Loading...
HomeMy WebLinkAbout1 LEGOLAND DR; STRUCT CALCS; CB091696; Permitm ATY BUILDING SYSTEMS, INC. N p o\— _ __,.. BUILDINGSYSTEMS SiE (303)922-5111 (800)761-6199 (303)922-5160 STRUCTURAL CALCULATIONS PROJECT: 09-5243R1 80'X64'X12.5' FOR LEGOLAND CARLSBAD, CA SCOPE OF WORK Pre-Engineered Building DATE 12-17-09 PROFESSIONAL ENGINEER'S STAMP TABLE OF CONTENTS Description Page Nos. 1- Structural Design Calculations, 'DesCalc.ouf • Design loads for each building Component • Reactions, Anchor Bolts and Base Plates • Seismic Design Report 3- Framing Summary, 'FramSum.out' • Roof, End Walls, Side Walls 4- Roof Design, 'RoofDes.out' • Purlins, Roof Panel and Wind Bracing Reports 5- Front Wall Design, 'SwDes-F.out' • Girt Design and Wall Panel Reports 6- Back Side Wall Design, 'SwDes-B.out' • Girt Design and Wall Panel Reports 7- Left End Wall Design, 'EwDes-L.ouf • Girt Design Report and Wall Panel reports 8- Right End Wall Design, 'EwDes-R.ouf • Girt Design and Wall Panel Reports 9- Rigid Frame Design • Rigid Frame # 1, 'RfDes-1 .out' • Rigid Frame # 2, 'RfDes-2.out' 1-19 1-6 1-58 1-5 1-7 1-17 1-17 1-18 1-17 10- Cold Form Members and Panel Section Properties 1-12 12/17/2009 DesCalc.out Page 1 ATY BUILDING SYSTEMS, INC 6414 SOUTH QUEBEC STREET CENTENNIAL, CO 80111 STRUCTURAL DESIGN CALCULATIONS FOR NORTHERN MICHIGAN STEEL ALPINA, MI LEGOLAND CARLSBAD, CA 92008 09-5243R1 BUILDING DATA Width (ft) = 80.0 Length (ft) = 64.0 Eave Height (ft) = 12.5/ 12.5 Roof Slope (rise/12 ) = l.OO/ 1.00 Dead Load (psf ) =2.0 Live Load (psf ) =20.0 Collat. Load (psf ) = 3.0 Wind Speed(mph ) =90.0 Wind Code = IBC 06 Closed/Open = C Exposure = B Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 1.50 Designer = DA 12/11/09 12/17/2009 DesCalc.out Page 2 09-5243R1 Design Loads For Building Components: 12/11/09 10:45am FRONT SIDEWALL: BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 12.3 1.00 1.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suet Long 10.8 -11.9 12.7 -16.9 • 10.8 -11.8 18.5 -12.3 BACK SIDEWALL: BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 12.3 1.00 1.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suet Long 10.8 -11.9 12.7 -16.9 10.8 -11.8 18.5 -12.3 LEFT ENDWALL: Edge_Strip_Ratio Zone Col/ Width Girt Panel Jamb 5.00 1.07 1.00 1.06 Girt/Header Panel Jamb Parapet Edge_Strip_Ratio Zone Col/ Width Girt Panel Jamb 5.00 1.07 1.00 1.06 Girt/Header Panel Jamb Parapet BASIC LOADS: Dead Collat Live Load Load Load 2.0 3.0 20.0 Edge_Strip_Ratio Snow Basic Wind_Load_Ratio Zone Col/ Load Wind Deflect Factor Width Girt Panel Jamb 0.0 12.3 1.00 1.00 5.00 1.07 1.00 1.07 BASIC LOADS AT EAVE: Seis Torsion Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suet 10.8 -11.9 .. Column 10.8 -11.9 .. Girt/Header 12/17/2009 DesCalc.out Page 3 10.8 -11.8 12.7 -16. 9 18.5 -12.3 WIND COEFFICIENTS: Column /Rafter Surf Wind_l Id Left Right 1 0.00 0.00 2 -1.14 -0.66 3 -0.66 -1.14 4 0.00 0.00 Jamb Panel Parapet Rafter Wind_2 Left Right 0.00 0.00 -0.78 -0.30 -0.30 -0.78 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load --Add_Snow- Aux_Load No. Id Dead Coll Live Snow Drift Slide s Id Coef 26 1 1.00 1.00 1.00 0.00 0.00 0.00 0 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0 0 0.00 8 1.00 1.00 0.00 0.75 0.75 0.00 0 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.75 0 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 19 1.14 1.14 0.00 0.00 0.00 0.00 0 0 0.00 20 1.14 1.14 0.00 0.00 0.00 0.00 0 0 0.00 21 1.10 1.10 0.75 0.00 0.00 0.00 2 0 0.00 Column /Brace Wind 2 Left Right 0.59 -0.91 -1.14 -0.66 -0.66 -1.14 -0.91 0.59 Wind 1 Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Right 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 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Long Wind 0.00 0.87 •0.87 0.00 Wind_ Left 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 0. 00 00 00 00 75 00 75 75 75 00 00 00 00 00 00 00 00 00 00 00 00 Surface Friction 0.00 0.00 0.00 0.00 2 Long Column Wind Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 .00 .00 .00 .00 .00 .75 .00 .00 .00 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Press 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Suet 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.75 0.75 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Sei 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 -0.7 0.5 12/17/2009 DesCalc.out Page 4 22 200 23 200 24 200 25 000 26 000 RAFTER Load Load No Id Coef 25 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 1.00 10 1.00 11 1.00 12 1.00 13 0.00 14 0.00 15 0.00 16 0.00 17 0.00 18 0.00 19 0.00 20 0.00 21 1.00 22 1.00 1.10 .00 1.10 .00 1.10 .00 0.46 .00 0.46 .00 1.10 1.10 1.10 0.00 0.00 0.75 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 0.00 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 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5 0.5 -0.5 0.7 -0.7 DESIGN LOADS: Dead 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 1.00 1.00 Coll 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Live 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 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 Snow 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 — Add Drift 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow- Slide 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind Left 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _1 Right 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind Left 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 Right 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Long Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Seis 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 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.00 0.00 Aux Id 0 0 0 0 0 0 0 0 6 7 8 9 0 0 0 0 0 0 0 0 1 2 12/17/2009 DesCalc.out Page 5 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 AUXILIARY LOADS: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No . Aux Aux Aux Id Narr 9 1 E1E 2 E1E 3 E1F 4 E1F 5 E1F 6 LWI 7 LWI 8 LWI 9 LWI ADDITIONAL LOAD No. Add Surf Add Id Id 12 1 2 2 2 3 3 4 3 5 2 6 3 7 2 8 3 RIGHT BASIC Dead Load 2.0 9 2 10 2 11 3 12 3 ENDWALL : LOADS : Collat Load 3.0 le 'AT LL 1 'AT LL 2 'AT LL 3 'AT LL 4 'AT LL 5 ND1 L ND1 R ND2 L ND2 R >S: Basic Load WINDL1 WINDL2 WINDR1 WINDR2 Live Load 20.0 No. Load 2 2 2 2 2 1 1 1 1 Load Type D D D D D D D D D D D D Snow Load 0.0 Add Id 1 2 2 3 3 4 1 3 2 4 5 6 7 8 Fx Wl -0.22 -0.22 -0.22 -0.22 0.05 0.05 0.02 0.02 -0.06 -0.06 -0.06 -0.06 Basic Wind 12.3 [ Load Coef 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Fy W2 -0. -0. -0. -0. 0. 0. 0. 0. -0. -0. -0. -0. Wind f 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 22 22 - 22 - 05 05 02 02 06 06 06 06 M 0 0 nu nu 0 0 0 0 0 0 0 0 Load Deflect 1.00 om Co .08 0 .08 20 .08 0 .08 20 .00 0 .00 30 .00 0 .00 30 .00 31 .00 31 .00 0 .00 0 Ratio Factor 1.00 X Dxl .00 20 .07 40 .00 20 .07 40 .00 10 .14 40 .00 10 .14 40 .25 40 .25 40 .00 .00 Zone Width 5.00 8 8 Y Dx2 .07 .14 .07 .14 .00 .14 .00 .14 .14 .14 .89 .89 Edge G 1 0.00 0.00 0.00 0.00 0.00 0.00 3 4 5 Cone Dist Col/ Panel Jamb 1.00 1.07 BASIC LOADS AT EAVE: Seis Torsion Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suet 10.8-11.9 .. Column 10.8 -11.9 .. Girt/Header 12/17/2009 DesCalc.out Page 6 10.8 -11.8 12.7 -16.9 18.5 -12.3 WIND COEFFICIENTS: Column/Rafter Surf Wind_l Id Left Right 1 0.00 0.00 2 -1.14 -0.66 3 -0.66 -1.14 4 0.00 0.00 Jamb Panel Parapet Rafter Wind_2 Left Right 0.00 0.00 -0.78 -0.30 -0.30 -0.78 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load --Add_Snow- Aux_Load No. Id Dead Coll Live Snow Drift Slide s Id Coef 26 1 1.00 1.00 1.00 0.00 0.00 0.00 0 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0 0 0.00 8 1.00 1.00 0.00 0.75 0.75 0.00 0 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.75 0 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0 0 0.00 19 1.14 1.14 0.00 0.00 0.00 0.00 0 0 0.00 20 1.14 1.14 0.00 0.00 0.00 0.00 0 0 0.00 21 1.10 1.10 0.75 0.00 0.00 0.00 2 0 0.00 Column/Brace Wind 2 Left Right 0.59 -0.91 -1.14 -0.66 -0.66 -1.14 -0.91 0.59 Wind 1 Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 i 0 i 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Long Surface Wind Friction 0.00 0.00 0.87 0.00 0.87 0.00 0.00 0.00 Wind 2 Long Column Left 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 0. 00 00 00 00 75 00 75 75 75 00 00 00 00 00 00 00 00 00 00 00 00 Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 .00 .00 .00 .00 .00 .75 .00 .00 .00 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Press 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _Wind Suet 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 0 0 0 .00 .00 .00 .00 .75 .75 .75 .75 .75 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Sei 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 -0.7 0.5 12/17/2009 DesCalc.out Page 7 22 200 23 200 24 200 25 000 26 000 RAFTER Load Load No Id Coef 25 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 1.00 10 1.00 11 1.00 12 1.00 13 0.00 14 0.00 15 0.00 16 0.00 17 0.00 18 0.00 19 0.00 20 0.00 21 1.00 22 1.00 1.10 .00 1.10 .00 1.10 .00 0.46 .00 0.46 .00 1.10 1.10 1.10 0.00 0.00 0.75 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 0.00 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 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 00 00 00 00 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 0.00 -0.5 0.5 -0.5 0.7 -0.7 DESIGN LOADS: Dead 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 1.00 1.00 Coll 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Live 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 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 Snow 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 --Add_ Drift 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow- Slide 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind Left 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Right 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind Left 0 0 0 0 0 0 1 0 0 0 0 0 • o 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 Right 0. 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Long Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Seis 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 -0.70 0.00 0.70 0.00 -0.70 0.00 0.00 - 0.00 0.00 - 0.00 0.00 0.70 0.70 0.70 0.70 0.00 0.00 Aux Id 0 0 0 0 0 0 0 0 6 7 8 9 0 0 0 0 0 0 0 0 1 2 12/17/2009 DesCalc.out PageS 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 AUXILIARY LOADS: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No . Aux Aux No . Aux Id Name Load 9 1 E2PAT_LL 1 2 2 E2PAT LL 2 2 3 E2PAT LL 3 2 4 E2PAT LL 4 2 5 E2PAT LL 5 2 6 LWIND1 L 1 7 LWIND1 R 1 8 LWIND2 L 1 9 LWIND2 R 1 ADDITIONAL LOADS: No. Add Surf Basic Load Add Id Id Load Type 1919 n±£ i £ LI 99 nZ Z JJ 3 0 nO L> 4 0 n3 L) 59 Pi*L L) 6 0 nO L> "79 n/ / u 80 no JJ 9 2 WINDL1 D 10 2 WINDL2 D 11 3 WINDR1 D 12 3 WINDR2 D ROOFDES : BASIC LOADS: Dead Collat Live Snow Basic Load Load Load Load Wind 2.0 3.0 20.0 0.0 12.3 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suet Suet Roof 10.0 -13.3 0.0 -20.6 10.0-14.6 5.1 -3.7 -8.5 7.8 -5.5 18.5 -12.3 9.9 Add Load Id Coeff 1 1.00 2 1.00 2 1.00 3 1.00 3 1.00 4 1.00 1 1.00 3 1.00 2 1.00 4 1.00 5 1.00 6 1.00 7 1.00 8 1.00 Fx Fy Mom X Wl W2 Co Dxl E 0.22 -0.22 0.08 0.00 20. 0.22 -0.22 0.08 20.07 40. 0.22 -0.22 -0.08 0.00 20. 0.22 -0.22 -0.08 20.07 40. 0.05 0.05 0.00 0.00 10. 0.05 0.05 0.00 30.14 40. 0.02 0.02 0.00 0.00 10. 0.02 0.02 0.00 30.14 40. 0.00 0.00 0.00 31.25 40. 0.00 0.00 0.00 31.25 40. 0.00 0.00 0.00 0.00 8. 0.00 0.00 0.00 0.00 8. Y ix2 07 14 07 14 00 14 00 14 14 14 89 89 Wind Load Ratio Surface Seis Deflect Factor Friction Fa 1.00 1.00 0.00 1. Purlins Gable Extensions Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia/Parapet Ct' 00 0.00 0.00 0.00 0.00 0.00 0.00 3 4 5 Cone Dist 0.00 EDGE & CORNER ZONE WIND: 12/17/2009 DesCalc.out Page 9 ind Surf No. Zone Id Id Zone Id 1261 3 4 5 7 8 361 3 5 6 9 10 2211 311 — Purl Width 0. 0. 5. 0. 5. 5. 0. 0. 0. 5. 5. 5. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Length 0. 5. 0. 5. 5. 5. 0. 5. 5. 0. 5. 5. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Press 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 in Panel Suet 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .00 .18 .18 .18 .18 .18 .00 .18 .18 .18 .18 .18 .00 .00 Press 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Suet 1.00 1.68 1.68 1.68 2.53 2.53 1.00 1.68 1.68 1.68 2.53 2.53 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suet 3211 0.00 0.00 1.00 311 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf No. Load Id Loads Id 2 13 1 2 3 4 5 6 7 8 9 10 11 12 13 3 13 1 2 3 4 5 6 7 8 9 10 11 12 13 BRACING DESIGN LOADS: No. Load Loads Id 10 1 2 3 4 --Add_ Dead 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 1.00 1.00 1.00 1.00 Collat 1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1 1 1 1 1 1 0 1 1 1 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Live 1.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow 0.00 1.00 1.00 1.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 Drift 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .75 .00 .00 .00 .00 .00 .00 --Add Dead 1.00 1.00 1.00 0.60 Collat 1 1 1 0 .00 .00 .00 .00 Live 0.00 0.00 0.00 0.00 Snow 1.00 1.00 1.00 0.00 Drift 0 1 0 0 .00 .00 .00 .00 Snow- Slide 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 Snow- Slide 0.00 0.00 1.00 0.00 Wind Press 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 75 75 75 75 00 00 00 00 00 00 00 00 00 75 75 75 75 00 00 00 00 00 Wind Press 1. 1. 1. 1. 00 00 00 00 Wind Suet 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Wind Suet 1.00 1.00 1.00 1.00 Aux Load Id Coef 0 0 0 0 0 0 0 0 0 1 2 3 4 0 0 0 0 0 0 0 0 0 1 2 3 4 Seis Load 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 2 2 2 2 0 0 0 0 0 0 0 0 0 2 2 2 2 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Aux Id " 0 0 0 0 Load Coef 0.00 0.00 0.00 0.00 12/17/2009 DesCalc.out Page 10 5 6 7 8 9 10 1.40 1.40 1.40 0.70 0.70 0.70 1.40 1.40 1.40 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 0.00 AUXILIARY LOADS: No. Aux Aux Aux Id Name 2 3 4 No. Load 2 2 2 1 Add Load Id 1 2 2 3 1 3 2 Coef 0.50 0.50 0.50 0.50 0.50 0.50 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Add Id Id Load Type 310 2 3 0 0 D D D Fy Wl -20.0 -20.0 -20.0 W2 -20.0 -20.0 -20.0 Dx Dxl 0.0 21.3 42.7 Dx2 21.3 42.7 64.0 Cone Dist RIGID FRAME #1: BASIC LOADS: Dead 2.0 Live 20.0 Basic Snow Collateral Wind 0.0 3.0 12.3 Defl Temperature Ratio Change 1.00 0 BASIC LOADS AT EAVE: -Seismic— Weak_Axis_L Weak_Axis_R --Torsion-- Load SpcEP Wind Seis Wind Seis Wind Seis 1.55 4.66 0.00 0.00 0.00 0.00 0.00 0.00 -EW_Brace— Wind Seis 0.00 0.00 WIND COEFFICIENTS: Surf —Wind_l --Wind_2 Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.35 -0.76 0.93 -0.18 -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 -0.87 -0.55 0.00 4 -0.76 0.35 -0.18 0.93 -0.63 -0.63 0.00 --Add_Snow- -Wind_l-- -Wind_2-- Long_Wind -Seismic— Lt Rt Lt Rt Lt Rt Long Tran T DESIGN LOADS: Load Aux_Load No. Id Dead Coll Live Snow Drift Slide emp Id Coef 56 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 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 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 5 1.00 1.00 0.00 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 12/17/2009 DesCalc.out Page 11 6 1.00 1.00 0.00 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 7 1.00 1.00 0.00 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 8 1.00 1.00 0.00 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 9 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 10 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 11 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 12 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 13 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 14 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 15 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 16 1.00 1.00 0.00 0.75 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 17 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0 0.00 18 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 19 1.00 1.00 0.00 0.75 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 20 1.00 1.00 0.00 0.75 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 21 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 22 1.00 1.00 0.00 0.75 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 23 1.00 1.00 0.00 0.75 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 24 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 25 1.00 1.00 0.00 0.75 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 26 1.00 1.00 0.00 0.75 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 27 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 28 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 0.00 0 .00 0 0.00 29 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 0.00 0 .00 0 0.00 30 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 31 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 1 1.00 32 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 2 1.00 33 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 1 1.00 34 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 2 1.00 35 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 3 1.00 12/17/2009 DesCalc.out Page 12 .00 4 1.00 37 0.60 0.00 .00 3 1.00 38 0.60 0.00 .00 4 1.00 39 1.14 1.14 .00 0 0.00 40 1.14 1.14 .00 0 0.00 41 1.10 1.10 .00 0 0.00 42 1.10 1.10 .00 0 0.00 43 1.10 1.10 .00 0 0.00 44 1.10 1.10 .00 0 0.00 45 1.10 1.10 .00 0 0.00 46 1.10 1.10 .00 0 0.00 47 1.10 1.10 .00 0 0.00 48 1.10 1.10 .00 0 0.00 49 0.46 0.00 .00 0 0.00 50 0.46 0.00 ,00 0 0.00 51 1.14 1.14 .00 0 0.00 52 1.10 1.10 ,00 0 0.00 53 1.10 1.10 .00 0 0.00 54 1.10 1.10 .00 0 0.00 55 1.10 1.10 ,00 0 0.00 56 0.46 0.00 .00 0 0.00 AUXILIARY LOADS: No. Aux Aux Aux Id Name 4 1 LWIN ADDITIONAL LOADS: No. Add Surf Basic Add Id Id Type 812 2 3 3 2 4 3 5 2 6 2 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 !D1 L2E ID1 R2E ID2 L3E fD2 R3E Basic Type WINDL1 WINDL2 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 0.00 0.00 0.00 0.75 0.75 0.75 0.00 No. Load 1 1 1 1 Load Type nLJ D nu D D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .75 0 .75 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .75 0 .00 0 .00 0 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .75 0.00 .75 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .75 0.00 .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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 0.00 0. 00 0.00 00 0.00- 1.00 1.00 00 0.00-1.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 00 0.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.70 0.70 0.70 0.70 0.70 0.70 0.00 0.00 0.00 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Add Load Id 1 2 3 4 Fx Wl n osU . U *J n osU . U ~J 0.02 0 09u . \j ^, -0.05 -0.05 Coeff 1.00 1.00 1.00 1.00 Fy W2 n o 5 oU . U ~J U 005 0U . U — ' U 0.02 0 n no nu • u ^. u -0.05 0 -0.05 0 Mom Co ono. \J \J \J ono• \J \J \J .000 onn. VJ \J \J .000 .000 Dx Dll 0 00u . u u 3014-_) \J • -L T 0.00 3014O U • J. T 31.25 31.25 Dy . D12 . 1000-L \J • \J \J 40 14T \J • _L T 10.00 40 14T U . X 1 40.14 40. 14 . Cone . Dist 12/17/2009 DesCalc.out Page 13 7 3 WINDR1 D -0.05 -0.05 0.000 0.00 8.89 8 3 WINDR2 D -0.05 -0.05 0.000 0.00 8.89 RIGID FRAME #2: BASIC LOADS: Dead 2.0 Live 20.0 Basic Snow Collateral Wind 0.0 3.0 12.3 Defl Temperature Ratio Change 1.00 0 BASIC LOADS AT EAVE: -Seismic-- Weak_Axis_L Weak_Axis_R —Torsion-- -EW_Brace-- Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis 2.50 7.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf —Wind_l —Wind_2 Id Left Right Left Right 1 0.35 -0.76 0.93 -0.18 -0.63 -0.63 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 3 -0.55 -0.87 -0.19 -0.51 -0.87 -0.55 4 -0.76 0.35 -0.18 0.93 -0.63 -0.63 Long_Wind Surface 1 2 Friction 0.00 0.00 0.00 0.00 --Add_Snow- -Wind_l-- -Wind_2-- Long_Wind Lt Rt Lt Rt Lt Rt DESIGN LOADS: Load _ Aux_Load No. Id Dead Coll Live Snow Drift Slide emp Id Coef 56 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 .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 .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 .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 .00 0 0.00 5 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 6 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 7 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 8 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 .00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 .00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 .00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 .00 0 0.00 -Seismic— Long Tran T 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 12/17/2009 DesCalc.out Page 14 17 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0 0.00 18 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 19 1.00 1.00 0.00 0.75 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 20 1.00 1.00 0.00 0.75 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 21 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 22 1.00 1.00 0.00 0.75 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 23 1.00 1.00 0.00 0.75 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 24 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 25 1.00 1.00 0.00 0.75 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 26 1.00 1.00 0.00 0.75 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 27 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 28 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 0.00 0 .00 0 0.00 29 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 0.00 0 .00 0 0.00 30 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 31 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 1 1.00 32 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 2 1.00 33 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 1 1.00 34 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 2 1.00 35 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 3 1.00 36 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 4 1.00 37 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 3 1.00 38 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 4 1.00 39 1.14 1.14 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 40 1.14 1.14 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 41 1.10 1.10 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 42 1.10 1.10 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 43 1.10 1.10 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 44 1.10 1.10 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 45 1.10 1.10 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 .00 0 0.00 46 1.10 1.10 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 .00 0 0.00 12/17/2009 DesCalc.out Page 15 47 1. .00 0 48 1. .00 0 49 0, .00 0 50 0, .00 0 51 1, .00 0 52 1. .00 0 53 1. .00 0 54 1. ,00 0 55 1. 00 0 56 0. 00 0 10 1.10 0.00 10 1.10 0.00 46 0.00 0.00 46 0.00 0.00 14 1.14 0.00 10 1.10 0.00 10 1.10 0.00 10 1.10 0.00 10 1.10 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.75 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 0.70 0 0.00 0.75 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 AUXILIARY LOADS: No . Aux Aux Id 4 1 2 3 4 ADDITIONAL No . Add Add Id 12 1 2 3 4 5 6 7 8 9 10 11 12 Aux Name LWIND1 L2E LWIND1 R2E LWIND2 L3E LWIND2_R3E No. Load 1 1 1 1 Add Load Id Coeff 1 1.00 2 1.00 3 1.00 4 1.00 LOADS: Surf Id 2 3 2 3 2 2 3 3 2 2 2 3 Basic Type WINDL1 WINDL2 WINDR1 WINDR2 LIVE LIVE LIVE LIVE Load Type D D D D D D D D C C C C 0 0 0 0 -0 -0 -0 -0 0 0 0 0 Fx Wl .10 .10 .04 .04 .08 .08 .08 .08 .00 .00 .00 .00 0 0 0 0 -0 -0 -0 -0 -0 -0 — 1 -1 Fy W2 .10 .10 .04 .04 .08 .08 .08 .08 .50 .50 .00 .00 Mom Co 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.08 0.08 0.08 0.08 Dx Dll 0.00 30.14 0.00 30.14 31.25 31.25 0.00 0.00 8.33 15.50 33.00 21.00 Dy D12 10.00 40.14 10.00 40.14 40.14 40.14 8.89 8.89 0.69 1.29 2.75 -1.00 . . Cone . . Dist 12/17/2009 DesCalc.out Page 16 09-5243R1 Reactions, Anchor Bolts, & Base Plates: Frame Col Max Pos Val Max Neg Val Anc. Bolt Line Line Id Horz Vert Id Horz Vert No. Diam 1 D 5 1.4 0.1 6 -1.3 0.1 2 0.750 7 0.0 0.1 1C 5 1.6 0.1 6 -1.5 0.1 2 0.750 7 0.0 0.2 IB 5 1.4 0.1 6 -1.3 0.1 2 0.750 7 0.0 0.1 4 B 5 1.4 0.1 6 -1.3 0.1 2 0.750 7 0.0 0.1 4 C 5 1.6 0.1 6 -1.5 0.1 2 0.750 7 0.0 0.2 4 D 5 1.4 0.1 6 -1.3 0.1 2 0.750 7 0.0 0.1 1* E 1 12.6 12.3 2 -3.6 -5.2 4 0.750 1 12.6 12.4 3 -3.5 -5.6 1* A 3 3.6 -3.7 1 -12.6 12.3 4 0.750 1 -12.6 12.4 2 3.5 -4.2 2* E 1 26.3 24.4 2 -7.4 -8.8 4 1.000 1 26.3 24.4 3 -7.3 -9.7 2* A 3 7.4 -8.8 1 -26.3 24.0 4 1.000 1 -26.3 24.0 2 7.3 -9.6 1* Frame Lines:! 4 2* Frame Lines: 2 3 Load Load Id Combination 1 DL+CL+LL 2 0.60DL+LnWndl+LWINDl R2E 3 0.60DL+LnWndl+LWINDl L2E 4 0.46DL+0.70Seis R 5 0.60DL+WR2+WS 6 0.60DL+WP+LnWnd2 7 1.14DL+1.14CL+0.70Seis R BRACING/PANEL SHEAR REACTIONS: • Wall-- Col Wind --Seismic Shear Loc Line Line Horz Vert Horz Vert (Ib/ft) 12/11/09 10:45am Base Plate Width Len Thick 8.00 8.00 0.375 8.00 8.00 0.375 8.00 8.00 0.375 8.00 8.00 0.375 8.00 8.00 0.375 8.00 8.00 0.375 8.00 12.50 0.375 8.00 12.50 0.375 8.00 15.00 0.375 8.00 15.00 0.375 L_EW 1 Rigid Frame At Endwall F SW A 2,3 2.78 1.39 6.11 3.04 12/17/2009 DesCalc.out Page 17 R EW 4 B SW E Rigid Frame At Endwall 4 ,3 2.78 1.41 6.11 3.09 09-5243R1 Additional Reactions Report :12/11/09 10:45am Rigid Frame Column Reactions Frame Line 1* 1* Frame Line 1* 1* Frame Line 1* 1* Frame Line 1* 1* Frame Line 2* 2* Frame Line 2* 2* Frame Line 2* 2* Col Line E A Col Line E A Col Line E A Col Line E A Col Line E A Col Line E A Col Line E A Dead Horz Vert 1.7 1.9 -1.7 1.9 -Wind L2 — Horz Vert -3.0 -2.3 1.1 -1.2 Seismic R- Horz Vert 1.5 0.4 1.6 -0.4 LWIND2 R3E Horz Vert 0.0 0.0 0.0 -0.2 Dead Horz Vert 2.9 3.1 -2.9 3.1 -Wind L2 — Horz Vert -5.8 -4.4 2.3 -2.2 Seismic R- Horz Vert 2.5 0.7 2.5 -0.7 Collateral Horz Vert 1.4 1.4 -1.4 1.4 -Wind R2 — Horz Vert -1.1 -1.2 3.0 -2.3 Ln Seismic Horz Vert 0.0 -8.0 0.0 0.0 Collateral Horz Vert 2.8 2.6 -2.8 2.6 -Wind R2 — Horz Vert -2.3 -2.2 5.8 -4.4 Ln Seismic Horz Vert 0.0 -8.0 0.0 -7.9 Live Horz Vert 9.5 9.1 -9.5 9.1 -LnWind 1- Horz Vert -4.5 -6.3 4.5 -4.9 LWIND1 L2E Horz Vert -0.1 -0.5 0.1 0.0 Live Horz Vert 20.5 18.7 -20.5 18.4 -LnWind 1- Horz Vert -9.0 -10.6 9.0 -10.5 LWIND1 L2E Horz Vert -0.1 -0.9 0.2 -0.1 -Wind LI — Horz Vert -4.6 -4.3 2.7 -3.2 -LnWind 2- Horz Vert -2.7 -4.5 2.7 -3.1 LWIND1 R2E Horz Vert -0.1 0.0 0.1 -0.5 -Wind LI — Horz Vert -8.9 -8.2 5.5 -6.0 -LnWind 2- Horz Vert -5.3 -7.2 5.3 -7.2 LWIND1 R2E Horz Vert -0.2 -0.1 0.1 -0.9 -Wind Rl — Horz Vert -2.7 -3.2 4.6 -4.3 Seismic L- Horz Vert -1.6 -0.4 -1.5 0.4 LWIND2 L3E Horz Vert 0.0 -0.2 0.0 0.0 -Wind Rl — Horz Vert -5.5 -6.0 8.9 -8.2 Seismic L- Horz Vert -2.5 -0.7 -2.5 0.7 LWIND2 L3E Horz Vert 0.0 -0.4 0.1 0.0 12/17/2009 DesCalc.out Page 18 Frame Col Line Line LWIND2_R3E Horz Vert 2* E -0.1 0.0 2* A 0.0 -0.4 1* Frame Lines:! 4 2* Frame Lines:2 3 Endwall Column Reactions Frame Col Dead Wind_P Wind_S Line Line Vert Horz Horz 1 E 0.0 0.0 0.0 1 D 0.1 -1.3 1.4 1 C 0.1 -1.5 1.6 1 B 0.1 -1.3 1.4 1 A 0.0 0.0 0.0 Frame Col Dead Wind_P Wind_S Line Line Vert Horz Horz 4 A 0.0 0.0 0.0 4 B 0.1 -1.3 1.4 4 C 0.1 -1.5 1.6 4 D 0.1 -1.3 1.4 4 E 0.0 0.0 0.0 09-5243R1 Seismic Design Report: 12/11/09 10:45am Building Data Code =IBC 06 Length = 64.00 Width = 80.00 Left Eave Height = 12.50 Right Eave Height = 12.50 Seismic Formula Base Shear, V = 0.667*Ie*Fa*Ss*W/R Shear Force, E = Omega*Rho*V Note: Applied load is seismic force multiplied by load combination 12/17/2009 DesCalc.out Page 19 Fa*Ss Zone/Design Category= le Seismic Dead Load, W Roof Dead+Collat = Frame Dead Roof Total L_EW Dead F_SW Dead R_EW Dead B SW Dead Seismic Forces 1.500 D 1.000 5 2 7 2 2 2 2 .00 .00 .00 .00 .00 .00 .00 (psf ) (psf ) (psf ) (psf ) (psf ) (psf ) (psf ) , Weight= , Weight= , Weight= , Weight= , Weight= 35 1 0 1 0 .84 .13 .80 .13 .80 (k (k (k (k (k Total = 39.71 (k Roof Bracing R Cs W Force, V Force, E Sidewall Bracing Front Back 3.25, Rho= 0.3078 38.11 (k ) 11.73 (k ) 30.50 (k ) Force, Force, Force, Force, R = Cs = W = V = E = R = Cs = W = V = E = 3. 0. 19. 6. 15. 3. 0. 19. 6. 15. 25, 3078 85 ( 11 ( 89 ( 25, 3078 85 ( 11 ( 89 ( Rho k ) k ) k ) Rho: k ) k ) k ) Rigid Frames Frame 1 Force, Force, Frame 2 Force, Force, End Plates Frame R = Cs = W = V = E = W = V = E = 3.25, Rho 0.3078 7.75 (k ) 2.38 (k ) 3.10 (k ) 12.49 (k ) 3.85 (k ) 5.00 (k ) 1.30, Omega= 2.00 1.30, Omega= 2.00 1.30, Omega= 2.00 1.30, Omega= 1.00 R = Total Base Shear Longitudinal Force, V Transverse Force, V 3.25, Omega= 3.00 12.22 (k ) 12.46 (k ) 12/17/2009 FramSum.out Page 1 ATY BUILDING SYSTEMS, INC 6414 SOUTH QUEBEC STREET CENTENNIAL, CO 80111 FRAMING SUMMARY FOR NORTHERN MICHIGAN STEEL ALPINA, MI LEGOLAND CARLSBAD, CA 92008 09-5243R1 BUILDING DATA Width (ft) = 80.0 Length (ft) = 64.0 Eave Height (ft) = 12.5/ 12.5 Roof Slope (rise/12) = l.OO/ 1.00 Dead Load (psf ) =2.00 Live Load (psf ) =20.00 Collat. Load (psf ) = 3.00 Wind Speed(mph ) =90.0 Wind Code = IBC 06 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 1.50 Designer = DA 12/11/09 12/17/2009 FramSum.out Page 2 09-5243R1 FRAMING SUMMARY: Roof 12/11/09 10:45am PURLIN LAYOUT: Surface Purlin Id Type 2 ZB 3 ZB Surf Left 0. 0. 00 00 Ext Right 0 0 .00 .00 Stub Purlin Left Right N N N N Total Rows 8 8 Peak -Set Space- Space Space Row 1 1 .000 .000 PURLIN & EAVE STRUT SIZE: Surface Id 2 Bay Id 1 2 3 Purlin Part 8X25Z16 8X25Z16 8X25Z16 -Purlin Lap- Left Right 3.00 3.00 3.00 3.00 IS Fig Strap 0 0 0 Eave Strut 8ES141 8ES141 8ES141 1 8X25Z16 3.00 0 8ES141 2 8X25Z16 3.00 3.00 0 8ES141 3 8X25Z16 3.00 0 8ES141 ROOF BRACING: Bay Id 2 Attach Start 0.0 19.5 40.0 60.5 Locate End 19.5 40.0 60.5 80.0 Brace Type Rod Rod Rod Rod Brace Part BR06 BR04 BR04 BR06 Dia 0.750 0.500 0.500 0.750 STRUTS AT EAVE: Wall Bay Strut Id Id Part 2 2 8X25Z16 4 2 8X25Z16 4 3 8X25Z16 BOLTS AT EAVE STRUT: Wall Frame_Line Lap Bolt_Size Id Id Type Plate No. Type Dia Washer 2 2 4 4 2 3 3 2 RF RF RF RF Y Y Y Y 4 4 4 4 A307 A307 A307 A307 0.500 0.500 0.500 0.500 0 0 0 0 12/17/2009 FramSum.out Page 3 RF 4 A325 0.500 BOLTS AT PURLINS: Id 2 2 3 3 r i.d.1 Id 2 3 2 3 us jjj-iifc; Type RF RF RF RF D-LdCJt: DU-LU D-LZ,t: LOG 19. 19. 60. 60. 47 47 53 53 No 4 4 4 4 Type A307 A307 A307 A307 0. 0. 0. 0. Dia 500 500 500 500 Washer 0 0 0 0 BOLTS AT PURLIN STRUTS Surface Frame_Line Brace Id Id Type Loc 3 3 2 2 2 Bolt_Size No Type Dia Washer 2 3 2 3 4 RF RF RF RF RF 80.00 80.00 0.00 0.00 0.00 4 A307 4 A307 4 A307 4 A307 2 A325 0.500 0.500 0.500 0.500 0.500 0 0 0 0 0 09-5243R1 FRAMING SUMMARY: Left Endwall 12/11/09 10:45am COLUMNS: Column Id 2 3 4 Column Offset 20 40 60 .0 .0 .0 Column Part W8X10 W8X10 W8X10 Column Length 11.8 13.5 11.8 Base Bolts-- Top Bolts — No. Type Dia No. Type Dia 0 0 0 2 2 2 A325 A325 A325 0. 0. 0. 500 500 500 GIRTS: Girt Type ZF IS_Flg Strap 0 GIRT LOCATION: Bay Id 1 2 3 4 No. Girt 1 1 1 1 Girt Lo 1 7.3333 7.3333 7.3333 7.3333 12/17/2009 FramSum.out Page 4 GIRT SIZE: (Full Bay Girts) Bay Id I 2 3 4 No. Girt 1 1 1 1 Girt Id 1 8X25Z14 8X25Z14 8X25Z14 8X25Z14 09-5243R1 FRAMING SUMMARY: Right Endwall 12/11/09 10:45am COLUMNS: Column Id 2 3 4 Column Offset 20.0 40.0 60.0 Column Part W8X10 W8X10 W8X10 Column Length 11.8 13.5 11.8 Base Bolts-- Top Bolts-- No. Type 0 0 0 Dia No. 2 2 2 Type A325 A325 A325 Dia 0.500 0.500 0.500 DOOR JAMBS/HEADERS: Bay Id Opening_Size Left Width Height Sill Offset Jamb Member_Part Right Door Door Jamb Header Sill i.OOOO 8.0000 0.000 1.0000 8X25C16 8X25C16 8X25C16 GIRTS: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay Id 1 2 3 4 No. Girt 1 1 1 1 Girt Lo 1 7.3333 7.3333 7.3333 7.3333 GIRT SIZE: (Full Bay Girts; Bay No. Girt Id Id Girt 1 1 2 8X25Z14 8X25Z14 12/17/2009 FramSum.out Page 5 8X25Z14 GIRT SIZE: (Partial Bay Girts) Bay Girt Id Id Girt Id 1 4 L-J 8X25Z16 J-R 8X25Z16 09-5243R1 FRAMING SUMMARY: Front Sidewall 12/11/09 10:45am GIRTS: Girt Bay —Girt_Lap— IS_Flg Type Id Left Right Strap ZB 1 1.00 0 2 1.00 1.00 0 3 1.00 0 GIRT LOCATION: Bay No. Girt_Location Id Girt 1 1 1 7.3333 2 1 7.3333 3 1 7.3333 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 1 1 8X25Z16 2 1 8X25Z16 3 1 8X25Z16 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia 2 12.50 Rod BROS 1.000 09-5243R1 FRAMING SUMMARY: Back Sidewall 12/11/09 10:45am 12/17/2009 FramSum.out Page 6 DOOR JAMBS/HEADERS: Member_Part Bay Opening_Size Left Right Door Door- Id Width Height Sill Offset Jamb Jamb Header Sill 3 8.0000 8.0000 0.000 9.3333 8X25C16 8X25C16 8X25C16 GIRTS: Girt Bay —Girt_Lap— IS_Flg Type Id Left Right Strap ZB 1 1.00 0 2 1.00 1.00 0 3 1.00 0 GIRT LOCATION: Bay No. Girt__Location Id Girt 1 1 1 7.3333 2 1 7.3333 3 1 7.3333 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 1 1 8X25Z16 2 1 8X25Z16 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 3 L-J 8X25Z16 J-R 8X25Z16 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia 1 12.50 Rod BROS 1.000 12/17/2009 RoofDes.out Page 1 *09-5243R1 Roof Design Input 12/11/09 10:25am *( 1)JOBID: '09-5243R1' *( 2)PROGRAM OPTIONS: * Run Run Run Lap * Purlin Panel Brace Stiff *( 3)DESIGN CODE: *Design Steel_Code * Code Cold ~ Hot 'WS' 'NAUS01' 'AISC05' Build Code Country Code Year Label 'IBC ' '06' 'IBC 06 Seismic Zone 'D ' *( 4)DESIGN CONSTANTS: * * Stress_Ratio * Purlin Panel Wind_Frame 1.0300 1.03 1.03 Strength_Factor Seismic Wind Frame Brace 1.000 1.000 1.200 * ( 5)STEEL YIELDS: * Web Fig C Sec W Sec 50.0 50.0 55.0 50.0 R_Sec P_Sec T_Sec 50.0 36.0 46.0 U_Sec EP BP 36.0 50.0 50.0 *( 6)DEFLECTION LIMITS: * Purlin Extension Gable_Ext Facia ind_Frame *Live Wind Total Live Wind Total Live Wind Total Girt ind Seis 180.0 120.0 0.0 180.0 120.0 0.0 90.0 60.0 0.0 90.0 0.0 65.0 Panel Live Wind 180.0 90.0 Facia W Panel W 90.0 6 *( 7)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace ?Y! f Y' 'Y' 'Y' 'Y1 'Y' *( 8)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW Open_Wall-- * Type Use Offset Use Offset L_EW F_SW R_EW 'FF-' 'Y ' 4.000 'Y ' 4.000 'N1 'N' 'N' B_SW 'N' *( 9)SURFACE SHAPE: * No. * Surf 4 X Coord (ft) 0.0000 40.0000 80.0000 80.0000 Y Coord (ft) 12.5000 15.8333 12.5000 0.0000 *(10)WALL BAY SPACING: * Wall Sets_0f Bay Id 1 2 3 4 Bays 1 1 1 1 Width 20.0000 21.3333 20.0000 21.3333 No. Bays 4 3 4 12/17/2009 RoofDes.out Page 2 21.3333 ;il)FRAMED OPENINGS: * Wall * Id 1 2 3 4 No. Opens 0 0 1 1 Bay Id 4 3 Open Width 8.0000 8.0000 Open Height 8.0000 8.0000 *(12)PARTIAL WALLS: * Wall * Id 1 2 3 4 Set_0f Bays 0 0 0 0 --Bay Start Id-- End Open Open Offset Type 1.0000 2 9.3333 2 Base Top Full_Load Height Type Type Girt Col Use *(13)JACK BEAM LAYOUT: * No. Beam --Bay Id- *Beam Id Start End Offset Height 0 *( 14) 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 * (15) PURLINS: * Surf Purlin OS Fig IS_Flg Set * Id Type Brace Brace Depth 2 'ZB' 'C' 'N' 0.000 3 'ZB' 'C' 'N' 0.000 * (16) PURLIN SPACING: * Surf Space Peak Max Set * Id Opt Space Space Space 2 '-' 1.0000 5.0000 0.0000 3 '-' 1.0000 5.0000 0.0000 * (17) PURLIN SIZE: * Surf Show Set No. * Id Id Purl Purl Purlin Size 2 0 'N' 0 3 0 'N' 0 * (18) PANELS: * Wall Roof Standing * Panel Panel Seam 'PBR26 ' 'PBR26 ' 'N' *(19)EAVE STRUT & GIRT: *Wall Eave Girt Girt * Id Type Type Size Offset 2 'EO' 'ZB1 '8X25Z16 ' 0.000 4 'EO' 'ZB' '8X25Z16 ' 0.000 *(20)WIND FRAMING SELECTION: T"^ -3 "f~ ~t~ Q V* C1"! rrr f~.Kaiuer oize Left ~ Right 'W36X150 ' 'W36X150 'W36X150 ' 'W36X150 Set Lap Max 1 I Unbr Ext Int Length 0.0000 0.0000 0. 0.0000 0.0000 0. Set Of -Set Space- Space Space No. 0 0 Insulation Use Thick 'N' 3.000 Proj Gutter 0.000 'Y1 0.000 'Y1 0000 0000 12/17/2009 RoofDes.out Page 3 * Wall * Id 2 4 5 Panel Diagonal Wind Wind Weak_Axis Shear Bracing Bent Column Bending 'N' 'N' 'N' 'Y ' 'Y ' 'Y ' 'N''N1 'N' 'N' 'N1 *(21)ROOF DIAGONAL BRACING: * Max_Pan Brace Each User_Selected_Roof_Bays * Shear Type EW No. Bay_Id 75.0 'R1 'L' 1 2 0 *(22)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach_Location 1 5 0.0000 20.0000 40.0000 60.0000 3 5 0.0000 20.0000 40.0000 60.0000 80.0000 80.0000 *(23)SIDEWALL DIAGONAL BRACING: * Wall Max_Pan Brace User_Selected_SW_Bays * Id Shear Type No. Bay_Id 2 75.0 'R' 1 2 4 75.0 'R' 1 1 *(24)WIND BENTS: *Wall Member Column * Id Type Depth Size 2 'W 0.00 ' ' 4 'W 0.00 ' ' Rafter No. Depth Size Bays 0.00 ' ' 0 0.00 ' ' 0 Bay_Id *(25)WIND COLUMNS: * Wall Member Column * Id Type Depth Size 2 'W' 0.00 ' 4 'W1 0.00 ' No. Col 0 0 Bay Id Left/ Right *(26)WALL BRACING ATTACHMENT *Wall No. Attach —Bay_Id— No. * Id Attach Id Start End Connect Option Level 2 1 1 1 3 'F' 0 1 4 1 2 1 3 'F1 0 1 Level Height Strut 12.5000 'E' 12.5000 'E' *(27)INTERIOR BRACING *No Attach Brace *Brace Offset Type 0 User_Selected_Int_Bays No. Bay Id *(28)INTERIOR BRACING ATTACHMENT * No. Attach —Bay_Id— No. * Attach Offset Start End Level Level_Height 0 *(29)EAVE EXTENSIONS SIZE: *Wall No. Ext --Bay_Id-- Extension_Size Edge_Extend *Id Extend Id Start End Height Width Slope Left Right 2 0 4 0 Eave Type *(30)EAVE EXTENSIONS PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set Lap Max UnBr Peak Max Set 12/17/2009 RoofDes.out Page 4 'Id Type Brace Brace Depth *(31)CANOPY *Wall No. *Id 1 Ext Int Length Space Space Space 2 3 4 SIZE: Ext --Bay_Id-- Extension_Size Edge_Extend Eave Extend Id Start End Height Width Slope Left" Right Type *(32)CANOPY PURLINS: *Ext Purlin OS_Flg IS_Flg Set 'Id Type Brace Brace Depth Set_Lap Ext Int Max_UnBr Peak Max Set Length Space Space Space *(33)CANOPY PANELS, GUTTER & DOWNSPOUT: *Ext Panel Standing Gutter Downspout *Id Size Seam Use Color No. Color *(34)FACIA/PARAPET LAYOUT: *Wall *Id 1 2 3 4 No. Extend 0 0 0 0 Ext Id Type —Bay_Id— Start End Edge_Extend Left ~~ Right Mount Eave Type Use Gutter * (35) FACIA/PARAPET SIZE: *Ext Extension_Size *Id Height Width Slope Elev -Facia— Height Slope Arm Slope Back Slope Facia Project *(36)FACIA/PARAPET PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap *Id Type Brace Brace Depth Ext Int MaxJJnBr Length Peak Space Max Space Set Space *(37)FACIA/PARAPET PANELS: *Ext Roof_Panel— Soffit_Panel -Front_Panel-- *Id Size SSeam Size Rot Space Size SSeam *(38)EXTENSION BRACING: *Ext Max_Pan Brace User_Selected_Bays *Id Shear Type No. Bay_Id Back_Panel Size Rot Space *(39)WALL BASE ELEVATION/DEAD: *Wall * Id I 2 3 4 5 Base Elev 0.00 0.00 0.00 0.00 0.00 Wall Dead 2.00 2.00 2.00 2.00 7.00 Seis Opt 'Y1 'Y' 'Y1 'Y' 'Y' % Open 0.00 0.00 0.00 0.00 0.00 *(40)BASIC LOADS: * Deflection Wind Wall Seis * Dead Collat Live Snow Basic Load_Ratio Load --Friction-- Edge Ld Rat Zone Factor S* Load Load Load Load Wind Snow Wind Seis Factor Wind Coef now 2.0 3.0 20.0 0.0 12.3 1.00 1.00 1.00 1.00 12.3 0.0000 10.000 1.0000 0 .00 12/17/2009 RoofDes.out Page 5 *(41)WIND PRESSURE/SUCTION: Wind Suet Roof -8.5 9.9 * * Wind Press 10.0 0.0 10.0 5.1 7.8 18.5 Wind Suet -13.3 -20.6 -14.6 -3.7 -5.5 -12.3 *( 42) EDGE AND CORNER *Wind * Id 1 Surf Id 2 No Zone 6 Zone Id 1 3 4 5 7 left right 1 5.00 Purlins Purlins, Gable Extension Interior Roof Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia/Parapet Press 1.00 1.00 1.00 1.00 1.00 1.00 ne Purlin d 1 3 4 5 7 Width 0.00 0.00 5.00 0.00 5.00 Length 0.00 5.00 0.00 5.00 5.00 Press 1.00 1.00 1.00 1.00 1.00 Suet 1.00 1.18 1.18 1.18 1.18 Suet 1.00 1.68 1.68 1.68 2.53 Screw Suet 1.00 1.68 1.68 1.68 2.53 Interior Edge left Edge top Edge right Corner top 5.00 1.00 1.18 2.53 2.53 1 3 5 6 9 0.00 0.00 0.00 5.00 5.00 0.00 5.00 5.00 0.00 5.00 1.00 1.00 1.00 1.00 1.00 1.00 1.18 1.18 1.18 1.18 1.00 1.00 1.00 1.00 1.00 1.00 1.68 1.68 1.68 2.53 1.00 1.68 1.68 1.68 2.53 right left 2 2 2 3 10 1 1 5.00 0.00 0.00 5.00 1.00 1.18 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 2.53 2.53 1.00 1.00 *(43)EDGE AND CORNER ZONES - LONGITUDINAL: *Wind Surf No Zone Purlin * Id Id Zone Id Width Length 1211 0.00 0.00 1311 0.00 0.00 Suet 1.00 1.00 Interior Interior (44)EXTENSION BASIC LOADS: -Purlin Wind- 1.00 1.00 Corner top- Interior Edge left Edge right Edge bottom Corner bot- Corner bot- Interior Interior -Panel Wind- *Ext Dead Collat *Id Load Load t Live Snow Attach_Beam Load Load Press Suet Facia_Beam Press Suet Attach_Beam Facia_Beam Press Suet Press Sue *(45)PURLIN DESIGN LOADS: * Surf No. Load x_Load * Id Coef 2 0.00 Load 13 0.00 0.00 0.00 0.00 Id 1 2 3 4 -Add_Snow- Windl Wind2 Au Dead Collat Live Snow Drift Slide Press Suet Press Suet Id 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.75 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 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 12/17/2009 RoofDes.out Page 6 6 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 2.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 2.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 2.00 3 13 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 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 2.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 2.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 2.00 *(46)PURLIN DESIGN LOADS: Deflection * Surf No. Load -Add_Snow- Windl Wind2 Au x_Load * Id Load Id Dead Collat Live Snow Drift Slide Press Suet Press Suet Id Coef 2 0 3 0 *(47)BRACING DESIGN LOADS: Frame * No. Load -Add_Snow- Wind Wind Aux_Load * Load Id Dead Collat Live Snow Drift Slide EW Roof Seis Id Coef 10 1 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 5 1.14 1.14 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 6 1.10 1.10 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12/17/2009 * * * * * * * * * * * •fc * * * * * * (48) BRACING No. Load 10 7 8 9 10 DESIGN Load Id 11 12 13 14 15 16 17 18 19 20 1.10 1.10 1.10 0.46 LOADS : Dead 1.00 1.00 1.00 0.60 1.40 1.40 1.40 0.70 0.70 0.70 1.10 1.10 1.10 0.00 Brace Collat 1.00 1.00 1.00 0.00 1.40 1.40 1.40 0.00 0.00 0.00 RoofDes.out 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0.00 -Add_ Live Snow Drift 0.00 1.00 0.00 0.00 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 1.00 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 0.00 0.75 0.00 Snow- Slide 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Wind EW 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 - . 1- - - - - 0.00 0.00 0.00 0.00 Wind Roof 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.52 0.52 0.70 0 0 0 0 0 0 0 0 Page .00 .00 .00 .00 Aux Load Seis 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Id Coef 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 (49) EXTENSION DESIGN LOADS: No. Load 0 Load Id Dead (50) EXTENSION DESIGN LOADS No. Load 0 Load Id Dead Collat Wind Live Snow Press Wind Suet : Deflection Collat Wind Live Snow. Press Wind Suet (51) PANEL DESIGN LOADS: No. Load Load Id 6 1 2 3 4 5 6 Dead 1.00 1.00 1.00 1.00 1.00 1.00 Collat 0.00 0.00 0.00 0.00 0.00 0.00 Live 1.00 0.00 0.00 0.00 0.00 0.00 -Add_Snow- Snow Drift Slide 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Windl Press 0.00 0.00 0.00 0.00 1.00 0.00 Suet 0.00 0.00 0.00 0.00 0.00 1.00 Wind2 Press 0.00 0.00 0.00 0.00 0.00 0.00 Suet 0.00 0.00 0.00 0.00 0.00 0.00 Aux Id 0 0 0 0 0 0 Load Coef 0.00 0.00 0.00 0.00 0.00 0.00 (52) PANEL DESIGN LOADS: Deflection No. Load Load Id 6 7 8 9 10 11 12 Dead 0.00 0.00 0.00 0.00 0.00 0.00 Collat 0.00 0.00 0.00 0.00 0.00 0.00 Live 1.00 0.00 0.00 0.00 0.00 0.00 -Add Snow- Snow Drift Slide 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Windl Press 0.00 0.00 0.00 0.00 1.00 0.00 Suet 0.00 0.00 0.00 0.00 0.00 1.00 Wind2 Press 0.00 0.00 0.00 0.00 0.00 0.00 Suet 0.00 0.00 0.00 0.00 0.00 0.00 Aux Id 0 0 0 0 0 0 Load Coef 0.00 0.00 0.00 0.00 0.00 0.00 (53) AUXILIARY LOADS: No . Aux Aux Id 4 1 2 3 A ' Aux Name No . Add I , T 1 Combs 2 2 2 i Add Load Id ~ Coef 1 0.50 2 0.50 2 0.50 3 0.50 1 0.50 3 0.50 9 n c,n 12/17/2009 RoofDes.out PageS *(54)ADDITIONAL LOADS: *No. Add *Add Id 3 1 2 3 Surf Id 0 0 0 Basic Load Load Type 'D ' 'D ' 'D ' Load Fy Dx Orn Wl W2 Dxl Dx2 'L' -20.0 -20.0 0.000 21.333 'L' -20.0 -20.0 21.333 42.667 'L' -20.0 -20.0 42.667 64.000 Surface Start End 0.000 0.000 0.000 0.000 0.000 0.000 *(55)PURLIN LAPS: *Surf Data * Id Opt Sets Left 2 '-' 0 3 '-' 0 -Set_l Set_2 Right Quan Left Right Quan Left -Set_3 Right Quan *(56)PURLIN LAPS: Extensions *Ext Data Set_l Set_2 * Id Opt Sets Left Right Quan Left Right Quan Left -Set_3 Right Quan *(57)PURLIN STRAPS: * Data Set_l Set_2 Set_3 Set_4 * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(58)PURLIN STRAPS: Extensions *Ext Data Set_l Set_2 Set_3 Set_4 * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan *(59)PANEL SCREWS: * No. *Zone Zone 4 'INT ' 'EDGE1 1 CORN ' ' BASE ' Part '#12x1.25' '#12x1.25' '#12x1.25' '#12x1.25' Screw Dia 0.250 0.250 0.250 0.250 Washer Dia 0.500 0.500 0.500 0.500 Screw Space 12.000 12.000 12.000 12.000 Screw Strength 1.000 1.000 1.000 1.900 *(60)EXPANSION JOINTS: * No. *Exp Expansion_Location 0 *(61)ADDED PURLINS: *No. Add Surf —Bay Id— *Add 0 Id Id Start End -Surface_Offset- Start End *(62)PURLIN SYSTEMS: *Surf No. System Added_Purlins * Id System Id No. Id 21 10 31 10 * Code files used: * IBC.06 * ROOFIBC.06 Version 4.0 09-5243R1 Roof Design Code 12/11/09 10:25am 12/17/2009 RoofDes.out Page 9 STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC 06 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi 09-5243R1 Purlin Layout Report(Surface= 2)12/11/09 10:25am SURFACE LAYOUT: Surface Id 2 Length 40.139 No. Row Peak Space 8 1.000 PURLIN LOCATION: Purlin Surf Id Offset Load Space Width Dead Edge Show Load Wind Report 1 2 3 4 5 6 7 8 4. 9. 14. 19. 24. 29. 34. 39. 40. 885 771 656 542 427 312 198 083 139 4 4 4 4 4 4 4 4 1 .885 .885 .885 .885 .885 .885 .885 .885 .056 4. 4. 4. 4. 4. 4. 4. 3. 8 8 8 8 8 8 8 4 85 85 85 85 85 85 85 98 0 0 0 0 0 0 0 0 .68 Y .68 .68 .68 .68 .68 .68 .95 Y Y Average^ 0.71 PURLIN LAYOUT: Bay Span Purlin Id Id Part 1 2 3 1 2 3 4 5 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 SPECIAL LOADS: Load Location Span Lap(ft)-- (ft) Left Right I 0.33 21.00 3.00 21.33 3.00 3.00 21.00 3.00 0.33 No. 3race 0 0 0 0 0 Unit Weight 0.9 67.2 76.5 67.2 0.9 Total Weight 7.5 537.6 612.3 537.6 7.5 Total(lb)=212.8 1702.4 12/17/2009 RoofDes.out Page 10 Start End Load Type 0.000 5.000 09-5243R1 PURLIN LAYOUT: ( Bay Span Purlin Id Id Part 1 8X25Z16 1 2 8X25Z16 2 3 8X25Z16 3 4 8X25Z16 5 8X25Z16 LOAD COMBINATION Edge Zone Wind Purlin Report (Surface= ROOF PURLIN Surface Id = 2 Purlin Id = 1 Offset = 4. Edge Strip = 5. 2, Id= 1) 12/11/09 10:25am 89 00 Purlin Id= 1} Span Lap (ft) — Load No. (ft) Left Right Width Brace 0.33 21.00 3.00 21.33 3.00 3.00 21.00 3.00 0.33 # 1 : DL+CL+LL 4.89 0 4.89 0 4.89 0 4.89 0 4.89 0 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.98 1.29 1.57 0.04 outrctJ. \, K. ; — Left Right Lap Lap 0.93 1.20 -1.20 -0.93 Right Sup -0 -1 -1 -0 0 .04 .57 .29 .98 .00 Left Sup 0.00 0.01 6.11 6.11 0.01 Left Lap 2.78 1.96 -rjUlllfcHl L. \ L — K. )~ MidSpan Mom Loc 0. -3. -0. -3. 0. 00 0.00 98 8.10 79 10.67 98 12.90 00 0.33 Right Right Lap Sup 0. 1.96 6. 2.78 6. 0. 0. 01 11 11 01 00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 LOG RS RL LL LL LS O V, f^, —| -y— oilGclir 1 \r \\ K- I Calc Allow -0.04 -1.20 0.93 1.20 0.04 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. uc 02 49 38 49 02 Loc RS MS LS MS LS -Moment Calc 0.01 -3.98 3.06 -3.98 0.01 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 UC .00 .82 .63 .82 .00 Mom+Shr Loc UC LS 0.00 RS 0.50 LL 0.47 LS 0.50 LS 0.00 Deflection (in) Calc Allow 0.05 -0.87 1 0.07 1 -0.87 1 0.05 .40 .42 .40 12/17/2009 RoofDes.out Page 11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.51 3 0.51 0.51 4 0.51 0.27 0.27 0.27 0.27 LOAD COMBINATION # 2 : DL+CL+SL PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.20 0.26 0.31 0.01 oiied Left Lap 0.19 0.24 -L \ -K- ; Right Lap -0.24 -0.19 Right Sup -0.01 -0.31 -0.26 -0.20 0.00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 L"JU11LC11 O V J- JS. ; MidSpan Mom 0.00 -0.80 -0.16 -0.80 0.00 Loc 0.00 8.10 10.67 12.90 0.33 Right Lap 0.39 0.56 Right Sup 0.00 1.23 1.23 0.00 0.00 STRENGTH/DEFLECTION: OJJdil Id 1 2 3 4 5 Loc RS RL LL LL LS oiiedJ- Calc -0 -0 0 0 0 .01 .24 .19 .24 .01 ^ *• i Allow 2 2 2 2 2 .44 .44 .44 .44 .44 0. 0. 0. 0. 0. UC 00 10 08 10 00 Loc RS MS LS MS LS - ruuiiiciiL. Calc 0. -0. 0. -0. 0. 00 80 61 80 00 1, J.-JS. ; -- Allow 4. 4. 4. 4. 4. 87 87 87 87 87 0. 0. 0. 0. 0. UC 00 16 13 16 00 1'iumToj.i.L UG _L_i_t:o uj-Uii ^ xii; Loc UC Calc Allow LS RS LL LS LS 0 0 0 0 0 .00 .02 .02 .02 .00 0 0 0 0 0 .00 .00 .00 .00 .00 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.10 3 0.10 0.10 4 0.10 0.05 0.05 0.05 0.05 LOAD COMBINATION # 3 : DL+CL+SL+Drift PURLIN ANALYSIS: 12/17/2009 RoofDes.out Page 12 Span Id 1 2 3 4 5 Left Sup 0.00 0.20 0.26 0.31 0.01 sue Left Lap 0.19 0.24 O.L { K ; Right Right Lap Sup -0. -0. -0 24 -0 19 -0 -0 0 .01 .31 .26 .20 .00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 — iMuiutJii i_ i, j_ — A ; — MidSpan Mom Loc 0. -0. -0. -0. 0. 00 0.00 80 8.10 16 10.67 80 12.90 00 0.33 Right Right Lap Sup 0.39 0.56 0.00 1.23 1.23 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL LL LL LS onear Calc -0.01 -0.24 0.19 0.24 0.01 (k )- Allow 2.44 2.44 2.44 2.44 2.44 UC 0.00 0.10 0.08 0.10 0.00 Loc RS MS LS MS LS -Moment Calc 0.00 -0.80 0.61 -0.80 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 UC .00 .16 .13 .16 .00 Mom+Shr Loc UC LS 0.00 RS 0.02 LL 0.02 LS 0.02 LS 0.00 Deflection (in Calc 0.00 0.00 0.00 0.00 0.00 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.10 0.10 0.10 0.10 Shear Ratio Left Right 0.05 0.05 0.05 0.05 LOAD COMBINATION # 4 : DL+CL+SL+Slide PURLIN ANALYSIS: Span Id 1 2 3 4 5 OiicciJ- v J^ 1 Left Left Right Sup Lap Lap 0.00 0.20 -0.24 0.26 0.19 -0.19 0.31 0.24 0.01 Right Sup -0 -0 -0 -0 0 .01 .31 .26 .20 .00 Left Left Sup Lap 0 0 1 1 0 .00 .00 .23 0.56 .23 0.39 .00 1-jumeii L. ^ i. MidSpan Mom 0. -0. -0. -0. 0. 00 80 16 80 00 0 8 10 12 0 ^ i Loc .00 .10 .67 .90 .33 Right Right Lap Sup 0. 0.39 1. 0.56 1. 0. 0. 00 23 23 00 00 STRENGTH/DEFLECTION : Span Id 0 11" ci J_ \ K. ; Loc Calc Allow UC Loc Mrvment (f-k ) - Calc Allow Mom+Shr UC Loc UC Deflection (in Calc Allow 0.00 4.87 0.00 LS 0.00 0.00 12/17/2009 RoofDes.out Page 13 2 RL -0.24 2.44 0.10 MS 3 LL 0.19 2.44 0.08 LS 4 LL 0.24 2.440.10 MS 5 LS 0.01 2.44 0.00 LS -0.80 4.87 0.16 0.61 4.87 0.13 -0.80 4.87 0.16 0.00 4.87 0.00 RS 0.02 LL 0.02 LS 0.02 LS 0.00 0.00 1.40 0.00 1.42 0.00 1.40 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear ( k ) Left Right 0.10 0.10 0.10 0.10 Shear Ratio Left Right 0.05 0.05 0.05 0.05 LOAD COMBINATION # 5 : DL+CL+0.75LL+0.75WP1 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0 1 1 1 0 .00 .08 .43 .72 .04 outset s. \ jv ; Left Right Right Lap Lap Sup -0 -1.32 -1 1.03 -1.03 -1 1.32 -1 0 .04 .72 .43 .08 .00 Left Sup 0. 0. 6. 6. 0. 00 01 74 74 01 iujuiitt;ii u v -L Left MidSpan Lap Mom 0. -4. 3.06 -0. 2.17 -4. 0. 00 38 87 38 00 0 8 10 12 0 j^ ; - Loc .00 .10 .67 .90 .33 Right Right Lap Sup 0.01 2.17 6.74 3.06 6.74 0.01 0.00 STRENGTH/DEFLECTION: OjJciil Id 1 2 3 4 5 Loc RS RL LL LL LS oiiect-L Calc -0 -1 1 1 0 .04 .32 .03 .32 .04 \ *• / Allow 2 2 2 2 2 .44 .44 .44 .44 .44 0 0 0 0 0 UC .02 .54 .42 .54 .02 Loc RS MS LS MS LS iviuiut=:ii u Calc 0 -4 3 -4 0 .01 .38 .37 .38 .01 V J--.K. 1 ~ Allow 4. 4. 4. 4. 4. 87 87 87 87 87 0 0 0 0 0 UC .00 .90 .69 .90 .00 l"lUlLlTOil_L Loc UC LS RS LL LS LS 0 0 0 0 0 .00 .60 .57 .60 .00 UC J. -Lt:UL-LUll \-LLi Calc Allow 0. -0. 0. -0. 0. 06 99 08 99 06 2. 2. 2. 10 13 10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.56 0.56 0.56 0.56 Shear Ratio Left Right 0.30 0.30 0.30 0.30 12/17/2009 RoofDes.out Page 14 LOAD COMBINATION # 6 DL+CL+0.75SL+0.75WP1 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.49 0.65 0.79 0.02 Oiit;a_L \ js. ; Left Right Lap Lap 0.47 0.60 -0.60 -0.47 Right Sup -0 -0 -0 -0 0 .02 .79 .65 .49 .00 Left Sup 0.00 0.00 3.07 3.07 0.00 Left Lap 1.39 0.99 ruumeii L ^ J- A. ; MidSpan Mom Loc 0.00 -2.00 -0.40 -2.00 0.00 0.00 8.10 10.67 12.90 0.33 Right Right Lap Sup 0.99 1.39 0.00 3.07 3.07 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL LL LL LS Oil" d-L \^ / Calc Allow -0.02 -0.60 0.47 0.60 0.02 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 01 25 19 25 01 Loc RS MS LS MS LS -Moment Calc 0.00 -2.00 1.54 -2.00 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC Loc .00 LS .41 RS .32 LL .41 LS .00 LS UC 0.00 0.13 0.12 0.13 0.00 Deflection (in Calc 0.02 -0.33 0.03 -0.33 0.02 Allow 2.10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id Lap Shear (k ) Left Right 2 0.26 3 0.26 0.26 4 0.26 LOAD COMBINATION # 7 PURLIN Span Id 1 2 3 4 5 ANALYSIS: CV-, y-, -> Left Sup 0.00 0.49 0.65 0.79 0.02 O1ICCL Left Lap 0.47 0.60 Shear Left Ratio Right 0.13 0.13 0.13 0.13 : DL+CL+0. 75SL+0.75WPl+0.75Drift V 1 V \r (K ; Right Lap -0.60 -0.47 Right Sup -0.02 -0.79 -0.65 -0.49 0.00 Left Sup 0.00 0.00 3.07 3.07 0.00 Left Lap 1.39 0.99 MidSpan Mom 0.00 -2.00 -0.40 -2.00 0.00 0 8 10 12 0 Loc .00 .10 .67 .90 .33 Right Lap 0.99 1.39 Right Sup 0.00 3.07 3.07 0.00 0.00 12/17/2009 RoofDes.out Page 15 STRENGTH/DEFLECTION: span Id 1 2 3 4 5 Loc RS RL LL LL LS --snear Calc -0.02 -0.60 0.47 0.60 0.02 (K- 1 - Allow 2.44 2.44 2.44 2.44 2.44 0 0 0 0 0 UC .01 .25 .19 .25 .01 Loc RS MS LS MS LS -raomeiu Calc 0.00 -2.00 1.54 -2.00 0.00 -1,1- f- i Allow 4.87 4.87 4.87 4.87 4.87 UC 0.00 0.41 0.32 0.41 0.00 raumi Loc LS RS LL LS LS -o 0 0 0 0 0 III. UC .00 .13 .12 .13 .00 uej_xeut. Calc 0.02 -0.33 0.03 -0.33 0.02 LOII t, in; Allow 2. 10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 3 4 0.26 0.26 0.26 0.26 0.13 0.13 0.13 0.13 LOAD COMBINATION # 8 : DL+CL+0.75SL+0.75WP1+0.75Slide PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.49 0.65 0.79 0.02 Diiear \K ; - Left Right Lap Lap 0.47 0.60 -0.60 -0.47 Right Sup -0 -0 -0 -0 0 .02 .79 . 65 .49 .00 Left Sup 0.00 0.00 3.07 3.07 0.00 Left Lap 1.39 0.99 IMUmfcJIlL VJ- — JS. ; - MidSpan Mom Loc 0. -2. -0. -2. 0. 00 0 00 8 40 10 00 12 00 0 .00 .10 .67 .90 .33 Right Right Lap Sup 0.00 0.99 3.07 1.39 3.07 0.00 0.00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 Loc RS RL LL LL LS C1 ]~. /-* — I V*— bneair Calc -0.02 -0.60 0.47 0.60 0.02 f \r \(K ) Allow 2.44 0 2.44 0 2.44 0 2.44 0 2.44 0 UC .01 .25 .19 .25 .01 Loc RS MS LS MS LS -Moment Calc 0.00 -2.00 1.54 -2.00 0.00 (f-k ) Allow 4.87 4.87 4.87 4.87 4.87 Mom+Shr UC 0.00 0.41 0.32 0.41 0.00 Loc LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .13 .12 .13 .00 Deflection (in) Calc Allow 0.02 -0.33 2.10 0.03 2.13 -0.33 2.10 0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right Shear_Ratio Left Right 12/17/2009 RoofDes.out Page 16 2 0.26 3 0.26 0.26 4 0.26 LOAD COMBINATION # 9 PURLIN Span Id 1 2 3 4 5 0.13 0.13 0.13 0.13 : 0.6DL+WS1 ANALYSIS: Left Sup 0.00 -0.55 -0.70 -0.85 -0.02 OllcdJ. Left Lap -0.50 -0.65 ^ ; Right Lap 0.65 0.50 Right Sup 0.02 0.85 0.70 0.55 0.00 Left Sup 0.00 0.00 -3.30 -3.30 0.00 Left Lap -1.51 -1.06 Moment ( f MidSpan 0 2 0 2 0 Mom .00 0 .17 8 .41 10 .17 12 .00 0 k \) Loc .00 .06 .67 .94 .33 Right Lap -1.06 -1.51 Right Sup 0.00 -3.30 -3.30 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL LL LL LS • onear ( K Calc Al 0.02 2 0.65 2 -0.50 2 -0.65 2 -0.02 2 ) low .440. .44 0. .44 0. .44 0. .44 0. UC Loc 01 RS 27 MS 21 LS 27 MS 01 LS -Moment Calc 0.00 2.17 -1.65 2.17 0.00 (f-k )- Allow 4.87 0 3.41 0 4.87 0 3.41 0 4.87 0 Mom+Shr UC .00 .64 .34 .64 .00 Loc LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .14 .14 .14 .00 Deflection (in) Calc -0.04 0.65 -0.06 0.65 -0.04 Allow 2.10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 3 4 0 0 0.28 .28 0.28 .28 0. 0. 14 14 0. 0. 14 14 LOAD COMBINATION #10 : DL+CL+2.OAUX1 PURLIN ANALYSIS: 0.00 -0.04 0.00 Span Left Left Right Right Left Left Id Sup Lap Lap Sup Sup Lap MidSpan Right Right Mom Loc Lap Sup 0.00 0.00 0.01 2/17/2009 2 3 4 5 0.94 1.51 0.39 0.01 1. 14 0.31 _1 -0. 26 -1 73 -1 -0 0 .62 .10 .12 .00 RoofDes.out 0.01 7.14 2.75 0.00 3.17 1.70 -3. -2. -0. 0. 63 17 32 00 7.72 12.36 15.87 0.33 2.83 0.01 7.14 2.75 0.00 0.00 STRENGTH/DEFLECTION: Span Id I 2 3 4 5 LOG RS RL LL LL LS C Vl /-N — J -V-Qn.Ga.ir Calc -0.04 -1.26 1.14 0.31 0.01 (k )- Allow 2.44 2.44 2.44 2.44 2.44 UC 0.02 0.52 0.47 0.13 0.00 LOG RS MS LS LL LS -Moment Calc 0.01 -3.63 3.57 1.70 0.00 (f-k ) Allow 4.87 4.87 4.87 4.13 4.87 Mom+Shr UC 0.00 0.74 0.73 0.41 0.00 Loc LS RS LL LL LS UC 0.00 0.65 0.64 0.14 0.00 Deflection ( in) Calc 0.04 -0.68 -0.43 0.31 -0.01 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.60 0.60 0.23 0.23 Shear Ratio Left Right 0.31 0.31 0.12 0.12 Page 17 LOAD COMBINATION #11 : DL+CL+2.OAUX2 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.12 1.10 1.62 0.04 Oiitd Left Lap 0.73 1.26 ctJ- \K. ; Right Lap -0.31 -1.14 Right Sup -0 -0_i -0 0 .01 .39 .51 .94 .00 Left Sup 0.00 0.00 2.75 7.14 0.01 Left Lap 0.01 2.83 lvlUlLLfciill- ^J_ — K. } — MidSpan Mom Loc 0.00 -0.32 -2.17 -3.63 0.00 0.00 5.13 8.98 13.28 0.33 Right Right Lap Sup 0. 1.70 2. 3.17 7. 0. 0. 00 75 14 01 00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 Loc RS RL RL LL LS O V^ r^ ~\ -Vbnear Calc -0.01 -0.31 -1.14 1.26 0.04 / lr \\K ) Allow 2.44 0 2.44 0 2.44 0 2.44 0 2.44 0 UC .00 .13 .47 .52 .02 Loc RS RL RS MS LS -Moment Calc 0.00 1.70 3.57 -3.63 0.01 (f-k ) Allow 4.87 4.13 4.87 4.87 4.87 Mom+Shr UC Loc 0.00 LS 0.41 RL 0.73 RL 0.74 LS 0.00 LS UC 0.00 0.14 0.64 0.65 0.00 Deflection (in Calc Allow -0.01 0.31 1 -0.43 1 -0.68 1 0.04 .40 .42 .40 12/17/2009 RoofDes.out Page 18 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 0.23 3 0.23 0.60 4 0.60 Shear_Ratio Left Right 0.12 0.12 0.31 0.31 LOAD COMBINATION #12 : DL+CL+2.OAUX3 PURLIN ANALYSIS: Gi it; dJ- ^ jx / Span Id 1 2 3 4 5 Left Sup 0.00 1.11 0.26 1.45 0.04 Left Lap 0.19 1.09 Right Lap -1.09 -0.19 Right Sup -0.04 -1.45 -0.26 -1. 11 0.00 Left Sup 0.00 0.01 3.63 3.63 0.01 Left Lap 2.96 -0.18 — I'JUlLltiil U i J- *. ; MidSpan Mom 0.00 -5.03 2.25 -5.03 0.00 Loc 0.00 9.09 10.67 11.91 0.33 Right Lap -0.18 2.96 Right Sup 0.01 3.63 3.63 0.01 0.00 STRENGTH/DEFLECTION: opd.il Id 1 2 3 4 5 Loc RS LS LL RS LS oued-L Calc -0.04 1.11 0.19 -1.11 0.04 i*. i - Allow 2.44 2.44 2.44 2.44 2.44 UC 0.02 0.46 0.08 0.46 0.02 Loc RS MS LL MS LS -mUillfciiH Calc 0.01 -5.03 2.96 -5.03 0.01 - \ -L ^ 1 Allow 4.87 4.87 3.41 4.87 4.87 UC 0.00 1.03 0.87 1.03 0.00 rauiin Loc LS RS LL LS LS -o 0 0 0 0 0 U.L UC .00 .23 .38 .23 .00 ue j_j_ecu- Calc 0.07 -1.39 1.01 -1.39 0.07 LOIl {±11 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 3 4 0.30 0.30 0.30 0.30 Shear_Ratio Left Right 0.16 0.16 0.16 0.16 LOAD COMBINATION #13 : DL+CL+2.OAUX4 PURLIN ANALYSIS: 12/17/2009 RoofDes.out Page 19 OIltrd-L \ Jv ) Span Id 1 2 3 4 5 Left Sup 0.00 0.08 1.30 0.43 0.01 Left Lap 0.94 0.36 Right Lap -0.36 -0.94 Right Sup -0.01 -0.43 -1.30 -0.08 0.00 Left Sup 0.00 0.00 3.74 3.74 0.00 Left Lap 0.38 2.55 — LvJUi[ieil L \1. K. ) - MidSpan Mom 0.00 -0.12 -3.20 -0.12 0.00 LOG 0.00 3.18 10.67 17.82 0.33 Right Lap 2.55 0.38 Right Sup 0.00 3.74 3.74 0.00 0.00 STRENGTH/DEFLECTION: opdil Id 1 2 3 4 5 LOG RS RL RL LL LS 3UCCL.L Calc -0 -0 -0 0 0 .01 .36 .94 .36 .01 i, K. r Allow 2.44 2.44 2.44 2.44 2.44 0. 0. 0. 0. 0. UC 00 15 38 15 00 LOG RS RL MS LL LS -• 'LMUlUCilL. Calc 0. 2. -3. 2. 0. 00 55 20 55 00 V J--JS. , Allow 4 3 4 3 4 .87 .41 .87 .41 .87 UC 0.00 0.75 0.66 0.75 0.00 rauui LOG LS RL RS LL LS TO 0 0 0 0 0 11J. UC .00 .30 .22 .30 .00 ut: J. -Lt:i^ LJ.UII ^J-ii Calc Allow -0. 0. -0. 0. -0. 02 51 94 51 02 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap Shear (k ) Id Left Right 2 0.31 3 0.31 0.31 4 0.31 Shear Ratio Left Right 0.16 0.16 0.16 0.16 09-5243R1 Purlin Report(Surface= 2, Id= 2}12/11/09 10:25am ROOF PURLIN Surface Id Purlin Id Offset = 2 = 2 = 9.77 PURLIN LAYOUT: (Purlin Id= 2] Bay Span Purlin Id Id Part 1 2 3 1 8X25Z16 2 8X25Z16 3 8X25Z16 4 8X25Z16 5 8X25Z16 Span (ft) 0. 21. 21. 21. 0. 33 00 33 00 33 Lap (ft) — Load No. Left Right Width Brace 4.* 3.00 4.E 3.00 3.00 4.i 3.00 4.E 4.S 39 39 39 39 39 0 0 0 0 0 12/17/2009 RoofDes.out Page 20 LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.98 1.29 1.57 0.04 DiltSd-L Left Lap 0.93 1.20 (, K. ) i'-H-AUieii L ^ Right Lap -1.20 -0.93 Right -0 -1 -1 -0 0 Sup .04 .57 .29 .98 .00 Left Sup 0.00 0.01 6.11 6.11 0.01 Left Lap 2.78 1.96 j_ jv ; MidSpan 0 _o -0 _ O 0 Mom .00 .98 .79 .98 .00 LOG 0.00 8.10 10.67 12.90 0.33 Right Right Lap Sup 0.01 1.96 6.11 2.78 6.11 0.01 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL LL LL LS QU ,-, -, -r- { IT- onear ( K / Calc Allow -0.04 2 -1.20 2 0.93 2 1.20 2 0.04 2 .44 0. .44 0. .44 0. .44 0. .44 0. uc 02 49 38 49 02 LOG RS MS LS MS LS -Moment Calc 0.01 -3.98 3.06 -3.98 0.01 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 uc .00 .82 .63 .82 .00 Mom+Shr LOG LS RS LL LS LS UC 0.00 0.50 0.47 0.50 0.00 Deflection (in Calc Allow 0.05 -0.87 1.40 0.07 1.42 -0.87 1.40 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.51 0.51 0.51 0.51 Shear Ratio Left Right 0.27 0.27 0.27 0.27 LOAD COMBINATION # 2 : DL+CL+SL PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.20 0.26 0.31 0.01 Left Lap 0.19 0.24 Right Lap -0.24 -0.19 Right Sup -0.01 -0.31 -0.26 -0.20 0.00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 — riUlLltili L ^j. K ; - MidSpan Mom 0.00 -0.80 -0.16 -0.80 0.00 LOG 0.00 8.10 10.67 12.90 0.33 Right Lap 0.39 0.56 Right Sup 0.00 1.23 1.23 0.00 0.00 12/17/2009 RoofDes.out Page 21 STRENGTH/DEFLECTION: DfJdil Id 1 2 3 4 5 Loc RS RL LL LL LS - -iiiecir Calc -0. -0. 0. 0. 0. 01 24 19 24 01 (^ ) Allow 2 2 2 2 2 .44 .44 .44 .44 .44 0. 0. 0. 0. 0. UC 00 10 08 10 00 Loc RS MS LS MS LS -rnjiueiiu. Calc 0. -0. 0. -0. 0. 00 80 61 80 00 V J- J*"- 1 Allow 4 4 4 4 4 .87 .87 .87 .87 .87 0. 0. 0. 0. 0. UC 00 16 13 16 00 nuiii-roiii i Loc UC LS RS LL LS LS 0 0 0 0 0 .00 .02 .02 .02 .00 Jtil- J-tiC L-L Calc 0 0 0 0 0 .00 .00 .00 .00 .00 Uil ^ ±11 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 3 4 0. 0. 10 10 0 0 .10 .10 0 0 .05 .05 0 0 .05 .05 LOAD COMBINATION # 3 : DL+CL+SL+Drift PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.20 0.26 0.31 0.01 -~ Diieci-L v K. ; Left Right Right Lap Lap Sup 0.19 0.24 -0. -0. -0 24 -0 19 -0 -0 0 .01 .31 .26 .20 .00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 rjuiiieiiu \ i. js. ; MidSpan Mom Loc 0. -0. -0. -0. 0. 00 0.00 80 8.10 16 10.67 80 12.90 00 0.33 Right Right Lap Sup 0.39 0.56 0.00 1.23 1.23 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL LL LL LS — -— Q Vi Q 3 voIlGa. J_ Calc -0.01 -0.24 0.19 0.24 0.01 (k )- Allow 2.44 2.44 2.44 2.44 2.44 UC 0.00 0.10 0.08 0.10 0.00 Loc RS MS LS MS LS -Moment Calc 0.00 -0.80 0.61 -0.80 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 UC .00 .16 .13 .16 .00 Mom+Shr Loc UC LS 0.00 RS 0.02 LL 0.02 LS 0.02 LS 0.00 Deflection (in) Calc 0.00 0.00 0.00 0.00 0.00 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 12/17/2009 RoofDes.out Page 22 2 0.10 0.05 3 0.10 0.10 0.05 0.05 4 0.10 0.05 LOAD COMBINATION # 4 : DL+CL+SL+Slide PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.20 0.26 0.31 0.01 Dliedi. Left Lap 0.19 0.24 \K- / - Right Lap -0.24 -0.19 Right _ - - - Sup 0.01 0.31 0.26 0.20 0.00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 — raUllltillL. \j_ jv. ; MidSpan Mom 0.00 -0.80 -0.16 -0.80 0.00 LOG 0.00 8.10 10.67 12.90 0.33 Right Right Lap 0.39 0.56 Sup 0.00 1.23 1.23 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL LL LL LS CJ l"i Q o v I \ronear ( K.\1 Calc Allow -0.01 2 -0.24 2 0.19 2 0.24 2 0.01 2 .44 0. .44 0. .44 0. .44 0. .44 0. UC 00 10 08 10 00 Loc RS MS LS MS LS -Moment Calc 0.00 -0.80 0.61 -0.80 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC Loc .00 LS .16 RS .13 LL .16 LS .00 LS UC 0.00 0.02 0.02 0.02 0.00 Deflection (in) Calc 0.00 0.00 0.00 0.00 0.00 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.10 0.10 0.10 0.10 Shear Ratio Left Right 0.05 0.05 0.05 0.05 LOAD COMBINATION # 5 : DL+CL+0.75LL+0.75WP1 PURLIN ANALYSIS: Span Id Left Sup QlltJd Left Lap L \K. ) Right Lap Right Sup Left Sup Left Lap rauuieiiL (, L-K. } - MidSpan Mom Loc Right Lap Right Sup 0.00 -0.04 0.00 0.00 0.00 0.01 12/17/2009 RoofDes.out Page 23 2 3 4 5 STRENG Span Id 1 2 3 4 5 1.08 1.43 1.72 0.04 TH/DEFLEC o Loc RS RL LL LL LS O 1.03 1.32 TION hear Calc -0 -1 1 1 0 .04 .32 .03 .32 .04 (k -1.32 -1.03 \) Allow 2 2 2 2 2 .44 .44 .44 .44 .44 0 0 0 0 0 -1 -1 -1 0 uc .02 .54 .42 .54 .02 .72 .43 .08 .00 Loc RS MS LS MS LS 0 6 6 0 Mrv1Y1O. .01 .74 .74 .01 ment Calc 0 -4 3 -4 0 .01 .38 .37 .38 .01 (f 3.0< 2.1' -k ) 1 Allow 4 4 4 4 4 .87 .87 .87 .87 .87 0. 0. 0. 0. 0. -4. -0. -4. 0. UC 00 90 69 90 00 38 8.10 87 10.67 38 12.90 00 0.33 Mom+Shr Loc LS RS LL LS LS 0. 0. 0. 0. 0. UC 00 60 57 60 00 2.17 6.74 3.06 6.74 0.01 0.00 Deflection (in Calc 0 _Q 0 -0 0 .06 .99 .08 .99 .06 Allow 2. 2. 2. 10 13 10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.56 3 0.56 0.56 4 0.56 LOAD COMBINATION # PURLIN Span Id 1 2 3 4 5 ANALYSIS: 0 "U ~ Left Sup 0.00 0.49 0.65 0.79 0.02 one Left Lap 0.47 0.60 0. 0.30 0. 0.30 6 : DL+CL+0 ar(k )- Right Lap -0.60 -0.47 30 30 .75SL+0.75WP1 Right -0 -0 -0 -0 0 Sup .02 .79 .65 .49 .00 Left Sup 0.00 0.00 3.07 3.07 0.00 Left Lap 1.39 0.99 KJ\r\LXIO 0 -2 -0 -2 0 ment (f- MidSpan Mom .00 0 .00 8 .40 10 .00 12 .00 0 k )- Loc .00 .10 .67 .90 .33 Right Right Lap Sup 0.00 0.99 3.07 1.39 3.07 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOC RS RL LL LL LS ^ Vi r~~i — i v— onscur Calc -0.02 -0.60 0.47 0.60 0.02 / \r \( K ; Allow 2.44 0 2.44 0 2.44 0 2.44 0 2.44 0 UC .01 .25 .19 .25 .01 Loc RS MS LS MS LS -Moment Calc 0.00 -2.00 1.54 -2.00 0.00 (f-k ) Allow 4.87 4.87 4.87 4.87 4.87 Mom+Shr UC Loc 0.00 0.41 0.32 0.41 0.00 LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .13 .12 .13 .00 Deflection (in) Calc Allow 0.02 -0.33 2.10 0.03 2.13 -0.33 2.10 0.02 12/17/2009 RoofDes.out Page 24 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 0.26 3 0.26 0.26 4 0.26 Shear_Ratio Left Right 0.13 0.13 0.13 0.13 LOAD COMBINATION # 7 : DL+CL+0.75SL+0.75WP1+0.75Drift PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.49 0.65 0.79 0.02 oiiecu- ^ js. j Left Right Right Lap Lap Sup 0.47 0.60 -0 -0.60 -0 -0.47 -0 -0 0 .02 .79 . 65 .49 .00 Left Sup 0.00 0.00 3.07 3.07 0.00 Left Lap 1.39 0.99 — L'JUlUtiii L. \ L — MidSpan Mom 0. _2 -0. -2. 0. 00 0 00 8 40 10 00 12 00 0 JV ) — LOG .00 .10 .67 .90 .33 Right Right Lap Sup 0.99 1.39 0.00 3.07 3.07 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL LL LL LS C V) cs ra Y~Oiled. J_ Calc -0.02 -0.60 0.47 0.60 0.02 \ A. ) Allow UC 2.44 0.01 2.44 0.25 2.44 0.19 2.44 0.25 2.44 0.01 LOG RS MS LS MS LS -Moment Calc 0.00 -2.00 1.54 -2.00 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC .00 .41 .32 .41 .00 LOG LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .13 .12 .13 .00 Deflection (in) Calc 0.02 -0.33 0.03 -0.33 0.02 Allow 2.10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.26 0.26 0.26 0.26 Shear Ratio Left Right 0.13 0.13 0.13 0.13 LOAD COMBINATION #: DL+CL+0.75SL+0.75WPl+0.75Slide PURLIN ANALYSIS: 12/17/2009 RoofDes.out Page 25 Span Id 1 2 3 4 5 Left Sup 0.00 0.49 0.65 0.79 0.02 DJUed-L Left Lap 0.47 0.60 \K- ; Right Lap -0. 60 -0.47 Right Sup -0 -0 -0 -0 0 .02 .79 .65 .49 .00 Left Sup 0.00 0.00 3.07 3.07 0.00 Left Lap 1.39 0.99 L'JUllltiil U \ J-~JS. / — MidSpan Mom Loc 0. -2. -0. _2 0. 00 00 40 00 00 0.00 8.10 10.67 12.90 0.33 Right Right Lap Sup 0.00 0.99 3.07 1.39 3.07 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL LL LL LS QVi d -^ r* f \r— QllGclir ( K \) Calc Allow -0.02 2 -0.60 2 0.47 2 0.60 2 0.02 2 .44 0. .44 0. .44 0. .44 0. .44 0. UC 01 25 19 25 01 Loc RS MS LS MS LS -Moment Calc 0.00 -2.00 1.54 -2.00 0.00 (f-k ) Allow 4.87 4.87 4.87 4.87 4.87 Mom+Shr UC 0.00 0.41 0.32 0.41 0.00 Loc LS RS LL LS LS UC 0.00 0.13 0.12 0.13 0.00 Deflection (in) Calc Allow 0.02 -0.33 2.10 0.03 2.13 -0.33 2.10 0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id Lap Shear (k ) Shear Ratio Left Right Left Right 2 0.26 0.13 3 0.26 0.26 0.13 0.13 4 0.26 0.13 LOAD COMBINATION # 9 : 0.6DL+WS1 PURLIN Span Id 1 2 3 4 5 STRENG Span Id ANALYSIS: Left Left Right Right Sup Lap Lap Sup 0.00 0.02 -0.53 0.59 0.77 -0.63 -0.45 0.45 0.63 -0.77 -0.59 0.53 -0.02 0.00 TH/DEFLECTION: onear ( K. ) Loc Calc Allow UC Loc Left Left Sup Lap 0.00 0.00 -3.01 -1.38 -3.01 -0.96 0.00 Calc Allow MidSpan Mom Loc 0.00 0.00 2.01 8.03 0.36 10.67 2.01 12.97 0.00 0.33 UC Loc UC Right Right Lap Sup 0.00 -0.96 -3.01 -1.38 -3.01 0.00 0.00 Deflection (in Calc Allow RS 0.02 2.44 0.01 RS 0.00 4.87 0.00 LS 0.00 -0.04 12/17/2009 RoofDes.out Page 26 2 RL 0.59 2.44 0.24 MS 3 LL -0.45 2.44 0.19 LS 4 LL -0.59 2.44 0.24 MS 5 LS -0.02 2.44 0.01 LS 2.01 3.41 0.59 -1.50 4.87 0.31 2.01 3.41 0.59 0.00 4.87 0.00 RS 0.12 LL 0.12 LS 0.12 LS 0.00 0.61 2.10 -0.06 2.13 0.61 2.10 -0.04 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id Lap Shear (k ) Shear Left Right Left Ratio "Right 2 0.25 0.13 3 0.25 0.25 0.13 0.13 4 0.25 0.13 LOAD COMBINATION #10 : DL+CL+2 . OAUX1 PURLIN Span Id 1 2 3 4 5 STRENG1] Span Id 1 2 3 4 5 ANALYSIS: O K ^ -, T~ / V N Left Sup Left Right Lap Lap 0.00 0.94 -1.26 1.51 1.14 -0.73 0.39 0.31 0.01 PH/DEFLECTION: OK^ -, V 1 \r \ Loc RS RL LL LL LS Calc Allow -0.04 2.44 0. -1.26 2.44 0. 1.14 2.44 0. 0.31 2.44 0. 0.01 2.44 0. Right Sup -0.04 -1.62 -1.10 -0.12 0.00 UC Loc 02 RS 52 MS 47 LS 13 LL 00 LS Left Left Sup Lap 0.00 0.01 7.14 3.17 2.75 1.70 0.00 Calc Allow 0.01 4.87 0 -3.63 4.87 0 3.57 4.87 0 1.70 4.13 0 0.00 4.87 0 MidSpan Mom Loc 0.00 0.00 -3.63 7.72 -2.17 12.36 -0.32 15.87 0.00 0.33 Mom+Shr UC Loc UC .00 LS 0.00 .74 RS 0.65 .73 LL 0.64 .41 LL 0.14 .00 LS 0.00 Right Lap Right Sup 0.01 2.83 7.14 0.01 2.75 0.00 0.00 Deflection (in) Calc Allow 0.04 -0.68 -0.43 0.31 -0.01 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.60 0.60 0.23 0.23 Shear Ratio Left Right 0.31 0.31 0.12 0.12 12/17/2009 RoofDes.out Page 27 LOAD COMBINATION #11 : DL+CL+2.OAUX2 PURLIN Span Id 1 2 3 4 5 ANALYSIS: O "U ,-v -i -^ / lj- \ Left Sup 0.00 0.12 1.10 1.62 0.04 O 14. C Left Lap 0.73 1.26 cu- v i^ 1 Right Lap -0.31 -1.14 Right -0 -0 -1 -0 0 Sup .01 .39 .51 .94 .00 Left Sup 0.00 0.00 2.75 7.14 0.01 Left Lap 0.01 2.83 — M^TY) O T"l ~t~ (f 1r \Lvl*JIllCll L. ^ j_ JY j — MidSpan Mom 0.00 -0.32 -2.17 -3.63 0.00 LOG 0.00 5.13 8.98 13.28 0.33 Right Right Lap 1.70 3.17 Sup 0.00 2.75 7.14 0.01 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL RL LL LS O ^ f^ — \ Vonear Calc -0.01 -0.31 -1.14 1.26 0.04 \ K. ) Allow 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 00 13 47 52 02 LOG RS RL RS MS LS -Moment Calc 0.00 1.70 3.57 -3.63 0.01 (f-k )~ Allow 4.87 0 4.13 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC LOG .00 LS .41 RL .73 RL .74 LS .00 LS UC 0.00 0.14 0.64 0.65 0.00 Deflection (in) Calc -0.01 0.31 -0.43 -0.68 0.04 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.23 0.23 0.60 0.60 Shear Ratio Left~Right 0.12 0.12 0.31 0.31 LOAD COMBINATION #12 : DL+CL+2.OAUX3 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 1.11 0.26 1.45 0.04 onea Left Lap 0.19 1.09 r IK ; — Right Lap -1.09 -0.19 Right Sup -0.04 -1.45 -0.26 -1.11 0.00 Left Sup 0.00 0.01 3.63 3.63 0.01 Left Lap 2.96 -0.18 — ruuuicii L \i- ^ / MidSpan Mom 0.00 -5.03 2.25 -5.03 0.00 LOG 0.00 9.09 10.67 11.91 0.33 Right Lap -0.18 2.96 Right Sup 0.01 3.63 3.63 0.01 0.00 12/17/2009 RoofDes.out Page 28 STRENGTH/DEFLECTION: Opctll Id 1 2 3 4 5 LOG RS LS LL RS LS Oiiedl. Calc -0 1 0 -1 0 .04 .11 .19 .11 .04 \FL ) Allow 2 2 2 2 2 .44 .44 .44 .44 .44 0 0 0 0 0 UC .02 .46 .08 .46 .02 LOG RS MS LL MS LS LMVJULdl U Calc 0. O . 2. -5. 0. 01 03 96 03 01 V -L-JX ; - Allow 4. 4. 3. 4. 4. 87 87 41 87 87 0 1 0 1 0 UC .00 .03 .87 .03 .00 riwiuT OJ.1.L LOG UC LS RS LL LS LS 0 0 0 0 0 .00 .23 .38 .23 .00 UC-L -LC^LJLUli \ J-ii Calc Allow 0 _ 1 1 -1 0 .07 .39 .01 .39 .07 1 1 1 .40 .42 .40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id Lap Shear (k ) Shear Left Right Left" Ratio "Right 2 0.30 0.16 3 0.30 0.30 0.16 0.16 4 0.30 0.16 LOAD COMBINATION #13 : DL+CL+2 . OAUX4 PURLIN Span Id 1 2 3 4 5 STRENG1 Span Id 1 2 3 4 5 ANALYSIS: OV-.^-l-t-/l^-\ Left Sup Left Right Lap Lap 0.00 0.08 -0.36 1.30 0.94 -0.94 0.43 0.36 0.01 ?H/DEFLECTION: ov-,^-^-*~/v \ LOG RS RL LL LL LS oiieci-L. v JS. ; Calc Allow -0.01 2.44 0. -0.36 2.44 0. 0.94 2.44 0. 0.36 2.44 0. 0.01 2.44 0. Right Sup -0.01 -0.43 -1.30 -0.08 0.00 UC LOG 00 RS 15 RL 38 MS 15 LL 00 LS Left Left Sup Lap 0.00 0.00 3.74 0.38 3.74 2.55 0.00 Calc Allow 0 2 -3 2 0 .00 4.87 0 .55 3.41 0 .20 4.87 0 .55 3.41 0 .00 4.87 0 U\r\ 0 -0 -3 -0 0 UC .00 .75 .66 .75 .00 ment (f- MidSpan Mom k \} LOG .00 0.00 .12 3.18 .20 10.67 .12 17.82 .00 0.33 Mom+Shr LOG UC LS RL RS LL LS 0 0 0 0 0 .00 .30 .22 .30 .00 Right Lap Right Sup 0.00 2.55 3.74 0.38 3.74 0.00 0.00 Deflection (in) Calc Allow -0.02 0.51 -0.94 0.51 -0.02 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right Shear_Ratio Left Right 12/17/2009 RoofDes.out Page 29 2 3 4 0 0 .31 .31 0. 0. 31 31 0. 0. 16 16 0 0 .1 .1 6 6 09-5243R1 Purlin Layout Report(Surface= 3)12/11/09 10:25am SURFACE LAYOUT: Surface No. Peak Id Length Row Space 40.139 PURLIN LOCATION: 8 1.000 Purlin Id 1 2 3 4 5 6 7 8 Surf Offset 1. 5. 10. 15. 20. 25. 30. 35. 40. 056 941 826 712 597 482 368 253 139 Space 1 4 4 4 4 4 4 4 4 .056 .885 .885 .885 .885 .885 .885 .885 .885 Load Width 3. 4. 4. 4. 4. 4. 4. 4. 498 885 885 885 885 885 885 885 Dead Edge Load Wind 0. 0. 0. 0. 0. 0. 0. 0. 95 68 68 68 68 68 68 68 Y Show Report Y Y Average= 0.71 PURLIN LAYOUT: Bay Span Purlin Id Id Part 1 2 3 1 2 3 4 5 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 Span Lap (ft)-- (ft) Left Right ! 0.33 21.00 3.00 21.33 3.00 3.00 21.00 3.00 0.33 No. Brace 0 0 0 0 0 Unit Weight 0.9 67.2 76.5 67.2 0.9 Total Weight 7.5 537.6 612.3 537.6 7.5 Total(lb)=212.8 1702.4 SPECIAL LOADS: Load_Location Start End Load Type 35.139 40.139 Edge Zone Wind 09-5243R1 Purlin Report(Surface= 3, Id= 2]12/11/09 10:25am 12/17/2009 RoofDes.out Page 30 ROOF PURLIN Surface Id Purlin Id Offset = 3 = 2 = 5.94 PURLIN LAYOUT: (Purlin Id= 2) Bay Span Purlin Id Id Part I 2 3 1 8X25Z16 2 8X25Z16 3 8X25Z16 4 8X25Z16 5 8X25Z16 Span (ft) 0 21 21 21 0 .33 .00 .33 .00 .33 Lap (ft) — Load No. Left Right Width Brace 4 3.00 4 3.00 3.00 4 3.00 4 4 .89 .89 .89 .89 .89 0 0 0 0 0 LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.98 1.29 1.57 0.04 DllfcJd Left Lap 0.93 1.20 J- \K- 1 Right Lap -1.20 -0.93 Right Sup -0.04 -1.57 -1.29 -0.98 0.00 Left Sup 0.00 0.01 6.11 6.11 0.01 Left Lap 2.78 1.96 — LMUilLtill L.v ->- K- ; MidSpan Mom 0.00 -3.98 -0.79 -3.98 0.00 LOG 0.00 8.10 10.67 12.90 0.33 Right Lap 1.96 2.78 Right Sup 0.01 6.11 6.11 0.01 0.00 STRENGTH/DEFLECTION: OJJctll Id 1 2 3 4 5 LOG RS RL LL LL LS Ollcdi. Calc -0 -1 0 1 0 .04 .20 .93 .20 .04 VK- 1 Allow 2 2 2 2 2 .44 .44 .44 .44 .44 0 0 0 0 0 UC .02 .49 .38 .49 .02 LOG RS MS LS MS LS — riuiiitiii u Calc 0 -3 3 -3 0 .01 .98 .06 .98 .01 \ J.-JS. / - Allow 4 4 4 4 4 .87 .87 .87 .87 .87 0 0 0 0 0 UC .00 .82 .63 .82 .00 I'JUlllTCIliJ. LOG UC LS RS LL LS LS 0 0 0 0 0 .00 .50 .47 .50 .00 Uti J- J.ttl^L._LUil \ ±iil Calc Allow 0. -0. 0. -0. 0. 05 87 07 87 05 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 3 0.51 0.51 0.51 Shear_Ratio Left Right 0.27 0.27 0.27 12/17/2009 RoofDes.out Page 31 0.51 0.27 LOAD COMBINATION # 2 : DL+CL+SL PURLIN Span Id 1 2 3 4 5 ANALYSIS: Left Sup 0.00 0.20 0.26 0.31 0.01 onea Left Lap 0.19 0.24 •J- ^ K ) Right Lap -0.24 -0.19 Right -0 -0 -0 -0 0 Sup .01 .31 .26 .20 .00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 Mr-\ 0 -0 -0 -0 0 ment (f- MidSpan Mom .00 0 .80 8 .16 10 .80 12 .00 0 k )- LOG .00 .10 .67 .90 .33 Right Right Lap Sup 0.00 0.39 1.23 0.56 1.23 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL LL LL LS Jv ) Calc Allow -0.01 -0.24 0.19 0.24 0.01 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 00 10 08 10 00 LOG RS MS LS MS LS -Moment Calc 0.00 -0.80 0.61 -0.80 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 UC .00 .16 .13 .16 .00 Mom+Shr LOG LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .02 .02 .02 .00 Deflection (in Calc Allow 0.00 0.00 1.40 0.00 1.42 0.00 1.40 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.10 0.10 0.10 0.10 Shear Ratio Left Right 0.05 0.05 0.05 0.05 LOAD COMBINATION # 3 : DL+CL+SL+Drift PURLIN ANALYSIS: Span Id 1 2 3 4 Left Sup 0.00 0.20 0.26 0.31 snea Left Lap 0.19 0.24 r IK ) Right Lap -0.24 -0.19 Right Sup -0.01 -0.31 -0.26 -0.20 Left Sup 0.00 0.00 1.23 1.23 Left Lap 0.56 0.39 rauuLtiiiL. \ -L K. ; MidSpan Mom 0.00 -0.80 -0.16 -0.80 LOG 0.00 8.10 10.67 12.90 Right Lap 0.39 0.56 Right Sup 0.00 1.23 1.23 0.00 12/17/2009 RoofDes.out Page 32 0.01 STRENGTH/DEFLECTION: 0.00 0.00 0.00 0.33 0.00 DjJcUl Id 1 2 3 4 5 LOG RS RL LL LL LS OiltSdi Calc -0 -0 0 0 0 .01 .24 .19 .24 .01 \r- 1 Allow 2. 2. 2. 2. 2. 44 44 44 44 44 UC 0.00 0.10 0.08 0.10 0.00 LOG RS MS LS MS LS " J/JUllltJU l_ Calc 0 -0 0 -0 0 .00 .80 .61 .80 .00 Allow 4. 4. 4. 4. 4. 87 0 87 0 87 0 87 0 87 0 UC .00 .16 .13 .16 .00 I'iUllI LOG LS RS LL LS LS .TOU.L ue -L-LecuiUU ^ _LII UC Calc Allow 0. 0. 0. 0. 0. 00 02 02 02 00 0 0 0 0 0 .00 .00 .00 .00 .00 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right Shear_Ratio Left Right 2 0.10 3 0.10 0.10 4 0.10 LOAD COMBINATION # PURLIN Span Id 1 2 3 4 5 0.05 0.05 0.05 0.05 4 : DL+CL+SL+Slide ANALYSIS: OV,^-,-^M^ \ Left Sup 0.00 0.20 0.26 0.31 0.01 one Left Lap 0.19 0.24 CI-L \ JSL ; Right Lap -0.24 -0.19 Right -0 -0 -0 -0 0 Sup .01 .31 .26 .20 .00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 Mr\LX1O 0 -0 -0 -0 0 ment (f- MidSpan Mom .00 0 .80 8 .16 10 .80 12 .00 0 k )- LOG .00 .10 .67 .90 .33 Right Right Lap Sup 0.00 0.39 1.23 0.56 1.23 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL LL LL LS O V^ ^ — i y*— onea L Calc -0.01 -0.24 0.19 0.24 0.01 1 V \( K- 1 Allow 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 00 10 08 10 00 Loc RS MS LS MS LS -Moment Calc 0.00 -0.80 0.61 -0.80 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC .00 .16 .13 .16 .00 LOG LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .02 .02 .02 .00 Deflection (in) Calc Allow 0.00 0.00 1.40 0.00 1.42 0.00 1.40 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) 12/17/2009 RoofDes.out Page 33 Span Id 2 3 4 Lap Shear (k ) Left Right 0.10 0.10 0,10 0.10 Shear Ratio Left~Right 0.05 0.05 0.05 0.05 LOAD COMBINATION # 5 : DL+CL+0.75LL+0.75WP1 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 1.08 1.43 1.72 0.04 one Left Lap 1.03 1.32 d-L \K. 1 Right Lap -1.32 -1.03 Right Sup -0 -1 -1 -1 0 .04 .72 .43 .08 .00 Left Sup 0.00 0.01 6.74 6.74 0.01 Left Lap 3.06 2.17 I'lumen L. \ j_ ft. ; MidSpan Mom Loc 0. -4. -0. -4. 0. 00 0.00 38 8.10 87 10.67 38 12.90 00 0.33 Right Right Lap Sup 2.17 3.06 0.01 6.74 6.74 0.01 0.00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 Loc RS RL LL LL LS OliS a. L Calc -0.04 -1.32 1.03 1.32 0.04 \ K. ) Allow 2.44 0 2.44 0 2.44 0 2.44 0 2.44 0 UC .02 .54 .42 .54 .02 Loc RS MS LS MS LS -Moment Calc 0.01 -4.38 3.37 -4.38 0.01 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 UC .00 .90 .69 .90 .00 Mom+Shr Loc UC LS 0.00 RS 0.60 LL 0.57 LS 0.60 LS 0.00 Deflection (in) Calc 0.06 -0.99 0.08 -0.99 0.06 Allow 2.10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0,56 0.56 0,56 0.56 Shear Ratio Left Right 0.30 0.30 0.30 0.30 LOAD COMBINATION # 6 : DL+CL+0.75SL+0.75WP1 PURLIN ANALYSIS: Span Left —Shear (k ) — Left Right Right Left Left -Moment(f-k MidSpan Right Right 12/17/2009 RoofDes.out Page 34 Id Sup Lap Lap Sup Sup Lap Mom LOG Lap Sup 1 2 3 4 5 0.00 0.49 0.65 0.79 0.02 0.47 0.60 -0.60 -0.47 -0 -0 -0 -0 0 .02 .79 .65 .49 .00 0.00 0.00 3.07 3.07 0.00 1.39 0.99 0 -2 -0 -2 0 .00 0 .00 8 .40 10 .00 12 .00 0 .00 .10 . 67 .90 .33 0.00 0.99 3.07 1.39 3.07 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL LL LL LS Q Vs f^ -^ y*onear Calc -0.02 -0.60 0.47 0.60 0.02 1 1- ^(K ) Allow 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 01 25 19 25 01 Loc RS MS LS MS LS -Moment Calc 0.00 -2.00 1.54 -2.00 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC .00 .41 .32 .41 .00 Loc LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .13 .12 .13 .00 Deflection (in) Calc Allow 0.02 -0.33 2.10 0.03 2.13 -0.33 2.10 0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.26 0.26 0.26 0.26 Shear Ratio Left Right 0.13 0.13 0.13 0.13 LOAD COMBINATION # 7 : DL+CL+0.75SL+0.75WP1+0.75Drift PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.49 0.65 0.79 0.02 OlitidJ- ^ K. ) — Left Right Right Lap Lap 0.47 0.60 -0.60 -0.47 -0 -0 -0 -0 0 Sup .02 .79 .65 .49 .00 Left Sup 0.00 0.00 3.07 3.07 0.00 Left Lap 1.39 0.99 — pJumtJUL (, a.— MidSpan Mom 0 -2 -0 -2 0 .00 0 .00 8 .40 10 .00 12 .00 0 K. 1 ~ Loc .00 .10 .67 .90 .33 Right Right Lap Sup 0.00 0.99 3.07 1.39 3.07 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 Loc RS RL LL LL Q Vi d ^ vonear Calc -0.02 -0.60 0.47 0.60 I \r \( K- ; Allow 2.44 0 2.44 0 2.44 0 2.44 0 UC .01 .25 .19 .25 Loc RS MS LS MS -Moment Calc 0.00 -2.00 1.54 -2.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC .00 .41 .32 .41 Loc LS 0 RS 0 LL 0 LS 0 UC .00 .13 .12 .13 Deflection (in) Calc Allow 0.02 -0.33 2.10 0.03 2.13 -0.33 2.10 12/17/2009 RoofDes.out Page 35 LS 0.02 2.44 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 Shear_Ratio Left Right 2 0.26 0. 3 0.26 0.26 0.13 0. 4 0.26 0.13 LOAD COMBINATION # 8 : DL+CL+0 PURLIN Span Id 1 2 3 4 5 STRENGI Span Id 1 2 3 4 5 13 13 .75SL+0.75WPl+0.75Slide ANALYSIS: O K ^ -,-*-/ 1j- \ Left Sup Left Right Lap Lap 0.00 0.49 -0.60 0.65 0.47 -0.47 0.79 0.60 0.02 PH/DEFLECTION: Loc RS RL LL LL LS oueai. (, js. ; Calc Allow -0.02 2.44 0 -0.60 2.44 0 0.47 2.44 0 0.60 2.44 0 0.02 2.44 0 Right Sup -0 -0 -0 -0 0 UC .01 .25 .19 .25 .01 .02 .79 .65 .49 .00 Loc RS MS LS MS LS Left Left Sup Lap 0.00 0.00 3.07 1.39 3.07 0.99 0.00 Calc Allow 0.00 4.87 -2.00 4.87 1.54 4.87 -2.00 4.87 0.00 4.87 Mn 0 -2 -0 -2 0 UC 0.00 0.41 0.32 0.41 0.00 ment (f- MidSpan Mom v \K / Loc .00 0.00 .00 8.10 .40 10.67 .00 12.90 .00 0.33 Mom+Shr Loc UC LS RS LL LS LS 0 0 0 0 0 .00 .13 .12 .13 .00 Right Lap Right Sup 0.00 0.99 3.07 1.39 3.07 0.00 0.00 Deflection (in) Calc Allow 0.02 -0.33 0.03 -0.33 0.02 2.10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.26 0.26 0.26 0.26 Shear Ratio Left Right 0.13 0.13 0.13 0.13 LOAD COMBINATION # 9 : 0.6DL+WS1 12/17/2009 RoofDes.out Page 36 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 -0.53 -0.63 -0.77 -0.02 sue Left Lap -0.45 -0.59 d-L ( K I ~- Right Lap 0.59 0.45 Right Sup 0.02 0.77 0. 63 0.53 0.00 Left Sup 0.00 0.00 -3.01 -3.01 0.00 Left Lap -1.38 -0.96 — I'JUllltJIl L (, J--K ; — MidSpan Mom Loc 0. 2. 0. 2. 0. 00 01 36 01 00 0.00 8.03 10.67 12.97 0.33 Right Lap -0.96 -1.38 Right Sup 0.00 -3.01 -3.01 0.00 0.00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 Loc RS RL LL LL LS C1 V^ f^ ^ V— onear / lr \ ( K ) Calc Allow 0.02 0.59 -0.45 -0.59 -0.02 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC Loc 01 RS 24 MS 19 LS 24 MS 01 LS -Moment Calc 0.00 2.01 -1.50 2.01 0.00 (f-k )- Allow 4.87 0 3.41 0 4.87 0 3.41 0 4.87 0 Mom+Shr UC .00 .59 .31 .59 .00 Loc LS RS LL LS LS UC 0.00 0.12 0.12 0.12 0.00 Deflection (in) Calc -0.04 0.61 -0.06 0.61 -0.04 Allow 2.10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 LOAD Lap Shear (k ) Left Right 0. 0.25 0. 0.25 COMBINATION 25 25 #10 Shear Left 0.13 0.13 Ratio Right 0.13 0.13 : DL+CL+2.0AUX1 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Shear Left Left Sup 0.00 0.94 1.51 1 0.39 0 0.01 Lap .14 .31 (k )- Right Lap -1.26 -0.73 Right Left Sup Sup -0.04 0.00 -1.62 0.01 -1.10 7.14 -0.12 2.75 0.00 0.00 Moment ( f k ) Left MidSpan Lap Mom Loc 0.00 0.00 -3.63 7.72 3.17 -2.17 12.36 1.70 -0.32 15.87 0.00 0.33 Right Right Lap Sup 0.01 2.83 7.14 0.01 2.75 0.00 0.00 STRENGTH/DEFLECTION: Span Shear (k )-Moment(f-k ) Mom+Shr Deflection(in) 12/17/2009 RoofDes.out Page 37 Id LOG Calc Allow UC LOG Calc Allow UC LOG UC Calc Allow 1 2 3 4 5 RS RL LL LL LS -0.04 -1.26 1.14 0.31 0.01 2.44 2.44 2.44 2.44 2.44 0.02 0.52 0.47 0.13 0.00 RS MS LS LL LS 0.01 -3.63 3.57 1.70 0.00 4.87 0.00 4.87 0.74 4.87 0.73 4.13 0.41 4.87 0.00 LS RS LL LL LS 0.00 0.65 0.64 0.14 0.00 0.04 -0.68 -0.43 0.31 -0.01 1. 40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.60 0. 3 0.60 0.23 0.31 0. 4 0.23 0.12 LOAD COMBINATION #11 : DL+CL+2 PURLIN Span Id 1 2 3 4 5 ANALYS I S : OU x-v Left Sup 0.00 0.12 1.10 1.62 0.04 one Left Lap 0.73 1.26 -, ~ t \r \ar ( K ) Right Lap -0.31 -1.14 31 12 . OAUX2 Right -0 -0 — 1 -0 0 Sup .01 .39 .51 .94 .00 Left Sup 0.00 0.00 2.75 7.14 0.01 Left Lap 0.01 2.83 -Moment ( f- 0 -0 _2 -3 0 MidSpan Mom .00 0 .32 5 .17 8 .63 13 .00 0 k )- Loc .00 .13 .98 .28 .33 Right Right Lap Sup 0.00 1.70 2.75 3.17 7.14 0.01 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL RL LL LS C* V, |"! — ) y— onGci-C Calc -0.01 -0.31 -1.14 1.26 0.04 \ •"*• / Allow 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 00 13 47 52 02 Loc RS RL RS MS LS -Moment Calc 0.00 1.70 3.57 -3.63 0.01 (f-k )- Allow 4.87 0 4.13 0 4.87 0 4.87 0 4.87 0 UC .00 .41 .73 .74 .00 Mom+Shr Loc LS 0 RL 0 RL 0 LS 0 LS 0 UC .00 .14 .64 .65 .00 Deflection (in) Calc Allow -0.01 0.31 1.40 -0.43 1.42 -0.68 1.40 0.04 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 3 0.23 0.23 0.60 Shear_Ratio Left Right 0.12 0.12 0.31 12/17/2009 RoofDes.out Page 38 0.60 0.31 LOAD COMBINATION #12 : DL+CL+2.OAUX3 PURLIN Span Id 1 2 3 4 5 ANALYSIS: OK^-,-^/1,- \ Left Sup 0.00 1.11 0.26 1.45 0.04 oiica Left Lap 0.19 1.09 LJ- (. Jv ; Right Lap -1.09 -0.19 Right -0 -1 -0 -1 0 Sup .04 .45 .26 .11 .00 Left Sup 0.00 0.01 3.63 3.63 0.01 Left Lap 2.96 -0.18 Mrs1Y1O 0 -5 2 3 0 ment (f- MidSpan Mom .00 0 .03 9 .25 10 .03 11 .00 0 k ) Loc .00 .09 .67 .91 .33 Right Right Lap Sup 0.01 -0.18 3.63 2.96 3.63 0.01 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS LS LL RS LS Q Vi o rD Y~ /o ii e d. j_ (K- 1 Calc Allow -0.04 1.11 0.19 -1.11 0.04 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 02 46 08 46 02 Loc RS MS LL MS LS -Moment Calc 0.01 -5.03 2.96 -5.03 0.01 (f-k )- Allow 4.87 0 4.87 1 3.41 0 4.87 1 4.87 0 Mom+Shr UC .00 .03 .87 .03 .00 Loc LS 0 RS 0 LL 0 LS 0 LS 0 UC .00 .23 .38 .23 .00 Deflection (in) Calc Allow 0.07 -1.39 1.40 1.01 1.42 -1.39 1.40 0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0.30 0.30 0.30 0.30 Shear Ratio Left Right 0.16 0.16 0.16 0.16 LOAD COMBINATION #13 : DL+CL+2.OAUX4 PURLIN ANALYSIS: oiicct J_ \ r^ ) Span Id 1 2 3 4 Left Sup 0.00 0.08 1.30 0.43 Left Lap 0.94 0.36 Right Lap -0.36 -0.94 Right Sup -0.01 -0.43 -1.30 -0.08 Left Sup 0.00 0.00 3.74 3.74 Left Lap 0.38 2.55 rjuiueii L I-L K. ; MidSpan Mom 0.00 -0.12 -3.20 -0.12 Loc 0.00 3.18 10.67 17.82 Right Lap 2.55 0.38 Right Sup 0.00 3.74 3.74 0.00 12/17/2009 RoofDes.out Page 39 0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: oj_ian Id 1 2 3 4 5 Loc RS RL RL LL LS oiiedi. Calc -0 -0 -0 0 0 .01 .36 .94 .36 .01 VK. i Allow 2. 2. 2. 2. 2. 44 44 44 44 44 0. 0. 0. 0. 0. UC 00 15 38 15 00 Loc RS RL MS LL LS i-juuieii u Calc 0 2 -3 2 0 .00 .55 .20 .55 .00 \ i. JS. I Allow 4 3 4 3 4 .87 .41 .87 .41 .87 0 0 0 0 0 UC .00 .75 .66 .75 .00 LMWJ.UT i_)ii _L LOG UC LS RL RS LL LS 0 0 0 0 0 .00 .30 .22 .30 .00 U<^ JL _LC \^ L, -L Wll V-1-11 Calc Allow . -o 0 -0 0 -0 .02 .51 .94 .51 .02 1. 1. 1. 40 42 40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k Left Right 0 0 .31 .31 0.31 0.31 Shear_Ratio Left Right 0.16 0.16 0.16 0.16 09-5243R1 Purlin Report (Surface= 3, Id=12/11/09 10:25am ROOF PURLIN Surface Id Purlin Id Offset Edge Strip = 3 = 8 = 35.25 = 5.00 PURLIN LAYOUT: (Purlin Id= 8] Bay Span Purlin Id Id Part 1 2 3 1 2 0_) 4 5 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 Span (ft) 0.33 21.00 21.33 21.00 0.33 Lap (ft) — Load Left Right Width I 4.89 3.00 4.89 3.00 3.00 4.89 3.00 4.89 4.89 No. Srace 0 0 0 0 0 LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: -Shear(k -Moment(f-k 12/17/2009 RoofDes.out Page 40 Span Id 1 2 3 4 5 Left Sup 0.00 0.98 1.29 1.57 0.04 Left Lap 0.93 1.20 Right Lap -1.20 -0.93 Right — - - - Sup 0.04 1.57 1.29 0.98 0.00 Left Sup 0.00 0.01 6.11 6.11 0.01 Left Lap 2.78 1.96 MidSpan 0 -3 -0 -3 0 Mom .00 .98 .79 .98 .00 Loc 0.00 8.10 10.67 12.90 0.33 Right Right Lap Sup 0.01 1.96 6.11 2.78 6.11 0.01 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL LL LL LS O V% I-* ~. V ,— onea L i/ v \(K- ) Calc Allow -0.04 -1.20 0.93 1.20 0.04 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC 02 49 38 49 02 Loc RS MS LS MS LS -Moment Calc 0.01 -3.98 3.06 -3.98 0.01 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 Mom+Shr UC .00 .82 .63 .82 .00 Loc LS RS LL LS LS UC 0.00 0.50 0.47 0.50 0.00 Deflection (in Calc Allow 0.05 -0.87 1.40 0.07 1.42 -0.87 1.40 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right Shear_Ratio Left Right 2 0.51 0.27 3 0.51 0.51 0.27 0.27 4 0.51 0.27 LOAD COMBINATION # 2 : DL+CL+SL PURLIN Span Id 1 2 3 4 5 STRENG1; Span Id 1 2 3 ANALYSIS: C V. /^ -, -^ M>- \ Left Sup Left Right Lap Lap 0.00 0.20 -0.24 0.26 0.19 -0.19 0.31 0.24 0.01 [H/DEFLECTION: OU^->-v-/l^ \ Loc RS RL LL O11CC1.L 1, A. 1 Calc Allow -0.01 2.44 0 -0.24 2.44 0 0.19 2.44 0 Right Sup -0.01 -0.31 -0.26 -0.20 0.00 UC Loc .00 RS .10 MS .08 LS Left Left Sup Lap 0.00 0.00 1.23 0.56 1.23 0.39 0.00 Moment ( f k ) Calc Allow 0.00 4.87 0 -0.80 4.87 0 0.61 4.87 0 Moment ( f k ) MidSpan Mom Loc 0.00 0.00 -0.80 8.10 -0.16 10.67 -0.80 12.90 0.00 0.33 Mom+Shr UC Loc UC .00 LS 0.00 .16 RS 0.02 .13 LL 0.02 Right Right Lap Sup 0.00 0.39 1.23 0.56 1.23 0.00 0.00 Deflection (in) Calc Allow 0.00 0.00 1.40 0.00 1.42 12/17/2009 RoofDes.out Page 41 LL 0.24 2.44 0.10 MS LS 0.01 2.44 0.00 LS -0.80 4.87 0.16 LS 0.02 0.00 0.00 4.87 0.00 LS 0.00 0.00 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 0.10 3 0.10 0.10 4 0.10 Shear_Ratio Left Right 0.05 0.05 0.05 0.05 LOAD COMBINATION # 3 : DL+CL+SL+Drift PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.20 0.26 0.31 0.01 one Left Lap 0.19 0.24 d-L \ K. 1 Right Right Lap Sup -0. -0. -0 24 -0 19 -0 -0 0 .01 .31 .26 .20 .00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 MidSpan Mom Loc 0. -0. -0. -0. 0. 00 0.00 80 8.10 16 10.67 80 12.90 00 0.33 Right Right Lap Sup 0.39 0.56 0.00 1.23 1.23 0.00 0.00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 Loc RS RL LL LL LS O liS a. JT Calc -0.01 -0.24 0.19 0.24 0.01 (k )- Allow 2.44 2.44 2.44 2.44 2.44 UC 0.00 0.10 0.08 0.10 0.00 Loc RS MS LS MS LS -Moment Calc 0.00 -0.80 0.61 -0.80 0.00 (f-k )- Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 UC .00 .16 .13 .16 .00 Mom+Shr Loc UC LS 0.00 RS 0.02 LL 0.02 LS 0.02 LS 0.00 Deflection (in) Calc 0.00 0.00 0.00 0.00 0.00 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 0.10 3 0.10 0.10 4 0.10 Shear_Ratio Left Right 0.05 0.05 0.05 0.05 LOAD COMBINATION # 4 : DL+CL+SL+Slide 12/17/2009 RoofDes.out Page 42 PURLIN ANALYSIS: Span Id 1 2 3 4 5 Left Sup 0.00 0.20 0.26 0.31 0.01 Dlitict-L ( K. 1 Left Right Right Lap Lap Sup 0.19 0.24 -0. -0. -0 24 -0 19 -0 -0 0 .01 .31 .26 .20 .00 Left Sup 0.00 0.00 1.23 1.23 0.00 Left Lap 0.56 0.39 i'lvmai L. ( -L K. ; MidSpan Mom LOG 0. -0. -0. -0. 0. 00 0.00 80 8.10 16 10.67 80 12.90 00 0.33 Right Right Lap Sup 0.39 0.56 0.00 1.23 1.23 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 LOG RS RL LL LL LS '-"' Vi a r3 v*— on.Gd.-L? Calc -0.01 -0.24 0.19 0.24 0.01 (k ) Allow 2.44 2.44 2.44 2.44 2.44 UC 0.00 0.10 0.08 0.10 0.00 LOG RS MS LS MS LS -Moment Calc 0.00 -0.80 0.61 -0.80 0.00 I f V \(L K ) - Allow 4.87 0 4.87 0 4.87 0 4.87 0 4.87 0 UC .00 .16 .13 .16 .00 Mom+Shr LOG UC LS 0.00 RS 0.02 LL 0.02 LS 0.02 LS 0.00 Deflection (in) Calc 0.00 0.00 0.00 0.00 0.00 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Id 2 3 4 Lap Shear (k ) Left Right 0. 0.10 0. 0.10 LOAD COMBINATION PURLIN Span Id 1 2 3 4 5 ANALYSIS: 10 10 t 5 Shear Left Left Sup 0.00 1.08 1.43 1 1.72 1 0.04 Lap .03 .32 Shear Left" 0.05 0.05 Ratio Right 0.05 0.05 : DL+CL+0.75LL+0 i v ^( K- 1 Right Lap -1.32 -1.03 Right Sup -0.04 -1.72 -1.43 -1.08 0.00 .75WP1 Left Left Sup Lap 0.00 0.01 6.74 3.06 6.74 2.17 0.01 Moment ( f k ) MidSpan Right Mom LOG Lap 0.00 0.00 -4.38 8.10 2.17 -0.87 10.67 3.06 -4.38 12.90 0.00 0.33 Right Sup 0.01 6.74 6.74 0.01 0.00 STRENGTH/DEFLECTION: 12/17/2009 RoofDes.out Page 45 4 5 STRENG Span Id 1 2 3 4 5 0.79 0.60 0.02 TH/DEFLECTION: Ol-^^v/l,. \ Loc RS RL LL LL LS oneaj Calc -0.02 -0.60 0.47 0.60 0.02 - \ JV I Allow 2.44 2.44 2.44 2.44 2.44 -0 0 UC 0.01 0.25 0.19 0.25 0.01 .49 .00 Loc RS MS LS MS LS 3.07 0.9? 0.00 -Moment (f-k ) Calc 0.00 -2.00 1.54 -2.00 0.00 Allow 4.87 4.87 4.87 4.87 4.87 ) 0 0 0 0 0 -2. 0. UC .00 .41 .32 .41 .00 00 12.90 00 0.33 Mom+Shr Loc LS RS LL LS LS 0 0 0 0 0 UC .00 .13 . 12 .13 .00 0.00 0.00 Deflection (in) Calc 0.02 -0.33 0.03 -0.33 0.02 Allow 2.10 2.13 2.10 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right Shear_Ratio Left~Right 2 0.26 3 0.26 0.26 4 0.26 LOAD COMBINATION # PURLIN Span Id 1 2 3 4 5 0. 0. 9 : 0 0.13 13 0.13 13 .6DL+WS1 ANALYSIS: 0 U ,-, -. ~, / 1 ,- \ Left Sup 0.00 -0.55 -0.70 -0.85 -0.02 one Left Lap -0.50 -0.65 dJ. \ JS. I Right Lap 0. 0. 65 50 Right Sup 0.02 0.85 0.70 0.55 0.00 Left Sup 0.00 0.00 -3.30 -3.30 0.00 Left Lap -1.51 -1.06 Moment ( MidSp Mom 0. 2. 0. 2. 0. 00 17 41 17 00 f-k )- an Loc 0.00 8.06 10.67 12.94 0.33 Right Right Lap Sup 0.00 -1.06 -3.30 -1.51 -3.30 0.00 0.00 STRENGTH/DEFLECTION : Span Id 1 2 3 4 5 Loc RS RL LL LL LS o ilG a. J_ Calc 0.02 0.65 -0.50 -0.65 -0.02 (k ) Allow 2.44 2.44 2.44 2.44 2.44 0 0 0 0 0 UC Loc .01 RS .27 MS .21 LS .27 MS .01 LS -Moment Calc 0.00 2.17 -1.65 2.17 0.00 :(f-k ) — Allow 4.87 0. 3.41 0. 4.87 0. 3.41 0. 4.87 0. — Mom+Shr UC 00 64 34 64 00 Loc LS RS LL LS LS UC 0.00 0.14 0.14 0.14 0.00 Deflection (in) Calc Allow -0.04 0.65 2.10 -0.06 2.13 0.65 2.10 -0.04 LAP BOLT SHEAR/BEARING: 12/17/2009 RoofDes.out Page 46 Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right Shear_Ratio Left Right 2 0.28 0.14 3 0.28 0.28 0.14 0.14 4 0.28 0.14 LOAD COMBINATION #10 : DL+CL+2 . OAUX1 PURLIN ANALYSIS: O V-, rt -i v / Ij- \ l\/T/-\n-i r-M-* +- 1 •£• Span Id 1 2 3 4 5 Left Sup 0.00 0.94 1.51 0.39 0.01 oiica Left Lap 1.14 0.31 ..L \ A. ; Right Lap -1.26 -0.73 Right Sup -0.04 -1.62 -1.10 -0.12 0.00 Left Sup 0.00 0.01 7.14 2.75 0.00 Left Lap 3.17 1.70 flWlLLCli L- ^ -L MidSpan 0 -3 -2 -0 0 Mom .00 0 .63 7 .17 12 .32 15 .00 0 v \K- ) Loc .00 .72 .36 .87 .33 Right Lap 2.83 0.01 Right Sup 0.01 7.14 2.75 0.00 0.00 STRENGTH/DEFLECTION: Span Id 1 2 3 4 5 Loc RS RL LL LL LS Q Vi o a r* toiled.!? \•"»• / Calc Allow -0.04 -1.26 1.14 0.31 0.01 2.44 0. 2.44 0. 2.44 0. 2.44 0. 2.44 0. UC Loc 02 RS 52 MS 47 LS 13 LL 00 LS -Moment Calc 0.01 -3.63 3.57 1.70 0.00 (f-k ) — Allow 4.87 0. 4.87 0. 4.87 0. 4.13 0. 4.87 0. Mom+Shr UC 00 74 73 41 00 Loc LS 0 RS 0 LL 0 LL 0 LS 0 UC .00 .65 .64 .14 .00 Deflection (in) Calc 0.04 -0.68 -0.43 0.31 -0.01 Allow 1.40 1.42 1.40 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Id Left Right 2 0.60 3 0.60 0.23 4 0.23 Shear_Ratio Left Right 0.31 0.31 0.12 0.12 LOAD COMBINATION #11 : DL+CL+2.OAUX2 PURLIN ANALYSIS: -Shear (k -Moment(f-k 12/17/2009 RoofDes.out Page 49 Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plane of the purlin flange PI (k )= Force in plane of roof per anti-roll clip PURLIN ROLL FORCES: Surf Load Line --Roof_Load-- Id Id Id Win" Wout PI 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 1 1 1 1 5 5 5 5 9 9 9 9 1 1 1 1 5 5 5 5 9 9 9 9 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 8 23 23 8 9 25 25 9 -4 -11 -11 -4 8 23 23 8 9 25 25 9 -4 -11 -11 -4 .41 .50 .50 .41 .27 .89 .89 .27 .52 .51 .51 .52 .41 .50 .50 .41 .27 .89 .89 .27 .52 .51 .51 .52 0 1 1 0 01 1 0 0 0 0 0 -0 -1-1 -0 -0-1 -1 -0 -0 -0 -0 -0 .70 .96 .96 .70 .56 .57 .57 .56 .04 .09 .09 .04 .70 .96 .96 .70 .56 .57 .57 .56 .04 .09 .09 .04 0 0 0 0 0 0 0 0 -0 -0 -0 -0 0 0 0 0 0 0 0 0 -0 -0 -0 -0 .14 .41 .41 .14 .18 .52 .52 .18 .13 .33 .33 .13 .14 .41 .41 .14 .18 .52 .52 .18 .13 .33 .33 .13 CHECK ON PURLIN CLIP: Standard_Purlin_Connection --Required_Anti_Roll_Connection-- Surf Line --Force/Purlin-- Force/Connection Id Id Row Type Thick Calc Allow UC No. Type Thick Calc Allow UC 2 3 RF RF Weld 0.188 0.52 Weld 0.188 0.52 1.25 0.42 1.25 0.42 Type Description Clip Bolted clip Weld Welded clip Gusset Welded clip with gusset Bolt Direct bolt/short welded clip Strap Bolted strap PANEL SHEAR/PURLIN ANTI ROLL LOCATION: Surf Line Id Id 2 RF 3 RF Panel Shear Calc Allow 56.9 75.0 56.9 75.0 DS AROLL Id No. Purlin Purlin Location 12/17/2009 RoofDes.out Page 50 09-5243R1 Roof Panel Summary PANEL LAYOUT: Surf Id Part Type Gage 2 PBR26 PR 3 PBR26 PR PANEL STRENGTH: Surf Load Id Area Id 2 Left 1 2 3 4 5 6 2 Center 1 2 3 4 5 6 2 Right 1 2 3 4 5 6 3 Left 1 2 3 4 5 6 3 Center 1 2 3 4 5 6 3 Right 1 2 3 4 5 6 PANEL DEFLECTION: Surf Load Id Area Id Surface No. Yield Length Purlin 26.00 80.0 40.14 26.00 80.0 40.14 Support_Moment (ft-lb/ft) Offset 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 35 35 35 35 35 35 35 35 35 35 35 35 35 35 35 35 35 35 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .9 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 PicLJ^L Offset Calc 55.1 5.0 5.0 5.0 30.2 -76.7 55.1 5.0 5.0 5.0 30.2 -47.7 55.1 5.0 5.0 5.0 30.2 -76.7 55.1 5.0 5.0 5.0 30.2 -76.7 55.1 5.0 5.0 5.0 30.2 -47.7 55.1 5.0 5.0 5.0 30.2 -76.7 Mn/sf 130.8 130.8 130.8 130.8 130.8 116.1 130.8 130.8 130.8 130.8 130.8 116.1 130.8 130.8 130.8 130.8 130.8 116.1 130.8 130.8 130.8 130.8 130.8 116.1 130.8 130.8 130.8 130.8 130.8 116.1 130.8 130.8 130.8 130.8 130.8 116.1 ;f lection (in) Calc Limit Ratio 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .42 .04 .04 .04 .23 .66 .42 .04 .04 .04 .23 .41 .42 .04 .04 .04 .23 .66 .42 .04 .04 .04 .23 .66 .42 .04 .04 .04 .23 .41 .42 .04 .04 .04 .23 .66 Max Space 12/11/09 10:25am 8 4.892 8 4.892 Midspan Moment (ft-lb/ft) Offset 1 1 1 1 1 2 1 1 1 1 1 2 1 1 1 1 1 2 38 38 38 38 38 38 38 38 38 38 38 38 38 38 38 38 38 38 .9 .9 .9 .9 .9 .0 .9 .9 .9 .9 .9 .0 .9 .9 .9 .9 .9 .0 .2 .2 .2 .2 .2 .1 .2 .2 .2 .2 .2 .1 .2 .2 .2 .2 .2 .1 Calc -40.6 -3.7 -3.7 -3.7 -22.3 69.4 -40.6 -3.7 -3.7 -3.7 -22.3 45.5 -40.6 -3.7 -3.7 -3.7 -22.3 69.4 -40.6 -3.7 -3.7 -3.7 -22.3 69.4 -40.6 -3.7 -3.7 -3.7 -22.3 45.5 -40. 6 -3.7 -3.7 -3.7 -22.3 69.4 Mn/sf 116.1 116.1 116.1 116.1 116.1 130.8 116.1 116.1 116.1 116.1 116.1 130.8 116.1 116.1 116.1 116.1 116.1 130.8 116.1 116.1 116.1 116.1 116.1 130.8 116.1 116.1 116.1 116.1 116.1 130.8 116.1 116.1 116.1 116.1 116.1 130.8 Ratio 0.35 0.03 0.03 0.03 0.19 0.53 0.35 0.03 0.03 0.03 0.19 0.35 0.35 0.03 0.03 0.03 0.19 0.53 0.35 0.03 0.03 0.03 0.19 0.53 0.35 0.03 0.03 0.03 0.19 0.35 0.35 0.03 0.03 0.03 0.19 0.53 Ratio 12/17/2009 RoofDes.out 2 2 2 3 3 3 LOAD Load Id 1 2 3 4 5 6 7 8 9 10 11 12 Left Center Right Left Center Right COMBINATION 7 8 9 10 11 12 7 8 9 10 11 12 7 8 9 10 11 12 7 8 9 10 11 12 7 8 9 10 11 12 7 8 9 10 11 12 . 2. 36. 36. 36. 2. 2. 2. 36. 36. 36. 2. 2. 2. 36. 36. 36. 2. 2. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 37. 4 6 6 6 4 4 4 6 6 6 4 4 4 6 6 6 4 4 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 -0. 0. 0. 0. -0. 0. -0. 0. 0. 0. -0. 0. -0. 0. 0. 0. -0. 0. -0. 0. 0. 0. -0. 0. -0. 0. 0. 0. -0. 0. -0. 0. 0. 0. -0. 0. 10 00 00 00 05 21 10 00 00 00 05 15 10 00 00 00 05 21 10 00 00 00 05 21 10 00 00 00 05 15 10 00 00 00 05 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .33 .33 .33 .33 .65 .65 .33 .33 .33 .33 .65 .65 .33 .33 .33 .33 .65 .65 .33 .33 .33 .33 .65 .65 .33 .33 .33 .33 .65 .65 .33 .33 .33 .33 .65 .65 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 31 00 00 00 08 33 31 00 00 00 08 22 31 00 00 00 08 33 31 00 00 00 08 33 31 00 00 00 08 22 31 00 00 00 08 33 Description DL+LL DL+SL DL+SL+Drift DL+SL+Slide DL+SL+WP1 DL+WS1 LL SL SL+Drift SL+Slide WP1 WS1 Page 51 09-5243R1 Roof Diagonal Bracing Report 12/11/09 10:25am 12/17/2009 RoofDes.out Page 52 PANEL SHEAR: Vn/sf = 0.0 Calc Wind =30.2 Seismic =180.5 DIAGONAL BRACING: Bay Id 2 Brace Loc Start 0 19 40 60 .00 .47 .00 .53 19 40 60 80 End .47 .00 .53 .00 Type R R R R 0 0 0 0 iag B Size .750 .500 .500 .750 race Part BR06 BR04 BR04 BR06 Brace Tensi VV J_ Calc 2. 0. 0. 2. 62 99 99 62 iH_A Pn/sf 11.20 5.03 5.03 11.20 on (k ) -Seismic-- Calc 10 3 3 10 .97 .83 .83 .97 Pn/sf 13. 6. 6. 13. 44 04 04 44 Max UC KL/R 0.82 0.63 0.63 0.82 09-5243R1 Sidewall Diagonal Bracing Report 12/11/09 10:25am PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Vn/sf 2 4 64.0 56.0 43.5 49.7 248.3 283.8 75.0 75.0 DIAGONAL BRACING: Wall Bay Brace_Loc Diag_Brace- Id Id Bot Top Type Size Part Brace_Tension(k ) Wind —Seismic— Max Calc Pn/sf Calc Pn/sf UC KL/R 2 2 4 1 0.0 12.5 0.0 12.5 R 1.000 BROS R 1.000 BROS 3.11 20.00 17.75 24.00 0.74 3.12 20.00 17.81 24.00 0.74 BASE REACTIONS: Wall Id 2 2 4 4 Bay Id 2 2 1 1 Col Id 2 3 1 2 Wind Max Horz Vert(+/-) -2.78 1.39 2.78 1.39 -2.78 1.41 2.78 1.41 Seismic Max Horz -11.12 11.12 -11.12 11.12 Vert ( + /-) 5.54 5.54 5.63 5.63 EAVE DEFLECTION: Wall Wall —Deflection— Id Height Wind Seismic Limit 2 4 12.5 12.5 0.03 0.03 0.20 0.20 752. 761. 09-5243R1 Braced Purlin Report 12/11/09 10:25am 12/17/2009 RoofDes.out Page 53 Surf Brace Purl Bay Purlin Load Id Locate Id Id Part Id 2 19.5 4 1 8X25Z16 1 2 3 4 5 6 7 8 9 10 2 19.5 4 2 8X25Z16 1 2 3 4 5 6 7 8 9 10 2 19.5 4 3 8X25Z16 1 2 3 4 5 6 7 8 9 10 2 40.0 8 1 8X25Z16 1 2 3 4 5 6 7 8 9 10 2 40.0 8 2 8X25Z16 1 2 3 4 5 6 7 8 9 10 2 40.0 8 3 8X25Z16 1 2 3 4 Axial (k )- Calc Allow 0 0 0 0 1 1 1 1 1 1 1 1 1 1 6 4 4 4 4 6 0 0 0 0 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 0 0 0 0 .71 .71 .71 .71 .83 .36 .36 .36 .36 .83 .42 .42 .42 .42 .26 .65 .65 .65 .65 .26 .71 .71 .71 .71 .83 .36 .36 .36 .36 .83 .41 .41 .41 .41 .95 .71 .71 .71 .71 .95 .41 .41 .41 .41 .81 .34 .34 .34 .34 .81 .41 .41 .41 .41 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.96 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.83 9.96 9.96 9.96 9.96 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. uc 07 07 07 07 18 14 14 14 14 18 14 14 14 14 64 47 47 47 47 64 07 07 07 07 18 14 14 14 14 18 04 04 04 04 10 07 07 07 07 10 04 04 04 04 18 14 14 14 14 18 04 04 04 04 --Moment (f-k ) -- Axl+Mom Calc Allow UC UC 0 0 0 1 -0 -3 -0 -0 -0 -0 -0 -0 -0 -0 0 2 0 0 0 0 0 0 01 -0 -3 -0 -0 -0 -0 0 0 0 0 -0 -2 -0 -0 -0 -0 -0 -0 -0 -0 0 1 0 0 0 0 0 0 0 0 .56 .56 .56 .17 .91 .26 .88 .88 .88 .15 .43 .43 .43 .90 .70 .51 .67 .67 .67 .11 .56 .56 .56 .17 .91 .26 .88 .88 .88 .15 .40 .40 .40 .84 .65 .34 .63 .63 .63 .11 .31 .31 .31 .64 .50 .80 .48 .48 .48 .08 .40 .40 .40 .84 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 3 3 3 3 4 4 4 4 4 4 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 3 3 3 3 .41 .41 .41 .41 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .41 .41 .41 .41 .87 .87 .87 .87 .87 .87 .41 .41 .41 .41 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .41 .41 .41 .41 0.17 0.17 0.17 0.34 0.19 0.67 0.18 0.18 0.18 0.03 0.09 0.09 0.09 0.18 0.14 0.51 0.14 0.14 0.14 0.02 0.17 0.17 0.17 0.34 0.19 0.67 0.18 0.18 0.18 0.03 0.12 0.12 0.12 0.25 0.13 0.48 0.13 0.13 0.13 0.02 0.06 0.06 0.06 0.13 0.10 0.37 0.10 0.10 0.10 0.02 0.12 0.12 0.12 0.25 0.22 0.22 0.22 0.37 0.36 0.75 0.30 0.30 0.30 0.21 0.22 0.22 0.22 0.30 0.80 1.00 0.61 0.61 0.61 0.66 0.22 0.22 0.22 0.37 0.36 0.75 0.30 0.30 0.30 0.21 0.14 0.14 0.14 0.25 0.21 0.49 0.18 0.18 0.18 0.11 0.09 0.09 0.09 0.15 0.27 0.44 0.22 0.22 0.22 0.20 0.14 0.14 0.14 0.25 12/17/2009 RoofDes.out Page 54 5 6 7 8 9 10 Surf Brace Purl Bay Purlin Load Id Locate Id Id Part Id 3 40.0 1 1 8X25Z16 1 2 3 4 5 6 7 8 9 10 3 40.0 1 2 8X25Z16 1 2 3 4 5 6 7 8 9 10 3 40.0 1 3 8X25Z16 1 2 3 4 5 6 7 8 9 10 3 60.5 5 1 8X25Z16 1 2 3 4 5 6 7 8 9 10 3 60.5 5 2 8X25Z16 1 2 3 4 5 6 7 8 9 10 0. 0. 0. 0. 0. 0. 95 71 71 71 71 95 9. 9. 9. 9. 9. 9. Axial Calc 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 6. 4. 4. 4. 4. 6. 41 41 41 41 95 71 71 71 71 95 41 41 41 41 81 34 34 34 34 81 41 41 41 41 95 71 71 71 71 95 71 71 71 71 83 36 36 36 36 83 42 42 42 42 26 65 65 65 65 26 96 96 96 96 96 96 (k 0 0 0 0 0 0 .10 .07 .07 .07 .07 .10 -0.65 -2.34 -0.63 -0.63 -0.63 -0.11 4 4 4 4 4 4 ) --Moment Allow 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 9. 96 96 96 96 96 96 96 96 96 96 83 83 83 83 83 83 83 83 83 83 96 96 96 96 96 96 96 96 96 96 96 96 96 96 96 96 96 96 96 96 83 83 83 83 83 83 83 83 83 83 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 uc .04 .04 .04 .04 .10 .07 .07 .07 .07 .10 .04 .04 .04 .04 .18 .14 .14 .14 .14 .18 .04 .04 .04 .04 .10 .07 .07 .07 .07 .10 .07 .07 .07 .07 .18 .14 .14 .14 .14 .18 .14 .14 .14 .14 .64 .47 .47 .47 .47 .64 Calc 0.40 0.40 0.40 0.84 -0.65 -2.34 -0.63 -0.63 -0.63 -0.11 -0.31 -0.31 -0.31 -0.64 0.50 1.80 0.48 0.48 0.48 0.08 0.40 0.40 0.40 0.84 -0.65 -2.34 -0.63 -0.63 -0.63 -0.11 0.56 0.56 0.56 1.17 -0.91 -3.26 -0.88 -0.88 -0.88 -0.15 -0.43 -0.43 -0.43 -0.90 0.70 2.51 0.67 0.67 0.67 0.11 .87 .87 .87 .87 .87 .87 (f- Allow 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 3 3 3 3 4 4 4 4 4 4 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 .41 .41 .41 .41 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .41 .41 .41 .41 .87 .87 .87 .87 .87 .87 .41 .41 .41 .41 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 .87 0.13 0.48 0.13 0.13 0.13 0.02 k ) — UC 0.12 0.12 0.12 0.25 0.13 0.48 0.13 0.13 0.13 0.02 0.06 0.06 0.06 0.13 0.10 0.37 0.10 0.10 0.10 0.02 0.12 0.12 0.12 0.25 0.13 0.48 0.13 0.13 0.13 0.02 0.17 0.17 0.17 0.34 0.19 0.67 0.18 0.18 0.18 0.03 0.09 0.09 0.09 0.18 0.14 0.51 0.14 0.14 0.14 0.02 0.21 0.49 0.18 0.18 0.18 0.11 Axl+Mom UC 0.14 0.14 0.14 0.25 0.21 0.49 0.18 0.18 0.18 0.11 0.09 0.09 0.09 0.15 0.27 0.44 0.22 0.22 0.22 0.20 0.14 0.14 0.14 0.25 0.21 0.49 0.18 0.18 0.18 0.11 0.22 0.22 0.22 0.37 0.36 0.75 0.30 0.30 0.30 0.21 0.22 0.22 0.22 0.30 0.80 1.00 0.61 0.61 0.61 0.66 12/17/2009 RoofDes.out Page 55 3 60.5 5 3 8X25Z16 1 2 3 4 5 6 7 8 9 10 0 0 0 0 1 1 1 1 1 1 .71 .71 .71 .71 .83 .36 .36 .36 .36 .83 9 9 9 9 9 9 9 9 9 9 .96 .96 .96 .96 .96 .96 .96 .96 .96 .96 0 0 0 0 0 0 0 0 0 0 .07 .07 .07 .07 .18 .14 .14 .14 .14 .18 0 0 0 1 -0 _0 -0 -0 -0 -0 .56 .56 .56 .17 .91 .26 .88 .88 .88 .15 3.41 0.17 3.41 0.17 3.41 0.17 3.41 0.34 4.87 0.19 4.87 0.67 4.87 0.18 4.87 0.18 4.87 0.18 4.87 0.03 0.22 0.22 0.22 0.37 0.36 0.75 0.30 0.30 0.30 0.21 09-5243R1 Eave Strut Report(Wall= 2]12/11/09 10:25am Wall Bay Eave Id Id Part Bay Axial_Calc Width Wind Seis Axial Axial Allow Ratio 2 1 8ES141 21.33 0.50 1.48 24.19 0.06 2 2 8ES141 21.33 1.47 8.74 24.19 0.36 - Added Purlin Strut 2 2 2 3 8X25Z 8ES14 16 1 21 21 .33 .33 0. 0. 96 50 5.67 1.48 11. 24. 95 19 0.47 0.06 09-5243R1 Eave Strut Report(Wall= 4;12/11/09 10:25am Wall Bay Eave Id Id Part Bay Width Axial_Calc Wind Seis Axial Axial Allow Ratio 4 3 8ES141 21.33 0.50 1.48 4 2 8ES141 21.33 1.47 8.74 - Added Purlin Strut 4 2 8X25Z16 21.33 0.96 5.67 24.19 24.19 0.06 0.36 11.95 0.47 4 1 8ES141 21.33 1.47 - Added Purlin Strut 4 1 8X25Z16 21.33 0.96 9.57 24.19 0.40 6.22 12.03 0.52 09-5243R1 Strut Bolt Report 12/11/09 10:25am RAFTER CONNECTION: 12/17/2009 RoofDes.out Page 56 Location Purlin Eave Strut RF EAVE Id 2 2 2 2 4 4 4 4 Welded Clip STRUTS: Frm Line Id Type 1 RF 2 RF 3 RF 4 RF 1 RF 2 RF 3 RF 4 RF PURLIN STRUTS Surf Id 3 3 2 2 * 2 Frm Line Id~Type 2 RF 3 RF 2 RF 3 RF 4 RF AT EAVE: Bay Brace Id LOG 80.00 80.00 0.00 0.00 0.00 Dire No. 2 4 4 2 2 4 4 4 No. 4 4 4 4 2 ct Be -Bolt ilt . Selects Type Dia A307 A307 A307 A307 A307 A307 A307 A325 -Bolt Type A307 A307 A307 A307 A325 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 ^H3d Wshr 0 0 ## 0 ## 0 0 0 ## 0 ## 0 ## Selected Dia 0.500 0.500 0.500 0.500 0.500 Wshr 0 ## 0 ## 0 ## 0 ## 0 ## Load Id 1 1 1 1 1 Calc 1.48 8.74 8.74 1.48 1.48 8.74 8.74 9.57 Calc 5.67 5.67 5.67 6.22 6.22 Bolt Cc Shear 4.42 8.84 8.84 4.42 4.42 8.84 8.84 17.67 apacity Bear 4.89 9.78 9.78 4.89 4.89 9.78 9.78 9.78 Bolt Capacity Shear 8.84 8.84 8.84 8.84 8.84 Bear 7.59 7.59 7.59 7.59 3.80 Ratio 0.34 0.99 0.99 0.34 0.34 0.99 0.99 0.98 Ratio 0.75 0.75 0.75 0.82 1.64* PURLINS: Surf Id 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 Frm Line Id Type 1 RF 2 RF 3 RF 4 RF 1 RF 2 RF 3 RF 4 RF 1 RF 2 RF 3 RF 4 RF 1 RF 2 RF 3 RF 4 RF Brace LOG 19.47 19.47 19.47 19.47 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 60.53 60.53 60.53 60.53 No. 2 4 4 2 2 2 2 2 2 2 2 2 2 4 4 2 -Bolt Type A307 A307 A307 A307 A307 A307 A307 A307 A307 A307 A307 A307 A307 A307 A307 A307 Selects Dia 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 ^^t3U Wshr 0 0 ## 0 ## 0 0 0 0 0 0 0 0 0 0 0 ## 0 ## 0 QVi rOlit Calc 0.71 8.09 8.09 0.71 0.41 2.76 2.76 0.41 0.41 2.76 2.76 0.41 0.71 8.09 8.09 0.71 Hr\ 1.DO J. ;ar Allow 4.42 8.84 8.84 4.42 4.42 4.42 4.42 4.42 4.42 4.42 4.42 4.42 4.42 8.84 8.84 4.42 t Capac.ity — Bearing — Calc 0.71 6.26 6.26 0.71 0.41 1.81 1.81 0.41 0.41 1.81 1.81 0.41 0.71 6.26 6.26 0.71 Allow 3.80 7.59 7.59 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 7.59 7.59 3.80 Ratio 0.19 0.92 0.92 0.19 0.11 0.62 0.62 0.11 0.11 0.62 0.62 0.11 0.19 0.92 0.92 0.19 * ERROR: Bolt Force > Allow ##NOTE : Not standard bolt connection 12/17/2009 RoofDes.out Page 57 09-5243R1 PANEL : Part PBR26 PANEL Zone Thick (in) 0.019 SCREWS: Part Interior Edge Corner Base #12x1 #12x1 #12x1 #12x1 Screw Yield (ksi ) 80, .25 .25 .25 .25 .00 Dia (in) 0.25 0.25 0.25 0.25 Report Tensile Strength (ksi ) 104.0 Washer Space (in) (ft) 0.50 0.50 0.50 0.50 1. 1. 1. 1. 00 00 00 00 12/11/09 10:25am Tension (k ) 1.00 1.00 1.00 1.90 PURLIN SCREW LAYOUT: Surf Id 2 2 2 2 2 2 2 3 3 3 3 3 3 3 PURLIN Wind Id 1 1 1 1 1 1 2 1 1 1 1 1 1 2 Bay Id 1 1 1 3 1 3 1 1 1 3 1 3 1 1 Loc Id 1 3 4 5 7 8 1 1 3 5 6 9 10 1 F) 1 'ir UIT_L ID. Space Id 5 5 1 5 1 1 5 6 6 6 8 8 8 6 Part 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 (ft) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 89 89 89 89 89 89 89 89 89 89 89 89 89 89 SCREW CHECK: Wind Surf Id 2 2 2 2 2 2 2 3 3 3 Wind Id 1 1 1 1 1 1 2 1 1 1 Bay Id 1 1 1 3 1 3 1 1 1 3 Loc Id 1 3 4 5 7 8 1 1 3 5 Suction Load (psf 14. 24. 24. 24. 36. 36. 14. 14. 24. 24. ) (k 60 0. 53 0. 53 0. 53 0. 94 0. 94 0. 60 0. 60 0. 53 0. 53 0. ) 07 12 12 12 18 18 07 07 12 12 Purlin Pullout ( 0 0 0 0 0 0 0 0 0 0 k ) .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 7\ "I 1 *-\T,T/1XJ-OW Panel Screw Pullover Tension Max (k ) (k ) UC 0.49 0.27 0.27 0.49 0.27 0.45 0.49 0.27 0.45 0.49 0.27 0.45 0.49 0.27 0.68 0.49 0.27 0.68 0.49 0.27 0.27 0.49 0.27 0.27 0.49 0.27 0.45 0.49 0.27 0.45 12/17/2009 RoofDes.out Page 58 3 3 3 3 1 1 1 2 6 9 10 1 24.53 36.94 36.94 14. 60 Loc Id Description 1 Interior 3 Left edge 4 Top Edge 5 Right edge 6 Bottom edge 7 Left top corner 8 Right top corner 9 Right bottom corner 10 Left bottom corner BASE SCREW CHECK: 0.12 0.18 0.18 0.07 0.30 0.30 0.30 0.30 0.49 0.49 0.49 0.49 0.27 0.27 0.27 0.27 0.45 0.68 0.68 0.27 Wall Id 2 4 Base Length 64.00 56.00 O L,-L t Dia Part (in) #12x1.25 0.25 #12x1.25 0.25 iw r ui. i_e/ oui. e w oufcJdi. Space Shear Wind Seis Limit Max (ft) (k ) (k ) (k ) (k ) UC 1.00 1.90 0.043 0.244 0.440 0.56 1.00 1.90 0.049 0.279 0.440 0.63 09-5243R1 Roof Design Weight Summary 12/11/09 10:25am Roof Purlins Eave Struts Struts Roof Bracing Wall Bracing Total 3404. 551, 179. 256. 253. 80 68 20 84 23 4645.75 09-5243R1 Roof Design Warning Report 12/11/09 10:25am WARNING: Strut Bolt Force > Allow 12/17/2009 SwDes-F.out Page 1 *09-5243R1 Sidewall Design Input 12/11/09 10:25am *( DJOBID: '09-5243R1' *( 2) PROGRAM OPTIONS: *Sidewall Run Run * Id Girt Panel Lap Stiff *( 3)DESIGN CODE: *Design Steel_Code * Code Cold Hot 'WS' 'NAUS01' 'AISC05' Country Build Code Year 'IBC ' '06' Code Label 'IBC 06 Seismic Zone 'D ' *( 4)DESIGN CONSTANTS: * Strength_Factors-- * Stress_Ratio Seismic * Girt Panel Wind Frame Brace 1.03 1.03 1.0000 1.0000 1.2000 *( 5)STEEL YIELDS: * Web Fig C_Sec 50.0 50.0 55.0 W_Sec 50.0 R_Sec 50.0 P_Sec 36.0 T_Sec 46.0 U_Sec 36.0 EP 50.0 BP 50.0 *( 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 * ( 8)BUILDING TYPE: * Build L_Expand_EW * Type Use Offset 'FF-' 'Y ' 4.000 R_Expand_EW Use Offset 'Y ' 4.000 9)SURFACE SHAPE: No. Surf 4 X Coord (ft) 0.0000 40.0000 80.0000 80.0000 Y Coord (ft) 12.5000 15.8333 12.5000 0.0000 Offset (in) 8.000 8.000 8.000 8.000 *(10)SIDEWALL BAY SPACING: * SetsjDf Bay No. * Bays Width Bays 1 21.3333 3 *(11)FRAMED OPENINGS: * No. Open Bay Open *0pen Id Id Width 0 Open Open Open Sill Base Height Offset Type Height Elev Set Member Remove Depth Select Panel 12/17/2009 SwDes-F.out Page 2 *(12)PARTIAL WALLS: * Set__Of —Bay_Id— * Bays Id Use Start End 0 Base Top Full_Load Panel Height Type Type Girt Col Part *(13)GIRT DESIGN: * Girt Flg_Brace * Type 'ZB' Out 'C' In N' Set Set Max Max__Unbr Depth Lap Space Length 8.000 0.0000 7.5000 19.6667 *(14)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'P' 1 7.3333 *(15)SPECIAL GIRT: * Sets_0f —Bay_Id— * Girts Start End 0 Girt Girt Height Type Girt Rotate Use *(16)WALL * Wall * Panel 'PBR26 PANELS/GUTTERS: Gutter Use Type Width 1 '-' 'Y' 0.000 Insulation Use Thick 'N' 3.000 *(17)FACIA/PARAPET: * Location * No. Ext Facia Bay Bay * Ext Id Type Start End 0 Elev Height Edge_Extend Left Right Ext (ft) (ft) Mount *(18)FACIA/PARAPET GIRTS: *Ext Top --Interior- *Id Type Rotate Type Rotate Gutter— Back_Panel Angle Type Rotate Part Rotate Spacing ;19)BASIC LOADS: Deflection Wind Basic Load_Ratio Load Wind Snow Wind Seis Factor 12.3 1.00 1.00 1.00 1.00 Seismic Dead Coeff 2.00 0.0000 * (20)EDGE ZONE: * Zone * Width Girt 5.000 1.07 Panel 1.00 Col/ Jamb 1.06 *(21)WIND PRESSURE/SUCTION: Wind Pressure 10.8 12.7 10.8 18.5 Wind Suction -11.9 -16.9 -11.8 -12.3 Girt/Header Panel Jamb Parapet Girt *(22)GIRT LAPS: * Data * Opt Sets Left 0 -Set_l Set_2 Right Quan Left Right Quan Left -Set_3 Right Quan *(23)GIRT STRAPS: 12/17/2009 SwDes-F.out Page 3 * Data Set__l *0pt Sets Strap Quan 0 Set_2 Set_3 Set_4 Strap Quan Strap Quan Strap Quan * (24)EXPANSION JOINTS: * No. *Exp Expansion_Location 0 * Code files used: * IBC.06 * EW IBC.06 Version 4.0 09-5243R1 Sidewall Design Code 12/11/09 10:25am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code Seismic Zone IBC D 06 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi 09-5243R1 Girt Design Report (Level= 1; Span= 1) 12/11/09 10:25am 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 1 8X25Z16 21.00 1.00 7.3333 5.9 0 61.6 2 8X25Z16 21.33 1.00 1.00 7.3333 5.9 0 65.3 3 8X25Z16 21.00 1.00 7.3333 5.9 0 61.6 188.5 WIND PRESSURE : GIRT ANALYSIS: 12/17/2009 SwDes-F.out Page 4 Bay Id 1 2 3 STRENG Span Id 1 2 3 Left Sup 0.53 0.68 0.81 oiied Left Lap 0.62 0.75 TH/DEFLECTION Loc RL LL LL Calc -0.75 0.62 0.75 £ liv ; Right Lap -0.75 -0.62 : ( k ) Allow 2.44 0 2.44 0 2.44 0 Right Sup -0 -0 -0 UC .31 .25 .31 .81 .68 .53 Loc RL LL LL Left Sup 0.00 3.01 3.01 -Moment Calc 2.22 2.36 2.22 Left Lap 2.36 2.22 (f-k ) Allow 4.87 4.82 4.87 L'lUHieilL l> J_ IS. ; Mid-Span Mom Loc -2. -0. -2. UC 0.46 0.49 0.46 18 8.26 63 10.67 18 12.74 Mom+Shr Loc UC RL 0.30 LL 0.30 LL 0.30 Right Right Lap Sup 2.22 2.36 3.01 3.01 0.00 Deflection (in) Calc Allow -0.61 -0.01 -0.61 2.80 2.84 2. 80 WIND SUCTION : GIRT ANALYSIS: Bay Id 1 2 3 STRENC Span Id 1 2 3 Left Sup -0.60 -0.75 -0.90 Diiea Left Lap -0.68 -0.83 • L (K. ) Right Lap 0.83 0.68 Right Sup 0. 0. 0. 90 75 60 5TH/DEFLECTION: ol~~-^~./l^ \ Loc RL LL LL Calc 0.83 -0.68 -0.83 09-5243R1 v jv i Allow 2.44 2.44 2.44 Wall UC 0.34 0.28 0.34 Panel Loc MS LL MS Left Sup 0.00 -3.32 -3.32 Calc 2.43 -2.61 2.43 Left Lap -2.61 -2.46 (f-k ) Allow 3.41 4.87 3.41 L'lUmtili *~ \ L K ; Mid-Span Mom Loc 2. 0. 2. UC 0.71 0.54 0.71 43 8.41 68 10.67 43 12.59 Mom+Shr Loc UC RL 0.37 LL 0.36 LL 0.37 Report Right Right Lap Sup -2.46 -3. -2.61 -3. 0. 32 32 00 Deflection (in) Calc Allow 0.68 0.01 0.68 12/11/09 10 2.80 2.84 2.80 : 25am PANEL DATA: Bay Part Type Gage Yield 3 PBR26 PR 26.00 80.0 MOMENTS & DEFLECTION: 12/17/2009 SwDes-F.out Page 5 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 65.1 130.8 0.50 -55.9 116.1 0.48 -0.37 0.98 0.37 WS -86.7 116.1 0.75 74.4 130.8 0.57 0.49 0.98 0.50 2 4.50 WP 65.1 130.8 0.50 -7.8 116.1 0.07 0.02 0.60 0.03 WS -86.7 116.1 0.75 10.4 130.8 0.08 -0.03 0.60 0.05 09-5243R1 Weight Summary 12/11/09 10:25am Girts = 188.53 Frame Openings = 0.00 188.53 09-5243R1 Sidewall Design Warning Report 12/11/09 10:25am 12/17/2009 SwDes-B.out Page 1 *09-5243R1 Sidewall Design Input 12/11/09 10:25am *( 1)JOBID: '09-5243R1' *( 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' 'Y' 'Y' 1.00 *( 3)DESIGN CODE: *Design Steel_Code * Code Cold Hot 'WS' 'NAUS01' 'AISC05' Country Build Code Year 'IBC ' '06' Code Label 'IBC 06 Seismic Zone 'D ' *( 4)DESIGN CONSTANTS: * Strength_Factors— * Stress_Ratio Seismic * Girt Panel Wind Frame Brace 1.03 1.03 1.0000 1.0000 1.2000 *( 5)STEEL YIELDS: * Web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 50.0 50.0 55.0 50.0 50.0 36.0 46.0 36.0 50.0 50.0 *( 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 *( 8)BUILDING TYPE: * Build L Expand EW Type 'FF-1 Use 'Y ' Offset 4.000 R_Expand_EW Use Offset 'Y ' 4.000 9) SURFACE SHAPE: No. Surf 4 X_Coord (ft) 0.0000 40.0000 80.0000 80.0000 Y_Coord (ft) 12.5000 15.8333 12.5000 0.0000 Offset (in) 8.000 8.000 8.000 8.000 *(10)SIDEWALL BAY SPACING: * Sets_0f Bay No. * Bays Width Bays 1 21.3333 3 *(11)FRAMED OPENINGS: * No. Open Bay Open Open *0pen Id Id Width Height 123 8.0000 8.0000 Open Open Offset Type 9.3333 42 Sill Base Set Member Remove Height Elev Depth Select Panel 0.0000 0.000 0.000 'CU1 'Y1 12/17/2009 SwDes-B.out Page 2 *(12)PARTIAL WALLS: * SetjDf —Bay__Id— Bays 0 Id Use Start End Base Top Full_Load Panel Height Type Type Girt Col Part *(13)GIRT DESIGN: * Girt Flg_Brace * Type Out In•ZBi ici INI Set Set Max MaxJJnbr Depth Lap Space Length 8.000 0.0000 7.5000 19.6667 *(14)GIRT LOCATION: * Set No. Girt * LOG Girt P' Location 7.3333 *(15)SPECIAL GIRT: * Sets_Of —Bay_Id— * Girts Start End 0 Girt Girt Height Type Girt Rotate Use *(16)WALL * Wall * Panel 'PBR26 PANELS/GUTTERS: Gutter Use Type Width 1 '-' 'Y' 0.000 Insulation Use Thick 'N1 3.000 *(17)FACIA/PARAPET: * Location * No. Ext Facia Bay Bay * Ext Id Type Start End 0 Elev Height Edge_Extend Left Right Ext (ft) (ft) Mount *(18)FACIA/PARAPET GIRTS: *Ext Top --Interior- Gutter-- *Id Type Rotate Type Rotate Type Rotate --Back_Panel Angle Part Rotate Spacing *(19)BASIC LOADS: * Deflection Wind * Basic Load_Ratio Load * Wind Snow Wind Seis Factor 12.3 1.00 1.00 1.00 1.00 Seismic Dead Coeff 2.00 0.0000 * (20)EDGE ZONE: * Zone * Width Girt 5.000 1.07 Col/ Panel Jamb 1.00 1.06 *(21)WIND PRESSURE/SUCTION: Wind Pressure 10.8 12.7 10.8 18.5 Wind Suction -11.9 -16.9 -11.8 -12.3 Girt/Header Panel Jamb Parapet Girt *(22)GIRT LAPS: * Data * Opt Sets Left 0 -Set_l Right Quan Left -Set_2 Set_3 Right Quan Left Right Quan *(23)GIRT STRAPS: 12/17/2009 SwDes-B.out Page 3 * Data Set_l Set_2 Set_3 Set_4 *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(24)EXPANSION JOINTS: * No. *Exp Expansion_Location 0 * Code files used: * IBC.06 * EW IBC.06 Version 4.0 09-5243R1 Sidewall Design Code 12/11/09 10:25am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code Seismic Zone IBC D 06 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi 09-5243R1 Girt Design Report (Level= 1; Span= 1) 12/11/09 10:25am 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 1 8X25Z16 21.00 1.00 7.3333 5.9 0 61.6 2 8X25Z16 21.33 1.00 1.00 7.3333 5.9 0 65.3 3 8X25Z16 8.96 1.00 7.3333 5.9 0 27.9 154.8 WIND PRESSURE : GIRT ANALYSIS: 12/17/2009 SwDes-B.out Page 4 Shear(k ) Bay Left Left Right Right Left Id Sup Lap Lap Sup Sup Moment(f-k ) Left Mid-Span Right Right Lap Mom Loc Lap Sup 1 0.51 -0.77 -0.83 2 0.77 0.70 -0.53 -0.60 3 0.46 0.40 -0.11 0.00 -2.03 7.98 2.59 3.39 3.39 2.65 -1.20 11.98 1.03 1.59 1.59 1.16 -0.09 7.26 0.00 STRENGTH/DEFLECTION: Opctll Id 1 2 3 Loc RL LL LL "-Ollttd Calc -0.77 0.70 0.40 L \ K. / Allow UC 2.44 0.32 2.44 0.29 2.44 0.16 L'jumeu L \, J- s^ i Loc RL LL LL Calc 2.59 2.65 1.16 Allow 4.87 4.87 4.70 UC 0.53 0.54 0.25 1MUUITO11.L Loc RL LL LL UC 0.38 0.38 0.08 LJC -L -LtJUU-LUil ^-Lii Calc -0.53 -0.24 0.07 Allow 2.80 2.84 WIND SUCTION : GIRT ANALYSIS: Bay Id 1 2 3 — Diiedj Left Left Sup Lap -0. -0. -0. 58 84 -0.77 51 -0.44 - I.K- ) Right Right Lap Sup 0.85 0 0.59 0 0 .92 .66 .12 Left Sup 0. -3. -1. 00 75 75 Left Lap -2.94 -1.28 -paumtJii i. \ i. K. i Mid-Span Mom Loc 2.27 1.32 0.10 8 11 7 .13 .99 .26 Right Right Lap Sup -2.86 -3 -1.13 -1 0 .75 .75 .00 STRENGTH/DEFLECTION: OjJdll Id 1 2 3 Loc RL LL LL -OllfcJdl Calc 0.85 -0.77 -0.44 - \^ i - Allow 2.44 2.44 2.44 UC 0.35 0.32 0.18 Loc MS LL LL - riumtui L. ^ j- js. ; Calc Allow UC 2.27 -2.94 -1.28 3.41 0.66 4.87 0.60 4.87 0.26 Loc UC RL LL LL 0.47 0.46 0.10 L;t:.L-Le:<~ L. J.U11 \-Lii Calc Allow 0.59 0.26 -0.07 2.80 2.84 09-5243R1 Girt Design Report (Level= 1; Span= 2)12/11/09 10:25am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay Lap(ft)—Girt Load No.Girt 12/17/2009 SwDes-B.out Page 5 Id Size Width Left Right Location Width Brace Weight 3 8X25Z16 3.63 7.3333 5.9 0 10.1 10.1 WIND PRESSURE : GIRT ANALYSIS: Shear (k ) Moment (f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom LOG Lap Sup 3 0.12 -0.12 0.00 -0.10 1.81 0.00 STRENGTH/DEFLECTION: Span Shear (k ) Moment (f-k ) Mom+Shr Deflection (in) Id LOG Calc Allow UC LOG Calc Allow UC LOG UC Calc Allow 3 LS 0.12 2.44 0.05 MS -0.10 4.87 0.02 RL 0.00 0.00 0.48 WIND SUCTION : GIRT ANALYSIS: Shear (k ) Moment (f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom LOG Lap Sup 3 -0.14 0.14 0.00 0.12 1.81 0.00 STRENGTH/DEFLECTION: Span Shear (k ) Moment (f-k ) Mom+Shr Deflection (in) Id LOG Calc Allow UC Loc Calc Allow UC LOG UC Calc Allow 3 LS -0.14 2.44 0.06 MS 0.12 4.87 0.03 RL 0.00 0.00 0.48 09-5243R1 Sidewall Jamb/Header Summary 12/11/09 10:25am JAMB/HEADER LAYOUT: Open Bay Member Id Id Locate Member Part Member Length Member Weight 12/17/2009 SwDes-B.out Pagef 1 3 Jamb-L Jamb-R Header 8X25C16 8X25C16 8X25C16 11.83 11.83 8.00 33.1 33.1 22.4 STRENGTH/DEFLECTION: Open Member Id Locate 1 Jamb-L Jamb-R Header Ld Id WP WS WP WS WP WS Shear (k )- Calc Vn/sf -0 0 -0 0 0 -0 .32 .35 .33 .38 .08 .09 2. 2. 2. 2. 2. 2. 44 0 44 0 44 0 44 0 44 0 44 0 UC .13 .14 .14 .15 .03 .04 Moment (f-k ) -- Calc Mn/sf UC -1 1 -1 1 -0 0 .01 .11 .07 .21 .17 .18 4.66 3.75 4.66 3.75 4.66 3.52 0.22 0.30 0.23 0.32 0.04 0.05 Mom+ Shear 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 Deflect (in) Calc Allow -0. 0. -0. 0. -0. 0. 11 12 12 13 01 01 1.58 1.58 1.58 1.58 1.07 1.07 09-5243R1 Wall Panel Report 12/11/09 10:25am PANEL DATA: Bay Part Type Gage Yield 3 PBR26 PR 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan Id (ft) Id Calc Mn/sf UC Calc Mn/sf UC Deflect(in)-- Calc Allow UC 1 2 7.33 WP WS 4.50 WP WS 65.1 130.8 0.50 -86.7 116.1 0.75 65.1 130.8 0.50 -86.7 116.1 0.75 -55.9 116.1 0.48 74.4 130.8 0.57 -7.8 116.1 0.07 10.4 130.8 0.08 -0.37 0.98 0.37 0.49 0.98 0.50 0.02 0.60 0.03 -0.03 0.60 0.05 09-5243R1 Weight Summary 12/11/09 10:25am Girts Frame Openings = 164.97 88.67 253.63 09-5243R1 Sidewall Design Warning Report 12/11/09 10:25am 12/17/2009 SwDes-B.out Page 7 12/17/2009 EwDes-L.out Page 1 *09-5243R1 Endwall Design Input 12/11/09 10:25am *( 1)JOBID: '09-5243R1' *( 2)PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff ILI IYI 'Y1 'N1 'Y' 4 1.00 *( 3)DESIGN CODE: *Design Steel_Code * Code Cold Hot 'WS' 'NAUS01' 'AISC05' Build Country Code Year 'IBC ' '06' Code Label 'IBC 06 Seismic Zone 'D ' *( 4)DESIGN CONSTANTS: * * Stress_Ratio * Col/Raf Girt Panel 1.03 1.03 1.03 Strength_Factors-- Seismic Wind Frame Brace 1.0000 1.0000 1.2000 *( 5)STEEL YIELDS: * Web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 50.0 50.0 55.0 50.0 50.0 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. 90. 0. 120. 90. 90. 90. 90. 90. 60. 7)REPORTS: Input Column Wall Echo Rafter Girt i Y ! ' Y ' ' Y ' Door Jamb 'Y' Wall Panel 'Y1 Cable Brace 'Y' *( 8)BUILDING TYPE: * Build Build Build * Type Width Length 'FF-1 80.0000 64.0000 Expand_EW Use Offset 'Y :E' 4.00 *( 9)SURFACE SHAPE: No. Surf 4 X Coord (ft) 0.0000 40.0000 80.0000 80.0000 Y Coord (ft) 12.5000 15.8333 12.5000 0.0000 Offset (in) 8.000 8.000 8.000 8.000 *(10)BAY SPACING: *No.Roof Roof Frame * Bay Bay Recess 3 21.3333 0.3333 SetsjDf Bay No. Bays Width Bays 1 20.0000 4 *(11)FRAMED OPENINGS: * No. Open Bay Open *0pen 0 Id Id Width Open Open Open Sill Base Set Height Offset Type Height Elev Depth Member Remove Select Panel 12/17/2009 EwDes-L.out Page 2 *(12)WIDE OPENING LAYOUT: * Open Bay_Id --Clear_Opening— Wedge *No. Id Type St End Width Height Height 0 Stub Column Total Elev Mount Weight *(13)WIDE OPENING AND STRUT FRAMING: *-Open- Door__Jamb Stub Head Back_Brace Strut -Header Beam- *No. Id Type FlgWid FlgThk Type Type Type LOG Type Type Max_Spc 0 Deflection Horz Vert *(14)WIDE OPENING HEADER LOCATION: *-Open- No. Column *No. Id Location Location 0 *(15)PARTIAL WALLS: * SetjDf —Bay_Id— * Bays Id Use Start End 0 Base Top Full__Load Panel Height Type Type Girt Col Part *(16)COLUMNS: * --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) 1 '-' 0.00 '- ' '-' 0.00 'R ' 0.00 'R ' 0.00 'N' 45.000 0.000 *( 17) COLUMN SIZE & ELEVATION: No. Column Column Size 5 i Base Elev 0.000 0.000 0.000 0.000 0.000 !18)RAFTERS: Rafter Set Select Depth 'R ' 0.000 Rafter Same Flange Brace• Y, *(19)RAFTER SIZE: * No. Surf Rafter * Rafter Id Size 2 2 ' 3 . •_. * (20) RAFTER SPLICES: * Surf No. Splice * Id Splice Loc 2 0 3 1 0.0000 Splice Type 'M ' *(21)GIRT DESIGN: *Girt Flg_Brace Set Set *Type Out In Offset Project Depth Lap 'ZF' 'C' 'N' 0.000 0.000 8.000 0.0000 Max Girt_To One_Girt Max_Unbr Space Rafter Depth/Bay Length 7.5000 'N' ',Y' 19.6667 *(22)GIRT LOCATION: * Set No. Girt * Loc Girt Location 12/17/2009 EwDes-L.out Page 3 7.3333 12.3333 *(23)SPECIAL GIRT: * SetsjDf —Bay_Id— * Girts Start End 0 Girt Girt Height Type Girt Rotate Use *(24)SIDEWALL GIRT: *Wall Girt No. Girt * Id Type Offset Project Girt Location 2 'ZB' 0.000 0.000 1 7.3333 4 'ZB' 0.000 0.000 1 7.3333 *(25)ROOF PURLINS: *Surf Surf No. * Id Ext Purlin 2 0.000 8 3 0.000 8 Peak Space 1.0000 1.0000 Set_0f Space 0 0 Set Space Space No. *(26)PANELS/RF_COLUMNS: * Wall Insulation * Panel Use Thick 'PBR26 ' 'N' 3.000 RF_Interior_Columns No. Locate 0 *(27)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'Y' 'Y1 'N' 'N' *(28)WALL BRACING: * Wind Brace * Shear Type 75.0 'C ' No._Bay Specified Specified Bays_For_Bracing 0 *(29)WIND BENTS: * --Member-- No. * Type Depth Bay 0.00 0 Bay Id *(30)WIND COLUMNS: * --Member— No. * Type Depth Bay 0.00 0 Bay Id Left/ Right *(31)WALL BRACING ATTACHMENT * No. Attach —Bay_Id— *Attach Id Start End 0 No. Level Level_Height *(32)EAVE EXTENSION: *Wall No. Ext -Bay_Id— *Id Ext Id Start End Height 2 0 4 0 -Edge_Extend- Ext Width Slope Left Right Mount * (33) CANOPY: *Wall No. Ext *Id Ext Id I 0 -Bay_Id — Start End Height -Edge_Extend- Ext Width Slope Left Right Mount 12/17/2009 EwDes-L.out Page 2 4 0 0 *(34)FACIA/PARAPET : *Wall No. Ext Fac Bay_Id Attach_Beam * Id Ext Id Type St End Height Width Slope 1 2 4 0 0 0 (C,E)'ft'i -i_ <— ,(ft)[1:12 Facia/Parapet Edge_Extend Ext Elev Height Slope Left Right Mnt (ft) (ft) (1:12 ) (ft) (ft) *(35)FACIA/PARAPET GIRTS: *Ext Top --Interior- *Id Type Rotate Type Rotate Back_Panel Angle Part Rotate Spacing *(36)ADJACENT BUILDING: *Wall No. Ext -Bay_Id— *Id Ext Id Start End Height Width 2 0 4 0 -Edge_Extend- Ext Slope Left Right Mount *(37)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia/Parapet Facia/Parapet Girt 'Id Dead Collat Live Snow Press Suet Press Suet Press Suet *(38)BASIC LOADS: * * Dead Collat Live * Load Load Load 2.0 3.0 20.0 Snow Basic Load Wind 0.0 12.3 Deflection Wind Load_Ratio Load Snow Wind Seis Factor 1.00 1.00 1.00 1.00 *(39)EDGE ZONE: * Zone * Width Girt 5.000 1.07 Panel 1.00 Col/ Jamb 1.07 *(40)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion_Forces *Dead Girt Load Wind Seismic 2.0 0.0000 2.30 0.00 0.00 * (41) LONGITUDINAL BRACING LOADS: * ---- Wind ----- --- Seismic --- * Horz Vert Horz Vert 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Left Column Right Column *(42)WIND PRESSURE/SUCTION: * * Wind Press 10.8 10.8 10.8 12.7 18.5 18.5 Wind Suet -11.9 -11.9 -11.8 -16.9 -12.3 -12.3 Column Girt/Header Jamb Panel Parapet Girt Transv Bracing, Facia/Parapet *(43)WIND COEFFICIENTS: * Column/Rafter * Surf Wind 1 Rafter Column/Bracing Wind 2 Wind 2 Long Wind Surface 12/17/2009 EwDes-L.out Page 5 * Id Left Right Left 1 0.00 0.00 0.00 2 -1.14 -0.66 -0.78 3 -0.66 -1.14 -0.30 4 0.00 0.00 0.00 *( 44) COLUMN DESIGN LOADS: *-Load- ind Aux Load *No Id Dead Coll Live Snow uct 26 .00 .00 .00 .00 .75 .75 .75 .75 .75 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 on Seis Id Coef 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.14 1.14 0.00 0.00 0.70 0 0.00 20 1.14 1.14 0.00 0.00 -0.70 0 0.00 21 1.10 1.10 0.75 0.00 0.52 0 0.00 22 1.10 1.10 0.75 0.00 -0.52 0 0.00 23 1.10 1.10 0.00 0.00 0.52 0 0.00 24 1.10 1.10 0.00 0.00 -0.52 0 0.00 25 0.46 0.00 0.00 0.00 n7n n n nn Right Left Right 0.00 0.59 -0.91 -0.30 -1.14 -0.66 -0.78 -0.66 -1.14 0.00 -0.91 0.59 -Add Snow- Wind 1 Drift Slide Left Right 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 2 Friction 0.00 0.00 0.00 -0.87 -0.55 0.00 -0.87 -0.55 0.00 0.00 0.00 0.00 Wind 2 Long Wind Left Right 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .75 .00 .75 .75 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .75 .00 .00 .00 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Column Press 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 w s 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 0 0 0 0 0 0 0 12/17/2009 EwDes-L.out Page( 26 0.46 0.00 0.00 0.00 0.00 0.00 0.00 .00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 *(45)COLUMN DESIGN LOADS: Deflection *-Load- -Add_Snow- Wind_l Wind_2 ind Aux_Load *No Id Dead Coll Live Snow Drift Slide Left Right Left Right uct Seis Id Coef 0 *(46)RAFTER DESIGN LOADS: *-Load- -Add_Snow- W. Aux_Load *No Id Dead Collat Live Snow Drift Slide Left Right is Id Coef 25 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 6 1.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 7 1.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 8 1.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 9 1.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 70 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 70 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 00 1 1.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 00 2 1.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 nn 3 i nn Long_Wind 1 2 Column_W Press S 1 Wind .ight Left 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 2 Right 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 Long 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 _Wind 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 2 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Se 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. -0. 0. -0. 0. -0. 0. -0. 0. 0. 0. 12/17/2009 EwDes-L.out Page 7 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 4 1.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 5 1.00 0.00 0.00 0.00 0. 0.00 0.00 0.00 0. *(47)RAFTER DESIGN LOADS: Deflection *-Load- -Add_Snow- Wind_l Wind_2 Aux_Load *No Id Dead Collat Live Snow Drift Slide Left Right Left Right is Id Coef 0 Long_Wind 1 2 Se Long_Wind Column_Wi 1 2 Press Su *(48)BRACING DESIGN LOADS: *-Load- -Add_Snow- Wind_l Wind_2 nd Aux_Load *No Id Dead Coll Live Snow Drift Slide Left Right Left Right ct Seis Id Coef 4 1 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 0.00 0 0.00 2 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 0.00 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 0.00 0.00 0. 00 1.00 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 0.00 0.00 0. 00 -1.00 0 0.00 *(49)AUXILIARY LOADS: * No. Aux Aux * Aux Id Name No._Add Add_Load Combs Id Coef 9 1 2 3 4 5 6 7 8 9 1 f T ' ' ? I 1 1 El PAT LL E1PATJLL El PAT LL El PAT LL El PAT LL LWIND1 L LWIND1 R LWIND2 L LWIND2 R 1 2 3 4 5 I 1 I ' T ! ? 1 I 2 2 2 2 2 1 1 1 1 * (50) ADDITIONAL LOADS: * No. Add * Add Id 12 1 2 3 4 5 6 7 8 9 10 11 12 Surf Id 2 2 3 3 2 3 2 3 2 2 3 3 Basic Loadi i i i i i i i 'WINDL1 'WINDL2 'WINDR1 'WINDR2 Load Type T 1 1 ! 1 1 1 I I 1 1 T 'D 'D 'D 'D 'D 'D 'D 'D 'D 'D 'D 'D 1 T 1 1 1 1 ! 1 1 r T I 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 1 2 1 3 1 3 1 4 1 1 1 3 1 2 1 4 1 5 1 6 1 7 1 8 1 FX Wl .215 .215 .215 .215 .051 .051 .021 .021 .062 .062 .062 .062 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 -0. -0. -0. -0. 0. 0. 0. 0. -0. -0. -0. -0. FY W2 215 215 215 215 051 051 021 021 062 062 062 062 Mom 0 0 -0 -0 0 0 0 0 0 0 0 0 Co .08 .08 .08 .08 .00 .00 .00 .00 .00 .00 .00 .00 0 20 0 20 0 30 0 30 31 31 0 0 X DL1 .00 .07 .00 .07 .00 .14 .00 .14 .25 .25 .00 .00 20 40 20 40 10 40 10 40 40 40 8 8 Y DL2 .07 .14 .07 .14 .00 .14 .00 .14 .14 .14 .89 .89 . Cone .Unif \'2.i\EwDes-L.out Page \ *(51)GIRT LAPS: * Data * Opt Sets Left 0 -Set_l Right Quan Left -Set_2 Set_3 Right Quan Left Right Quan *(52)GIRT STRAPS: * Data Set_l Set_2 Set_3 Set_4 *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(53)PANEL SCREWS: * No. *Zone Zone Part 1 'BASE1 '12x1.25L' Screw Washer Screw Screw Dia Dia Space Strength 0.250 0.500 12.000 1.900 * Code files used: * IBC.06 * EW IBC.06 Version 4.0 09-5243R1 Endwall Design Code 12/11/09 10:25am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code Seismic Zone IBC D 06 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi 09-5243R1 Column & Rafter Design 12/11/09 10:25am MEMBER SIZES: Member Member Member Id Locate Part Web_Size~- -Flange_Size- Member Member Depth Thick Width Thick Length Weight Col-1 Col-2 Col-3 Col-4 Col-5 0. 20. 40. 60. 79. 7 0 0 0 3 W8X10 W8X10 W8X10 7 7 7 .48 .48 .48 0. 0. 0. 170 170 170 3 3 3 .94 .94 .94 0. 0. 0. 205 205 205 11.8 13.5 11.8 118.3 134.9 118.3 Total=371.42 DESIGN ACTIONS/STRENGTH: Mem Load Axial (k Shear(k -Moment(f-k 12/17/2009 EwDes-L.out Page 9 Id Id Calc Pn/sf Calc Vn/sf Calc Mn/sf Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.15 0.15 0.15 0.15 0.15 0.15 0.06 0.06 0.12 0.12 0.12 0.12 0.12 0.12 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 0.00 0.00 0.00 0.00 -1.04 -1.04 -1.04 -1.04 -1.04 -1.04 1.26 1.26 -1.38 -1.38 -1.38 -1.38 -1.38 -1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 1.46 1.46 -1.61 -1.61 -1.61 -1.61 -1.61 -1.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.04 -1.04 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 0.00 0.00 0.00 0.00 3.07 3.07 3.07 3.07 3.07 3.07 -3.71 -3.71 4.09 4.09 4.09 4.09 4.09 4.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.06 4.06 4.06 4.06 4.06 4.06 -4.91 -4.91 5.42 5.42 5.42 5.42 5.42 5.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.07 3.07 15.15 15. 15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 . 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 BwUes-L.out Page 1C -1-1-1 -1 1 1 -1 -1 — 1 -1 -1 -1 0 0 0 0 0 0 0 0 .04 .04 .04 .04 .26 .26 .38 .38 .38 .38 .38 .38 .00 .00 .00 .00 .00 .00 .00 .00 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 07 07 07 07 3.71 3.71 4.09 4.09 4.09 4.09 4.09 4.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.15 15.15 15.15 15.15 15. 15 15.15 15. 15 15.15 15. 15 15.15 15.15 15. 15 15.15 15.15 15. 15 15.15 15.15 15.15 15.15 15.15 STRESS RATIO: Mem Id Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 Axial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Shear 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .04 .04 .04 .04 .04 .04 .05 .05 .05 .05 .05 .05 .05 .05 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .04 .04 .04 Control Moment Axl+Mom Shr+Mom UC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .20 .20 .20 .20 .20 .20 .25 .25 .27 .27 .27 .27 .27 .27 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .27 .27 .27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .20 .20 .20 .20 .20 .20 .25 .25 .27 .27 .27 .27 .27 .27 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .27 .27 .27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .20 .20 .20 .20 .20 .20 .25 .25 .27 .27 .27 .27 .27 .27 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .27 .27 .27 12/17/2009 EwDes-L.out Page 11 0.27 0.27 0.27 0.32 0.32 0.36 0.36 0.36 0.36 0.36 0.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.25 0.25 0.27 0.27 0.27 0.27 0.27 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 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 0.00 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 0.00 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 0.00 0.04 0.04 0.04 0.05 0.05 0.06 0.06 0.06 0.06 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 0.27 0.32 0.32 0.36 0.36 0.36 0.36 0.36 0.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.25 0.25 0.27 0.27 0.27 0.27 0.27 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 0.27 0.32 0.32 0.36 0.36 0.36 0.36 0.36 0.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.25 0.25 0.27 0.27 0.27 0.27 0.27 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 COLUMN REACTIONS: nt:m Id Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 uucua Id 1 2 3 4 5 6 7 Horz 0 0 0 0 1 1 1 j^ect (OP) .00 .00 .00 .00 .04 .04 .04 O L. J_ V 0 0 0 0 0 0 0 Uii V JS. I ert P .12 .12 .12 .12 .12 .12 .12 lorz 0 0 0 0 0 0 0 (IP) .00 .00 .00 .00 .00 .00 .00 12/17/2009 EwDes-L.out Page 12 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1.04 1.04 1.04 -1.26 -1.26 1.38 1.38 1.38 1.38 1.38 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.20 1.20 1.20 1.20 1.20 1.20 -1.46 -1.46 1.61 1.61 1.61 1.61 1.61 1.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.04 1.04 1.04 1.04 1.04 1.04 -1.26 -1.26 1.38 1.38 1.38 0.12 0. 12 0.12 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.15 0.15 0.15 0.15 0.15 0.15 0.06 0.06 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 0.07 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 0.00 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 0.00 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 0.00 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 0.00 twues-uout Page 13 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 COLUMN Mem Id Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 16 11 18 19 20 21 22 23 24 25 26 MEMBER Load Id 1 2 3 4 5 6 1 8 9 10 11 12 13 14 15 16 11 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 1 8 9 10 11 12 13 14 15 16 1.38 1.38 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DEFLECTIONS: Deflection 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 (in) Calc Allow 0.00 0.00 0.00 0.00 0.09 0.09 0.09 0.09 0.09 0.09 -0.10 -0.10 0.12 0.12 0.12 0.12 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.15 0.15 0.15 0.15 0.15 -0.18 -0.18 0.20 0.20 0.20 0.20 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12/17/2009 EwDes-L.out Page 14 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 17 18 19 20 21 22 23 24 25 26 I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 0.20 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.09 0.09 0.09 0.09 0.09 -0.10 -0.10 0.12 0.12 0.12 0.12 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .35 .35 .35 .35 .35 .35 .35 .35 35 .35 .18 18 18 .18 .18 18 18 .18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 1.18 09-5243R1 Base Plate & Anchor Bolt Design 12/11/09 10:25am Base Plate Yield = 50.00 (ksi Concrete Bearing = 2.50 (ksi BASE SIZE: Column_Base Id Depth —Plate_Size(in)— Width Length Thick -Bolts(A307 )- Row Diam Gage Col-2 Col-3 Col-4 7 7 7 .9 .9 .9 8 8 8 .0 .0 .0 8 8 8 .0 0 .0 0 .0 0 .375 .375 .375 1 1 1 0 0 0 .750 .750 .750 4.00 4.00 4.00 BASE REACTIONS: Max Tension+Shear 12/17/2009 EwDes-L.out Page 15 Column Id Col-1 Col-2 Col-3 Col-4 Col-5 -Max Ld I 19 19 19 1 Comp- Fy(k ) 0.0 0.1 0.2 0.1 0.0 -Max Ld 1 1 1 1 1 Tens Fy(k 0. 0. 0. 0. 0. ) 0 0 0 0 0 -Max Ld 1 13 13 13 1 Shea Fx (k 0. 1. 1. 1. 0. r ) 0 4 6 4 0 Ld 1 1 1 1 1 Tens Fy(k ) 0.0 0.0 0.0 0.0 0.0 Shear Fx(k ) 0.0 0.0 0.0 0.0 0.0 LOAD COMBINATIONS: 1 - DL+CL+LL 13 - 0.6DL+WS+LW1 19 - 1.14DL+1.14CL+0.7Seis 09-5243R1 GIRT LOCATION: Bay No. Girt Id Id Girt 1 Flush Girt Design Report 12/11/09 10:25am 1 2 3 4 1 1 1 1 7.333 7.333 7.333 7.333 GIRT Bay Id 1 2 3 4 SPAN: No. Girt 1 1 1 1 Girt 1 18. 19. 19. 18. Id 896 125 125 896 GIRT SIZE: Bay No. Girt Id Id Girt 1 1 2 3 4 8X25Z14 8X25Z14 8X25Z14 8X25Z14 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1234 0000 GIRT ACTIONS: Bay Girt Ld Id Id Id --Shear(k ) Calc Allow UC --Moment(f-k )-- Mom+ Calc Allow UC Shear Deflect(in) — Calc Allow UC 1 1 WP WS 2 1 WP 0.66 4.08 0.16 -0.75 4.08 0.18 0.75 4.08 0.18 -3.13 5.95 0.52 0.16 3.47 3.87 0.90 0.20 -3.60 5.95 0.61 0.21 -0.75 2.52 0.30 0.84 2.52 0.33 -0.89 2.55 0.35 //zuuv EwDes-L.out Page It 3 4 WS 1 WP WS 1 WP WS -0.83 -0.75 -0.83 0.66 0.75 4.08 0.20 4. 08 0.18 4.08 0.20 4.08 0.16 4.08 0.18 3.97 -3.60 3.97 -3.13 3.47 3.87 1.03 5.95 0.61 3.87 1.03 5.95 0.52 3.87 0.90 0.26 0.21 0.26 0.16 0.20 0.98 -0.89 0.98 -0.75 0.84 2.55 0.39 2.55 0.35 2.55 0.39 2.52 0.30 2.52 0.33 09-5243R1 Wall Panel Report 12/11/09 10:25am PANEL DATA: Bay Part 2 PBR26 Type Gage Yield PR 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan Id (ft) Id Calc Mn/sf UC Calc Mn/sf UC Deflect(in)— Calc Allow UC 1 2 7.33 WP WS 7.26 WP WS 84.5 130.8 0.65 -112.5 116.1 0.97 84.5 130.8 0.65 -112.5 116.1 0.97 -48.3 116.1 0.42 64.3 130.8 0.49 -46.7 116.1 0.40 62.2 130.8 0.48 -0.27 0.98 0.28 0.36 0.98 0.37 -0.25 0.97 0.26 0.34 0.97 0.35 09-5243R1 Screw Report 12/11/09 10:25am BASE SCREW CHECK: Screw Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC 1 0.00 12x1.25L 0.25 1.00 1.90 0.000 0.000 0.440 0.00 09-5243R1 Endwall Design Warning Report 12/11/09 10:25am .. No Warnings 09-5243R1 Endwall Weight Summary 12/11/09 10:25am FORCED SPACING: Total Column Weight Total Rafter Weight Total Girt Weight Total Door Jamb Weight 371.42 0.00 252.46 0.00 12/17/2009 EwDes-L.out Page 17 Total Bracing Weight = 0.00 Total Clips Weight = 13.20 Total Endwall Weight = 637. i EwUes-K.out Page 1 *09-5243R1 Endwall Design Input 12/11/09 10:25am 1)JOBID: '09-5243R11 *( 2)PROGRAM OPTIONS: * EW Run Run Run Run * Id Col/Raf Girt Brace Panel 'Rf ' Y ' ' Y ! ' N f 'Y1 No. Lap Cycle Stiff 4 1.00 *( 3)DESIGN CODE: *Design Steel Code * Code 'WS' Cold 'NAUS01 Hot 'AISC05 Country Build Code Year 'IBC ' '06' Code Label 'IBC 06 Seismic Zone 1 'D ' *( 4)DESIGN CONSTANTS:* * Stress_Ratio * Col/Raf Girt Panel 1.03 1.03 1.03 Strength_Factors-- Seismic Wind Frame Brace 1.0000 1.0000 1.2000 *( 5)STEEL YIELDS: * Web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 50.0 50.0 55.0 50.0 50.0 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. 90. 0. 120. 90. 90. 90. 90. 90. 60. 7)REPORTS: * Input * Echo 'Y' Column Rafter • Y« Wall Door Girt Jamb 'Y1 'Y' * ( 8) BUILDING TYPE: * Build * Type 'FF-' Build Width 80.0000 Build Length 64.0000 * ( 9) SURFACE SHAPE: * No. * Surf 4 * (10) BAY *No.Roof * Bay 3 X Coord (ft) 0.0000 40.0000 80.0000 80.0000 SPACING: Roof Bay 21.3333 Y Coord (ft) 12.5000 15.8333 12.5000 0.0000 Frame ; Recess 0.3333 Wall Panel 'Y1 Cable Brace 'Y' Expand_EW Use Offset 'Y :E' 4.00 Offset (in) 8.000 8.000 8.000 8.000 Sets_0f Bay No. Bays Width Bays 1 20.0000 4 *(11)FRAMED OPENINGS: * No. Open Bay Open *Open 1 Id 1 Id 4 Width 8.0000 Open Open Open Sill Base Set Height Offset Type Height Elev Depth 8.0000 1.0000 42 0.0000 0.000 0.000 Member Remove Select Panel ?CU' 'Y' 12/17/2009 EwDes-R.out Page 2 *(12)WIDE OPENING LAYOUT: * Open Bay_Id --Clear_Opening-- *No. Id Type St End 0 Width Height Wedge Stub Column Total Height Elev Mount Weight * (13)WIDE OPENING AND STRUT FRAMING: *-Open- Door_Jamb Stub *No. Id Type FlgWid FlgThk Type 0 Head Back_Brace Strut -Header_Beam- Deflection Type Type LOG Type Type Max_Spc Horz Vert *(14)WIDE OPENING HEADER LOCATION: *-Open- No. Column *No. 0 Id Location Location *(15)PARTIAL WALLS: * Set_0f —Bay_Id— * Bays Id Use Start End 0 Base Top Full_Load Panel Height Type Type Girt Col Part *(16)COLUMNS: * --Left_Corner-- -Right_Corner-- * Type Rot Depth Type Rot Depth * (in) (in) '- ' '-' 0.00 '- ' '-' 0.00 -Int_Facia-- Int_No_Facia Max_UnBr Base Type Depth Type Depth Same Length Elev (in) (in) Dep (ft) (in) 'R ' 0.00 'R ' 0.00 'N? 45.000 0.000 (17)COLUMN SIZE & ELEVATION: No. Column Column Size Base Elev 0.000 0.000 0.000 0.000 0.000 *(18)RAFTERS: * Rafter Set * Select Depth 'R ' 0.000 Rafter Same '¥' Flange Brace *(19)RAFTER SIZE: * No. Surf Rafter * Rafter Id Size 2 2 ' 2 ' *(20)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 *Type Out In Offset Project Depth Lap 'ZF' 'C' 'N1 0.000 0.000 8.000 0.0000 Max Girt_To One_Girt Max_Unbr Space Rafter Depth/Bay Length 7.5000 'N' 'Y' 19.6667 *(22)GIRT LOCATION: * Set No. Girt * Loc Girt Location U/17/20W EwDes-R.out Page 3 P'7.3333 12.3333 * (23)SPECIAL GIRT: * Sets_0f —Bay_Id— * Girts Start End 0 Girt Girt Height Type Girt Rotate Use *(24)SIDEWALL GIRT: *Wall Girt No. Girt * Id Type Offset Project Girt Location 2 'ZB1 0.000 0.000 1 7.3333 4 'ZB1 0.000 0.000 1 7.3333 *(25)ROOF PURLINS: *Surf Surf No. * Id Ext Purlin 3 0.000 8 2 0.000 8 Peak Space 1.0000 1.0000 Set Of Space 0 0 Set Space Space No . *(26)PANELS/RF_COLUMNS: * Wall Insulation * Panel Use Thick 'PBR26 ' 'N' 3.000 RF_Interior_Columns No. Locate 0 *(27)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column •Y' IY' 'N' 'N' *(28)WALL BRACING: * Wind Brace * Shear Type 75.0 'C ' No._Bay Specified 0 Specified Bays_For_Bracing *(29JWIND BENTS: * --Member— No. * Type Depth Bay 0.00 0 Bay_Id *(30)WIND COLUMNS: * --Member— No. * Type Depth Bay 0.00 0 Bay_Id Left/ Right *(31)WALL BRACING ATTACHMENT * No. Attach —Bay_Id— *Attach 0 Id Start End No. Level Level_Height *(32)EAVE EXTENSION: *Wall No. Ext -Bay Id— *Id 2 4 Ext 0 0 Id Start End Height Width -Edge_Extend- Ext Slope Left Right Mount *(33)CANOPY: *Wall No. Ext -Bay_Id— *Id Ext Id Start End Height 3 0 -Edge_Extend- Ext Width Slope Left Right Mount 12/17/2009 EwDes-R.out Page 4 0 0 *(34)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) (1:12 ) (ft) (ft) (1:12 ) (ft) (ft) 3 0 2 0 4 0 *(35)FACIA/PARAPET GIRTS: *Ext Top --Interior- Back_Panel Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(36)ADJACENT BUILDING: *Wall No. Ext -Bay Id— •Id Ext 2 0 4 0 Id Start End Height Width -Edge_Extend- Ext Slope Left Right Mount *(37)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia/Parapet Facia/Parapet Girt *Id Dead Collat Live Snow Press Suet Press Suet Press Suet *(38)BASIC LOADS: * * Dead Collat Live * Load Load Load 2.0 3.0 20.0 Snow Basic Load Wind 0.0 12.3 Deflection Wind Load_Ratio Load Snow Wind Seis Factor 1.00 1.00 1.00 1.00 * (39)EDGE ZONE: * Zone * Width Girt 5.000 1.07 Panel 1.00 Col/ Jamb 1.07 *(40)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion_Forces *Dead Girt Load Wind Seismic 2.0 0.0000 2.30 0.00 0.00 *(41)LONGITUDINAL BRACING LOADS: * Wind Seismic * Horz Vert Horz Vert 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(42)WIND PRESSURE/SUCTION: Left Column Right Column Wind Press 10.8 10.8 10.8 12.7 18.5 18.5 Wind Suet -11.9 -11.9 -11.8 -16.9 -12.3 -12.3 ;43)WIND COEFFICIENTS: Column/Rafter Surf Wind 1 Column Girt/Header Jamb Panel Parapet Girt Transv Bracing, Facia/Parapet Rafter Column/Bracing Wind 2 Wind 2 Long_Wind Surface 12/17/2009 EwDes-R.out Page' Id Left Right 1 0.00 0.00 2 -1.14 -0.66 3 -0.66 -1.14 4 0.00 0.00 Left Right 0.00 0.00 -0.78 -0.30 -0.30 -0.78 0.00 0.00 Left Right 0.59 -0.91 -1.14 -0.66 -0.66 -1.14 -0.91 0.59 1 0.00 -0.87 -0.87 0.00 2 0.00 -0.55 -0.55 0.00 *(44)COLUMN DESIGN LOADS: *-Load- -Add_Snow- Wind_l ind Aux_Load *No Id Dead Coll Live Snow Drift Slide Left Right uct Seis Id Coef 26 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 .00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 .00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 .00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 .75 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 .75 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 .75 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 .75 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 .75 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 .75 0.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 O.-OO .00 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 .00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 .00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 0.00 19 1.14 1.14 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.70 0 0.00 20 1.14 1.14 0.00 0.00 0.00 0.00 0.00 0.00 .00 -0.70 0 0.00 21 1.10 1.10 0.75 0.00 0.00 0.00 0.00 0.00 .00 0.52 0 0.00 22 1.10 1.10 0.75 0.00 0.00 0.00 0.00 0.00 .00 -0.52 0 0.00 23 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.52 0 0.00 24 1.10 1.10 0.00 0.00 0.00 0.00 0.00 0.00 .00 -0.52 0 0.00 25 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 on 07n n o no Wind_2 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 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 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00 0.00 0.00 Friction 0.00 0.00 0.00 0.00 Long_Wind Column_W 1 2 Press S 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 1.00 0.00 I.00 0 0.00 1.00 1.00 0 1.00 0.00 0.00 1 0.00 1.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 12/17/2009 EwDes-R.out Page 6 26 0.46 0.00 0.00 0.00 0.00 0.00 0.00 .00-0.70 0 0.00 *(45)COLUMN DESIGN LOADS: Deflection *-Load- -Add_Snow- Wir ind Aux_Load *No Id Dead Coll Live Snow Drift Slide Left uct Seis Id Coef 0 *(46)RAFTER DESIGN LOADS: *-Load- -Add__Snow- Aux_Load *No Id~ Dead Collat Live Snow Drift Slide Left Right is Id Coef 25 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 00 6 1.00 10 0.60 0,00 0.00 0.00 0.00 0.00 0.00 00 7 1.00 11 0.60 0,00 0.00 0.00 0.00 0.00 0.00 00 8 1.00 12 0.60 0,00 0.00 0.00 0.00 0.00 0.00 00 9 1.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 70 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 70 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 19 0.60 0.00 0.00 0.00 '0.00 0.00 0.00 70 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 70 0 0.00 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 00 1 1.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 00 2 1.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 nn ^ i nn 0.00 0.00 0.00 0.00 0.00 0.00 0 [ 1 Right Wind Wind_2 Left Right 1 Wind t Right 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Left 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Long 1 2 Right 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 Wind Column W 2 Press S Long Wind 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 2 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Se 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. -0. 0. -0. 0. -0. 0. -0. 0. 0. 0. 12/17/2009 EwDes-R.out Page' 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 4 1.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 5 1.00 0.00 0.00 0.00 0. 0.00 0.00 0.00 0. *(47)RAFTER DESIGN LOADS: Deflection *-Load- -Add_Snow- Wind_l Wind_2 Aux_Load *No Id Dead Collat Live Snow Drift Slide Left Right Left Right is Id Coef 0 Long_Wind 1 2 Se Long_Wind Column_Wi 1 2 Press Su *(48)BRACING DESIGN LOADS: *-Load- -Add_Snow- Wind_l Wind_2 nd Aux_Load *No Id Dead Coll Live Snow Drift Slide Left Right Left Right ct Seis Id Coef 4 1 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 0.00 0 0.00 2 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 0.00 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 0.00 0.00 0. 00 1.00 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 0.00 0.00 0. 00 -1.00 0 0.00 *(49)AUXILIARY LOADS: * No. Aux Aux * Aux Id Name No._Add Add_ Combs Id Coef 1 2 3 4 5 6 7 8 9 'E2PAT 'E2PAT_ 'E2PAT_ 'E2PAT 'E2PAT 'LWIND1 'LWIND1 'LWIND2 'LWIND2 LL LL LL LL LL L R L R 1' 2' 3' 4' 5' i i t 1 2 2 2 2 2 1 1 1 1 1 2 2 3 3 4 1 3 2 4 5 6 7 8 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 *(SO)ADDITIONAL LOADS: No. Add 1 9±Z Add Idi_i_ 9£ 0J c3 /rD •7/ 00 9 10 11 12 Surf Id 9z 9Z oJ •3o 9Z oj oZ 0o 2 2 3 3 Basic Loadi i i i i i i i i i i i i i i i 'WINDLl ' 'WINDL2 ' 'WINDR1' 'WINDR2 ' Load Typei n iu ' n 'u1 n 'u ' n 'U 1 Pi »u ' n 'u ' n 'u i n !U 'D ' 'D ' 'D ' 'D ' -0\j nu — nu _nu nu n.unu nu 0 0 0 0 FX Wl 9 1 t,. Z J. 3nc.O 9 i c. Z J_ O 9 1 R. Z J_ O n ci. U O 1 n RI. U D J_ n 9 1. U ^ J. n 9 1. u z x .001 .001 .001 .001 FY W2 _n 9 1 RU . Z JL O n 9 1 sU . Z -L 3 n 9 1 RU . Z J. 3 n 9 1 R— u . z i o n n ^iu . u o i n n ^ iu . uo ± n n9 1u . u z j_ n n9 1u . u z i 0.001 0.001 0.001 0.001 Mom Co n nsu . u o n ORu . u o n n R— u . uo n no— u . uo n n nu . u u n nnu . uu n nnu . uu n nnu . uu 0.00 0.00 0.00 0.00 X DL1 n nnu . uu 9 n mz u . u / n nnu . uu9 n mz u . u / n nnu . uu T n i AoU . 14 O n n. UU o r\ -1/1oU . 1 4 31.25 31.25 0.00 0.00 Y DL2 9 n mz u . u / 4n 1/1U . 1 1 9 n n nz u . U / 4n i /iU . 1 41 1 n n nlu . UU /in i /i4U . 14 in n n1U . UU /in 1/14 U . 14 40.14 40.14 8.89 8.89 . .Cone . .Unif 12/17/2009 EwDes-R.out PageS * (51)GIRT LAPS: * Data * Opt Sets Left 0 -Set_l Right Quan Left -Set_2 Right Quan Left -Set_3 Right Quan * (52)GIRT STRAPS: * Data Set_l Set_2 Set_3 Set__4 *-Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(53)PANEL SCREWS: * No. *Zone Zone Part 1 'BASE' '12xl.25L' Screw Washer Screw Screw Dia Dia Space Strength 0.250 0.500 12.000 1.900 * Code files used: * IBC.06 * EW IBC.06 Version 4.0 09-5243R1 Endwall Design Code 12/11/09 10:25am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code Seismic Zone IBC D 06 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi 09-5243R1 Column & Rafter Design 12/11/09 10:25am MEMBER SIZES: Member Member Member Id Locate Part Web_Size— -Flange_Size- Member Member Depth Thick Width Thick Length Weight Col-1 Col-2 Col-3 Col-4 Col-5 0 20 40 60 79 .7 .0 .0 .0 .3 W8X10 W8X10 W8X10 7 7 7 .48 .48 .48 0. 0. 0. 170 170 170 3. 3. 3. 94 94 94 0 0 0 .205 .205 .205 11.8 13.5 11.8 118 134 118 .3 .9 .3 Total=371.42 DESIGN ACTIONS/STRENGTH: Mem Load Axial (k Shear(k )—-Moment(f-k )- EwDes-R.out Page' Id Id Calc Pn/sf Calc Vn/sf Calc Mn/sf Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 0.12 0.12 0.12 0.12 0.12 0. 12 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.15 0.15 0.15 0.15 0.15 0.15 0.06 0.06 0.12 0.12 0.12 0.12 0.12 0.12 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 0.00 0.00 0.00 0.00 -1.04 -1.04 -1.04 -1.04 -1.04 -1.04 1.26 1.26 -1.38 -1.38 -1.38 -1.38 -1.38 -1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 1.46 1.46 -1.61 -1.61 -1.61 -1.61 -1.61 -1.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.04 -1.04 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 0.00 0.00 0.00 0.00 3.07 3.07 3.07 3.07 3.07 3.07 -3.71 -3.71 4.09 4.09 4.09 4.09 4.09 4.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.06 4.06 4.06 4.06 4.06 4.06 -4.91 -4.91 5.42 5.42 5.42 5.42 5.42 5.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.07 3.07 15.15 15.15 15.15 15.15 15. 15 15.15 15.15 15. 15 15.15 15. 15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15. 15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 12/17/2009 EwDes-R.out Page 10 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 STRESS Mem Id Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 RATIO Load Id I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 : 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 _1 -1 -1 -1 11-1 -1 -1 -1 _1 -1 0 0 0 0 0 0 0 0 .04 .04 .04 .04 .26 .26 .38 .38 .38 .38 .38 .38 .00 .00 .00 .00 .00 .00 .00 .00 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 26. 83 83 83 83 83 83 83 83 83 83 83 83 83 83 83 83 83 83 83 83 Control Axial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Shear 0.00 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.04 0.04 Moment 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.25 0.25 0.27 0.27 0.27 0.27 0.27 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 0.27 Axl+Mom 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .20 .20 .20 .20 .20 .20 .25 .25 .27 .27 .27 .27 .27 .27 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .27 .27 .27 Shr+Mom UC 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.25 0.25 0.27 0.27 0.27 0.27 0.27 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 0.27 3.07 3.07 3.07 3.07 -3.71 71 09 4.09 4.09 4.09 4.09 4.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 15.15 12/17/2009 EwDes-R.out Page 11 0.27 0.27 0.27 0.32 0.32 0.36 0.36 0.36 0.36 0.36 0.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.25 0.25 0.27 0.27 0.27 0.27 0.27 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 COLUMN Mem Id Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .04 .04 .04 .05 .05 .06 .06 .06 .06 .06 .06 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .04 .04 .04 .04 .04 .04 .05 .05 .05 .05 .05 .05 .05 .05 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .27 .27 .27 .32 .32 .36 .36 .36 .36 .36 .36 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .20 .20 .20 .20 .20 .20 .25 .25 .27 .27 .27 .27 .27 .27 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .27 .27 .27 .32 .32 .36 .36 .36 .36 .36 .36 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .20 .20 .20 .20 .20 .20 .25 .25 .27 .27 .27 .27 .27 .27 .00 .00 .00 .00 .00 .00 .00 .00 REACTIONS: Load Id 1 2 3 4 5 6 7 Horz 0 0 0 0 I 1 1 "D £iKG (OP) .00 .00 .00 .00 .04 .04 .04 action (k Vert 0.12 0.12 0.12 0.12 0.12 0.12 0.12 \i Horz ( 0. 0. 0. 0. 0. 0. 0. IP) 00 00 00 00 00 00 00 12/17/2009 EwDes-R.out Page 12 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1.04 1.04 1.04 -1.26 -1.26 1.38 1.38 1.38 1.38 1.38 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.20 1.20 1.20 1.20 1.20 1.20 -1.46 -1.46 1.61 1.61 1.61 1.61 1.61 1.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.04 1.04 1.04 1.04 1.04 1.04 -1.26 -1.26 1.38 1.38 1.38 0.12 0.12 0.12 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.15 0.15 0.15 0.15 0.15 0.15 0.06 0.06 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.07 0.07 0.07 0.07 0.07 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 0.00 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 0.00 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 0.00 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 0.00 bwJJes-K.out Fage 1J Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 COLUMN Mem Id Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 16 17 18 19 20 21 22 23 24 25 26 MEMBER Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1.38 1.38 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DEFLECTIONS 0.07 0.07 0.07 0.13 0.13 0.13 0.13 0.13 0.13 0.05 0.05 : Deflection (in) Calc 0.00 0.00 0.00 0.00 0.09 0.09 0.09 0.09 0.09 0.09 -0.10 -0.10 0.12 0.12 0.12 0.12 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.15 0.15 0.15 0.15 0.15 -0.18 -0.18 0.20 0.20 0.20 0.20 Allow 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12/17/2009 EwDes-R.out Page 14 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 17 18 19 20 21 22 23 24 25 26 I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 0.20 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.09 0.09 0.09 0.09 0.09 0.10 0.10 0.12 0.12 0.12 0.12 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 09-5243R1 Base Plate & Anchor Bolt Design 12/11/09 10:25am Base Plate Yield Concrete Bearing 50.00 (ksi ) 2.50 (ksi ) BASE SIZE: Column_Base Id Depth --Plate_Size(in)-- Width Length Thick -Bolts(A307 )- Row Diam Gage Col-2 Col-3 Col-4 7. 7. 7. 9 9 9 8 8 8 .0 .0 .0 8 8 8 .0 0 .0 0 .0 0 .375 .375 .375 1 1 1 0 0 0 .750 .750 .750 4.00 4.00 4.00 BASE REACTIONS: Max Tension+Shear 12/17/2009 hwUes-K.out Page 15 Column Id Col-1 Col-2 Col-3 Col-4 Col-5 -Max Ld 1 19 19 19 1 Comp- Fy(k ) 0.0 0.1 0.2 0.1 0.0 -Max Ld 1 1 1 1 1 Tens Fy(k 0. 0. 0. 0. 0. ) 0 0 0 0 0 -Max Ld 1 13 13 13 1 Shear Fx(k ) 0.0 1.4 1.6 1.4 0.0 Ld 1 1 1 1 1 Tens Fy(k ) 0.0 0.0 0.0 0.0 0.0 Shear Fx(k ) 0.0 0.0 0.0 0.0 0.0 LOAD COMBINATIONS: 1 - DL+CL+LL 13 - 0.6DL+WS+LW1 19 - 1.14DL+1.14CL+0.7Seis 09-5243R1 GIRT LOCATION: Bay No. Girt Id Id Girt 1 Flush Girt Design Report 12/11/09 10:25am 1 2 3 4 1 1 1 1 7.333 7.333 7.333 7.333 GIRT Bay Id 1 2 3 4 SPAN: No. Girt 1 1 1 1 Girt 1 18. 19. 19. 9. Id 896 125 125 958 GIRT SIZE: Bay No. Girt Id Id Girt 1 1 2 3 4 8X25Z14 8X25Z14 8X25Z14 8X25Z16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1234 0 0 0 0 GIRT ACTIONS: Bay Girt Ld Id Id Id --Shear(k ) Calc Allow UC --Moment(f-k )-- Mom+ Calc Allow UC Shear -—Deflect(in)-- Calc Allow UC 1 2 1 WP ws 1 WP 0.66 -0.75 0.75 4.08 4.08 4.08 0.16 0.18 0.18 -3.13 3.47 -3.60 5.95 3.87 5.95 0.52 0.90 0.61 0.16 0.20 0.21 -0.75 0.84 -0.89 2.52 2.52 2.55 0.30 0.33 0.35 12/17/2009 EwDes-R.out Page 16 3 4 WS 1 WP WS 1 WP WS 09-5243R1 JAMB /HEADER Bay Id 4 Member Id Jamb-L Jamb-R Header -0.83 4.08 -0.75 4.08 -0.83 4.08 -0.35 2.44 0.40 2.44 Door LAYOUT : Member Size 8X25C16 8X25C16 8X25C16 0.20 0.18 0.20 0.14 0.17 Jamb & Member Length 10.40 9.74 8.00 3.97 -3.60 3.97 -0.87 0.98 Header 3.87 1. 5.95 0. 3.87 1. 4.87 0. 3.71 0. Summary 03 0. 61 0. 03 0. 18 0. 26 0. 26 21 26 02 03 0.98 -0.89 0.98 -0.07 0.08 2.55 0 2.55 0 2.55 0 1.33 0 1.33 0 12/11/09 .39 .35 .39 .05 .06 10:25am Member Weight 29 27 22 .1 .3 .4 STRENGTH/DEFLECTION : Bay Id 4 Member Id Jamb-L Jamb-R Header 09-5243R1 Ld Shear (k ) Id Calc WP -0.25 WS 0.28 WP -0.50 WS 0.55 WP -0.11 WS 0.12 Wall Vn/sf 2.44 2.44 2.44 2.44 2.44 2.44 UC 0.10 0.11 0.21 0.22 0.04 0.05 Moment (f-k ) -- Calc -0.66 0.72 -1.22 1.33 -0.21 0.24 Mn/sf 4.66 0 3.75 0 4.66 0 3.75 0 4.66 0 3.52 0 UC .14 .19 .26 .35 .05 .07 Panel Report Mom+ Shear 0.01 0.02 0.05 0.06 0.00 0.00 Deflect (in) Calc -0.06 0.06 -0.09 0.10 -0.01 0.01 12/11/09 Allow 1. 1. 1. 1. 1. 1. 10: 39 39 30 30 07 07 25am PANEL DATA: Bay Part Type Gage Yield 2 PBR26 PR MOMENTS & DEFLECTION: Span Span LD Id (ft) Id 1 7.33 WP WS 2 7.26 WP WS 26.00 80 .0 -t- / -(= Support Calc 84 -112 84 -112 .5 .5 .5 .5 Mn/sf 130. 116. 130. 116. 8 1 8 1 0. 0. 0. 0. UC 65 97 65 97 t-lb/ft i> Calc -48. 64. -46. 62. 3 3 7 2 - \- 1 lidspan Mn/sf 116. 130. 116. 130. 1 8 1 8 0 0 0 0 UC .42 .49 .40 .48 Deflect (in) — Calc -0 0 -0 0 .27 .36 .25 .34 Allow 0 0 0 0 .98 .98 .97 .97 0 0 0 0 UC .28 .37 .26 .35 09-5243R1 Screw Report 12/11/09 10:25am 12/17/2009 EwDes-R.out Page 17 BASE SCREW CHECK: Screw Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC 1 0.00 12x1.25L 0.25 1.00 1.90 0.000 0.000 0.440 0.00 09-5243R1 Endwall Design Warning Report 12/11/09 10:25am .. No Warnings 09-5243R1 Endwall Weight Summary 12/11/09 10:25am FORCED SPACING: Total Column Weight = 371.42 Total Rafter Weight = 0.00 Total Girt Weight = 217.61 Total Door Jamb Weight = 78.80 Total Bracing Weight = 0.00 Total Clips Weight = 16.50 Total Endwall Weight = 684.33 12/17/2009 RfDes-l.out Page 1 *09-5243R1 Rigid Frame Design Input Echo 12/11/09 10:40am 1)JOBID: '09-5243R1 *( 2)PROGRAM OPTIONS: * Frame Frame Stress Frame No_0f * Id Type Space Space Cycle 1 'HPE' 5.00 11.33 7 *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) * Opt Opt Sym Typ Min Max 'Y' 'N' 'Y' 'T ' 12.00 72.00 End_ Lt 'P ' Conn Rt 'P ' Splice Fix 1.00 Frame Frame Option Option_Id Rafter_Dep_Opt(in) Typ Min Max 'T ' 18.00 72.00 Web_Stiffener Use Ratio Side P-Delta 'N1 0.00 'Y ' 'EL' * ( 4) DESIGN CODE: *Design --- Steel_Code --- Code 'WS Cold 'NAUS01 Hot 'AISC05' Build Country Code Year ' 'IBC ' '06' Code Label 'IBC 06 Seismic Zone 'D ' 5)DESIGN CONSTANTS: * Stress_Ratio * Frame Col EP BP 1.03 1.03 1.03 1.03 Strength_Factor Seismic Wind Frame SpcEP 1.0000 1.0000 1.2000 *( 6)STEEL YIELDS: * Web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 50.0 50.0 55.0 50.0 50.0 36.0 46.0 36.0 50.0 50.0 *( 7)DEFLECTION LIMITS: * --Vertical-- Horizontal Weak * Live Total Total Seis Crane Axis 180.0 0.0 200.0 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 Displ. Len React React 'I' 'Y' 'Y1 'Y' 'Y1 'N' 'N' 'Y1 'N1 'N' 'N' 'N' *( 9)SURFACE SHAPE: No. Surf 4 X Coord (ft) 0.0000 40.0000 80.0000 80.0000 Y Coord (ft) 12.5000 15.8333 12.5000 0.0000 Offset (in) 8.000 8.000 8.000 8.000 *(10)MEMBER DEPTHS: *Surf Depth(in) No. * Id Start End Dep 1 12.000 26.000 0 2 22.000 23.000 2 3 23.000 22.000 2 4 26.000 12.000 0 Interior_Depths LOG(ft) Depth(in) 20.0000 35.0000 5.1386 20.1386 18.000 18.000 18.000 18.000 12/17/2009 KlJJes-1 .out age *(11)MEMBER SPLICES: * * Surf Id 1 2 3 4 No. Splice 0 2 1 1 Splice Loc(ft) 0.0000 35.0000 5.1386 0.0000 Splice Type 'VEE '-EE '-EE 'VEE *(12)SEGMENT PLATES: *No. Surf Mem Seg *Seg 12 Id 1 2 2 2 2 2 3 3 3 3 3 4 Id 1 2 2 3 3 4 5 6 6 7 7 Id 1 2 3 Seg Len(ft) 0.0000 0.0000 10.0000 4 10.0000 5 6 7 8 0.0000 0.0000 0.0000 0.0000 9 10.0000 10 10.0000 11 0.0000 12 0.0000 Member Part Flange Wid(in) 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 00 00 00 00 00 00 00 00 00 00 00 6.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Plate Web 1875 1875 1250 1250 1250 1250 1250 1250 1250 1250 1875 1875 Thickness ( ~OS 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Fig 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 2500 IS 0. 0. 0. 0, 0. 0. 0. 0. 0. 0. 0. 0. in) Fig 2500 5000 2500 2500 2500 2500 2500 2500 2500 2500 5000 2500 *(13)INTERIOR COLUMNS: * No. Col Col Col * Col Id Typ Rot 0 Col Connection Rafter Unbrace_Length Col Col Loc Bot Top Opt Major Minor Set Size *(14)TAPERED INTERIOR COLUMNS: *Col Col Depth No. Start * Id Shape Min Max --Web_Depth Mem Locate Start End Web Fig OS_Flg IS_Flg Thick Width Thick Thick *(15)BASE ELEVATION /WALL OPTIONS: *Base Base Frame Open * Id Elev Space Height 1 0.00 11.33 0.0000 Left Column 2 0.00 11.33 0.0000 Right Column *( 16) BASE DISPLACEMENT: *Base Displace Id 0 Opt Dir (in) 0.000 *(17)BASE SPRINGS: * No. Base —Spring Constants-- *Base 0 Id Horz Vert Rotate *(18)WALL GIRTS: *Surf Girt Girt * Id Type Size 1 'ZB' '8X25Z16 4 'ZB' '8X25Z16 Girt Girt Girt Bay No. Depth Proj Lap Id Girt 8.00 0.00 1.000 3 1 8.00 0.00 1.000 1 1 Location (ft) 7.333 7.333 *(19)ROOF PURLINS: *Surf Purl Purl * Id Type Size Purl Purl Purl Depth Proj Lap No. Peak Set_0f -Set_Space Purl Space Space Space No. 12/17/2009 RIDes-l.out Page 3 2 'ZB' '8X25Z16 ' 8.00 0.00 3.000 3 'ZB' '8X25Z16 ' 8.00 0.00 3.000 1.000 1.000 0 0 *(20)FLANGE BRACES: Surf No. Flange_Brace_At Id Brace Girt/Purlin Number 111 2 8 12345 3 8 12345 411 6 6 *(21)SIDEWALL EXTENSIONS: *Surf No Ext Extension_Size- * Id Ext Id Type Elev Width 1 0 4 0 Facia_Size Load Slope Elev Height Slope Width *(22)EXTENSION LOADS: *Ext Dead Collat Live *Id psf psf psf *(23)BASIC LOADS: * Snow Windl_Coeff psf Left Right * Dead * psf 2.00 Live Snow Collat psf psf psf 20.00 0.00 3.00 Wind2_Coeff Long_Wind Facia_Wind Seis Left Right Left Right Left Right k Basic Deflection Wind Load_Ratio psf Snow Wind Seis 12.34 1.00 1.00 1.00 Temperature Change 0.0 *(24)BASIC LOADS AT EAVE: * -Seismic- Weak_Axis_L * Load SpcEP Wind Seis * k k k k 1.55 4.66 0.00 0.00 Weak_Axis_R Wind Seis k k 0.00 0.00 --Torsion-- Wind Seis k k 0.00 0.00 -EW_Brace— Wind Seis k k 0.00 0.00 *(25)WIND COEFFICIENTS: * Surf —Wind_l --Wind_2 * Id Left Right Left Right 1 0.35 -0.76 0.93 -0.18 -0.63 -0.63 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 Long_Wind Surface 1 ~~ 2 Friction 3 -0.55 -0.87 -0.19 -0.51 -0.87 4 -0.76 0.35 -0.18 -0.55 0.93 -0.63 -0.63 0.00 0.00 0.00 0.00 *(26)LONGITUDINAL BRACING LOADS: * Wind Seismic * Horiz Vert Horiz Vert 2.78 1.41 15.89 8.04 0.00 0.00 0.00 0.00 *(27)DESIGN LOADS:Strength .. Left Column .. Right Column Load_Coefficients -Add_Snow- —Wind_l— —Wind_2— Long_Wind -Seis Lt Rt Lt Rt 1 2 Long 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *Load mic— Aux_Load *No Id Dead Coll Live Snow Drift Slide Tran Temp Id Coeff 56 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 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 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 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 12/17/2009 RfDes-l.out Page 4 5 1.00 1.00 0.00 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 6 1.00 1.00 0.00 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 7 1.00 1.00 0.00 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 8 1.00 1.00 0.00 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 9 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 10 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 11 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 12 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 13 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 14 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 15 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 16 1.00 1.00 0.00 0.75 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 17 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 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 19 1.00 1.00 0.00 0.75 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 20 1.00 1.00 0.00 0.75 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 21 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 22 1.00 1.00 0.00 0.75 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 23 1.00 1.00 0.00 0.75 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 24 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 25 1.00 1.00 0.00 0.75 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 26 1.00 1.00 0.00 0.75 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 27 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 28 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 0.00 0.00 0 0.00 29 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 0.00 0.00 0 0.00 30 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 31 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 1 1.00 32 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 2 1.00 33 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 1 1.00 34 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 2 1.00 12/IV/2UUy KHJes-l.out Fage 0.00 0.00 0.00 0.00 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.00 0.00 0.00 0.00 0.00 0.00 *(28) * *Load mic-- *No 35 0.60 0.00 0.00 0.00 3 1.00 36 0.60 0.00 0.00 0.00 4 1.00 37 0.60 0.00 0.00 0.00 3 1.00 38 0.60 0.00 0.00 0.00 4 1.00 39 1.14 1.14 0.00 0.00 0 0.00 40 1.14 1.14 0.00 0.00 0 0.00 41 1.10 1.10 0.75 0.00 0 0.00 42 1.10 1.10 0.75 0.00 0 0.00 43 1.10 1.10 0.00 0.00 0 0.00 44 1.10 1.10 0.00 0.00 0 0.00 45 1.10 1.10 0.00 0.00 0 0.00 46 1.10 1.10 0.00 0.00 0 0.00 47 1.10 1.10 0.00 0.00 0 0.00 48 1.10 1.10 0.00 0.00 0 0.00 49 0.46 0.00 0.00 0.00 0 0.00 50 0.46 0.00 0.00 0.00 0 0.00 51 1.14 1.14 0.00 0.00 0 0.00 52 1.10 1.10 0.75 0.00 0 0.00 53 1.10 1.10 0.00 0.00 0 0.00 54 1.10 1.10 0.00 0.00 0 0.00 55 1.10 1.10 0.00 0.00 0 0.00 56 0.46 0.00 0.00 0.00 0 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 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 1.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.70 0.70 0.70 0.70 0.70 DESIGN LOADS: Deflection Aux Load Id Dead Coll Live Snow -Load -Add Drift Coeffic Snow- Slide i ent s — --Wind Lt 1 Rt --Wind Lt _2 — Rt Long 1 Wind 2 -Sei Long Tran Temp Id Coeff 0 * (29)DESIGN LOADS:Special* *Load mic-- Aux_Load *No Id Dead Coll Live Snow Drift Slide Tran Temp Id Coeff Load_Coefficients -Add Snow- —Wind 1— Lt Rt -Wind_2-- Long_Wind -Seis Lt Rt 1 2 Long 12/17/2009 RfDes-l.out Page 6 8 57 1.40 1.40 0.00 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 0.00 58 1.40 1.40 0.00 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 0.00 59 1.40 1.40 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 60 1.40 1.40 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 61 1.40 1.40 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 62 1.40 1.40 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 63 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 64 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 *(SO)AUXILARY LOADS: *No. *Aux * 4 Aux Id 1 2 3 4 Aux Name No . Add Loads 'LWIND1 L2E' 'LWINDl R2E' 'LWIND2 L3E' 'LWIND2 R3E' (31) ADDITIONAL *No. *Add * * * * * * 8 Add Id 1 2 3 4 5 6 7 8 (32) FLOOR Bay Id 1 No Surf Id 2 3 2 3 2 2 3 3 LOADS : Basic Type 1 I 1 T 'WINDL1 'WINDL2 'WINDR1 'WINDR2 1 1 1 1 Load Type 'D ' •D ' 'D ' ' 'D ' ' 'D ' 'D '• ID i 'D ' Add Id 1 2 3 4 0 0 0 0 -0 -0 -0 -0 Comb Coeff 1.00 1.00 1.00 1.00 Fx Wl .053 .053 .022 .022 .045 .045 .045 .045 Fy W2 0.053 0.053 0.022 0.022 -0.045 -0.045 -0.045 -0.045 BEAMS : . Beam 0 Beam Beam Id Ht Con Lt Type Rt Con Lt Loc Rt (33) CABLES: Bay Id 1 No . Cable 0 Cable Cable Id Level Cable Type Cable Area Mom Co 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Dx Dll 0.000 30.139 0.000 30.139 31.250 31.250 0.000 0.000 Beam Properties Area Ixx Dy .. D12 . . 10.000 40.139 10.000 40.139 40.139 40.139 8.889 8.889 Cone Dist *(34)CRANE BRACKET: *Crane Bayld Crane Crane Beam Load *No Id Lt Rt Type Height Depth Width (k ) 0 Offset Bracket Col_Sup Left Right Type Opt Select Lt Rt *(35)FRAME LINES: * No *Line Frame Line Id 12/17/2009 RfDes-l.out Page 7 *(36)DESIGN PLATES: *No. Plate — *Plt Type Id 0 --Plate_Size- Bolt Width Thick Dia Bolt Top -Bottom-- Gage Row Space Row Space *( 37)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 0 *(38)ENDWALL COLUMNS *Wall * Id 1 Expand EW Use Offset Y Y 4.000 4.000 No. Column 3 5 Column Locate 20.0000 40.0000 60.0000 11.0000 19.0000 20.0000 40.0000 60.0000 Column Offset 7.890 7.890 7.890 8.000 8.000 7.890 7.890 7.890 *(39)JACK BEAMS: * No. Beam Beam *Beam Id Offset 0 Beam Height Beam Length Part Spring(k/in ) Horz Vert * Code files used: * IBC.06 * RF IBC.06 Version 4.0 *DS_RFDEP.Siz *Surface Span * Id Id * 1 I * 2 1 * 3 1 * 4 1 —Required- Type Span W 12.5 C C W 40.0 40.0 12.5 Selected Type Span tDepth #Splice No record selected C 40.0 2 1 C 40.0 2 1 No record selected 09-5243R1 Rigid Frame Design Code 12/11/09 10:43am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code Seismic Zone IBC D 06 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi 12/17/2009 RiDes-l.out PageS 09-5243R1 Base Plate and Anchor Bolt Design 12/11/09 10:43am Base Plate Yield = 50.00 (ksi Concrete Bearing = 2.50 (ksi Bolt Shear Stress= 12.00 (ksi BASE PLATE & BOLT SIZE: —Column_Base— —Plate_Size (in)— —Bolts(A307 )- -Shear(k )- Loc. Typ Depth Width Length Thick Row Diam Gage Limit UC Left Right P P 12.5 12.5 8.0 8.0 12 12 .50 0 .50 0 .375 .375 2 0 2 0 .750 .750 4.00 4.00 21.2 21.2 0.72 0.60 BASE REACTIONS: Column Loc. Left Right Max -Max Comp- Ld ~ 2 1 Fy(k 12. 12. ) 4 4 Ld 31 32 Tension+Shear Tens Shear Fy(k ~ b . -4. ) Fxi 6 2 (k 4. 3. ) 5 5 Max -Max Shear Ld ~ 52 1 Fx(k 15 12 ) .4 .6 Ld 51 31 Shear +Tens ion Shear Fx(k 11. 3. ) 7 6 Tens Fy(k -1. -3. ) 9 7 Outside_Flange_To_Base Shear(k/in ) Size Typ Calc Rn/sf 0.125 0.125 Fl Fl 0.47 0.35 2.79 2.79 0.125 0.125 Fl Fl 0.47 0.35 2.79 2.79 0.125 0.125 Fl Fl 1.28 1.05 1.86 1.86 WELDS: Base Id Left Right LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 31 - 0.60DL+LW1+LWIND1_L2E 32 - 0.60DL+LW1+LWIND1_R2E 51 - 1.14DL+1.14CL+0.70LSEIS 52 - 1.10DL+1.10CL+0.75LL+0.70LSEIS Inside_Flange_To_Base Shear(k/in ) Size Typ Calc Rn/sf Web_To_Base Shear(k/in ) Size Typ Calc Rn/sf 09-5243R1 Bolted-End-Plate Design 12/11/09 10:43am Splice Yield = 50.00 (ksi Splice Member Web -Splice(in)- Ten Load(k ,f-k )— Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage 1 VEE 1- 2 22.00 6.0 0. 625 Top 2 Bot 34 13 -5 11 -4 123 40 2 2 0.750 0.750 3.00 3.00 3.00 3.00 12/17/2009 RfDes-l.out Page! 2 -EE 3- 4 18.00 6.0 0.375 3 -EE 5- 6 18.00 6.0 0.375 4 VEE 7- 8 22.00 6.0 0.625 Top 31 Hot 1 Top 34 Bot 2 Top 1 Bot 31 -5 13 -5 13 13 -5 0 0 0 0 -11 4 15 48 15 48 123 39 2 2 2 2 2 2 0.750 0.750 0.750 0.750 0.750 0.750 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 WELDS: Splice Id Side Outside_Flange_To_Bep Shear(k/in ) Size Typ Calc Rn/sf Inside_Flange_To_Bep Shear(k/in ) Size Typ Calc Rn/sf Web_To_Bep Shear(k/in ) Size Typ Calc Rn/sf 1 1 2 2 3 3 L R L R L R L R 0.313 F2 5.58 6.96 0.188 F2 1.80 4.17 0.313 0.125 0.125 0.125 0.125 0.313 0.313 F2 F2 F2 F2 F2 F2 F2 5.58 0.81 0.81 0.82 0.82 5.58 5.58 6.96 2.79 2.79 2.79 2.79 6.96 6.96 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 31 - 0.60DL+LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWIND1 R2E 0.188 0.125 0.125 0.125 0.125 0.188 0.188 F2 F2 F2 F2 F2 F2 F2 80 66 2.66 66 66 78 1.78 4.17 2.79 2.79 2.79 2.79 4.17 4.17 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 Fl Fl Fl Fl Fl Fl Fl Fl 0.51 0.51 0.03 0.03 0.03 0.03 0.51 0.51 1.86 1.86 1.86 1.86 1.86 1.86 1.86 1.86 09-5243R1 Stiffener Report 12/11/09 10:43am Stiffener Yield = 50.0 (ksi ) STIFFENER SIZE: Stiffener —Web(in)— -Stiffener_Size(in)- Location No. Depth Thick Width Thick Length Left Col 1 26.00 0.188 2.50 0.250 26.00 Right Col 1 26.00 0.188 2.50 0.250 26.00 STIFFENER DESIGN: Stiffener Tension(k ) -Compression(k )— Max Location Load Calc Pn/sf Load Calc Pn/sf UC Left Col Right Col 34 31 19.1 18.9 37.4 37.4 2 1 58.5 58.5 63.7 63.7 0.92 0.92 WELDS: 12/17/2009 RfDes-l.out Page 10 Stiffener Location Left Col Right Col LOAD COMBINATIONS: Stiff_To_Flg/EP Shear(k/in ) Size Typ Calc Rn/sf Stiff_To_Web Shear(k/in ) Size Typ Calc Rn/sf 0.313 Fl 3.81 4.64 0.125 Fl 1.13 1.86 0.313 Fl 3.77 4.64 0.125 Fl 1.13 1.86 1 - DL+CL+LL 2 - DL+CL+LL 31 - 0.60DL+LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWIND1 R2E 09-5243R1 Flange Brace Report 12/11/09 10:43am Flange Brace Yield= 36.0 ksi Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A307 [O Washer Surf No Id Brace Loc 1 0 251 2 4 7 8 341 2 5 8 Side 1 1 1 1 1 1 1 1 1 Part L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 Web Depth 21 20 18 18 22 22 18 18 21 .48 .36 .10 .00 .20 .20 .00 .10 .48 Brace Dist 28 28 28 28 28 28 28 28 28 .00 .00 .00 .00 .00 .00 .00 .00 .00 Calc Force 0. 0. 0. 0. 0. 0. 0. 0. 0. 61 37 04 10 08 08 10 04 61 — Brace_UC — Comp Tens 0 0 0 0 0 0 0 0 0 .64 .38 .04 .09 .09 .09 .09 .04 .64 0 0 0 0 0 0 0 0 0 .70 .42 .05 .11 .09 .09 .11 .05 .70 Conn UC 0 0 0 0 0 0 0 0 0 .32 .19 .02 .05 .04 .04 .05 .02 .32 09-5243R1 Weld Report: Web To Flange 12/11/09 10:43am Member Id 1 2 2 3 3 4 5 6 6 7 7 Segment Id 1 2 3 4 5 6 7 8 9 10 11 C1 a 1 /"• M"ca±c ixic Section Id 1 5 8 11 14 16 19 21 24 27 30 ix Weld Load Id 2 2 2 2 2 42 41 1 1 1 1 Shear — Shear (k/in ) 0.79 0.37 0.30 0.22 0.09 0.05 0.05 0.09 0.22 0.30 0.37 Size (in) 0.125 0.188 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.188 Weld Prov Rn7sf (k/in ) 1.86 2.78 1.86 1.86 1.86 1.86 1.86 1.86 1.86 1.86 2.78 1Q.6Q. — Type F F F F F F F F F F F No. Side 1 1 1 1 1 1 1 1 1 1 1 12/17/2009 RfDes-l.out Fage 11 0.79 0.125 1.868 12 34 1 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 41 - 1.10DL+1.10CL+0.75LL+0.70SEIS 42 - 1.10DL+1.10CL+0.75LL-0.70SEIS 09-5243R1 Special Segment Report 12/11/09 10:43am FLANGE PLATE:(a) —Initial-- -Required— Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.250 6.0 0.250 Rt Col 6.0 0.250 6.0 0.250 WEB PLATE:(b) Initial Required Load Shear Web Shear Shear Web Shear Shear Axial Moment Force Thick Calc Allow Thick Calc Allow Locate Id (k ) (f-k ) (k ) (in) (ksi ) (ksi ) (in) (ksi ) (ksi ) Lt Col 2 13.6 122.7 60.1 0.188 12.33 10.37 0.250 9.25 16.29 Rt Col 1 13.6 122.7 60.1 0.188 12.33 10.37 0.250 9.25 16.29 WEB DESIGN: Locate H Av Kv Cv Lt Col 26.00 20.99 12.67 0.91 Rt Col 26.00 20.99 12.67 0.91 (a)DS_BUILD(frame37)=3 (b)DS_BUILD(frames6)=2 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL see help. see help. 09-5243R1 Design Summary Report 12/11/09 10:43am FRAME: Id Type = 1 = HP Line Id= 1 MEMBERS: 12/17/2009 RfDes-l.out Page 12 Mem Id 1 2 2 3 3 4 5 6 6 7 7 8 Seg| Id | 1 2 3 4 5 6 7 8 9 10 11 12 Flange Len Wid 11.9 7.3 10.0 10.0 5.0 5.1 5.1 5.0 10.0 10.0 7.3 11.9 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 | Web IStrt 12.0 22.0 20.3 18.0 18.0 18.0 23.0 18.0 18.0 18.0 20.3 26.0 Depth End 26.0 20.3 18.0 18.0 18.0 23.0 18.0 18.0 18.0 20.3 22.0 12.0 Plate Web 0.188 0.188 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.188 0.188 Thickness 0-flg I-flg 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.375 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.375 0.250 I Max lid Ld 4 5 8 11 14 16 19 21 24 27 30 31 2 2 2 2 2 42 41 1 1 1 1 1 ucv Ucv 0.59 0.41 1.01 0.57 0.23 0.13 0.13 0.23 0.57 1.01 0.41 0.59 Max Id Ld 4 5 8 13 15 16 19 20 22 27 30 31 2 2 42 1 1 1 2 2 2 41 1 1 UCO Uco 0.58 0.66 0.39 0.64 0.73 0.72 0.72 0.73 0.64 0.39 0.66 0.58 Max Id Ld 4 2 5 2 8 2 13 1 15 1 16 1 19 2 20 2 22 2 27 41 30 1 31 1 UCI Uci 0.99 0.82 0.76 0.29 0.36 0.36 0.36 0.36 0.29 0.83 0.82 0.99 No. Cycles For Plate Optimization^ 3 LOAD COMBINATIONS: 1#- DL+CL+LL 2#- DL+CL+LL 3 - DL+CL+SL 4 - DL+CL+SL 5 - DL+CL+SL+Drift 6 - DL+CL+SL+Drift 7 - DL+CL+SL+Slide 8 - DL+CL+SL+Slide 9 - DL 10 - DL 11 - DL+CL+0.75LL+0.75WL1 12 - DL+CL+0.75LL+0.75WR1 13 - DL+CL+0.75LL+0.75WL2 14 - DL+CL+0.75LL+0.75WR2 15 - DL+CL+0.75SL+0.75WL1 16 - DL+CL+0.75SL+0.75WL1+0, 17 - DL+CL+0.75SL+0.75WL1+0. 18 - DL+CL+0.75SL+0.75WR1 19 - DL+CL+0.75SL+0.75WR1+0, 20 - DL+CL+0.75SL+0.75WR1+0, 21 - DL+CL+0.75SL+0.75WL2 22 - DL+CL+0.75SL+0.75WL2+0, 23 - DL+CL+0.75SL+0.75WL2+0, 24 - DL+CL+0.75SL+0.75WR2 25 - DL+CL+0.75SL+0.75WR2+0, 26 - DL+CL+0.75SL+0.75WR2+0, 27 - 0.60DL+WL1 28 - 0.60DL+WR1 29 - 0.60DL+WL2 30 - 0.60DL+WR2 31 - 0.60DL+LW1+LWIND1_L2E 32 - 0.60DL+LW1+LWIND1_R2E 33 - 0.60DL-LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWIND1_R2E 35 - 0.60DL+LW2+LWIND2_L3E 36 - 0.60DL+LW2+LWIND2_R3E 37 - 0.60DL-LW2+LWIND2_L3E 38 - 0.60DL-LW2+LWIND2 R3E 75Drift 75Slide 75Drift 75Slide 75Drift 75Slide 75Drift 75Slide 12/17/2009 RfDes-l.out Page 13 39 - 1.14DL+1.14CL+0.70SEIS 40 - 1.14DL+1.14CL-0.70SEIS 41#- 1.10DL+1.10CL+0.75LL+0.70SEIS 42#- 1.10DL+1.10CL+0.75LL-0.70SEIS 43 - 1.10DL+1.10CL+0.70SEIS 44 - 1.10DL+1.10CL-0.70SEIS 45 - 1.10DL+1.10CL+0.70SEIS+0.75Drift 46 - 1.10DL+1.10CL-0.70SEIS+0.75Drift 47 - 1.10DL+1.10CL+0.70SEIS+0.75Slide 48 - 1.10DL+1.10CL-0.70SEIS+0.75Slide 49 - 0.46DL+0.70SEIS 50 - 0.46DL-0.70SEIS 51 - 1.14DL+1.14CL+0.70LSEIS 52 - 1.10DL+1.10CL+0.75LL+0.70LSEIS 53 - 1.10DL+1.10CL+0.75SL+0.70LSEIS 54 - 1.10DL+1.10CL+0.75SL+0.70LSEIS+0.75Drift 55 - 1.10DL+1.10CL+0.75SL+0.70LSEIS+0.75Slide 56 - 0.46DL+0.70LSEIS 57 - 1.40DL+1.40CL+SEIS 58 - 1.40DL+1.40CL-SEIS 59 - 1.40DL+1.40CL+SEIS+0.20Drift 60 - 1.40DL+1.40CL-SEIS+0.20Drift 61 - 1.40DL+1.40CL+SEIS+0.20Slide 62 - 1.40DL+1.40CL-SEIS+0.20Slide 63 - 0.70DL+SEIS 64 - 0.70DL-SEIS FRAME AREA: Frame Area = 164.04 Building Area=1133.33 Ratio= 0.14 WEIGHTS: Member 12345678 Weight (Ib) 278 376 268 95 95 268 376 278 Total Weight (Ib) Frame Members = 2035 Interior Col. = 0 Conn. Plates = 179 Base Plates = 21 Trans Stiff = 0 2236 REACTIONS: (Sidewall Columns) j_iucna Id 1 2 3 4 5 6 Fx(k ) 12.63 12.63 3.16 3.16 3.16 3.16 jjt; -L u ^ Fy(k 7 12.34 12.37 3.29 3.29 3.29 3.29 U-LUllLii Fz(k ) 0.00 0.00 0.00 0.00 0.00 0.00 M(f-k ) 0.00 0.00 0.00 0.00 0.00 0.00 Fx(k ) -12.63 -12.63 -3.16 -3.16 -3.16 -3.16 r\-LyiiL i. Fy(k )~ 12.37 12.34 3.29 3.29 3.29 3.29 ,u.Lumn Fz (k ) Mi 0.00 0.00 0.00 0.00 0.00 0.00 [f-k ) 0.00 0.00 0.00 0.00 0.00 0.00 12/17/2009 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 3 3 1 1 6 8 8 9 -0 -0 -0 1 1 1 0 0 0 2 2 2 -3 -1 -1 -0 -3 -3 -3 -3 -1 -1 -1 -1 2 4 9 11 2 4 2 4 2 4 -0 1 3 10 3 3 3 0 .16 .16 .74 .74 .86 .23 .05 .42 .25 .25 .25 .12 .12 .12 .94 .94 .94 .31 .31 .31 .51 .69 .93 .10 .53 .57 .50 .54 .63 .65 .60 .61 .52 .69 .50 .67 .39 .56 .39 .56 .39 .56 .29 .88 .61 .59 .48 .48 .48 .80 3 3 1 1 6 7 8 9 0 0 0 0 0 0 1 1 1 2 2 2 -3 -2 -1 -0 -5 -5 -2 -2 -3 -3 -0 -0 3 4 10 10 3 3 3 3 3 3 0 1 -1 4 -2 _o -2 -4 .29 .29 .93 .93 .83 .69 .34 .20 .03 .03 .03 .89 .89 .89 .54 .54 .54 .40 .40 .40 .19 .04 .18 .03 .61 .15 .81 .34 .54 .34 .73 .53 .44 .06 .10 .74 .31 .93 .31 .93 .31 .93 .58 .19 .88 .79 .01 .01 .01 .74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 1111 11 1111 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .78 .78 .00 .00 .78 .78 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .12 .12 .12 .12 .12 .12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 RfDes-l.out -3.16 -3.16 -1.74 -1.74 -8.23 -6.86 -9.42 -8.05 -1.12 -1.12 -1.12 0.25 0.25 0.25 -2.31 -2.31 -2.31 -0.94 -0.94 -0.94 1.69 3.51 0.10 1.93 3.57 3.53 3.54 3.49 1.65 1.63 1. 1. -4, Page 14 .61 60 69 -2.52 -11.67 -9.50 -4.56 -2.39 -4.56 -2.39 -4.56 -2.39 -1.88 0.29 -3.61 -10.59 -3.48 -3.48 -3.48 -0.80 3.29 3.29 1.93 1.93 7.69 6.83 9.20 8.34 0.89 0.89 0.89 0.03 0.03 0.03 2, 2, 2, 40 40 40 1.54 1.54 1.54 -2.04 -3.19 -0.03 -1.18 -3.74 -4.20 -3.73 -4.19 -1.93 -2.13 -1.92 -2.11 4.06 3.44 10.74 10.10 3.93 3.31 3.93 3.31 3.93 3.31 1.19 0.58 3.75 10.42 3.62 3.62 3.62 0.89 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DEFLECTIONS (in) Load Id 1 2 Latera @ Top Left -0.23 -0.25 1 Defl Of Col Right 0.25 0.23 Vert Defl @ Midspan -3.16 -3.16 12/17/2009 RfDes-l.out Page 15 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 -0.06 -0.06 -0.06 -0.06 -0.06 -0.06 -0.03 -0.03 -0.12 -0.17 -0.15 -0.20 0.02 0.02 0.02 -0.04 -0.04 -0.04 -0.01 -0.01 -0.01 -0.06 -0.06 -0.06 0.08 0.01 0.05 -0.02 0.05 0.09 0.06 0.10 0.03 0.05 0.04 0.06 0.19 -0.33 0.06 -0.47 0.19 -0.33 0.19 -0.33 0.19 -0.33 0.24 -0.28 -0.07 -0.20 -0.07 -0.07 -0.07 -0.02 0.06 0.06 0.06 0.06 0.06 0.06 0.03 0.03 0.17 0.12 0.20 0.15 0.04 0.04 0.04 -0.02 -0.02 -0.02 0.06 0.06 0.06 0.01 0.01 0.01 -0.01 -0.08 0.02 -0.05 -0.09 -0.05 -0.09 -0.04 -0.05 -0.03 -0.04 -0.02 0.33 -0.19 0.47 -0.06 0.33 -0.19 0.33 -0.19 0.33 -0.19 0.28 -0.24 0.07 0.20 0.07 0.07 0.07 0.02 -0.79 -0.79 -0.79 -0.79 -0.79 -0.79 -0.43 -0.43 -1.88 -1.88 -2.25 -2.25 -0.10 -0.10 -0.10 -0.10 -0.10 -0.10 -0.47 -0.47 -0.47 -0.47 -0.47 -0.47 0.65 0.65 0.17 0.17 0.97 0.97 0.97 0.97 0.50 0.50 0.51 0.51 -0.90 -0.90 -2.65 -2.65 -0.87 -0.87 -0.87 -0.87 -0.87 -0.87 -0.20 -0.20 -0.90 -2.65 -0.87 -0.87 -0.87 -0.20 DEFLECTIONS RATIO: Lateral Defl Load 0 Top Of Col Vert Defl 12/17/2009 RfDes-l.out Page 16 Id Left Right @ Midspan 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 607 562 2438 2258 2258 2258 2258 2258 4463 4130 1200 820 980 710 7975 7975 7975 3993 3993 3993 16403 16403 16403 2278 2278 2278 1686 10257 2898 6487 2864 1508 2398 1367 5251 3112 3871 2567 739 430 2253 302 730 433 730 433 730 433 582 517 2057 697 2131 2131 2131 9327 562 607 2258 2438 2438 2438 2438 2438 4129 4462 820 1200 710 980 3993 3993 3993 7975 7975 7975 2278 2278 2278 16401 16401 16401 10255 1686 6487 2898 1508 2864 1670 3520 3112 5251 3892 7955 430 739 302 2254 433 730 433 730 433 730 517 582 2057 697 2131 2131 2131 9326 303 303 1216 1216 1216 1216 1216 1216 2224 2224 509 509 426 426 9281 9281 9281 9280 9280 9280 2044 2044 2044 2044 2044 2044 1465 1465 5756 5757 988 988 987 987 1904 1904 1900 1900 1067 1067 362 362 1106 1106 1106 1106 1106 1106 4836 4836 1067 362 1106 1106 1106 4837 MAX DEFLECTION: 12/17/2009 RfDes-l.out Page 17 Type Deflect Span/Deflect Limit Live Vertical -2.37 Horizontal Drift 0.25 404. 563. 180. 200. Horizontal Spring Constant= 8.37 k/in P-DELTA CHECK:(Effective Length) Max Deflect Ratio Left Column: Right Column: 0.0262 0.0262 Max first order drift Max second order drift Ratio second/first in = 0.46 0.47 1.02 ENDWALL VERTICAL DEFLECTION: Column Location 20. 40. 60. 11. 19. 20. 40. 60. 00 00 00 00 00 00 00 00 Vertical Up Load Deflect 31 34 34 31 31 31 34 34 0 0 0 0 0 0 0 0 .54 .97 .55 .20 .51 .54 .97 .55 Vertical Down Load Deflect 1 1 2 41 1 1 1 2 1 3 1 0 1 1 3 1 .70 .16 .70 .65 .58 .70 .16 .70 09-5243R1 Rigid Frame Clearances 12/11/09 10:43am VERTICAL CLEARANCE: Location Left_Col Right_Col Midspan HORIZONTAL CLEARANCE: Span X Coord Y Coord 10'02-03" 2'10-H" 10'02-03" 10'02-03" 77'01-05" 10'02-03" 13'02-08" 44'11-04" 13'02-08" Location Span X_Coordl X_Coord2 Left_Col - Right_Col 74'03-01" 2'10-08" 77'01-08" 12/17/2009 RtUes-l.out Page 18 09-5243R1 Rigid Frame Design Warnings 12/11/09 10:43am .. No Warnings 12/17/2009 RfDes-2.out Page 1 -fr *09-5243R1 Rigid Frame Design Input Echo 12/11/09 10:32am *( DJOBID: '09-5243R1 *( 2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_0f End_Conn Splice * Id Type Space Space Cycle Lt Rt Fix 2 'RF ' 5.00 21.33 7 'P ' 'P ' 1.00 Frame Frame Option Option Id *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) * Opt Opt Sym Typ Min Max 'Y' 'N' 'Y' 'T ' 12.00 72.00 Rafter_Dep_Opt(in) Typ Min Max 'T ' 18.00 72.00 Web_Stiffener Use Ratio Side P-Delta 'N' 0.00 'Y ' 'EL' * ( 4) DESIGN CODE: *Design --- Steel_Code --- * Code 'WS Cold 'NAUS01 Hot 'AISC05' --- Build --- Country Code Year ' ' 'IBC ' '06' Code Label 'IBC 06 Seismic Zone 'D ' 5) DESIGN CONSTANTS: * ---- Stress_Ratio ---- * Frame Col EP BP 1.03 1.03 1.03 1.03 Strength_Factor Seismic Wind Frame SpcEP 1.0000 1.0000 1.2000 ( 6) STEEL YIELDS: Web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 50.0 50.0 55.0 50.0 50.0 36.0 46.0 36.0 50.0 50.0 *( 7) DEFLECTION LIMITS: * --Vertical-- ---- Horizontal ---- * Live Total Total Seis Crane 180.0 0.0 200.0 65.0 0.0 Weak Axis 60.0 *( 8) REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React I T 'I V I Y''N''N1 'N''N1 'N1 'N' 9)SURFACE SHAPE: No. X_Coord Surf (ft) 4 0.0000 40.0000 80.0000 80.0000 Y Coord (ft) 12.5000 15.8333 12.5000 0.0000 Offset (in) 8.000 8.000 8.000 8.000 *(10)MEMBER DEPTHS: *Surf Depth(in) * Id Start 1 14.000 2 30.000 No. End Dep 34.000 0 20.000 2 3 20.000 30.000 2 4 34.000 14.000 0 Interior_ Loc(ft) 16.0000 26.0000 14.1386 24.1386 Depths Depth(in) 20.000 20.000 20.000 20.000 12/17/2009 RfDes-2.out Page 2 * (II)MEMBER SPLICES: Surf Id 1 2 3 4 No. Splice 0 1 1 1 Splice Loc (ft) 0.0000 0.0000 0.0000 Splice Type 'VEE '-EE 'VEE *(12)SEGMENT PLATES: *No. Surf Mem Seg Seg *Seg Id Id Id Len(ft) 12 1 11 0.0000 222 0.0000 223 5.0000 234 0.0000 245 10.0000 246 0.0000 357 0.0000 3 5.8 10.0000 369 0.0000 3 7 10 5.0000 3 7 11 0.0000 Member Part 8 12 0.0000 Flange Wid (in 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 6. 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 Plate Web .2500 .1875 .1875 .1875 .1250 .1250 .1250 .1250 .1875 .1875 .2500 .2500 Thickness ( OS 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Fig 2500 3750 2500 2500 3750 3750 3750 3750 2500 2500 2500 2500 IS 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. in) Fig 3750 5000 3750 2500 2500 2500 2500 2500 2500 3750 3750 3750 *(13)INTERIOR COLUMNS: * No. Col Col Col * Col Id Typ Rot 0 Col Connection Rafter Unbrace_Length Col Col Loc Bot Top Opt Major Minor Set Size *(14)TAPERED INTERIOR COLUMNS: *Col Col Depth No. Start —Web_Depth * Id Shape Min Max Mem Locate Start End *(15)BASE ELEVATION/WALL OPTIONS: *Base Base Frame Open * Id Elev Space Height 1 0.00 21.33 0.0000 Left Column 2 0.00 21.33 0.0000 Right Column Web Fig OS_Flg IS_Flg Thick Width Thick Thick *(16)BASE DISPLACEMENT: *Base Displace * Id Opt Dir (in) 0 '-' '-' 0.000 *(17)BASE SPRINGS: * No. Base --Spring Constants-- *Base 0 Id Horz Vert Rotate *(18)WALL GIRTS: *Surf Girt Girt * Id Type Size 1 'ZB1 '8X25Z16 ' 4 'ZB' '8X25Z16 ' Girt Girt Girt Bay No. Depth Proj Lap Id Girt Location(ft; 8.00 0.00 1.000 3 1 7.333 8.00 0.00 1.000 2 1 7.333 *(19)ROOF PURLINS: *Surf Purl Purl * Id Type Size 2 'ZB' '8X25Z16 Purl Purl Purl Depth Proj Lap 8.00 0.00 3.000 No. Peak Set_Of -Set_Space Purl Space Space Space No. 8 1.000 0 12/17/2009 RfDes-2.out Page 3 'ZB' '8X25Z16 ' 8.00 0.00 3.000 1.000 *(20)FLANGE BRACES: Surf No. Flange_Brace_At Id Brace Girt/Purlin Number 1.1 1 2 8 12345 3 8 12345 411 6 6 7 7 *(21)SIDEWALL EXTENSIONS: *Surf No Ext Extension_Size- * Id Ext Id Type Elev Width 1 0 4 0 Slope Facia_Size Load Elev Height Slope Width *(22)EXTENSION LOADS: *Ext Dead Collat Live *Id psf psf psf *(23)BASIC LOADS:* Snow Windl_Coeff Wind2_Coeff Long_Wind Facia_Wind Seis psf Left Right Left Right Left Right Left Right k * Dead * psf 2.00 Live Snow Collat psf psf psf 20.00 0.00 3.00 Basic Deflection Wind Load_Ratio psf Snow Wind Seis 12.34 1.00 1.00 1.00 Temperature Change 0.0 *(24)BASIC LOADS AT EAVE: * -Seismic- Weak_Axis_L Weak_Axis_R * Load SpcEP Wind Seis Wind Seis * k k k k k k 2.50 7.49 0.00 0.00 0.00 0.00 —Torsion-- Wind Seis k k 0.00 0.00 -EW_Brace-- Wind Seis k k 0.00 0.00 *(25)WIND COEFFICIENTS: * Surf —Wind_l —Wind_2 * Id Left Right Left Right 1 0.35 -0.76 0.93 -0.18 -0.63 -0.63 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 3 -0.55 -0.87 -0.19 -0.51 -0.87 -0.55 4 -0.76 0.35 -0.18 0.93 -0.63 -0.63 *(26)LONGITUDINAL BRACING LOADS: * Wind Seismic * Horiz Vert Horiz Vert 2.78 1.41 15.89 8.04 .. Left Column 2.78 1.39 15.89 7.91 .. Right Column Long_Wind Surface 1 ~ 2 Friction 0.00 0.00 0.00 0.00 Load_Coef f icients ------------------- -Add_Snow- — Wind_l — — Wind_2 — Long_Wind -Seis Lt Rt Lt Rt 1 2 Long * (27) DESIGN LOADS: Strength * *Load mic-- Aux_Load *No Id Dead Coll Live Snow Drift Slide Tran Temp Id Coeff 56 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 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 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 12/17/2009 RfDes-2.out Page 4 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 0.00 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 0.00 5 1. 0.00 6 1. 0.00 7 1. 0.00 8 1. 0.00 9 1. 0.00 10 1. 0.00 11 1. 0.00 12 1. 0.00 13 1. 0.00 14 1. 0.00 15 1. 0.00 16 1. 0.00 17 1. 0.00 18 1. 0.00 19 1. 0.00 20 1. 0.00 21 1. 0.00 22 1. 0.00 23 1. 0.00 24 1. 0.00 25 1. 0.00 26 1. 0.00 27 0. 0.00 28 0. 0.00 29 0. 0.00 30 0. 0.00 31 0. 0.00 32 0. 0.00 33 0. 0.00 34 0. 0.00 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 0.00 0 0 00 0.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 00 1.00 0 0 60 0.00 0 0 60 0.00 0 0 60 0.00 0 0 60 0.00 0 0 60 0.00 1 1 60 0.00 2 1 60 0.001 1 60 0.00 2 1 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.75 .00 0.75 .00 0.75 .00 0.75 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 0.00 .00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 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 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.75 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 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 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 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 0.00 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 0.00 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 0.00 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 0.00 0.00 0.00 12/17/2009 RfDes-2.out Page 5 0.00 0.00 0.00 0.00 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.70 -0.70 0.00 0.00 0.00 0.00 0.00 0.00 *(28)* *Load mic — *No Tran 0 *(29)* *Load mic-- *No 35 0.60 0.00 0.00 0.00 3 1.00 36 0.60 0.00 0.00 0.00 4 1.00 37 0.60 0.00 0.00 0.00 3 1.00 38 0.60 0.00 0.00 0.00 4 1.00 39 1.14 1.14 0.00 0.00 0 0.00 40 1.14 1.14 0.00 0.00 0 0.00 41 1.10 1.10 0.75 0.00 0 0.00 42 1.10 1.10 0.75 0.00 0 0.00 43 1.10 1.10 0.00 0.00 0 0.00 44 1.10 1.10 0.00 0.00 0 0.00 45 1.10 1.10 0.00 0.00 0 0.00 46 1.10 1.10 0.00 0.00 0 0.00 47 1.10 1.10 0.00 0.00 0 0.00 48 1.10 1.10 0.00 0.00 0 0.00 49 0.46 0.00 0.00 0.00 0 0.00 50 0.46 0.00 0.00 0.00 0 0.00 51 1.14 1.14 0.00 0.00 0 0.00 52 1.10 1.10 0.75 0.00 0 0.00 53 1.10 1.10 0.00 0.00 0 0.00 54 1.10 1.10 0.00 0.00 0 0.00 55 1.10 1.10 0.00 0.00 0 0.00 56 0.46 0.00 0.00 0.00 0 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 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 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 0.00 1.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.70 0.70 0.70 0.70 0.70 DESIGN LOADS: Deflection Aux Load Id Dead Coll Live Temp Id Coeff DESIGN LOADS: Special Aux Load Id Dead Coll Live Snow Snow -Load -Add Drift -Load -Add Drift Coeffic Snow- Slide Coeffic Snow- Slide ient s — --Wind Lt i ent s — — --Wind Lt _1— Rt 1 Rt --Wind Lt --Wind Lt _2 — Rt _2 — Rt Long 1 Long 1 Wind 2 Wind 2 -Seis Long -Seis Long Tran Temp Id Coeff 12/17/2009 RfDes-2.out Page 6 8 57 1.40 1.40 0.00 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 0.00 58 1.40 1.40 0.00 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 0.00 59 1.40 1.40 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 60 1.40 1.40 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 61 1.40 1.40 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 62 1.40 1.40 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 63 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 64 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 *(30)AUXILARY LOADS: *No . Aux *Aux Id 4 1 2 3 4 * Aux No . _Add Name Loads 'LWIND1 L2E' 1 'LWIND1 R2E' 1 'LWIND2 L3E' 1 'LWIND2 R3E' 1 (31) ADDITIONAL *No. Add * * * * * * * Add Id 12 1 2 3 4 5 6 7 8 9 10 11 12 (32) FLOOR Bay No Surf Id 2 3 2 3 2 2 3 3 2 2 2 3 LOADS : Basic TypeT i i i i i i i 'WINDL1 ' 'WINDL2 'WINDR1 ' 'WINDR2 ' 'LIVE ' 'LIVE 'LIVE ' 'LIVE Load Type 'D ' 'D ' 'D ' 'D ' 'D ' 'D ' 'D ' 'D ' 'C ' 'C ' 'C ' 'C ' Add Comb Id Coeff 1 1.00 2 1.00 3 1.00 4 1.00 0 0 0 0 -0 -0 -0 -0 0 0 0 0 Fx Wl .100 .100 .042 .042 .084 .084 .084 .084 .000 .000 .000 .000 Fy W2 0.100 0.100 0.042 0.042 -0.084 -0.084 -0.084 -0.084 -0.500 -0.500 -1.000 -1.000 Mom Co 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.080 0.080 0.080 0.080 Dx Dll 0.000 30.139 0.000 30.139 31.250 31.250 0.000 0.000 8.333 15.500 33.000 21.000 Dy . . Cone D12 . . Dist 10. 40. 10. 40. 40. 40. 8. 8. 0. 1. 2. -1. 000 139 000 139 139 139 889 889 694 292 750 000 BEAMS: . Id Beam 1 0 (33) CABLES Bay No ; . Id Cable 1 0 Beam Beam Id Ht Cable Cable Id Level Con Lt Cable Type Type Rt Con Lt LOG Rt Beam Properties Area Ixx Cable Area *(34)CRANE BRACKET: *Crane Bayld Crane Crane Beam Load *No Id Lt Rt Type (k ) 0 Height Depth Width Offset Bracket Col_Sup Left Right Type Opt Select Lt Rt 12/17/2009 RfDes-2.out Page? *(35)FRAME LINES: * No *Line Frame_Line_Id 2 23 *(36)DESIGN PLATES: *No. Plate— —Plate_Size- Bolt *Plt Type Id Width Thick Dia 0 *(37)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 0 Bolt Top -Bottom— Gage Row Space Row Space *(38)ENDWALL COLUMNS: *Wall Expand EW No. Id Use 1 'Y ' 3 'Y ' Offset 4.000 4.000 Column 0 0 Column Locate Column Offset *(3 9)JACK BEAMS: * No. Beam Beam *Beam Id Offset 0 Beam Height Beam Length Part Spring(k/in ) Horz Vert * Code files used: * IBC.06 RF IBC.06 Version 4.0 *DS_RFDEP.Siz ^Surface Span * Id Id * 1 1 * 2 1 * 3 1 * 4 1 —Required- Type Span W C C W 12.5 40.0 40.0 12.5 Selected Type Span #Depth #Splice No record selected C 40.0 2 0 C 40.0 2 0 No record selected 09-5243R1 Rigid Frame Design Code 12/11/09 10:36am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code Seismic Zone IBC D 06 MODULUS OF ELASTICITY Hot Rolled Steel : Cold Formed Steel : 29000 (ksi 29500 (ksi 09-5243R1 Base Plate and Anchor Bolt Design 12/11/09 10:36am 12/17/2009 RfDes-2.out PageS Base Plate Yield = 50.00 (ksi Concrete Bearing = 2.50 (ksi Bolt Shear Stress= 12.00 (ksi BASE PLATE & BOLT SIZE: --Column_Base-- --Plate_Size(in)— --Bolts(A307 )- -Shear(k )- Loc. Typ Depth Width Length Thick Row Diam Gage Limit UC Left Right P P 14.6 14.6 8.0 8.0 15.00 15.00 0 0 .375 .375 2 1 2 1 .000 .000 4.00 4.00 37.7 37.7 0.70 0.70 BASE REACTIONS: Column Loc. Left Right -Max Comp- Ld Fy(k ) 2 1 24.4 24.0 Max Tension+Shear Tens Shear Ld Fy ( k ) Fx ( k ) 31 32 -9. -9. 7 6 7.8 7.8 -Max Shear Ld Fx(k ) 1 1 26.3 26.3 Max Shear+Tension Shear Tens Ld Fx(k ) Fy(k ) 56 56 11.2 11.2 -4.2 -4.1 Outside_Flange_To_Base Shear(k/in ) Size Typ Calc Rn/sf WELDS: Base Id Left Right LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 31 - 0.60DL+LW1+LWIND1_L2E 32 - 0.60DL+LW1+LWIND1_R2E 56 - 0.46DL+0.70LSEIS Inside_Flange_To_Base ~ Shear(k/in ) Size Typ Calc Rn/sf Web_To_Base Shear(k/in ) Size Typ Calc Rn/sf 0.125 0.125 Fl Fl 0.81 0.80 2.79 2.79 0.188 0.188 Fl Fl 0.81 0.80 4.17 4.17 0.188 0.188 Fl Fl 1 Q Q1 . OO 1 Q QJ-.OO 2.78 2.78 09-5243R1 Bolted-End-Plate Design 12/11/09 10:36am Splice Yield = 50.00 (ksi Splice Member Web -Splice(in)- Ten Load(k ,f-k )— Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage 1 VEE 2 -EE 3 VEE 1- 4- 7- 2 5 8 30.00 20.07 30.00 8.0 0. 625 6.0 0.500 8.00. 625 Top 2 Bot 34 Top 34 Bot 2 Top 1 26 -9 -10 26 26 22 -7 0 0 -22 238 75 20 70 239 2 2 2 2 2 1.000 1.000 0.750 0.750 1.000 3.00 3.00 3.00 3.00 3.00 4.00 4.00 3.00 3.00 4.00 12/17/2009 RfDes-2.out Page 9 Bot 33 -9 75 2 1.000 3.00 4.00 WELDS: Splice Id Side Outside_Flange_To_Bep Shear(k/in ) Size Typ Calc Rn/sf Inside_Flange_To_Bep Shear(k/in ) Size Typ Calc Rn/sf Web_To_Bep Shear(k/in ) Size Typ Calc Rn/sf 1 1 2 2 3 3 L R L R L R 0.375 0.375 0.188 0.188 0.375 0.375 F2 F2 F2 F2 F2 F2 7.94 7.94 1.00 1.00 7.97 7.97 8.35 8.35 4.17 4.17 8.35 8.35 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 33 - 0.60DL-LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWIND1 R2E 0.188 0.188 0.188 0.188 0.188 F2 F2 F2 F2 F2 2.49 2.49 3.47 3.47 2.49 4.17 4.17 4.17 4.17 4.17 0.188 F2 2.49 4.17 0.125 0.125 0.125 0.125 0.125 0.125 Fl Fl Fl Fl Fl Fl 0.74 0.74 0.02 0.02 0.73 0.73 86 86 1.86 86 86 1.86 09-5243R1 Stiffener Report 12/11/09 10:36am Stiffener Yield = 50.0 (ksi ) STIFFENER SIZE: Stiffener —Web(in)-- -Stiffener_Size(in)- Location No. Depth Thick Width Thick Length Left Col 1 34.00 0.250 2.50 0.250 34.00 Right Col 1 34.00 0.250 2.50 0.250 34.00 STIFFENER DESIGN: Stiffener Tension(k ) -Compression(k )-- Max Location Load Calc Pn/sf Load Calc Pn/sf UC Left Col 34 22.5 37.4 2 71.1 84.2 0.84 Right Col 33 22.5 37.4 1 71.3 84.2 0.85 WELDS: Stiff_To_Flg/EP Stiff_To_Web Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Rn/sf Size Typ Calc Rn/sf Left Col 0.313 Fl 4.50 4.64 0.125 Fl 1.05 1.86 Right Col 0.313 Fl 4.50 4.64 0.125 Fl 1.05 1.86 12/17/2009 RfDes-2.out Page 10 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 33 - 0.60DL-LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWIND1 R2E 09-5243R1 Flange Brace Report 12/11/09 10:36am Flange Brace Yield= 36.0 ksi Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A307 (0 Washer Surf No Id Brace Loc 1 0 241 3 6 8 341 3 6 8 Side 2 2 1 1 1 1 2 2 Part L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 L15151/8 Web Depth 28. 21. 20. 20. 20. 20. 21. 28. 72 04 00 00 00 00 04 72 Brace Dist 28 28 28 28 28 28 28 28 .00 .00 .00 .00 .00 .00 .00 .00 Calc Force 0. 0. 0. 0. 0. 0. 0. 0. 46 19 11 12 12 11 19 46 — Brace UC — Comp Tens 0.61 0.20 0.11 0.12 0.12 0.11 0.20 0.61 0.52 0.22 0.13 0.14 0.14 0.13 0.22 0.53 Conn UC 0.21 0.09 0.05 0.05 0.05 0.05 0.09 0.21 09-5243R1 Weld Report: Web To Flange 12/11/09 10:36am Member Segment Id Id 1 1 2 2 2 3 3 4 4 5 4 6 5 7 5 8 6 9 7 10 7 11 8 12 — Calc_Max_Weld Shear Section Load She Id 1 5 7 9 12 16 17 21 24 25 27 32 Id 2 2 2 2 2 41 42 1 1 1 1 1 ar (k/in ) 1 0 0 0 0 0 0 0 0 0 0 1 .44 .44 .47 .41 .27 .11 .09 .26 .43 .48 .44 .44 0 0 0 0 0 0 0 0 0 0 0 0 Size (in) .188 .188 .188 .125 .188 .188 .188 .188 .125 .188 .188 .188 eld Provi Rn/sf (k/in ) 2 2 2 1 2 2 2 2 1 2 2 2 .78 .78 .78 .86 .78 .78 .78 .78 .86 .78 .78 .78 H^^QGQ Type F F F F F F F F F F F F No. Side 1 1 1 1 1 1 1 1 1 1 1 1 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 41 - 1.10DL+1.10CL+0.75LL+0.70SEIS 42 - 1.10DL+1.10CL+0.75LL-0.70SEIS 12/17/2009 RfDes-2.out Page 11 09-5243R1 Special Segment Report 12/11/09 10:36am FLANGE PLATE:(a) --Initial— -Required-- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.250 6.0 0.250 Rt Col 6.0 0.250 6.0 0.250 WEB PLATE:(b) Initial Required Load Shear Web Shear Shear Web Shear Shear Axial Moment Force Thick Calc Allow Thick Calc Allow Locate Id (k ) (f-k ) (k ) (in) (ksi ) (ksi ) (in) (ksi ) (ksi ) Lt Col 2 28.6 238.3 81.0 0.250 9.53 10.23 0.250 9.53 10.23 Rt Col 1 28.6 239.1 81.4 0.250 9.57 10.23 0.250 9.57 10.23 WEB DESIGN: Locate H Av Kv Cv Lt Col 34.00 2'8.69 12.02 0.57 Rt Col 34.00 28.69 12.02 0.57 (a)DS_BUILD(frame37)=3 .. see help. (b)DS_BUILD(frames6)=2 .. see help. LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 09-5243R1 Design Summary Report 12/11/09 10:36am FRAME: Id =2 Type = RF Line Id= 2 3 MEMBERS: Mem Seg| Flange |Web_Depth| Plate_Thickness | Max_UCV | MaxJJCO | MaxJJCI Id Id | Len Wid|Strt End I Web 0-flg I-flg|Id Ld Ucv|Id Ld Uco|Id Ld Uci 1 1 11.9 6.0 14.0 34.0 0.250 0.250 0.375 3 2 2 7.7 6.0 30.0 23.9 0.250 0.250 0.375 4 2 3 5.0 6.0 23.9 20.0 0.188 0.250 0.375 7 3 4 10.0 6.0 20.0 20.0 0.188 0.250 0.250 9 2 0.66 3 2 0.53 2 0.45 4 2 0.67 2 0.64 7 42 0.40 2 0.44 11 1 0.62 3 2 0.77 4 2 0.94 7 2 0.76 9 2 0.70 12/17/2009 RfDes-2.out Page 12 4 5 10.0 6.0 20.0 20.0 0.125 0.375 0.250 12 2 0.79 14 1 0.81 14 1 0.50 4 6 4.1 6.0 20.0 20.0 0.125 0.375 0.250 16 41 0.32 15 1 0.81 15 1 0.50 5 7 4.1 6.0 20.0 20.0 0.125 0.375 0.250 17 42 0.26 18 2 0.79 18 2 0.47 5 8 10.0 6.0 20.0 20.0 0.125 0.375 0.250 21 1 0.74 19 2 0.79 19 2 0.47 6 9 10.0 6.0 20.0 20.0 0.188 0.250 0.250 24 1 0.46 22 2 0.60 24 1 0.70 7 10 5.0 6.0 20.0 23.9 0.188 0.250 0.375 26 1 0.65 26 41 0.41 26 1 0.78 7 11 7.7 6.0 23.9 30.0 0.250 0.250 0.375 29 1 0.45 29 1 0.68 29 1 0.94 8 12 11.9 6.0 34.0 14.0 0.250 0.250 0.375 30 1 0.67 30 1 0.54 30 1 0.77 No. Cycles For Plate Optimization= 3 LOAD COMBINATIONS: 1#- DL+CL+LL 2#- DL+CL+LL 3 - DL+CL+SL 4 - DL+CL+SL 5 - DL+CL+SL+Drift 6 - DL+CL+SL+Drift 7 - DL+CL+SL+Slide 8 - DL+CL+SL+Slide 9 - DL 10 - DL 11 - DL+CL+0.75LL+0.75WL1 12 - DL+CL+0.75LL+0.75WR1 13 - DL+CL+0.75LL+0.75WL2 14 - DL+CL+0.75LL+0.75WR2 15 - DL+CL+0.75SL+0.75WL1 16 - DL+CL+0.75SL+0.75WLl+0.75Drift 17 - DL+CL+0.75SL+0.75WLl+0.75Slide 18 - DL+CL+0.75SL+0.75WR1 19 - DL+CL+0.75SL+0.75WRl+0.75Drift 20 - DL+CL+0.75SL+0.75WRl+0.75Slide 21 - DL+CL+0.75SL+0.75WL2 22 - DL+CL+0.75SL+0.75WL2+0.75Drift 23 - DL+CL+0.75SL+0.75WL2+0.75Slide 24 - DL+CL+0.75SL+0.75WR2 25 - DL+CL+0.75SL+0.75WR2+0.75Drift 26 - DL+CL+0.75SL+0.75WR2+0.75Slide 27 - 0.60DL+WL1 28 - 0.60DL+WR1 29 - 0.60DL+WL2 30 - 0.60DL+WR2 31 - 0.60DL+LW1+LWIND1_L2E 32 - 0.60DL+LW1+LWIND1_R2E 33 - 0.60DL-LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWIND1_R2E 35 - 0.60DL+LW2+LWIND2_L3E 36 - 0.60DL+LW2+LWIND2_R3E 37 - 0.60DL-LW2+LWIND2_L3E 38 - 0.60DL-LW2+LWIND2_R3E 39 - 1.14DL+1.14CL+0.70SEIS 40 - 1.14DL+1.14CL-0.70SEIS 41#- 1.10DL+1.10CL+0.75LL+0.70SEIS 42#- 1.10DL+1.10CL+0.75LL-0.70SEIS 43 - 1.10DL+1.10CL+0.70SEIS 44 - 1.10DL+1.10CL-0.70SEIS 45 - 1.10DL+1.10CL+0.70SEIS+0.75Drift 46 - 1.10DL+1.10CL-0.70SEIS+0.75Drift 12/17/2009 RfDes-2.out Page 13 47 - 1.10DL+1.10CL+0.70SEIS+0.75Slide 48 - 1.10DL+1.10CL-0.70SEIS+0.75Slide 49 - 0.46DL+0.70SEIS 50 - 0.46DL-0.70SEIS 51 - 1.14DL+1.14CL+0.70LSEIS 52 - 1.10DL+1.10CL+0.75LL+0.70LSEIS 53 - 1.10DL+1.10CL+0.75SL+0.70LSEIS 54 - 1.10DL+1.10CL+0.75SL+0.70LSEIS+0.75Drift 55 - 1.10DL+1.10CL+0.75SL+0.70LSEIS+0.75Slide 56 - 0.46DL+0.70LSEIS 57 - 1.40DL+1.40CL+SEIS 58 - 1.40DL+1.40CL-SEIS 59 - 1.40DL+1.40CL+SEIS+0.20Drift 60 - 1.40DL+1.40CL-SEIS+0.20Drift 61 - 1.40DL+1.40CL+SEIS+0.20Slide 62 - 1.40DL+1.40CL-SEIS+0.20Slide 63 - 0.70DL+SEIS 64 - 0.70DL-SEIS FRAME AREA: Frame Area = 189.59 Building Area=1133.33 Ratio= 0.17 WEIGHTS: Member Weight (Ib) REACTION Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 S: (Sidewall T ,-v Fx(k ) 26.28 26.28 5.76 5.76 5.76 5.76 5.76 5.76 2.93 2.93 14.49 17.06 16.86 19.43 .Lie: Fy( 24 24 5 5 5 5 5 5 3 3 13 15 16 18 1 2 3 4 5 6 414 410 230 298 298 230 Total Weight (Ib) Frame Members = 2704 Interior Col. = 0 Conn. Plates = 253 Base Plates = 26 Trans Stiff = 0 Columns ft Colum k ) .36 .40 .64 .63 .63 .63 .63 .63 .07 .06 .55 .18 .40 .03 Fz( 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > n. k ) Mi .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2982 [f-k ) 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 Fx (k -26. -26. -5. -5. -5. -5. _ c -5. -2. _2 -17. -14. -19. -16. } 28 28 76 76 76 76 76 76 93 93 06 49 43 86 7 8 410 414 •n -| /-vVi 4-• Kignt Fy(k )~ 24.03 23.99 5.63 5.64 5.64 5.64 5.64 5.64 3.06 3.07 14.90 13.27 17.75 16.12 Column—- Fz (k ) 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 M(f-k ) 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 12/17/2009 RfDes-2.out Jfage 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 -0.93 -0.93 -0.93 1.65 1.65 1.65 1.45 1.45 1.45 4.02 4.02 4.02 -7.16 -3.73 -3.99 -0.56 -7.30 -7.39 -7.21 -7.29 -3.55 -3.59 -3.46 -3.50 4.81 8.31 19.98 23.48 4.58 8.08 4.58 8.08 4.58 8.08 -0.40 3.10 6.56 21.73 6.33 6.33 6.33 1.35 -0.51 -0.51 -0.51 1.12 1.12 1.12 2.33 2.33 2.33 3.96 3.96 3.96 -6.35 -4.18 -2.56 -0.39 -9.67 -8.79 -6.85 -5.97 -5.76 -5.39 -2.94 -2.57 5.93 6.91 19.76 20.76 5.71 6.68 5.71 6.68 5.71 6.68 0.93 1.89 0.79 14.63 0.57 0.57 0.57 -4.22 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 0.00 0.00 2.78 2.78 0.00 0.00 2.78 2.78 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 11.12 11.12 11.12 11.12 11.12 11.12 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.65 -1.65 -1.65 0.93 0.93 0.93 -4.02 -4.02 -4.02 -1.45 -1.45 -1.45 3.73 7.16 0.56 3.99 7.39 7.30 7.29 7.21 3.59 3.55 3.50 3.46 -8.31 -4.81 -23.48 -19.98 -8.08 -4.58 -8.08 -4.58 -8.08 -4.58 -3.10 0.40 -6.56 -21.73 -6.33 -6.33 -6.33 -1.35 1.12 1.12 1.12 -0.51 -0.51 -0.51 3.96 3.96 3.96 2.33 2.33 2.33 -4.18 -6.35 -0.39 -2.56 -8.77 -9.65 -5.99 -6.87 -5.37 -5.74 -2.59 -2.95 6.91 5.93 20.48 19.48 6.68 5.71 6.68 . 5.71 6.68 5.71 1.89 0.93 0.88 14.44 0.66 0.66 0.66 -4.13 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 0.00 0.00 2.78 2.78 0.00 0.00 2.78 2.78 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 11.12 11.12 11.12 11.12 11.12 11.12 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DEFLECTIONS (in) Load Id 1 2 3 4 5 6 7 8 9 10 Lateral Defl @ Top Of Col Left Right -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 .23 .25 .06 .05 .05 .05 .05 .05 .03 .03 0 0 0 0 0 0 0 0 0 0 .28 .26 .05 .06 .06 .06 .06 .06 .03 .03 Vert Defl @ Midspan -3. -3. -0. -0. -0. -0. -0. -0. -0. -0. 19 19 70 70 70 70 70 70 35 35 12/17/2009 RfDes-2.out Page 15 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 -0 -0 -0 -0 0 0 0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0 0 -0 0 -0 0 -0 0 -0 0 -0 -0 -0 -0 -0 -0 -0 .13 .16 .15 .19 .01 .01 .01 .02 .02 .02 .02 .02 .02 .05 .05 .05 .07 .03 .04 .00 .05 .10 .05 .10 .03 .05 .03 .05 .16 .28 .03 .43 .16 .28 .16 .28 .16 .28 .21 .23 .06 .20 .06 .06 .06 .01 0 0 0 0 0 0 0 -0 -0 -0 0 0 0 0 0 0 -0 -0 0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 -0 0 0 0 -0 0 -0 0 -0 0 -0 0 0 0 0 0 0 .18 .15 .21 .18 .02 .02 .02 .01 .01 .01 .05 .05 .05 .02 .02 .02 .03 .07 .00 .04 .10 .05 .10 .05 .05 .03 .05 .03 .28 .16 .45 .00 .28 .16 .28 .16 .28 .16 .23 .21 .06 .22 .06 .06 .06 .01 -1 -1 -2 -2 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0 0 0 0 0 0 0 0 0 0 0 -0 -0 -2 -2 -0 -0 -0 -0 -0 -0 -0 -0 -0 -2 -0 -0 -0 -0 .92 .92 .27 .27 .05 .05 .05 .05 .05 .05 .40 .40 .40 .40 .40 .40 .66 .66 .19 .19 .96 .96 .97 .97 .52 .52 .52 .52 .80 .80 .64 .64 .77 .77 .77 .77 .77 .77 .16 .16 .80 .64 .77 .77 .77 .16 DEFLECTIONS RATIO: Load Id 1 2 3 4 5 6 Later; @ Top Left 613 566 2447 2639 2639 2639 il Defl Of Col Right 507 545 2640 2448 2448 2448 Vert Defl @ Midspan 300 300 1373 1373 1373 1373 12/17/2009 RfDes-2.out Page 16 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 2639 2639 4826 5210 1109 884 924 762 13555 13555 13555 6761 6761 6761 9389 9389 9389 3033 3033 3033 1994 4770 3825 30436 2881 1469 2851 1460 5125 2978 5027 2942 905 499 5644 333 893 503 893 503 893 503 689 612 2228 708 2309 2309 2309 10894 2448 2448 5210 4826 780 950 683 811 6761 6761 6761 13554 13554 13554 3033 3033 3033 9390 9390 9390 4770 1994 30443 3825 1469 2881 1463 2863 2978 5125 2953 5062 499 905 317 39805 503 893 503 893 503 893 612 689 2228 639 2309 2309 2309 10894 1373 1373 2706 2706 500 500 423 423 20379 20379 20379 20377 20377 20377 2421 2421 2421 2421 2421 2421 1463 1463 5043 5043 996 996 994 994 1862 1862 1853 1853 1204 1204 363 363 1248 1248 1248 1248 1248 1248 5883 5883 1204 363 1248 1248 1248 5884 MAX DEFLECTION: Type Live Hori Vertical zontal Drift Deflect Span/Deflect Limit -2.49 385. 180. 0.28 508. 200. Horizontal Spring Constant= 15.99 k/in 12/17/2009 RfDes-2.out Page 17 P-DELTA CHECK:(Effective Length) Max Deflect Ratio 0.0170 0.0169 Left Column: Right Column: Max first order drift (in) = 0.44 Max second order drift (in) = 0.45 Ratio second/first = 1.02 09-5243R1 Rigid Frame Clearances 12/11/09 10:36am VERTICAL CLEARANCE: Location Span X_Coord Y_Coord Left_Col 9'06-H" 3'06-10" 9'06-11" Right_Col 9'06-H" 76'05-06" 9'06-11" Midspan 13'05-04" 40'00-00" 13'05-04" HORIZONTAL CLEARANCE: Location Span X_Coordl X_Coord2 Left_Col - Right_Col 72'10-13" 3'06-09" 76'05-07" 09-5243R1 Rigid Frame Design Warnings 12/11/09 10:36am .. No Warnings EFFECTIVE: January .1, 2000 [WHIRLWIND) BUILDING COMPONENTS A Division ofWhlrlwInd Building Systems PANEL TECHNICAL INFORMATION SUPER SPAN SECTION PROPERTIES 26 GAUGE ROOF. PANEL- NOTES: . 1. Section properties are based oh the AJSI Cold-Formed Steel. Design Manual, . 1996 Edition, 1st Printing June 1997. '. SPAN . TYPE LOAD TYPE PANEL WEIGHT HAS BEEN APPLIED 'SIMPLE •UVE 119 , 75;50 ' 35 25 •19 . 14 2 SPAN LIVE -114 86 68 55 45 37 32 3 SPAN- OR MORE •UVE 135 104 82 66 55 •42 32 NOTES:' ' ' 1. Allowable stresses due to wind are increased by 1/3... . . 2. Wind load allowable loads in PSF meet L/120 deflection criteria. . .,'.'., 3. Uve Ipad.allowable meets L/180deflection criteria. . •>. ... .' "' 4. Uncoafed'steel thickness shall be a minimum of 95% of. the thickness "shown above. SP-2 EFFECTIVE: January 1, 2000 [WHIRLWIND) BUILDING COMPONENTS A Division of Whirlwind Building Systems PANEL TECHNICAL INFORMATION SUPER SPAN SECTION PROPERTIES 29 and 26 GAUGE WALL PANEL 36" Coverage T-0 GAUGE/ THICKNESS Fy (KS!) TOP IN COMPRESSION BOTTOM IN COMPRESSION Fb (KSI)(In*-Ft) Va (Kip/Ft) • Ma (In-Kip/Ft)(In^Ft) Va (Kip/Ft) Ma (In-Kip/Ft) PANEL WT. (Lbs/Ft2) ,>. 0.628 '- '29/-017a "j '• ',.80.36 .0.037 0.425 1.322 0.042 0>425 1.766' 0.825 .NOTES: . • • 1. Section properties are based on the AISI Cold-Formed Steel Design Manual, • • • 1996 Edition, 1 st Printing June 1997. NOTES: ..'.•• .'• • 1. Allowable stresses due-to wind are Increased by 1/3. . 2. Wind-load allowable loads in PSF meet L/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 MEMBERS 8X25216 INPUT MEMBER Member Size Web Depth (in) - Thickness (in) - Top Pig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - SECTION PROPERTIES FOR C & INPUT MEMBER Member Size Web Depth . (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length . (in) - Inside Radius (in) - Angle (deg) - SECTION PROPERTIES FOR C & INPUT MEMBER Member. Size Web -Depth (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - 8X25Z1S 8.000 0.059 2.125 2.375 0.910 0.188 50.000 Z MEMBERS 8X25Z14 8.000 0.070 2.125 2.375 0.930 0.188 50.000 Z MEMBERS 8X25Z12 8.000 0.105 2.125 2.375 0.990 0.188 50.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 8X25Z14 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 8X25212 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (ins) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (infi) - (in) - (in) - OUTPUT db/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) •- OUTPUT (Ib/ft) - (in2) - (in). - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - . (in) - 2.797 0.822 3.929 7.756 1.905 1.974 3.072 0.502 0.578 0.375 1.146 0.000954 14.151 0.000 3.278 3.320 0.976 3.929 9.175 2.254 2.335 3.067 0.599 0.. 690 0.447 1.149 0.001593 16.877 0.000 3.275 4.979 1.463 3.929 13.620 3.346 3.466 3.051 0.915 1.052 0.678 1.159 0.005378 25.649 0.000 3.264 SECTION PROPERTIES FOR C & Z MEMBERS 8X3.5Z14 INPUT OUTPUT MEMBER Member Size Web Depth (in) - Thickness (in) - Top Fig Width (in) - Hot Fig Width (in) - Lip Length (in) - • Inside Radius (in) - Angle (deg) - SECTION PROPERTIES FOR C INPUT MEMBER Member Size Web Depth (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - ; Angle (deg) - SECTION PROPERTIES FOR C & MEMBER Member Size Web 'Depth (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - 8X35Z14 8.000 0.070 3.125 3.375 0.930 0.188 50.000 & Z MEMBERS 8X35Z12 8.000 0.105 3.125 3.375 0.990 0.188 50.000 Z MEMBERS INPUT 10X25Z16 10.000 0.059 2.125 2.375 0.910 0.188 50.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx •lye Top lye Bot Syy Ryy J Cw Xo Ro 8X3.5Z12 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 10X2. 5Z16 PROPERTIES Weight • Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot syy Ryy J Cw Xo Ro db/ft) - Un2) - (in) - (in4) - - Un3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) . - (in6) - (in) - (in) - OUTPUT db/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - db/ft) - Un2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - • (in6) - (in) - (in) - 3.796 1.116 3.938 11.376 2.801 2.889 3.193 1.468 1.608 0.794 1.661 0.001822 • . 35.719 0.000 3.599 5.694 1.673 3.938 16.893 4.159 4.290 3.177 2.234 2.445 1.202 1.672 0.006150 54.133 0.000 3.591 OUTPUT 3.199 0.940 4.922 13.211 2.602 2.684 3.749 0.498 0.582 0.375 1.072 0.001091 23.045 0.000 3.899 10X2.5Z14 INPUT MEMBER Member Size Web Depth Thickness • Top Fig Width Bot Fig Width Lip Length Inside Radius Angle SECTION PROPERTIES MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig 'width Lip Length Inside Radius Angle • - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - FOR C & INPUT - (in) - (in) - (in) - (in) -- (in) - (in) - (deg) - SECTION PROPERTIES 'FOR C & MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle INPUT • (in) - (in) - (in) - (in) - (in) - (in) - (deg) - 10X25214 10.000 0.070 2.125 2.375 0.930 0.188 50.000 Z MEMBERS 10X25Z12 10.000 0.105 2.125 2.375 0.990 0.188 50.000 Z • MEMBERS 1 0X3 5 Z 14 10.000 0.070 3.125 3.375 0.930 0.188 50.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 10X2.5212 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy . J Cw Xo Ro 10X3. 52114 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro OUTPUT (Ib/ft) - Un2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) . - (in) - (in4) - (in6) - • (in) - (in) - OUTPUT .(Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in*) - (in) - (in4) - (in6) - (in) - (in) - 3.796 1.116 4.922 15.639 3.080 3.177 3 . 744 0.595 0.695 0.446 1.075 0.0.01822 27.486 0.000 3.895 5.694 1.673 4.922 23.279 4.585 4.729 3.730 0.908 1.059 0.676 1.084 0.006150 41.788 0.000 3.884 4.272 1.256 4.931 19.091 3.766 3.872 3.899 1.460 1.617 0.793 1.565 0.002051 58.644 0.000 4.202 10X3.5212 INPUT MEMBER Member Size Web Depth (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - SECTION PROPERTIES FOR C & INPUT MEMBER Member Size Web. Depth (in) - Thickness ' (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - SECTION PROPERTIES FOR C & INPUT MEMBER Member Size Web Depth (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - 1 10X35Z12 10.000 0.105 3.125 3.375 0.990 0.188 50.000 Z MEMBERS 12X25Z14 12.000 0.070 2.125 2.375 0.990 0.188 50.000 Z MEMBERS 12X25Z12 12.000 0.105 2.125 2.375 0.990 0.188 50.000 PROPERTIES Weight' Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 12X2. 5Z14 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot' Syy Ryy J Cw Xo Ro 12X2. 5Z12 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo . Ro OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in*) - (in3) - (in) - (in4) - (in6) - (in) - (in) - OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - Un3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - 6.409 1.883 4.931 28.420 5.607 5.764 3.885 2.222 2.458 1.200 1.576 0.006921 88. 900 0.000 4 . 192 4.301 1.264 5.917 24.566 4.039 4.151 4.409 0.623 0.733 0.462 1.036 0.002064 42.977 0.000 4.529 6.409 1.883 5.917 36.284 5.965 6.132 4.389 0.903 1.065 0.675 1.022 0.006921 62 .201 0.000 4.507 SECTION PROPERTIES FOR C & Z MEMBERS 12X3.5214 INPUT OUTPUT MEMBER Member Size Web Depth Thickness Top Bot Lip Fig Width Fig Width Length Inside Radius Angle (in) - (in) - (in) - (in) - (in) - (in) - (deg) - 12X35Z14 12.000 0 3 3 0 0 50 .070 .125 .375 .930 .188 .000 PROPERTIES Weight Area YBar Ixx Sxx Sxx Rxx lye lye Syy Ryy J Cw Xo Ro Top Bot Top Bot (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - . (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - 4 1 5 29 4 4 4 1 1 0 1 .749 .396 .925 .317 .826 .948 .583 .453 .624 .792 .485 0.002279 87 0 4 .869 .000 .818 SECTION PROPERTIES FOR C & Z MEMBERS 12X3.5Z12 INPUT OUTPUT MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - 12X35Z12 12.000 0.105 3.125 3.375 0.990 0.188 50.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot . Syy Ryy J Cw Xo Ro (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - 7.123 2.093 5.925 43.714' 7.196 7.377 4.570 2.212 2.469 1.198 1.495 0.007693 133.243 0.000 4.808 SECTION PROPERTIES FOR C & Z MEMBERS 8X2.5C16 INPUT MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle SECTION PROPERTIES - 8X25C16 (in) • - (in) - (in) - (in) - (in) - (in) - (deg) - FOR C & 8.000 0.059 2.500 2.500 0.770 0.188 90.000 Z MEMBERS PROPERTIES OUTPUT Weight (Ib/ft) - Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J 8X2 . 5C14 INPUT MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle SECTION PROPERTIES MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - FOR C & INPUT - (in) -. (in) - (in) - (in) - (in) - (in) - (deg) - 8X25C14 8.000 0.070 2.500 2.500 0.800 0.188 90.000 Z MEMBERS 8X25C12 8.000 0.105 2.500 2.500 0.880 0.188 90.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 8X2 . 5C12 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - OUTPUT (Ib/ft) - (in2) - (in) - (in'4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - 2 . 797 0. 822 4 . 000 7. 788 1.947 1.947 3.078 0.337 0.337 0.371 0.905 0.000954 3.320 0.976 4.000 9.210 2.303 2.303 3.073 0.400 0.400 0.442 0.905 0.001593 10.986 -1.751 3.650 4.976 1.462 4.000 13.637 3 .409 3.409 3.054 0.596 0.596 0.667 0.903 0.005374 16.626 -1.762 3.640 SECTION PROPERTIES FOR C & 2 MEMBERS 8X3.5C14 INPUT MEMBER Member Size Web Depth (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle ' (deg) - SECTION PROPERTIES FOR C INPUT MEMBER Member Size Web Depth (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - SECTION PROPERTIES FOR C & INPUT MEMBER Member Size Web Depth . (in) - Thickness (in) - Top Fig Width (in) - Bot Fig Width (in) - Lip Length (in) - Inside Radius (in) - Angle (deg) - 8X35C14 8.000 0.070 3.500 3.500 0.800 0.188 90.000 . PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot . . Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - 3.796 1.116 4.000 11.411 2.853 2.853 • 3.198 0.904 0.904 0.741 1.273 0.001822 24.099 -2.602 4.315 & Z MEMBERS 8X3.5C12 8X35C12 8.000 0.105 3.500 3.500 0.880 0.188 90.000 . • PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo - Ro OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - . 5.691 4:: 672 4.000 16.910 4.227 4.227 3.180 1.352 1.352 1.120 1.272 0,006146 36.601 -2.619 4.311 2 MEMBERS 10X2. 5C16 10X25C16 10.000 0.059 2.500 2.500 0.770 0.188 90.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx. Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro OUTPUT (Ib/ft) - (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 10X2.5C14 INPUT ! MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle SECTION PROPERTIES MEMBER Member Size Web Depth Thickness Top .Fig Width Bot- Fig Width • Lip Length Inside Radius Angle - .(in) - (in) - (in) - (in) - (in) - (in) - (deg) - FOR C & INPUT • (in) - (in) - (in) - (in) - (in) - (in) - (deg) - SECTION PROPERTIES FOR C & MEMBER Member Size Web Depth Thickness Top. Fig Width Bot Fig Width Lip Length Inside Radius Angle INPUT - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - 10X25C14 10.000 0.070 2.500 2.500 0.800 0.188 90.000 2 MEMBERS 10X25C12 10.000 0.105 2.500 2.500 0.880 0.188 90.000 2 MEMBERS 10X35C14 10.000 0.070 3.500 3.500 0.800 0.188 90.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 10X2. 5C12 PROPERTIES Weight Area YBar Ixx • Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 10X3, 5C14 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw . Xo Ro OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - OUTPUT (Ib/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (iii4) - (in4) - ' (in3) - (in) - (in4) - (in6) - (in) - (in) - 3.796 1.116 5.000 15.686 3.137 3.137 3.750 0.426 0.426 0.451 0.874 0.001822 17.863 -1.587 4.165 5.691 (TTera j 5.000 23.298 4.660 4.660 3.732 0.636 0.636 0.680 0.872 0.006146 26.938 -1.597 4.152 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 PROPERTIES FOR C & Z MEMBERS 10X3.5C12 MEMBER Member Size Web Depth Thickness Top Pig Width Hot. Pig Width Lip Length Inside Radius Angle SECTION PROPERTIES MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle INPUT - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - FOR C & INPUT - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - SECTION PROPERTIES FOR C & MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle INPUT - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - 10X35C12 10.000 0.105 3.500 3.500 0.880 0.188 90.000 Z MEMBERS 12X25C14 12.000 0.070 2.500 2.500 0.800 0.188 90.000 Z MEMBERS 12X25C12 12.000 0.105 2.500 2.500 0.880 0.188 90.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy . J Cw Xo Ro 12X2. 5C14 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 12X2 . 5C12 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye" Top lye Bot Syy Ryy J Cw Xo Ro OUTPUT (lb/ft) - (in2) - (in) - (in4) - (in3) - (inS).- (in) - (in4) - (in4) - (inS) - (in) - (in*) - (in6) - (in) - (in) - OUTPUT (lb/ft) - (in2) - (in) - (in*) - (ins) - (ins) - (in) - (in*). - (in*) - (inS) - (in) - (in4) - (in6) - (in) - (in) - OUTPUT (lb/ft) - (in2) - (in) - (in*) - (inS') - (inS) - (in) - (in*) - (in*) - (in3) - (in) - (in*) - (inS) - (in) - (in) - 6.405 1.882 5.000 28.439 5.688 5.688 3.887 1.451 1.451 1.147 1.242 0.006918 59.337 -2.406 4.737 4.273 1.256 6.000 '24.395 4.066 4.066 4.408 0.447 0.447 0.457 0.844 0.002051 26.775 -1.454 4.717 6.40S 1.882 6.000 36.306 .6.051 6.051 4 '.392 0.667 0.667 0.690 0.842 0.006918 40.297 -1.463 4.705 SECTION PROPERTIES FOR C & 2 MEMBERS INPUT 12X3.5C14 OUTPUT MEMBER Member Size Web Depth Thickness . Top Fig Width Bot Fig Width Lip Length Inside Radius Angle SECTION PROPERTIES - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - FOR C & 12X35C14 12.000 0.070 3.500 3.500 0.800 0.188 90.000 Z MEMBERS PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro 12X3. 5C12 (lb/ft) - (in2) - (in) - (in4) - (in3) - (in3) - (in) - (in4) - (in4) - (in3) - (in) - (in4) - (in6) - (in) - (in) - 4.749 1.396 6.000 29.376 4.896 4.896 4.588 1.022 1.022 0.773 1.210 0.002279 58.842 -2.215 5.236 INPUT MEMBER Member Size Web Depth Thickness Top Fig Width Bot Fig Width Lip Length Inside Radius Angle OUTPUT. - (in) - (in) - (in) - (in) - (in) - (in) - (deg) - 12X35C12 12.000 0.105 3.500 3.500 0.880 0.188 90.000 PROPERTIES Weight Area YBar Ixx Sxx Top Sxx Bot Rxx lye Top lye Bot Syy Ryy J Cw Xo Ro (lb/ft) - ' (in2) - (in) - (in4) - (inS) - (ins) - (in) - (in4) - (in4) - (ins) - (in) - (in4) - (in6) - (in) - (in) - 7.120 2.092 6.000 43.734 7.289 7.289 4.572 1.531 1.531 1.168 1.210 0.007689 88.877 -2.229 5.228 One Honey Creek Ccxporate Center 125 South 84* Street Suits 401 Mfwaukee,WI 53214 414/2591500 4147 259 0037 fan Ynnt.ant1-iam.com GR3EF collaborate : formulate innovate STRUCTURAL CALCULATIONS LEGOLAND CALIFORNIA CARLSBAD, CALIFORNIA Prepared For: WATER TECHNOLOGY, INC 100 Park Avenue Beaver Dam, Wl 53916 GRAEF Project No. 2009-2000.28 Formerly Kno PROJECT PROJECT NO.BY: CHECKED BY:. DATE: . DATE: SHEET 'ft. " , /, >A Moment Design t GR AN! SCHU alto* Project No: 20092000 By: (ALT Project: Legoland Checked By: JtMKR rar«/*r RPB ' Date: 9/24/2009 Date: Calculation Of Required Reinforcing Rebars A Subject: Bridge Design Calculation For: 100 psf Live Load Input M (DL)= 14.1 M (LL)= 7,5 Mu= 0 d= 12.6 b= 12 FT.KIPS Factor DL= 1.2 FT.KIPS Factor LL= 1.6 FT.KIPS f'c= 4 KSI IN fy= 60 KSI IN As(prov)= 0 IN2 Output Moment (Mu)= 28.9 A= 39.71 B= -680.4 C= 347.0 A= 407826 f< = 0.85 p Min= 0.0033 p Max= 0.0214 p Actual= 0.0035 Required As= 0.53 Min As= 0.50 Max As= 3.23 Bar Selection: 5 #3 3 #4 2 #5 2 #6 1 #7 1 #8 1 #9 1 #10 1 #11 b ffil S«lSil=y FT.KIPS X= Y= ACI (10.2.7.3) (A) As2 ACI (10.5.1) ACI (10.3.3) As= a~ Cc= IN2 T= IN2 OK IN2 <j»Mn= 16.60979 0.526212 + (B) As + (C) =0 0.526212 IN2 0.77 IN 32 KIPS 32 KIPS 0.00 FT.KIPS Final As (IN2)= 0.53 % of pMax=1 6.2779 % 0.55 or #3 ® 0.60 or #4 @ 0.62 or #5 @ 0.88 or #6 © 0.60 or #7 @ 0.79 or #8 @ 1.00 or #9® 1.27 or #10 @ 1.56 or #11 @ fl^ 2.51 o.c. 4.56 o.c. 7.07 o.c. 10.03 o.c. 13.68 o.c. 18.02 o.c. 22.80 o.c. 28.96 o.c. 35.58 o.c. p*^li**i'*^SM*'*l --•'-"""—— — - ***v +"-~ ***' ,""^^| "" '-. :* *•* . -", " ~ ,'~ .'4,.«',(** ' t«* . '"',-.- ^|^^|te^^^^^^^^^ "T" MHW^WIW...**^ "tJ-Cvl a5 (0 (0Q Q CDQ. OC ffi CO1 oOCMOiSCM I 8".£. Q.O (0 m & 0co0 V. C O33 1 3co (UE: 1 O) O) O) XI XI XI333(0 0 (0 V V V f ^^l***11=11=1= = 1 §SP^5<Nf*-or2SS ^t «(^ ^* £*» f p^ * £Q |0 ^jjjUjj CO fkj f% CO CO £% CMseo II II II II II II II II II II II II II II U II *i"u?c*~*ml~S-ii,-?^5:''5'2"5i § ^ 5 *c 25 sUi- SS ***«*•s ^0 5 E =- (0(0(0(0 (0(0(0(0ai o> o a) Q.O.O.CX = = = =li.l = c 2IIS CM w <0 oo«T-ooiqT-t-;intf>T^ " i|d| |^ ?^?5? o o II II II II II II II II II II II II II II II II *O£L **"" n ((? !> ^ pS JS tn n 31 J •£> ° S. 5" + «n = U DQ GQ j-g- 5|" 2 g m 'S cc 1 1Q (0 1o « **to co1 cp Q m 1 i E (0 OTd> (ux: cU U £ .S O O it T--j 0 CM •«»• CM 0 0 II II II II *^f | || J?(0+ Q. S OT(1) II O Q CM O).^ O T- CMr d d n n n n MJ* r^ *p 41 ? J On •*»*O <3 JC(0 o ^ 8 8 8 8 JC JC JS JCU U U UC JC C C to to T- n T- T- O) N T- T- CM T-o o o c> M n n n tj T3 0) 0) 10 » ^ ,> il|i CO Q PROJECT NO.BY: PROJECT CHECKED BY: DATE; DATE: SHEET -tit if/! XT' ^ I ' - \ .f .-V' ;/' Moment Design . GR AN! vSCHLIM/ln, Project No: 20092000 By:AU • '•• 1ALT Project: Legoland Checked By: iEMER KiaatK RPB ' Date: 10/7/2009 Date: Calculation Of Required Reinforcing Rebars <* Subject: Bridge Design Calculation For: Truck Live Load and 25' span Input M(DL)= 14.7 FT.KIPS Factor Dl= 1.2 M(LL)= 10,4 FT.KIPS Factor LL= 1.6 Mu= 0 FT.KIPS f'c= 4 KSI d= 12.6 IN fy= 60 KSI b= 12 IN Asjproy> 0 IN2 Output Moment (Mu)= 34.3 FT.KIP A= 39.71 B= -680.4 C= 411.4 A= 397611 |i,= 0.85 ACI ( p Min= 0.0033 ACI pMax= 0.0214 ACI p Actual= 0.0042 Required As= 0.63 IN2 Min As= 0.50 IN2 Max As= 3.23 IN2 Bar Selection: 6 #3 0.66 4 #4 0.80 3 #5 0.93 2 #6 0.88 2 #7 1.20 1 #8 0.79 1 #9 1.00 1 #10 1.27 1 #11 1.56 b • . s x= Y= 10.2.7.3) (A) As2 (10.5.1) (10.3.3) As= a= Cc= OK 16.50843 0.627569 +(B) As + (C) =0 0.627569 IN8 0.92 IN 38 KIPS 38 KIPS 0.00 FT.KIPS Final As (IN2)= 0.63 %ofpMax=39.4133 % or #3@ or #4® or #5 @ or #6@ or #7® or #8@ or #9 @ or #10 @ or #11 @ As 2.10 o.c. 3.82 o.c. 5.93 o.c. 8.41 o.c. 11. 47 o.c. 15.11 o.c. 19.12 o.c. 24.28 O.c, 29.83 o.c. SsSS^&iPiH' ^ r^ ^^•^** iPilf^l' ^^5>SK , ^.^fe^-S 1? mil-"1.- T•P|||||||i ». * §I fl) SDC m m 1 I6 CM § 1!o <*,' a: • 84 Ssl' W Q) §*"* C Oo lk» £ Coi M| O aO cO 1"5a OS O> O> JO JQ JQ 333WWW V V V JC c §. 8.8. £ 1. £ £ 1 £ £ £ VS<^" "t^SU* II II II II II II II II II II II II II II II II s §, «jw«g« w w co m 4= JC J= j= CM CM & & S- & 888811^ *s c II II "- ipri^lP d d n n n it n n it n n n n n n it n n 11 *" & 1 |l| E E S s 1 «Sw <u 30) D C/>oo m sr s"•S "* 2 0 «i u> ti cc 1I 10JC 0£ to to I4H Si (0 0I§ n1E (0 10Q) ffiJC JCU O.£ £ ** i 1 1 II II N II UJ*^ -^ <U li3.3<*T i W W)a> o>JC £U U £ £ O Q O to^ o *- mi^ d d n n n n UJ1 r< *£• ® "« > + Ii ^*3 HH JE"w a.o "ZQ 8 » o> 8 U U U U£ £ £ £ §cn <D toO (O CM dodo ll n ll n M «|M| JQ^ ^ E £ ZJi !3 ll|§ §§ GR8EF PROJECT PROJECT NO 2Q@93G0C> BYt /?/"%$ CHECKED BY: DATE: V&frtf DATE SHEET 7X < 4*n*iEw PROJECT NO. .So&S.GRclEF PROJECT £&e/s«q %0&C> 8Y: /?S%f CHECKED BY: DATB ^/Hm^ DATE: SHEET £/ ""/" /I ' ,A At . GR3EF , PROJECT L&bVtIS PROJECT NO. 30Q93QP& BY: n/%? &f}M CHECKED BY: ' DATE: 9/3^? DATE: SHEET IX /€/,tfsv/C t'f ~ 77i1 : ?^-| ~L* t GR3EF PROJECT. PROJECT NO, 3DO ^^000 BY: . \mJ[ : CHECKED BY:. DATE: DATE: SHEET OM 4 PROJECT NO. PROJECT BY: CHECKED BY: DATE; DATE: SHEET •Li 'y * O.GMC ("'•$/ft)=a rt 18.in Cone w/ #4 @ I2.in o/c 3'-0" #0®18.in : @Toe | Designer select | #5 ® 12. in a|| horiz, reinf. U '°» ® Heel See Appendix A 8'-3 1/2" i 8'-3 1/2' 5'-1V To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : Bridge Abutment-w/ E by horiz accel Page: J2_ Job# : 20092000 Dsgnr: RPB Date: OCT 1,2009 Description.... This Wall In File; J:\Jops2009tt009i2000\ProjectJnformailot Retain Pro 6.11,01-October-2004, (c)1989-2004 Registration » : RP-1134215 Cantilevered Retaining Wall Design [ Criteria | Retained Height = 8.30 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 36.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf | Soil Data jj ! Footing Dimensions & Allow Soil Bearing = 3,500.0 psf Toe Width Equivalent Fluid Pressure Method Heel Width = Heel Active Pressure = 35.0 psf/ft Total Footing Width = Toe Active Pressure = 35.0 psf/ft Footing Thickness = Passive Pressure = 300.0 psf/ft Soil Density = 11 6.00 pcf K^Depm - FootinglJSoil Friction = 0.350 Key Distance from Toe « Soil height to ignore . for passive pressure = 0.00 in '_c =. „ <WOpsi Fy =Footing Concrete Density = Min. As % Strengths | 1.00ft 4.92 ""'"5.92 12.00 in 0.00 in 0.00 in 0.00ft 60,000 psi 150 .00 pcf 0.0018 Cover @ Top = 2.00 in <S> Blm.= 3.00 in | Surcharge Loads jjf Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem j| Axial Dead Load = 2,067.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in I Earth Pressure Seismic Load | Design Kh = 0.31 Og Lateral Load Applied to Stem | [ Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load = ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Wall to Ftg CL Dist Footing Type 80S6 Abov6/B0iow Soil at Back of Wall Kae for seismic earth pressure = 0.508 Added seismic base force Ka for static earth pressure = 0.262 Difference: Kae-Ka = 0.246 " i 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load o.o n 874.7 Ibs Using Mononobe-Okabe / Seed-Whitman procedure Design Summary | - Wall Stability Ratios Overturning = 3.07 OK Sliding = 2.68 OK Total Bearing Load = 8,460 Ibs...resultant ecc. = 15.17 in Soil Pressure @ Toe = 3,330 pst OK Soil Pressure @ Heel = 0 psf OK Allowable = 3.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,995 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.0 psi OK Footing Shear ® Heel = 28.3 psi OK Allowable = 107.5 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2.108.2 Ibs less 100% Passive Force = - 2,400.0 Ibs less 100% Friction Force = - 3,240.4 Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK I Stem Construction | I?£Stem Design height ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 18.00 Rebar Size = #4 Rebar Spacing = 12.50 Rebar Placed at = Edge Design Data — fb/FB + fa/Fa = 0.739 Total Force @ Section lbs= 2,658.1 Moment....Actual ft-#= 9.971.2 Moment Allowable = 13,485.7 Shear.....Actual psi = 8.9 Shear Allowable psi= 107.5 Lap Splice if Above in = 24.67 Lap Splice if Below in = 6.64 Wall Weight = 225.0 Rebar Depth 'd' in= 15.75 Masonry Dataf'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. Masonry Block Type = Medium Weight Concrete Data - — - f'C psi = 4,000.0 Fy psi = 60,000.0 To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title Bridge Abutment-w/ E by horlz accel Job # : 20092000 Dsgnr: RPB Date: Description.... Page: OCT 12009 This Wall In File; J:yob32009V20092000\Pro|ecLlnformatioi Retain Pro 6.11,01 -October-2004, (c)1989-2004 Registration » : RP-1134215 Cantilevered Retaining Waii Design Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe Heel = 3,995 0 psi 1,867 2,254 ft-# 299 12,161 «-# 1,568 9,906 ft-« 8.99 28.25 psi 107.52 107.52 psi = NoneSpec'd = # 5 9 12.00 in = NoneSpec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4« 7.75 In, #5® 12.00 in, #6« 17.00 in, #7® 23.00 in, #8® 30.25 in, #9@ 38 Key: No key defined Summary of Overturning & Resisting Forces & Moments em eel Active Pressure = 00 Active Pressure = OVERTURNING.Force Distance IDS ft 1,513.6 3.10 -280.0 1.33 Moment ft-# 4,692.1 -373.3 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 3,289.6 Sloped Soil Over Heel = 4.21 13,843.6 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load =874.7 5,58 2,108.2 O.T.M. =Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 4,880.6 9,199.3 3.07 8,459.6 IbS Vertical component of active pressure NOT used for soil pressure Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions _ Footing Weighl Key Weight _ Vert. Component _ Totai = 2,067.0 348.0 1,867.5 887.5 1.75 0.50 1.75 2.96 J98.8 5.92 9,258.3 Ibs R.M.= 3,617.3 174.0 3,268.1 2.625.5 4,726.0 "28^254.5"" PRO)ECT N0" PROJECT f-"ttfl—kl-'f i'1,1 A ^ /'»,] A £ fij c #&,. r«i E t /i/ A VV BY: CHECKED BY:DATE" 17. PROJECT NO. tJt-b(l9dO$& m, J&%£ DATE: /Y&/6 PROJECT fMMaf^ , :..:. ,.-„ CHECKED BY:, DATE SHEET Q » tnttc*rtft i '6 77$ttr / z k? > ~ PROJECT NO.»y: JS&-. PROJECT .—y-CHECKED BY: DATE: DATE: SHEET 7? / /-' f •K ^ ^' jii//f 3r:2(3.ot)- ^^ -' ?$ 7Cr If ,fc^p ' /6 ; /, 76' J%Ei€!hei" PROJECT NO. 3Q.0fdHnNEIBr PROJECT t-tSffatrf tyd&GO BY: CHECKED BY: fox DATE: j£/&fl}^ DATE, SHEET^x 601W fi 4* W Z// - /vT'eCt" GR3EF , PROJECT 4-fl -J PROJECT NO. ^6\ **LA 94SK» BY: X^ CHECKED BY: DATE: /fj/^fl*! DATE: SHEET /^ , __ /./ d-.-"7= /^"cr"" " ~. G fy. "X M> _}( r ,-;r }'/ : i^£ 7r /?<?.#- PROJECT NO.BY: PRO/ECT CHECKED BY: DATE:. DATE: • * w, = Wi\ 4 , . a! X " "'••'• «y ^ e^^tX ^< GR3EF PROJECT . PROJECT NO._Y: CHECKED BY: RATE: DATE: SHEET ,*" 44 , :•','-!?£.•,?<.*-" v^-;~~wr; j^'SI'tJi^^y^^j^ ; ^ ,•?••">"'-£ «",\, '''^"''-'Hf^ X~ i^'i-f:>|iv «"i!AevlS^fJ^ :W.i [|t|(||;1j||||||»^^ ^lMi>iM{lil%^iMil^¥^lil^^ '^S| ff-S^^M^S^^fiV:' Sr,,lf h.^^issap.-?4:^,-^"S,*v,T v^%-^--Afec!;tVfo;S- JJ^A:^'-v*"**B^^^^'i- ^j*«*7S*raj«^fc^'«g]«^"^^^ ....'; .-; •>•-,!' :-.-.• -:'/"-;1'' ',.; V ,-^. ," ' - , "/ ,.\ '>.-'•" -' '.? , I ^'' ' ". •'', *L fegg^liiili^^i^ ?§!!^f!!^^"'^^^ ' 1!>C5OH A' Products \n this catalog are grouped by webbing width: 1'and1J/4". Standard KevLok* hardware is heavy gauge steel with zinc plating and bronze chromate finish. Most of the hardware is available in two breaking strengttis per width: 1" 300and1,000lbs. 1J/4" 2,000 and 5,000 tos. 2* 5,000 Ibs. Some components are available in stainless steel (see listing below) with 600 Ib. breaking strength for 1" hardware and 2,500 Ib. breaking strength for 1%" hardware. Various webbing materials are available: low-cost polypropylene; high-strength nylon; minimum stretch, sun-resistant polyester; and non-slip, abrasion-resistant bulked nylon. Naturally, any strap assembly is only as strong as its weakest component Other hardware and webbings are available. Please contact our sates department for more information. We are not responsible for tensile strengths of assemblies not sewn by AGM. The information In this catalog Is subject to change. If this Information is used for the preparation of drawings or documents, please contact our sales department for the most current data. K413 Fastener, Over-Center K413S Fastener, O.C., Stainless K417 Fastener, Over-Center K426 Fastener, Cam K428 Fastener, Ratchet K437 Safety Pin Assembly K439 Protector Pad, Webbing K440 Threading Plate K442 Threading Plate K444 Threading Plate K445 Protector Pad, Plastic K446 Threading Plate K450 Wire Hook. V4" Opening K453 Wire Hook, 1" Opening K453-50 Wire Hook, 1" Opening (Vinyl Coated) K454 Pallet Hook K459 "S'Hook K459-50 "8" Hook (Vinyl Coated) K460 Quick Disconnect K460S Quick Disconnect, Stainless K462 Quick Disconnect K467 Quick Disconnect K468 Snap Hook K470 D-Ring K472 D-Ring K475 Pull Tab Retainer K480 Anchor Plate K486 Footmans Loop 1" 1" 1" r i" r r r r 1" r r r r r r r&i 1'&1 rr r r r r r r r r 1,000 Ibs. 600 Ibs. 300 Ibs. 1,200 tos. 1,500 Ibs. N/A N/A 1,000 Ibs. 300 Ibs. 1,000 Ibs. N/A 300 Ibs. 1,000 tos. 2,000 tos. 2,000 tos. 600 Ibs. V 1,000 Ibs. V 1,000 Ibs. 1,000 Ibs. 600 tos. 300 Ibs. 1,800 Ibs. 5,000 Ibs. 300 Ibs. 5,000 Ibs. N/A 1,000 Ibs. 300 Ibs. 4 4 4 4 4 8 8 7 7 7 8 7 6 6 6 7 6,10 6,10 5 5 5 5 6 7 7 8 6 6 K488 K710 K711 K717 K718 K726 K739 K740 K741 K753 K760 K761 K764 K766 K770 K772 K775 K776 K780 K860 W1404 W400 W402 W405 W1704 W1706 W700 W706 W707 Bracket Fastener, Over-Center Fastener, Over-Center Fastener, Over-Center Fastener, Over-Center Fastener, Ratchet Protector Pad Threading Plate Threading Plate Wire Hook & Keeper, 1* Opening Quick Disconnect Quick Disconnect Snap Hook Snap Hook D-Ring Delta Ring Pull Tab Retainer Pull Tab Retainer, Assy. Anchor Plate Quick Disconnect Webbing, Bulked Nylon Webbing, Nylon Webbing, Polypropylene Webbing, Polyester Webbing, Bulked Nylon Webbing, Bulked Nylon Webbing. Nylon Webbing, Polyester Webbing, Polyester r 1V 1'/4' iy/ 1»/4" 2* 1%" 1%" 1J/4- 1J/4" iy." 1»/4B 15/4" iv 1>/4" i%* iy/ 1V 1'/4* 2" 1" 1" r v 1%" 1J/4* 1%" 15/4' 1'// 300 tos. 5,000 tos. 5,000 Ibs. 2,000 tos. 2,000 Ibs. 5,000 tos. N/A 2,000 Ibs. 3,500 tos. 5,000 tos. 2,000 tos. 5,000 tos. 5,000 tos. 2,000 tos. 600 Ibs. 5,000 Ibs. N/A N/A 5,000 tos. 5,000 tos. 2,500 tos. 2,500 tos. 700 Ibs. 2,500 Ibs. 3,500 Ibs. 5,000 Ibs. 7,000 Ibs. 10,000 tos. 6,000 tos. 7 9 9 9 9 12 11 11 11 10 10 10 10 10 11 11 11 11 10 12 5 5 5 5 9 9 9 9 9 FASTENERS FOR 1" WEBBING LEVER 3.44 " (87 mm)" K413(K413S,K417) OVER-CENTER FASTENER ANCHOR 1.62 (41 mm) .80 D (20 mm)—r TensioriingTake Up Breaking Strength Working Load Material Finish Weigh! Applications 5/8" (16 mm) K413 1.000 Ibs. (454kg) K413S 600 Ibs. (272kg) K417 300 »bs. (136kg) K413 333 Ibs. (151 kg) K413S 200 Ibs. (91 kg) K417 100 Ibs. (45kg) K413 Heat Treated Alloy Steel K413S Stainless Steel K417 Cold Rolled Steel Zinc Plate Bronze Chromate (except K413S) .11 Ib. (50 g) See photo section on pages 14-15. Hole: Stow on side of lever are tor optional safety seal or safety pin (p. 8). K428 RATCHET FASTENER 43TCHI *n) f J_1.08 MX KHnM) {Z7mt J Breaking Strength Working Load Material Finish Weight Applications \JB 1,500 Ibs. (680kg) 500 Ibs. (227 kg) Cold Rolled Steel Zinc Plate Bronze Chromate .52 Ib. (236 g) Recommended for use on straps over 10 ft., or where additional take up is needed. K426 CAM FASTENER 1.44 (36.5 mm) Breaking Strength Working Load Material Finish Weight Applications 1.20 (30.5 mm) 2.52 " (64 rnm)" X)o 1,200 Ibs. (544kg) 400 Ibs. (181kg) Cold Rolled Steel Zinc Plate Bronze Chromate .27 Ib. (123g) For use where tensioning is not critical. W1404-** Wont slip under severe vibration; high abrasion resistance. Similar to MIL-W-43668, Type II, except width is 1". Breaking 2,500 Ibs. Strength (1,134kg) Working 833 Ibs. Load (378 kg) Material Bulked Nylon "Colors BK-Black OR-Orange BL-Blue RD-Red BR-Brown YE-Yellow GR-Gray GN-Green OD-Olive Drab t/so the part number case followed by the 2-chsmcter alpha eoefe for f/te eo/or desired. W400-** Meets MIL-W-4088, Type XVII, with MIL-W-27265, Class R treatment. Breaking 2,500 Ibs. Strength (1.134kg) Working 833 Ibs. Load (378 kg) Material Nylon "Colors BK-Black OR-Orange BL-Blue RD-Red BR-Brown YE-Yellow GR-Gray GN-Green OD-Olive Drab W402-** Low cost material for light duty applications. Breaking 700 Ibs. Strength (318kg) Working 233 Ibs. Load (106kg) Material Polypropylene "Color BK-Black W405 Low stretch, and greater U.V. resistance. Breaking Strength Working Load Material "Color 2,500 Ibs. (1,134kg) 833 Ibs. (378 kg) Polyester WH-White WHEN SEWN INTO AN ASSEMBLY, THE BREAKING STRENGTH OF THE WEBBING MAY BE LESS THAN SHOWN HARDWARE FOR 1" WEBBING K460 (K460S, K462) QUICK DISCONNECT Breaking Strength Working Load Material 1.38 (35 mm) } ~ 1.36 __ ~"~ (35 mm) "" .87 (22mm) Fjnish ' Weight Applications .06 .19 f (1 .5 mm) ca-J" <4-8 mm) K460 1,OOOIbS.(454kg) K460S 600 lbs.(272 kg) K462 300 lbs.(136 kg) K460 333 lbs.(1S1 kg) K460S 200 Ibs. (91 kg) K462 100 Ibs. (45kg) K460 Heat Treated Alloy Steel K460S Stainless Steel K462 Cold Rolled Steel Zinc Plate Bronze Chromate (except K460S) .03lb.(14g) Used as a quick disconnect to anchor of fasteners K413, K4l3SandK417. K467 QUICK DISCONNECT Breaking Strength Working Load Material Finish Weight Applications 1,800 Ibs (816 kg) 600 Ibs. (272kg) Heat Treated Alloy Steel Zinc Plate .08lb.(36g) For use with K428 as quick disconnect or attachment to rods, bars, etc. CATALOG 05" '•• . AQM CONTAINER CONTROLS, INC. . •< ' '•• PO BOX 40020«TUCSOW ARIZONA 85717-0020 TEL: 800-995-5590 (520) 881-2130 * FAX; {520) £81-4983 : www.agmconiainei'.com * sales @agmconta)rter,corti HARDWARE FOR 1" WEBBING K459"S"HOOK P/N K459-50 with vinyl coating also available Breaking Strength Working Load Material Finish Weight Applications 2,500 Ibs. (1,134kg) 833 Ibs. (378 kg) 3/8" dia. Cold Rolled Steel Zinc Plate Bronze Chromate .295 Ib. (134 g) For temporary attachment to pipes, bars, eye bolts, etc. .38 (10 mm) Ii K468 SNAP HOOK Breaking Strength Working Load Material Finish Weight Applications .65(17 mm) .52 (13mm) 5,000 Ibs. (2,268 kg) 1,835 Ibs. (832kg) Heat Treated Steel Zinc Plate Bronze Chromate .21 Ib. (95 g) For positive attachment to rods, handles, eye bolts, etc. K480 ANCHOR PLATE Breaking Strength Working Load Material Finish Weight Applications 1,000 Ibs. (454kg) 333 Ibs. (151 kg) Cold Rolled Steel Zinc Plate Bronze Chromate .07 Ib, (32 g) Designed to be used with a bolt to secure strap permanently to mounting surface; also as plate to attach hook. O22TYP. . (5.6mm) O.tt (6.4 turn) 1.40 (48 mn\) 22) K486 FQOTMANS LOOP Breaking Strength 300 Ibs. (136 kg) Working Load 100 Ibs. (45 kg) Material Cold Rolled Steel Finish Zinc Plate Bronze Chromate Weight .03lb.(14g) [ Applications For permanent » installation of strap.(13mm) K453 WIRE HOOK P/N K453-50 with vinyl coating also available (1" opening) Breaking Strength Working Load Material Finish Weight Applications 2,000 Ibs. (907 kg) 666 Ibs. (302kg) Heat Treated Steel Zinc Plate Bronze Chromate .13 Ib. (59 g) For temporary attachment to pipes, bars, eye bolts, slots, etc. K450 WIRE HOOK (1/2" opening) Breaking Strength Working Load Material .40£(10 mm) Weight Applications 1,000 Ibs. (454 kg) 333 Ibs. (151kg) High Strength Steel Wire Finish Zinc Plate Bronze Chromate .08 Ib. (36 g) For temporary attachment to rings, rods, holes, slots, etc. PROJECT CHECKED BY: DATE: DATE: SHEET td (7 PROJECT 7.T. CT NO. CHECKED BY: DATE: DATE: SHEET * D u/2 / GR3EF / ™J PROJECT (_{6>24t/fa PROJECT **. CHECKED BY: DATE: DATE: SHEET > / s" <~'v^,1 J .XT . ~i Moment Design J GR ANI SCHLl «**» ^L Project No: 2009-2000.28 1ALT Project: Legoland DKMER»H*o tB- By: SAC Date: 10/8/2009 Checked By: Date: Calculation Of Required Reinforcing Rebars 4 Subject: Tank Lid Calculation For: Poo! B Input M (DL)= 0 FT.KIPS M(LL}= OFT.KIPS Mu= 6.7 FT.KIPS d= 9 IN b= 12 IN Factor DL= 1.2 Factor LL= 1.6 fc= 4 KS« fy= 60 KSI As(prov)* 0,29 IN^ Output Moment (Mu)= 6.7 FT.KIPS A= 39.71 B= -486.0 C= 80.4 A= 223427 p,= 0.85 ACI (10.2.7.3) pMin= 0,0033 ACI (10.5.1) pMax= 0.0214 ACI (10.3.3) p Actual= 0.0016 Required As= 0.17 IN2 Min As= 0.36 IN2 MaxAs= 2.31 IN2 Bar Selection: 3 #3 0.33 2 #4 0.40 1 #5 0.31 1 #6 0.44 1 #7 0.60 1 #8 0.79 1 #9 1.00 1 #10 1.27 1 #11 1.56 J b JSj , J I I HHHIH X= 12.07227 Y= 0.167731 (A)As2-»-(B)As + (C)=0 As= 0.167731 IN2 a= 0.25 IN Cc= 10 KIPS T= 10 KIPS Use the minimum of 1.33 Req'd As or As mln ^Mn= 11.47 FT.KIPS Final As (IN2)= 0.22 %ofpMax=9.66118 % or #3 @ S.92 o.c. or #4@ 10.76 o.c. or #5@ 16.68 o.c. or #6 @ 23.67 o.c. or #7 @ 32.28 o.c. or #8 @ 42.50 o.c. or #9 @ 53.79 o.c. or #10 @ 68.32 o.c. or #11@ 83.92 o.c. tSSffiiSiWPWl 1PHMNHMffl .* 1 ^d, ^1 1 ,nnnfli HHB^^BOSB Moment Design A GR ANJ SCHL» utAsH ^ Project No: 2009-2000.28AEF IALT Project: Logoland >EMERKite IK By: SAC Date: 10/8/2009 Checked By: Date: Calculation Of Required Reinforcing Rebars 4 Subject: Weir Beam Calculation For: PoolD Input M (DL)= 0 FT.KIPS M (LL)F 0 FT.KIPS Mu= 1.3 FT.KIPS d= 11 IN b= 12 IN Factor DL= 1.2 Factor LL= 1.6 fc= 4 KSI fy= 60 KSI As(prov}= 0^9 IN2 Output Moment (Mu)= 1.3 FT.KIPS A= 39.71 8= -594.0 C= 15.6 A= 350358 fl,= 0.85 ACI (10.2.7.3) pMin= 0.0033 ACI (10.5.1) pMax= 0.0214 ACI (10.3.3) p Actual= 0.0002 Required As= 0.03 IN2 Min As= 0.44 IN2 Max As= 2.82 IN2 Bar Selection: 1 #3 0.11 1 #4 0.20 1 #5 0.31 1 #6 0.44 1 #7 0.60 1 #8 0.79 1 #9 1.00 1 #10 1.27 1 #11 1.56 , b , M INlH\ \ IIHIHHi X= 14.93369 Y= 0.026309 (A)As2-«-(B)As + (C)=0 As= 0.026309 IN2 a= 0.04 IN Cc= 2 KIPS T= 2 KIPS Use the minimum of 1.33 Req'd As or As min «t»Mn= 14.08 FT.KIPS Final As (IN2)= 0.03 % of pMax= 1.23985 % or #3 @ 37.72 o.c. or #4 @ 68.59 o.c. or #5 @ 106.31 o.c. or #6® 150.90 o.c. or #7 @ 205.77 o.c. or #8 @ 270.93 o.c. or #9 @ 342.95 o.c. or #10 @ 435.54 o.c. or #11 @ 535.00 o.c. KS^S^MB^WSB^Sffi^l ' IIBiiiiiiifijiiL I r* '. Hi B -•^•i Shear Design I 01 AN SOILmtM & tAFF p»J»e* NO: 2009-2000.28 By: SAC Date: 10/8/2009 HALT Project: Legoland Checked By:OEMERwfcMitt Date: Calculation Of Required Shear Reinforcement 4 Subject: Weir Seam Calculation For: Pool D Input V(DL)= KIPS V(LL)» KIPS Vu= 1.3 KIPS d= 11 IN IVs 12 IN Factor DL= Factor LL= fc= fy= Av(prov)= 1.2 1.6 4 KSI 60KSI Output Shear (Vu)<* 1.3 KIPS $Ve „*,= 14.19 KIPS *Vs = o.O KIPS Comments: No shear relrtf. reu'd ^VSmM" § n™. * S atn * Area of Shear Reinforcement* Spacing of Shear Reinforcement" 0.00 IN2 N/AIN h ^4 * i1 I S J H 56.77 KIPS (ACM 1.5.6.8) 5.50 IN (ACM 1.5.4.1) 0.00 IN (ACM 1.5.5.3) NOREINF.IN (ACM 1-15) (ACM 1.5.4.3) Av HIHmm~ i prMSi^^ 1460767 121730.6 121.7306 Page 1 Moment Design i GR AN1 SCHLt aiiat _„ Project No: 2009-2000.28AEF (ALT Project: Legoland )EMER rteohr By: SAC Date: 10/8/2009 Checked By: Date: Calculation Of Required Reinforcing Rebars 4 Subject: Tank Lid Calculation For: Poo) E Input M(DL)= 0 FT.KIPS M (LL)= 0 FT.KIPS Mu= 2.7 FT.KIPS d= 9 IN b= 12 IN Factor DL= 1.2 Factor LL= 1.6 fc= 4 KSI fy= 60 KSI As(prov)= 0.2 IN2 Output Moment (Mu)= 2.7 FT.KIPS A= 39.71 B= -486.0 C= 32.4 A= 231050 B,= 0.85 ACI (10.2.7.3) pMin= 0.0033 ACI (10.5.1) pMax= 0.0214 ACI (10.3.3) p ActuaN 0.0006 Required As= 0.07 IN2 Min As= 0.36 IN2 MaxAs= 2.31 IN2 Bar Selection: 1 #3 0.11 1 #4 0.20 1 #5 0.31 1 #6 0.44 1 #7 0,60 1 #8 0.79 1 #9 1.00 1 #10 1.27 1 #11 1.56 \ b i t I \ HHHIMRI X= 12.17297 Y= 0.067034 (A)As2+(B)As*(C)=0 As= 0.067034 IN2 a= 0.10 IN Cc= 4 KIPS T= 4 KIPS Use the minimum of 1.33 Req'd As or As mfn 4>Mn= 7.97 FT.KIPS Final As (IN2)= 0.09 %ofpMax= 3.86111 % or #3 @ 14.81 o.c. or #4@ 26.92 o.c. or #5@ 41 .73 o.c. or #6 @ 59.22 o.c. or #7 @ 80.76 o.c. or #8 @ 106.33 o.c. or #9@ 134.60 o.c. or #10 @ 170.94 o.c. or #11@ 209.97 o.c. IMfJUiiiiiliP 1bfira^BBBBH^. | r* '. ^1 1 , •^•D pHMHHUBSM Moment Design A en AN! SCHL «W,ta ~L Project No: 2009-2000.28AEF 1ALT Project: Legoland DEMER wfcflhr By: SAC Date: 10/8/2009 Checked By: Date: Calculation Of Required Reinforcing Rebars 4 Subject: Suction Tank Lid Calculation For: Pool A input M (DL)* 0 FT.KIPS M (LL)» 0 FT.KIPS Mu= 4.5 FT.KIPS d= 3 IN b= 12 IN Factor DL= 1.2 Factor LL= 1.6 f c= 4 KSI fy= 60 KSI As(prov)= 0.46 IN2 Output Moment (Mu)= 4.5 FT.KIPS A* 39.71 B= -162.0 C= 54.0 A= 17668 p,= 0.85 ACI (10.2.7.3) pMin« 0.0033 ACI (10.5.1) pMax= 0,0214 ACI (10.3.3) pActual= 0.0102 Required As= 0.37 IN2 MinAs= 0.12 IN2 MaxAs= 0.77 IN2 Bar Selection: 4 #3 0.44 2 #4 0.40 2 #5 0.62 1 #6 0.44 1 #7 0.60 1 #8 0.791 m 1.00 1 #10 1.27 1 #11 1.56 J b JY, H, I IIHHHHHM X= 3.713798 Y= 0.366202 (A)As2+(B)As + (C)=0 As= 0.366202 IN2 a= 0.54 IN Cc= 22 KIPS T= 22 KIPS OK 4>Mn= 5.51 FT.KIPS Final As (IN2)= 0.37 % of PMax= 47.5782 % or #3 @ 3.60 o.c. or #4 @ 6.55 o.c. or #5 @ 10.16 o.c. or #6 @ 14.42 o.c. or #7 @ 19.66 o.c. or #8 @ 25.89 o.c. or #9 @ 32.77 o.c. or #10@ 41 .62 o.c. or #11@ 51 .12 o.c. [•HMHiiJMI 1^•^•HHHl^ I r.'. ^1 1 ,"•••«t^BBp7ff*TPffi^ffwfflllffl^T GR3EF PROJECT NO. 3flff0Jtfy> BY: /f/gg _ DATE-. PROJECT -toQf, _ CHECKED BY:, _ , _ DATE: SHECT flJ A /so/ C •' as* 'Hig e st?/ef/£S£, r-^i/gi-i KOi a/l •>"•*. -w -^ ,--// sutpt* /,•? * / / ) / I / / / /S'tfttatt '£y* jiftSfwe s3>/eL<rl,/"£, £*tr?ff i?tffyfi-", t:,yijG' 7{;r - 1 // *7I ,/^i"r, w^-e, n e.fL^u ™&L. rf* »«» Bf Cf PROJECT NO. .^£M!>Urfclcr , , PROJECT i-t$S{£^ )3Q@Q BY: /T/^ CHECKED BY: DATE: ?/jQ/^ f DATE: SHEEf X f ,'».&?-r'/ ft I / // 4 ,v = ^™> , " C- fiT $,--•£(/?•£ i OU «l///£: A,** ~ GRaEF PROJECT PROJECT NO ~%0®f< — ^ Z0.66 BY- /?/%•? CHECKED BY: DATE: 9/^#f DATE: SHEETy ?/ '-ft' (e,. f''* O C, ,,,. ',3trfi &V'-( & I"?' (" ,' fe '* ''>:>•"*£•(*?',• /a;/'^?^, /244s- * IS, I- A CONSULTING ENCINEEfiS .AA AmuT :MS NORTH S-3TH STREET •ytfi*!!1;? MILWAUKEE. WISCONSIN 53226 PRrUFCT NO. r>ATF 'BY SHEET ^x ^"%- .10 to 9C? IS0 L I Coo TO 5AY= -O V 22.in Cone w/ #5 @ 18.in o/c Sliding Restraint @Toe (W@18.in @ Heel Designer select allhoriz. reinf.-^i ee Appendix A 9' 13/4" 2" t 2'-7" 3'-6" I 3'-6" s-I To specify your own special title block here, use the "Settings" screen and enter your title block information. Title Pool 8,3'-6" wall with EG Job# : 2009-2000 Dsgnr. RPB Description..,. Date: Page: M OCT 2,2009 This Wad In File: J:Uob32009\20092000\ProlecLlnformatioi Retain Pro 6.1f. 01-0ctober-2004, (0)1989-2004 Registration #: RP-1134215 Cantilevered Retaining Wall Design Criteria J Soil Date Retained Height = 3.50 ft Wall height above soil - 0.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method J I Footing Dimensions & Strengths | 0.75ft Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footing|[Soil Friction Soil height to ignorefor passive pressure 35,0 psf/ft = 35.0 psf/ft = 250.0 psf/ft = 110.00 pcf = 0.300 = 0.00 in Toe Width Heel Width = 1,83 Total Footing Width = 2."sT Footing Thickness = 8.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Win. As % = 0.0018 Cover ® Top = 2.00 in ® Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 100.0 psfUsed To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem J [ Lateral Load Applied' to Stem | (Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft0.00ft 0.00 ft Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Pressure Seismic Load j| DesignKh = 0.485 g Using Mononobe-Okabe / Seed-Whitman procedure Design Summary .~Z~J| Wall Stability Ratios Overturning = 154 OK Slab Resists All Sliding > Total Bearing Load = 1,221 Ibs ...resultant ecc. = 12.66 in Soil Pressure & Toe = 3,443 psf OK Soil Pressure @ Heel = 0 psi OK Allowable = 3.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,132 psi ACI Factored 9 Heel = 0 psf Footing Shear @ Toe = 20.3 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 107.5 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 809.8 Ibs less 100% Passive Force = - 55.6 Ibs less 100% Friction Force = - 366.3 Added Force Req'd = 387.9 Ibs NG ....for 1.5: 1 Stability = 792.8 Ibs NG Kae for seismic earth pressure Ka for static earth pressure Difference: Kae - Ka = 0.839 = 0.277 = asea" Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Added seismic base force O.QTbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0ft 381. libs Stem Construction | Top stem Bar Lap/EmbDesign height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd1 Masonry Data fm Fs Solid Qrouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium WeightConcrete Data - - - — •• - — f'c psi= 4,000.0 Fy psi = 60,000.0 ft = = = = = = = lbs = tt-# = = psi = psi = in = in = = in = 0.00 Concrete 22.00 # 5 18.00 Edge 0.061 900.0 1,507.4 18,632-6 2.2 107.5 30,83 8.30 275.0 20.19 psi = psi = To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title : Pool 8,3'-6" wait with EQ Job* : 2009-2000 Dsgnr: RPB Descriptton.... Date: Page: / OCT 2,2009 This Wall In File; J:yob32009\20092000\Projectlnformatloi Retain Pro 6.11,01-Octobor-2004, (c)1989-2004 Registration t: RP-1134215 Cantilevered Retaining Wali Design Footing Design Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Results TQfr . 4,132 775 34 741 20.27 107.52 = None Spec'cf = None Spec'd = None Spec'd I Heel 0 psf OfM» Oft-#oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING.. Force Distance em Ibs ft eel Active Pressure ae Active Pressure 436.4 -7.8 1.60 0.22 Moment ft-# 698.2 -1.7 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = Sloped Soil Over Heel = 2.58 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load =381.1 2.50 952.8 Total = 809.8 O.T.M. = 1,649.3 Resisting/Overturning Ratio - 1.54 Vertical Loads used for Sot) Pressure = 1,220.8 Ibs Vertical component of active pressure NOT used for soil pressure Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions = Footing Weighl _ Key Weight Vert. Component 962.5 258.3 2.58 0.00 1.67 1.29 _234.3 2.58 ~1,455T' ibs R.M.= 1,604.2 333.7 605.3 2,543T Sliding Restraint 8,in Cone w/ #5 @ 18,in o/c #4@16.5in , ®Toe | Designer select j #0@18.in an norjz. rejnf. j^ @ Heel See Appendix A j 3'-9" 4'-5" 13/4" 2" I 8" 4'-0" ! 4'-0" •i f To specify your own special title block here, use the "Settings" screen and enter your title block information. Tito • Pool B, 4MT wall w/ EQ Job» : 2009-2000 Dsgnr: RPB Descriptfen.... Date:e -1OCT 2,2009 This Wall In File: J:\JolM2009\20092000\Pfoject_lntormatloi Retain Pro 6.H, 01-October-2004, (c)198»-2004 Registration t: RP-113421S Cantilevered Retaining Wall Design i Criteria 1 Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf I Surcharge Loads | Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning i Axial Load Applied to Stem | Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ~j| | Soil Data 1 Allow Soil Bearing = 3,5000 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = Passive Pressure = Soil Density = Footlng||Soil Friction Soil height to ignore for passive pressure = j Lateral Load Applied to Lateral Load = ...Height to Top = ... Height to Bottom = Kae for seismic earth pressure Ka for stntir earth nreftKiao 35.0 psf/ft 250,0 psf/ft HO.OOpcf 0.300 0.00 in Footing Dimensions & Strengths | Toe Width Heel Width Total Footing Width Footing Thickness = Key Width = Key Depth Key Distance from Toe = f'c = 4.000 psi Fy = Footing Concrete Density = Min. As % Cover @ Top = 2.00 in © Stem 1 [Adjacent Footing Load 0.0 #/ft 0.00 ft 0,00ft = 0.839 0977 Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist = Footing Type at Back of Wall Added seismic base force 3.75ft_......J>.67, 8.00 in 0.00 in 0 00 in 0.00ft 60,000 psi 1 50.00 pcf 0.0018 Btm.= 3.00 in - 1 O.OIbs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 478.1 Ibs Using Mononobe-Okabe / Seed-Whitman procedure Design Summary = 6.562 Wail Stability Ratios Overturning = 1.73 OK Slab Resists All Sliding ! Total Bearing Load = 842 Ibs ...resultant ecc. = 21.76 in Soil Pressure @ Toe = 1 ,421 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable jjj | Stem Construction | I°Rfjtem Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at AC) Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 1,705 psf 0 psf 11 .2 psi OK 0.0 psi OK 107.5 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5:1 Stability 999.9 Ibs 55.6 Ibs 252.5 691.9 Ibs NG 1,191.8 Ibs NG Bar Lap/Embft = o.OO = Concrete = 8.00 = #5 = 18.00 = Edge fb/FB + fa/Fa = 0.391 Total Force © Section lbs= 1,146.4 Moment... Actual ft-# = 2,191.9 Moment ..... Allowable = 5,612.6 Shear ..... Actual psi = 8.8 Shear ..... Allowable psl= 107.5 Lap Splice if Above in = 30.83 Lap Splice if Below in = 8.30 Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data ...................... — -------------- fm psi = Fs psi = Solid Grouting Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Concrete Data f C Fy psi * psi= 4,000.0 60,000.0 To specify your own special title Mock here, use the "Settings" screen and enter your title block Information. Trtle : Pool B, 4'-0" wall w/ EQ Job # ; 2009-2000 Dsgnr: RPB Description,... Date: OCT 2,2009 This Wall In File: J:XJob3200fft20092000\Pro|ect_ Informatloi Retain Pro 6.11, Ol-October-2004, (c)l989-2004 Registration »: RP-1134215 Cantilevered Retaining Wall Design [Footing Design Results 1 :actored Pressure \/lu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heei Reinforcing Key Reinforcing = = — == = Toe 1,705 0 0 2.192 11.20 107.52 # 4 @ 16.50 None Spec'd None Spec'd Summary of Overturning & Heel 0 psf Oft-# Oft-# 0 0.00 0.00 in H-# psi psi Resisting Other Acceptable Sizes & Toe: Heel: Key: Forces & #4® 16.50 in, #58 Not req'd, Mu < S * No key defined Moments Spacings 25.50 in, #6® 36.25 in, #7@ 48.25 in, #8 Fr @ 48.25 in, #9@ 4 ' ' 1 item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = OVERTURNINGForce Distance Moment Ibs ft ft-# 529.6 -7.8 478.1 1.77 0.22 2.80 939.3 -1.7 1,338.7 Total = 999.9 O.T.M. = 2,276.2 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 841.7 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern = Soil Over Toe Surcharge Over Toe Stem Weights) ~ Earth @ Stem Transitions _ Footing Weight Key Weight 2 Vert. Component Totals RESISTING Force Distance Moment Ibs ft ft-# 4.42 4.42 0.00 400.0 441.7 4.08 2.21 283.9 4.42 7,1355 Ibs R,M,= 1.633.3 975.3 1,298.1 3,906.8 0,•* 12.in Cone w/ #5 @ 18.in o/c •f * iii 1 3/4" 8'-0"8'-0" Sliding Restraint #4@10.75in @Toe Designer select *°®18-iailhori2.reinl. @ Hedi*66 Appendix A 3'-9" 4'-9" r-0" r-o" i To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : Pool D, 8ft wall Job # : 20092000 Dsgnr: RPB Description.... Page: Date: SEP 30,2009 Tnls Wall In FHe: J:yo^2009\20092000\Proiect..lnformatioi Retain Pro 6.11,01-October-2004, (c)1989-2004 Registration *: RP-1134215 Cantilevered Retaining Wali Design Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = Wind on Stem = 8.00ft 0.00ft 0.00: 1 0.00 in 0,0ft 0.0 psf | i Soil Data Allow Soil Bearing i = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Soil Density FootingjjSoil Friction Soil height to ignore for passive pressure = 35.0 psf/ft = 250.0 psf/ft = 110.00 pcf = 0.300 = 0.00 in Footing Dimensions & Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = PC = 4,000 psi Fy = Strengths | 3.75ft 1.00 4.75 12.00 in 0.00 in 0.00 in 0.00ft 60,000 psi 1 Cf\ Ctf\ nf.f Mln. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary ™| | Lateral Load Applied to Stern | [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 Ibs 0.0 Ibs 0.0 in Wall Stability Ratios Overturning = 1.57 OK Slab Resists All Sliding ! Total Bearing Load = 1,913 Ibs ...resultant ecc. = 20.61 in Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored ® Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Slab Resists All Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = - Added Force Req'd = ....for 1.5: 1 Stability = 1,940 psf OK 0 psf OK 3,500 pSf Allowable 2,328 psf Opsf 17.1 psi OK 0.0 psi OK 107.5 psi Sliding! 1,686.4 Ibs 125.0 Ibs 573.8 987.6 Ibs NG 1,830.8 Ibs NG 1 Footing Design Results | Toe _ Factored Pressure = 2.328 Mu' : Upward = 0 Mu' : Downward = 0 Mu: Design = 6,408 Actual 1 -Way Shear = 17.13 Allow 1 -Way Shear = 107.52 Toe Reinforcing = # 4 @ 10.75 in Heel Reinforcing = None Spec'd Key Reinforcing •-- None Spec'd Heel 0 psf Oft-# Oft-# Oft-# 0,00 psi 0.00 psi 0.0 Mt 0.00ft 0.00ft Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall "~ 0.0 Ibs 0.00ft 0.00 in 0.00 ft Line Load 0.0ft Stem Construction tt= Top Stem Stem OK0,00 Concrete 12.00 # 5 18.00 Edge Design height Wall Material Above "Ht1 Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data tb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting = Special Inspection = Modular Ratio 'n' = Snort Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Concrete Data — f'c psi= 4,000.0 Fy psi = 60,000.0 = lbs = ft-#= = psi = psi = in = in = = in = 0.687 2,199.3 6,407.8 9,332.6 18.0 107.5 30.83 8.30 150.0 10.19 psi = psi = Other Acceptable Sizes & Spacings Toe: #4® 10.75 in, #S@ 16.50 in, #6® 23.50 in, #7® 32 00 in, #8® 42.00 in, #9® 4 Heel: Not req'd, Mu < S * Fr Key: No key defined To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title Pool D, 8ft wall Job* : 20092900 Dsgnr: Description.... RP8 Date: SEP 30,2009 This Wall In File; J:Uobs2M9\20092000\Pro)BCtJnformatioi Retain Pro 6.H, 01-October-2004. (c)1989-2004 Registration »>. RP-1134215 Cantilevered Retaining Wall Design Summary of Overturning & Resisting Forces & Moments J OVERTURNINGForce Distance Moment Ibs ft ft-# 1,703.9 -17.5 3.25 0,33 5,541,1 -5,8 Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,686.4 O.T.M. a 5,535.3 . Resisting/Overturning Ratio = 1.57 Vertical Loads used for Soil Pressure = 1,912,5 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe Stem Weight(s) ~ Earth <8> Stem Transitions _ Footing Weigh! _ Key Weight Vert. Component ... Total* RESISTING Force Distance Moment Ibs ft ft-# 4.75 4.75 0.00 1,200.0 712.5 4.25 2.38 395.1 4.75 2730776" Ibs R.M.= 5,100.0 1,692.2 1,876.6___ LL 12.in Cone w/ #5 9 9.in o/c 1 3/4" Sliding Restraint #4@13.25in @Toe ! Designer select #o@is.in allhoriz. reinf.^i @ Heel See Appendix A 6'-6" 7'-6" 8'-0" 8'-0"; To specify your own special title block here, use the "Settings" screen and enter your title block information. Title • Fool D, 8'-0* wall w/ EQ Job # : 2009-2000 Dsgnr: RPB Description,... Date: OCT 2,2009 This Wall In File: J:Vlob32009\20092000\Pro)ectJnformatlot CamHevered Raining Wall Design I Criteria | Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf j Surcharge Loads | Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem || Axial Dead Load = 0.0 Ibs Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in j Earth Pressure Seismic Load | Design Kh = 0.485 g I Soil Data i I Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = Passive Pressure = Soil Density = Footing||So!l Friction = Soil height to ignore for passive pressure = | Lateral Load Applied to Lateral Load = ...Height to Top = ...Height to Bottom Kae for seismic earth pressure Ka for static earth pressure Difference: Kae • Ka 35.0 psf/tt 250.0 psf/ft 1 10.00 pcf 0.300 0.00 in Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth * Key Distance from Toe = f'c = 4.000 psi Fy = Footing Concrete Density = Mia As % = Strengths | 6.50ft 1.00 7.50 12.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Stem | | Adjacent Footing Load 0.0 #/ft 0.00 ft 0.00ft = 0.839 = 0.277 — 0.562 Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type at Back of Wall Added seismic base force 1 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 1,778.2 Ibs Using Mononobe-Okabe / Seed-Whitman procedure | Design Summary | Wall Stability Ratios Overturning = 1.50 OK Slab Resists All Sliding ! Total Bearing Load = 2,325 Ibs ...resultant ecc. = 51. 35 in Resultant Exceeds Ftg. Width! Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 0 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10.2 psi OK Footing Shear ® Heel = 0.0 psi OK Allowable = 107.5 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3, 178.2 Ibs less 100% Passive Force = - 125:0 IDS less 100% Friction Force = - 697.5 Added Force Req'd = 2,365.7 Ibs NG ....for 1.5 : 1 Stability = 3,944.8 Ibs NG [ Stem Construction Design height Wall Material Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.. ..Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data — - - f'm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. fe _.T°BJ3*i5m. ft= 0.00 = Concrete 12.00 # 5 9.00 Edge = 0.777 lbs= 3,770.9 ft-#= 14,277.3 = 18,381.8 psi= 14.7 psi= 107.5 in = 30.83 in = 8.30 150.0 in= 10.19- — - psi = DSi =r^*" — = a = " ~ - —— — Masonry Block Type = Medium Weight Concrete Data f'c Fy psi = 4,000.0 psi = 60,000.0 To specify your own special title block here, use the "Settings" screen and enter your title block Information. Tito : POO! D, 8'-0" wail w/ EQ Job* : 2009-2000 Dsgnr: RPB Description..,, Date: OCT 2,2009 This Wall in File: J:\Job32009\20092000\Proiect Intormatioi Retain Pro 8.K. 01-October-2004, (c)1989-2004 Registration #: HP-113421S Cantilevered Retaining Wall Design Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 0 0 a 3,803 = 3,803 10,22 = 107.52 = # 4 @ 13.25 = None Spec'd = None Spec'd Heel Opsf Oft-# 0 ft-#on-* 0.00 psi 0.00 psi in Other Acceptable Sizes & Spacirtgs Toe: #4® 13.25 in, #59 20.50 in, #6® 29.00 in, #7® 39.25 in, #8® 48.25 in, Heel: Not req'd, Mu < S ' Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = OVERTURNING Force Distance Moment ibs ft tt-# 1,417.5 -17.5 1,778.2 3.00 0.33 5.40 4,252.5 -5.8 9,602.4 Total = 3,178.2 O.T.M. = 13,849,0 Resisting/Overturning Ratio = 1.50 Vertical Loads used for Soil Pressure = 2,325,0 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) ~ Earth @ Stem Transitions _ Footing Weigh) ~ Key Weight Vert. Component .....RESISTING Force Distance Moment Ibs Jt__ ft-# 7.50 0.00 1,200.0 7.00 8,400.0 1,125.0 3.75 4,218.8 7.50 8,198.7 Totals 3,418.2 Ibs R.M,s "aOJMTJJT VANSTONE CONVEYOR LEGOLAND VERTICAL CONVEYOR Exterior Application "•N f>335V " Conveyor Section Design Calculations December 2009 ACCORD ENGINEERING INC 2116 West 35th Avenue Vancouver, BC, V6M 1J3 Tel. \ Fax 604-269-9953 Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 2 of 10 CODES AND CRITERIA AISC LRFD - Manual of Steel Construction (2005) AWS D 1.1 - 05 Structural Welding Code - Steel OVERVIEW The project consists of a stainless steel conveyor section at near vertical incline attached at the deck level over a sump and at the tower level. The assembly is exterior located in Carlsbad, CA and subject to wind loads. Design is based on 90 mph wind loads combined 100% in one direction plus 30% in the orthogonal direction to account for arbitrary wind direction. T.O. CONC. DECK EL 126.50' X T.O. CONC, EL 101.00' PUMP SUMP 1URN CHANNEL ACCORD Engineering Inc.2116 West 3 5"1 Avenue Tel / Fax (604)-269-9953 Vancouver BC CANADA V6M 1J3 Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 3 of 10 STRUCTURAL DESIGN 1. Materials Stainless Steel Type 304 10 Ga. Conveyor Body Tubes, Pipes, Angles and Plates Structural Bolts 2. Gravity Loads a. DL-Conveyor Body b. DL - Drive Assembly c. LL - Rafts d. LL - Service Fut = 75 ksi, Fy = 30 ksi. SS 304, Fy = 30 ksi. SS 304, Fy = 30 ksi. 100plf=1.460kN/m l.OOOLbs 5 plf = 0.073 kN/m 80plf =1.168 kN/m 3.Wind Loads F = qzGC,= ASCE 7-05 17.8psf Section 6.5.13 qz - 0 00256 Kz Kzt KJJ V2 '- 1fiR n<=f QoMinn R * 1 n B= 7f L= 2f h= 25f Exposure C Case 2 Kz = 0.94 Kzt 1F Kd 0.85 V 90r I 1 Damping 5 T= 1.0s T = 2 . Pi . Sqrt ( W / g . Cf 1.2 t Normal to wind t Parallel to Wind t Table 6-2 2-b - Other structures T| ,. , ,,:\ Table 6-3 rlat - No topographical multiplier Fig. 6-4 S<« Signs Jj Table 6-4 nph 3 second gust Fig. 6-1 Buildings other than essential, with hazard, or farm |fj| Table 6-1 % of critical ;ec T >= 1 .00 sec : Flexible Section 6.2 K ) = for W = 1 kips Section 6.2 forK= 10 kip/ft Fig. 6-20 Rigid Structures section 6.5.8.1 Section G = 0.925(1+1.7gqlzQ)/(1+1.7gvlz)= 0.90 6.5.8.1 z(ft) 1 2 2 3 A 5 6 7 8 9 1C 12 ^4 16 18 1S 2£ 3C 35 4C 45 5C TOTAL ACCORD Engineering Inc.2116 West 35 Avenue Tel/Fax(604)-269-9953 Vancouver BC CANADA V6M 1J3 lz = c (33 / z ) 1/6 = c 0.2 z = max ( zmin , 0.6 h ) zmin = 15 h 25 0.228 z = Q = { 1 + 0.63 [( B + h ) / Lz ] °63} ("1/2) = Lz = I ( z / 33 ) E "I I 500 r Lz = E 0.2 J 9q = 3.4 gv = 15 0.944 427.1 3.4 Flexible Structures section 6.5.8.2 G = 0.925 ( 1 + 1.7 lz ( gq 2 Q2 + gr 2 R2)1/2) / ( 1 + 1.7 gv lz) = gr = ( 2 Ln ( 3600 n^) 1/2 + 0.577 / ( 2 Ln ( 3600 ^ ) 1/2 = Ni=n1Lz/Vz = 8.43 n1 = 1/T= 1.00hz Vz = p ( z / 33 ) a V ( 88 / 90 ) = 50.7 a= 0.15P= 0.65 R, = 1 / n - (1 - e'2n) / (1 / 2 n2) forn = 4.6n1 h/Vz= 2.3Rh = R,= 0.34 forn = 4.6n1 B/VZ= 0.6RB = R|= 0.68 for n = 15.4 n, L/VZ= 0.6RL = R,= 0.69 Rn = 7.47N,/(1 +10.3N,)(5/3)= 0.04 R2 = ( Rn Rh RB ( 0.53 + 0.47 RL) / Damping ) = Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 4 of 10 Table 6-2 Table 6-2 0.90 4.19 Table 6-2 0.0 Use 18 psf x 7' = 126 plf perpendicular to conveyor (Wind X) Use 18 psf x 2' = 36 plf transverse to conveyor (Wind Y) ACCORD Engineering Inc.2116 West 35th Avenue Tel / Fax (604)-269-9953 Vancouver BC CANADA V6M 1J3 Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 5 of 10 4. Conveyor Structural Section Properties 12 Gage Stainless Steel with thickness t = 0.1046 in The section is modeled as steel section with following properties: A = t x (10.25"+2xl.75") x 4 - 5.75 in2 12 = (t /12) x (1.75")3 x 4 + (A / 4) x {[(25.25")/2]2 + [(34.75")/2]2} = 2,654 in4 13 = 76 in4 4 3/4 13-J^. 25.25" 4 3/44- --7 / ............. WELD PIECE C TYP. BOTH SIDES \Bj I\ 1/4- Use Wl 8x143 section in modeled (Ao 42.1 in2, Ixo 2750 in4, lyo 311 in4) following property multipliers: mA = A / Ao - 0.137, mix = 12 / Ixo = 0.965, mly = 13 / lyo = 0.244 Rotate local axis 90 degrees with local axis 3 pointing into the tower ACCORD Engineering Inc.2116 West 3 5th Avenue Tel / Fax (604)-269-99S3 Vancouver BC CANADA V6M 1J3 Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 6 of 10 5.Three Dimensional Finite Element Model Conveyor is fixed at base frame on Deck level 101.0 ft and top-level 126.5 ft. Base frame 2 legs at 3'-4"; each leg with 4 bolts @ 12" x 12". Top Deck (tower) 2 Legs at 3'-l 1"; each with 4 bolts @ 6"x7" Apply factored load combinations: U1-1.2DL+1.6LL U2 = 1.2 DL + 1.0 LL + 1.6 Wx + 30% 1.6 Wy U3 - 1.2 DL + 1.0 LL + 1.6 Wy + 30% 1.6 Wx U4 = 0.9 DL -1.6 Wx - 30% 1.6 Wy U5 = 0.9 DL - 1.6 Wy - 30% 1.6 Wx MAX = ENV (U2 THROUGH U5) ACCORD Engineering Inc.2116 West 3 5th Avenue Tel / Fax (604)-269-9953 Vancouver BC CANADA V6M 1J3 Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 7 of 10 Conveyor Forces Frame Station Text in 1 0 1 12 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 0 12 0 15 0 15 0 20 0 20 0 30 0 30 0 30 0 30 0 30 0 30 0 16 0 16 0 121 0 121 0 80 0 80 OutputCase ; CaseType Text Text UEnv Combination UEnv Combination UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv UEnv Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination StepType Text Max Max Min Min Max Max Min Min Max Max Min Min Max Max Min Min Max Max Min Min Max Max Min Min Max Max Min Min Max Max Min Min Max Max Min Min P V2 Kip Kip 3 0 3 0 -3 -3 4 3 -3 -3 4 3 -4 -4 4 3 -4 -4 3 2 -3 -3 2 1 -3 -3 1 0 -3 -3 0 -2 -3 -5 -2 -3 -5 -7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 -1 1 1 -1 -1 V3 T M2 MS Kip Kip-in Kip-in Kip-in 3 2 0 11 3 2 18 7 -2 -2 2 2 -1 -1 1 1 -1 -1 0 0 0 0 1 0 -1 -1 1 1 -2 -2 2 1 -2 -1 2 1 -1 0 1 2 0 -2 Section has rotated local axis 90 degrees with local axis 3 pointing into A = t x (10.25"+2xl.75") x 4 - 5.75 in2 I'3 = 12 = 2,654 in4 : S3 = I'3 / [25.75"+2xl.75"+2x4.75"=38.25")/2] = I'2 = 13-76 in4 : S3 = I'3 / (10.25"/2) = 15 in3 -2 -2 3 3 -3 -3 3 3 -3 -3 2 2 -2 -2 0 0 0 0 2 2 -2 -2 2 2 -2 -2 2 2 -2 -2 2 2 -2 -2 0 -31 18 36 -31 -59 36 51 -59 -80 51 52 -80 -75 52 33 -75 -38 33 12 -38 -1 12 37 -1 -25 37 95 -25 -90 95 2 -90 -2 -11 -7 6 2 -6 -2 1 3 -1 -3 4 7 -4 -7 7 6 -7 -6 6 0 -6 0 0 5 0 -5 5 81 -5 -81 81 169 -81 -169 the tower. = 139 in3 ACCORD Engineering Inc.2116 West 35lh Avenue Tel / Fax (604)-269-9953 Vancouver BC CANADA V6M 1J3 Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 8 of 10 Conveyor Body Stresses with factored loads on elastic section modulus (non-compact sections) f2=M2/S2 ksi 0 1 0 2 1 2 2 4 2 3 4 5 3 3 5 5 3 2 5 3 2 1 3 0 1 2 0 2 2 6 2 6 6 0 6 0 f3=M3/S3 ksi i >-w i 3.vx i }-ceo j. l?f r 10 | 1 f i * " o -ill O O iO C\(~J O vJ - ' 0 §' 0 o «, av> Clo * ^ „ f} C } f'^i M0 ^J w W f o 1 o n n o o . /- 0 ,,', / ,uf..KCflfva: ™^r S 0 *?JV S5«£ f. I'-i!" 0 ''// KKirOTWBBKWMBW™,. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 1 1 1 ACCORD Engineering Inc.2116 West 35lh Avenue Tel / Fax (604)-269-9953 Vancouver BC CANADA V6M 1J3 7.Reactions Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 9 of 10 Joint Text Twr-1 Twr-1 Twr-1 Twr-1 Twr-1 Twr-1 Twr-1 Twr-2 Twr-2 Twr-2 Twr-2 Twr-2 Twr-2 Twr-2 Twr-3 Twr-3 Twr-3 Twr-3 Twr-3 Twr-3 Twr-3 Twr-4 Twr-4 Twr-4 Twr-4 Twr-4 Twr-4 Twr-4 Deck-1 Deck-1 Deck-1 Deck-1 Deck-1 Deck-1 Deck-1 Deck-2 Deck-2 Deck-2 Deck-2 Deck-2 Deck-2 Dfink-2 OutputCase Text DL+Wx DL+Wy DL-Wx DL-Wy DL+LL ServEnv ServEnv DL+Wx DL+Wy DL-Wx DL-Wy DL+LL ServEnv ServEnv DL+Wx DL+Wy DL-Wx DL-Wy DL+LL ServEnv ServEnv DL+Wx DL+Wy DL-Wx DL-Wy DL+LL ServEnv ServEnv DL+Wx DL+Wy DL-Wx DL-Wy DL+LL ServEnv ServEnv DL+Wx DL+Wy DL-Wx DL-Wy DL+LL ServEnv fifirvFnv CaseType Text Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination StepType Text Max Min Max Min Max Min Max Min Max Min Max Min F1 (kip) Shear -X-i 0.4 0.2 -0.4 -0.2 0.0 0.4 -0.4 0.4 0.1 -0.4 -0.1 0.0 0.4 -0.4 -1.4 -0.6 1.5 0.6 0.0 1.5 -1.4 -1.3 -0.2 1.3 0.2 0.0 1.3 -1.3 -0.2 0.1 0.2 -0.1 0.0 0.2 -0.2 -0.3 -0.2 0.3 0.2 0.0 0.3 -03 F2[kip) Shear -Y- 0.0 -0.1 0.0 0.1 0.0 0.1 -0.1 0.0 -0.1 0.0 0.1 0.0 0.1 -0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.1 -0.3 0.1 0.3 0.0 0.3 -0.3 -0.1 -0.3 0.1 0.3 0.0 0.3 -03 F3(kip) Vertical 1.9 0.5 -1.5 -0.2 0.4 1.9 -1.5 2.0 0.9 -1.6 -0.5 0.4 2.0 -1.6 -1.1 -0.5 1.1 0.5 0.0 1.1 -1.1 -1.0 -0.2 1.1 0.2 0.0 1.1 -1.0 -1.0 -2.5 3.4 4.9 2.3 4.9 -2.5 1.0 4.2 1.4 -1.8 2.3 4.2 -1 8 ACCORD Engineering Inc.2116 West 3 5th Avenue Tel / Fax (604)-269-9953 Vancouver BC CANADA V6M 1J3 Project : Raft Lift Conveyor Location : Lego Land, Carlsbad, CA Number : 09-01-11 Date : December 2009 Page 10 of 10 Deck-3 DL+Wx Deck-3 DL+Wy Deck-3 DL-Wx Deck-3 DL-Wy Deck-3 DL+LL Deck-3 ServEnv Deck-3 ServEnv Deck-4 DL+Wx Deck-4 DL+Wy Deck-4 DL-Wx Deck-4 DL-Wy Deck-4 DL+LL Deck-4 ServEnv Deck-4 ServEnv Combination Combination Combination Combination Combination Combination Max Combination Min Combination Combination Combination Combination Combination Combination Max Combination Min -0.3 0.1 0.3 -0.1 0.0 0.3 -0.3 -0.4 -0.3 0.4 0.3 0.0 0.4 -0.4 0.0 -0.1 0.0 0.1 0.0 0.1 -0.1 0.0 -0.1 0.0 0.1 0.0 0.1 -0.1 0.5 -0.4 -0.5 0.4 0.0 0.5 -0.5 0.9 0.8 -0.8 -0.8 0.0 0.9 -0.8 Maximum Reactions on Deck-1 on 4-bolt array good by observation: Shear -X- = 0.2 kips: 50 Lbs per bolt Shear -Y- = 0.3 kips (towards tower): 75 Lbs per bolt Vertical = 4.9 kips: 1,200 Lbs per bolt Uplift = 2.5 kips: 800 Lbs per bolt ACCORD Engineering Inc.2116 West 3 5* Avenue Tel / Fax (604)-269-9953 Vancouver BC CANADA V6M 1J3