57 4.87 0.32 0.07 -0.34 2.19 0.16 WS 0.43 2.34 0.19 1.75 2.44 0.'72 0.08 0.38 2.19 0.17 08 -5054 Endwall Diagonal Bracing Summary 1/ 5/09 5:47pm Ew1) es- IZ,out PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length Wind Seismic Wind Seismic Allow 80.00 13.1 25.2 0.0 0.0 75.0 BRACING NOT REQUIRED 08 -5054 Wall Panel Report 1/ 5/09 5:47pm PANEL, DATA.: Bay Part Type Gage Yield - -- -- - - - - -- - -W-- - - - -- - - - -- 1 PBR26 PR 26.00 80.0 MOMENTS & DEFLEC'T'ION: --------- Moment(ft- lb /ft)--------- Span Span LD Support Midspan --- Deflect {in) -- Id (ft) Id Calc Mn /sf UC Calc Mn /sf UC Calc Allow UC 1 7.33 WP 79.0 130.8 0.60 -68.4 116.1 0.59 -0.45 0.98 0.46 WS -105.0 116.1 0.90 90.9 130.8 0.70 0.60 0.98 0.61. 2 4.67 WP 79.0 130.8 0.60 -8.0 116.1 0.07 0.03 0.62 0.04 WS -105.0 116.1 0.90 10.6 130.8 0.08 -0.04 0.62 0.06 3 2.36 WP 5.4 130.8 0.04 -8.3 116.1 0.07 -0.01 0.31 0.02 WS -7.2 116.1 0.06 11.0 1.30.8 0.08 0.01 0.31 0.03 08 -5054 Endwall Design Warning Report 1./ 5/09 5:47pm No Warnings 08 -5054 Endwall Weight Summary 1/ 5/09 5:4'7pm FORCED SPA Total Total Total Total Total Total LING: Column Weight Rafter_ Weight Girt Weight Door Jamb Weight Bracing Weight Clips Weight 347.45 399.78 432.98 0.00 0.00 72.60 Total Endwall Weight - 1252.80 Rt7)cs -I .out *08 -5054 Rigid Frame Design Input Echo 1/ 2/09 8:54am * ( 1) JOBID: '08 -5054 *( 2) PROGRAM OPTIONS: *Frame Frame Stress Id Type Space 1 'RF ' 5.00 Frame No Of Space Cycle 20.00 7 End Conn Splice Frame Frame Lt Eft Fix Option Option Id ' P ' ' P ' 1.00 '- r r - r *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt (in) Rafter Dep_Opt(in) Web Stiffener Opt Opt Sym Typ Min Max Typ Min Max Use mmRatio Side P -Delta ryr rNr ryr 'T ' 12.00 72.00 'T ' 18.00 72.00 'N' 0.00 'Y ' 'EL' * ( 4 ) DESIGN CODE: *Design ---Steel-Code--- Code Cold Hot 'WS ' 'AIS196' 'AISC05' *( 5)DESIGN CONSTANTS: * * - - -- Stress Ratio - - -- * Frame Col EP BP 1.03 1.03 1.03 1.03 _--- Build - --- Country Code Year ,US I 'IBC '06' - -- Strength Factor-- - -w--w- Seismic - -- Wind Frame SpcEP 1.0000 1.0000 1.0000 Code Seismic Label Zone 'IBC 06 'D ' *( 6)STEEL YIELDS: * Web Flg C Sec W Sec R Sec P Sec T_Sec U Sec EP BP 50.0 50.0 55.0 50.0 36.0 36.0 46.0 36.0 50.0 50.0 *( 7)DEFLECTION LIMITS: * -- Vertical -- - - -- Horizontal. ---- Weak * Lire Total Total Seis Crane Axis 180.0 0.0 60.0 65.0 0.0 60.0 * { 8 ) REPORTS : * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable Echo Summary Plate Plate Input Stress Prop Brace Disp.1. Len React React ill ryr ryr ryr ryr 'Nt rNr ryr rNr rNr rNr rNr *'( 9)SURFACE SHAPE: No. X Coord Y Coord Offset * Surf mm(ft) �(ft) (in) 4 0.0000 14.0000 8.000 40.0000 17.3333 8.000 80.0000 14.0000 8.000 80.0000 0.0000 8.000 *(10)MEMBER DEPTHS: ' -Surf Depth(in) No. Interior_ Depths Id Start End Dep Loc (ft) Depth (in) 1 12.000 30.000 0 2 28.000 18.000 2 16.0000 18.000 26.0000 18.000 3 18.000 28.000 2 14.1386 18.000 24.1386 18.000 4 30.000 12.000 0 RfDes -f.out * (11) MEMBER SPLICES: ^(13)INTERIOR COLUMNS: ^ No. Col Col Col Col Connection Rafter Unbrace__Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size 0 *(14)TAPERED INTERIOR COLUMNS: *Col Col - -- Depth - ----- No. Start - -Web Depth - -- Web FIg OS Flg IS Flg F Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)BASE ELEVATION /WALL OPTIONS: ,Base Base Frame Open * Id Elev Space Height 1. 0.00 20.00 0.0000 Left Column 2 0.00 20.00 0.0000 Right Column * (16) BASE DISPLACEMENT: ,Base Displace * Id Opt Dir (in) 0 ' -' ' -' 0.000 *(17)BASE SPRINGS: :. No. Base --Spring_Constants-- TBase Id Horz Vert Rotate 0 *(18)WALL GIRTS: *Surf Girt Girt Girt * Id Type Size Depth 1 'ZB' '8X25Z16 8.00 4 'ZB' '8X25Z16 8.00 "(19)ROOF PURLINS : *Surf Purl Purl Purl * Id Type Size Depth 2 'ZB' '8X25Z16 ' 8.00 Girt Proj 0.00 0.00 Purl Proj 0.00 Girt Bay No. Lap Id Girt Location(ft) 1.000 5 l 7.333 1.000 2 1 7.333 Purl No. Peak Set Of -Set Space Lap Purl Space Space Space No. 3.000 8 1.000 0 Z_' Surf No. Splice Splice Id Splice Loc(ft) Type 1 0 2 1. 0.0000 'VEE ' 3 1. 0.0000 ' -EE ` 4 1. 0.0000 ' VEE ' A.(12)SEGMENT PLATES: *No. Surf Mem Seg Seg Member Flange Plate Thickness (in) *Seg Td Id Id Len(ft) Part Wid(in) Web OS Flg IS F1.g 12 1. 1 1 0.0000 '-------- ' 6.00 0.1875 0.2500 0.3750 2 2 2 0.0000 ' ------ T ---_' 6.00 0.1875 0.2500 0.3750 2 2 3 5.0000 --- - - - - -' 6.00 0.1875 0.2500 0.2.500 2 3 4 0.0000 - -- - 6.00 0.1875 0.2500 0.2500 2 4 5 10.0000 '-------- ' 6.00 0.1250 0.3750 0.2500 2 4 6 0.0000 ' - --- - - - - - ' 6.00 0.1250 0.3750 0.2500 3 5 7 0.0000 '--- - - - - -' 6.00 0.1250 0.3 "/50 0.2500 3 5 8 10.0000 '- - - - - - - - ' 6.00 0.1250 0.3750 0.2500 3 6 9 0.0000 '- - - - - - - - - ' 6.00 0.1875 0.2500 0.2500 3 7 10 5.0000 '-------- ' 6.00 0.1875 0.2500 0.2500 3 7 11 0.0000 -__' 6.00 0.1875 0.2500 0.3750 4 8 12 0.0000 '- - - - - - - -' 6.00 0.1875 0.2500 0.3750 ^(13)INTERIOR COLUMNS: ^ No. Col Col Col Col Connection Rafter Unbrace__Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size 0 *(14)TAPERED INTERIOR COLUMNS: *Col Col - -- Depth - ----- No. Start - -Web Depth - -- Web FIg OS Flg IS Flg F Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)BASE ELEVATION /WALL OPTIONS: ,Base Base Frame Open * Id Elev Space Height 1. 0.00 20.00 0.0000 Left Column 2 0.00 20.00 0.0000 Right Column * (16) BASE DISPLACEMENT: ,Base Displace * Id Opt Dir (in) 0 ' -' ' -' 0.000 *(17)BASE SPRINGS: :. No. Base --Spring_Constants-- TBase Id Horz Vert Rotate 0 *(18)WALL GIRTS: *Surf Girt Girt Girt * Id Type Size Depth 1 'ZB' '8X25Z16 8.00 4 'ZB' '8X25Z16 8.00 "(19)ROOF PURLINS : *Surf Purl Purl Purl * Id Type Size Depth 2 'ZB' '8X25Z16 ' 8.00 Girt Proj 0.00 0.00 Purl Proj 0.00 Girt Bay No. Lap Id Girt Location(ft) 1.000 5 l 7.333 1.000 2 1 7.333 Purl No. Peak Set Of -Set Space Lap Purl Space Space Space No. 3.000 8 1.000 0 Z_' IUDes -Lout "(26)LONGITUDINAL BRACING LOADS: * ---- Wind W --- -- --- Seismic--- * Horiz Vert Horiz Vert 1.83 1.11 4.13 2.50 Left Column 1.82 1.10 4.13 2.50 Right Column *(27)DESIGN LOADS:Strength * --------------- - ---- Load Coefficients--------------------- "'Load -Add-Snow- -- Wind_1- -- - -Wind 2 -- Long_S11ind -Seismic-- Aux Load *'No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 bong Tran Temp Id Coeff 36 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 7..00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 t3 3 'ZB' '8X25716 8.00 0.00 3.000 8 1.000 0 *(20)FLANGE BRACES: * Surf No. Flange Brace At * Id Brace Girt /Perlin Number 1 1 1 2 8 1 2 3 4 5 6 7 8 3 8 1 2 3 4 5 6 1 8 4 1 1 *(21)SZDEWALL EXTENSIONS: *Surf No Ext ------- Extension-Size ------- -- -- -Facia Size -. --- Load Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 *(22)EXTENSION LOADS: *Ext Dead Collat Live Snow Windl Coeff Windt Coeff Long Wind Facia Wind Seis *Id psf psf psf psf Left Right Left Right Left Right Left Ri.ght k * (23) BASIC LOADS: Basic --- Deflection--- * Dead Live Snow Collat Grind Load Ratio 'Temperature * psf psf psf psf_ psf Snow Wind Seis Change 2.00 20.00 20.00 0.00 14.98 1.00 1.00 1.00 0.0 *(24)BASIC LOADS AT EAVE : * - Seismic- Weak Axis -L Weak Axis -- Torsion-- -�EW Brace -- * Load SpcEP d Win Seis -R Wind Seis Wind Seis Wind Seis * k k k k k k k k k k 0.70 2.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(25)WIND COEFFICIENTS: Surf --Wind-1--- -- Wind ---- Long-Wind Surface * Id Left Right _2 Left Right 1 2 Friction 1 0.29 -0.61 0.76 -0.14 --0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.61 0.29 -0.14 0.76 -0.63 -0.63 0.00 "(26)LONGITUDINAL BRACING LOADS: * ---- Wind W --- -- --- Seismic--- * Horiz Vert Horiz Vert 1.83 1.11 4.13 2.50 Left Column 1.82 1.10 4.13 2.50 Right Column *(27)DESIGN LOADS:Strength * --------------- - ---- Load Coefficients--------------------- "'Load -Add-Snow- -- Wind_1- -- - -Wind 2 -- Long_S11ind -Seismic-- Aux Load *'No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 bong Tran Temp Id Coeff 36 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 7..00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 RMes -Lout 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.o0 o.o0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.o0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.o0 o.00 o.00 1.00 0.00 0.00 0.00 0 0.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --1.00 0.00 0.00 0.00 0 0.00 23 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 24 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 25 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 26 1.08 1.08 0.'75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0. 52 0.00 0 0.00 27 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 28 1.08 1. .08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 29 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 30 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --0.70 0.00 0 0.00 31. 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 32 1.08 1.08 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 33 1.08 1.08 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 34 0.49 0.00 0.00 0.00 O.oO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 11Mes -LoLit *(28)DESIGN LOADS:Deflection * ------------- - - - - -- -Load Coefficients ------------------- *Load_ -Add Snow- - -[find _ 1 -- -- Wind_2 -- Long Wind - Seismic--Aux Load *No Id Dead Coll Live Snow Drift Slade Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 0 s:(29)DESTGN LOADS:Special -------------------- Load _ Coefficients ------------------- *Load -Add-Snow- --Wind -1-- --- Wind_2 -- Long Wind -- Seismic -- Aux _Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Td Coeff 6 37 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 38 1.1.1 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 39 1.11 1.11 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 40 1.11 1.11 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 41 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 42 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 *(30)AUXILARY LOADS: *No. Aux Aux No. Add *Aux Id Name Loads 2 1 'FIUNB SL L' 3 2 'F1UNB_SL R' *(31)ADDITIONAL *'No. Add Surf *Add Td Td 8 1 2 2 2 3 3 4 3 5 3 LOADS: Basic Type 'WINDL1' 'WTNDL2' 'WTNDRI' 'WINDR2' ' - - - --- $ 3 Add Comb Id Coeff 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 0.30 36 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 -0.096 *(28)DESIGN LOADS:Deflection * ------------- - - - - -- -Load Coefficients ------------------- *Load_ -Add Snow- - -[find _ 1 -- -- Wind_2 -- Long Wind - Seismic--Aux Load *No Id Dead Coll Live Snow Drift Slade Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 0 s:(29)DESTGN LOADS:Special -------------------- Load _ Coefficients ------------------- *Load -Add-Snow- --Wind -1-- --- Wind_2 -- Long Wind -- Seismic -- Aux _Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Td Coeff 6 37 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 38 1.1.1 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 39 1.11 1.11 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 40 1.11 1.11 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 41 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 42 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 *(30)AUXILARY LOADS: *No. Aux Aux No. Add *Aux Id Name Loads 2 1 'FIUNB SL L' 3 2 'F1UNB_SL R' *(31)ADDITIONAL *'No. Add Surf *Add Td Td 8 1 2 2 2 3 3 4 3 5 3 LOADS: Basic Type 'WINDL1' 'WTNDL2' 'WTNDRI' 'WINDR2' ' - - - --- $ 3 Add Comb Id Coeff 5 0.30 6 1.00 7 0.55 6 0.30 5 1.00 8 0.55 Load Fx Fy Mom Dx Dy Conc "Type W1 W2 Co Dll D12 Dist 'D -0.096 -0.096 0.00 35.000 40.139 'D ' -0.096 0.096 0.00 35.000 40.139 'D ` - -0.096 -0.096 0.00 0.000 5.139 'D ' -0.096 -0.096 0.00 0.000 5.139 'D 1 -0.397 -0.397 -0.08 0.000 40.139 I2fT}es -1.otit 6 2 - - - - - -r 'D ' -0.397 -0.397 0.08 0.000 40.139 7 2 ' ----- - -' =D r -0.397 -0.397 0.08 20 . 14S 40,139 8 3 '-- -- - -r 'D ' - -0.397 -0.397 -0.08 0.000 19.994 *(32)FLOOR BERMS: Bay No. Beam Beam Con Type Con Loc * Id Beam Id Ht Lt Rt Lt Rt 1 0 (33) CABLES: Bay No. Cable Cable Cable Cable * Id Cable Id Bevel Type Area 7. 0 *(34)CRANE BRACKET: *Crane Bay1d Crane Crane ---- Beam --- -- Load *No Id Lt Rt Type Height Depth Width (k ) 0 f:(35)FRAME LINES: %' No Tine Frame Line Id 4 2 3 4 5 ' {(36)DESIGN PLATES: ^No. - -- Plate-- - -Plate Size- Bolt A'Plt Type Id Width Thick Dia 0 "1(37)SPECIAL FAB DATA .< No. Piece Piece *Piece Id Key 0 * (38) ENDWALI, COLUMNS: "Wall Expand EW No. Column Column Id Use Offset Column Locate Offset 1 'N '4.000 0 3 'N 4.000 0 "(39)JACK BEAMS: * No. Beam Beam Beam Beam Beam Properties Area rxx - - -- Offset - - -- -- - -- Bracket - - - - -- Col -Sup Left Right 'Type Opt Select Lt Rt Bolt - -- Top - - -- - Bottom --- Gage Row Space Row Space ""Beam Id Offset Height Length Part 0 k Code files used: IBC.06 RF IBC.06 Version 3.0 '-DS RF'DEP.Siz Spring(k /in ) Horz Vert *Surface Span -- Required- ----------- Selected---- -- - - -- "A Id Id Type Span Type Span #Depth ffSplice 'k 1 1 W 14.0 No record selected " 2 1 C 40.0 C 40.0 2 0 Rfflts- I. o I I I 3 1 C 40.0 C 40.0 2 0 4 1 W 14.0 No record selected 08-5054 Rigid Frame Design Code 1/ -2/09 9: 02am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISC05 Cold Formed Steel ATS196 Country US BUILDING CODE Wind Code IBC 06 Seismic Zone D MODULUS OF ELASTICITY Hot Roiled Steel 29000 (ksj. Cold Formed Steel 29500 (ksi 08-5054 Base Plate and Anchor Bolt Design 1/ 2/09 9:02am Base Plate Yield = 50.00 (ksi Concrete Bearing = 2.50 (ksi Bolt Shear Stress= 12.00 (ksi BASE PLATE & BOLT SIZE: ----------------------- --Column Base- - Loc. Typ Depth ----- --- ----- Left P 12.6 Right P 12.6 BASE REACTIONS: --------------- -- P1-ate Size(in) --- Width Length Thick ----- ------ ----- 8.0 13.00 0.375 8.0 13.00 0.375 Column -Max Comp - Loc. ------ Ld --- Fy(k ) Left 2 ------ 18.8 Right 1 18.8 WELDS: Base Id Left Right Max-Tension+Shear Tens Shear Ld Fy(k ) Fx(k ) --- ------ ------ 19 -8.9 5,6 21 -8.8 5.6 Outside-Flange - To Base Shear(k7in Size Typ Calc Rn/sf ----- --- ----- ----- 0.188 F1 0.74 2.78 0.188 F1 0.74 2.78 --Bolts(A307 )- -Shear(k )- Row Diam Gage Limit UC --- ----- ---- ----- ----- 2 0.750 4.00 21.2 0.84 2 0.750 4.00 21.2 0.84 Max Shearl- Tension -Max Shear Shear Tens Ld --- Fx(k ) ------ Ld Fx(k ) --- ------ Fy(k ) 4 17.9 15 7.8 ------ -7.8 4 17.9 16 '7.8 -7.8 Inside-Flange-To-Base Shear(k/in Size Typ Calc Rn/sf ----- --- ----- ----- 0.188 F1 0.74 2.78 0.188 F1 0.74 2.18 -----Web-To - Base----- Shear(k/in Size Typ Calc Rn/sf ----- --- ----- ----- 0.188 F1 1.49 2.78 0.188 F1 1.49 2.78 7 Tulles -Lout 0 08 -5054 Bolted- End -'late Design 1/ 2/09 9:02am Splice Yield = 50.00 (ksi ) Spice Member Web - Spl_ice(in)- Ten --- Load(k f -k ) -- Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom 1 VEE 1.- 2 28.00 6.0 0.625 Top 2 18 1.7 190 Bot 15 -7 -7 76 2 -EE 4--- 5 18.06 6.0 0.500 Top 20 -9 1 21 Bot 1 1.8 0 62 3 VEE 7- 8 28.00 6.0 0.625 Top 3 18 -17 190 Bot 16 -7 7 76 WELDS: Splice Id Side 1 L 1 R 2 L 2 R 3 L 3 R Outside Flange To Bep Shear(k/in ) Size Typ Calc Rn /sf 0.500 F2 6.79 7.42 0.500 F2 6.79 7.42 0.188 F2 1.16 2.78 0.188 F2 1.16 2.78 0.500 F2 6.79 7.42 0.500 F2 6.79 7.42 Inside Flange To_Bep Shear(k/in ) Size Typ Calc Rn /sf 0.250 F2 2.72 3.71 0.250 F2 2.72 3.71 0.250 F2 3.44 3.71 0.250 F2 3.44 3.71 0.250 F2 2.72 3.71 0.250 F2 2.72 3.71 ---- Solts(h325 } - - - -- Row Diam Space Gage 2 0.750 3.00 3.00 2 0.750 3.00 3.00 2 0.750 3.00 3.00 2 0.750 3.00 3.00 2 0.750 3.00 3.00 2 0.750 3.00 3.00 -----Web_To_Bep ------ Shear(k/in ) Size Typ Calc Ian /sf 0.250 F1 0.61 3.71 0.250 Fl 0.61 3.71 0.188 F1 0.06 2.78 0.188 F1 0.06 2.78 0.250 F1 0.61 3.71 0.250 F1 0.61 3.71 08 -5054 Stiffener Report 1/ 2/09 9:02am Stiffener Yield = 50.0 (ksi ) STIFFENER SIZE: - - -- Stiffener - - -- -- Web(in) -- Location No. Depth Thick Left Col 1 30.00 0.188 Right Col 1 30.00 0.188 STIFFENER DESIGN: - Stiffener_ Size(in)- Width Thick Length 2.50 0.375 30.00 2.50 0.375 30.00 Stiffener --- Tension(k ) - - -- - Compression(k ) -- Max Location Load Calc Pn /sf Load Calc Pn /sf CIC Left Col 15 26.9 56.1 2 67.4 82.5 0.82 Right Col 16 26.9 56.1 3 67.4 82.5 0.82 Mes -Lout ) WELDS: Stiffener Location Left Col Right Col --- -Stiff To Flg /EP - -- - Shear(k /in } Size Typ Calc Rn /sf 0.375 F1 5.38 5.66 0.375 F1 5.38 5.66 - - -- -Stiff To Web----- - Shear(k/in } Size Typ Calc Rn /sf 0.188 F1 1.1.2 2.78 0.188 F1 1.1.2 2.78 08- --5054 Flange Brace Report 1/ 2/09 9:02am Flange Brace Yield= 36.0 ksi Girt /Perlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A307 ) (0 Washer ) Surf No Web Brace Calc -- Brace_UC -- Conn Id - - -- Brace Loc Side Part Depth Dist Force Comp 'Fens Uc 1 - - - -- - -- 0 - - -- -- - - - - -- -- ----- - - - - -- - - - - -- - - - -- - - - -- - - - -- 2 4 1 2 L15151/8 26.51 28.00 0.41 0.51 0.47 0.19 3 1 L15151/8 19.01 28.00 0.51 0.50 0.59 0.23 6 1 L15151/8 18.00 28.00 0.17 0.16 0.19 0.08 8 1 L15151/8 18.00 28.00 0.14 0.13 0.16 0.06 3 4 1 1 L15151/8 18.00 28.00 0.14 0.13 0.16 0.06 3 1. L15151/8 18.00 28.00 0.17 0.16 0.19 0.08 6 1 L15151/8 19.01 28.00 0.51 0.50 0.59 0.23 8 2 L15151/8 26.51 28.00 0.41 0.51 0.47 0.19 4 0 08 -5054 Weld Report: Web To Flange 1/ 2/09 9:02am - -Calc Max Weld_Shear -- - - - - -- -Weld--Provided ------ Member Segment Section Load Shear Size Rn /sf No. Id - - - - -- 1d - - - - - -- Id - - - - - -- Id ---- -- (k /in ) -- - - - - -- (in) - - - -- (k /in ) - - - - - -- Type - - -- Side 1 1 1 4 1.23 0.188 2.78 F - -m_ 1 2 2 7 35 0.42 0.188 2.78 F 1 2 3 9 35 0.43 0.188 2.78 F 1 3 4 10 35 0.38 0.125 1.86 F 1 4 5 13 36 0.28 0.188 2.78 F 1 4 6 17 35 0.28 0.188 2.78 F 1 5 7 18 36 0.28 0.188 2.78 F 1 5 8 22 35 0.28 0.188 2.78 F 1 6 9 25 36 0.38 0.125 1.86 F 1 7 10 26 36 0.43 0,188 2.`]8 F 1 7 11 28 36 0.42 0.188 2.'78 F 1 8 12 34 1 1.23 0.1.88 2.78 F i 08 -5054 Special Segment Report 1/ 2/09 9:02am FLANGE PLATE: ( a ) --initial- Width `]'hick Locate (in) (.i.n) - - - - -- - - - -- - - - - --- Lt Col 6.0 0.250 Rt Col 6.0 0.250 WEB 'LATE: (b) -Required-- Width Thick (in) (in) 6.0 0.250 6.0 0.250 ------ Load - - - - -- Axial Moment Locate Id (k ) (f -k ) Lt Cal 2 19.7 190.1 Rt Col 3 19.7 190.1 WEB DESIGN: Shear Web Force Thick (k } (in) 71.6 0.188 71.6 0.188 Locate H Av Kv C Lt Col 30.00 26.85 11.24 0.62 Rt Col 30.00 26.85 11.24 0.62 (a) DS BUILD (f.rame.37) =3 see help. (b) DS_BUILD (frame36) =2 see help. [Mes -Lout Initia Shear Cal (ksi ) 12.73 12.73 Shear Allow (ksi ) 6.91 6.91 --Required ------ Web Shear Shear Thick Ca.lc Allow (in) (ksi ) (ksi ) 0.250 10.05 11.09 0.250 10.05 11.09 08 -5054 Design Summary Report 1/ 2/09 9:02am FRAME: Id = 1 Type = RF Line Id= 2 3 4 5 MEMBERS: Mem SegI Flange JWeb Id Id I Len UJi.d I Str.t 1 1 13.4 6.0 12.0 2 2 8.7. 6.0 28.0 2 3 5.0 6.0 21.8 3 4 10.0 6.0 18.0 4 5 10.0 6.0 18.0 4 6 4.1 6.0 18.0 5 7 4.1 6.0 18.0 5 8 10.0 6.0 18.0 6 9 10.0 6.0 7.8.0 7 10 5.0 6.0 18.0 7 11 8.1 6.0 21.8 8 12 13.4 6.0 30.0 Depthl Plat End I Web 30.0 0.188 21.8 0.188 18.0 0.188 18.0 0.188 1.8.0 0.125 18.0 0.125 18.0 0.125 18.0 0.125 18.0 0.188 21.8 0.188 28.0 0.188 12.0 0.188 °_Thic O -flg 0.250 0.250 0.250 0.250 0.375 0.375 0.375 0.375 0.250 0.250 0.250 0.250 kness I Max_ I- flg1ld Ld 0.375 4 4 0.375 5 35 0.375 8 35 0.250 10 35 0.250 13 36 0.250 17 35 0.250 18 36 0.250 22 35 0.250 25 36 0.375 27 36 0.375 30 36 0.375 31 1 ;JCv Ucv 0.95 0.80 0.47 0.32 0.63 0.64 0.64 0.63 0.32 0.47 0.80 0.95 f M IId 4 5 8 12 7.4 16 19 21 23 27 30 31 ax UCC I Max UCI Ld UcoIId Ld Uci 4 0.83 4 4 0.93 2 0.94 5 2 1.00 36 0.53 8 36 0.76 35 0.85 1.0 36 0.87 35 0.84 14 35 0.77 35 0.75 16 35 0.70 36 0.75 19 36 0.70 36 0.84 21 36 0.77 36 0.85 25 35 0.87 35 0.53 27 35 0.76 3 0.94 30 3 1.00 1 0.83 31 1 0.93 /0 IM) es -1. oil( No. Cycles For Plate Optimization= 3 LOAD COMBINATIONS: 1 -- DL +CL +LL 2 - DL +CT +LL 3 - JDL- +-CL +SL 4 - DL +CLE-SL 35 - DL +CL +AUX1 36 - DL +CL +AUX2 FRAME AREA: Frame Area = 177.40 Building Area =1253.33 Ratio= 0.14 WEIGHTS Member 1 2 3 4 5 6 7 8 Weight (1b) 362 358 217 286 286 217 358 362 Total Weight (1b) Frame Members = 2446 Interior Col. = 0 Conn. Plates - 7.84 Base Plates _ 22 Trans Stiff = 0 2653 REACTIONS: (Sidewall Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 7.5 16 17 18 19 20 21 22 -- - - - - -- -Left Column --------- M(f -k ) Ex(k ) Fy(k ) Fz(k ) M(f -k ) 17.89 18.81 0.00 0.00 17.89 18.85 0.00 0.00 17.89 18.81 0.00 0.00 1.7.89 18.85 0.00 0.00 2.41 2.83 0.00 0.00 2.41 2.83 0.00 0.00 7.11 7.69 0.00 0.00 9.73 9.58 0.00 0.00 9.47 10.92 0.00 0.00 12.09 12.81 0.00 0.00 7.11 7.69 0.00 0.00 9.73 9.58 0.00 0.00 9.47 10.92 0.00 0.00 12.09 12.81 0.00 0.00 -7.82 -7.82 0.00 0.00 -4.32 -5.31 0.00 0.00 -4.65 -3.51 0.00 0.00 -1.15 -0.99 0.00 0.00 -5.27 -8.85 1.83 0.00 -5.21 -6.63 0.00 0.00 --5.59 -6.99 1.83 0.00 -5.53 -4.77 0.00 0.00 Right Column Fx(k ) Fy(k ) Pz(k ) M(f -k ) -17.89 18.85 0.00 0.00 -17.89 18.81 0.00 0.00 -17.89 18.85 0.00 0.00 -17.89 18.81 0.00 0.00 - -2.41 2.83 0.00 0.00 -2.41 2.83 0.00 0.00 -9.73 9.58 0.00 0.00 -7.11 '7.69 0.00 0.00 -12.09 12.81 0.00 0.00 -9.47 10.92 0.00 0.00 -9.73 9.58 0.00 0.00 -7.11 7.69 0.00 0.00 -12.09 12.81 0.00 0.00 -9.47 10.92 0.00 0.00 4.32 -5.31 0.00 0.00 7.82 -7.82 0.00 0.00 1.15 -0.99 0.00 0.00 4.65 -3.51 0.00 0.00 5.59 -6.98 1.82 0.00 5.53 -4.78 0.00 0.00 5.27 -8.84 1.82 0.00 5.21 --6.64 0.00 0.00 RMCS -taut 23 2.18 2.98 0.00 0.00 -3.16 3.30 0.00 0.00 24 3.16 3.30 0.00 0.00 -2.18 2.98 0.00 0.00 25 13.85 14.94 0.00 0.00 -14.58 15.17 0.00 0.00 26 14.58 15.17 0.00 0.00 - 1.3.85 14.94 0.00 0.00 27 2.23 2.94 0.00 0.00 W -2.96 3.17 0.00 0.00 28 2.96 3.17 0.00 0.00 -2.23 2.94 0.00 0.00 29 0.69 1.23 0.00 0.00 -1.6'7 1.54 0.00 0.00 30 1.67 1,54 0.00 0100 -0.69 1.2.3 0.00 0.00 31 2.67 1.39 2.89 0.00 -2.67 1.39 2.89 0.00 32 14.22 13.76 2.15 0.00 -14.22 13.76 2.15 0.00 33 14.22 13.76 2.15 0.00 -14.22 13.76 2.15 0.00 34 1.18 -0.36 2.89 0.00 -1.18 -0.36 2.89 0.00 35 15.51. 18.77 0.00 0.00 -15.56 12.05 0.00 0.00 36 15.56 12.05 0,00 0.00 -15.51 18.77 0.00 0.00 DEFL. C`1ZONS : (in) Lateral. Defl Load @ Top Of Col Id Left Right -0.31 -0.33 -0.31 -0.33 -0.04 -0.04 -0.12 -0.18 --0.17 -0.23 -0.12 µ-O.18 -0.17 W-0.23 0.14 0.07 0.07 0.01 -0.12 -0.12 0.33 0.33 0.06 -0.16 -0.17 -0.34 0.04 -0.13 0.09 -0.1.3 -0.05 -0.25 -0.25 -0.02 0.53 -1.11 0.33 0.31 0.33 0.31 0.04 0.04 0.18 0.12 0.23 0.17 0.18 0.12 0.23 0.17 -0.07 -0.14 -0.01 -0.07 -0.33 -0.33 0.12 0. 12 0.16 -0.06 0.34 0.17 0.13 -0.04 0.13 -0.09 0.05 0.25 0.25 0.02 1.11 -0.53 Vert. Defl @ Midspan -3.65 -3.65 -3.65 -3.65 -0.49 -0.49 ---1 . 71 -1.71 -2.29 -2.29 -1.71 -1..71 -2.29 --2.29 1.25 1.25 0.46 0.46 1.29 1.29 1.29 1..29 -0.54 -0.54 -2.90 -2.90 -0.53 -0.53 -0.24 -0.24 -0.54 --2.90 -2.90 - 0 . 2 4 -3.29 --3.29 L Z-. JuDes -1.011t /13 DEFLECTIONS RATIO: MAX DEFLECTION: Type Deflect Span /Deflect Limit -------------- --- -- - - - - - -- ------ - - - - -- - - - - -- Live Vertical -3.16 304. 180. Horizontal Drift -1.1.1 195. 60. P -DELTA CHECK :(Effective Length) ----------------- ---------- - - - - -- Max Deflect Ratio Left Column: 0.0386 Right Column: 0.0386 Lateral Defl Load @ Top Of Col- Vert Defl 1d Left Flight @ Midspan 1 525 483 262 2 483 525 262 3 525 483 262 4 483 525 262 5 3947 3627 1970 6 3627 3947 1974 7 1290 910 562 8 910 1290 562 9 928 712 418 1.0 712 928 418 11 1.290 910 562 12 910 1290 562 13 928 712 418 14 '712 928 418 15 1153 2168 770 16 2168 1153 770 17 2143 18649 2076 18 18655 21.43 2076 1.9 1352 480 743 20 1350 478 742 21 480 1352 743 22 478 1349 792 23 2554 1021 1`]75 24 1021 2554 1775 25 950 476 331 26 476 950 331 27 4482 1258 1824 28 1258 4482 1824 29 1809 1231 4022 30 1231 1809 4022 31 3405 3405 1775 32 634 634 331 33 634 634 331 34 7716 7716 4022 35 300 144 291 36 144 300 291 MAX DEFLECTION: Type Deflect Span /Deflect Limit -------------- --- -- - - - - - -- ------ - - - - -- - - - - -- Live Vertical -3.16 304. 180. Horizontal Drift -1.1.1 195. 60. P -DELTA CHECK :(Effective Length) ----------------- ---------- - - - - -- Max Deflect Ratio Left Column: 0.0386 Right Column: 0.0386 lUDes-1,oitt Max first order drift: (j.n) = 1.07 Max second order drift (in) = 1,11 Ratio second/first = 1.04 i4 " /I- 08-5054 Rigid Frame Clearances 1/ 2/09 9:02am VERTICAL CLEARANCE: ------------------- Location ------------------------ Left Col Right-Col Midspan HORIZONTAL CLEARANCE: --------------------- Location ------------------------ Left-Col - Right Cal Span X-Coord Y-Coord -------- -------- -------- 11'02-06" 3'02-10" 11' 02W -06" 11'02-06" '76,09-061, 11'02-06" 15'01-05" 40'00-00" 15,01-051, Span X-Coordl X-Coord2 ------- -------- -------- 73'06-13" 3'02-09" 76109-07" 08-5054 Rigid Frame Design Warnings 1/ 2/09 9:02am No Warnings WH L� N D SUPER SPAN-SECTION PROPERTIES ' 2$ GAUGE ROOF PANEL. 35" 'Coverage j 1_0 TT r .::: :', i +r?fF.: � '.. 'llF�i'tr.' -:.•ri GAUGE/ Fy Fb Ix Va• Ma y fx Va Ma PANEL WT. THICKNESS (K51) (KSI) (In4 -Ft) (KiplFt). (in- Kip /Ft)' (In4 -Ft) (Kip/Ft} (ln -ICi 1Ft} (! slFt?) /�.{ f::il •F:' _ rlF: NOTES: 1, Section properties are based oLh the AISI C61d- Formed Steel Design Manual, 1996 Editibn, 1st Printing June 1997. ,f•., ;�E'�':�ii:�l��lV:� •tiAt� ,t r:.::F.::,,,•. F.� 1,rF�!lf3,i Y1•;W f-7.l �i.i� +��.��1F �i LZ:�F ':;I:; / :: f�'.':;!�+ GAUGE SPAN LOAD PANEL WEIGHT HAS BEEN APPLIED TYPE TYPE S ' `' ' a WE 119 75,' 50 3 2. f; s: ,;r,',f+ 'SIMPLE a� f:,:; 5 19 14 _{'y��S .. ;.;: fr:'�.rr.•r. �' I- <`fF it 'tF:i''•� : ji.� i ?,�''A ;:.F I.. 2S)AN IJV 114 86+ B8 55 45 37+ 32 "F '•y +: of ^.� ''}y�•7.''. .{{y���A] rt..ri �'�:" >;- : i . :fps: : F i�.L•3 .�' .. •.:�.? if 3 SPAN LIVE 135 ,104 82 ' -68 55 • 42 32 QFi MORE :::�, � :; y.� Q .�;:::: .; ,•.;p. . F ; to :��li�' %'i .;.•.. :r< 'ff'::'� <„ rr� �] NOTES:'. Y. 1. Allowable stresses due to wlnd are Increased by 1/3, , 2. Wind load allowable loads In PSF meet L. j 2Q deflection criteria. 3.. LJve load,allowable meets L..11 8D deflection criteria. ' 4. Uncoaied'sfeel.thickness shall be a minlrnum of 95% of•th thlckness'sliowri above, SP =2 _ BUILDING COMPONENTS A Division of'WhirWnd Building Systems EFFECTIVE: January .1, 2000 • 1�� SPFECi•NE; January 1, 2000 WHIRL OND -BUILDING COMPONENTS A Dlvlslon of Whlrlvwind Buliding Systems .....PANEL TECHNICAL INFORMATION SUPER SPAN SECTION PROPERTIES 29 and 26 GAUGE WALL PANEL 36» Coverage 1'_a 4), �» TT d% f f1 Ss Cf . �� i '►• w� • .� Ix Va ' GAUGE) Fy ' i b Ma • In Va Ma PANEL4Y THICKNESS (KSI) (KSI) (In, Ft) {IGpIFt) (lr�- Kip /Ft) (In'-Ft) . (KIP/Ft)' (In- Kip/Ft) . (Lbs/Ft2) : 36 .0.037 0.425 1.322 0.042. 0.425 1,766 0.825 NOTES: 1 . Section properties are based on the AISI Cold- Farmed Steel Design Manual, 1996 Edition, 1 st Printing June 1997. ,,'•,•'s'.': ; rte` ::.Y.•:. ,Cif .` � - GAUGE SPAN LOAD `•} 4 .[� }t � ,�•� r. fir � ;; 8 8`.,�},.. ' 6` �" ` ; 7',tyi 7�,6u TYPE TYPE PRESSURE 48 . 34 24 ..�. 18" iw . �1 9 r r r .' %i:rrr � •f. SIMPLE ,;. ;. �:�3���t�r ;: },,•61r'. }., }r..�:�S�r:.:, � �� ' %r:�:., -f i� :.•;, r .1 :, %:'': <..}.{`�,?'•> %`.:.:` :�. 2 SPAN PRESSURE 59 ' 45 40 34 - 29 25 21 17 r • "r.: mil` �+• ry-� S{�},f �^:I. �,! !j �ir �re '1 + + ?; "i`:' 3 SPAN PRESSURE 68 57 .46 35 27. 21 17 13 OR. MORE i.'•StJCCfi:��?i�i?., r: }: :f• r +�;� ;,i •:'1." f~ ,r, r !:jr'i PRESSURE 52 38 28 22 17 14 11 .l!, N�T�!.'k �` ' ...7 '•i.M�:.. �::V.i/.•: / r� �na �}• .f i;�:r `. ryv :�:f�! ::3 '. PRESSURE 90 72 59 4 9 1 27 28 r � :1,• :1'. r..'':r :lrr l. e !: ,..,.FF,yyn� �i1 �: •:.rs ::f.. i f . .�. PfSSllR.E, :f 106 8$r .s.'�. 72J '54 42 33 26 21 ��{{ `i i� '`�' r'l.•, �+��'lr. .,! �: -.rr: <l .1i'i �iis +. <r•' ! Ir,,:�:r: � � /.,; �j [•5 " Y. '.!. 7� %'•i`.;::.i`." •.o �.� '_ <,'_'•.: f., }:�!��;T1% i %�.. .�. },.' rr. %:: .:iC'FTI.e, rir, r :�:ir'i: +` }..::.1 :,},.'r.'. ..4 '. r.,•: . .�;::^ %lc'': . >..,:?J�;•r .. }•i �:i /. rl /,.: ".:Y.•7: f:: % /..•: :15':4• ,'.`r:Li9`: %.�'. :.as�'• :;- :i::.: NOTES: 1. Allowable stresses due,to Wrici are indreased by 1/3. 2. Wind• load allowable loads in PSF meet €.:/120 deflection criteria. 3. Uncoated steel thickness shall be a minimum: of 95% of the thickness shown - above. SP -4 SECTION PROPERTIES FOR C & Z ?, iMBERS 8X25ZI6 ' INPUT PROPERTIES OUTPUT MEMBER - 8X25Z14 PROPERTIES (lb/ft) - 3.320 Member Size - 8X25Z16 Weight (lb /ft) - 2.797 Web Depth (in) - 8.000 Area (1n2) - 0.822 Thickness (in) - 0.059 YBar (in) - 3.929 Top Flg Width (in) - 2.125 Ixx (in4) - 7.756 Bot Flg Width (in) - 2.375 Sxx Top (i13) - 1.905 Lip Length (in) 0.910 Sxx not (in3) - 1.974 Inside Radius (in) 0.188 Rxx (in) - 3.072 Angle (deg) - 50.000 Iyc Tap (in4) - 0.502 Iyc not (in4) - 0.578 Syy (in3) - 0.375 Ryy (in) - 1.146 J (in4) - 0.000954 C'w' (in6) - 14.151 Xo (in) - 0.000 SECTION PROPERTIES FOR C & Z MEMBERS Ro (in) - 3.278 INPUT OUTPUT SECTION PROPERTIES FOR C & Z MEMBERS 8X25Z14 INPUT OUTPUT MEMBER PROPERTIES ?Member Size - 8X25Z14 Weight (lb/ft) - 3.320 L;eb Depth . (in) - 8.000 Area (in2) -• 0.976 Thicknesss (in) - 0.070 YBar (in) - 3-92.9 Top Flg Width (in) - 2.125 Ixx (in4) - 9.175 Bot Flg Width (in) - 2.375 Sxx Top (in3) - 2.254 Lip Length (in). - 0.930 Sxx not' (in3) - 2.335 Inside Radius (in) - 0.188 Rxx (in) - 3.067 Angle (deg) - 50.000 Iyc Top (in4) - 0.599 Iyc Bot (in4) - 0..690 Syy (in3) - 0.447 Ryy (in) - 1.149 J (in4) - 0.001593 Cw (in6) - 16.877 Xo (in) - 0.000 Ro (in) - 3.275 SECTION PROPERTIES FOR C & Z MEMBERS 8X25Z12 INPUT OUTPUT MEMBER PROPERTIES Member, Size - SX25Z12 Weight (1b /ft) - 4.979 Web -De th (in) - 8.000 Area (in2) - 1.453 Thickness (in) - 0.105 YEar (in) - 3.929 Top.Flg Width (in) - 2.125 Ixx (in4) - 13.620 Bot Flg Width (in) 2.375 Sxx Top (in3) 3.346 Lip Length (in) - 0.990 Sxx not {i113) - 3.466 Inside Radius (in) - 0.188 Rxx (in) - 3.051 } Angle 1 (deg) - 50.000 Iyc Top (in4) - 0.915 Iyc Bot (in4) - 1.052 Syy (in3) - 0.678 Ryy {in} - 1.159 J (in4) - 0.005378 Cw {in6) - 25.649 Xa (in) - 0.000 Ro (in) - 3.264 SECTIDN PROPERTIES FOR C & Z MEMBERS 8X3.5214 INPUT OUTPUT MEi11BER PROPERTIES Member Size - 8X35Z14 Weight (lb/ft) - 3.796 Web Depth (in) - 8.000 Area (in2) - 1.116 Thickness (in) - 0.070 YBar (in) - 3.938 Top Flg Width' (in) - 3.125 Ixx (in4) - 11.376 Bot Flg Width (in) - 3.375 Sxx Top (in3) - 2.801 Lip Length (in) -• 0.930 Sxx Bot (in3) - 2.889 Inside Radius (in) - 0.188 Rxx (in) - 3.193 Angle (deg) - 50.000 Iyc Top (in4) - 1.468 Iyc Bot (in4) - 1.608 Syy Un3) - D.794 Ryy (in) - 1.661 J (in4) . - 0.001822 Cv; (ir6) 35.719 XO (in) - 0.000 Ro (in) - 3.599 SECTION PROPERTIES FOR C & Z MEMBERS 8X3.5Z12 INPUT OUTPUT MEMBER PROPERTIES Member Size - 8X35Z12 Weight (lb /ft) - 5.694 Web Depth (in) - 8.000 Area (in2) - 1.673 Thickness (in) -- 0.105 YBar (in) - 3.938 Top Flg Width (in) - 3.125 Ixx (in4) - 16.893 Bot Flg Width (in) - 3.375 Sxx Top (in3) - 4.159 Lip Length (in) - 0.990 Sxx Bot (in3) - 4.290 inside Radius (in) - 0.188 Rxx (in) _ 3.177 Angle (deg) - 50.000 Iyc Top (in4) - 2.234 Iyc Bot (in4) - 2.445 Syy (in3) - 1.202 Ryy (in) - 1.672 j (in4) - 0.006150 Cw (in6) - 54.133 Xo (in) - 0.000 Ro (in) - 3.592 SECTION PROPERTIES FOR C &-Z-MEMBERS 1OX2.SZ16 INPUT OUTPUT MEMBER PROPERTIES Member Size - IOX25ZI6 Weight' (lb /ft) - 3.199 Web "Depth (in) - .10.000 Area (in2) - 0.940 Thickness. (in) - 0.059 YBar (in) - 4.922 Top Flg Width (in) - 2.125 Ixx (in4) - 13.211 Bot Flg Width (in) - 2.375. Sxx Top (in3) 2.602 Lip Length (in) - 0.910 Sxx Bot (in3) - 2.684 Inside Radius (in) - 0.188 Rxx (in) - 3:749 Angle (deg) - 50,000 Iyc Top (in4) - 0.498 Iyc Bot (in4) 0.582 Syy (in3) - 0.375 Ryy (in) - 1•.072 j (in4). - 0.001091 Cw, (i.n6) - .23.045 Xo (in) - 0.000 Ro (in) - 3.899 SECTION PROPERTIES FOR C & Z MEMBERS 1OX2.5Z14 INPUT OU'T'PUT MEMBER PROPERTIES Member Size - 10X25Z14 Weight (1b /ft) - 3.796 We Depth (in) - 10.000 Area (in2) - 1.116 Thickness (in) - 0.070 YBar (in) - 4.922 Top Flg Width (in) - 2.125 Ixx (in4) - 15.639 Bot Flg Width (in) - 2.375 Sxx Top (in3) - 3.080 Lip Length (in) - 0.930 Sxx not (in3) - 3.177 Inside Radius (in) - 01188 Rxx (in) - 3.744 Angle (deg) - 50.000 Iyc Top (in4) - 0.595 Iyc not {in4) _ 0.695 Syy (in3) - 0.446 Ryy (in) - 1.075 j (in4) - 0.0.01822 Cw (in6) - 27.486 Xo (in) _ 0.000 Ro (:iii) - 3.896 SECTION PROPERTIES FOR C & Z MEMBERS IOX2.5Z12 INPUT OUTPUT MEMBER PROPERTIES Member Size - 1OX25Z12 Weight (lb /ft) - 5.694 Web Depth (in) - 10.000 Area (i.n2) W 1.673 Thickness (in) - 0.105 YBar (in) - 4.922 Top Flg Iidth (in) - 2.125 Ixx (in4) - 23.279 } Bot.Flg Width (in) - 2.375 Sxx Top (in3) 4.585 Lip Length (in) - 0.990 Sxx not (in3) - 4.729 Inside Radius (in) - 0.186 Rxx (in) - 3.730 Angle: (deg) - 50..000 lyc Top (in4) - 0.908 Iyc Bot (in4) 1. 05.9 Syy {in3). 0.676 Ryy (in) - 1.084 J (in4) - 0.006150 Cw (in6) - 41.788 Xo (in) - 0.000 Ro (in) - 3.884 SECTION PROPERTIES FOR C & Z.MEMBERS 10X3.5Z14 INPUT OUTPUT MEMBER PROPERTIES Member Size - 10X3.5214 Weight (lb /ft) - 4.272 Web Depth (in) - '10.000 Area (,in2) - 1.256 Thickness (in) - 0.070 YBax, (in) - 4.931 Top Flg Width (in) - 3.125 Ixx (in4) - 19.091 not Flg Width (in) - 3.375 Sxx Top (in3) - 3.766 Lip Length (in) - 0.930 Sxx Bot (in3) -- 3.872 inside Radius (in) - 0.188 Rxx (in) - 3.899 Angle (deg) - 50.000 Iyc Top (in4) - 1.460 Iyc not (in4) - 1.617 Syy (in3) - 0.793 Ryy (in) - 1.565 0 (in4) - 0.002051 Cw (in6) - 58.644 Xo (in) - 4.000 Ro (in) - 4.202 SECTION PROPERTIES FOR C.& Z MEMBERS1 10X3.5212 Member Size INPUT 12X25Z14 Weight OUTPUT 4.301 MEMBER (in) - 12.000 PROPERTIES (in2) - 1,264 Member Size (in) - - 10X35Z7.2 Weight, (lb /ft) - 6.409 Web Depth tin) 10.000 Area (in2) - 1.883 Thickness (in-) - 0.105 YBar (in) - 4.931 Top F19 Width (in) - 3.125 Ixx (in4) - 28.420 Bot Flg Width (in) 3..375 Sxx Top (in3) - 5.607 Lip Length (in) - 0.990 Sxx Bot (in3) - 5.764 Inside Radius (in) - 0.188 RXx (in) - 3.885 Angle (deg) - 50.000 Iyc Top (in4) - 2.222 Iyc Bat (in4) - 2.458 Syy (in3) -. " 1,200 Ryy (in) - 1.576 J (in4) - 0.006921 Cw (ins) - 88.900 SECTION PROPERTIES FOR-C & Z MEMBERS Xa (in) - 0.000 Ro (in) - 4.192 SECTION PROPERTIES FOR C & Z MEMBERS 12X2.5ZI4 INPUT OUTPUT MEMBER PROPERTIES Member Size _ 12X25Z14 Weight (lb /ft) - 4.301 Web .Depth (in) - 12.000 Area (in2) - 1,264 Thickness (in) - 0.070 YBar (in).- 5.917 Top Flg Width (in) - 2.125 Ixx (in4) - 24.566 Bot Flg Width (in) - 2.375 Sxx Top (.in3) - 4.039 Lip Length, (in) - 0.990 Sxx Bot (in3) - 4.151 Inside Radius (in) - 0.188 Rxx (in) - 4.409 Angle, (deg) - 50.000 Iyc Top (in4) - 0.623 Iyc Bat" (in4) - 0.733 Syy (in3) - 0.462 Ryy (in) - 1.036 3 (i114) - 0.002064 Cw (in6) - 42.977 Xo (in) - 0.000 Ro (in) - 4.529 SECTION PROPERTIES FOR-C & Z MEMBERS 12X2.5Z12 INPUT OUTPUT MEMBER PROPER'T'IES Member Size' - 12X25Z12 Weight (lb /f t) - 6.409 Web Depth (in) - 12.000 Area (in2) - 1.883 Thickness (in) - 01105 YBar (in) - 5.917 Top,Flg Width (in) - 2.125 Ixx (in4) - 36.284 Bot Flg Width (in) - 2.375 Sxx Top (in3) - 5.965 Lip Length (in) - 0.990 Sxx Bot (in3) - 6.132 Inside Radius (in) - 0.188 Rxx (in) - 4.389 Angle .(deg) - 50.000 Iyc Top (in4) - 0.903 -Iyc Bot {in4) - 11065 Syy (in3) - 0.675 Ryy.' (in) - 1.022 (in4) - 0.006921 Cw (in6) - 62.201 Xo (in) - 0.000 Ro (in) - 4.507 SECTION PROPER'T'IES FOR C & Z MEMBERS 12X3.5Z14 INPUT OUTPUT MEMBER PROPERTIES PROPERTIES 12X35212 Weight Member Size - 12X35Z14 Weight (lb /£t) - 4,749 Web Depth (in) - 12.000 Area (in2) - 1.395 Thickness (in) -- 0.070 YBar (in) - 5.925 Top Flg Width, (in)' - 3.125 Ixx (in4) - 29.317 Bot Flg Width (in) - 3.375 Sxx Tap (in3) - 4.826 Lip Length (in) - 0.930 Sxx Pot (in3) - 4.948 Inside Radius (in) - 0.188 Rxx (in) - 4.583 Angle (deg) - 50.000 lyc Top (in4) - 1.453 (in6} - 133.243 lyc Pot (in4) - 1.624 R0 (in) - Syy (in3) - 0.792 Ryy (in) - 1.485 i7 (i314) - 0.002279 Cw (in6) - 87.869 XO (in) - 01000 Ro ( in) 4.818 SECTION PROPERTIES FOR C & Z MEMBERS 12X3.5212 INPUT MEMBER Member Size - } Web Depth (in} Thickness (in) - Top Flg Width (in) - Pot Flg Width (in) - Lip Length . (in) - Inside'Radius (in) - Angle (deg) - OUTPUT PROPERTIES 12X35212 Weight (lb /f t) - 7..123 12.00,0 Area (in2) - 2.093 0.105 YBax (in) - 5.925 3.125 Ixx (in4) - 43.714 3.375 Sxx Top (in3) - 7.196 0.990 Sxx Bot (in3) - 7.377 0.188 Rxx (in) - 4.570 50.000 Iyc Top (in4) - 2.212 . Iyc Bat (in4) - 2.469 .SYY (in3) - 1.198 Ryy (in) - 1.495 j (in4) - 0.007693 Cw (in6} - 133.243 X0 (in) - 0.000 R0 (in) - 4.808 SECTION PROPERTIES FOR C & Z MEMBERS 8X2.5C16 INPUT OUTPUT MEMBER PROPERTIES Member Size - - SX25C16 Weight (lb /ft) - 2.797 Web Depth (in).- 8.000 Area (in2) - 0.822 Thickness (in) - 0.059 !'Bar (in) - 4.000 Top Flg Width (in) - 2.500 Ixx (in4) - 7.788 Bat Flg Width (in) - 2.500 Sxx Top (in3) - 1.947 Lip Length (in) - 0.770 $xx Bot (in3) - 1.947 Inside Radius (in) - 0.188 Rxx (in) - 3.078 Angle (deg) - 90.000 Iyc Top (in4) - 0.337 Iyc Bot (in4) - 0.337 Syy (in3) - 0.371 Ryy (in) - 0.905 J (in4) - 0.000954 SECTION PROPERTIES FOR C & Z MEMBERS 8X2.5Ci4 INPUT OUTPUT MEMBER PROPERTIES .Member Size - 8x25C14 Weight (lb /ft) - 3.320 Web Depth (in) - 8.000 Area (in2) - 0.976 Thickness (in) - 0.070 YBar (in) - 4.000 Top Flg Width (in) - 2.500 Ixx (in4) - 9.210 Bot Flg Width (in) -. 2.500 Sxx Top (in3) - 2.303 Lip Length (in) - 0.800 Sxx Bot (in3) - 2.303 Inside Radius (in) - 0.188 RXX (in) - 3.073 Angle (deg) - .90.000 lyc Top (in4) - 0.400 Iyc Bot (in4) - 0.400 Syy (in3) - 0.442 Ryy ( in) - 0.905 i (in4) - 0.001593 CW (in6) - 10.986 Xo (in) - -1.751 Ro (in) - 3.650 SECTION PROPERTIES FOR C & Z MEMBERS SX2.5C12 INPUT OUTPUT MEMBER PROPERTIES Member Size - 8X25Cl2 Weight (lb /ft) - 4.976 Web Depth (in) -. 8.000 Area (in2) - 1.462 Thickness (in) - 0.105 YBar (in) - 4.000 Top Flg Width (in) - 2.500 lxx (in4) - 13.637 Bot Flg Width (in) - 2.500 Sxx Top (in3) - 3.409 Lip Length (in) - 0.880 Sxx Bot (in3) - 3.409 Inside Radius (in) - 0.185 Rxx (in) - 3.054 Angle (deg) - 90.000 Iyc Top (in4) - 0.596 Iyc Bat (in4) - 0.596 Syy (in3) - 0.667 Ryy (in) �- 0.903 j (in4) - 0.005374 CW (in6) - 16.626 Xo (in) - - -1.762 Ro ( in) - 3.640 SECTION PROPERTIES FOR C & Z MEMBERS INPUT SX3.5C14 OUTPUT MEMBER PROPERTIES Member Size - 8X35C14 Weight (lb /ft) - 3.796 Web Depth (in) - 8.000 Area (in2) - 1.116 Thickness (in) - 0.070 YBar (in) - 4.000 Top Flg Width (in) - 3.500 1xx (in4) - 11.411 Bot.Flg Width (in) - 3.500 Sxx Top (in3) - 2.853 Lip Length (in) - 0.800 Sxx Bot (in3) - 2.853 Inside - Radios (in) - 0.188 Rxx (in) - 3.180 Angle (deg) -- 90,000 Iyc Top (in4) - 0.904 Iyc Bct (in4) - 0.904 Syy (in3) - 0.741 Ryy (in) - 1.273 J (in4) - 0.001822 Cw (in6) - 24.099 Xo (in) -- -2.602 Ro ( in) - 4.315 SECTION PROPERTIES FOR C & Z MEMBERS 8X3.5C12 INPUT OU'T'PUT MEMBER PROPERTIES Member Size - 8X35C12 Weight (lb /ft) Web Depth (in) - 8.000 Area (in2) - a- -672 'Thickness (in) - 0.105 yBar (in) - 4.000 Top Flg Width (in) - 3.500 Ixx (in4) - 16.910 Bot. F19'Width (in) -- 3.500 Sxx Top (in3) - 4.227 Lip Length (in) - 0.880 Sxx Bot (in3) - 4.227 Inside Radius (in) - 0.188 Rxx (in) - 3.180 Angle (deg) - 90.000 Iyc Top (in4) - 1.352 Iyc Bot {in4) - 1.352 Syy (in3) 1.120 Ryy (in) - 1.272 (in4) - 0,006146 Cw (in6) - 36.601 Xo (in) - -2.619 € Ro (in) - 4.311 SECTION PROPERTIES FOR C & Z MEMBERS MEMBER Member Size Web Depth Thickness Top Flg width Bot Flg Width Lip Length Inside Radius Angle INPUT (in) - (in) - (in) - (in) - (in) - (in) (deg) - IOX25C16 10.000 0.059 2.500 2.500 01.770 0.5-88 90.000 .J1 10X2.SC16 'PROPERTIES Weight Area YBar Ixx Sxx Top Sxx-Bot Rxx Iyc Top Iyc Bot Syy Ryy j Cw X0 Ro OUTPUT Ub /f t) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4.) (in4) {in3) - (in) (in4) (in6) - (in) - (in) - 3.198 0.940 5.000 13.251 2.650 2.650 3.755 0.359 0.359 0.378 0.874 0.001091 14.975 -1.581 4.167 SECTION PROPERTIES FOR C & Z MEMBERS IOX2.5C14 INPUT OUTPUT MEMBER PROPERTIES Member Size Member ,Size - 1OX 25014 Weight (lb /ft) - 3.796 Web Depth (in) 10.000 Area (in2) - 1.116 Thickness (in) - 0.070 YBar (in) - 5.000 Top Flg Width (in) - 2.500 Ixx (in4) - 15.686 Bot Fag Width (in) - 2.500 Sxx Top (in3) - 3.137 Lip Length (in) - 0.800 Sxx Bot (in3) - 3.137 Inside Radius (in) : 0.188 Rxx (in) - 3.750 Angle (deg) - 90.000 Iyc Top (.in4) - 0.426 {in3) - Iyc Bat (in4) - 0.426 Syy (in3) - 0.451 Cw Ryy (in) - 0.874 X0 ( in) - i (in4) - 0.001822 Ro (in). - Cw (in6) •- 17.863 Xo (in) - -1.567 Ro (in) - 4.165 SECTION PROPERTIES FOR C & Z MEMBERS 10X2. 5C12 INPUT OUTPUT MEMBER PROPERTIES Member Size Member Size - 10X25012 Weight (lb /ft) - 5.691 Web Depth (in) - 10.000 Area (in2) - 1.672 .Thickness (in) 0.105 YBar Un) W 5.000 Top:_Flg Width (in) - 2.500 Ixx (in4) - 23.298 ,20t. Fig Width (in) _ 2.500 Sxx 'Pop (in3) - 4.660 Lip Length (in) - 0.880 Sxx Bot (in3) - 4.660 Inside Radius (in) - 0.188 Rxx (in) - 3.732 Angle (deg) - 90.000 Iyc Top (in4) - 0.636 {in3) - Iyc Bot (in4) - 0.636 Syy (in3) - 0.680 Cw Ryy (in) - 0.872 X0 ( in) - j (in4) - 0.006146 Ro (in). - Cw (in6) - 26.938 Xo. (in) - 1.597 Ro (in) - 4.152 SECTION PROPERTIES FOR C & Z MEMBERS IOX3,5C14 INPUT OUTPUT MEMBER PROPERTIES Member Size - 1.OX35C14 Weight (lb /ft) - Web Depth (in) - 10.000 Area (in2) - Thickness (in) - 0.070 YBar (in.) - Top.- lg Width (in) - 3.500 Ixx (in4) - Bot F19 Width (in) - 3.500 Sxx Top (in3) - Lip Length (in) _ 0.800 Sxx Bot (in3) - inside Radius (in) - 0.188 Rxx (in) - Angle (deg) - 90.000 Iyc Top (in4) -- iyc Bot (in4) - Syy {in3) - Ryy - j (in4) -z Cw (in6) - X0 ( in) - Ro (in). - 4.273 1.256 5.000 19.138 3.828 3.828 3.904 0.969 0.969 0.759 1.242 0.002051 39.208 -2.391 4.743 SECTION PROPER'T'IES FOR C & Z MEMBERS 10X3.5C12 INPUT OUTPUT MEMBER PROPERTIES Member Size - 10X35C12 Weight (lb /ft) - 6.405 Web Depth (in) - 10.000 Area (in2) - 1.882 Thickness (in) - 0.105 YBar (in) - 5.000 Top Flg Width. (in) - 3.500 Ixx (in4) 28.439 Sot-Flg Width (in) - 3.500 Sxx Top (in3) - 5.688 Lip Length (in) - 0.880 Sxx Bot (in3).- 5.688 Inside Radius (in) - 0.188 Rxx (in) - 3.887 Angle (deg) - 90.000 Iyc Top (in4) - 1.451 0.667 Iyc Bot (in4) - 1.451 Ryy Syy (in3) - 1.147 J (in4) - Ryy (in) - 1.242 Cw (in6) - 40.297 J (in4) - 0.006916 (in) - -1.463 Cw (in6) - 59.337 4.705 Xo (in) - - 2.406 Ro (in) - 4.737 SECTION PROPERTIES FOR C & Z MEMBERS 12X2.5C14 INPUT OUTPUT MEMBER PROPERTIES Member Size W 12X25C14 Weight (lb /ft) - 4.273 Web Depth (in) - 12.000 Area (in2) - 1.256 Thickness (in) - 0.070 YBar (in) - 6.000 Top Fig Width (in) - 2.500 Ixx (in4) - •24.395 Bot F'lg Width (in) - 2.500 Sxx Top (in3) - 4.066 Lip Length (in) - 0.800 Sxx Bot (in3) - 4.066 Inside Radius (in) - 0.188 Rxx (in) - 4.408 Angie (deg) - 90.000 Iyc Top (in4). - 0.447 0.667 Iyc Bot (in4) - 0.447 Ryy Syy (in3) - 0.457 J (in4) - Ryy (in) - 0.844 Cw (in6) - 40.297 (in4) - 0.002051 (in) - -1.463 Cw (in6) - 26.775 4.705 Xo (in) -1.454 Ro (in) - 4.717 SECTION PROPERTIES FOR C & Z MEMBERS 12X2.5012 MEMBER Member Size Web Depth Thickness Top Flg'Width Hot Flg Width Lip-Length Inside Radius Angle .. INPUT OUTPUT PROPERTIES - 12X25C12 Weight (lb /ft) - 6.405 (in) - 12.000 Area (in2) - 1.882' (in) - 0.105 XBar (in) 6.000 (in) - 2.500 1xx (in4) - 36.306 (in) - 2.500 Sxx Top (in3) - .6.051 (in) - 0.880 Sxx Bot (in3) - 6.051 (in) - 0.188 Rxx (in) - 4.392 (deg) - 90.000 Iyc Top (in4) - 0.667 Iyc Bot (in4) - 0.667 Syy (in3) - 0.690 Ryy (in) - 0.842 J (in4) - 0.006916 Cw (in6) - 40.297 Xo (in) - -1.463 Ro. (in) - 4.705 SECT2D3 PROPERTIES FOR C & Z MEMBERS 12X3.5C14 INPUT OUTPUT MEM$ER FOR C & Z MEMBERS PROPERTIES Member Size - 12X35CI4 Weight (lb /ft) - 4.749 Veb Depth (in) - 12.000 Area (i,n2) - 1.396 'Thickness. (in) - 0.070 YBar (in) - 6.000 Tap Flg Width (in) - 3.500 Ixx (in4) - 29.376 Pot Flg Width (in) - 3.500 Sxx Top (in3) - 4.896 Lip Length (in) - 0.800 Sxx Bot (in3) - 4.896 Inside Radius (in) - 0.188 RXx (in) - 4.588 Angle (deg) - 90.000 Iyc Top (in4) - 1.022 Inside Radius (in) - 0.188 Iyc Bat (in4) - 1.022 Angle (deg) - 90.000 8yy (in3) - 0.773 Ryy ( in) - 1.210 J (in4) - 0.002279 Cw (in6) - 58.842 X0 (in) - -2.215 Rc (in) - 5.236 SECTION PROPERTIES FOR C & Z MEMBERS 12X3. 5C12 INPUT OUTPUT. MEMBER PROPERTIES Member Size - 12X35Cl2 Weight (lb/ft) -- 7.120 Web Depth (in) - 12.000 Area (in2) - 2.092 �. Thickness (in) - 0:105 YBar (in) - 6.000 Top Flg Width (in) - 3.500 Ixx (in4) - 43.734 Bat Flg Width (in) - 3.500 Sxx Top (in3) - 7.289 Lip Length (in) - 0,880 Sxx Bot (in3) - 7.269 Inside Radius (in) - 0.188 Rxx (iii) - 4.572 Angle (deg) - 90.000 Iyc Top (in4) - 1.531 Iyc Sot (in4) - 1.531 Syy (in3) - 1.168 Ryy (in) -. 1.210 j (in4) ~ 0.007689 Cw (in6) - 88.877 X0 (in) - -2.229 Ro (in) - 5.228