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HomeMy WebLinkAboutB16-1413 (2)0 • f Pages 1 Of iqc i The Professional Engineer whose seal appears on these CAN - Structural Design Calculations is employed by Nucor Building•Systems and does "not serve as,or represent the Engineer of Record for this project -and shall not be construed as such. 06/06/16 'RHW Paae 1 6f202 c Job No 'U16E0300A Date 6/6/2016 NUCOR Customer Modern Building, Inc. Designed By RHW ' &C11L CiNG SYTMS Description Deseret Farms j'D S T R U C T U R A L E S I G N C A L C U L A T'I 0 S FOR BUTTE MUM - Modern Building, Inc. 3083.SouthGate Lane R FES N JUN so MIT Chico, CA 95928 pQ �S+iF.yc PROJECT Al D J 4, C82 6 9 m UJ �hRVd� Job: U16EO300A m X Deseret Farms • * •0 /2 6100,'Wilson Landing Rd. J' CIVICr1 ' - • Chico, CA 95973 �P . '9T OFCAU BUILDING DATA �.pp ' BUILDING SIZE: ell Width (ft) = 60 Length (ft) = 50 Back.Eave Height (ft) = 20 Front Eave Height (ft) = 20 Roof Slope (rise/100) = 1.0:12 BUILDING LOADS: - Roof Dead Load (psf) _ 3.00 Roof Live Load (psf) = 20.00' Rigid' Frame Live Load (psf) = 12 / 16.25 - Collateral Load (psf) = 5 Roof Snow Load (psf) = 0 " BUILDING CODE:• Wind Code =•IBC 12 • _ Wind Speed(mph) = 100 Closed/Open Partial ' Exposure = C Importance -'Wind = 1.00 `Importance - Seismic = •1.00 Seismic Design Category = D Seismic Coeff (Fa*Ss) = 0.816 This building was designed by: RHW, DATE: 6% 6/16 i The Professional Engineer whose seal appears on these CAN - Structural Design Calculations is employed by Nucor Building•Systems and does "not serve as,or represent the Engineer of Record for this project -and shall not be construed as such. 06/06/16 'RHW Paae 1 6f202 c Page 2 Of Job No U16EO300A Date 6/6/2016 UC Customer -Modern Building, Inc. Designed By RHW GLll L DING SYS rEMS Description Deseret Farms Table Of Contents DES CALL, OUT Desr§n�ZCa�l-c,u2-ations 3 - 23 Front`-Sad'e`�W°a'rl`Calculations 24 . - 40 B/a ko�Side WaCzalculations 41 --52<< End Wad 1.C:a, culations 53 - 98 , R gfY t UEn Wa ',11 `C .1culations 99 �Roofi •Br, :cyan; Calculations 111 - 152 Rigid Frame Calculations 153 - 170 _N l• 11 'e 11 ^' Rigg d,-F_r.ame ia, ulations 171 - 189 ��✓t�� jc,:,j 190 - 194 Po rtal;.;_Frame�alculations Canopy Bracing Calculations 195 - 195 Canopy'-',Purlin,Strut Calculations �. 196 - 197 Canopy.Eave Strut Calculations 198 - 198 Canopy Connection Calculations, 199 - 202 A L] } 06/06/16 .RHW rage Z or ZU. r l x F L] } 06/06/16 .RHW rage Z or ZU. Page 3 Of 189 Nucor Building Systems P.O. Box 907 1050 North Watery.Lane Brigham City,'UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR Modern Building, Inc.' - •3083 SouthGate Lane- Chico, CA •95928 Deseret Farms , 6100 Wilson Landing Rd. , Chico, CA 95973 U16EO300A BUILDING LAYOUT Width (ft)= 60.0 Length ( ft) = 50. 0. x Eave Height (ft)= 20.0/• 20.0 Roof Slope (rise/12 )= 1.00/1.00 ' BUILDING LOADS, Roof Dead Load (psf )_, 13.0 Wall Dead Load Left Endwall (psf )= 6.0 ' Right Endwall (psf )= 0:0 Front Sidewall(psf )= 10.0 Back Sidewall(psf )= 10.0 Roof Live Load (psf )= 20.0 ' Frame Live Load (psf )= 12.0 Collateral Load (psf )_ 5.0 Wind Speed (mph )= 100.0 • Wind Code = CBC 13 (IBC 12) • Closed/Open = P F Exposure C ry Internal Wind Coeff = -0.55,-+0.55 " Importance - Wind1.00 Importance -'Seismic = 1.001 ` Seismic Design Category= D Seismic Coeff. (Fa*Ss) 0.82 • Designer RHW Detailer MBS 06/06/16..RHW Page 3 of 202 Page 4 Of 189 6/ 3/16 U16EO300A Design Loads For Building Components: 6/ 3/16 2:35pm FRONT SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic. Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 19.6 0.52 0.60 5.00 1.08 1.17 1.08 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct ''Long 24.3 -25.9 Girt/Header 28.4 -30.2 Panel 24.3 -25.9 Jamb 29.4 -19.6 Parapet BACK SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio--`--- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 19.6 0.52 0.60 5.00 1.08 1.17 1.08 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 24.3 -25.9 Girt/Header 28.4 -30.2• Panel 24.3 -25.9 Jamb 29.4 -19.6 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ~ ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel 'Jamb 3.0 5.0 2.0.0 0.0 0:0 19.6 0.52 0.60 5.00 1.08 1.17 1.08 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead 'Girt Load Wind Seismic : 6.00 0.00 3.99 0.00 0.00 WIND PRESSURE/SUCTION: `06/06/16 RHW Page 4 of 202 a Page 5 of 189 Wind Wind Press Suct 24.3 -25.9 Column 24.3 -25.9 Girt/Header 24.3 -25.9 Jamb ' r 28.4 -30.2 Panel 29.4 -19.6 Parapet 29.4 -19.6 Transverse bracing, Facia/Parapet " WIND COEFFICIENTS: Column/Raft6r Rafter Column/Brace Surf Wind•1 Wind -2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 -0.02 -0.93 1.08 0.17 -0.02 -1.05 -1.02 0.00 2 -1.48 -1.02 -0.38 0.08 -1.48 -1.02 -1.48 0.00 3 -1.02 -1.48 0.08 -0.38 -1.02 -1.48 -1.02, 0.00 , 4 -0.93 -0.02 0.17 1.08 -1.05 -0.02 -1.02 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add-Snow-_ 'Wind -1 Wind -2 Long_Wind Column -Wind Long Tran Aux -Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 63 1 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 0.00 A 2 1.00 1.00 1.00 0.00 0:00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 3 1.00 1.00 0.75 0.00 0.00 0-.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0010.00 0.00 0.00 0.00 0.00 0 0.00 . 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00_ 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 6 1.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.60 0:00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00' 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 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 0.60 0.000•.00 0.00 0.00 0.60 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 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 13 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 0.60 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00.0-00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0100 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 16 1.00 1.00`0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 17 1.001.00 0.75 0.00 0.00 0.00 0.00,0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 - 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0..00 •0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0%00 0.00 0.45 0.00 0.00 0•.00 0.00 06/06/16 RHW Page 5' of 202 Page 6 Of 189 0.00 0.'45 0.00 0.00 0 0.00. 20 1.00 1.00 0.75 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 21 1.00 1.00'0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 10 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0:00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 25 1.00 7..00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.000.00 0.45 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 27 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 0.45 0.00 0.45 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 29 1:00 1.00 0.00 0.00 0.00 0'.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00, 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0•.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00.0.00 0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0•.00 0.45 0.00 0.00 0.00 0.00. 0.45 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00• .0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 37 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 0.45 0.45 0.00 0.00 0.00 0 0:00 38 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 39 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 0.45 0.00 0.45 0.00 ,0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 44 0.60'0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 - 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 47 0.60 0.00"0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 49 0.60 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 06/06/16 RHW Page 6'of 202 Page 7 Of 189 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00° 0.00 0.00 0:00 0.00 0.60 0:00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0`.00 0.00 0:00 •0.00 0.00 0.00' 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 52, 1.08 1.08 0.00 0.00 0.00 0.00 0r-00 0:00 0.'00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 53, 1.08 1..08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 k • . 54 1.06 1.06 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.52 0 0.00 - 55 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 -0.52 0 0.00 56 0.52 0.00 0.00 0.00 0.00 0.00 0.00.0.00.. 0.00 0.00 0.00 0.00 0.00-0.00 0.00 0.00 0100 0.70 0 0.00 57 0.52 0:00 0.00 0.00 0.00 0.00 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 0.00 58 1.08 1.08 0.00 '0.00-0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 59 1.08 1.08 0.00 0.00 0.00 0.00 '0.00'0.00 0.00 0.00 0.00 '0.00 0'.-00 0.00 0.00 0.00 -0.70 0.00 0, 0.00 60 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.100°,0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0:00 ' 61 '1.06 1.06 0.00 0:00 0.00 0.00 0.00 0.00, 0.00 0.00 0.'00. 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 62. 0.52 0:00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0-.00 0.00 0.00 0.00 0:00 0..00 0.00 '0.70 0.00 0 0.00 63 0.52 0:00 0.00 0.00 0.00 0:00 0.00 0.00' 0:00 .0:00 0:00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 RAFTER'DESIGN LOADS: ' Load --Add Snow- Wind 'l Wind 2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis,Id Coef a 30 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 0.00 2 1--.00,11.00 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 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0:00 - 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 '0.00 0.00 0.00 0 0.00 , 5 1.00 1.00 0.75 0:00 .0.00 0.00 0.00 0.00 0.45 0.00 0.00° 0.00 0.00 0 0.00 6. 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00: 0.00 0.00 0.45 0.00 0.00 0 0.00 ' 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.45. 0.00 0 0.00 - 8 1'.00 1.0,0 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0 0.00 9 1:00 1.00 0:00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 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 0.45 0.00 0.00 0.00 0 0.00 ' 11 1.00 1.00.0.00 0.00 0.00 .0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 . 12• 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 .0 0.00 13 1.00 1.00 0.00 0:00 0.00 0.00 0.00 •0.00°:0:00 0.00 0.00 0.45 0.00. 0 06/06/16 RHW Page 7 of -202 Page ' 8 Of 189 14 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 0.00 15 0.60 0.00 0.00 0.00 0:00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00. 0.00 0' 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.08 1.08 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0:70 0. 0.00 23 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 25 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 26 0.52 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 -0.70 .0 0.00 - 27 1•.00 1.00 0.01 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 28 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.100. 2 1.00 29 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 . 1.00 30 1.00.1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 AUXILIARY•LOADS: No. Aux, Aux No. Add -Load Aux Id Name Load Id Coeff 4 1 E1PAT_LL_1 2 1 1.00 4 1.00 2 E1PAT_LL_2 2 2 1.00 3 1.00 3 E1PAT_LL_3 3 1 1.00 2 1.00 3 1.00 4 E1PAT_LL_4 3 2 1.00 3 1.00 4 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load- Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist' 4 1 2 U LIVE D -0.25 -0.25 0.08 0.00 17.06 2 2 U_LIVE D -0.25 -0.25 0.08 17.06 30.10 3 3 U_LIVE D -0.25 -0.25 -0.08 0.00 13.05 , 4 3 U LIVE D -0.25 -0.25 -0.08 13.05 30.10 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- --------- --- ------------- 06/06/16 "RHW Page 8 of 202 t Page 9 Of 189 No. Load Use .Id Step Locate Coef Locate, Coef Locate Coef WINDLI - 2 2 30.00 1.00 30.10 0.69 WINDRI - 3` 2 0.10 0.69 30.10 1.00 WINDL2 R •2 2' 30.00 1.00 30.10 -0.20 WINDR2 R 3 2 0.10 -0.20 30.10 1.00 WINDL2 C 2 2 30.00 1:00 30.10 0.69 WINDR2 C 3 • 2 0.10 0.69 30.10 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: M + =---Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load 'Load Load Load Wind Deflect Factor Width Girt Panel Jamb 0.0 0.0 0.0 0.0 0.0 0.0 0.52 0.60 5.00 1.08 1.17 1.08 BASIC LOADS AT SAVE: Seis Seis Seis ---Torsion--- "t Dead Girt Load Wind Seismic ' 0.00 0.00• 0.00 0.00. 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 0.0 0.0 Column 0.0 R0.0 Girt/Header 0.0 0.0 Jamb - '0.0 0.0' Panel- 0.0 anel0.0 0.0 Parapet 29.4 -19.6 Transverse bracing, Facia/Parapet WIND COEFFICIENTS:' Column/Rafter Rafter Column/Brace ' ..Surf Wind•l Wind -2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 -0.02 -0.93 1.08 0.17' -0.02 -1.05 -1.02 0.00 2 -1.48 -1.02 -0.38 0.08 -1.48 -1.02 -1.48 0.00 3 -1.02 -1.48 •0.08 -0.38 -1.02 -1.48 -1.02 0.00 4 -0.93 -0.02 0.17 1.08 -1.05 -0.02 -1.02 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind -1 Wind -2 Long_Wind Column'Wind Long' Tran Aux Load No. Id, Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 57 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 O.00 0.00. 0.00 0.00 0.00. 0.00 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 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 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1 6 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.00 0-.00 0.00 0.00 0.00 0.00 0.00 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 06/06/16 RHW Page 9 of 202 Page 10 Of 189 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 0.00 0.00 0 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 17 0.00 0.00 0.00 0.00 0.00 0.00 0..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 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0 0.00 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 0.00 0.00 0 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ' 29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 06/06/16 RHW Page 10 of 202 Page 11 Of 189 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 0.00 0.00 0.00 0.00,0.00 0.00 0.00 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 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 0.00 0.00 •0 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00• '0.00. 0-.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0 0.00 • 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 44 0.00 0.00 0.00 0.00 0.00, 0•.00 0:00 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 45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0100 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0 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 0.00.0.00 0.00 0.00 0.00 0.00 0 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00` 0.00 0.00 0.00 0.00 0.00 0.•00 0.00 0.00 0.00 0.00 0 0.00 - 48 0.00 0.,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t 0.00 0.00 0.00 0.00 0 0.00 - 49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0.00 ' .50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 51' 0.00 0.00 0:00 0.00 0.00 0.00 0.00 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 52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 53 0.00 0.00 0.00 0.00..0:00 0.00 0.00.0.00 0.00 0.00.0.00+.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00" 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 55 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 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 , .56 0.00 0.00 0.00 0.00 0.00 0.00.0:00 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 - 57 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0'.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: Load--Add-Snow- Wind -1 Wind -2 Long Aux Load No Id Dead Coll Live Snow Drift Slide Rain Left.Right. Left Right Wind Seis Id Coef' 28 1 1.00 1.00 1.00 0.00 0.00 0.00,0.00 0.00 10.00 0.00 0.00 0.001 0.•00 0 0.00 2 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 0.00 , 3 1.00 1.00`0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0' 0.00 4' 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00' 0.45 0.00 .0.00 0.00 0 0.00 5 1.00.1.00'0.75 0.00 0.00 0.00 0.00 0.00 ,0.45 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75.0.00 0.00 0.00 0.00 -0.00 0.00 0.00 .0.45 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0:00 0.'00 0.00 0.00 0.45 0.00 0 0.00 p' 06/06/16 • RHW Page 11 of 202 Page 12.Of 189 8 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 0.00 9 1.00 1._00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 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 0.45 0.00 0.00 0.00 0 0.00 11 1.00 1.00.0.00 0.00 0.00 0.00 0.00 0.00 0.45 0:00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00,'0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0� 0.00 14 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 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00. 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 1 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 .0.00 0.00 0 0.00 21 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.70 0 0.00 22 1.08 1:08 0.00 0.00 0.00 0.00 0.00 0.00 0'.00 0.00 0.00 0.00 -0.70 0 0.00 23 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.06 1.06 0.00 0.00. 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 25 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0'.00 0.00 0.70 0 0.00 26 0.52 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 -0.70 0 0.00 27 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 1 1.00 28 1.00 1..00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'.00 0.00 2 1.00 AUXILIARY LOADS: + No. Aux Aux No. Add -Load Aux Id Name Load Id Coeff 2 1 •E2PAT LL_1 1 1 1.00 2. E2PAT LL 2 1 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y.••.. Conc Add Id Id - Load Type W1 W2 Co _ D11 D12 Dist 2 1 2, U_LIVE D• -0.21 -0.21 0.08 0.00 30.10 2 3 U LIVE D -0.21 -0.21 -0.08 0.'00 30.10 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI 2 2 30.00 1.00 30.10 0.69 WINDRI - 3 2 0.10 0.69 30.10 1.00 06/06/16 RHW Page 12 of 202 - Page 13 Of 189 WINDL2 R 2 2 30.00 1.'00 30.10 . -0.20 WINDR2 R 3 2r 0:10 -0.20 30.10 1.00 , WINDL2 C 2 2 30.00 1.00 30.10 0.69 WINDR2 C 3 2 0.10 0.69 30.10 '1.00 ROOFDES: ' BASIC LOADS: - Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio .Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction. Factor Snow 3.0 5.0 20.0 0.0 0.0 19.6 0.52 0.60 0.00 1.330 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof + 16.0 -28.4 + Purlins 0.0 -32.7 Gable Extensions ` -16.6 -30.4 Panels 30.0 8:3 -45.0 Long Bracing, Building 36.5 3.8 Long Bracing, Wall Edge Zone 46.6 -31.1 24.9 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--= ---Panel--- Id Id. Zone Id Width Length Press Suct Press Suct , 1 2 6 1 0.00 0.00 •.1.00 1.00 1.00 1.00 3 0.00 5.00 •-1.00 1.14 1.00 1.52. . 4 5.00 0.00 1.00 1.14° 1.00 1.52 • 5 0.00 5.00 1.00 1.14 1x00 1.52 7 5.00 5.00 1'.00 1.14• 1.00 2.16 8 5.00 5.00 .1.00 1.14 1.00 2.16 + 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 ; 3 0.00 5.00 1.00` 1.14 1.00 .1.52 5 0.00 5.00, 1.00 1.14 1.00 1.52 `. 6 5.00 0.00 1.00 1.14 1.00 1.52 9 5.00 5.00 1.00 1.14,, 1.00 2.16 (10 5.00 5.00 1.100 1.14 1.00 2.16 ' EDGE & CORNER'•ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id 'Id Zone Id Width Length Suct. 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 -1.00 ± 3 1 11 0.00 0.00 1.00 + PURLIN DESIGN LOADS: Surf --Load---Add Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct. Id Coef 2 11 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1:00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0 0 ,0.00 3 1:00 1.00 0.75 0.00 0.00 '0.00 0.00 0.00 0.00 0� 0.00 4 1.00'•0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 + 5 1.00 0.00 0.00 0.'00 0.00 -0.00 0.00 0.00 0.60 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00• 7 1.00 1.00 0.00 0.00 0.00 0:00 0.00 '0.45 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0:00 0.00 0.00 0.45 0 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 10 0.60 0.0.0 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 06/06/16 RHW Page 13 of 202 Page 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 3 11 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 5 1.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00- 0.60 0.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 BRACING DESIGN LOADS: --Load---Add Snow- Wind Wind Seis Aux -Load No. Id Dead Coll Live Snow Drift Slide Rain Press. Suct Load Id Coef 15 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 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 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00. 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00' 10 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 -0.70 0 0.00 11 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 15 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add ,Id Id Load Type W1 W2 Dxl Dx2 ..;,Dist 4 1 4 WINDL F 2.5 0:0 25.0 20.0 2 4 WINDR F 2.5 0.0 0.0 20.0 3 4 SEISL F 4.2 0.0 25.0 20.0 4 4 SEISR F 4.2 0.0 0.0 20.0 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio . .Change 3.0 ' 5.0 12.0 0.0 0.0 19.6 0.52 0 BASIC LOADS AT SAVE: Seismic Weak Axis L Weak Axis R --Torsion-- Load Wind Seis Wind Seis , Wind Seis 3.80 0.00 0.00 0.00 0.00 3.00 4.30 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long_Wind Id Left Right • Left Right 1 2 1 -0.20 -1.11 1.25 0.34 -1.00 -1.00 2 -1.24 -0.92 -0.14 0.18 -1.24 -0.92 3 -0.92 -1.24 0.18 -0.14 -0.92 -1.24 4 -1.11 =0.20 0.34 •1.25 -1.00 -1.00 06/06/16 ,RHW --EW-Brace- Wind Seis 0.00 0.00 Surface Friction 0.00 0.00 0.00 0.00 14 Of 189 Page 14 of 202 Page 15 Of 189 DESIGN LOADS: -Load- ---Live--- Add-Snow---Wind-l- --Wind-2- Long -Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 50 1 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 0.00 2 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 0.00 3 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 0.00 4 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 0.00- 5 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 0.00 6 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 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0 0.00 8,1.00 0.00 0.00 0.00 0.00 0.00 0:00-0.00 0.00 0.00 0.60 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 0.00'0.60 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 0.6.0 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00'0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00. 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0•.00 0.00' 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0'0 0.00 0.60 0.00 0.00 0.00 •0 0.00 14 1.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.001,0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.75 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0:75 0.00 0.00 0.00 0.000.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 .18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.75 '0.00 0.00 0.00 0.00 0`00 0.00 0.00 0.00 0.00 0.45' 0.00 , r 0.00 0.00 0.00 0 0.00 20.1.00 1.00 0.75 0.00 0.00 0.0010:00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 21 1.00 1.000.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 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 -0.45, `0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 .0.00 0:00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.00 •0.00 0.00 0.00 0.00',0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 06/06/16- . RHW Page 15 of 202 Page 16 Of 189 0.00 0.00 0.00 0 0.00 29 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 0.45 0.00 0.00 0.00 0 0.00 30 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 -0.45 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 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00' 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 - 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00,0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 39 1.08 1.08 0.00 0.00 0.00 _0.00 0.00 0.00 .0:00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 40 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 41 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.70 0.00 0.00 0 0.00 42 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 43 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00- 44 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 45 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 46 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 47.0.52 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 48 0.52 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 s 0.00 -0.70 0.00 0 0.00 49 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 50 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.351-0.21 0.00 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- -------•------ ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 30.00 1.00 30.10 0.74 WINDRI 3 2 0.10 0.74 30.10 1.00 WINDL2 2 2 30.00 1.00 .30.10 -1.29 WINDR2 3 2 0.10 -1.29 30.10 1.00 RIGID FRAME # 2: --------------- BASIC LOADS: Basic Deft Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.0 5.0 16.3 0.0 0.0 19.6 0.52 0 06/06/16 - RHW Page 16 of 202 Page 17 Of 189 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak Axis R .--Torsion----EW Brace - Load Wind Seis Wind Seis Wind Seis Wind Seis 1.87 0.00 0.00 0.00 0.00 3.00 4.30 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Long_Wind Surface Id Left Right Left Right •1 2 Friction 1 -0.02 -0.94 1.10 0.17 -1.02 =1.02 t 0.00' 2 -1.48 -1.02 -0.38 0.08 -1.48 -1.02 0.00 3 -1.02 -1.48. 0.08 -0.38 -1.02 -1.48 0.00 4 -0.94 -0.02 0.17 1.10 -1.02 -1.02 0.00 DESIGN LOADS: -Load- ---Live-----Add-Snow- =-Wind_l--,-Wind-2- Long -Wind --Seismic- Aux -Load , No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt`' Lt . Rt LtRt Long Tran Temp Id Coe_f 50 1 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 0.00 2'1.00 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 0.00 3 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 0.00 4 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 0.00 5 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 0.00 , 6 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 0.00. 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00,0.00 0.00. 0.00 ,0.00 0.00 0.00 0.00 0 0.00 �. 8 1.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 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 0.60 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 0.60 0.00 0.00 0.00 0.00 0.00 0 0.0.0 " 11 1.00 0.00 0:00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0' 0.00 ' ` 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.,00 0.00 0.00 0.00 0.00 70.60 0.00 0.00 0.00+ 0:00 0 0.00 13 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 0.60 0.00 0.00 0.00 0 0.00 14 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 -0.60 0.00 0.00 0.03 0 0.00 ` 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.45 0.00 -0.00 0.00 0.00 0.00 0.00 0 0.00 f 17*1.00 1.00 0.75 0.00 0.00. 0.00 0.00 0.00 0.00 0.45 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00'-1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 . 19 1.00+1.000.75 0.00 0.00 0.00 0.0'0 0.00 0.00 0.00.0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0:00 0.00'0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 21 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 0.45 06/06/16 RHW Page 17 of 202 Page 18 Of 189 0.00 0.00 0.00 0 0.00 22 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 -0.45 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 - 1 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 29 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 0.45 0.00 0.00 0.00 0 0.00 30 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 -0.45 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..60 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0 0.00 32 0.60 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 `0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0.00:0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0:00 0.00,0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 -0.60 0.00 0.00 0.00 0 0.00 39 1.08 1.08 0.00 0.00 0.00 0.00' 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 40 1.08 1.08 0.00 0.00.0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 41 1.08 1.08 0:00 0.00 0.00 0.00 0.00 0.00 0.0050.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 42 1.08 1.08 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 43 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 44. 1.06 1.06 0.00 0.0.0 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 45 1.06 1.06 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 - 46 1:06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 47 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 48 0.52 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 -0.70 0.00 0 0.00 49 0.52 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 50 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 , 06/06/16 RHW . Page 18 of 202 Page 19 Of 189 . i -------------------------------------------------------------------------------- U16E0300A Reactions, Anchor Bolts, & Base --------------------------------------------------------------------------=----- -------------------------------------------------------------------------------- Plates: 6/ 3/16 2:35pm ----------Foundation_Loads(k )-------------- STEPPED LOAD COEFFICIENTS: Col Max _Pos_Val Max_Neg_Val -- Anc._Bolt' Base -Plate Basic Surf No. ------------- 1 ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate• Coef 4 WINDLI 2 2 30.00 1.00 30.10 0.69. WINDRI 3 2 0.10 Or. 69 ;30:10 1.00 -• WINDL2 2 2 30.00 1.00 30.10 •-0.20 WINDR2 3 2 • 0.10 -0.20 30.10 1.00 Page 19 Of 189 . i -------------------------------------------------------------------------------- U16E0300A Reactions, Anchor Bolts, & Base --------------------------------------------------------------------------=----- -------------------------------------------------------------------------------- Plates: 6/ 3/16 2:35pm ----------Foundation_Loads(k )-------------- ----------------- Frame Col Max _Pos_Val Max_Neg_Val -- Anc._Bolt' Base -Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width, Len Thick 1 B 9 1.4 -1.4 10 -10.3 -4.1 4 0.750 8.20 12.00 0.375. 3 0.0 17.8 11 -6.0 -8.3 1 C 12 3.4 -7.0 13 -3.2 -7.0 4 0.750- 8.20 12.00 0.375 14 0.0 4.'2 12 3.4 -7.0 ` 1 E 15 3.4 -4.6 16 -3.2 -4.6 4' 0.750 8.20 12.00 0.375 3 0.0 11.4 15 3'.4 -4.6 1 F 17 1.4 -1.3 18' -1.3 -1.3 4 0.750 8.20 8.00.0.375 3 0.0 2.1 17 1.4 -1.3 i• 2 B 1 7.5 30.9 2 -4.1 -15'.3 4 -1'.000 8.00 13.00 0.375. 3 5.6 45.3 `4 -3.8 -21.1 2 F 5• 4.2 -10.6 6 -6.5 -17.2 4 1.000 8.00 12.00.0.37.5 6 -6.5 17.2 7 2.6.,-11.8 3 B 8 4.5 5.6 2 -4.2 `1.1 4 1:000 8.00 13.00 0.375 3 1.7 30:9 4 -1.3 -13.1• 3 F 8 2.5 -1.5 2 -2.7 , 3.0 4 1.000 8.00 13.00 0..375 6' -2.5 7.7 7 1'.8 -6.3 ----------------------------------------------------------------------------- LOAD COMBINATIONS: ------------------ Id Combination , 1 Dead+Collateral+0.75Live+0.45Wind_Right2 2 0.52Dead+0.21Seismic_Left+1.35Seismic_Long 3 Dead+Collateral+Live 4 0.6Dead+0.6Wind Left1 5 0.6Dead+0.6Wind Rightl 6 Dead+Collateral+0.75Live+0.45Wind Left2 7' 0.6Dead+0.6Wind Long2 8 0.52Dead+0.2lSeismic_Right+1.35Seismic_L6ng 9 0.6Dead+0.6Wind`Left2+0.6Wind Suction 10 0.52Dead+0.7Seismic_Long 11 0.6Dead+0.6Wind_Left2+0.6Wind_Pressur6- •12 Dead+0'.6Wind_Suction+0.6Wind_Longl . 13 Dead+0.6Wind_Pressure+0.6Wind Longl 14 1.08Dead+1.08Collateral+0.7Seismic Left 15 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 16 0.6Dead+0.6Wind_Right2+0.6Wind_Pressure 06/06%16 RHW Page .19 of 202 Page 20 Of 189 17 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 - 18 0.6Dead+0.6Wind Pressure+0.6Wind Long2 ------------------- ---------------- U16EO300A Bracing Reactions Report: 6/ 3/16 2:35pm BUILDING BRACING REACTIONS: ------------------------ ------Reactions(k )-._----- ---Wall- Col ----Wind---- ---Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz -Vert Horz Vert Wind Seismic Notes L EW 1 B ,C 2.88 3.55 3.22 3.97 F SW F 2` , 3 (a) R EW 3 (h) B SW B 2, ,1 .11.07 7.97 .13.92 10.02 ---- ----------- ----- ------ ----- -----------'------- ----- (a)Wind bent -in bay (h)Rigid frame at endwall WIND BENTS: ----------- , ------Reaction(k )------ ---Wall-- Col ----Wind---- ---Seismic-- Anc_Bolt --Base_Plate(in)-2- Loc Line Line Horz Vert Horz Vert No Dia Width Length Thick ----- F-SW F 2 ,3 4.22 7.30 2.74 4.73 4 0.750 8.000 22.00'0.375 Reaction values shown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic: 0:70 • ~ U16EO300A Additional Reactions Report: 6/ 3/16 •2:35pm Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- Wind.Leftl Wind_Rightl Line Line Horz Vert Hor'z Vert Horz Vert Horz Vert _.Horz Vert ----- ------ ----- ----- a----- ----- ----- ---------------- ----- ----- 2 B 0.9 9.3 1.7 8.8 3.0 27.3 -7.2 -44.5 4.5 -37..7 2 F -0.9 3.2 -1.7 4.2 -3.0' 9.0 .-2.2 -14.1 •8.0 -20.8. 3 B 0.2 6.5 0.5 5.2 1.1 19.2 -2.4 -28.3 2.6 -24.9 3 F -0.2 1.4 -0.5 1.5 -1.1 4.6 -1.0 -5.9 3.2 -9.4 , Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2-Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert '06/06/16 RHW Page 20, of 202 Page 21 Of 189 2 B -5.9 -23.7 5.9 -16.9 •-5.4 -22.8 -2.5 -18.0 -4.7 -2.6 2 F -3.6 6.8 6.6 0.0 2.8 -18.0 5.2 -22.8 -3.3 2.6 3 B -1.2 -19.5 3.8 -16.1 -3.7 -11.9 ;-0.3 -8.1 -2.5 -1.3 + 3 F -2.2 2.9 2.0 -0.5 0.8 -8.2 3.1 -11.9 -1.5 1.3 Frame Col-Seis_Right-Seis_Long- Line Line Horz Vert Horz -'Vert 2 B 4.7 2.6 -2.7 -1.4 2 F 3.3 -2.6 -1.9 1.4 3 B 2.5 1.3 -2.8 -1'. 5 3 F 1.5 -1.3 -1.7 1.5 - ----------------------------------------- ------------------------------------- Endwall-Column Reactions(k ) , ----------------------------- Wind Wind Wind Wind .Wind ` Frame Col Dead Collat Live Leftl Rightl Left2 Right2 Press Line Line Vert Vert Vert Vert Vert 'Vert Vert Horz 1 'B 6.3 0.4 11.1 -11.9 -10.9 =11.9 -10.9 -2.1 1 C -1.2 1.7 1.7 -4.3 -2.1 -4.3 -2.1 -5.4 1 E 2.3 1.7 7.4 -7.5 -10.0 -7.5 •-10.0' -5.4 1 F 0.3 0.4 1.4 -1.6 -2.2 -1.6 -2.2 • -2.1 Wind Wind Wind Seismic Seismic Frame Col Suct Longl Long2 Left Right '-E1PAT_LL_1- + Line Line Horz Vert Vert Vert Vert Horz Vert ----- ---- ----- --_-- ---- ----- ----- ----- •----- 1 B 2.4 -2.4 -1.5 -0.01 0.4` . 0.0 2.2.- 1 C 5.7 -9.2' -6.9 •-0.02 -0.3•' 0.0 2.3 1 E 5.7 -6.9 -9.2 0.1 -0.1 .0.0 2:3 1- F. 2.4 -1.5 -2.4 -0.1 0.1 0.0 2.2 Frame Col'-E1PAT_LL_2--E1PAT_LL'3--E1PAT_LL_4- Line Line Horz Vert Horz Vert Horz Vert 1 B 0.0 -0.7 0.0 1.5 0.0 -0.6 t' 1 C 0.0 4.2 0.0 6.8 0.0 3.9 1 E 0.0 4.2 0.0 3.9 0.0 6.8 '1- F 0.0 -0.7 0.0 -0..6 0.0 1.5" U16E0300A Seismic Design Report: 6/ 3/16 2:35pm Building Data ; Code =IBC 12. Length = 50.00 ' Width = 60.00 06/06/16. • RM Page 21 of 202 Page 22 Of 189 Left Eave Height = 20.00 Right Eave Height = 20.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.308 T(Braced Frame) = 0.189 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.816 3'.25, Rho= 1.30 Cs = 0.1674 Zone/Design Category= D 36.83 (k ) Force, V = 6.17 (k ) Ie 1.000 8.01 (k ) Sidewall Bracing Back S1 = 0.299 Cs = 0.1674 Shc = 0.358 Force, V = 13.26 (k ) Force, Sds = 0.544 Force, E = 17.23 (k ) 06/06/16 Seismic Dead Load, W RHW Page 22 of 202 -------------------- Frame Dead = 3.00 (psf ) Roof Dead = 3.00 (psf ) Collateral = 5.00 (psf ) Roof Total = 11.00 (psf ) Weight= 33.00 (k ) L_EW Dead = 6'.00 (psf ) Weight= 3.83 (k ) F_SW Dead = 10.00 (psf ) Weight= 5.00 (k ) R_EW Dead 0.01 (psf ) Weight= 0.01 (k ) B SW Dead = 10.00 (psf ) Weight= 5.00 (k ) B SW Extend Total = 11.00 (psf ) Weight= 11.00 (k ) Total = 57.83 (k ) Seismic Forces -------------- Roof Bracing R = 3'.25, Rho= 1.30 Cs = 0.1674 W = 36.83 (k ) Force, V = 6.17 (k ) Force, E = 8.01 (k ) Sidewall Bracing Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1674 W = 79.19 (k ) Force, V = 13.26 (k ) Force, Em = 26.51 (k ) Force, E = 17.23 (k ) 06/06/16 RHW Page 22 of 202 • Page 23 Of 189 Wind Bents Front R = 3.25, Rho= 1.30 Cs = 0.1674 W = 31.14 (k ) Force, V = 5.21 (k ) Force, E = 6.78 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1674 W ,_ ' 18.34 (k ) Force, V = 3.07 (k.) Force, Em = 6.14 (k ) Force, E = 3.99 (k ) Rigid Frames R = 3.50, Rho= 1.30 , Cs = 0.1554 Frame 1 W = 37.61 (k ) Force, V = 5:84 (k ) Force, E = 7.60 (k ) ' Frame 2 W = 18.51 .(k ) .' • Force, V = 2.88 (k ) Force, E = 3.74 (k ) ' End Plates ` Frame 'R„ = 3.50, Omega= 3.00 ; Wind Bent R = 3.25, Omega= 3.00 Total Base Shear ' Longitudinal Force, V = 18.47 (k ) ; Transverse' Force, V = 11.79" (k ) Y 06/06/16 RHW Page 23 of 202 Page 24 Of '189 *U16E0300A Sidewall Design Input 6/ 2/16 4:13am *( 1)JOBID: 'U16E0300A' *( 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt • Panel Stiff 'F' 'Y' 'Y' 1.00 *( 3)DESIGN CODE: *•Design --- Steel -Code--- ---Build--- Code Seismic * Code Cold Hot - Country Code Year Label Zone 'WS' 'NAUS07 ' 'AISC10' '----' 'IBC ' 112' 'CBC 13_' 'D ' *( 4)DESIGN CONSTANTS: * --- Strength_Factors-- * Stress_Ratio ---Seismic--- * Girt Panel Wind Frame Brace R 1.03 1.03 1.0000 1.0000 1.2000 , *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall 90. 90. 60. 90. 90. *( 7)REPORTS: * Input Wall Door Wall * Echo Girt Jamb. Panel 'Y' 12' '3' 'Y' *( 8)BUILDING LAYOUT: *---------Build---------- ----- Left _Expand _EW----- ----- Right _Expand_EW---- * Type Width• Length Use Opt Extend Offset Use Opt Extend Offset 'FF-' 60.0000 50.0000 IN ' '-' 0.000 0.000 'Y ' '-' 0.000 •12.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 20.0000 10.000 .30.0000 22.5000 8.000 60.0000 20.0000 8.000 60.0000 0.0000 10.000 *(10)SIDEWALL BAY SPACING: . * No. --- Bay_Set--- * Sets Width Quan 2 25.0000 1 25.0000 1 *(11)WALL OPENINGS: * No. Open Bay Sill •Base Set Member Panel JambL/ JambR/ 06/06/16 RHW Page 24 of 202' i ' Page 25 Of 189 *Open Id Id Width Height Offset Type Height Elev ,Depth Select' Opt Header Sill 2 2 1 20.0000 18.0000 2.5000 85 0.0000 0.000 0.000 'CU' '--------' '--------' 3 2 20.0000 18.0000 2.5000 85 0.0000 0.000 0.000 'CU' 'Y' *(12)PARTIAL WALLS: s *--Bay_Id- ----Offset--- Jamb Base, Top Full_Load ---- Panel---= *No. Id Use Start End Start End Height Type•Type Type Girt Col Part Opt. 0 *(13)GIRT DESIGN: *Girt--Flange_Strap--- Set Set Max *Type Out In Space Depth Lap Space 1ZB' 'C' 'N' 10.0000 10.000 0.0000 7.5000 *(14)GIRT LOCATION: r * Set No. Girt • Loc Girt Location 'Y' 2 7.5000, 14.5000 ' *(15)SPECIAL GIRT: *--Bay_Id-- *No. Start End Height Type Rot Part Use '2 1 2 7.5 'ZB' 'N' '-' 1 2 14.5 ,ZB,. ,N5 - ' I _ *(16)PANELS/GU--TERS: * Wall -----Gutter----- Insulation Stand Wall ' * Panel Use Type Width Use Thick Seam Liner 'CW6-80 I '-' 'Y' 0.000 '0' '3.000 'N' '--------' *(17)FACIA/PARAPET: * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext. Id Type Start End Elev 'Height (ft) (ft). Mount 0 *(18)FACIA/PARAPET GIRTS: *Ext. -'--Top--=- --Interior- ---Gutter-----Back Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: * ---Deflection--- Wind * Basic Load Ratio Load ---Seismic--= * Wind Snow Wind Seis Factor Dead Coeff. t , 19.6,' 1.00 •0.5'2 1.00 •0.60 10.00 0.0000 *(20)EDGE ZONE:' * Zone Col/ * Width Girt Panel Jamb '5.000 1.08 1.17 1.08 *(21)WIND PRESSURE/SUCTION: 06/06/16' ' RHW Page •25.of 202 ' Page 26 Of 189 * Wind Wind * Pressure Suction 24.3 -25.9 Girt/Header 28.4 -30.2 Panel 24.3 -25.9 Jamb 29.4 -19.6 Parapet Girt *(22)GIRT LAPS: * Data ------Set-1 ------- ------Set-2 ------- ------Set 3------- * Opt Sets. Left Right Quan Left Right Quan Left Right Quan 1 _ 1 0 *(23)GIRT STRAPS: * 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 *(25)BEAMS: *No. Bay *Beam Id Use Offset Height 1 2 'WB' 0.5000 20.0000 * Code files used: * CA_CBC.13 * EW IBC.12 Version 4.0 U16EO300A Sidewall Design Code 6/ 2/16 4:14am STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC10 Cold Formed Steel NAUSO7 BUILDING CODE: Wind Code CBC 13 (IBC 12) Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) x Cold Formed Steel 29500 (ksi ) U16EO300A Bypass Girt Design Summary 6/ 2/16 4:14am GIRT LAYOUT: Des Bay Bay_Offset Design ----Lap---- ---- Max _Load --- Locate Id Id Part Start End'Length Left Right Weight Id UC Report Rot ------ --- ----------------- ----- ------ ----- ----- ------ -- ----------- --- , 7.50 1 1 1OZO60 0.00 2.50 2.17 0.00 0.00 7.3 WS 0.07 Shear U 2 110Z060 22.50 25.00 2.17 0.00 0.00 7.3 WS 0.08 Shear . U 06/06/16 RHW Page 26 of 202 Page 27 Of 189 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 0 0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16EO300A Girt Design 1 (Locate= 7.500) 6/ 2/16 4:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- GIRT LAYOUT: Bay Id Part 1 1OZO60 Design --Lap(ft)-- Load No. Locate Length Left Right Width Brace Weight ------- ------ ---- ----- ----- ----- ------ 7.5000 2.17 7.25 0 7.3 7.3 LOAD ID:0.6Wind Pressure ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 0.11 -0.11 Available Reduction Factor Out In 0.00 0.49 --------------Moment(f-k )-------------- Left Left Mid -Span Right Right ,Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- 0.00 -0.06 1.08 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- - -- ---- ------ ---- ---- ---- ---- ----- ----- 1 LSup 0.11 2.02 0.06 MidS -0.06 6.49 0.01 LSup 0.00 0.00 UNBRACE LENGTHS: Bay _-------- Minor ---------- ----------- Cb ----------- -------- Mom1/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 06/06/16 RHW Page 27 of 202 2 1OZO60 0.00 2.50' 2.17 0.00 0.00` 7.3 WS 0.08 Shear U 3 --- 2 1OZO60 22.50 24.00 1.50 0.00 0.00 5.0 WS 0.05 Shear U ------ --- 14.50 4 1 -------- 1OZO60 ----- 0.00 ----- 2.50 ------ 2.17 ----- 0.00 ----- 0.00 ------ 7.3 -- WS ---- 0.05 ------- Shear --- U 5 1 1OZO60 22.50 25.00 2.17 0.00 .0.00 7.3 WP 0.05 Shear U 2 1OZO60 0.00 2.50 2.17 0.00 0.00 7.3 WP 0.05 Shear. U 6 2 1OZO60 22.50 24.00 1.50 0.00 0.00 5.0 WP 0.03 Shear U ------ --- --- 18.00 7 1 -------- 100075 ----- 0.00 ----- 25.00 ------ 24.67 ----- 0.00 ----- 0.00 ------ 103.4 -- WS ---- 0.96 ------- Moment --- U 8 2 100060 0.00 24.00 24.00 0.00 0.00 80.5 WS 1.01 Moment U WP - 0.6Wind Pressure WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 0 0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16EO300A Girt Design 1 (Locate= 7.500) 6/ 2/16 4:14am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- GIRT LAYOUT: Bay Id Part 1 1OZO60 Design --Lap(ft)-- Load No. Locate Length Left Right Width Brace Weight ------- ------ ---- ----- ----- ----- ------ 7.5000 2.17 7.25 0 7.3 7.3 LOAD ID:0.6Wind Pressure ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 0.11 -0.11 Available Reduction Factor Out In 0.00 0.49 --------------Moment(f-k )-------------- Left Left Mid -Span Right Right ,Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- 0.00 -0.06 1.08 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- - -- ---- ------ ---- ---- ---- ---- ----- ----- 1 LSup 0.11 2.02 0.06 MidS -0.06 6.49 0.01 LSup 0.00 0.00 UNBRACE LENGTHS: Bay _-------- Minor ---------- ----------- Cb ----------- -------- Mom1/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 06/06/16 RHW Page 27 of 202 Page 28 Of 189 1 2.2 1.0 1.0 1.0. 1.0 1.0 1.00 1.00.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS:' --------- Shear(k .) -------- --------------Moment(f-k )-------------- Bay Left Left Right Right. Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup. Lap Mom Loc Lap Sup --- ----- ----- ----- ----- --- ----- ----- ----- ----- ----- 1 -0.13 0.13 0.00 0.07 1.08 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- -------- ------ ----- ---- ---- ---- ----- ----- 1 LSup -0.13 2.02 0.07 MidS 0.07 4.97 0.01 RLap 0.03 0.00 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap•MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- --- ---- -=-- --------- 1 2.2 2.2 2.2 2.2 2.2 2.2 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.001.00 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind_Pressure Wind _Suction Seis_Pressure Seis_Suction Id Calc Limit Calc, Limit Calc Limit Calc Limit 1' 0.00 0.29 ,0.00 0.29 U16EO300A Girt Design 2.(Locate= 7.500) 6/ 2/16 .4:14am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 1OZO60 7.5000 2.17 7.25 0 7.3 0.00 0.70 2 1OZO60 7.5000 2.17 7.25 0 7.3 0.00 0.70 14.5 LOAD ID:0.6Wind Pressure ---------------------------- .06/06/16 RHW Page 28 of 202 GIRT ACTIONS: ---------Shear(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup 1 0.09 -0.14 2 0.14 -0.09 Page 29 Of 189 -------.-------Moment(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc, Lap Sup 0.00 -0.03 0.81 0.06 0.06 -0.03 .1.35 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RSup -0.14 2.02 0.07 RSup 0.06 6.49 0.01 LSup 0.00 0.00 2 LSup 0.14 2.02 0.07 LSup 0.06 6.49 0.01 LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------ Id Major LSup LLap MidS RLap RSup LSup LLap•MidS RLap RSup LSup LLap MidS RLap RSup 1 2.2 1.0 1.0 1.0 1.0 0.5 1.00 1.00 1.00 1.00 1.79 1.00 1.00,1.00 1.00 1.00 2 2.2 0.5 1.0 1.0 1.0 1.0 1.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- Bay Left Left Right Right Id Sup ,Lap Lap Sup 1 -0.09 0.15 2 -0.15 0.09 STRENGTH/DEFLECTION: --------------Moment(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 0.04 0.81 -0.07 -0.07 0.04 1.35 0.00 Bay-------Shear(k )------ -----Moment(f-k )-= -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit -- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup 0.15 2.02 0.08 RSup` -0.07 6.49 0.01 RSup 0.08 0.00 2 LSup -0.15 2.02 0.08 LSup -0:07 6.49 0.01 LSup 0.08 0.00 UNBRACE LENGTHS: Bay ------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- - -- ---- ---- ---- ---- ---- ---- ---- --------- 1 2.2 1.6 1.6 1.6 1.6 1.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 2 2.2 '1.0 1.6 1.6 1.6 1.6 1.00 1.14.1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 06/06/16' RHW Page 29 of 202 DEFLECTION: (Working Load) Span Wind _Pressure • Wind _Suction Seis_Pressure Id Calc Limit Calc Limit. Calc Limit 1 0.00 0.29 0.00 0.29 2 0.00 0.29 0.00 0.29 Seis_Suction Calc Limit Page 30 Of 189 U16EO300A Girt Design 3 (Locate= 7.5'00) 6/ 2/16 4:14am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In -------------'----- ------ ---- ----- ----- ----- ------ ---- ---- 2 1OZO60 7.5000 1.50 7.25 0 5.0 0.00 0.49 5.0 z LOAD ID:0.6Wind Pressure ---------------------------- E GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- _ Bay Left Left .Right Right Left Left Mid -Span Right Right Id Sup Lap Lap ' Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.08 -0.08 0.00 -0.03 0.75 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k ) -- --- -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 LSup 0.08 2.02 0.04 MidS -0.03 6.49 0.00 LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap`MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ------------- 2 1.5 1.0 1.0 1.0 1.0 1.0 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: ---------Shear(k )-=------ --- ----------- Moment(f-k )-------------- 06/06/16 ` RHW Page 30 of 202 Page 31 Of 189 Bay Left Left Right Right Left Left Mid -Span Right' Right Id Sup Lap Lap' Sup Sup Lap Mom ' Loc Lap' Sup 2 -0.09 { 0.09 0.00 0.03. 0.75 0.00 STRENGTH/DEFLECTION: Bay --- ---- Shear(k )---------- -fMoment(f-k )'----= -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 LSup -0.09 2.02 0.,05 'MidS, 0.03 5.47 0.01,•LSup 0.00 0.00 UNBRACE LENGTHS: Bay ---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap, RSup 2 1.5 1.5 1.5 1.5 1.5 1'.5 1.14 1.14 1.14 1.14 1.14 1-00 1.00 1.00 1.00 1.-00 DEFLECTION: (Working Load) -------------------------- Span Wind_Pressure Wind Suction, Seis Pressure ', Seis.Suction- Id Calc Limit Calc Limit .Calc Limit- Calc Limit 2 0.00 0.20 0.00 0.20' U16E0300A Girt Design 4 -(Locate= 14.500). 6/ 2/16 4:14am ------------------------------ GIRT"°LAYOUT:" Available Reduction Bay Design Lap(ft)-- Load No. Factor Id Part Locate Length Left' Right Width Brace Weight Out In 1 1OZO60 14.5000 2.17 5.25 0 7.3 0.00 0.49 • 7.3 v ' LOAD ID:0.6Wind Pressure ----------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )-=------------ Bay Left " Left Right Right. Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lapr Mom Loc Lap Sup 1 0.08 -0.08 0.00 0.04• 1.08 0.00 STRENGTH/DEFLECTION: Bay ---= --- Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc'Liinit UC Loc Calc Limit UC Loc UC Calc Limit 06/06/16 RHW Page 31 of 202 Page 32 Of 189 1 LSup 0.08 2.02 0.04 MidS -0.04 6.49 0.01 LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 1 2.2 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: =--------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.10 0.10 0.00 0.05 1.08 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 LSup -0.10 2.02 0._05 MidS 0.05 4.97 0.01 LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- -- ---- ---- --------- 1 2.2 2.2 2.2 2.2 2.2, 2.2 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind _Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 0.00 0.29 0.00 0.29 U16EO300A Girt Design 5 (Locate= 14.500) 6/ 2/16 4:14am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight. Out In 06/06/16 RHW . Page 32 of 202 Page 33 Of 189 1 1OZO60 14.5000 2.17 5.25 0 7.3 0.00 0.70 2 1OZO60 14.5000 • 2.17 5.25 0 7.3 0.00 0.70 14.5 LOAD ID:0.6Wind Pressure ---------------------------- GIRT ACTIONS: ---------Shear(k )----------=-----------Moment(f-k )--------------. Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.06 -0.10 0.00 -0.03 0.81 0.04 2 0.10 -0.06 0.04 -0.03 1.35 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RSup -0.10 2.02 0.05 RSup 0.04 6.49 0.01 LSup 0.00 0.00 2 LSup 0.10 2.02 0.05 LSup 0..04 6.49 0.01 LSup 0.00 0.00 UNBRACE LENGTHS: Bay 7 ---Minor---------- ----------- Cb- --------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 1 2.2 1.0 1.0 1.0 1.0 0.5 1.00 1.00 1.00 1.00 1.79 1.00 1.00 1.00 1.00 1.00 2 2.2 0.5 1.0 1.0 1.0 1.0 1.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction GIRT ACTIONS: ---- ----- Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.07 0.11 0.00 0.03 0.81 -0.05 2 -0.11 0.07 .-0.05 0.03 1.35 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC. Calc Limit 1 RSup 0.11 2.02 0.05 RSup -0.05 6.49 0.01 LSup 0.00 0.00- 2 LSup -0.11 2.02 0.05 LSup -0.05 6.49 0.01 LSup 0.00 0.00 UNBRACE LENGTHS: 06/06/16 RHW Page 33 of 202 Page 34 Of 189 . Bay---------Minor---------- ----- =----- Cb ----------- -------- Moml/Mom2------- Id .,Major LSup LLap.MidS RLap RSup- LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 2.2 1.6 1.6 1.6 1.6 1.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 2 2.2 1.0 1.6 1.6 1.6 1.6 1.00 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Wind _Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit 1 0.00 0.29 0.00 0.29 2 0.00 0.29 0.00 0.29 U16EO300A Girt Design. 6 (Locate= 14.500) 6/ 2/16 4:14am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- 'Load No. Factor Id' Part Locate Length Left Right Width Brace Weight Out In ------------------ ------ ---- ----- ---- ----- ------ ---- ---- 2 1OZO60 14:5000 1.50 5.25 0 5.0 0.00 0.49 • 5.0 LOAD ID:0.6Wind Pressure ------------=--------------- GIRT ACTIONS: ---------Shear(k )-------------=--------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ---- ----- ----- 2 0.06 -0.06. 0.00 -0.02 ; 0.75 0.00 STRENGTH/DEFLECTION: Bay.---=---Shear(k )------ -----Moment(f-k )---- -Mom+Shr- •Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- -----= ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 LSup 0.06 2.02 0.03 MidS -0.02 6.49 0.00 LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------- -----------Cb----------- --------Moml/Mom2------1. - Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 06/06/16 RHW Page 34 of 202 ' Page 35 Of 189 2 1.5 1.0 1.0 1.0 1.0 1.0 1.00 1.00-1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: ---------Shear(k )---------------------=Moment(f-k )------------- Bay Left Left Right Right, Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.07 0.07 0.00 0.02 ,0.75 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )---- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 LSup -0.07 2.02 0.03 MidS 0.02 5.47 0.00 LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------------------Cb------------ -------- Moml/Mom2 ------- Id Major LSup LLap MidS RLap RSup LSup LLap" MidS RLap RSup LSup LLap MidS RLap RSup 2 1.5 1.5 1.5 - 1.5 1.5 '1.5 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind -Pressure Wind -Suction Seis_Pressure Seis_Suction Id Calc. Limit Calc Limit Calc Limit.. Calc Limit 2 0.00 "0.20 0.00 0.20 ' U16EO300A Girt Design 7 (Locate= 18.000) 6/ 2/16 4:14am GIRT LAYOUT: Available Reduction Bay' Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In - 1 100075 18.0000 24.67 2.67 0 103.4 0.000.39 ~ 103.4 LOAD ID:0.6Wind_Pressure - ---------------------------- GIRT ACTIONS: 06/06/16 ' .. RHW Page 35'of 202 ' 5 Page 36 Of 189 ---------Shear.(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 1.50 -0.01 0.00 0.00 24.57 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup 1.50 3.96 0.38 LLap -2.93 8.63 0.34 LLap 0.34 -0.51 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- --- ---- ---- ---- --------- 1 24.7 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: --- - ----- Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 .-1.65 0.01 0.00 0.00 24.57 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 LSup -1.65 3.96 0.42 LLap 3.21 3.35 0.96 LLap 0.37 0.56 UNBRACE LENGTHS: Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 24.7 2.2 20.0 2.5 20.0 2.5 1.65 1.37 2.30 1.37 2.30 0.00-0.03 0.00-0.03 0.00 DEFLECTION: (Working Load) ------=------------------- Span Wind Pressure Wind -Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 -0.26 3.29 0.29 3.29 06/06/16 RHW Page 36. of 202 Page 37 Of 189 U16EO300A Girt Design 8 (Locate= 18.000) 6/ 2/16 4:14am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part 'Locate Length Left Right Width Brace Weight Out In 2 100060 18.0000 24.00 2.67 0 80.5 0.00 0.39 80.5 LOAD ID:0.6Wind Pressute ---------------------------- GIRT ACTIONS: ---------Shear(k )---------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom. Loc Lap Sup 2 -0.04 -1.51 0.00 -1.61 12.00 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- --- ----- ----- 2 RSup -1.51 2.02 0.75 RLap -2.15 5.99 0.36 RLap 0.36 -0.44 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap. RSup 2 24.0 2.5 1.0 1.0 1.0 1.0 1.99 1.00-1-00 1.001.00 0.00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right 'Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.04 1.66 0..00 1.76 12.00 0.00 STRENGTH/DEFLECTION: Bay--=----Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RSup 1:66 2.02 0.82 RLap 2.35 2.32 1.01 RLap 0.39 0.48 06/06/16. RHW Page 37 of 202 Page 38 Of 189 UNBRACE LENGTHS: Bay---------Minor----------- ----------- Cb ----------- -------- Mom1/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 2 .24.0 1.0 20.0 20.0 20.0 1.5 1.00 1.31 1.31 1.31 1.66 1.00-0.09-0.09-0.09 0.00 DEFLECTION: (Working Load) -------------------------- Span Wind Pressure Wind_Suction Seis Pressure Seis_Suction Id, Calc Limit Calc Limit Calc Limit Calc Limit 2 -0.23 3.20 0.25 3.20 U16EO300A Sidewall Jamb/Header Summary 6/ 2/16 4:14am JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part ---- --- ------ -------- 2 1 JambL F100075, JambR F100075 3 '. 2 JambL F100075 JambR F100075 JAMB/HEADER UNBRACED LENGTHS: Length Weight 18.00 75.5 18.00 75.5 18.00 75.5 18.00 75.5 Available Open -----Minor---- --- ---Cb----- .'ReductionFactor Id Member Major Outside Inside Outside Inside Outside Inside 2 JambL 18.00 7.00 7.00 1.06 1.06 0.00 0.00 JambR 18.00 7.00 7.00 2.30 2.30 0.00 0.00 3 JambL 18.00 7.00 7.00 2.30 2.30 0.00 0.00 JambR 18.00 •7.00 7.00 1.06 1.06 0.00 0.00 STRENGTH/DEFLECTION: Open Load----Shear(k )---- -----Moment(ft,f-k )---- Mom+ Deflect(in) Id Member Id Calc Limit UC Loc Calc Limit UC Shear Calc Limit 2 JambL WP -1-.44 3.96 0.36 9.66 -6.51- 7.82 0.83 0.76 -0.39 2.40 WS 1.58 3.96 0.40 9.69 7.12 7.37 0.97 0.83 0.42 2.40• JambR WP -0.77 3.96 0.20 14.50 2.25 7.53 0.30 0.33 0.02 2.40 WS 0.83 3.96 0.21 14.50 - -2.42 8.63 0.28 0.35 -0.02 2.40 3 JambL WP -0.77 3.96 0.20 14.50 2.25 7.53 0.30 0.33 0.02 2.40 WS 0.83 3.96 0.21 14.50 -2.42 8.63 0.28 0.35 -0.02 2.40 JambR WP -1.44 3.96 0.36 9.66 -6.51 7.82 0.83 • 0.76 -0.39 2.40 WS 1.58" 3.96 0.40 9.69 7.12' 7.37 0.97 0.83 0.42 2.40 WP - 0..6Wind Pressure WS - 0.6Wind Suction 06/06/16 RHW Page 38 of 202 Page 39 Of 189 JAMB/GIRT LAYOUT: Bot Top Open Girt Girt IdMember (ft) (ft) Interior Girt`Locations(ft) 2 JambL Base 18.00 7.500 14.500 JambR Base 18.00 7.50014.500 3 JambL -Base 18.00 7.500 14.500 ' JambR Base 18.00 7.500 14.500 - r JAMB/GIRT LOADING: Support 'Jamb Open Load Reaction(k ) Load Id Member Id Bot Top (k/ft) Load -At -Girt -Locations( k ) 2 JambL WP 1.41, 1.44 -0.146 70.13 -0.10 • WS -1.54'-1.58 0.159 0:15 0.11 JambR WP 0.49 -0.39 -0.146 0.85 1.67 , WS -0.53 0.42 0.155 -0.90 -1.79 3 JambL WP 0.49 -0.39 -0.146 0.85 1.67 WS -0.53 0.42 0.155 --0.90 -1.,79 JambR WP 1.41 1.44 -0.146 -0.13 -0:10 ` WS.4, -1.54 -1.58 0.159 0.15 0.11 - JAMB MOMENTS: Open Load-Max(ft,f-k )- Id, Member Id Locate Moment Moment At Girt Locations(f-k ) 2 JambL WP �WS 9.66 -6.51 -6.46 -4.16 9.69 .7.12 7.07 4.55 JambR, WP 14.50 2.25 0.40 2.25' ' WS 14.50 -2.42• -0.43 -2.42 3 JambL WP 14.50 2.25 0.40 2.25 WS 14.50 -2.42 -0.43 -2.42 JambR WP 9.66 -6.51, -6.46 -4.16 WS '9.69 7.12 7.07 4.55 U16EO300A Wall Panel Summary (Bay= 2) 6/ 2/16 4:14am PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height 2 CW6-80 CW 26.00 80.0 0.44 19.83 MOMENTS & DEFLECTION: , --------- Moment(ft-lb/ft).--------- Span Locate(ft) Support Midspan ---Deflect(in)-- Id Start End Load Calc Limit UC Calc.Limit UC Calc Limit UC 1 0.00 7.50 WP; 101.9 181.1 0.56 -74.3 134.7 0.55 70.2 1.50 0.14 WS -126.7 134.7 0.94 92.4 181.1 0.51 0.2 1.50 0.18 2 17.50 14.50 WP 101:9 181.1 0.56 -33.8 134.7 0.25 =0.0 1.40 0.04 WS -126.7 134.7 0.94 42.0 181.1 0.23 .40.0 1.40 0.05 3 14.50.18.00 WP 43.4 181.1 0•.24 -5.2 134.7 0.04 0.0 0.70 0.00 WS -54.0 134.7 0.40 6.5 181.1 0.04 0.0 0.70 0.00 06/06/16 `- RHW Pager39 of 202 Page 40 Of 189 4 18.00 19.83 WP 5.3 181.1 0.03 -4.7 134.7 0.04 0.0 0.37 0.00 WS -6.6 134.7`0.05 5.9 181.1 0.03 0.0 0.37 0.00 WP - 0.6Wind Pressure WS - 0.6Wind Suction - f U16EO300A Weight Summary 6/ 2/16 4:14am Girts = 237.52 Frame Openings = 301.82 539.35 U16EO300A Warning Summary 6/ 2/16 4:14am No Warnings i '06/06/16 RHW Page 40 of 202 Page 41 Of 189 ----------------------- *U16E0300A Sidewall Design Input _ 6/ 2/16 4:14am *( 1)JOBID: t •'U16E0300A' *( 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * -Id Girt Panel Stiff IBI !Y' 'Y' 1.00 *( 3)DESIGN CODE: *Design--- Steel-Code--- ---Build--- Code Seismic * Code Cold` Hot Country Code Year Label ,,Zone 'WS' 'NAUS07 ' 'AISC10' ' ----' 'IBC ' 112' 'CBC .13 ' '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 Flg C_Sec W Sec R_Sec P_Sec T Sec U Sec EP BP _ 55.0 55.0 55.0 55.0 50.0 42.0% '46.0 50.0 .55.0 '55.0 *( 6)DEFLECTION LIMITS: *•---Girt --- --Panel--- Part * Wall Facia Wall Facia Wall 90. • 90. .60. 90. 90. *( 7)REPORTS: * Input Wall' Door Wall * Echo Girt Jamb Panel I Y I 12" 1 3 1 IYI *( 8)BUILDING LAYOUT: K *---------Build---------; ----- Left_Expand_EW ------ ----- Right-Expand_EW--=- Type Width Length Use Opt Extend Offset Use Opt .Extend Offset 'FF-' 60.0000 50.0000 'N''. '-'• 0.000 0.000 'Y ' -' 0:000 '12.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) - 4 0.0000 20.0000 10.000 ; 30.0000+'22.5000 8.000 60.0000 20.0000 8.000 60.0000 0.0000 10.000 *(10)SIDEWALL BAY SPACING: * No.---Bay_Set--- * Sets Width Quan 2 25.0000 1 ' 25.0000 1 *(11)WALL OPENINGS: * No. Open Bay Sill Base Set Member Panel JambL/ JambR/ ' 06/06/16• RHW Page 41, of,202 t Page 42 Of, 189 *Open Id Id Width Height Offset. Type Height Elev Depth Select Opt Header Sill 1 4 1 20.0000 18.0000 2.5000 85. 0.0000 0.000 0.000 'CU' 'Y' *(12)PARTIAL WALLS: * --Bay — ----Offset---- Jamb Base Top Full_Load ----Panel---- *No. Id Use Start End Start End Height Type Type Type Girt Col Part Opt 0 *(13)GIRT DESIGN *Girt--Flange_Strap-- Set Set, Max *Type Out In Space Depth Lap Space 'ZB' Oct 'N' 10.0000 10.000 0.0000 7.5000 *(14)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 2 7.5000 14.5000 *(15)SPECIAL GIRT: *--Bay_Id-- *No. Start End Height Type Rot Part Use 2 1 2 7.5 'ZB' 'N' '-' '-' 1 2 14.5 'ZB' 'N' '-' '-' *(16)PANELS/GUTTERS: * Wall -----Gutter----- Insulation Stand Wall * Panel Use Type Width Use Thick Seam Liner 'CW6-80 '-' 'Y' 0.000 '0' 3.000 'N' '--------' *(17)FACIA/PARAPET: * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(18)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior- ---Gutter-----Back_Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: * ---Deflection--- Wind * Basic Load Ratio Load ---Seismic--- * Wind Snow Wind Seis Factor Dead Coeff 19.6 1.00 0.52 1.00 0.60 10.00 0.0000 *(20)EDGE ZONE: * Zone Col/ * Width Girt . Panel Jamb 5.000 1.08 1.17 1.08 *(21)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 24.3 -25.9 Girt/Header 28.4 -30.2 Panel 06/06/16 RHW Page 42 of 202 Page 43 Of 189 24.3 -25.9 Jamb 29.4 -19.6 Parapet Girt' a *(22)GIRT LAPS: + * Data• -=----Set 1------- ------Set 2------ ---7--Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 , *(23)GIRT STRAPS: * Data --- Set _1--- --- 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 *(25)BEAMS: *No. Bay + *Beam Id Use Offset Height 0 * Code files used: - * CA CBC.13 * EW IBC.12 Version 4.0 U16EO300A Sidewalfl Design Code 6/ 2/16 4:14am ' STRUCTURAL CODE: Design Basis, :•WS - Working Stress Hot Rolled Steel AISC10 Cold Formed Steel NAUS07 , BUILDING CODE: x Wind Code CBC 13 (IBC 12) ; Seismic Zone D , MODULUS OF ELASTICITY. Hot Rolled Steel•: 29000 (ksi ). Cold Formed Steel 29500 (ksi ) U16EO300A Bypass Girt Design Summary 6/ 2/16 4:14am ---------- GIRT LAYOUT: Des Bay Bay_Offset Design ----Lap---- -Max Load--- . LocateId Id Part Start End Length -Left Right Weight Id UC Report Rot 7.50 1 11 1OZO60 1.00 2.50 1.50 0.00 0.00 5.0 WS 0.05 Shear U• 2 1 1OZO89 22.50 25.00 2.17 0.00' 0.00 10.8 WS 0.41 Mom+Shr U 2 1OZO89 0.00 25,00 24.67 0.00 0.00 122.7 WS 0.86 Moment U 14.50 3 1,10Z060 1.00 2.50 1.50 0.00 0.00 5.0 WP+0.03.Shear U 4 1 1OZO89 22.50 25.00 2.17 0.00 0.00 10.8 WS -0.81 Mom+Shr U 06/06/16 , ' RHW Page 43,of 202 Page 44 Of 189 2 1OZO89 0.00 25.00 24.67 0.00 0.00 122.7 WP 0.72 Moment U 18.00 5 1 100060 1.00 25.00 24.00 0.00 0.00 80.5 WS 0.75 Shear, U WP - 0.6Wind_Pressure WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1 2 0 0 U16EO300A Girt Design 1 (Locate= 7.500) 6/ 2/16 4:14am•. GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- •Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 1OZO60 7.5000, 1.50 7.25 0 5.0 0.00 0.49 5.0 LOAD ID:0.6Wind Pressure ---------------------------- GIRT ACTIONS: ---------Shear(k )-------- ,--------------Moment(f-k )--------------,. Bay Left Left- Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.08 -0.08 0.00 -0.03 0.75 0.00 STRENGTH/DEFLECTION: ' { Bay-------Shear(k )------ -----Moment(f-k )'----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup 0.08 2.02 0.04 MidS -0.03 6.49 0.00 •LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ---- =------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 1 1.5 1.0. 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.0011.00 1:00 1.00 1.00 1.00 1.00 LOAD ID:0.6Wind Suction- ---------------------------- 06/06/16 RHW Page 44 of -202 p J Page 45 Of 189 GIRT ACTIONS: ---------Shear(k )---------------------Moment(f-k )-------------- Bay Left Left Right Right Left , Left Mid -Span Right Right Id Sup Lap Lap Sup- Sup Lap Mom Loc Lap Sup 1 -0.09 0.09 0.00 0.03 0.75 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- 'Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -0.09 2.02 0:05 MidS 0.03 5.47 0.01 LSup 0.00 0.00 .UNBRACE LENGTHS: Bay ---------Minor---------- ---- =------ Cb ----- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap,MidS RLap '.RSup 1 1.5 1.5 1.5 1.5 1.5 1.5 1.14 1.14 1.14 1.14 1.14 1.001.0.0.1.00 1.00 1.00 r , DEFLECTION: (Working Load) -------------------------- Span Wind Pressure 'Wind Suction Seis Pressure Seis_Suction Id Calc. Limit Calc Limit Calc Limit Calc Limit ,1 0.00 0.20 0.00 0.20 U16EO300A Girt Design `2 (Locate= 7.500) 6/.2/16, 4:14am -------------------------------------------------------------------------------- GIRT LAYOUT.: ` Available Reduction Bay Design --Lap(ft)-- Load No. , Factor Id Part Locate Length Left Right Width Brace Weight Out, In 1 1OZO89 .7.5000 2.17 7.25 0 10.8 0.00 0.70 2 1OZO89 7.5000 24.67 7.25 0 •122.7 0.00'0.70 • 133.5 LOAD ID:0.6Wind Pressure ---------------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.44 71.67 0.00 '1.62 1.08 3.36 2 1.44 -1.17 3.36 +r -6.45 13.62 0.00 06/06/16 RHW Page 45 of .202 Page 46 Of 189 STRENGTH/DEFLECTION.- Bay TRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc' Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup -1.67 6.64 0.25 RSup 3.36 9.69 0.35 RSup 0.39 0.22 2 LSup 1.44 6.64 0.22 MidS -6.45 10.80 0.60 RLap 0.46 -1.09 UNBRACE LENGTHS: Bay ---- ----Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS,RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 2.2 2.2 2.2 2.2 2.2 2.2 1.68 1.68 1.68 1.68 1.68 0.00 0.00 0.00 0.00 0.00 2 24.7 2.6 1.0 1.0 1.0 1.0 1.72 1.00 1.00 1.00 1.00 0.00 1.00. 1.00 1.00 1.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )--=---------- Bay Left Left Right Right Left Left Mid -Span Right, Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 1.53 1.78 0.00 -1.73 1.08 -3.59 2 -1.54 1.28 =3.59 6.92 13.65 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )---- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 RSup 1.78 6.64 0.27 RSup -3.59 10.80 0.33 RSup 0.41 -0.24 2 LSup '-1.54 6.64 0.23 MidS 6.92 8.02 0.86 RLap'0.50 1.17 UNBRACE LENGTHS: Bay---------Minor---------- ---------- Cb----------- --------Moml/Mom2------- .Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 2.2 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 24.7 1.0 22.0 22.0 22.0 22.0 1.00 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind Pressure Wind Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit ---- ------ ----- ------ ----- ----- ----- ----- ----- 06/06/16 RHW Page 46 of 202 Page 47 Of 189 1 0.12 -0.12 ' 2 -0.57 3.29 + •0.61 V29 -------------------------------------------------------------------------------- U16E0300A Girt -Design 3 (Locate= 14.500) 6/ 2/16 4:14am GIRT LAYOUT: Available Reduction - Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length 'Left Right Width BraceWeight Out In 1 10Z060 14.5000. 1.50 5.25 0 .5.0 0.00 0.49 5.0 LOAD ID:0.6Wind Pressure ---------------------------- GIRT ACTIONS- --------- Shear(k CTIONS:---------Shear(k )----------------------Moment(f-k )- _---------- Bay Left Left Right Right Left Left Mid -Span` Right Right Id Sup Lap Lap Sup Sup Lap.- Mom Loc Lap Sup 1 0.06 -0.06 0.00 -0.02 0.75 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc .• UC Calc Limit 1 LSup 0.06'12.02 0.03. MidS -0:02 6.49 0.00 LSup 0.00 0.00 0 UNBRACE LENGTHS:. Bay-=-------Minor---------- ----------- Cb ------------ -------- Moml/Mom2-------- Id Major LSup LLap MidS RLap RSup..LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 1.5 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 LOAD'ID:0.6Wind-Suction GIRT ACTIONS.- --------- Shear(k CTIONS:---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right, Left Left, Mid_Span Right Right Id Sup Lap Lap •Sup Sup' Lap Mom Loc Lap Sup I 1 -0.07 0.07 0.00 0.02 0•.75 0.00 'STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) 06/06/16 RHW Page 47 of 202 • .'Page 48 Of 189 Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -0.07 2.02 0.03 MidS 0.02 5.47 0.00 LSup 0.00 0.00 UNBRACE LENGTHS: Bay---------Minor---------- ----------- Cb ----------- -------- Mom1/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 1 1.5 1.5 1.5 1.5 1.5 1.5 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind _Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc' Limit ----- Calc • Limit ----- ---- 1 ------ 0.00 ----- ------ 0.20 ----- 0.00 ----- 0.20 ------ U16EO300A Girt Design 4 (Locate= 14.500) 6/ 2/16 4:14am GIRT LAYOUT: Available. Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight ------ Out In ---- ---- --- 1 -------- 1OZO89 ------- 14.5000 ------ 2.17 ---- ----- ----- 5.25 ----- 0 10.8 0.00.0.70 2 102089 14.5000 24.67 6.17 0 122.7 0.00 0.70 133:5 LOAD ID:0.6Wind Pressure ---------------------------- GIRT ACTIONS: ------- Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left. Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- --=-- ----- ----- ----- ----- 1 -3.02 -3.19 0.00 3.32 1.08 6.73 2 1.38 -0.84 6.73 -3.89 15.37 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit. UC Loc Calc,Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- -------,-•---- ----- ----- 1 RSup -3.19 6.64 0.48 RSup 6.73 9.69 0.69 RSup 0.76 -0.02 2 LSup 1.38 6.64 0.21 LSup 6.73 9:37 0.72 LSup 0.62 -0.51 UNBRACE LENGTHS: 06/06/16, RHW Page 48 of 202 Page 49 Of 189 Bay--=------ Minor ----------- ----------- Cb ------------ -------- Moml/Mom2-'----- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup ` 1 2.2 2.2 2.2 2.2 2.2 2.2 1.67 1.67-1.67 1.67 1.67 0.00 0.00 0.00 0.00 0.00 2 24.7 6.1 1.0 1.0 1.0 1:0 1.79 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 r LOAD ID:0.6Wind Suction ------------------ { GIRT ACTIONS: ---------Shear(k )-------=---------------Moment(f-k )-------------- Bay Left Left Right Right. Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 3.24 3.42 0.00 -3.56 1.08 -7.21 { 2 -1.48 0.92 -7.21 4.18 15.41 0.00 STRENGTH/DEFLECTION: ` Bay-------Shear(k )------ ----- Moment(f-k')----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ' 1 RSup 3.42 6.64 0.51 RSup -7.21 10.80 0.67 RSup 0.81 0.03 2 LSup -1.48 6.64 0.22 LSup =7-.21 10.80 0.67 LSup 0.67 0.55 ^, UNBRACE LENGTHS: Bay ---------Minor---------- ----- I ------ Cb----------- -------- Mom1/Mom2------- , Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 1 - 2.2 1.0 1.0 1.0 1.0 1.0 , 1.00 1:00 1..00 1.00 1.00 1f.00 1.00 1.00 1.00 1.00 2 24.7 1.0 18.6 18.6 18.6 18.6 1.00 1:13 l.•13 1.13 1.13 1.00 1.00 1.00 1.00' 1.00 a DEFLECTION: (Working Load) ' Span Wind_Pressure Wind_Suction Seis_Pressure 'Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc Limit 1 -0.01 0:01 , 2 -0.26 3.29 0.28 3.29 U16EO300A Girt Design 5 (Locate= 18.000) 6/ 2/16 4:14am -------------------------------------------------------------------------------- GIRT LAYOUT: y Available 06/06/16..- 4RHW Page 49 of 202 Page 50 Of 189 Reduction Bay Design. --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In ------------------ ------ ---- ----- ----- ----- ------ --- ---- 1 100060 18.0000 24.00 2.67 0 80.5 0.00 0.39 80.5 LOAD ID:0.6Wind Pressure -------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- -- -- ----- ----- 1 1.38 1.23 0.00 0.05 12.00 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------------ ---- ---- ------ ----- ---- ---- ---- ----- ----- 1 LSup 1.38 2.02 0.68 RLap 1.89 2.67 0.71 RLap 0.36 UNBRACE LENGTHS: Bay---------Minor---------- ------------ Cb ----------- -------- Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- 1 24.0 1.0 1.0 20.0 20.0 2'.5 1.00 1.00 2.302.30 1.68 1.00 1.00-0.63-0.63 0.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: , ---------Shear(k )- --------------------Moment(f-k )--7 ----------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -1.32 0.00 -0.03 12.00 0.00 STRENGTH/DEFLECTION:.• Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -1.51 2.02 0.75 LLap 1.45 2.67 0.54 RLap 0.39 -0.05 UNBRACE LENGTHS: Bay ------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS.RLap RSup LSup LLap•MidS RLap RSup 06/06/16 RHW Page 50 of 202 Page 51 Of 189 1 24.0 1.5 20.0 1.0 1.0 1.0 1.66 2.30 1.00 1.00 1.00 0.00-0.65 1.00 1.00 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind Pressure Wind Suction Seis_Pressure Seis_Suction Id Calc Limit Calc Limit Calc Limit Calc , Limit 1 0.03 3.20 -0.03 3.20 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16E0300A Sidewall Jamb/Header Summary 6/ 2/16 4:14am -------------------------------------------------------------------------------- JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part Length. Weight 4 1 JambL F100075 18.00 75.5 JambR F100075 18.00 75.5 JAMB/HEADER UNBRACED LENGTHS: Available Open -----Minor----------Cb----- ReductionFactor Id Member Major Outside Inside Outside Inside Outside Inside ---- ------ ------------- ------------- ------------- ------ 4 JambL 18.00 7.00 7.00 1.06 1.06 0.00 0.00 JambR 18.00 7.00 7.00 1.25 1.25 0.00 0.00 STRENGTH/DEFLECTION: Open Load ----Shear(k )---- -----Moment(ft,f-k )---- Mom+ Deflect(in) Id Member Id Calc Limit UC Loc Calc Limit UC Shear Calc Limit ---- ------ ---- ----- ----- ---- ----- ------ ------ ---- ----- ----- ----- 4 JambL WP -1.44 3.96 0.36 9.66 -6.51 7.82 0.83 0.76 -0:39 2.40 WS 1.58 3.96 0.40 9.69 7.12 7.37 0.97 0.83 0.42 2.40 JambR WP 1.98 3.96 0.50 14.50. 6.91 7.34 0.94 0.83 0.30 2.40 WS -2.12 3.96 0.54 14.50 -7.43 8.06 0.92 0.89 -0.32 2.40 WP - 0.6Wind Pressure WS - 0.6Wind Suction JAMB/GIRT LAYOUT: Bot Top Open Girt Girt Id Member (ft). (ft) Interior Girt Locations(ft) ---- ------ ----- ----- --------------------------- 4 JambL Base 18.00 7.500 14.500 JambR Base 18.00 7.500 14:500 JAMB/GIRT LOADING: Support Jamb . Open Load Reaction(k ) Load Id Member Id Bot Top (k/ft) Load At Girt Locations(k ) 06/06/16 RHW Page 51 of 202 Page 52 Of' 189 4 JambL WP r 1.41 1.44 •-0.146 -0.13 -0.10 WS -1.54 -1.58 0.159 '0.15 0.11 JambR WP -0.11 -1.72 -0.146 1.44 3.02 WS 0.13 1.85 0.155 -1.53 -3.24 JAMB MOMENTS: Open Load-Max(ft,f-k )- Id Member Id Locate Moment Moment At Girt Locations(f-k ) ---- ------ ---- ------------- --------------------------------- ------ 4 Jambl, WP 9.66 -6.51 -6.46 -4.16 WS 9.69 7.12 7.07 4.55 JambR WP 14.50 .6.91 4.95 6.91 WS 14.50 -7.43 -5.32 .-7.43 U16EO300A Wall Panel Summary.(Bay= 2) 6/ 2/16 4:14am ------------ PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height ----------- ---- ---- -------------- ------ 2 CW6-80 CW 26.00 80.0 0.44 19.83 MOMENTS & DEFLECTION: t ---------Moment(ft-lb/ft)--------- Span Locate(ft)` Support Midspan ---Deflect(in)-- Id Start End Load Calc Limit UC Calc Limit UC Calc Limit UC ---- ----- ----- ----- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 0.00 7.50 WP 98.5 181.1 0.54 =75.6134.7 0.56 `-0.2 1.50 0.15 WS -122.5 134.7 0.91 94.1 181.1 0.52 0.2' 1.50.0.19 2 7.50 14.50 WP 98.5 181.1 0.54 -27.4 134.7 0.20 -0.0 1.40 0.02 WS -122.5 134.7 0.91 34.1 181.1 0.19 0.0 1.40 0.03 3 14.50'19.83 WP 57.5 181.1 0.32 -35.3 134.7 0.26 70.0 1.07 0.05 WS -71.5 134.7 0.53 43.9 181.1 0.24 0.0 1.07 0.06 WP - 0.6Wind Pressure WS - 0.6Wind Suction ---------------------------------------------------------------------- U16E0300A Weight Summary 6/ 2/16 4:14am ------------ Girts = 357.47 Frame Openings = 150.91 508.38 U16EO300A Warning Summary 6/ 2/16 4:14am .. No Warnings 06/06/16, RHW Page 52 of 202 Page 53 Of 189` *Ul6E0300A Endwall Design Input 6/ 2/16 7:16am s *( 1)JOBID: 'U16E0300A' *( 2)PROGRAM OPTIONS: ` * EW Run Run Run Run *'Id Col/Raf Girt Brace Panel 'Tv TVl IVB IVB IV 1 *( 3)DESIGN CODE: *Design --- Steel -Code--- .---Build--- Code Seismic * Code Cold Hot Country, Code Year Label' Zone 'WS' 'NAUS07 ' 1AISC10' ' ----' 'IBC 112' 'CBC 13 ' 'D 1. *( 4)DESIGN CONSTANTS: *---Strength_Factors--' * ---Stress Ratio--- ---Seismic--- *'Col/Raf Girt Panel Wind Frame Brace , 1.03 1.03 •1.03 1.0000 1.0000 1.2000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0. 46.0 50.0••55.0 55.0• a *( 6)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel_-- Part Wind. * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 90. 90. 60. 90. 90. 60. *( 7)REPORTS: * Input -Column Wall Door Wall Cable +' * Echo Rafter Girt Jamb Panel Brace 1 I V I - ? V I V � IV B 1 2 1 131 . 1 1 . J 1 . {1 . *( 8)BUILDING LAYOUT: *Build Build, Build ------- Expand_EW------ --Roof_Bay-- Frame * Type Width Length Use Opti Extend Offset No. Width .Recess 'FF-' 60.0000 50.0000 'N ' '-' 0.000 0.000 2 25.0000 1.-0000 *( 9)SURFACE SHAPE: r * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 20.0000 10.000 30.0000 22.5000 8.000 60.0000 20.0000 8.000 60.0000 0.0000 10.000 *(10)BAY SPACING: * No.---Bay_Set--- *Sets Width Quari 3 17.0000 1 26.0000 1 17.0000 1 +*(11)WALL OPENINGS: * No'. Open Bay Sill Base Set Member Panel, "• 06/06/16• RHW. Page 53 of 202 Page• 54 Of 189 JambL/ JambR/ *Open Id Id Width Height Offset Type Height Elev Depth Select Opt Header Sill 1 1 2 24.0000 18.0000 1.0000 85 0.0000 0.000 0.000 'CU' 'Y' *(12)WIDE OPENING LAYOUT: *----Open--- Bay_Id--Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 *(13)WIDE OPENING AND STRUT FRAMING: *-Open- ------ Door _Jamb ------ Stub Head Back—Brace Strut-Header—Beam- Deflection *No. Id Type FlgWid F1gThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 *(14)WIDE OPENING HEADER LOCATION: *-Open- No. Column *No. Id Location Location 0 *(15)PARTIAL WALLS: *--Bay_Id- ----Offset---- ---Base--- *No.. Id Use Start End Start End 0 0.000 *(16)COLUMNS: 0.000 * Max 0.000 *Same UnBrace 0.000 *Depth Length 'N' 60.000 *(17)COLUMN PART & ELEVATION: * *No. Id Type Part Opt Rot 4 1 'CDRW' '--------' 2 'CDRW' '--------' 3 'CDRW' '--------' 4 'CDRW' '--------' *(18)COLUMN SPLICES: * Col * No.' Id Locate Type 0 *(19)RAFTERS: _ *Rafter Flange * Same Brace 'Y' 'N' *(20)RAFTER PART: * Surf *No. Id Type Part Depth 3 2 'RW ' '--------' 20.000 2 'RW ' '-------- ' 20.000 3 'RW ' '-------- ' 20.000 Jamb Base Top Full_Load ----Panel---- Height Type Type Type Girt Col Part Opt 06/06/16 RHW Page 54 of 202 ---Base--- Depth Elev Opt 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 06/06/16 RHW Page 54 of 202 Page 55 Of 189 *(21)RAFTER SPLICES: * Surf * No. Id Locate Type Opt 4 2 0.0000 2 5.0000 IF 3 0.0000 ,'F ' 3 30.1040 *(22)GIRT DESIGN: *Girt--Flange_Strap-- --Depth-- Set Max -Rafter *Type Out In Space Offset Project Set Opt 'Lap Space Attach 'ZB' 'C' 'N' 10.0000 0.000 0.000 8.000 'W' 0.0000 7.5000 'NO *(23)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 2 7.5000 14.5000 *(24)SPECIAL GIRT: --Bay - — No. Start End Height Type Rot -Part Use 2 1 3 7.5 'ZB' 'N' '-' '-' 1 3 14.5 ,ZB, ,N, *(25)SIDEWALL GIRT: , *Wall Girt No. Girt' i. * Id -Type Depth Offset Project Girt Location " 2 'ZB' 10.000 0.000 0.000 3 7.5000 14.50.00 18'.0000 4' 'ZB' 10.000 0.000 0.000 2 7.5000 14.5000 *(26)ROOF PURLINS: _ *Surf Surf No. Peak No. -Purlin_Set- Id Ext- Purlin Space- Sets Space Quan -2 0.000 _ 7 1.3.333 2 4.1258 6 4.0156 1 3 0.000 7 1.3333 2 4.0156 1 y 4.1258 6 *(27)PANELS/RF .COLUMNS: + * Wall Liner Insulation -Open_Bay- RF_Interior Columns , * Panel Panel Use' Thick F_SW B_SW Type No. Locate 'CW6-80 ' '-------'-' 'O' 3.000 'N' 'N' '-' 0 *(28)WALL FRAMING OPTIONS: *Panel Diagonal, Brace EW_Brace_To_Frame *Shear Bracing Option Height' Left Right ,'N' 'Y' '--' 0.0000 17.0000 43.0000 *(29)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 72.8 OR ' 1 1 *(30)WALL BRACING ATTACHMENT ~ * No. Attach --Bay Id-'- No. *Attach Id Start End Level Level—Height { •0 + , *(31)EAVE EXTENSION: ,Ext *Wald No. Ext-Bay_Id-- -Edge Extend-; ,.*Id Ext Id Start End Height, Width 'Slope Left Right .Mount 06/06/16 • RHW Page 55 of 202 Page 56 Of 189 2 0 4 1 1 1 2 20.000 20.000 1.000 0.000 0.000 'B' *(32)CANOPY: *Wall No. Ext-Bay_Id---Edge-Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 *(33)FACIA/PARAPET *Wall No. Ext Fac Bay_Id---- Attach _Beam-=-- ---Facia/Parapet--- Edge_Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:.12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 *(34)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior----Back-Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING: *Wall No. Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext Beam Facia/Parapet Facia/Parapet-Girt *Id Dead Collat Live Snow Rain Press, Suct Press Suct - Press. Suct 1 11.00 - 0.00 20.00 0.00 0.00 0.00 -19.62. 0.00 0.00, 0.0.0 0.00 *(37)BASIC LOADS: , * ---Deflection--- Wind * Dead Collat• Live Snow Rain Basic Load Ratio Load * Load Load Load Load Load Wind Snow Wind Seis Factor 3.0 5.0 20.0 0.0 0.0 19.6 1.00 0.52 1.00 0.60 *(38)EDGE ZONE: * Zone Col/ ► * Width Girt Panel Jamb 5.000 1.08 1.17 1.08 % *(39)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion Forces *Dead Girt Load Wind Seismic 6.0 0.0000 3.07 0.00 0.00 *(40)LONGITUDINAL BRACING LOADS: * ----Wind----- ---Seismic--- * Horz Vert Horz Vert 7.55 5.44 13.96 10.05 Left Column 0.00 0.00 0.00 0.00 Right Column *(41)WIND PRESSURE/SUCTION: * Wind Wind * Press Suct 24.3 -25.9 Column 24.3 -25.9 Girt/Header . 06/06/16 RHW Page 56 of 202 Page 57 Of 189 24.3 -25.9 Jamb . 28.4 -30.2 Panel 29.4 -19.6 Parapet Girt 29.4 -19.6 Transv Bracing, Facia/Parapet *(42)WIND COEFFICIENTS: * Column/Rafter Rafter Column/Bracing * Surf Wind 1 Wind -2 Wind -2 Long_Wind Surface * Id Left Right Left Right Left Right 1 2 Friction' 1 -0.02 -0.93 1.08 O.i7 -0.02 -1.05 -1.02 -1.02 0.00 2 -1.48 -1.02 -0.38 0.08,0 1.48' -1.02 -1.48 -1.02 0.00 3• -1.02 -1.48 0.08 -0.38 -1.02 -1.48 -1.02 -1.48 0.00 4 -0.93 -0.02 0.17 1.08- -1.05 -0.02 -1.02 -1.02 0.00 *(43)COLUMN DESIGN LOADS: , *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long_Wind Column _Wind -Seismic-- Aux I;oad *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 63 1 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 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 0.00 0.00 0.00 0 0.00 1 3 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 0.00 1 ' 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 ,0.00 0.60 0.00 0.00 0.00.-0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 •0:00 0.00 0.60 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00' 0.00 0.00 0.60 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.'00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 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 0.60 0.00 0.00 0.00 0.00 0.60 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 0.60 .0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 12 1.00 0.00,0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60' 0.00 0.60 0.00, 0.00 0.00' 0 0.00 13' 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 o0.60 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.•00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 .15 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 0.60 0.00 0.60 0.00 0.00 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.75 0.00 ,0.00 0.00 0.00 0.00 0.45 0.00 0.00. 0.00 0:00 0.00 0.00 0.45 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0•.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 19 1.00 1-.00'0.7.5 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00. 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 06/06/16 •RHW Page 57 of 202 Page 58 Of 189 0.00 0.00 0.45 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00• 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0, 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 25 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 0.45 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 27 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• 0.45 0.00 0.45 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45. 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 37 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 0.45 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 '0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 39 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 0.45 0.00 0.45 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 42 0.60 0.00 0:00 0.00 0.00 0.00 0:00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00. 0.00 0.60 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 - 0 0.00 51 0.60`0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 06/06/16 RHW Page 58 of 202 Page 59 Of 189 0.60 0.00 0.60 0•.00 0.00 0 0.00 52 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 + 53 1.08.1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00.-0.70 0 0.00 • 1 1 54 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00- 0.00 0.00 0.00 0.00 0.52 0 0'00 55 1.06 1.06 0.00, 0.00 0.00 '0.00 0.00 0.00" 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 -0.52 0 0.00 56 0.52 0.00 0.00 0.00 0.00 0.00 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 0.00 57 0.52 0.00 0.00 J0.00 0.00 0.00 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 0.00 58 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0100 0.70 0.00 0 0.00 59 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 60 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.52 0.00 0 0.00 61 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,0.00 0.00 0..00 0.00 0.00 -0.52 0.00 0 0.00 62 0.52 0.00 0:00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 '0.00 ' 63 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 ,0.00 0.00 0.00 -0.70 0.00 0 0.00 *(44)COLUMN DESIGN LOADS: Deflection *-Load- ---Live--- -Add Snow- 1 Wind -1 Wind -2 Long_Wind Column _Wind -Seismic-- Aux'Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 0 *(45)RAFTER DESIGN LOADS: *-Load- ---Live----Add Snow- Wind -1 Wind -2 Long Wind Column _Wind -Seismic-- Aux Load *No Id Dead Coll, Roof Floor Snow Drift Slide, Rain Left. Right Left Right 1 2 Press Suct Long Tran Id Coef 30 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 0.00 0.00 0.00 0 0.00 2, 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 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45- 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 0.75' 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 .0.00 0.00 0.00 0.00 0.00 0.00 0 0.001, 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1:00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00' 0.00 0.00 0.100 0.00 0.00 0.00 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 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0'.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 06/06/16 RHW Page 59 of 202 Page 60 Of 189 *(46)RAFTER DESIGN LOADS: Deflection *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long Wind Column Wind -Seismic-- Aux Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 0 *(47)BRACING DESIGN LOADS: *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long_Wind Column _Wind -Seismic-- Aux -Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 38 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.'00 0.00, 0 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 06/06/16 RHW Page 60 of 202 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 •0 0.00 14 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 0.45 0.00 0.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 .0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 21 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.bo 0.00 0.00 0.00 0.00 0.00 0.00 0.•00 0.00 0.00 0.70 0 0.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 23 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0..00 25 0.52 0.00 0.00 0.00 0.00 0.00 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 0.00. 26 0.52 0.00 0.00 0.00 0.00 0.00 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 0.00 27 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 • 28 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 29 1.00 1.00 0.01 0.00 0.00 0.00 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 1.00 30 1.00 1.00 0.01 0.00 0.00 0.00 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 1.00 . *(46)RAFTER DESIGN LOADS: Deflection *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long Wind Column Wind -Seismic-- Aux Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 0 *(47)BRACING DESIGN LOADS: *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long_Wind Column _Wind -Seismic-- Aux -Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 38 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.'00 0.00, 0 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 06/06/16 RHW Page 60 of 202 Page 61 Of 189 0.00 0.60. 0.00 0.00 - 0.00 0 0.00 ., 6 •1.00 1.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00. 0.00 0'.00 .0.00 0.00 0.60 0.60 0.00. 0.00 0.00 0 0.00 _ 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 •0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 1 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.0.0. 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 , 9 1.00 1.00 0.75 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 .. 10 .1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.45 0.00 0.00 0.00 •0.00 0.45 0.00 0.00 0 0.00 6 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.4.5 0.00 + 0.00 0.45 0.00 0.00 .0.00 0 0.00 ' 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 A - t13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.•00 0.00 0:00 0.00 '.0.00 0.45 0.00 0.45 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 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0' 0.00- 15 1.00 1.00 0.75 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00, 16 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 0.45 0.00 0.45 0.00 0.00 0 0.00 , 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00. ' 0.00 0.45 0.00 0.00 0.00 0 0.00 .r 18 1.00 1.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00. 0.45. 0.00 0.00 't 0.00. 0.00 0.4.5, 0.00 0.00 0 0.00 ` 19 1.00 1".00 0.00 0.00. 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 '0.45, 0.00 0.00 0.45 0.00 0.00 0.'00 0 '0.00 20 1.00 1.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00- '0.001 0.00 0:45 0.00 0.00 0.00 .0.45. 0.00 0.00 0 0.00• 21 1.00 1.00 0.00 0.00 0.00 0.00 0:00 .0.00 0.00 0.00. 0.00 0.00 0.45 0.00 0.45 O.CO 0.00 0.00 0 0.00 22 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 0.45 0.45 0.00 0.00 0.00 0 0.00 23.1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 10.00 10.00 0.00 0.00 0.00 0.45 ,0.00 0.00 0.45 • 0.00 0.00 0 0.00 , -24 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 ' 0.45 0.00 0.45 0.00 0.00 0 0.00~1 s 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 '0.00 0.00 0 0.00 26 '0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00- '0 •0.00 •27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00.•0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 ,_ 28 0.60 0.00 0.00 0.00 0.00 0100 0.00 0.00- 0.00 0.00 0.00 0.60. 0.00 ; -' 0.00 0.00 0.60 .0.00 0.00 0 0.00 29 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60,, 0.00 0.60 0.00 0.00 0.00 0 0.00 30 0.60 0.00 0.00 0.00 0.00 0.0,0 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.60 0.60 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 0.00 0.00 0_60 0.00 0.00 0.60 0.,00 0.00 0 .0.00 t 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0:•00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00. ' 33 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 .'0.00 0.00 0.00 0.00 0.00 t 0.00 0.00 0.00 0.00 0.70 0 '0.00 34 1.08 1.08 0.00 0.00. 0.00 0.00 0.00 .O .00 .0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 -0.70 0 0.00 35, 1.06 1.06 0.00 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.00 0.00 , r .- 06/06/16 RHW Page 61 of 202 . Page 62 Of 189 0.00 0.00 0.00 0.00 0.52 0 0.00 36 .1.06 1.06 0.0.0 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 -0.52 0 0.00 37 0.52 0.00 0.00 0.00 0.00 0.00 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 0.00 38 0.52 0.00 0.00 0.00 0.00 0.'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 0.00 *(48)AUXILIARY LOADS: * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 4 1 'E1PAT LL 1' 2 1 1.00 4 1.00 2 'ElPAT_LL_2' 2 2 1.00 3 1.00 3 'E1PAT_LL_3' 3 1 1.00 2 1.00 3 1.00 4 'E1PAT_LL_4' 3 2 1.00 3 1.00 4 1.00 *(49)ADDITIONAL LOADS: * No. Add Loc Basic Load FX FY Mom X Y ..Cont * Add Id Id Load Type W1 W2 Co DL1 •DL2 ..Unif 4 1 2 'U LIVE ' 'D ' -0.255 -0.255 0.08 0.00 17.06 2 2 'U LIVE '''D -0.255 -0.255 0.08 17.06 30.10 3 3 'U LIVE 'D -0.255 -0.255 -0.08 0.00 13.05 4 3 'U LIVE 'D -0.255 -0.255 -0.08 13:05 30.10 *(50)GIRT LAPS:. * Data ------Set 1------- ------Set-2 -------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan. Left Right Quan 0 ' *(51)GIRT STRAPS: * Data --- Set _1--- --- Set _2--- --- Set _3--- --- Set _4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(52)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 1 'BASE' 'H1040 1 0.216 0.446 12.000 2.000 *(53)BEAMS: *No. Bay *Beam Id Use Offset Height 0 *(54)STEP LOAD COEFFICIENTS: * Basic Location No.----Step_l --- ---- Step _2--- ----Step_3-- *No. Load Use Id Step Locate Coef Locate Coef Locate Coef. 6 'WINDLI' '-' 2 2 30.0000 1.000 30.1040 0.689 'WINDRI' 3 2 0.1040 0.689 30.1040 1.000 'WINDL2' 'R' 2 2 30.0000 1.000 30.1040 -0.203 'WINDR2' 'R' 3 2 0.1040 -0.203 30.1040 1.000 'WINDL2' 'C' 2 2 30.0000 1.000 30.1040 0.689 'WINDR2' 'C' 3 2 0.1040 0.689 30.1040 1..000 06/06/16 ' RHW Page 62 of 202 Page 63 Of 189 ' *(55)CAP SPRINGS: * Column Horiz * No. Id K 0 *(56)ADDITIONAL COLUMNS: *No. Id 'Type Rot Opt' Part Elev 0 , *(57)RIGID FRAME COORDINATES: *Frame Frame * Id Type No. X_Coord Y_Coord . 0 '--' 0 *AUXILIARY LOAD DESCRIPTIONS: ' * Aux ' * Id Description * 1 Pattern live load * 2 PA tern live load * 3 Pattern"live load * 4, Pattern live load *ADDITIONAL LOAD DESCRIPTIONS: * Add * IdDescrip=ion * 1 Pattern live load bay 1 ' *' 2 Pattern live load'bay 2 * 3, Pattern live load surface 3 * 4 Pattern live load bay 3 * Code files used: ; * CA_CBC.13 * EW IBC.12 Version 4.0 ------------- -------- U16EO300A Endwall Design Code 6/ 2/16'• 8:24am STRUCTURAL CODE: r r Design Basis WS Working Stress Hot • Rolled Steel. AISC10 ' Cold Formed Steel NAUS07 BUILDING CODE: i Wind Code CBC 13 (IBC 12) Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000.(ksi ) Cold Formed Steel 29500 (ksi ) U16E0300A` Column & Rafter Design 6/ 2/16 ,8:24am -------------------- MEMBER SIZES: Member Member --Web Size---Flange_Size•Member Member ---- Max _Load---- ' ' Id Locate Part Depth Thi"ck Width Thick Length Weight Id UC Report 06/06/16 RHW Page 63 of 202 ------ Coll ------ 0.8 ----------- W12SO99 ----- 12.00 Co12 17.0 W12S105 12.00 Co13 43.0 W12S105 12.00 Co14 59.2 W08SO75 8.00 ------ Rafl ------ Surf 2 ----------- W2015825 ----- 19.50 Raf2 Surf 2 W2015825 19.50 Raf3 Surf 3 W2015825 19.50 DESIGN ACTIONS/STRENGTH: ----- ----- 3.63 ------ 12ga 18.6 Load ---Axial(k )-- Id Id Calc Limit ----- Coll ---- 1 ------ 6.42 ------ 25.81 Coll 2 16.99 25.81 Coll 3 14.35 25.81 Coll 4 -0.88 66.45 Coll 5 2.51 25.81 Coll 6 1.64 25.81 Coll 7 4.90 25.81 Coll 8 -0.88 66.45 Coll 9 2.51 25.81 Coll 10 1.87 25.81 Coll 11 5.14 25.81 Coll 12 4.89 25.81 Coll 13 5.16 25.81 Coll 14 8.16 25.81 Coll 15 8.42 25.81 Coll 16 9.26 25.81 Coll 17 11.70 25.81 Coll 18- 11.05 25.81 Coll 19 13.50 25.81 Coll 20 9.25 25.81 Coll 21 11.70 25.81 Coll 22 11.22 25.81 Coll 23 13.67 25.81 Coll 24 13.49 25.81 Coll 25 13.69 25.81 Coll 26 15.94 25.81 Coll 27 16.14 25.81 Coll 28 1.33 25.81 Coll 29 3.77 25.81 Coll 30- 3.12 25.81 Coll 31 5.57 25.81 Coll 32 1.32 25.81 Coll 33 3.77 25.81 Coll 34 3.29 25.81 Coll 35 5.74 25.81 Coll 36 5.56 25.81 Coll 37 5.76 25.81 Coll 38 8.01 25.81 Coll 39 8.21 25.81 Coll 40 -3.24 66.45 Coll 41 0.10 25.81 Coll 42 -0.85 66.45 Coll 43 2.49 .25.8.1 06/06/16 Page 64 Of 189 ----- 12ga ----- ----- 3.63 ------ 12ga 18.6 ------ --- 127.7 27 ----------- 0.97 Mom+Axl 12ga 3.63 12ga 19.9 145.3 45 0.98 Mom+Axl 12ga 3.63 12ga 19.9 145.3 26 1.00 Mom+Axl 14ga ----- 3.63 ----- ----- 14ga 18.6 ------ 77.8 14 ------ --- 0.95 Mom+Axl ---- ------- 0.150 8.00 0.250 5.1 119.1 1 1.02 Mom+Axl 0.150 8.00 0.250 25.0 590.1 1 0.64 Mom+Axl 0.150 8.00 0.250 30.1 709.2 1 0.43 Shear Total= 1914.6 ---Shear(k )-- -Moment(f-k )- Calc Limit Calc Limit ------ 0.00 ------ 7.56 ------ 0.00 ------ 17.21 0.00 7.56 0.00 17.21 0.00 7.56 0.00 17.21 1.21 7.56 -5.60 15.02. -1.34 7.56 6.24 .14.51 1.21 7.56 -5.60 15.02 -1.34 7.56 6.24 14.51 1.21 7.56 -5.60 15.02 -1.34 7.56 6.24 14.51 1.21 7.56 -5.60 15.02 -1.34 7.56 6.24 14.51 1.21 7.56 -5.60 15.02 1.21 7.56 -5.60 15.02 -1.34 7.56 6.24 14.51 -1.34 7.56 6.24 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 0.91 7.56 -4.20 15.02 0.91 7.56 -4.20 15.02 -1.01 7.56 4.68 14.51 -1.01 7.56 4.68 14.51 1.21 7.56 -5.60 15.02 -1.34 7.56 6.24 14.51 1.21. 7.56 -5.60 15.02 -1.34 7.56 6.24 14.51 RHW Page 64 of 202 Page 65 Of 189 Coll 44 -3.25 66.45 1.21 7.56 -5.60 15.02 Coll 45 0.09 25.81 -1.34 7.56 6.24 14.51 Coll 46 -0.62 66.45 1.21 7.56 -5.60 15.02 Coll 47 2.72 25.81 -1.34 7.56 6.24 14.51 Coll 48 2:48 25.81 1.21 7.56 -5.60 15.02 Coll 49 2.74 25.81 1.21 7.56 -5.60 15.02 Coll 50 5.74 25.81 -1.34 7.56 6.24 14.51 Coll 51 6.01 25.81 -1'.34 7.56 6.24 14.51 Coll 52 6.93 25.81 0.00 7.56 0.00 17.21 Coll 53 10.70 25:81 0.00 7.56 0.00 17.21 Coll 54 6.80 25.81 0.00 7.56 0.00 17.21, Coll 55 9.60 25.81 0.00 7.56 0.00 17.21 Coll 56 3.13 25.81 0.00 7.56 0.00 17.21 Coll 57 6.91 25.81 0.00 7.56 0.00 17.21 Coll 58 6.93 25.81 0.00 7.56 0.00 17.21 Coll 59 .13.97 25.81 0.00 7.56 0.00 17.21 Coll 60 6.80 25.81 0.00 7.56 0.00 17.21 Coll 61 12.03 25.81 0.00 7.56 0.00 17.21 Coll 62 3.14 25.81 0.00 7.56 0.00 17.21 Coll. 63 10.18 25.81 0.00 7.56 0.00 17.21 Co12 1 0.41 28.05 0.00 9.03 0.00 18.48 Co12 2 2.07 28.05 0.00 9.03 0.00 18.48 Co12 3 1.65 28.05 0.00 9.03 0.00 18.48 Co12 4 -2.54 70.48 3.06 9.03 -15.23 16.21 Co12 5 -2.54 70.48 -3.26 9.03 16.24 16.21 Co12 6 -2.51 70.48 3.06 9.03 -15.23 16.21 Co12 7' -2.51 70.48 -3.26 9.03 16.24 16.21 Co12 8 -2.30 70.48 3.06 9.03 -15.23 16.21 Co12 9 -2.30 70.48 -3.26 9.03 16.24 16.21 Co12 10 -2.51 70.48 3.06 9.03 -15.23 16.21 Co12 11 -2.51 70.48 -3.26 9.03 16.24 .16.21 Co12 12 -6.59 70.48 3.06 9.03 -15.23 16.21 Co12 13 -5.06 70.48 3.06 9.03 -15.23 16.21 Co12 14 -6.59 70.48 -3.26 9.03 16.24 16.21 Co12 15 -5.06 70.48 -3.26 9.03 16.24 16.21 Co12 16 0.74 28.05 2.30 9.03 -11.43 16.21 Co12 17 0.74 28.05 -2.45 9.03 12.18 16.21 Co12 18 0.76 28.05 2.30 9.03 -11.43 16.21 Co12 19 0.7,6 28.05 -2.45 9.03• 12.18 16.21 Co12 20 0.92 28.05 2.30 9.03 -11.43 16.21 Co12 21 0.92 28.05 -2.45 9.03 12.18 16.21 Co12 22 0.76 28.05 2.30 9.03 -11.43 16.21 Co12 23 0.76 28.05 -2.45 9.03 12.18 16.21 Co12 24 -2.45 70.48 2.30 9.03 -11.43 16.21 Co12 25 -1.30 70.48 2.30 9.03 -11.43 16.21 Co12 26 -2.45 70.48 -2.45 9.03 12.18 16.21 Co12 27 -1.30 70.48 -2.45 9.03 12.18 16.21 Co12 28 -0.65 70.48 2.30 9.03 -11.43 16:21 Co12 29 -0.65 70.48 -2.45 9.03 12.18 16.21 Co12 130 -0.63 70.48 2.30 9.03 -11.43 16.21 Co12 31 -0.63 70.48 -2.45 9.03 12.18 16.21 Co12 32 -0.48 70.48 2.30 9.03 -11.43 16.21 Co12 33 -0.48 70.48 -2.45 9.03 12.18 16.21 Co12 34 -0.63 70.48 2.30 9.03 -11.43 16.21 Co12 35 -0.63 70.48 -2.45 9.03 12.18 16.21 Co12 36 -3.69 70.48 2.30 9.03 -11.43 16.21 Co12 37 -2.54 70.48 2.30 9.03 -11.43. 16.21 Co12 38 -3.69 70.48 -2.45 9.03 12.18 16.21 Co12 39 -2.54 70.48 -2.45 9.03 12.18 ,16.21 Co12 40 -2.01 70.48 3.06 9.03 -15.23 16.21 06/06/16 RHW Page 65 of 202 Page 66 Of 189 Co12 41 -2.01 70.48 -3.26 9.03 16.24 16.21 Co12 42 -1.99 70.48 3.06 9.03 -15.23 16.21 Co12 43 -1.99 70.48 -3.2,6 9.03 16.24 16.21 Co12 44 -1.77 70.48 3.06 9.03 -15.23 16.21 Co12 45 -1.77 70.48 -3.26 9.03 16.24 16.21 Co12 46' -1.99 70.48• 3.06• 9.03 -15.23 16.21 Co12 47 -1.99 70.48 -3.26 9.03 16.24 16.21 Co12 48 -6.06 70.48 3.06 9.03 -15.23 16.21 Co12 49 -4.53 70.48 3.06 9.03 -15.23 16.21 Co12 50 -6.06 70.48 -3.26 9.03 16.24' 16.21 Co12 51 -4..53 70.48 -3.26 9.03 16.24 16.21 Co12 52 3.95 28.05 0.00 9.03 0.00 18.48 Colt 53 0.22 28.05 0.00 9.03 0.00 18.48 Co12 54 3.04 28.05 0.00 9.03 0.00 18.48 Co12 55 0.27 28.05 0.00 9.03 0.00 18.48 Co12 56 2.91 28.05 0.00 9.03 0.00 18.48 Co12 57 -0.91 70.48 0.00 9.03 0.00 18.48 Co12 58 0.44 28.05 0.00 9.03 0.00 18.48 Co12 59 0.44 28.05 0.00 9.03 0.00 18.48 Co12 60 0.43 28.05 0.00 9.03 0.00 18.48 Co12 61 0.43 28.05 0.00 9.03 0.00 18.48 Co12 62 -0.69 70.48 0.00 9.03 0.00 18.48 Co12 63 -0.69 70.48 0.00 9.03 0.00 18.48 Co13 1 3.73 28.05 0.00 9.03 0.00 18.48 Co13 2 10.83 28.05 0.00 9.03 0.00 18.48 Co13 3 9.05 28.05 0.00 9.03 0.00 18.48 Co13 4 -2.28 70.48 3.06 9.03 -15.23 16.21 Cola 5 -2.28 70.48 -3.26 9.03 16.24 16.21 Co13 6 -3.71 70.48 3.06 9.03 -15.23 16.21 Co13 7 -3.71 70.48 -3.26 9.03 16.24 16.21 Co13 8 -2.26 70.48 3.06 9.03 -15.23 16.21 Co13 9 -2.26 70.48 -3.26 9.03 16.24 16.21 Co13 10 -3.71 70.48 3.06 9.03 -15.23 16.21 Co13 11 -3.71 70.48 -3.26 9.03 16.24 16.21 Co13 12 -1.96 70.48 3.06 9.03 -15.23 16.21 Co13 13 -3.25 70.48 3.06 9.03 -15.23 16.21 Co13 14 -1.96 70.48 -3.26 9.03 16.24 16.21 Co13 15 -3.25 70.48 -3.26 9.03 16.24 16.21 Co13 16 5.84 28.05 2.30 9.03 -11.43 16.21 Co13 17 5.84 28.05 -2.45 9.03 12.18 16.21 Co13 18 4.77 28.05 2.30 9.03 -11.43 16.21 Cola 19 4.77 28.05 -2.45 9.03 12., 18 16.21 Co13 20 5.86 28.05 2.30 9.03 -11.43 16.21 Co13 21 5.86 28.05 -2.45 9.03 12.18 16.21 Co13 22 4.77 28.05 2.30. 9.03 -11.43 16.21 Co13 23 4.77 28.05 -2.45 9.03 12.18 16.21 Co13 24 6.08 28.05 2.30 9.03 -11.43 16.21 Co13 25 5.11 28.05 2.30 9.03 -11.43 16.21 Co13 26 6.08 28.05 -2.45 9:03 12.18 16.21 Co13 27 5.11 28.05 -2.45 9.03 12.18 16.21 Co13 28 0.52 28.05 2.30 9.03 -11.43 16.21 Co13 29 0.52 28.05 -2.45 9.03 12.18 16.21 Co13 30 -0.70 70.48 2.30 9.03 -11.43 16.21 Co13 31 -0.70 70.48 -2.45 9.03 12.18 16.21 Co13 32 0.53 28.05 2.30 9.03 -11.43 16.21 Co13 33 0.53 28.05 -2.45 9.03 12.18 16.21 Co13 34 -0.70 70.48 2.30 9.03 -11.43 16.21 Co13 35 -0.70 70.48 -2.45 9.03 12.18 16.21 Co13 36 0.76 28.05 2.30 9.03 -11.43 16.21 Co13 37 -0.35 70.48 2.30 9.03 -11.43 16.21 06/06/16 RHW Page 66 of 202 Page 67 Of 189 Co13 38 0.76 28.05 -2.45 9.03 12.18 16.2.1 Co13 39 -0.35 70.48 -2.45 9.03 12.18 16.21 Co13 40 -3.08 70.48 3.06 9.03 -15.23 16.21 Co13 41 -3.08 70.48 -3.26 9.03 16.24 16.21 Co13 42 -4.51 70.48 3.06 9.03 -15.23 16.21 Co13 43 -4.51 70.48 -3.26 9.03 16.24 16.21 Co13 44 -3.06 70.48 3.06 9.03 -15.23 16.21 Co13 45 -3.06 70.48 -3.26 9.03 16.24 16.21 Co13 46 -4.51 70.48 3.06 9.03 -15.23 16.21 Col3 47 -.4.51 70.48 -3.26 9.03 16.24 16.21 Co13 48 -2.76 70.48 3.06 9.03 -15..23 16.21 Co13 49 -4.05 70.48 3.06 9.03 -15.23 16.21 Co13 50 -2.76 70.48 -3.26 9.03 16.24 16.21 Co13 51 -4.05 70.48 -3.26 9.03 16.24 16.21 Co13 52 4.11 28.05 0.00 9.03 0.00 .18.48 Co13 53 3.95 28.05 0.00 9.03 0.00 18.48 Co13 54 4:01 28.05 0.00 9.03 0.00 18.48 Co13 55 3.90 28.05 0.00 9.03 0.00 18.48 Co13 56 1.20 28.05 0.00 9.03 0.00 18.48 Co13 57 1.04 28.05 0.00 9.03 0.00 18.48 Co13 58 4.03 28.05 0.00 9.03 0.00 18.48 Cola 59 4.03 28.05 0.00 9.03' 0.00 18.48 Co13 60 3.96 28.05 0.00 9.03 0.00 18.48 Co13 61 3.96 28.05 0.00 9.03 0.00 18.48 Co13 62 1.12 28.05 0.00 9.03 0.00 18.48 Co13 63 1.12 28.05 0.00 9.03 0.00 18.48 Co14 1 0.69 13.40 0.00 5.02 0.00 7.10 Co14 2 1.98 13.40 0.00 5.02 0.00 7.10 Co14 3 1.66 13.40 0.00 5.02 0.00 7.10 Co14 4 -0.67 40.49 1.21 5.02 -5.60 6.45 Co14 5 -0.67 40.49 -1.34• 5.02 6.24 6.45 .Co14 6 -1.03 40.49 1.21 5.02 -5.60 6.45 Co14 7 -1.03 40.49 -1.34 5.02 6.24 6.45 Co14 8 -0.69 40.49 l_21 5.02 -5.60 6.45 Co14 9 -0.69 40.49 -1.34' 5.02 6.24 6.45 Co14 10 -1.03 40.49 1.21 5.02 -5..60 6.45 Co14 11 -1.03 40.49 -1.34 5.02 6.24, 6.45 Co14 12 -0.64 40.49 1.21 5.02 -5.60 6.45 Co14 13 -1.16 40.49 1.21 5.02 -5.60 6.45 Co14 14 -0.64 40.49 -1.34 5.02 6.24 6.45 Co14 15 -1.16 40.49 , -1.34 5.02 6.24 6.45 Co14 16 0.99 13.40 0.91 5.02 -4.20 6.45 Co14 17 0.99 13.40 -1.01 5.02 4.68 6.45 Co14 18 0.71 13.40 0.91 5.02 -4.20 6.45 Co14 19 0.71 13.40 -1.01 5.02 4.68 6.45 Co14 20 0.97 13.40 0.91 5.02 -4.20 6.45 Co14 21 0=.97 13.40 -1.01 5.02 4.68 6.45 Co14 22 0.71 13.40 0.91 5.02 -4.20 6.95 Co14 23 0.71 13.40 -1.01 5.02 4.68 6.45 Co14 24 1.00 13.40 '0.91 5.02 -4.20 6.45 Co14 25 0.62 13.40 0.91 5.02 -4..20 6.45 Co14 26 1.00 13.40 -1.01 5.02 4.68 6.45 Co14 27 0.62 13.40 -1.01 5.02 4.68 6.45 Co14 28 -0.06 40.49 0.91 5.02 -4.20 6.45 Co14 29 -0.06 40.49 -L.01 5.02 4.68 .6.45 Co14 30 -0.34 40.49 0.91 5.02 -4.20 6.45 Co14 31 .-0.34 40.49 -1.01 5.02 4.68 6.45 Co14 32 -0.08 40.49 0.91 5.02 -4.20 6.45' Co14 33 -0.08 40.49 '-1:01 5.02 4.68 6.45 Co14 34 -0.34 •40.49 0.91 5.02 -4.20 6.45 06/06/16 RHW Page 67 of 202 Page 68 Of 189 Co14 35 -0.34 40.49 -1.01 5.02 4.68 6.45 Co14 36 0.03 13.40 0.91 5.02 -4.20 6.45 Co14 37 -0.43 40.49 0.91 5.02 -4.20 6.45 Co14 38 0.03 13.40 -1.01 5.02 4.68 6.45 Co14 39 -0.43 40.49 -1.01 5.02 4.68 6.45 Co14 40 -0.76 40.49 1.21 5.02 -5.60 6.45 Co14 41 -0.76 40.49 -1.34 5.02 6.24 6.45 Co14 42 -1.12 40.49 1.21 5.02 -5.60 6.45 Co14 43 -1.12 40.49 -1.34 5.02 6.24 6.45 Co14 44 -0.78 40.49 1.21 5.02 -5.60 6.45 Co14 45 -0.78 40.49 -1.34 5.02 6.24 6.45 Co14 46 -1.12 40.49 1.21 5.02 -5.60 6.45 Co14 47 -1.12 40.49 -1.34 5.02 6.24 6.45 Co14 48 -0.74 40.49 1.21 5.02 -5.60 6.45 Co14 49 -1.25 40.49 1.21 5.02 -5.60 6.45 Co14 50 -0.74 40.49 -1.34 5.02 6.24 6.45 Co14 51• 71.25 40.49 -1.34 5.02 6.24 6.45 Co14 52 0.68 13.40 0.00 5.02 0.00 7.10 Co14 53 0.80 13.40 0.00 5.02 0.00 7.10 Co14 54 0.68 13.40 0.00 5.02 0..00 7.10 Co14 55 0.78 13.40 0.00 5.02 0.00 7.10 Co14 56 0.10 13.40 0.00 5.02 0.00 7.10 Co14 57 0.22 13.40 0.00 5.02 0.00 7.10 Co14 58 0.74 13.40 0.00 5.02 0.00 7.10 Co14 59 0.74 13.40 0.00 5.02 0.00 7.10 Co14 60 0.73 13.40 0.00 5.02 0.00 7.10. Co14 61 0.73 13.40 0.00 5.02 0.00 7.10 Co14 62 0.16 13.40 .0.00 5.02 0.00 7.10 Co14 63 0.16 13.40 0.00 5.02 0.00 7.10 ------ ----- Rafl ---- 1 ------ 0.71 ------ 103.11 ------ 8.47 ------ 13.96 ------ 87.44 86.15 Rafl 2 0.26 103.11 3.12 13.96 33.19 86.15 Rafl 3 0.15 103.11 4.41 13.96 49.76 86.15 Raft 4 1.48 103.11 5.08 13.96 49.80 86.15 Rafl 5 0.23 103.11 4.77 13.96 49.78 .86.15 Rafl 6 1.57 103.11 5.44 13.96 49.82 86.15 Rafl 7 0.64 103.11 6.23 13.96 73.83 86.15 Rafl 8 0.59 103.11 7.13 13.96 73.88 86.15 Rafl 9 -0.23 194.09 '0.57 13.96 9.08 81.57 Rafl 10 1.15 103.11 1.07 13.96 9.12 86.15 Rafl 11 -0.14 194.09 0.76 13.96 9.09 86.15 Rafl 12 1.23 103.11 1.43 13.96 9.13 86.15 Rafl 13 0.31 103.11 2.40 13.96 33.14 86.15 Rafl 14 0.26 103.11 3.12 13.96 33.19 86.15 Rafl 15 -0.47 194.09 -1.96 13.96 -12.25 86.15 Rafl 16 1.32 103.11 -1.06 13.96 -12..20 86.15 Rafl 17 -0.35 194.09 -1.48 13.96 -12.23 86.15 Rafl 18, 1.44 103.11 -0.79 13.96 -12.18 82.70 Rafl 19 0.20 103.11 1.27 13.96 19.84 75.99 Raft 20 0.14 103.11 1.68 13.96 19.91 86.15 Rafl 21 0.46 103.11 3.36 13.96 35.85 86.15 Rafl 22 3.05 103.11 3._38 13.96 35.85 86.15 Rafl 23 0.40 103.11 3.30 13.96 35.19 86.15 Rafl 24 2.33 103.11 3.31 13.96 35.19 86.15 Rafl 25 0.34 103.11 1.44 13.96 17.25 86.15 Rafl 26 2.89 103.11 1.46 13.96 17.25 86.15 Rafl 27 0.42 103.11 5.04 13.96 33.27 86.1.5 Rafl 28 0.21 103.11 2.49 13.96 33.19 86.15 Raft 29 0.36 103.11 4.34 13.96 33.27 86.15 Raft 30 0.23 103.11 2.55 13.96 33.19 86.15 06/06/16 RHW Page 68 of 202 Page 69 Of 189 Raf2 1 0.57 103.11 6.84 13.96 55.13 86.15 Raf2 2 0.22 103.11 2.58 13.96 21.17 86.15 Raf2 3 -1.39 194.09 3.77 13.96 32.51 86.15 Raf2 4 1.37 103.11 3.91 13.96 30.82 86.15 Raf2 5 -0.50 194.09 3.91 13.96 31.47 86.15 Raf2 6 1.45 103.11 4.05 13.96 29.78 86.15 Raf2 7 0.53 103.11 5.59 13.96 48.88 86.15 Raf2 8 0.48 103.11 5.78 13.96 46.64 86.15 Raf2 9 -1.35 194.09 1.09 13.96 7.03 86.15 Raf2 10 1.10 103.11 1.110 13.96 5.35 86.15 Raf2 11 -0.46 194.09 0.71 13.96 6.00 86.15 Raf2 12 1.25 101.21 1.48 13.96 4.31 86.15 Raf2 13 0.26 103.11 2.91 13.96 23.41 86.15 Raf2 14 0.22 103.11 2.58 13.96 21.17 86.15 Raf2 15 -1.78 194.09 -2.04 13.96 -5.67 86.15 Raf2 16 1.31 103.11 -0.97 13.96 -7.92 86.15 Raf2 17 -0.60 194.09 -1.53 13.96 -7.05 86.15 Raf2 18 1.54 101.21 -1.38 13.96 -9.30 86.15 Raf2 19 -0.39 194.09 3.54 13.96 16:16 86.15 Raf2 20 0.13 103.11 1.52 13.96 13.17 86.15 Raf2 21 -1.88 194.09 2.76 13.96 22.93 86.15 Raf2 22 2.80 103.11 2.81 13.96 22.79 86.15 Raf2 23 -1.37 194.09 2.72° 13.96 22.49 86.15 Raf2 24 2.14 103.11 2.76 13.96 22.38 86.15 Raf2 25 -1.98 194.09 1.29 13.96 11.49 86.15 Raf2 26 2.68 103.11 1.34 13.96 11.35 86.15 Raf2 27 0.29 103.11 3.43 13.96 15.40 86.15 Raf2 28 0.39 101.21 4.64 13.96 23.84 86.15 Raf2 29 0.40 101.21 4.83 13.96 18.36 86.15 Raf2 30 0.39 101.21 4.46 13.96 23.55 86.15 Raf3 1 0.50 101.21 -5.98 13.96 24.98 .86.15 Raf3 2 0.17 101.21 -2.02 13.96 8.52 86.15 Raf3 3 -1.44 194.09 -3.20 13.96 13.38 86.15 Raf3 4 0.60 101.21 -4.72 13.96 19.09 86.15 Raf3 5 -0.43 194.09 -2.67 13.96 11.58 86.15 Raf3 6 1.53 101.21 -4.19 13.96 17.29 86.15 Raf3 7 -0.38 194.09 -3.36 13.96 14.54 86.15 Raf3 8 0.42 101.21 -4.99 13.96 20.87 86.15 Raf3 9 -1.36 194.09 -0.23 13.96 -1.06 86.15 Raf3 10 0.35 101.21 -1.75 13.96 6.75 86.15 Raf3 11 -0.43 194.09 -0.39 13.96 1.04 86.15 Raf3 12 1.28 101.21 -1.22 13.96 4.94 86.15 Raf3 13 -0.27 194.09 -0.39 13.96 2.19 86.15 Raf3 14 0.17 101.21 -2.02 13.96 8.52 86.15 Raf3 15 -1.83 194.09 1.69 13.96 -6.81 86.15 Raf3 16 0.31 101.21 0.45 13.96 -1.25 86.15 Raf3 17 -0.59 194.09 2.40 13.96 -9.22 86.15 Raf3 18 1.65 103.11 0.37 13.96 -1.60 86.15 Raf3 19 -0.38 194.09 1.47 13.96 -5.27' 86.15 Raf3 20 0.06 101.21 -0.70 13.96 3.17 86.15 Raf3 21 -1.36 194.09 -2.26 13.96 9.63 86.15 Raf3 22 1.42 101.21 -2.10 13.96 8.78 86.15 Raf3 23 -1.00 194.09 -2.20 13.96 9.35 86.15 Raf3 24 1.06 101.21 -2.08 13.96 8.72 86.15 Raf3 25 -1.37 194.09 -0.69 13.96 -3.40 86.15 Raf3 26 1.40 101.21 -0.53 13.96 2.32 86.15 Raf3 27 0.20 103.11 3.77 13.96 10.97 86.15 Raf3 28 0.45 101.21 -5.35 13.96 18.81 86.15 Raf3 29 0.43 101.21 -5.17 13.96 17.72 86.15 Raf3 30 0.48 101.21 -5.54 13.96 22.34 86.15 06/06/16 RHW Page,69 of 202 Page 70 Of 189 STRENGTH RATIO: Load Axial+ Shear+ Control Id Id Axial Shear Moment Moment Moment UC ----- Coll ---- 1 ----- 0.25 ----- 0.00 ------ 0.00 ------ 0.25 ------ ------- _ 0.25 Coll 2 0.66 0.00 0.00 0.66 0.66 Coll 3 0.56 0.00 0.00 0.56 0.56 Coll 4 0.01 0.16 0.37 0.36 0.26 0.36 Coll 5 0.10 0.18 0.43 0.52 0.29 0.52 Coll 6 0.06 0.16 0.37 0.43 0.26 0.43 Coll 7 0.19 0.18 0.43 0.63 0.29 0.63 Coll 8 0.01 0•.16 0.37 0.36 0.26 0.36 Coll 9 0.10 0.18 0.43 0.52 0.29 0.52 Coll 10 0.07 0.16 0.37 0.44 0.26 0.44 Coll 11 0.20 0.18 0.43 0.64 0.29 0.64 Coll 12 0.19 0.16 0.37 0.57 0.26 0.57, Coll 13 0.20 0.16 0.37 0.58 0.26 0.58 Coll 14 0.32 0.18 0.43 0.76 0.29 0.76 Coll 15 0.33 0.18 0.43 0.77 0.29 0.77 Coll 16 0.36 0.12 0.28 0.64 0.19 0.64 Coll 17 0.45 0.13 0.32 0.79 0.21 0.79 Coll 18 0.43 0.12 0.28 0.72 0.19 0.72 Coll 19 0.52 0.13 0.32 0.86 0.21 0.86 Coll 20 0.36 0.12 0.28 0.64 0.19 0.64 Coll 21 0.45 0.13 0.32 0.79- 0.21 0.79 Coll 22 0.43 0.12 0.28 0.72 0.19 0.72 Coll 23 0.53 0.13 0.32 0.87 0.21 0.87 Coll 24 0.52 0.12 0.28 0.81 0.19 0.81 Coll 25 0.53 0.12 0.28 0.82 0.19 0.82 Coll 26 0.62 d.13 0.32 0.96 0.21 0.96 Coll 27 0.63 0.13 0.32 0.97 0.21 0.97 Coll 28 0.05 0.12 0.28 0.33 0.19 0.33 Coll 29 0.15 0.13 0.32 0.46 0.21 0.46 Coll 30 0.12 0.12 0.28 0.39 0.19 0.39 Coll 31 0.22 0.13 0.32 0.54 0.21 0.54 Coll 32 "0.05 0.12 0.28 0.33 0.19 0.33 Coll 33 0.15 0.13 0.32 0.46 0.21 0.46 Coll 34 0.13 0.12 0.28 0.40 .0.19 0.40 Coll 35 0.22 0.13 0.32 0.55 0.21 0.55 Coll 36 0.22 0.12 0.28 0.50 0.19 0.50 Coll 37 0.22 0.12 0.28 0.51• 0.19 0.51 Coll 38 0.31 0.13 0.32 0.64 0.21 0.64 Coll 39 0.32 0.13 0.32 0.65 0.21 0.65 Coll 40 0.05 0.16 0.37 0.33 0.26 0.33 Coll 41 0.00 0.18 0.43 0.43 0.29 0.43 Coll 42 0.01 0.16 0.37 0.36 0.26 0.36 Coll 43 0.10 0.18 0.43 0.52 0.29 0.52 Coll 44 0.05• 0.16 0.37 0.33 0.26 0.33 Coll 45 0.00 0.18 0.43 0.43 0.29 0.43 Coll 146 0.01 0.16 0.37 0.36 0.26 0.36 Coll 47 0.11 0.18 0.43 0.53 0.29 0.53 Coll 48 0.10 0.16 0.37 0.46 0.26 0.46 Coll 49 0.11 0.16 0.37 0.47 0.26 0.47 Coll 50 0.22 - 0.18 0.43 0.66 0.29 0.66 Coll 51 0.23 0.18 0.43 0.67 0.29 0.67 Coll 52 0.27 0:00 0.00 0.27 0.27 Coll 53 0.41 0•.00 0.00 0.41 0.41 Coll 54 0.26 0.00 0.00 0.26 0.26 Coll 55 0.37 0.00 0.00 0.37 0.37 06/06/16 RHW Page 70 of 202 Coll 56 0.12 0.00 0.00 0.12 0.12 Coll 57 0.27 0.00 0..00 0.27 0.27 Coll 58 0.27 0.00 0.00 0.27. 0.27 Coll 59 0.54 0.00 0.00 0.54 _ 0.54 Coll 60 0.26 0.00 0.00 0.26 0.26 Coll 61 0.47 0.00 0.00 0.47 0.47 Coll 62 0.12 0.00 0.00 0.12 0.12 Coll 63 0.39 0.00 0.00 0.39 0.39 Co12 1 0.01 0.00 0.00 0.01 0.01 Co12 2 0.07 0.00 0.00 0.07 0.07 Co12 3 0.06 0.00 0.00 0.06 0.06 Co12 4 0.04 0.34 0.94 0.90 0.64.* 0.90 Co12 5' 0.04 0.36 1.00 0.97 0.68 0.97 Co12 6 0.04 0.34 0.94 0.90 0.64 0.90 Co12 7 0.04 0.36 1.00 0.97 0.68• 0.97•- Co12 8 0.03 0.34 0.94 0.91 0.64 0.91 Co12 9 0.03 0.36 1.00 =0.97 0.68 0.97 Co12 10 0.04 0.34 0.94 0.90 0.64 0.90 Co12 11 0.04 0.36 1.00 0.97 0.68 0.97 Co12 12 0.09 0.34 0.94 0.85 0.64 0.85 Co12 13 0.07 0.34 0.94 0.87 0.64 0.87 Co12 14 0.09 0.36 1.00 0.91 0.68 0.91. Co12 15 0.07 0.36 1.00 °0.93 0.68 0.93 Co12 16 0.03 0.25 0.70 0.73 0.48 0.73 Co12 17 0.03 0.27 0:75 0.77 .0.51 0.77 ` Co12 18 0.03 0.25 0.70 0.73 0.48 0.73 Co12 19 0.03 0.27 0.75 0.7-7• 0.51 0.77 Co12 20 0.03 0.25 0.70 0.73 0.48 0.73 Co12 21 10.013 0.27 0.75 0:78 0.51 0.78 Co12 22 0.03 0.25 0.70 0.73 0.48' 0.73. Co12 23 0.03 0.27 0.75 '0.77 0:51 0.77 Co12 24 0.03 0.25 0.70 0.67 0.48 0.671 Co12 25 0.02 0.25 0.70 0.69 0:48 0.69 Co12 26 0.03 0.27 0.75 0.72 0:51 0.72- Co12 27 0.02 0.27 0.75 0.73 0.51 0.73 Co12 28 0.01 0.25 0.70 0.70 0.48 0.70 Co12 29 .0.01' 0.27 0.75 0.74 0.51. 0.74 , Co12 30 ,0.01 0.25 0.70 0.70 0.48 0.70 Co12 31 0.01 0.27 0.75 0.74 0.51 0.74 Co12 32 0.01 0.25 0.70 0.70 0.48 0.70 Co12 33 0.01 0.27 0.75• 0.75 0.51 0.75 Co12 34 0.01 0.25 0.70 0.70 0.48 0.70-, Co12 35 0.01 0.27 0.75 0.74 0.51 0.74 Co12 36 0.05 0.25 0.70 0.65 0.48 0.65 Co12 37 0.04 0.25 0.70 0.67 0.48 .0.67 Co12 38 0.05 0.27 0.75 0.70 0.51 0.70 Co12 39 0.04 0.27 0.75 0.72 0.51 0.72 Co12 40 0.03 0.34 0.94 0.91 0.64 0.91' Co12 41 0.03 0.36 1.00 0.97 0.68 0.97 Co12 42 0.03 0.34 '0.94 0.91. 0.64 0.91. Co12 43 0.03 0.36 1:00 0.97 0.68 0.97 Co12 44 0.03 0.34 0.94 0.91 0.64 0.91 Co12 45 0.03 0.36 1.00 0.98 0.68 0-.98 Co12 46 0.03 0.34 0.94 0:91 0.64 0.91 Co12 47 0.03 0.36 1.00 0.97'. 0.68 0.97 Co12 48 0.09 0.34 0.94 0.85 0.64 0.85 Co12 49 0.06 0.34 0.94 0.88 0.64 0.88 Co12 50 0.09 0.36 1.00 0.92 •0.68 0.92' Co12 51 0.06 0.36 1.00 0.94 0:68 0.94 Co12 52 0.14 0.00 0.00 0:14 0.14 06/06/16 _ RHW Page 71 Of 189 Page 71 of 202 Y Page 71 of 202 Page 72 Of 189 Co12 53 0.01 0.00 0.00 0.01 0.01 Co12 54 0.11 0.00 0.00 0.11 0.11 Co12 55 0.01 0.00 0.00 0.01 0.01 Co12 56 0.10 0.00 0.00 0.10 0.10 Co12 57 0.01 0.00 0.00 0.01 0.01 Co12 58 0.02 0.00 0.00 0.02 0.02 Co12 59 0.02 0.00 0.00 0.02 0.02 Co12 60 0.02 0.00 0.00 0.02 0.02 Co12 61 0.02 0.00 0.00 0.02 0.02 Co12 62 0.01 0.00 0.00 0.01 0.01 Co12 .63 0.01 0.00 0.00 0.01 0.01 Co13 1 0.13 0.00 0.00 0.13 0.13 Co13 2 0.39 0.00 0.00 0.39 0.39 Co13 3 0.32 0.00 0.00 0.32 0.32 Co13 4 0.03 0.34 0.94 0.91 0.64 0.91 Co13 5 0.03 0.36 1.00 ,0.97 0.68 0.97 Co13 6 0.05 0.34 0.94 0.89 0.64 0.89 Co13 7 0.05 0.36 1.00 0.95 0.68 0.95 Co13 8 0.03 0.34 0.94 0.91 0.64 0.91 Co13 9 0.03 0.36 1.00 0.97 0.68 0.97 Co13 10 0.05 0.34 0.94 0.89 0.64 0.89 Co13 11 0.05 0.36 1.00 0.95 0.68 0.95 Co13 12 0.03 0.34 0.94 0.91 0.64 0.91 Co13 13 0.05 0.34 0.94 0.89 0.64 0.89 Co13 14 0.03 0.36 1.00 0.97 0.68 0.97 Co13 15 0.05 0.36 1.00 0.96 0.68 0.96 Co13 16 0.21 0.25 0.70 0.94 0.48 0.94 Co13 17 0.21 0.27 0.75 0.99 0.51 0.99 Co13 18 0.17 0.25 0.70 0.89 0.48 0.89 Co13 19 0.17 0.27 0.75 0.94 0.51 0.94 Co13 20 0.21 0.25 0.70 0.94 0.48 0.94 Co13 21 0.21 0.27 0.75 0.99 0.51 0.99 Co13 22 0.17 0.25 0.70 0.89 0.48 0.89 Co13 23 0.17 0.27 0.75 0.94 0.51 0.94 Co13 24 0.22 0.25 0.70 0.95 0.48 0.95 Co13 25 0.18 0.25 0.70 0.91 0.48 0.91 Co13 26 0.22 0.27 0.75 1.00 0.51 1.00 Co13 27 0.18 0.27 0.75 0.96 0.51 0.96 Co13 28 0.02 0.25 0.70 0.72 0.48 0.72 Co13 29 0.02 0.27 0.75 0.77 0.51 0.77 Co13 30 0.01 0.25 0.70 0.70 0.48 0.70 Co13 31 0.01 0.27 0.75 0.74 0.51 0.74 Co13 32 0.02 0.25 0.70 0.72 0.48 0.72 Co13 33 0.02 0.27 0.75 0.77 0.51 0.77 Co13 34 0.01 0.25 0.70 0.70 0.48 0.70 Co13 35 0.01 0.27 0.75 0.74 0.51 0.74 Co13 36 0.03 0.25 0.70 0.73 0.48 0.73 Co13 37 0.00 0.25 0.70 0.70 0.48 0.70 Co13 38 0.03 0.27 0.75 0.77 0.51 0.77 Co13 39 0.00 0.27 0.75 0.75 0.51 0.75 Col3 40 0.04 0.34 0.94 0.90 0.64 0.90 Co13 41 0.04 0.36 1.00 0..96 0.68 0.96 Co13 42 0.06 0.34 0.94 0.88 0.64 0.88 Co13 43 0.06 0.36 1.00 0.94 0.68 0.94 Co13 44 0.04 0.34 0.94 0.90 0.64 0.90 Co13 45 0.04 0.36 1.00 0.96 0.68 0.96 Co13 46 0.06 0.34 0.94 0.88 0.64 0.88 Co13 47 0.06 0.36 1.00 0.94 0.68 0.94 Co13 48 0.04 0.34 0.94 0.90 0.64 0.90 C013 49 0.06 0.34 0.9.4 0.88 0.64 0.88 06/06/16 RHW Page 72 of 202 Page 73 Of 189 C013 50 0.04 0.36 1.00 0.96 0.68 0.96 Co13 51 0.06 0.36 1.00 0.94 0.68 0:94 Co13 52 0.15 0.00 0.00 0.15 0.15 Co13 53 0.14 0.00 0.00 0.14 0.14 Co13 54 0.14 0.00 0.00 0.14 0.14 Co13 55 0.14 0.00 0.00 0.14 0.14 Co13 56 0.04 0.00 0.00 0.04 0.04 Co13 57 0.04 0.00 0.00 0.04 0.04 Co13 58 0.14 0.00 0.00 0.14 0.14 Co13 59 0.14 0.00 0.00 0.14 0.14 Co13 60 0.14 0.00 0.00 0.14 0.14 Co13 61 0.14 0.00 0.00 0.14 0.14 Co13 62 0.04 0.00 0.00 0.04 0.04 Co13 63 0.04 0.00 0.00 0.04 0.04 Co14 1 0.05 0.00 0.00 0.05 0.05 Co14 2 0.15 0.00 0.00 0.15 0.15 Co14 3 0.12 0.00 0.00 0.12 0.12 Co14 4 0.02 0.24 0.87 0.85' 0.60 0.85 Co14 5 0.02 0.27 0.97 0.95 0.67 0.95 Co14 6 0.03 0.24 0.87 0.84 0.60 0.84 Co14 7 0.03 0.27 0.97 0.94 0.67 0.94 Co14 8 0.02 0.24 0.87 0.85 0.60 0.85 Co14 9 0.02 0.27 0.97 0.95 0.67 0.95 Co14 10 0.03 0.24 0.87 0.84 0.60 0.84 Co14 11 0.03 0.27 0.97 0.94 0.67 0.94 Co14 12 0.02 0.24 0.87 0.85 0.60 0.85 Co14 13 0.03 0.24 0.87 0.84 0.60 0.84 Co14 14 0.02 0.27 0.97 0.95 0.67 0.95 Co14 15 0.03 0.27 0.97 0.94 0.67 0.94 Co14 16 0.07 0.18 0.65 0.72 0.45 0.72 Co14 17 0.07 0.20 0.72 0.79 0.50 0.79 Co14 18 0.05 0.18 0:65 0.70 0.45 0.70 Co14 19 0.05 0.20 0.72 0.77 0.50 0.77 Co14 20 0.07 0.18 0.65 0.72 0.45 0.72 Co14 21 0.07 0.20 0.72 0.79 0.50 0.79 Co14 22 0.05 0.18 0.65 0.70 0.45 01.70 Co14 23 0.05 0.20 0.72 0.77 0.50 0.77 Co14 24 0.07 0.18 _ 0.65 0.72 0.45 0.72 Co14 25 0.05 0.18 0.65 0.69 0.45 0.69 Co14 26 0.07 0.20 0.72 0.79 0.50 0.79 Co14 27' 0.05 0.20 0.72 0.77 0.50 0.77 C014 28 0.00 0.18 0.65 0.65 0.45 0.65 Co14 29 0.00 0.20 0.72 0.72 0.50 0.72 Co14 30 0.01 0.18 0.65 0.64 0.45 0.64 Co14 31 0.01 0.20 0.72 0.72 0.50 0.72 Co14 32 0.00 0.18 0.65 0.65 0.45 0.65 Co14 33 0.00 •0.20 0.72 0.72 0.50 0.72 Co14 34 0.01 0.18 0.65 0.64 0.45 0.64' Co14 35- 0.01 0.20 0.72 0.72 0.50 0.72 Co14 36 0.00 0.18 0.65 0.65 0.45 0.65 Co14 37 0.01 0.18 0.65 0.64 0.45 0.64 Co14 38 0.00 0.20 0.72 0.72 0.50 0.72- Co14 39 0.01 0.20 0.72 0.72 0.50 0.72 Co14 40 0.02 0.24 0.87 0.85 0.60 0.85 Co14 41 0.02 0.27 0.97 0.95 0.67 0.95 Co14 42 0.03 0.24 0.87 0.84 0.60 0_.84 Co14 43 0.03 0.27 0.97 0.94 0.67 0.94 Co14 44 0.02 0.24 0.87 0.85 0.60 0.85 Co14 45 0.02 0.27 0.97 0.95 0.67 0.95 Co14 46 0.03 0.24 0.87 0.84 0.60 0.84- 06/06/16 RHW Page 73 of 202 Co14 .47 0.03 0.27 0.97 0.94 .0.6.7 0.94 Co14 ''48 0.02 0.24 0.87• 0.85 0.60 , 0.85 Co14 49 0.03 0.24 0.87 0.89 0.60 0.84 Co14 50 0.02 0.27 0.97 0.95 •0.67, 0.95 Co14 51 0.03 0.27 0.97 0.94 0.67 0.94 Co14 52 0.05 0.00 0.00 0.05 0.05 Co14 53 0.06 -0.00 0.00 0.06 0.06 Co14 54, 0.05 0.00: 0.00 0.05 0.05. Co14 55 0.06 0.00 0.00 0.06 0.06 Co14 56 0.01 •0.00 0.00 0.01 0.01 Co.14 57 0.02 0.00 0.00 0.02 0.02 . Co14 58 0.06 0.00 0.00 0.06 0.06 Co14 59 0.06 0.00 0.00 0.06 0.06 Co14 60 0.05 0.00 0.00 0.05 0.05. Co14 61 0.05 0.00 0.00 0.05 0.05' Co14 62 0:01 0.00 0.00 0.01 0.01 ' Co14 63 0.01 .0.00 0.00 0.01 0.01 Rafl 1 0.01 0.61 1.01 1.02 1.02 Rafl 2 0.00 0.22 0.39 0.39 0-.39 Rafl 3 0.00 0.32 0.58 0.'58 0.58 Rafl 4 0.01 0.36 0.58 0.59 0.59 Rafl 5 0.00 0.34 0.58 0.58 0.58 Rafl 6 0.02 0.39 0.58 0.59 0.59 Rafl 7 0.01 0.45 0.86 0.86 0.86 Rafl 8 0.01 0.51 0.86 0.86 0.86 Rafl 9 "0.00 0.04 0.11 0.11 0.11 Raft 10 0.01 0.08 0.11 0.11 0.11 Rafl 11 0.00 0.05 0.11 0.10 0.10 Rafl 12. 0.01 0.10 0.11 0.11 0.11 Rafl 13 0.00 0.17 0.38 0.39 0.39 , Rafl 14 0.00 0.22 0.39' 0.39 0.39 Rafl 15 0.00 0.14 0.14 0.14 0.14 Rafl 16 0.01 0.08 0'.14. 0.15 0:15 Rafl 17 •0.00 0.11 0.14 0.14 0.14 Rafl 18 0.01 0.06 0.15 0.15 0.15 Rafl 19 '" 0.00 0.09' 0:26 0.26. 0.26 Raft 20 .0.00 0.12 0.23 0.23 0.23 Rafl 21 0.00 0.24 0.42 0.42 0.42 Rafl 22 0.03 0.24 0.42 0.43 0.43 Rafl .23 0.00 0.24 0.41 0.41 0-.41 Rafl 24 0.02 0.24 0:41 0.42 0.42 Rafl 25 0.00 0.10 0.20 0.20 0.20 Rafl 26 0.03 0.10 0.20 0.21 0.21 , Rafl 27 0.00 0.36 0.39 0.39 0.39 Rafl 28• 0.00 0.18 0.39 0.39 0.39 Rafl 29 0.00 0.31 0.39'. 0.39 0.39 Rafl 30 0.00 0.18 0.39 0.39 0.39 Raf2 1 0.01 0.49 0.64 0.64 0.64 Raf2 2 0.00 0.18 0.25 0.25 0.25 Raf2 3 0.01 0.27 0.38 0.38 0.38 Raf2 4 0.01 0.28 0.36 0,36 0.36 Raf2 5 0.00 -0.28 0.37 0.37 0.37 Raf2 6 0.01 0.29 0.35 0.35 0.35 Raf2 7 0.01 4 0.40 0.57 0.57 0.57 Raf2 8 0.00 0.41 0.54 0.54 0.54 Raf2 9 0.01 0.08 0.08 0.08 0.08 Raf2 10° 0.01 0.08 0.06 0.07 0.08 Raf2 11 0.00 0.05 0.07 0.07 0.07 Raft 12 0.01 0.11 0.05 0.06 0.11 06/06/16 - RHW Page 74 Of 189 r Page 75 Of 189 Raf2 13 0.00 0.21 0.27 0.27 0.27 Raf2 14 0.00 0.18 0.25 0.25 0.25 •Raf2 15 0.01 0.15 0.07 0.06 0.15 Raf2 16 0.01 0.07 0.09 0.10 0.10 Raf2 17 0.00 0.11 0.08 0.08, 0.11 Raf2 18 0.02 0.10 0.11 0.11 0.11 Raf2 19 0.00 0.25 0.19 0.19 0.25 Raf2 20 0.00 0.11 0.15 0.15 0.15 Raf2 21 0.01 0.20 0.27 0.27 0.27 Raf2 22 0.03 0.20 0.26 0.28 0.28 Raf2 23 0.01 0.19 0.26 0.26' 0.26 Raf2 24 0.02 0.20 0.26 0.27 0.27 Raf2 25 0.01 0.09 0.13 0.13 0.13 Raf2 26 0.03 0.10 0.13 0.14 0.14 Raf2 27 0.00 0.25 0.18 0.18 0.25 Raf2 28 0.00 0.33 0.28 0.28 0.33 Raf2 29 0.00 0.35 0.21 0.21 0.35 Raf2 30 0.00 0.32 0.27 0.27 0.32 Raf3 1 0.00 0.43 0.29 0.29 0.43 Raf3 2 0.00 0.14 0.10 0.10 0.14 Raf3 3 0.01 0.23 0.16 0.15 0.23 Raf3 4 0.01 0.34 0.22 0.22 0.34 Raf3 5 0.00 0.19 0.13 0.13 0.19 Raf3 6 0.02 0.30 0.20 0.21 0.30 Raf3 7 0.00 0.24 0.17 0.17 0.24 Raf3 8 0.00 0.36 0.24 0.24 0.36 Raf3 9 0.01 0.02 0.01 0.01 0.02 Raf3 10 0.00 0.13 0.08 0.08 0.13 Raf3 11 0.00 0.03 0.01 0.01 0.03 Raf3 12 0.01 0.09 0.06 0.06 0.09 Raf3 13 0.00 0.03 0.03 0.02 0.03 Raf3 14 0.00 0.14 0.10 0.10 0.14 Raf3 15 0.01 0.12 0.08 0.07 0.12 Raf3 16 0.00 0.03 0.01 0.02 0.03 Raf3 17 0.00 0.17 0.11 0.11 0.17 Raf3 18 0.02 0.03 0.02 0.03 0.03 Raf3 19 0.00 0.11 0.06 0.06 0.11 Raf3 20 0.00 0.05 0.04 0.04 0.05 Raf3 21 0.01 0.16 0.11 0.11 0.16" Raf3 22 0.01 0.15 0.10 0.11 0.15 Raf3 23 0.01 0.16 0.11 0.11 0.16 Raf3 24 0.01 0.15 0.10 0.10 •0.15 Raf3 25 0.01 0.05 0.04 0.03 0.05 Raf3 26 0.01 0.04 0.03 0.03 0.04 Raf3 27 0.00 0.27 0.13 0.13 0.27 Raf3 28 0.00 0.38 0.22 0.22 0.38 Raf3 29 0.00 0.37 0.21 0.21 0.37 Raf3 "30 0.00 0.40 0.26 0.26 0.40 COLUMN REACTIONS: Load In Plane Out Plane Id Id Vert(k ) Horz(k ) Horz(k ) Coll 1 6.42 0.00 0.00 Coll 2 16.99 0.00 0.00 Coll 3 14.35 0.00 0.00 Coll 4 -5.24 0.97 -5.74 Coll 5 1.28 0.97 1.34 Coll 6 -1.62 0.00 -5.74 06/06/16, RHW Page 75 of 202 Page 76 Of 189 Coll 7 4.90 0.00 1.34 Coll 8 -5.48, 1.16 -5.74 Coll 9 1.05 1.16 1.34 Coll 10 -1.39 0.00 -5.74 Coll 11 5.14 0.00 1.34 Coll 12 1.63 0.00, -5.74 Coll 13 1.67 0.18 -5.74 Coll 14 8.16 0.00 1.34 Coll 15 8.20 0.18 1.34 Coll 16 5.89 0.73 -4.30 Coll 17 10.78 0.73 1.01 Coll 18 8.60 0.00 -4.30 Coll 19 13.50 0.00 .1.01 Coll 20 5.71 0.87 -4.30 Coll 21 10.61 0.87 1.01 Coll 22 8.78 0.00 -4.30 Coll 23 13.67 0.00 1.01 Coll 24 11.04 0.00 -4.30 Coll 25 11.07 0.13 -4.30 Coll 26 15.94 0.00 1.01 Coll 27 15.97 0.13 1.01 Coll 28 -2.04 0.73 -4.30 Coll 29 2.85 0.73 1.01 Coll 30 0.67 0.00 -4.30 Coll 31 5.57 0.00 1.01 Coll 32 -2.22 0.87 -4.30 Coll 33 2.68 0.87 1.01 Coll 34 0.85 0.00 -4.30 Coll 35 5.74 0.00 1.01 Coll 36 3.11 0.00 -4.30' Coll 37 3.14 0.13 -4.30. Coll 38 8.01 0.00 1.01 Coll 39 8.04 0.13 1.01 Coll 40 -7.66 0.97 -5.74 Coll 41 71.13 0.97 1.34 Coll 42 -4.04 0.00 -5.74 Coll 43 2.49 0.00 1.34 Coll 44 -7.90 1.16 -5.74 Coll 45 -1.37 1.16 1.34 Coll 46 -3.81 0.00 -5.74 Coll 47 2.72 0.00 1.34 Coll 48 -0.79 0.00 -5.74 Coll 49 =0.74 0.18 -5.74 Coll 50 5.74 0.00 1.34 Coll 51 5.79 0.18 1.34 Coll 52 3.40 2.79 0.00 Coll 53 10.70 0.00 0.00 Coll 54 4.18 2.08 0.00 Coll 55 9.60 0.00 0.00 Coll 56 -0.39 2.79 0.00 Coll 57 6.91 0.00 0.00 .Coll 58 -0.10 0.00 -9.77 Coll 59 13.97 0.00 0.00 Coll 60 1.58 0.00 -7.26 Coll 61 12.03 0.00 0.00 Coll 62 -3.89 0.00 -'9.77 Coll 63 10.18 0.00 0.00 Co12 1 0.41 0.00 0.00 Co12 2 2.07 0.00 0.00 Co12 3 1.65 0.00 0.00 '06/06/16 RHW Page 76 of 202. Co12 4 -2.39 Co12 5 -2.39 Co12 6 -4.22 Co12 7 -4.22 Co12 8 -2.16 Co12 9 -2.16 Co12 10 -4.45 Co12 11 -4.45 Co12 12 -6.67 Co12 13 -4.92 Co12 14 -6.67 Co12 15 -4.92 Co12 16 0.74 Co12 17 0.74 Co12 18 -0.63 Co12 19 -0.63 Co12 20 0.92 Co12 21 0.92 Co12 22 -0.80 Co12 23 -0.80 Co12 24 -2.47 Co12 25 -1.15 C012 26 -2.47 Co12 27 -1.15 Co12 28 -0.51 Co12 29 -0.51 Co12 30 -1.87 Co12 31 -1.87 Co12 32 -0.33 Co12 33 -0.33 Co12 34 -2.05 Co12 35 -2.05 Co12 36 -3.71 Co12 37 -2.40 Co12 38 -3.71' 'Co12 39 -2.40 Co12 40 -1.92 Co12 41 -1.92 Co12 42 -3.75 Co12 43 -3.75 Co12 44 -1.69 Co12 45 -1.69 Co12 46 -3.98 Co12 47 -3.98 Co12 48 -6.20 Co12 49 -4.45 Co12 50 Co12 51 -4.45 Co12 52 3.95 Co12 53 -3.31 Co12 54 3.04 Co12 55 -2.35 Co12 56 2.91 Co12 57 -4.36 Co12 58 0.44 Co12 59 0.44 Co12 60 0.43 Co12 61 0.43 Co12 62 -0.61 Co12 63 -0.61 06/06/16 0.00 -3.06 0.00 3.26 1.46 -3.06 1.46 3.26 0.00 -3.06 0.00 3.26 1.65 -3.06 1.65 3.26 0.18 -3.06 0.00 -3.06 0.18 3.26 0.00 3.26 0.00 -2.30 0.00 2.45 1.10 -2.30 1.10 2.45 0.00 -2.30 0.00 2.45 1.24 1.24 2.45 0.13 -2.30 0.00 -2.30 0.13 2.45 0.00 2.45 0.00 -2.30 0.00 2.45 1.10 -2.30 1.10 2.45 0.00 -2:30 0.00 2.45 1.24 -2.30 1.24 2.45 0.13 -2.30 0.00 -2.30 0.13 2.45 0.00 2.45 0.00 -3.06 0.00 3.26 1.46 -3.06 1.46 3.26 0.00 -3:06 0.00 3.26 1.65 -3.06 1.65 3.26 0.18 -3.06 0.00 -3.06 0.18 3.26 0.00 3.26 0.00 0.00 2.79 0.00 0.00 0.00 2.08 0.00 0.00 0.00 2.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RHW Page 77 Of 189 Page 77 of 202 Page 78 Of 189 Co13 1 3.73 0.00 0.00 Co13 2 10.83 0.00 0.00 Co13 3 9.05 0.00 0.00 Co13 4 -2.13 0.00 -3.06 Co13 5 -2.13 0.00 3.26 Co13 6 -3.56 0.00 -3.06 C013 7 -3.56 0.00 3.26 Co13 8 -2.11 0.00 -3.06 Co13 9 -2.11 0.00 3.26 Co13 10 -3.56 0.00 -3.06 Co13 11 -3.56 0.00 3.26 Co13 12 -1.82 0.00 -3.06 Co13 13 -3.10 0.00 .-3.06 Co13 14 -1.82 0.00 3.26 Co13 15 -3.10 0.00 3.26 Co13 16 5.84 0.00 -2.30 Co13 17 5.84 0.00 2.45 Co13 18 4.77 0.00 -2.30 Co13 19 4.77 0.00 2.45 Co13 20 5.86 0.00 -2.30 Co13 21 5.86 0.00 2.45 Co13 22 4.77 0.00 -2.30 Co13 23 4.77 0.00 2.45 Co13 24 6.08 0.00 -2.30 Co13 25 5.11 0.00 -2.30 Cola" 26 6.08 0.00 2.45 Co13 27 5.11 0.00. 2.45 Co13 28 0.52 0.00 -2.30 Co13 29 0.52 0.00 2:45 Co13 30 -0.55 0.00 -2.30 Co13 .31 -0.55 0.00 2.45 Co13 32 0.53 0.00 -2.30 Co13 33 0.53 0.00 2.45 Co13 34 -0.55 0.00 -2.30 Co13 35 -0.55 0.00 2.45 Co13 36 0.76 0.00 -2.30 Co13 37 -0.21 0.00 -2.30 Co13 38 0.76 0.00 2.45 Co13 39 -0.21 0.00 2.45 Co13 40 -2.99 0.00 -3.06 Co13 41 -2.99 0.00 .3.26 Co13 42 -4.43 0.00 -3.06 Co13 43 =4.43 0.00 3.26 Co13 44 -2.97 0.00 -3.06 Co13 45 -2.97 0.00 3.26 Co13 46 -4.43 0.00 -3.06 Co13 47 -4.43 0.00 3.26 Co13 48 -2.68 0.00 -3.06 Co13 49 -3.96 0.00 -3.06 Co13 50 -2.68 0.00 3.26 Co13 51 -3.96 0.00 3.26 Co13 52 4.11 0.00 0.00 Co13 53 3.95 0.00 0.00 Co13 54 4.01 0.00 0.00 Co13 55 3.90 0.00 0.00 Co13 56 1.20 0.00 0.00 Co13 57 1.04 0.00 0.00 Co13 58 4.03 0.00 0.00 Co13 59 4.03 0.00 0.00 Co13 60 3.96 0.00 0.00 06/06/16 RHW Page 78 of 202 Page 79 of 189 Co13 61 3.96 0.00 0.00 Co13 62 1.12 0.00 0.00 Co13 63 1.12 0.00 0.00 Co14 1 0.69 0.00 0.00 Co14 2 1.98 0.00 0.00 Co14 3 1.66 0.00 0.00 Co14 4 -0.59 0.00 -1.21 Co14 5 -0.59 0.00 1.34 Co14 6 -0.95 0.00 -1.21 Co14 7 -0.95 0.00 1.34 Co14 8 -0.61 0.00 -1.21 Co14 9 -0.61 0.00 1.34 ,Col4 10 -0.95 0.00 -1.21 Co14 11 -0.95 0.00 1.34 Co14 12 -0.57 0.00 -1.21 Co14 13 -1.08 0.00 -1.21 Co14 14 -0.57 0.00 1.34 Co14 15 -1.08 0.00 1.34 Co14 16 0.99 0.00 -0.91 Co14 17 0.99 0.00 1.01 Co14 18 0.71 0.00 -0.91 Co14 19 0.71 0.00 1.01 Co14 20 0.97 0.00 -0.91 Co14 21 0.97 0.00 1.01 Co14 22 0.71 0.00 -0.91 Co14 23 0.71 0.00 1.01 Co14 24 1.00 0.00 -0.91 Co14 25 0.62' 0.00 -0.91 Co14 26 1.00 0.00 1.01 Co14 27 0.62 0.00 1.01 Co14 28 0.02 0.00 -0.91 Co14 29 0.02 0.00 1.01 Co14 30 -0.26 0.00 -0.91 Co14 31 -0.26 0.00 1.01 Co14 32 .0.00 0.00 -0.91' Co14 33 0.00 0.00 1.01 Co14 34 -0.26 0.00 -0.91 Co14 35 -0.26 0.00 1.01 Co14 36 0.03 0.00 -0.91 Co14 37 -0.35 0.00 -0.91 C014 38 0.03 0.00 1.01 Co14 39 -0.35 0.00 1.01 Co14 40 -0.71 0.00 -1.21 Co14 41 -0.71 0.00 1.34 Co14 42 -1.08 0.00 -1.21 Co14 43 -1.08 0.00 1.34 Co14 44 -0.73 0.00 -1.21 Co14 45 -0.73 0.00 1.34 Co14 46 -1.08 0.00 -1.21 Co14 47 -1.08 0.00 1.34 Co14 48 -0.69 0.00 -1.21 Co14 49 -1.20 0.00 -1.21 Co14 50 -0.69 0.00 1.34 Co14 51 -1.20 0.00 1.34 Co14 52 0.68 0.00 0.00 Co14 53 0.80 0.00 0.00 Co14 54 0.68 0.00 0.00 Co14 55 0.78 0.00 0.00 Co14 56 0.10 0.00 0.00 Co14 57 0.22 0.00 0.00 '06/06/16 RHW Page 79 of 202 Co14 58 0.74 0.00 Co14 59 0.74 0.00 Co14 60 0.73 0.00 Co14 61 0.73 0.00 Co14 62 0.16 0.00 Co14 63 0.16 0.00 COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Coll 1 0.00 1.86 Coll 2 0.00 1.86 Coll 3 0.00 1.86 Coll 4 -0.14 1.86 Coll 5 0.16 1.86 Coll 6 -0.14 1.86 Coll 7 0.16 1.86 Coll 8 -0.14 1.86 Coll 9 0.16 1.86 Coll 10 -0.14 1.86 Coll 11 0.16 1.86 Coll 12 -0.14 1.86 Coll 13 -0.14 1.86 Coll 14 0.16 1.86 Coll 15 0.16 1.86 Coll 16 -0.11 1.86 Coll 17 0.12 1.86 Coll 18 -0.11 1.86 Coll 19 0.12 1.86 Coll 20 -0.11 1.86 Coll 21 0.12 1.86 Coll 22 -0.11 1.86 Coll 23 0.12 1.86 Coll 24 -0.11 1.86 Coll 25 -0.11 1.86 Coll 26 0.12 1.86 Coll 27 0.12 1.86 Coll 28 -0.11 1.86 Coll 29 0.12 1.86 Coll 30 -0.11 1.86 Coll 31 0.12 1.86 Coll 32 -0.11 1.86 Coll 33 0.12 1.86 Coll 34 -0.11 1.86 Coll 35 0.12 1.86 Coll 36 -0.11 1.86 Coll 37 -0.11 1.86 Coll 38 0.12 1.86 Coll 39 0.12 1.86 Coll 40 -0.14 1.86 Coll 41 0.16 1.86 Coll 42 -0.14 1.86. Coll 43 0.16 1.86 Coll 44 -0.14 1.86 Coll 45 0.16 1.86 Coll 46 -0.14 1.86 Coll 47 0.16 1.86 Coll 48 -0.14 1.86 06/06/16 RHW 0 Page 80 Of 189 Page 80 of 202 Coll 49 -0.14 1.86 Coll 50 0.16 1.86 Coll 51 0.16 1.86 Coll 52 0.00 1.86 Coll 53 0.00 1.86 Coll 54 0.00 1.86 Coll 55 0.00 1.86 Coll 56 0.00 1.86 Coll 57 0.00 1.86 Coll 58 0.00 1.86 Coll 59 0.00 1.86 Coll 60 0.00 1.86 Coll 61 0.00 1.86 Coll 62 0.00 1.86 Coll 63 0.00 1.86 Co12 1 0.00 1.99 Co12 2 0.00 1.99 Co12 3 0.00 1.99 Co12 4 -0.42 1.99 Co12 5 0.45 1.99 Co12 6 -0.42 1.99 Co12 7 0.45 1.99 Co12 8 -0.42 1.99 ' Co12 9 0.45 1.99 Co12 10 -0.42 1.99 Co12 11 0.45 1.99 ' Co12 12 -0.42 1.99 Co12 13 -0.42 1.99 Co12 14 0.45 1.99 Co12" 15 0.45 1.99 Co12 16 -0.32 1.99 Co12 17 0.34 1.99 Co12 18 -0.32 1.99 Co12 19 0.34 1.99 Co12 20 =0.32 1.99 Co12 21' 0.34 1.99 Co12 22 -0.32 1.99 Co12 23 0.34 1.99 Co12 24 -0.32 1.99 Co12 25 -0.32 1.99 Co12 26 0.34 1.99 Co12 27 0.34 1.99 Co12 28 -0.32 1.99 Co12 29 0.34 1.99 Co12 30 -0.32 1.99 Co12 31 0.34 1.99 Co12 32 -0.32 1.99 Co12 33 0.34 1.99 Co12 34 -0.32 1.99 Co12 35 0.34 1.99 Co12 36 -0.32 1.99 Co12 37 -0.32 1.99 Co12 38 0.34 1.99 Co12 39 0.34 1.99 Co12 40 -0.42 1.99 Co12 41 0.45 1.99 Co12 42 -0.42 1.99 Co12 43 0.45 1.99 Co12 44 -0.42 1.99 Co12 45 0.45 1.99 '06/06/16 RHW Page 81 Of 189 Page 81' of 202 Page 82 Of 189 Co12 46 -0.42 1.99 Co12 47 0.45 1.99 Co12 48 -0.42 1.99 Co12 49 -0.42 1.99 Co12 50 0.45 1.99 Co12 51 0.45 1.99 Co12 52 0.00 1.99 Co12 53 0.00 1.99 Co12 54 0.00 1.99 Co12 55 0.00 1.99 Co12 56 0.00 1.99 Co12 57 0.00 1.99 Co12 58 0.00 1.99 Co12 59 0.00 1.99 Co12 60 0.00 1.99 Co12 61 0.00 1.99 C612 62 0.00 1.99 Co12 63 0.00 1.99 Co13 1 0.00 1.99 Co13 2 0.00 1.99 Co13 3 0.00 1.99 Co13 4 -0.42 1.99 Co13 5 0.45 1.99 Co13 6 -0.42 1.99 Co13 7 0.45 1.99 Co13 8 -0.42 1.99 Co13 9 0.45 1.99 Co13 10 -0.42 1.99 Co13 11 0.45 1.99 Co13 12 -0.42 1.99 Co13 13 -0.42 1.99, Co13 14 0.45 1.99 Co13 15 0.45 1.99 Co13 16, -0.32 1.99 Co13 17 0.34 1.99 Co13 18 -0.32 1.99 Co13 19 0.34 1.99 Co13 20 -0.32 1.99 Co13 21 0.34 1.99 Co13 22 -0.32 1.99 Co13 23 0.34 1.99 Co13 24 -0.32 1.199 Co13 25 -0.32 1.99 Co13 26 0.34 1.99 Co13 27 0.34 1.99 Co13 28 -0.32 1.99 Co13 29 0.34 1.99 Co13 30 -0.32 1.99 Co13 31 0.34 1.99 Co13 32 -0.32 1.99 Co13 33 0.34 1.99 Co13 34 -0.32 1.99 Co13 35 0.34 1.99 Co13 36 -0.32 1.99 Co13 37 -0.32 1.99 Co13 38 0.34 1.99 Co13 39 0.34 1.99 Co13 40 -0.42 1.99 Co13 41 0.45 1.99 Co13 42 -0.42 1.99 06/06/16 RHW Page 82 of 202 Page 83 Of 189 Co13 43 0.45 1.99 Co13 44 -0.42 1:99 i Co13 45 0.45 1.99 Co13 46 -0.42 1.99 y' ' Co13 47 0.45 1.99 Co13 48 -0.42 1.99 Co13 49 -0.42 1.99 Co13 50 0.45 1.99 Co13 51 0.45 1.99 Co13 52 0.00 1.99 ^, Co13 53 0.00 1.99 Co13 54 0.00 1.99 Co13 55 0.00 1.99 Co13 56 0.00 1.99. •. Co13 57 0.00 1.99 , Co13 58 0.00 1.99 , • Co13 59 0.00 1.99 Co13 60 0.00 1.99 Co13 61 0.00 1.99 Cola 62 0.00 1.99 Co13 63 0.00 1.99 Co14 1 0.00 1.86 �• Co14 .2 0.00 1.86 ' Co14 3 0.00 1.86 Co14 4 -0.48 1.86 Co14 5 0.54 1.86 Co14 6 -0.48 1.86 Co14 7 0.54 1.86 ; Co14 8 -0.48• 1.86 Co14 9 0.54 1.86 • ,Co14 10 -0.48 1.86 Co14 11 0.54 1.86 Co14 12 -0.48 1.86 Co14 13 -0.48 1.86 Co14 14 0.54 1.86 , Co14 15 0.54 r 1.86 •Co14 16 -0.36 1.86 Co14 17 0.40 1.86 Co14 18 -0.36-. 1.86 Co14 19 0.40 1.86 Co14 20 -0.36 1.86 •Col4 21 0.40 1.86. Co14 22, -0.36 1.86 Co14 23 0.40 1.86 Co14 24 -0.36 1.86 Co14 25 -0.36 1.86 , Co14 26 0.40 1.86 Co14 27 0.40 1.86 Co14 28 -0.36 1.86 ` Co14 29 0.40 1.86 { Co14 30 -0.36 1.86, �. Co14 31 0.40 1.86 Co 14 32 - -0.36 1.86 ' Co14 33 0.40 1.86 Co14 34 -0.36 1.86 Co14 35 ' 0.40 1.86 Co14 36 -0.36 1.86 ' Co14 37 -0.36 1.86 ' Co14 38 0.40 1.86 Co14 39 0.40 1.86 06/06/16 RHW Page. 83 of 202 a Page 84 Of 189 Co14 40 -0.48 1.86 Co14 41 0.54 1.86 Co14 42 -0.48 1.86 Co14 43 0.54 1.86 Co14 44 -0.48 1..86 Co14 45 0.54 1.86 Co14 46 -0.48 1.86 Co14 47 0.54 1.86 Co14 48 -0.48 1.86 Co14 49 -0.48 1.86 Co14 50 0.54' 1.86 Co14 51 0.54 1.86 Co14 52 0.00 1.86 Co14 53 0.00 1.86 Co14 54 0.00 1.86 Co14 55 0.00 1.86 Co14 56 0.00 1.86 Co14 57 0.00 1.86 Co14 58 0.00 1.86 Co14 59 0.00 1.86 Co14 60 0.00 1.86 Co14 61 0.00 1.86 Co14 62 0.00 1.86 Co14 63 0.00 1.86 RAFTER MEMBER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Rafl 1 0.13 1.08 Raft 2 0.05 1.08 Rafl 3 0.09 1.08 Rafl 4 0.09 1.08 Rafl 5 0.09 1.08 Rafl 6 0.09 1.08 Rafl 7 0.11 1.08 Rafl 8 0.11 1.08 Rafl 9 0.03 1.08 Rafl 10 0.03 1.08 Rafl 11 0.03 1.08 Rafl 12 0.03 1.08 Rafl 13 0.05 1.08 Rafl 14 0.05 1.08 Rafl 15 0.01 1.08 Rafl 16 0.01 1.08 Rafl 17 0.01 1.08 Rafl 18 0.00 1.08 Raft 19 0.03 1.08 Rafl 20 0.03 1.08 Rafl 21 0.05 1.08 Rafl 22 0.05 1.08 Rafl 23 0.05 1.08 Rafl 24 0.05 1.08 Rafl 25 0.03 1.08 Rafl 26 0.03 1.08 Rafl 27 0.03 1.08 Raft 28 0.06 1.08 Rafl 29 0.05 1.08 Rafl 30 0.06 1.08 06/06/16 RHW Page 84 of 202 Raf2 1 0.13 1.08 Raf2 2 0.05 1.08 Raf2 3 0.09 1.08 Raf2 4 0.09 1.08 Raf2 5 0.09 1.08 Raf2 6 0.09 1.08 Raf2 7 0.11 1.08 Raf2 8 0.11 1.08 Raf2 9 0.03 1.08 Raf2 10 0.03 1.08 Raf2 11 0.03 1.08 Raf2 12 0.03 1.08 Raf2 13 0.05 1.08 Raf2 14 0.05 1.08 Raf2 15 0.01 1.08 Raf2 16 0.01 1.08 Raf2 17 0.01 1.74 Raf2 18 -0.01 1.74 Raf2 19 0.03 1.08 Raf2 20 0.03 1.08 Raf2 21 0.05 1.08 Raf2 22 0.05 1.08 Raf2 23 0.05 1.08 Raf2 24 0.05 1.08 Raf2 25 0.03 1.08 Raf2 26 0.03 1.08 Raf2 27 0.03 1.08 Raf2 28 -0.14 1.74 Raf2 29 -0.12 1.74 Raf2 30 -0.12 1.74 Raf3 1 -0.15 1.74 Raf3 2 -0.05 1.74 Raf3 3 -0.10 1.74 Raf3 4 -0.12 1.74 Raf3 5 -0.10 1.74 Raf3 6 -0.12 1.74 Raf3 7 -0.11 1.74 Raf3 8 -0.13 1.74 Raf3 9 =0.03 '1.74 Raf3 10 -0.04 1.74 Raf3 11 -0.03 1.74 Raf3 12 -0.04 1.74 Raf3 13 -0.04 1.74 Raf3 14 -0.05 1.74 Raf3 15 0.01 1.74 Raf3 16 -0.01 1.74 Raf3 17 0.01 1.74 Raf3 18 -0.01 1.74 Raf3 19 0.00 1.08 Raf3 20 -0.02 1.74 Raf3 21 -0.06 1.74 Raf3 22 -0.05 1.74 Raf3 23 -0.06 1.74 Raf3 24 -0.05 1.74 Raf3 25 -0.03 1.74 Raf3 26 -0.02 1.74 Raf3 27 -0.02 1.08 Raf3 28 -0.14 1.74 Raf3 29 -0.12 1.74 Raf3 30 -0.12 1.74 06/06/16 Page 85 Of 189 RHW Page 85 of 202 Page 86 Of 189 COLUMN/RAFTER KL/R RATIO: Unbrace_Length ----KL/R---- Id Major Minor Major Minor ------ Coll ------ ------ 18.6 7.5 ----- 48 70 Co12 19.9 7.5 52 70 Co13 19.9 7.5 52 70 Co14 18.6 7.5 69 .67 Rafl 16.2 4.1 23 28 Raft 26.1 4.1 38 28 Raf3 26.1 4.1 38 28 U16EO300A Column Flange Brace 6/ 2/16 8:24am COLUMN FLANGE BRACES Column Brace At Id Side Part Girt Id Coll R A2525105 1 C012 L A2525105 1 2 Co13 R- A2525105 1 2 U16EO300A Rafter Splice Design 6/ 2/16. 8:24am Splice Yield = 55.00 (ksi ) Bolt Type = A325 PLATE SIZE: Splice -Surface- Rafter ---Plate--- ---------------Bolts--------------- Id Type Id Locate Depth ------ Width Thick Dia ----- -=--- ----- Gage RowT SpaceT RowB SpaceB ----- ---- ------ ---- ------ -- ---- 1 FF -- ------ 2 5.0 20.00 8.00 0.625 0.750 3.50 1 0.00 1 0.00 2 FF 3 0.0 20.00 8.00 0.313 0.625 3.50 1 0.00 1 .0.00 'PLATE DESIGN: ------------- Splice Load Axial Shear Moment Id Type ---- Side Id (k.)' (k ) (f -k ) ---- ---- ----- ----- ------ -- 1 FF Top 1 0.57 6.84 55.13 Bot 18 1.42 0.79 -9.30 ' 2 FF Top 17 0.59 0.07 5.96 Bot 1 0:08 0.95 -20.24 LOAD COMBINATIONS: ------------------ 1 - Dead+Collateral+Live 17 - 0.6Dead+0.6Wind_Rightl 18 - 0.6Dead+0.6Wind Right2 U16EO300A Base Plate & Anchor Bolt Design 6/ 2/16 8:24am Base Plate Yield = 55.00 (ksi ) 06/06/16 ' RHW M Page 86 of 202 a Page 87 Of 189 Concrete Bearing = 1.05-(ksi )t Bolt Shear • Stress =.13.05 (ksi Bolt Tension Stress = 21.75 (ksi ) BASE SIZE: ----------- Base --Plate_Size(in)-- -------Bolts(in)------- Id Type Depth Width Length Thick Type Dia Gage Row Coll S3 12.00 8.20 12.00 0.375 GR36 0.750 4.00 2 Co12 S3 12.00 8.20 12.00 0.375 GR36'' 0.750 4.00 2 Co13 S3 12.00 8.20 12.00 0.375 GR36 0.750 4.00 2 Co14 S3 8.00 8.20 8.00 0.375 GR36 0.750 •4.00 2- S.3 S3 Welded Plate BASE REACTIONS: ' --------------- Max_Tension+Shear Max_Shear+Tension --Max_Comp- Tens Shear -Max Shear- Shear Tens',. Id Load Fy(k ) Load Fy(k ) Fx(k ) Load Fx(k ) Load Fx(k ) Fy(k ). ------ ---- ------ ---- ---------=-'-----•------ ---- ------ ------ Coll 2 17.0. 44 -7.9 5.9 58 9.8 62 -9.8 -3.9 Co12 52 '4.0 14 -6.7 3.3 11 3.7 11. 3.7 -4.4 Co13 2 10.8 .43 -4.4 3.3 5 3.3 43 3.3 -4.4 Co14 2 2..0 51 -1.2' 1.3 5 1.3 51 1.3 =1.2. LOAD COMBINATIONS: ------------------ 2 -.Dead+Collateral+Live 5 - Dead+0.6Wind Leftl+0.6Wind Suction `11 Dead+O.6Wind Right2+0.6Wind Suction ' 14.-•Dead+0.6Wind Suction+0.6Wind_Longl 43 - 0.6Dead+0.6Wind Rightl+0.6Wind_Suction 44•- 0.6Dead+0.6Wind Left2+0.6Wind.Pressure 51 - 0.6Dead+0.6Wind Suction+0.6Wind_Long2 ' t 52 - 1.08Dead+1.08Collateral+0.7Seismic ' 58 - 1.08Dead+1.08Collateral+0.7Sesmic_Long' 62-'0.52Dead+0.7Seismic Long U16EO300A Bypass Girt Design Summary 6/ 2/16 8:24am GIRT LAYOUT: `. Des Bav Bay_Offset Design ----Lap---- ---- Max _Load --- Locate Id Id.Part Start End Length Left Right Weight Id UC Report Rot 7.50 1 1 082060 0.00 17.00 16.67 0.00 0.00 49.1 WS 0.97 Moment U 2 08ZO60 0.00 1.00 0.67 0.,00 0.00 2.0 WS 0.58 Mom+Shr U. 2 2 08Z060 25:00 26.00 0.67 0.00 0.00 2.0 WS 0.58 Mom+Shr• U , 3 08Z060 0.00 17.00. 16.67. 0.00 0.00 49.1 WS 0.97Moment U 14.50 3 1 082060 0.00 17.00 16.67 •0.00 0.00 49.1• WS 0.95 Moment U 2 082060 0.00 1.00 0.67 0.00 0.00 2.0 WS 0.42 Mom+Shr U 4, 2 082060 25.00 26.00 0.67 0.00 0.00 2.0 WS 0.42 Mom+Shr U 3 08Z060 0.00 17.00 16.67 0.00 0.-00' 49.1 WS.0.95 Moment U 06/06/16' - RM m Page 87 of 202 Page. 88 Of 189 18.00 5 2 08CO67 0.00 26.00 26.00 0.00 0..00 85.5 WS 0.94 Moment - U WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1 2 3 0 0 0 U16EO300A Girt Design 1 (Locate= •7.500) 6/ 2/16 8:24am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor, Id Part Locate Length Left Right Width Brace Weight Out In ------------------ ------ ---- ----- ----- ----- ------ ---- --.-- 1 08Z060 7.5000 16.67 7.25 0 49.1 0.00 0.70 2 08Z060 7.5000 0.67 7.25 0 2.0 "0.00 0.70 51.0 LOAD ID 0.6Wind Pressure GIRT ACTIONS:• ---------Shear(k )----------------------Moment(f-k )-----'-------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.-83 -0.93 0.00 -3.25 7.84 0.87 2 1.34 1.27 0.87 0.43 0.33 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) ' Id Loc Calc Limit UC Loc Calc Limit UC Loc UC ---- Calc Limit ----- ----- --- ---- .1 RSup ------ ----- ---- -0.93 2.5 0.36• ---- ------ ----- ---- MidS -3.25 5.20 0.63 ---- LLap'0.51 -0.65 2 LSup 1.34 2.5 0.52 LSup 0.87 5.20 0.17 LSup 0.55 0.00 UNBRACE LENGTHS --------------- Bay---------Minor---------- ---------- -Cb ----------- -------- Moml/Mom2------- Id Major LS LL MS RL -RS LS LL MS RL RS LS LL MS RL RS ' 1 --- -=--- --------- ---- ---- --- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 16.7, 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.70 1:00 1.00 1.00 1.00 0.00 2 0.7 0.7 0.7: 0.7 0.7 0.7 1.68 1.68 1.68 1.68 1.68 0.00 0.00 0.00 0.00 0.00 06/06/16 RHW Page 88 of 202 Page 89 Of 189 LOAD ---------------------------=----------- ID 0.6Wind Suction + GIRT ACTIONS: ` --------- Shear(k-)-------- --------------Moment(f-k )-------------- . Bay Left Left Right Right Left 'Left Mid -Span Right Right Id Sup Lap Lap 'Sup Sup Lap Mom Loc Lap . Sup 1 -0.92 1.00 0.00 3.51 7.98 -0.93 2 -1.43 -1=.35 '•-0:93 -0.46 0.33 0.00 ' STRENGTH/DEFLECTION: Bay -- ----- Shear(k )------ -=---Moment(f-k )----- -Mom+Shr- .Deflect(in) Id Loc Calc Limit UC Loc -Calc Limit' UC' Loc UC Calc Limit 1 RSup 1.00 2.5 0.39 MidS 3.51 3.64 0.97 LLap 0.56 0.71 2 LSup -1.43 2.5 0.56 LSup -0.93.,'5.20 0.18 LSup 0.58 0.00 UNBRACE LENGTHS --------------- Bay---------Minor---------F -=---------Cb----------- • -------- Moml/Mom2------- Id Major LS LL MS RL RS..y LS LL MS RL RS LS -LL MS 'RL RS 1 16.7 15.7 15.7 15.7 15.7. 1.0 ,1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 , 1.00 2 0.7 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DEFLECTION: •-------------------------- (Working Load) �. Span Wind -Pressure Wind -Suction Seis_Pressure Seis_Suction Id -Calc- Allow Calc Allow Calc Allow Calc Allow -- ------ ----- ------ ----- •----- ----- ----- -- t 1 -0.39 2.22 0.42 2.22 2 0.00 0.09 0.00 0.09 U16EO300A -------------------------------------------------------------------------------- Girt Design 2 (Locate= 7.500). 6/ 2/16 8:24am ' GIRT LAYOUT: Available -Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width, Brace Weight Out In 2 08Z060 7.5000 0.67 7.25 '0 2.0 0.00-0.70 3 08Z060 7.5000 16.67 7.25 0 49.1 0.00 0'.70' 51.0 LOAD ID 0.6Wind Pressure -------------------------------------- r 06/06/16 RHW Page 89 of 202 Page 90 Of 189 GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )--------------, Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -1.27 -1.34 0.00 0.85 0.33 0.87 3 0.93 -0.83 0.87 -3.25 8.83 0.00 STRENGTH/DEFLECTION: Bay ------- Shear(k )------ -----Moment(f-k )----- Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup -1.34 2.5 0.52 RSup 0.87 5.20 0.17 RSup 0.55 0.00 3 LSup 0.93 2.5 0.36 MidS -3.25 5.20 0.63 RLap 0.51 -.0.65 UNBRACE LENGTHS --------------- Bay---------Minor---------- ----------- Cb ----------- -------- Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 2 0.7 0.7 0.7 0.7 0.7 0.7 1.67 1.67 1.67 1.67 1.67 0.00 0.00 0.00 0.00 0.00 3 16.7 1.0 1.0 1.0 1.0 1.0 1.70 1.00 1.00 1.00 1.00 0.00 1.00 1.00-1.00 1.00 LOAD ID : 0.6Wind Suction ------------=-------------------------- GIRT ACTIONS: ---------Shear(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 2 1.35 1.43 3 -1.00 0.92 STRENGTH/DEFLECTION: --------------Moment(f-k ) ----------- =-- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap.. Sup ----- ----- ----- ----- ----- ----- 0.00 -0.91 0.33 -0.93 -0.93 3.51 8.68 0.00 Bay-------Shear(k )--7--------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- - -- ---- ----- ----- 2 RSup 1.43 2.5 0.56 RSup -0.93 5.20 0.18 RSup 0.58 0.00 3 LSup -1.00 2.5 0.39 MidS 3.51 3.64 0.97 RLap 0.56 0.71 UNBRACE LENGTHS --------------- Bay---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 2 0.7 1.0 1:0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 16.7 1.0 15.7 15.7 15.7 15.7 1.00 1.13-1.13 1.13 1.13 1.00 1.00 1.00 1.00 06/06/16 RHW Page 90 of 202 ' Page 91 Of 189 1.00 DEFLECTION: (Working Load) Span Wind Pressure Wind Suction Seis Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow 2 0.00'' 0.09 0.00 0.09 3 -0.39 2.22 0.42 2.22 ' U16EO300A Girt Design, 3 (Locate= 14.500) 6/ 2/16 8:24am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 08ZO60 14.5000 16.67- 6.95 0 49.1 0.00 0.70 2.08Z060 14.5000 0.67 5.25 0 2.0 0.00 0.70 ` 51.0 ' LOAD ID•: 0.6Wind Pressure ---------------------------------------- GIRT ACTIONS: ---------Shear(k )-----'-'--------- =------- Moment(f-k )----------=--- Bay Left Left Right Right Left Left ' Mid -Span Right Right. Id Sup Lap Lap Sup Sup. Lap Mom Loc Lap Sup.. 1 0.81 -0.88 0.00 -3.21 7.96 0.63 2 0.97 0.92 0.63 .0.31 _0.33,. 0.00 ' STRENGTH/DEFLECTION: Bay .-------Shear(k )------ -----Moment(f-k )----- Mom+Shr- Deflect(in)' Id Loc • Calc Limit UC Loc Calc Limit UC' Loc ' UC' Calc Limit ' 1 RSup --0.88 2.5 0.34 MidS -3.21 5.20 0.62• LLap 0.50 .-0.65 4 2 LSup 0.97. 2:5 0.38 LSup 0.63 5.20 0.12 LSup 0.40. 0.00 UNBRACE LENGTHS ---------------- Bay---------Minor---------------------Cb----------- --------- Moml/Mom2------- •, ' - Id Major LS LL MS RL 'RS LS LL MS RLQ- RS LS, LL MS RV, ' RS --- ----- ---- ---- =--- ---- ---- ---- ---" --=- ---- -- ---- ---- ---- ---- 1 16.7 1.0 1.0 1.0 1.0 0.7 1'.00 1.00 1.00 1.00 1.69 1:00 1.00'1.00 1.00 0.00 2 0.7 0.7, 0.7 0.7 0.7 0.7 1.68'1.68.1.68 1.68 1.68 0.00 0.00 0.00 0.00 01.001, _ 06/06/16` ' . RHw Page 91 of 202 Page 92 Of 189 LOAD ID : 0.6Wind Suction ----------------------------- m ACTIONS: ---------Shear(k )---------------------- Moment(f-k-)--------------. Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.89 0.95 0.00 3.47 8.10 -0.67 2 -1.03 -0.98 -0.67 -0.33 0.33 0.00, STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC .Calc Limit 1 RSup 0.95 2:5 0.37 MidS 3.47 3.64 0.95 LLap 0.55. 0.70 2 LSup -1.03 2.5 0.40 LSup -0.67 5.20 0.13 LSup 0.42 0.00; UNBRACE LENGTHS ---------=----- , Bay---------Minor---------- ----------- Cb----------- --------Moml/Mom2------ Id Major LS LL MS RL RS LS LL MS RL RS LS LL` MS RL RS --- -----• ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 16.7 15.9 15.9 15.9 15.9 1.0 1.13 1.13 1.13.1.13 1.00 1.00.1.00 1.00 1.00 , 1.00 , 2 0.7 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind'Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow ---- ------ ----- ------ ----- ----- ----- ----- ----- 1 -0.38 2.22 0.40 2.22 2 0.00 •0.09 •0.00 0.09 U16EO300A Girt Design 4 (Locate= 14.500) 6/ 2/16 8:24am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)--- Load - No. Factor Id Part Locate Length Left Right Width Brace Weight . Out In 2 08Z060 14.5000 0.67 5.25 0 2.0 0.00 0.70 3 082060 14.5000 16.67 6.95 0 49.1 0.00 0.70 51.0 LOAD ID : 0.6Wind Pressure 06/06/16 RHW Page 92 of 202 Page 93 Of 189 GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2' -0.92 -0.97 0.00 0.62 0.33 0.63 3 0.88 -0.81 .0.63 -3.21 8.71 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 2 RSup -0.97 2.5 0.38 RSup 0.63 5.20 0.12 RSup 0.40 0.00 3 LSup 0.88 2.5 0.34 MidS -3.21 5.20 0.62 RLap 0.50 -0.65 UNBRACE LENGTHS --------------- Bay---------Minor----------, -----------Cb----------- --------Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 2 0.7 0.7 0.7 0.7 0.7 0.7 1.67 1.67 1.67 1.67 1.67 0.00 0.00 0.00 0.00 0.00 3 16.7 0.7 1.0 1.0 1.0 1.0 1.69 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 LOAD ID : 0.6Wind Suction --------------------------------------- GIRT ACTIONS: ----- ---Shear(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup 2 0.98 1.03 3 -0.95 0.89 STRENGTH/DEFLECTION: -------------- Moment(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 =0.66 0.33 -0.67 -0.67 3.47 8.57 0.00 Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 RSup 1.03 2.5 0.40 RSup 0.67, 5.20 0.13 RSup 0.42 0.00 3 LSup -0.95 2.5 0.37 MidS 3.47 3.64 0.95 RLap 0.55 0.70 .UNBRACE LENGTHS --------------- Bay---------Minor---------- -----------Cb----------- ---- --Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS --- ----- ---- ---- ---- ---- ---- ---- ---- ---- -- ---- ---- ---- ---- ---- 2 0.7 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 16.7 1.0 15.9 15.9 15.9 15.9 1.00 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 06/06/16 RHW Page 93 of 202 Page 94 Of 189 1.00 DEFLECTION: (Working Load) -------------------------- Span Wind _Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow ----- ----- ----- ----- ---- ------ 2 0.00 ----- 0.09 ------ 0.00 ----- 0.09 3 -0.38 2.22 0.40 2.22 U16E0300A Girt Design .5 (Locate= 18.000) 6/ 2/16 8:24am GIRT LAYOUT: Available Reduction Bay Design--Lap('ft)-- Lo.ad No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 2 08CO67 18.0000 26.00 4.00 0 85.5 0.,00 0.63 85.5 LOAD ID : 0.6Wind Pressure --------------------------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom, Loc Lap Sup 2 0.76 -0.76 0.00 -3.09 13.00 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )---- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 LSup 0.76 3.5 0.21 MidS -3.09 5.57 0.55 LLap 0.43 -1.42 UNBRACE LENGTHS --------------- Bay------Minor---------- ------------ Cb ----------- -------- Mom1/Mom2------- Id Major LS' LL MS RL RS LS LL" MS RL RS LS LL MS RL RS --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 2 26.0 1.0 1.0 1.0 1.0 1.0 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 LOAD ID : 0.6Wind Suction --------------------------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- 06/06/16 RHW Page 94 of 202 Page 95 Of 189 Bay Left Left Right Right" Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.81 0.81 0.00 3.29 13.00 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )---- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit --- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- 2 LSup -0.81 3.5 0.23 MidS 3.29 3.51 0.94 LLap 0.46. 1.51 UNBRACE LENGTHS --------------- Bay---------Minor--------=------------ Cb ----------- -------- Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS , 2 26.0 1.0 24.0 24.0 24.0 1.0 1.65 1.10 1.10 1.10 1.65 0.00 1.00 1.00 1.00 0.00 DEFLECTION: (Working Load) -------------------------- Span Wind _Pressure Wind -Suction Seis_Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow 2 -1.24 3.47 1.32 3.47 U16EO300A Door Jamb & Header Summary 6/ 2/16 8:24am JAMB/HEADER LAYOUT: Open Bay Id Id Locate Part ---- --- ------ -------- 1 2 JambL F08CO99 JambR F08CO99 JAMB/HEADER UNBRACED LENGTHS: Length Weight 18.00 87.5 18.00 87.5 STRENGTH/DEFLECTION: Open Load ----Shear(k )---- -----Moment(ft",f-k )---- Mom+ Deflect(in) Id Member Id Calc Limit UC Loc Calc Limit UC Shear Calc Limit ---- ------ ---- ----- ------ ---- ----- ------ ------ ---- ----- ----- ----- 1 JambL WP -1.63 10.82 0.15 9".22" -7.34 8.15 0.90 0.52 -0.29 2.40 WS 1.73 10.82 0.16 9.22 " 7.83 8.15 0.96 0.55 0.31 2.40 JambR WP -1.63 10.82 0.15 9.22 -7.34 8.15 0.90 0.52 -0.29 2.40 WS 1.73 10.82 0.16 9.22 7.83 8.15 0.96 0.55 0.31 2.40 WP - 0.6Wind Pressure 06/06/16 RHW Page 95 of 202 Available Open -----Minor---- ------Cb----- . ReductionFactor Id Member Major ---- ------ ------ Outside Inside Outside Inside Outside Inside 1 JambL 7.50 ------- ------ 7.00 7.00 ------- ------ 1.00 1.00 ------- ------ 0.00 0.00 JambR 7.50 7.00 . 7.00 1.00 1.00 0.00 0.00 STRENGTH/DEFLECTION: Open Load ----Shear(k )---- -----Moment(ft",f-k )---- Mom+ Deflect(in) Id Member Id Calc Limit UC Loc Calc Limit UC Shear Calc Limit ---- ------ ---- ----- ------ ---- ----- ------ ------ ---- ----- ----- ----- 1 JambL WP -1.63 10.82 0.15 9".22" -7.34 8.15 0.90 0.52 -0.29 2.40 WS 1.73 10.82 0.16 9.22 " 7.83 8.15 0.96 0.55 0.31 2.40 JambR WP -1.63 10.82 0.15 9.22 -7.34 8.15 0.90 0.52 -0.29 2.40 WS 1.73 10.82 0.16 9.22 7.83 8.15 0.96 0.55 0.31 2.40 WP - 0.6Wind Pressure 06/06/16 RHW Page 95 of 202 Page 96 Of 189 WS - 0.6Wind Suction JAMB/GIRT LAYOUT: Bot Top Open Girt Girt Id Member (ft) (ft) Interior-Girt-Locations(ft) ---- ------ ----- ----- --------------------------- 1 JambL Base 18.00 7.50 14.50 JambR Base 18.00 7.50 14.50 JAMB/GIRT LOADING: Support Jamb Open Load Reaction(k ) Load Id Member Id Bot Top (k/ft) Loads_At_Girt_Locations(k ) ---- ------ ---- ----- ----- ------ ------------------------ 1 JambL WP 1.61 1.63 -0.175 -0.05 -0.04 WS -1,:72 -1.73 0.186 0.06 0.04 JambR WP 1.61 1.63 -0.175 -0.05 -0.04 WS -.1.72 -1.73 0.186 0.06 0.04 JAMB MOMENTS: Open Load -Max(ft,f-k )- Id Member Id Locate Moment Moment At Girt Locations(f-k ) ---- ----------- ------------- ---------------------------------------- 1 JambL WP 9.22, -7.34 -7.18 -4.62 WS 9.22 7.83 7.65 4.93 JambR WP 9.22 -7.34 -7.18 -4.62 WS 9.22 7.83 7.65 4.93 U16EO300A Endwall Diagonal Bracing Summary 6/ 2/16 8:24am PANEL SHEAR WITH NO BRACING: Base ---Wind--- --Seismic- Length Load Calc Load Calc Limit ------ ---- ----- ---- ----- ------ 36.00 27 45.7 33 119.4 72.8 DIAGONAL BRACE LAYOUT: Bay Brace -Locate Bay Design ------ Diag_Brace----- ----KL/R--- Id Start End Width Length Type Size Part Calc Limit 1 0.00 19.91 16.17 25.65 R 0.625 RDB- DIAGONAL BRACE STRENGTH: Bay Brace_Locate -----Wind(k )---------Seismic(k )--- Max Id Start End Load Calc Limit Load Calc Limit UC --- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 0.00 19.91 27 2.61 7.34 33 6.82 8.81 0.77 COLUMN BASE REACTIONS: Bay Col ------ Wind _ Max ------ ----- Seismic _Max---- Id Id Load Horz Vert(+/-) Load Horz Vert(+/-) --- --- ---- -------------- ---- ----- --------- 1 1 8 -1.16 1.42 52 -2.79 3.44 1 2 46 1.65 2.03 57 2.79 3.44 06/06/16 RHW Page 96 of 202 Page 97 Of 189 DEFLECTION,AT RAFTER: { Span/Deflect Wall Deflection(in) ----Wind--- --Seismic--- Height Wind Seismic Calc Limit"` Calc Limit 19.9 0.03 0.16 999. 60': 999. 60. a LOAD COMBINATIONS: - - ------------------- Column Loads' 8 - Dead+0.6Wind Left2+0.6Wind_Pressure 46 - 0.6Dead+0.6Wind_Right2+0.6Wind_Pressure 52 - 1.08Dead+1.08Collateral+0.7Seismic 57 - 0.52Dead-0.7Seismic 4 Bracing Loads 27 - 0.6Dead+0.6Wind Right2+0.6Wind_Pressure ' 33-•1.08Dead+1.08Collateral+0.7Seismic U16EO300A Wall Panel Report 6/ 2/16 8:24am ------------ PANEL DATA: Rotation', Panel Bay Part Type Gage Yield Stiffndss Height 1 CW6-80' CW" 26.00 80.0 0.44 21.40 :MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)---------' Span Locate(ft) r Support Midspan ---Deflect(in)- Id Start End Load Calc Limit UC Calc -Limit UC Calc Limit UC 1 0.00 7.50 WP 93.2 181.1 0.51 -77.8 134.7 0.58 -0.2 1.50 0.16 WS -115.9 134.7 0.86 96.7.181.1.0.53 0.2 1.50 0.20 2 • 7.50 14.50 WP 93.2 181.1 0.51 -18.2 134.7 0.13 0.0 1.40 0.00 WS -115.9 134.7 0.86 22.6 181.1 0.12 0.0 1.40 0.00 3 14.50 21.40 WP 79.4 181.1 0.44 -65.6 134.7 0.49 -0.1 1.38 0.12' WS -98.8 134.7 0.73 81.&181.1 0.45 0:2. 1.38 0.15 WP - 0.6Wind Pressure , WS - 0.6Wind Suction -------------- U16E0300A Screw Report 6/ 2/16 8:24am 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 36.00 H1040 0.22 1.00 2.00 0.045 0.116 0.213 '0:54 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16E0300A Weight Summary 6/ 2/16 8:24am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- s ' 06/06/16 ; RHW Page 97 of 202 I Page 98 Of 189 Columns = 496.07 Rafters = 1418.50 Girts = 289.70 Framed Openings = 174.96 Bracing = 43•.23 Clips = 56.10 Total Weight = 2478.57 U16EO300A Warning Summary 6/ 2/16 8:24am No Warnings 7' 06/06/16 ' RHW Page 98 of 202 F Page 99 Of 189 •.- *U16E0300A Endwall Design Input 6/ 2/16 8:29am *( 1)JOBID: 'U16E0300A' *( 2)PROGRAM OPTIONS: r. ' * EW Run Run Run Run * Id Col/Raf Girt Brace. Panel , 1R1INV ITT' IN? INS • - - . , . i *( 3)DESIGN CODE: _ *Design --- Steel -Code --- '---Bui'ld--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUS07 ' 1AISC10' ' ----' 'IBC ' 112' 'CBC- 13 '-'D '• *( 4)DESIGN CONSTANTS: *--- Strength_Factors-- , * ---Stress Ratio--- ---Seismic--- * Col/Raf,Girt Panel 'Wind, ,Frame Brace ' 1.03 1.03 1.03 1.0000 1.0000 1.2000 *( 5)STEEL YIELDS: t , * Web Flg C_Sec W Sec R_Sec P_Sec' T_Sec U Sec EP BP , 55.0 55.0 55'0 55.0 50.0 42.0 46.0 X50.0 55.0 55.0 *( 6).DEFLECTION LIMITS: . * -----Rafter----- ---Girt---- --Panel--- Part Wind * Live ,Wind Total Column Wall Facia Wall Facia Wall Bent _ ` 180. 180. 0. 120. 90. 90. 60. 90.1 90. 60. *( 7)REPORTS: Input .,Column Wall Door Wall Cable t • * Echo Rafter Girt Jamb Panel Brace IV B T V 1 ' T V l IV B 1 2 1 '3' 1 1 J 1 1 . * ( 8 ) BUILDING LAYOUT: *Build Build Build-------Expand-EW ------- --Roof_Bay-- Frame_ * Type Width Length Use Opt Extend Offset No. ' Width Recess 'FF-' 60.0000 50.0000 'Y ' '-' 0.000 12.000 2 25.0000 1.0000 *(.9)SURFACE SHAPE: a * 'No. X_Coord Y_Coord Offset . * Surf (ft) (ft) (in) 4 0.0000 20.0000 10.000 30.0000 22.5000 8.000 60.0000 20.0000 8.000 .60.0000 0.0000 10.000 -*(10)BAY SPACING: r .' No.---Bay_Set--- *Sets Width Quan r 1 30.0000 2 *(11).WALL•OPENINGS: ' * No. Open Bay Sill Base 'Set Member Panel JambL/ JambR/ *Open Id Id Width Height Offset Type. Height Elev Depth Select Opt 06/06/16 RW Page 99 of 202 Page 100 Of 189 Header Sill 0 *(12)WIDE OPENING LAYOUT: *----Open -- Bay_Id--Clear_Opening-- Wedge Stub Column Total No. Id Type St End Width Height Height Elev Mount Weight 0 *(13)WIDE OPENING AND STRUT FRAMING: *-Open- ------Door Jamb------ Stub Head Back—Brace Strut-Header—Beam- Deflection *No. Id Type F1gWid, F1gThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 ' A *(14)WIDE OPENING HEADER LOCATION: ' *-Open- No. Column *No. Id Location Location 0 *(15)PARTIAL WALLS: *--Bay_Id- ----Offset---- Jamb Base Top Full Load ----Panel---- *No. Id Use Start End Start End Height Type Type Type•Girt Col Part Opt 0 (16) COLUMNS: * Max *Same UnBrace f *Depth °Length 'N' 60.000 *(17)COLUMN PART & ELEVATION: * ---Base--- *No. Id Type Part Opt Rot Depth Elev Opt 3 1 ' '--------' '-' '-' 0.000 0.000 2 'CDRW- '--------' '-' '-' 0.000 0.000 3 ' '-------- '-' 0.000 0.000 *(18)COLUMN SPLICES: * Col * No. Id Locate Type 0 *(19)RAFTERS: *Rafter Flange * Same Brace 'Y' 'N' *(20)RAFTER PART: * Surf *No. '.Id - Type Part Depth . 2 2 'RW '-------- 0.000 3 'RW '--------' 0.000 • T *(21)RAFTER SPLICES: * Surf * No. Id Locate Type Opt 3 2 0.0000 3 0.0000 'M ' '-' 3 30.1040 '--' *(22)GIRT DESIGN: 06/06/16 RHW Page 100. of 202 Page 101 Of 189 *Girt--Flange_Strap-- --Depth-- Set Max Rafter *Type Out In Space Offset Project Set Opt Lap Space Attach 'ZB' 'C' 'N' 10.0000 0.000 0.000 8.000 'W' 0.0000 7.5000 'N' *(23)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 2 7.5000 14.5000' *(24)SPECIAL GIRT: *--Bay_Id-- *No. Start End Height Type Rot, Part Use 0 *(25)SIDEWALL GIRT: *Wall Girt No. Girt * Id Type Depth Offset Project Girt Location 2 'ZB' 10.000 0.000 0.000 3 7.5000 14.5000 18.0000 4 'ZB' 10.000 0.000 0.000 3 7.5000 14.5000 18.0000 *(26)ROOF PURLINS: *Surf Surf No. Peak No. -Purlin_Set- Id Ext Purlin Space Sets Space Quan 3 0.000 7 1:3333 2 4.0156 1 4.1258 6 2 0.000 7 1.3333 2 4.1258 6 4.0156 1 *(27)PANELS/RF COLUMNS: * Wall Liner Insulation -Open_Bay- RF—Interior—Columns * Panel Panel Use Thick F_SW B_SW Type No. Locate 'CW6-80 ' '--------' '0' 3.000 'N' 'N' '-' 0 *(28)WALL FRAMING OPTIONS: *Panel Diagonal Brace EW—Brace _To_Frame *Shear Bracing Option Height Left Right 'N' 'N' '--' 0.0000 17.0000 43.0000 *(29)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays—For—Bracing 72.8 'R ' 0 *(30)WALL BRACING ATTACHMENT * No. Attach--Bay,Id-- No. *Attach Id Start End Level Level Height 0 *(31)EAVE EXTENSION: *Wall No. Ext-Bay_Id-- Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 1 1 1 2 20.000 20.000 1.000 0.000 0.000 'B' *(32)CANOPY: *Wall No. Ext-Bay_Id---Edge—Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 3 0 2 0 4 0 06/06/16 RHW . Page 101 of 202 a Page 102 Of 189 *(33)FACIA/PARAPET *Wall No. Ext Fac Bay_Id---- Attach _ Beam ---- ---Facia/Parapet-7- Edge_Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 3 0 2 0 4 0 *(34)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior----Back-Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING: *Wall No. Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Snow Rain Press Suct Press Suct Press Suct 1 11.00 0.00 20.00 0.00 0.00 0.00 -19.62 0.00 0.00 0.00 0.00 *(37)BASIC LOADS: * ---Deflection--- Wind * Dead Collat, Live Snow Rain Basic Load Ratio Load * Load Load Load Load Load Wind Snow Wind Seis Factor 3.0 5.0 16.5 0.0 0.0 19.6 1.00 0.52 1.00 0.60 r *(38)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 5.000 1.08 1.17 1.08 *(39)BASIC LOADS AT SAVE: *Seis Seis Seis Torsion -Forces *Dead Girt Load Wind Seismic 0.0 0.0000 2.33 0.00 0.00 *(40)LONGITUDINAL BRACING LOADS: * ----Wind----- ---Seismic--- * Horz Vert' Horz Vert 0.00 0.00 0.00 .0.00 Left Column 0.00 0.00 0.00 0.00 Right Column *(41)WIND.PRESSURE/SUCTION: .* Wind Wind * Press Suct 24.3 . -25.9 Column 24.3 -25.9 Girt/Header 24.3 -25.9 Jamb 28.4 -30.2 Panel 29.4 -19.6 Parapet Girt 29.4 -19.6 Transv Bracing, Facia/Parapet *(42)WIND COEFFICIENTS: * Column/Rafter Rafter Column/Bracing * Surf Wind -1 Wind 2 Wind 2 Long_Wind ' Surface * Id Left Right Left Right Left Right 1 2 Friction 06/06/16 RHW Page 102 of 202 Page 103 Of 189 1 -0.02 -0.93 1.08 0.17 -0.02 -1.05 -1.02 -1.02 0.00 2 -1.48 -1.02 -0.38 0.08 -1.48 -1.02 -1.48 -1.02 0.00 3 -1.02 -1.48 0.08 0.38" -1:02 -1.48 -1.02 -1.48 0.00 ti . 4 -0.93 70.02 0.17 1.08 -1.05 -0.02 -1.02 -1.02 0.00 3 *(43)COLUMN DESIGN LOADS: '*-Load- ---Live--- -Add Snow- Wind -1 Wind -2 Long Wind Column Wind -Seismic-- Aux Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 57 1 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 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 0.00 0.00 0.00 0 0.00 3 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 0.00 4 1.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00. 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 .0.00 '0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00' 0.00 0.00 0.60 0.00 •0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00. 0.00 0.00 0.60 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.60 0.00, 0.00- 0.00 0.60 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 0.60 0.00. 0.00 0.00 0.00 0.60 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 0.60- 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 _ 11 1.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 .0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 0 12 1•.00 0.00 0.00 0.00 0.•00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 13 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 0.60 0.60 0:00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00• 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 15 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 0.60 0.00 0.60 0.00 0.00 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 •0.00 0.00 '0.00 0.45 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.75 0.00 0.00. 0.00 0.00 0.00 0.45 0.00 0.00 0.00 '0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00' 0.00. 0.00 0.00 0.00 0.45 0.00 0.00 •0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 21' 1.00 1.00 0:75 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.45, 0.00 0.00 0.00 0.00 0.45 0:00 0.00 0 0.00 22 •1.00 1.000.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.0.0 0.00 :0.00 0.00 0.00 0.45 0.00 0:00 0.00 0.45 0.00 0.00 0 0.00 , 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 25 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' 0:45 0.45 0.00 0.00 0.00 0 0.00 06/06/16 ,• RHW Page 103 of 202 Page 104 Of 189 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 27 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 0.45 0.00 0.45 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 .0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00. 29 1.00 1.00 0.00 0.00 0.00. 0.00 0.00' 0.00 0.45 0.00 0.00 0.00 '0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 30, 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 . 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.00' 0.00 0.00 0.00 10.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 35 -1.00 1.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 , 36 1.00 1.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 37 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 0.45 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 39 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 0.45 0.00 0.45 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 42. 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0:00 0.00 0.00 0.00. 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 ' 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 52 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 53 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 54 1.06 1.06 0.00 0.00 .0.00 0.00 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 55 1.06 1A6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 - . 06/06/16 RHW Page 104 of 202 Page 105 Of 189 56 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.0011P.00 0.00 0.00 0.00 0.00 0.70 0 0.00 57 0.52 0.00 0.00 0.00 0.00 0.00 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 0.00 *(44)COLUMN DESIGN LOADS: Deflection *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long_Wind Column _Wind -Seismic-- Aux_Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 0 *(45)RAFTER DESIGN LOADS: 0 *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long -Wind Column _Wind -Seismic-- Aux -Load Loa *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 28 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.0.0, 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 0.00 0.00 0.00 0.00 0.00 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 0.75 0.00 0.00 0.00 0.00 0.00 0.45 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 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 .1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0-.00 0.45 0.00 0.00 0.00 0.00 0.00. 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00•,,0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 1 • 8 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 0.45 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00' 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.45 0.00 0.00 0.00 0.00 0.00. 0.00 0.00' 0.00 0 0.00 ' • 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 14 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 0.45 0.00 0.00 0.00 0.00 0 0:00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00;0..60• 0.00 _0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0 0.00' 16 0.60 0.00 0.00 0.00 0.00 0.00_ 0.00 0.00, 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00' . 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 . 21 1.08 1.08 0.00 0.00 0.00 0.00 0.00-0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.•00 0.00 0.00 0.00 0'.00 0.00 0.00 06/06/16 RHW Page 105 of 202 Page 106 Of 189 0.00 0.00 0.00 0.00 -0.70 0 0.00 23 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 24 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 25 0.52 0.00 0.00 0.00 0.00. 0.00 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 0.00 26 0.52 0.00 0.00 0.00 0.00 0.00 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 0.00 27 1.00 1.00 0:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 28 1.00 1.00 0.01 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00_ 0.00 2 1.00 *(46)RAFTER DESIGN LOADS: Deflection , *-Load- ---Live----Add-Snow- Wind -1 Wind -2 Long Wind Column _Wind -Seismic-- Aux Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 0 *(47)BRACING DESIGN LOADS: *-Load- ---Live----Add _Snow- Wind -1 Wind -2 Long Wind Column _Wind -Seismic-- .Aux Load *No Id Dead -Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Long Tran Id Coef 38 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 .0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 , 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.0.0 0.60 0.00 0.60 0.00 0.00 .0.00 0 0.00 6 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 0.60 0.60 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.60 0.00 0.00 '0.60 0.00 0.00 0 0.00 8 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 0.60 0.00 0.60 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 y 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45. 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 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, 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.45 0.00 0.00 0.45 0.00' 0.00 0 0.00 16 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 0.45 0.00- 0.45 0.00. 0.00 0 0.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 06/06/16 RHW Page 106 of 202 F ' Page 107 Of 189 18 1.00 1.00 0.00 0.00 0.00 0:00. 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.00 0.00 '0.00, 0.00 0.00 0.00 0.00 0.00 0.45 0_.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0'.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 - 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 " 22 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 0.45 0.45 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.00 '0.00 0.00 30.00 0.00 0.00 0.00 0.00, 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 24 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 0.45 0.00 0.45 0.00 0.00 0 0.00 25 0.60 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 '0.60 0.00 0.00 0.00 0 0.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0..60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 29 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.60 0.00 0.60 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 0.00 0.00 •0.00 0.00 0.60 0.60 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 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 32 0.60 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 11 33 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 34' 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 ,0.00 0.00 0.00 0.00 -0.70. 0. 0.00 35 1.06 1.06 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 36 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0:00 37 0.52 0.00 0.00 0.00 0.00 0.00 •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 0.00 �• 38 0.52 0.00 0.00 0.00 0.00 .0.00 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 0.00 *(48)AUXILIARY LOADS: * No. Aux Aux No. Add Add Load * Aux Id Name. Combs Id Coef 2 1 'E2PAT LL 1' 1 .1 1.00 2 'E2PAT LL 2' - 1 2 1.00 ' *(49)ADDITIONAL LOADS: ' * No. Add Loc Basic Load �FX FY Mom X Y ..Conc * Add Id Id Load Type W1 W2 Co DL1 DL2 ..Unif 2 1 2 'U LIVE 'D -0.213 -0.213 0.08 0.00 .30.10 2 3 'U LIVE 'D -0.213 -0.213 -0.08 0.00 30.10 *(50)GIRT LAPS: * Data ------Set-1 ------- ------Set-2 -------- ------Set-3 ------- . * Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 06/06/16 RHW Page 107 of 202 Page 108 Of 189 *(51)GIRT STRAPS: * Data --- Set _1--- ---Set _2--- --- Set _3--- ---Set 4--- *Opt Sets Strap Quan. Strap Quan Strap Quan Strap Quan 0 *(52)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 1 'BASE' 'H1040 0.216 0.446 12.000 2.000 *(53)BEAMS: *No. Bay *Beam Id Use Offset Height 0 *(54)STEP LOAD COEFFICIENTS: * Basic Location No. ----Step_l--- ---- Step_2--- ----Step_3--- *No. Load *Use Id Step Locate Coef Locate Coef Locate Coef 6 'WINDLI' '-' 2 2 30.0000 1.000 30.1040 0.689 'WINDRI' '-' 3 2 0.1040 0.689 30.1040 1.000 'WINDL2' 'R' 2 2 30.0000 1.000 •30.1040 -0.203 'WINDR2' 'R' 3 2 0.1040 -0.203 30.1040 1.000 'WINDL2' 'C' 2 2 30.0000 1.000 30.1040 0.689 'WINDR2' 'C' 3 2 0.1040 0.689 30.1040 1.000 *(55)CAP SPRINGS: * Column Horiz * No. Id K 0 *(56)ADDITIONAL COLUMNS: *No.- Id Type Rot Opt Part Elev 0 *(57)RIGID FRAME COORDINATES: *Frame Frame * Id Type No. X_Coord Y_Coord 2 'RF' 7 1.8490 0.0000 2.2656 18.4850 12.0995 19.3045 30.0000 20.7962 47.8728 18.9723 57.5313 17.4985 58.1146 0.0000 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * 1 Pattern live load * 2 Pattern live load * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * 1 Pattern live load bay 1 * 2 Pattern live load bay 2 * * Code files used: 06/06/16 RHW Page 108 of 202 Page 109 Of 189 * CA_CBC. 13 * EW IBC.12 Version 4.0, U16EO300A Endwall Design Code 6/ 2/16 8:24am ---------- STRUCTURAL CODE: Design Basis WS.- Working Stress ' Hot Rolled Steel AISC10 Cold Formed-Steel NAUS07 BUILDING CODE: Wind Code CBC 13 (IBC 12)'. Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) " Cold Formed Steel 29500'(ksi ) " • U16E0300A Column & Rafter Design - -------------------- 6/ 2/16 8:24am MEMBER SIZES: • Member`Member --Web Size---Flange_Size'Member Member ---- Max _Load---- Id Locate Part Depth Thick Width Thick Length Weight Id UC Report Coll 0.8 Co12 30.0. Co13 59.2 ` Total= 0.0 : STRENGTH RATIO: " Load Axial+ Shear+ Control Id Id Axial Shear Moment Moment Moment UC F ' . • COLUMN REACTIONS: ' Load In Plane Out-Plane, Id Id Vert(k ) Horz(k ) . Horz(k ) COLUMN MEMBER DEFLECTIONS: ' Load Deflection(in) Id Id Calc Limit COLUMN/RAFTER KL/R RATIO: 'Unbrace_Length----KL/R----•. Id Major Minor Major Minor , U16EO300A Base Plate & Anchor Bolt Design F 6/ 2/16 8:24am 06/06/16' ' `.•RHW Page.109..of 202 Page 110 Of 189 Base Plate Yield. = 55.00 (ksi )' Concrete Bearing = 1.05 (ksi ) r Bolt Shear Stress = 13.05 (ksi ) Bolt Tension Stress = 21.75 (ksi ) ' BASE SIZE: Base --Plate_Size(in)-- -------Bolts(in)------- Id Type Depth Width Length Thick Type Dia Gage Row ----- ---- ----- ----- ------ ----- ---- ----- ---- --- BASE REACTIONS: --------------- Max_Tension+Shear Max_Shear+Tension --Max Comp- Tens Shear-Max—Shear- Shear Tens Id Load Fy(k ) Load Fy(k ) Fx(k ) Load Fx(k ) Load Fx(k ) Fy(k ) ------ ---- ------ ---- ------ ------ ---- ------ ---- ------ ------ LOAD COMBINATIONS: ------------------ U16EO300A Screw Report 6/ 2/16. 8:24am ------------ 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 H1040 0.22 1.00 2.00 0.000 0.000 0.213 0.00 U16EO300A Weight Summary 6'/ 2/16 8:24am Columns = 0.00 Total Weight = 0.00 U16EO300A Warning Summary 6/ 2/16 8:24am No Warnings 06/06/16 RHW Page 110 of 202 3. Page 111 Of 189 *U16E0300A Roof Design Input •6/ 2/16 8:25am , *( 1)JOBID: 'U16E0300A' ' *( 2)PROGRAM OPTIONS: ' * Run Run Run Lap • * Purlin Panel Brace Stiff 'Y' 'Y' 'Y' 1.00 .., *( 3)DESIGN CODE: *Design --- Steel -Code--- -==Build--- 'Code Seismic * Code Cold Hot - Country Code_ Year Label Zone 'WS' 'NAUS07 ' 'AISC10' •'----' T IBC ' 112' CBC '1'3 ' 'D- ' , ' It *( 4)DESIGN CONSTANTS: * --- Strength_Factor--- * ------Stress Ratio------ ---Seismic--- * Purlin Panel Wind -Frame Wind Frame Brace " 1.0300 1.03 1.03 1.000 1.000 1.200 ' *( 5)STEEL,YIELDS: * Web Flg• C_Sec W Sec R_Sec P_Sec T Sec U_Sec EP BP' 55.0 55.0 55.0 '55.0 50.0 42.0 46.0 50.0 55.0• 55,0- *( 6)DEFLECTION LIMITS: y. *------Purlin----- ---- Extension ---i,----Gable_Ext'---- ,Facia •---Panel--- Facia' Wind Frame *Live, Wind Total Live Wind Total Live Wind Total Girt Live Wind Panel Wind Seis 150.0 150.0 0.0 150.0 150.0 120.0 75:10 75.0 60.0 90.0 60.0 60.0 90.0 60.0 40.0 ' *( 7)REPORTS: F * Input Roof Eave Roof Cable 'Roof * Echo Purlin Strut Panel Brace Open L *( 8)BUILDING LAYOUT: * Build L_Expand_EW R_Expand_EW------- Open_Wall------- Column * Type Use Offset Use Offset L_EW, F_SW R_EW B_SW Option 'FF-' IN ' 0.000 'Y ' 12.000 'N' 'N' 'Y' 'N: , *( 9)SURFACE SHAPE: • * No. X_Coord Y_Coord '• * Surf (ft) (ft) ' 4 0.0000 20.0000 30.0000 22.5000 ^_ , 60.0000 20.0000 60.0000 0.0000 ' *(10)WALL BAY SPACING: ` * Wall No. --- Bay_Set--- * Id Sets Width Quan 1 3 17.0000 1' 26.0000 1 17.0000 1 06/06/16 RHW Page 111 of 202 Page 112 Of 189 2 2 25.0000 1 Set No. * Id Opt Space 25.0000 1 Sets 2 '-' 1.3333 3 1 30.0000 2 3 '-' 1.3333 5.5000 4 2 25.0000 i 25.0000 1 5 2 25.0000 1 25.0000 1 *(11)WALL OPENINGS: * Wall No. Bay * Id Open Id Offset Width HeightL HeightR Type Option 1 1 2 1.0000 24.0000 18.0000 18.0000 5 'N' 2 2 1 2.5000 20.0000 18.0000. 18.0000 5 'N' 2 2.5000 20.0000 18.0000 18.0000 5 'N' 3 0 4 1 1 2.5000 20.0000 18.0000 18.0000 5 'N' *(12)PARTIAL WALLS: *Wall Set --Bay_Id-- Base Top Full Load ----Panel----- _Of * Id Bays Id Use Start End Height Type Type Girt Col Part Opt 1 0 2 0 3 0 4 0 *(13)JACK BEAM LAYOUT: * No. Beam --Bay_Id- Beam Beam *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 1.0000 1.0000 3 0.0000 0.0000 1.0000 1.0000 *(15)PURLINS: * Surf Purlin OS_Flg IS_Flg Set * Id Type Brace Brace Depth 2 'ZB' 'C' 'N' 0.000 3 'ZB' 'C' 'N' 0.000 *(16)PURLIN SPACING: ---- Rafter -Size ----- Left Right IW2015825' '--------' 'W2015825' '--------' Set_Lap Max _Unbr Ext Int Length 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 * Surf Space . Peak Max Set No. * Id Opt Space Space Space Sets 2 '-' 1.3333 5.5000 0.0000 2 3 '-' 1.3333 5.5000 0.0000 2 *(17)PURLIN SIZE: *Surf Show No. * Id Id Purl Purlin_Part 2 0 0 3 0 0 *(18)REPLACEMENT PURLINS: *No. Surf Bay ----Purlin--- *Purl Id Id Id Part 0 -Purlin_Set- Space Quan 4.1258 6 4.0156 1 4.0156 1 4.1258 6 06/06/16 RHW Page 112 of 202 *(25)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach Location 1 5 0.0000 17.0000 30 43.0000 60.0000 3 5 0.0000 17.0000 30 43.0000 60.0000 *(26)WALL/INTERIOR BRACING OPTIONS: ----------- Order—Of _ Selection ----------- * Wall Panel Diagonal Wind Wind Weak Axis Brace * Id Shear Bracing Bent Column Bending Option Height 2 'N' IN ' 'Y' 'N' 'N' '--' 0.0000 4 'N' 'Y ' 'N' 'N' 'N! '--'_ 0.0000 5 'N' IN ' 'N' 'N' 'N'- '--' 0.0000 *(27)SIDEWALL DIAGONAL BRACING: * Wall Max Pan Brace User_ Selected_SW_Bays * Id Shear Type No. Bay_Id 2 72.8 'R' 0 A 72.8 'R' 1 2 *(28)WIND BENTS: *Wall Member .-----Column ----- -----Rafter----- No. 06/06/16 RHW Page 113 of 202 Page 113 Of 189 *(19)EAVE STRUT: *Wall Eave No. * Id Type Eave Eave—Part 2 'ZB' 0 4 'ZB' 0 *(20)WALL GIRT:' *Wall Girt Girt * Id Type Part Offset Proj 1 'ZB'. 108Z060 ' 0.000 0.000 2 'ZB' 11OZO60 1 0.000 0.000. 3 'ZB' '--------' 0.000 0.000 4 'ZB' '10Z060 1 0.000 0.000 *(21)GUTTER/SOLDIER COLUMN: *Wall --Gutter-- Soldier_Opt * Id Use Width Rafter Brace 2 'Y' 0.000 '-1 1_1 4 'Y' 0.000 '-' '-' *(22)PANELS: * Wall Roof, Standing Insulation Roof * Panel Panel Seam Use Thick Liner 'CW6-80 I 'CR6-80 I 'N' '0' 3.000 '--------' *(23)ROOF BRACING OPTIONS: *--- --L_EW_Brace_To_Frame----- ----- R_EW_Brace_To_Frame----- *Panel Diagonal Left_Bay Right_Bay Left_Bay Right_Bay *Shear Bracing Opt Part Opt Part Opt Part Opt Part 1 N ' v y 1 1 _ 1 1 -------- ------- I - _ - - *(24)ROOF DIAGONAL BRACING: * Max _Pan Brace Each User_Selected_Roof_Bays * Shear Type EW No. Bay_Id 113.3 'R' 'R' 1 2 0 *(25)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach Location 1 5 0.0000 17.0000 30 43.0000 60.0000 3 5 0.0000 17.0000 30 43.0000 60.0000 *(26)WALL/INTERIOR BRACING OPTIONS: ----------- Order—Of _ Selection ----------- * Wall Panel Diagonal Wind Wind Weak Axis Brace * Id Shear Bracing Bent Column Bending Option Height 2 'N' IN ' 'Y' 'N' 'N' '--' 0.0000 4 'N' 'Y ' 'N' 'N' 'N! '--'_ 0.0000 5 'N' IN ' 'N' 'N' 'N'- '--' 0.0000 *(27)SIDEWALL DIAGONAL BRACING: * Wall Max Pan Brace User_ Selected_SW_Bays * Id Shear Type No. Bay_Id 2 72.8 'R' 0 A 72.8 'R' 1 2 *(28)WIND BENTS: *Wall Member .-----Column ----- -----Rafter----- No. 06/06/16 RHW Page 113 of 202 Page 114 Of 189 * Id Type Depth Size Depth Size Bays Bay_Id 2 'W' 22.00 'W2215825' 12.00 'W1215838' 1 2 4 'W' 0.00 '--------' 0.00 '--------' 0 5 'w' 0.00 '--------' 0.00 '--------' 0 *(29)WIND COLUMNS: *Wall Member -----Column----- No. Left/ * Id Type Depth Size Col Bay_Id Right 2 'W' 0.00 '-------- 0 4 'W' 0.00 '--------' 0 5 'W' 0.00 '--------' 0 *(30)WALL BRACING ATTACHMENT: *Wall No. Attach --Bay_Id-- *Id Type No. ----Level---- * Id Attach Id Start End Connect Option Level Height Strut 2 1 1 1 2 'F' 0 1 20.0000 'E' 4 1 2 1 2 'F' 0 1 20.0000 'E' *(31)INTERIOR DIAGONAL BRACING: *No Attach Brace User Selected_Int_Bays *Brace Offset Type No. Bay_Id 0 *(32)INTERIOR BRACING ATTACHMENT: * No. Attach--Bay_Id-- No. * Attach Offset Start End Level Level—Height 0 *(33)EAVE EXTENSIONS.SIZE: *Wall No. Ext--Bay_Id-----Extension_Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 2 0 4 1 1 1 2 0.000 20.000 1.00 0.00 0.00 'CO' *(34)EAVE EXTENSIONS PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace 'Depth Ext Int Length Space Space Space 1 'ZB' 'C' 'N' 0.000 0.0000 0.0000 0.0000 0.000 5.500 4.0156 *(35)CANOPY SIZE: *Wall No. Ext--Bay_Id-- ---Extension—Size--- Edge_Extend Eave *Id Extend Id Start End "Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 *(36)CANOPY • I PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap " *Id Type Brace Brace Depth Ext Int *(37)CANOPY PANELS, GUTTER & DOWNSPOUT: *Ext Standing Gutter Downspout *Id Part Seam Use Color No. Color *(38)FACIA/PARAPET LAYOUT: *Wall No. Ext--Bay_Id-- *Id Extend Id Type Start End 1 0 2 0 06/06/16 Max_UnBr Peak Max Set Length Space Space Space Edge_Extend Eave Use-End_Option- Left Right Mount Type Gutter Left Right RHW Page 114 of 202 Page 115 Of 189 3 0 : 4 0 ti , •'*(39)FACIA/PARAPET SIZE: *Ext ---- Extension _Size ----- ---------Facia--------- Arm Back Facia *Id Height Width Slope Elev Height Slope Slope Slope Project ' *(40)FACIA/PARAPET PURLINS: ,i*Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set. *Id Type Brace Brace Depth Ext Int Length Space Space Space *(41)FACIA/PARAPET PANELS: *Ext ---Roof-Panel --- ----Soffit_Panel--- -Front _Panel-- --- -Back_Panel----- *Id Size SSeam- Size Rot Space Size SSeam Size Rot Space *(42)EXTENSION BRACING: ' *Ext Run Max Pan Brace, User_ Selected_ Bays ' *Id Brace Shear Type - No. Bay_Id 1 'Y' 113.3' 'R ' 0 *(43)WALL BASE ELEVATION/DEAD: ` *Wall. Base Wall Seis --%_Open-- 'y * Id. Elev 'Dead 'Opt Seis Wind " 1 0.00 6.00 'Y' 0.00 0.00 - 2 0.00 10.00 1Y' 0.00 0.00 3 0.00 0.01 'Y' 0.00 0.00 4 0.00 10.00- 'Y' 0.00 0.00 5 0.00 11.00 ',Y' 0.00 0.00 *(44)BASIC LOADS: * ---Deflection--- Wind Wall Seismic * Dead Collat Live Snow Rain Basic • Load Ratio Load --Friction-- Edget ` Ld_Rat *.Load Loadf Load Load Load -Wind Snow Wind Seis Factor Wind Coef Zone Factor 3.00 5.00 20.0 0.0 0.0. 19.6 1.00 0.52 '3.58 0.60` 19.6 0.0000 10.000 1.33 t *(45)WIND PRESSURE/SUCTION: ; * Wind Wind Wind * Press Suct Suct-Roof 16.0 -28.4 Purlins 0.0 -32•.7 Purlins, Gable Extension 16.6 -30.4 Interior Roof Panels 30.0- 8.25 -45.0 Long Bracing, Building 36.45 3.80 Long Bracing, Wall Edge Zone 46.6 -31.1 24.9 Long Bracing, Facia/Parapet *(46)EDGE AND CORNER ZONES FOR PURLINS AND PANELS: *Wind Surf No Zone '-=-Purlin--- ---Panel---- Screw * Id Id Zone 'Id. Width Length Press Suct Press Suct Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior 3 0.00 5.00 1.00 1.14 1.00 1.52 1.52 Edge left 4 .5.00 0.00 1.00 1.14` 1.00 1.52 1.52 .. Edge top + 5 0.00 5.00 1.00 1:14_ 1.00' 1.52 1.52 .. Edge right 7 5.00 5.00 1.00 1.14 1.00 2.16 2.16 .. Corner top -left 8 5.00 5.00 1.00 1.14- 1.00 2.16 2.16 .. Corner top -right' 1 3 6 1 0.00 0.00 1.00 - 1..'00 1.00 1.00 1.00 .. Interior 06/06/16 RHW Page 115 of 202 Page -116 Of ,189 3 0.00 5.00 1.00 1.14 1.00 1.52 1.52... Edge'left 5 0.00 5.00 1.00 1.14 1.00 1.52 1.52 .. Edge right 6 5.00 0.00 1.00 1.14 1.00 1.52• 1•.52 .. Edge bottom 9• 5.00 5.00 1.00 1.14 1.00 2.16 2..16 .. Corner bot -right ' 10 5.00 5.00 1.00 1.14 1.00 2.16 2.16 .. Corner bot -left 2 2 1 -1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .: Interior 2 3 1 1 0.00 0.00 1:00 1.00 1.00. 1.00_ 1.00 .. Interior *(47)EDGE AND CORNER ZONES'- LONGITUDINAL,:, E * ye *Wind Surf No Zone _-Purlin * Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 Interior 1 3 1 1 0.00 0.00 1.00 Interior �. 2 2 1 1 0.00 0.00 1.00 Interior 2 3 1 1 0.00 0.00 1.00 Interior *(48)EXTENSION BASIC LOADS: , *-------Purlin Wind ------- -------- Panel -Wind -------- *Ext Dead Collat Live Snow Rain Attach Beam Facia.Beam Attach Beam Facia _Beam• ` *Id Load Load Load Load Load Press Suct Press Suct Press Suct Press Suct ' 1 11.00 0.00 20.00 0.00 0.00 0.00 -27.12 0.00 0.00 0.00 -33.29 0.00 0.00 *(49)PURLIN DESIGN LOADS: * Surf No. Load Add.Snow- --- Windl--- Wind2--- Aux -Load * Id Load Id Dead Collat Live Snow Drift Slide Rain Press" 'Suct Press Suct Id Coef * ' 2 11 1 1.00 1.00 1.00 0.00 ;0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.-00' 0:00 `0.00 0.00 0.00 •0:00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 '0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0 0.00` 4 1.00 0.00 0.00 0.00' 0.00 0.00 0.00 •0.60. 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60. 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 f 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.45 ►0.00 0.00 0.00 •,`0 0.00 8 1.00 1.00 0.75 0.00 =0.00 0-00 0.00 0.00 0.45 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 ' 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0• -0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 01. 0'0 0'.60 0.00 0.00 0 0. 00 3 11 1 1.00 1.100 1.00: 0.00 0.00 0.00- 0.00 0:00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 10.00 0.00 0..00 0.00 0.00 0.00 0 -0.00 06/06/16 RHW Page 116. of 202 ' Page 117 Of 189 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 '0.00 - 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 1 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00• 0:00 0:60 0.00 0.00 0 0.00 _ 6 1.00 1.00 0.75 0:00 0.00 0.00,'0.00 0.45 0.00 0.00 0:00 0 0.00 + ' 7 1.00 1.00 0.00 -0.00 0.00 0:00 0.00 0.45 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0:00 0.00 0.00 0.00 '0.00 0.45. 0.00 0.0,0 0 •0.00 9 1.00 1.00 0.00 0.00 0:00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00. 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00' 0.00 .0 0.00 ' 1 .*(50)PURLIN DESIGN LOADS: Deflection *'Surf No. Load -Add -Snow- --- Windl--- `---Wind2--- Aux -Load * Id Load. Id Dead Collat Live ^Snow Drift Slide -Rain Press. Suct Press Suct Id Coef 1' 2 5 12 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 , 13 1.00 1:00 1.00 0.00 0:00. 0.00 0.00 0.00 0.00 ~0.00 0.00 0 0.00 ' 14 1.00 1._00 0.00 0.00•.0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 .16• 1.00' 0.00 0.00 0.00 -0.00 0.00. 0.00 0.00 1.00 0.00 0.00 0 0.00 3 5 12 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 13• 1.00 1.00 1.00 '0.00 0.00 0.00 0:00 0.00 0.00 0.'00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0 .0.00 15 1.00 0.00 0.00 y0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 - 16 1.00 0.00 0.00 -0.00 0.00. 0.00 0.00 0:00 1.00 0.00 0.00 0 0.00 - *(51)BRACING DESIGN LOADS: Frame * No. Load -Add Snow- Long Wind Aux -Load * - Load Id Dead Collat Live Snow Drift Slide Rain •EW1 EW2, Seis Id Coef ' 14 -1 1.00 0.00 0.00 0.00. 0.00 0.00 0:00 0.60 0.00 0.00 0 0.00 '2 1.00 0.00•+0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 3 1.00 1-.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 5 1.00 1.00 0.00 .0.00 0.00' 0.00 0.00 0.45 0.00 0.00 •0, 0.00 ' 06/06/16. RHW Page 117 of 202 Page 118' Of 189 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 7 0.60 0.00 0.00' 0.00 0.00'_0.00 0.00 0.60 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.08 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.08 •0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00• 11 1..06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 '13 0.52 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 - 14 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(52)BRACING DESIGN LOADS: Brace + * No. Load -Add -Snow- Long -Wind Aux -Load * Load Id Dead•Collat Live Snow Drift Slide Rain EW1 EW2 Seis Id Coef 15 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 16• 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0:00 0 0.00 17 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45, 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0.00' 0.00 0.00 0.45 0.00 0 0.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00. 0.45 0:00- 0.00 0 0.00 20 1.00 1.00 0.00. 0.00 0.00 0.00, 0.00 0.00 0.45 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0:00 0._.00 0 0.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 23 1.08 0.00 0.00 0.00 0.00 0'.00 0.00 0.00 0.00 0.70 0 0.00 24 1.08 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 -0.70 0 0.00 25 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 26 1.06 1.06 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 27 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 28 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 29 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(53)EXTENSION DESIGN LOADS: * No. Load Wind Wind * Load Id Dead•Collat Live Snow Rain Press Suct 11 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 ' '06/06/16 -RHW Page 118 of 202 Page 119 Of 189 3 1.00 1.00 0.75 0.00 0.00• '0.00 0.00 4 1.00 0.00 0.00 0.00 0.00 0.60 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.60 6 1.00 1.00 0.75 0.00 .0.00° 0.45 0.00 ' 7 1.00 1.00 0.00 0.00 0.00 0.45 0.00 8 1.00 1.00 0.75 .0.00. 0.00 0.00 0.45 9 1.00 1.00 0.00 0.'00 0.00 0.00 0.45 10 0.60 0.00 0.00 0.00 0.00 0.60 0.00 ' 11 0.60 0.00 0.00.0.00. 0.00 0.00 0..60 *(54)EXTENSION DESIGN LOADS: Deflection- * No. Load • Wind Wind * Load Id Dead Collat Live Snow Rain Press Suct ' 5 12 0.00 0.00 1.00 0:00 0.00 .0.00 0.00 13 1:00 1.00 1.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.00 0.00 -0.00 0.00 0.00 15 1.00 0.00 0.00 0.00' 0.00 1.00 0.00 " 16 1.00 0.00 0:00 0.00 0.00 0.00 1.00 *(55)PANEL DESIGN LOADS: * No. Load -Add Snow- , ---Windl--- --- Windt--- Aux_Load ' * Load Id Dead Collat Live Snow Drift Slide Rain Press Suct Press' Suct Id Coef " 11 1 1.00 ,0.00 1.00 0.00 0.00 0.00 0.00• 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0 ' 0.00 3 1.00 0.00 0.75 '0.00 0.00 .0.00 0.00 0.00 0.00` 0.00 0.00 0 0.00 ' 4 i.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 -6 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45:0.00 0.00 0.00 0 0.00• 7 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 .0.00 0.00 0 0.00 8 1.00 0.00 0:00 0.00 0.00 .0.00 0.00 0.45 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 .0.45 0.00 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.•60 0.00• 0.00 0.00 0 0.00 11' 0.60 0.00 0.00 0.00 0.00 0.-00 0.00 0.00 0.60 0.00 0`.00 0 0.00 T *(56)PANEL DESIGN LOADS: Deflection * No. 'Load -Add_Snow- --- Windl --- --- Wind2--- Aux_Load * Load Id Dead Collat Live Snow Drift Slide Rain Press Suct Press Suct Id Coef 3 12 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 t 13 1.00 0.00 0.00 0.00 0.00 0.00 0.100 1.00 0.00 0.00 0.00 0 0.00 14 1:00 0.00 0.00 0.00 0.00 0'.00 0.00 0.00 1.00 0.00 0.00 0 0.00 } *(57)AUXILIARY'LOADS: s 06/06/16 RHW Page 119 of 202 * No. Aux Aux * Aux Id Name 0. *(58)ADDITIONAL LOADS: No. Add Add Load Combs Id Coef Page 120 Of 189 *No. Add Surf Basic Load -Load Screw F *Zone Zone D Dia ---Surface--- *Add Id Id Load Type Orn W1 W2 D1 D2 'Start End 4 1 4 'WINDL ' IF ' 'L' .2.5 0.0 25.0000 20.0000 0.000 0.000 2 4 'WINDR IF ' 'L' 2.5 0.0 0.0000 20.0000 0.000 0.000 3 4 'SEISL ' 'F ' 'L' 4.2 0.0 25.0000 20.0000 0.000 0.000 4 4 'SETSR ' IF ' 'L' 4.2 0.0 0.0000 20.0000 0.000 0.000 *(59)PURLIN LAPS: *Surf Data ------Set-1 ------- ------Set-2 ------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 3 '-' 0 ` *(60)'PURLIN LAPS: Extensions *Ext Data ---=--Set-1 ------- ------Set-2 ------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left ' Right Quan 1 0 *(61)PURLIN STRAPS: * No. * Opt Bay Straps/Bay 0 *(62)PURLIN STRAPS: Extensions *Ext No. * Id Bay Straps/Bay 1 0 *(63)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength , 4 'INT ' 'H1030 .' 0.216 0.500 12.000 2.778 -'EDGE' 'H1030 0.216 0.500 12.000 2.778 - 'CORN' 'H1030 0.216 0.500 12.000 2.778 'BASE' 'H1040 1 0.216 0.446 12.000 2.000 *(64)EXPANSION JOINTS: * No. *Exp Expansion -Location 0 *(65)ADDED PURLINS: *No. Add Surf --Bay Id-- -Surface_Offset- *Add Id Id Start End Start End 0 *(66)PURLIN SYSTEMS: *Surf No. System Added Purlins * Id System Id No. Id 2 1 1 0 3 1 1 0 *(67)ROOF OPENING LAYOUT: * Open -Location- Frame --Surface-- ----Bay---- *No. Id Use Id Opt Type Id Offset Id Offset 06/06/16 RHW ' I r Width' Length Ref Page. 120 of 202 ' • Page 121 Of 189 t 0 (68) ROOF OPENING FRAMING: *Open Jamb Head ----Support---- Panel * Id Type Type Type Opt Depth Opt Load *AUXILIARY LOAD DESCRIPTIONS: , s * Aux , ' * Id Description * ,*ADDITIONAL LOAD DESCRIPTIONS: * Add , * Id Description * 1 * 2 a �• * 3 , * 4 * Code files used: e * CA_CBC.13 - * ROOFIBC.12 Version 4.0 * Panel * Start * 0.000 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16E0300A Design Code 6/ 3/16 11:47am' '. STRUCTURAL CODE: Design Basis WS - Working Stress • Hot Rolled Steel AISC10 Cold Formed•Steel NAUS07 ' BUILDING CODE: r Wind Code CBC 13 (IBC 12) , Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) •Cold Formed Steel 29500 (ksi ,) U16EO300A Purlin Layout(Surface= ----------------- -------------------------------------------------------------- 2) -------------------------------------- - 6/ 3/16 11:47am SURFACE LAYOUT•: Surface No. Peak + Id Length Row Space y 2 30.104 7 1.333 PURLIN LOCATION: , •Purlin :. Surf Load Dead Show -----=Max_Load-,------' Id Offset Space Width Load Report' Ids UC Report Notes . 1. 4.126 4.126 4.126 0.89 Y 6 1.03 Mom,Shr 2 8.252 4.126 4.126 0.89 Y 6 1..03 Mom,Shr 3 12.378 4.126 4.126 0.89 Y ,6 1.03 Mom,Shr 4 . 16.503 4.126 4.126 0.89 Y 6 1.03• Mom,Shr 06/06/16 o RHW Page 121 of 202 Page 122 Of 189 5 20.629 4.126, 4.126 0.89 Y 6 1.03 Mom,Shr 6 24.755 4.126 4.071 0.90 Y 6 1.02 Mom,Shr 7 28.771 4.016 3.341 1.10 Y 6 0.83 Mom,Shr Left Right 30.104 1.333 Out In ---- ---- ---- LExt -------- 08ZO67 ------ 1.00 ----- ----- ----- 4.13 -0 Average= 1 0.92 24.00 2.94 4.13 LAYOUT: 0.00 0.70 2 08Z067 24.00 2.94 4.13 0 Bay RExt Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Brace Weight Weight LExt 08Z067 1.00 0 3.3 23.0 1 08ZO67 24.00 2.94 0 88.6 620.2 2 082067 24.00 2.94 0 88.6 620.2 RExt 08ZO67 1.00 0 3.3 23.0 Total(lb)= 183.8 1286.4 LOAD COMBINATIONS: 6 - Dead+Collateral+0.75Live+0.45Wind Pressurel U16EO300A Purlin(Surface= 2, Id= 1) 6/•3/16 11:47am ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 1 Offset = 4.13 ------------------------------ LAYOUT: (Purlin Id= 1) STRENGTH/DEFLECTION SUMMARY: Spn1-------- Shear(k )-------- I ------- Moment(f-k )------ 1--=Mom+Shr--1 ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc AllowLC --- I ---- ------ ----- ---- -- I ---- ------ ----- ---- - I ---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20 0.00 6 11RLap -1.55 3.57 0.43 .61RLap. 5.14 4.99 1.03 61RLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4:99 1.03 .61LLap 0.98 61 -1.11 0.00 6 ExtILSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel 06/06/16 RHW Page 122 of 202 Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace ----- Out In ---- ---- ---- LExt -------- 08ZO67 ------ 1.00 ----- ----- ----- 4.13 -0 0.00 0.70 1 08ZO67 24.00 2.94 4.13 0 0.00 0.70 2 08Z067 24.00 2.94 4.13 0 0.0.0 0.70 ' RExt 08Z067 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spn1-------- Shear(k )-------- I ------- Moment(f-k )------ 1--=Mom+Shr--1 ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc AllowLC --- I ---- ------ ----- ---- -- I ---- ------ ----- ---- - I ---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20 0.00 6 11RLap -1.55 3.57 0.43 .61RLap. 5.14 4.99 1.03 61RLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4:99 1.03 .61LLap 0.98 61 -1.11 0.00 6 ExtILSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel 06/06/16 RHW Page 122 of 202 ► Page 123 Of 189 (11) 0.6Dead+0..6Wind_Suctionl , U16EO300A Purlin(Surface- 2, Id= '2)" 6/ 3/16 11:47am ROOF PURLIN Surface'Id = 2 . Purlin Id = 2 L Offset = 8.25 ------------------------------ LAYOUT: (Purlin Id= 2) • Available Design , Reduction.- Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left, Right Width Brace out, In LExt 082067 1.00 4.13 0 0.00 0.70 1 08Z067 24.00 2.94 4.13 0 0.00 0.70 2 08ZO67 24.00 2.94 4.13 0 •0.00 0.70 - RExt 08ZO67 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: y Spn1-=------ Shear(k ) -------- 1­-'--Moment(f-k )------I---Mom+Shr-=1----Defl(in)-.- • Id ILoc Calc Allow UC .LCILoc Calc, Allow UC LCILoc UC LC1Calc Allow LC ---I---- ------ ----- ------I ---- ------ ----- - ----1----'-'--- --I- -,-- ----- -- ExtIRSup '-0.12 3.57 0.03 61RSup -0.04 5:84 0.01 111RSup 0.04 61 0.20 0.00 6 11RLap -1.55 3.57 0.43 61RLap 5.14 4.99 1.03' 61RLap 0.98 61•-1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61'-1.11 0.00 6 ExtlLSup. 0.12 3.57 0.03 .61LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00' 6 LOAD COMBINATIODS: ` • r (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctioril •.U16E0300A Purlin,(Surface= 2, Id= 3) 6/ 3/16 11:47am ROOF PURLIN Surface Id 2 * Purlin Id = 3 Offset = 12.38. ------------------------------ LAYOUT: (Purlin Id= 3) Available ; Design Reduction- Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In LExt 08ZO67 •1.00 4.13 0 0.00 0.70 1 08Z067 24.00 2.94 4.13 0 0.00 0.70 06/06/16 RHW Page 123 of 202 t , 2 082067 24.00 2.94 4.13 0 0.00 0.70 RExt 082067 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Page '124 Of 189 Spn1-------- Shear(k )-------- I ------- Moment(f-k )------ I --- M_om+Shr--I ---- Defl(in)--- Id 1Loc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC --- I ---- ---=-- ----- ---- --1--=- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup .-0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20 0.00 6 1jRLap -1.55 3.57 0.43 61RLap 5.14 4.99 1.03 61RLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -1.11. 0.00 6 ExtlLSup 0.12 3.57 0.03 61LSup -0.04 5.84`0.01 111LSup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel . (11) 0.6Dead+0.6Wind_Suctionl ----------------------------------- U16E0300A Purlin(Surface= 2, Id= 4) 6/ 3/16 11:47am ----------------- ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 4 i Offset = 16.50 ------------------------------ LAYOUT: (Purlin Id= 4). Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left .Right• Width Brace Out In ------------ ------ ----- ----- .----- ----- ---- ---- LExt 08Z067 1.00 4.13 0 0.00 0.70 1 08Z067 24.00 2.94 4.13 0 :0.00 0.70 2 082067 24.00 2.94 4.13 0 0.00 0.70 RExt 08Z067 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-7------ Shear(k )-------- I -------- Moment(f-•k )------I---Mom+Shr--1.----Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC --- I ---- ------ ----- ------ I ----'------ ---- ---- -- I ---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 .61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20 0.00 6 11RLap -1.55 3.57 0.43 61RLap 5.14 4.991.03 61RLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -1.11 0.00 6 ExtlLSup 0.12 3.57 0.03 61LSup -0:04 5.84.0.01 111LSup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl U16EO300A Purlin(Surface= 2, Id= 5) 6/ 3/16 11:47am -------------------- 06/06/16 RHW Page 124 of 202 A N Page 125 Of 189 ------------------------------ ROOF ----- -- - ROOF PURLIN Surface Id = 2 , Purlin .Id = 5 Offset 20.63 ------------------------- LAYOUT: (Purlin Id= 5) Available , Design Reduction s Bay Length ---Lap(ft)-- Load 'No. Factor Id Part (ft) Left Right Width. Brace Out In LExt 08Z067 1.00 4.13 .0 0.00 0.70, 1 08ZO67 24.00 2.94 4.13 0 0.00 0.70 2 082067 24.00 2.94 4.13 0 0.00 0.70 RExt 08ZO67 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-*------ Shear(k )-------- I------- Moment(f-k )------I --- Mom+Shr--I -- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC -I---- ------ ----- ------I ---- ------ ----- ------I ---- ------1------ ----- -- ExtlRSup -0.12' 3.57 0.03 61RSup -0.04 5.84'0.01 111RSup.0.04 61 0.20. 0.00 6 11RLap -1.55 3.57 0.43 .61RLap 5.14 4.99 1.03 61RLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5:14 4.99 1.03 61LLap 0.98 61:-1.11, 0.00 6 ExtlLSup - 0.12 3.57 0.03 61LSup -0.04 5.84 0:01 111LSup 0.04 61 0.20 0.00 6 1 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl • U16EO300A' Purlin(Surface= 2, Id= 6) 6/ 3/16 11:47am , • ------------------ - _ - - -------- ROOF -------ROOF PURLIN Surface Id = 2 ' Purlin Id = 6 Offset 24.76 ------------=-----'-----------= LAYOUT: (Purlin Id= 6) ' Available Design Reduction Bay Length---Lap(ft)--" Load No. Factor Id Part (ft) Left Right Width Brace Out In LExt 08ZO67 1.00 4.07 0 .0.00-0.70 1' 08ZO67 24.00 2.94 4.07 0 0:00 0.70 2 08ZO67 24.00 2.94 4.07 0 0.00 0.70 ' RExt 08ZO67 1.00 4.07 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I------- Moment(f-k )------ I --- Mom+Shr--1---- DefT(in)---° 06/06/16 RHW Page 125 of 202 Page 126 Of 189 Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC --- I ---- ---=-- ----- ---- --I---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtlRSup -0.12 3.57 0.03 6IRSup -0.04 5.84 0.01 11IRSup 0.04 61 0.19 0.00 6 llRLap -1.53 3.57 0.43 61RLap 5.07 4.99 1.02 61RLap 0.97 61 -1.09 0.00 6 2ILLap 1.53 3.57 0.43 6ILLap 5.07 4.99 1.02 6ILLap 0.97 61 -1.09 0.00 6 ExtlLSup 0.12 3.57 0.03 6ILSup -0.04 5.84 0.01 111LSup 0.04 61 0.19 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.4.5Wind_Pressurel (11) 0.6Dead+0.6Wind-Suctionl U16EO300A Purlin(Surface= 2, Id= 7) 6/ 3/16 11:47am ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = •7 Offset = 28.77 LAYOUT: (Purlin Id= 7) Available ' Design - Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ------------ ------ ----- ----- ----- ---- ---- ---- LExt 08Z067 1.00 - 3.34 0 0.00 0.70 1 082067 24.00 2.94 3.34 0 0.00 0.70 2 082067 24.00 2.94 3.34 0 0.00 0.70 ` RExt 08ZO67 1.00 3.34 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I ------- Moment(f-k )----=-I---Mom+Shr--1----Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow.UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ------ I'---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtlRSup -0.10 3.57 0.03 6IRSup =0.03 5.84 0.01 111LSup 0.00 111 0.16 0.00 6 llRLap -1.25 3.57 0.35 61RLap 4.16 4.99 0.83 61•RLap 0.79 61 -0.90 0.00 6 2ILLap 1.25 3.57 0.35 6ILLap 4.16 4.99 0.83 61LLap 0.79 61 -0.90 0.00 6 ExtlLSup 0.10 3.57 0.03 6ILSup -0.03 5.84 0.01.111LSup 0.00 111 0.16 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl U16EO300A Purlin Layout(Surface= 3) 6/ 3/16 11:47am SURFACE LAYOUT:' Surface No. Peak Id Length Row Space ------- ------- --- ----- 3 30.104 7 1:333 06/06/16 RHW Page 126 of 202 Page 127 Of 189 PURLIN LOCATION: " Purlin Surf Load -Dead Show -----=Max Load------ Id Offset Space Width :Load Report Id UC Report Notes 1 1.333 1.333 3.341 1.10 Y 6 0.83 Mom,Shr 2 5.349 4.016 4.071 0'.90+ Y 6 1.02 Mom,Shr 3 9.475 4.126 4.126 0.89 Y 6 1.03 Mom,Shr 4 13.600 4.126 4.126 0.89 Y 6 1.03 Mom,Shr ;5 17.726 4.126 .4.126 0.89 Y 6 1.03 Mom,Shr -• 6 21.852 4.126 4.126 '0.,89 Y• 6 •1.03 Mom,Shr 7 25.978 4.126 4.126` 0.89 Y 6 1.03 Mom,Shr 30.104 4.126 Average= 0.92 • LAYOUT:_ s Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Brace Weight Weight + ti , • LExt 082067 1.00 0 3.3 23.0 1 08Z067 24.00 2.94. 0 88.6, 620.2 2 082067 24.00 2.94 0 88.6 620.2 RExt 08ZO67 1.00 0 3.3 23.0 ------ ------ Total (lb) -----Total(lb)= 183.8 .1286.4 LOAD COMBINATIONS: 6 - Dead+Collateral+0.75Live+0.45Wind Pressurel r -------------------------------------------------------------------------------- U16E0300A Purlin(Surface= 3, Id=, 1) 6/ 3%16 11:47am ROOF PURLIN - Surface Id •3 Purlin Id -'•1 • Offset, _`1.33 ' LAYOUT: (Purlin Id= 1) " .Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ' LExt 082067 1.00 3.34 0 0.00 0.70 1 08ZO67 24.'00 2.94 3.34 0 0.00 0:70• ' 2 082067 24.00 2.94 3.34• 0 0.00 0.70 'RExt 08ZO67. 1.00 3.34 0 0.00=0.70 STRENGTH/DEFLECTION SUMMARY: ` Spn1-------- Shear(k )--------I----- Moment(f-k`)-- --I --- Mom+Shr--1 ---- Defl(in)--- Id ILoc. Calc Allow UC LCILoc Calc ,;Allow UC _ LCILoc UC LCICalc, Allow LC e 06/06/16 ` %RHW Page-127 of-202 Page 128 Of 189 ---I---- ------ ----- ---- -- I ---- ------ ----- ---- --I---- -;-- --I------ ----- -- ExtlRSup -0.10 .3.57 0.03 61RSup -0.03 5.84 0.01 111LSup 0.00 111 0.16 0.00 6 11RLap -1.25 3.57 0.35 61RLap 4.16 4.99 0.83 61RLap 0.79 61 -0.90 0.00 6, 21LLap 1.25 3.57 0.35 6ILLap 4.16 4.99 0.83 61LLap 0.79 6.1 -0.90 0.00 6 ExtlLSup 0.10 3.57 0.03 61LSup -0.03 5.84 0.01 111LSup 0.00 111 0.16 _0.00 6 •LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl U16EO300A Purlin(Surface= 3, Id= 2) 6/ 3/16 11:47am ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 2 Offset = 5.35 -------------------- LAYOUT: (Purlin Id= 2) Available Design Reduction Bay Length, ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width. Brace' Out In ------------ ------ ----- ----- ----- ----- ---- ---- LExt 082067 1.00 4.07 0 0.00 0.70 1 08Z067 24.00 2.94 4.07 0 '0.00 0.70 2 08Z067 24.00 2.94 4.07 0 0.00.0.70 RExt 08Z067 1.00 4.07 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spn1-------- Shear(k)--------I-------Moment(f-k,)------I---Mom+Shr--I----Defl(in)--- Id ILoc Calc Allow UC LCILoc- Calc •Allow UC LCILoc. UC LCICalc . Allow LC ExtlRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup.0.04 61 0.19 0.00 6 1IRLap -1.53 3.57 0.43 61RLap 5.07 4:99 1.02 61RLap 0.97 61 -1.09 0.00 6 21LLap 1.53 3.57 0.43 61LLap 5.07 4.99 1.02 61LLap 0.97 61 -1.09 0.00 6 ExtlLSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01.111LSup 0.04 61 0.19 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0_6Dead+0.6Wind Suctionl U16EO300A Purlin(Surface= 3, Id= 3') 6/•3/16 11:47am ------------------------------ ROOF PURLIN ' Surface Id = 3 Purhin Id = 3• Offset = 9.47 ------------------==---------- 06/06/16, RHW Page 128 of -202 n STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I ------- Moment(f-k )------ 1 --- Mom+Shr--I ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc , Allow LC --- I ----.------ ----- ---- -- I ---- ------ ----- ---- - I ---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20. 0.00 6 11RLap -1.55 3.57 0.43 61RLap 5.14 4.99 1.03 61RLap.0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -1.11 0.00 6 ExtlLSup 0.12 3.57 0.03 61,LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl -------------------------------------------------------------------------------- U16E0300A Purlin(Surface= 3, Id= 4) 6/ 3/16 11:47am ------------------------------ ROOF PURLIN Surface Id = 3 Purlin- Id = 4 Offset = 13.60 ------------------------------ LAYOUT: (Purlin Id= 4) Page 129 Of 189 LAYOUT: (Purlin Id= 3) Reduction Bay Length ---Lap(ft)-- Load No. Available Id Part Design Left Right Width Brace Reduction Bay 08ZO67 Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In LExt 082067 1.00 2.94 4.13 0 0.00 0.70 1 08ZO67 24.00 2.94 4.13 0 0.00 0.70 2 08Z067 24.00 2.94 4.13 0 0.00 0.70 RExt 08Z067 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I ------- Moment(f-k )------ 1 --- Mom+Shr--I ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc , Allow LC --- I ----.------ ----- ---- -- I ---- ------ ----- ---- - I ---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20. 0.00 6 11RLap -1.55 3.57 0.43 61RLap 5.14 4.99 1.03 61RLap.0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -1.11 0.00 6 ExtlLSup 0.12 3.57 0.03 61,LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl -------------------------------------------------------------------------------- U16E0300A Purlin(Surface= 3, Id= 4) 6/ 3/16 11:47am ------------------------------ ROOF PURLIN Surface Id = 3 Purlin- Id = 4 Offset = 13.60 ------------------------------ LAYOUT: (Purlin Id= 4) STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- --I---- ------ ----- ---- -- I ---- ------ I ------ ----- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20 0.00 6 1IRLap -1.55 3.57 0.43 6IRLap 5.14 4.99 1.03. 6IRLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -1.11 0.00 6 ExtlLSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00 6 06/06/16 1 RHW Page' 129 of 202 Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In LExt 08ZO67 1.00 4.13 0 0.00 0.70 1 082067 24.00 2.94 4.13 0 0.00 0.70 2 08ZO67 24.00 2.94 4.13 0 0.00 0.70 RExt 08ZO67 1.00 9.13 0 0.00'0.70• STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- --I---- ------ ----- ---- -- I ---- ------ I ------ ----- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20 0.00 6 1IRLap -1.55 3.57 0.43 6IRLap 5.14 4.99 1.03. 6IRLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -1.11 0.00 6 ExtlLSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00 6 06/06/16 1 RHW Page' 129 of 202 Page 130 of 189 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl 016EO300A Purlin(Surface= 3, Id= 5) 6/ 3/16 11:47am ' ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 5 Offset = 17.73 -----------------------------= LAYOUT: (Purlin Id= 5) STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC --- I ---- --=--- ----- ---- -- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20' 0.00 6 11RLap -1.55 3.57 0.43 61RLap 5.14 4.99 1.03 61RLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -i.11' 0.00 6 ExtILSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 1111,Sup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl U16EO300A Purlin(Surface= 3, Id= 6) 6/ 3/16 11:47am ----------'-------------------- ROOF PURLIN Surface Id = 3 Purlin' Id = 6 Offset = 21.85 ------------------------------ LAYOUT: (Purlin Id= 6) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In 06/06/16 RHW Page 130 of 202 Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- LExt -------- 08Z067 ------ 1.00 ----- ----- ----- 4.13 ----- 0 ---- ---- 0.00 0.70 1 082067 24.00 2.94 4.13 0 0.00 0.70 2 08Z067 24.00 2.94 4.13 0 0.00 0.70 RExt 68ZO67 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC --- I ---- --=--- ----- ---- -- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01 111RSup 0.04 61 0.20' 0.00 6 11RLap -1.55 3.57 0.43 61RLap 5.14 4.99 1.03 61RLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 61LLap 5.14 4.99 1.03 61LLap 0.98 61 -i.11' 0.00 6 ExtILSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 1111,Sup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl U16EO300A Purlin(Surface= 3, Id= 6) 6/ 3/16 11:47am ----------'-------------------- ROOF PURLIN Surface Id = 3 Purlin' Id = 6 Offset = 21.85 ------------------------------ LAYOUT: (Purlin Id= 6) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In 06/06/16 RHW Page 130 of 202 Page 131 Of 189 LExt 08ZO67 1.00 4.13 0 0.00 0.70 _ 1 08ZO67 24.00 .2.94 4.13 0 0.00 0.70 2 08Z067 24.00 2.94 4.13 0 0.00 0.70 RExt 08ZO67 .1.00 4.13 0- 0.00 0.70 t STRENGTH/DEFLECTION SUMMARY: Spnl---_---- Shear(k )-------- I -------- Moment(f-k )------1---Mom+Shr--I----Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc -Allow LC --- I -------•--- ----- ---- -- I ---- ------ - -- ---- --I---- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.•84 0.01 11IRSup 0.04. 61 0.20 0.00 6 llRLap -1.55 3.57 0.43 6IRLap 5.14 4.99 1.03 6IRLap 0-.98 61 -1.11 0.00 6- 2ILLap 1..55 3.57 0.43 6ILLap 5.14 4.99 1.03 6ILLap 0.98 61 -1.11. 0.00 6 ExtlLSup 0.12 3.57 0.03 611,Sup -0.04 5.84 0.01 1111,Sup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: , (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel �(11) 0.6Dead+0.6Wind Suctionl --------------------- U16EO300A Purlin(Surface= 3, Id= 7) 6/ 3/16 1.1:47am ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 7. - Offset = 25.98 j LAYOUT: (Purlin Id= 7) r • Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ------------ ------ ----- ----- ----- ----- ---- --- LExt 08Z067 1.00• ••4.13 0 0.00 0.70 1 082067 24.00 2.94 4.13 0 0.00 0.70. 2 082067 24.00` 2.94 4.13 0 0.00 0.70 RExt 08ZO67 1.00 4.13 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl--------Shear(k )-------- I ------- Moment(f-k )--"----IL--Mom+Shr--I ---- Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- =----- ----- ------ ---- ----- -'--- --1 --- ------ I ------ ----- -- ExtIRSup -0.12 3.57 0.03 61RSup -0.04 5.84 0.01'111RSup 0.04 61 0.20 0.00. 6 llRLap -1.55. 3.57 0.43 6IRLap• 5.14 4:99 1.03 6IRLap 0.98 61 -1.11 0.00 6 21LLap 1.55 3.57 0.43 6ILLap 5.14. 4.99 1.03 6ILLap 0.98 61•-1.11 0.00 6 ExtlLSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 111LSup 0.04 61 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel" `. (11) 0.6Dead+0.6Wind Suctionl 06/06/16 RHW Page 131 of 202 En Page '132 Of 189 U16EO300A In -Plane Roof Force. 6/ 3/16 11:47am Win (k )= Design load in the plane of the purlin web Wout(k )=.Design load in the plane of the purlin flange Pl (k )= Force in plane of roof per anti -roll clip PURLIN ROLL FORCES: Surf Load Line --Roof Load -- Id Id Id Win Wout P1 ---- ---- ---- ------ ------ ------ 2 1 .1 ' 10.89 0.91 0.11 y 2 1 . 42 20.11 1.68. -0.03 2 1 3 10.89 0.91 0.11 3 1 1 10.89 -0.91 0.11 3 1 2 20.11 -1.68 -0.03 3 1 3 10.89 -0.91 0.11 STANDARD CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick talc Limit UC Calc Calc Limit ---- ---- ---------------- ------ ----- ----- ----- ---- .----- ----- ----- 2 L_EW 7 Weld clip @081 0.220 0.11 0.83 0.14 1.01 -0.11 0.20 2 RF 7 Weld clip @081 0.220 0.11 0.83 0.14 1.01 0.11 0.20 3 L_EW 7 Weld clip @081 0.220 0.11 0.83 0.14 1.01 0.11 0.20 3 RF 7.Weld clip @081 0.220 0.11 0.83 0.14 1..01 0.11 0.20 8 PANEL SHEAR/DIAPHRAGM: Surf Line Panel Shear -Deflection- Id Id Calc Limit Calc Limit 2 L_EW 26.5 113.3 0.03 0.83 2 RF 26.5 113.3 0.03 0.83 3 L_EW 26.5 113.3 0:03 0.83 3 RF 26.5 113.3 0.03 0.83 U16EO300A Purlin(Extension= 1, Top) 6/-3/16 11:47am ------------------------------ EAVE EXTENSION TOP PURLIN Wall Id = 4 .Extension Id = 1 Bay Start = 1 Bay End = .2 ------------------------------ Extension Wid= 20.00 - LAYOUT: Available Design "` Reduction Bay Length --Lap(ft)-- Load No. No. Unit Total Factor Id Part (ft) Left Right Width Brace Row Weight Weight Out In ---- ---- ---- LExt -------- 08ZO67 ------ 1.00 ---- ----- ----- ----- 4.02 0 --- 4 ------ 3.3 ------ 13.2 0.00 0.70 1 08Z067 24.00 2.94 4.02 0 4 88.6 354.4 0.00 0.70 06/06/16 RHW. Page 132 of 202 Page 133 Of 189 2 08Z067 24.00 2.94 4.02'• 0 4 88.6 354.4, 0.00 0.70 ' RExt 08ZO67 1.00 4.02 0 4 3.3 13.2 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- 1 ------ -Moment(f-k )------I---Mom+Shr--I----Defl(in)--- Id ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- --I---- -==--- ----- ---- -- I ---- ------ I -----= ----- -- ExtIRSup -0.10' 3.57,0.03 61RSup 0.05 5.82 0.01 61RSup 0.04 lI 0.20 0.00 13 11RLap -1.54 3.57 0.43 11RLap 5'.13 4.99 1.03 11RLap 0.98 11 -1.11 2.40 13 21LLap• 1.54 3.57 0.43 11LLap +5.13 4:99 1.03 11LLap 0.98 11 -1.11 2.40 13 ExtILSup 0.10 3.57 0.03, 61LSup 0.05 5.82 0.01. 61LSup 0.04 11 0.20 0.00 13 LOAD COMBINATIONS: t (1) Dead+Collateral+Live (6) Dead+Collateral+0.75Live+0. 45Wind_Pressurel (13) Dead+Collateral+Live ------------------_-------------------------------------------------------------- U16E0300A Eave*Strut(Extension= 1) 6/ 3/16 11:47am --------------------------------------------------------------------- ------------------------------ EAVE EXTENSION EAVE STRUT Wall Id = 4 Extension Id = 1 Bay Start = 1 + Bay End = 2 Extension Wid= 20.00 --------------------- EAVE STRUT LAYOUT: _ Bay, Design Load No. Id Part Length Width Brace' Weight LExt 08CE067 1.00 2'.44 0 ' 3.3 1 08CE067 23.83 2.44 0 78.4 2 08CE067 23.83 2.44 0 78.4 ' RExt 68CE067 1.00 2.44 0 3.3 Total(lb) 163.4 STRENGTH/DEFLECTION: Bay Load -----Shear(k )-----Moment(f-k )-- ---Deflect(in)-- Id Id Calc Limit UC Calc Limit UC Calc Limit UC LExt 1 -0.08 3.57 0.02 0:04 5.57 0.01 '0.27 , 2 -0.03 3.57 0.01' 0.01 5.57 0.00 0.10 3 -0.06 3.57 0.02 0.03 15.57 0.01 0.23 4 -0.03 3.57 0.01 0.01 5.57.0.00 0.10 5 0.01 3.57 0.00 -0.01 5.57 0.00 -0.05 6 -0.06 3.57 0.02 0.03 5.57 0.01 0.23. 7 -0.03 3.57 0.01 0.01",5.57, 0.00 0.10 8 -0.03 3.57 0.01 0.02 5.57 0.00 0.12 9 0.00 3.57 0.00 0.00 5.57 0.00 -0•,01 ' 10 -0.02 3:57 0.00 0.'01 "5.57 0.00 0.06 11 0.02 3.57 0.01 -0.01 5.57 0.00 =0.08 ' 1 1 0.90 3.57,0.25 -5.32 5.57 0.96 -2.01 2 0.32 3.57 0.09 -1.89 5.57 0.34 -0.71 06/06/16 RHW + Page 133 of 202 Page 134 Of 189 3 0.75 3.57 0.21 -4.47 5.57 0.80 -1.68 4 0.32 3.57 0.09 -1.89 5.57 0.34 -0.71 5 -0.15 3.57 0.04 0.92 3.62 0.25 0.35 6 0.75 3.57 0.21 -4.47 5.57 0.80 -1.68 7 0.32 3.57 0.09 -1.89 5.57 0.34 -0.71 8 0.40 3.57 0.11 -2.36 5.57 0.42 -0.89 9 -0.04 3.57 0.01 0.21 3.62 0.06 0.08 10 0.19 3.57 0.05 -1.14 5.57 0.20 -0.43 11 -0.28 3.57 0.08 1.67 3.62 0.46 0.63 2 1 -0.90 3.57 0.25 -5.32 5.57 0.96 -2.01 2 -0.32 3.57 0.09 -1.89 5:57 0.34 -0.71 3 -0.75 3.57 0.21 -4.47 5.57 0.80 -1.68 4 -0.32 3.57 0.09 -1.89 5.57 0.34 -0.71 5 0.15 3.57 0.04 0.92 3.62 0.25 0.35 6 -0.75 3.57 0.21 -4.47 5.57 0.80 -1.68 7 -0.32 3.57 0.09 -1.89 5.57 0.34 -0.71 8 -0.40 3.57 0.11 -2.36 5.57 0.42 -0.89 9 0.04 3.57 0.01 0.21 3.62 0.06 0.08 10 -0.19 3.57 0.05 -1.14 5.57 0.20 -0.43 11 0.28 3.57 0.08 1.67 3.62 0.46 0.63 RExt 1 0.08 3.57 0.02 0.04 5.57 0.01 0.27 2 10.03 3.57 0.01 0.01 5.57 0.00 0.10 3 0.06 3.57 0.02 0.03. 5.57 0.01 0.23 4 0.03 3.57 0.01 0.01 5.57 0.00 0.10 5 -0.01 3.57 0.00 -0.01 5.57 0.00 -0.05 6 0.06 3.57 0.02 0.03 5.57 0.01 0.23 7 0.03 3.57 0.01 0.01 5.57 0.00 0.10 8 0.03 3.57 0.01 0.02 5.57 0.00 0.12 9 0.00 3.57 0.00 0.00 5:57 0.00 -0.01 10 0.02 3.57 0.00 0.01 5.57 0.00 0.06 11 °-0.02 3.57 0.01 -0.01 5.57 0.00 -0.08 DEFLECTION: ------------------------------ LOAD ID 12 : Live Bay Deflect(in) Id Calc Limit Ratio Locate ---- LExt ------ ----- ----- ------ 0.17 1 -1.29 1.91 0.68 11.92 2 -1.29 1.91 0.68 11.92 RExt 0.17 LOAD ID 13 : Dead+Collateral+Live Bay Deflect(in) Id Calc Limit Ratio Locate ------ ---- LExt ------ ----- ----- 0.27 1 -2.01 2.38 0.84 11.92 2 -2.01 2.38 0.84 11.92 RExt 0.27 LOAD ID 14 : Dead+Collateral ---------------------------------------------------------------------- Bay Deflect(in) Id Calc Limit Ratio Locate 06/06/16 RHW Page 134 of 202 Page 135 Of 189 LExt 0.10 1 -0.71 2.38 2 -0.71 2.38 RExt 0.10 0.30 11.92 0.30 11.92 LOAD ID 15 : Dead+0.52Wind Pressurel Bay Deflect(in) -------- Support ---=---- Surf Load Id Calc Limit Ratio Locate Calc Limit Ratio ---- ------ 2 Left ---- LExt ------ ----- 0.10 ----- ------ ----- 0.23 2 4.1 1 -0.7.1 .1.91 0.37 11.92 3 4.1 32.2 181.1 2 -0.71 1.91 0.37 11.92 23.3 181.1 0.13 RExt 0.10 -59.4 134.7 0.44' 6 4.1 LOAD ID 16 : Dead+0.52Wind Suctionl 7 4.1 -16.4 134.7 ---------------------------------------------------------------------- Bay Deflect(in) ' 4.1 18.8 181.1 0.10 Id Calc Limit Ratio Locate 0.32 10 4.1 LExt -0.03 0.12 11 4.1 -61.6 134.7 1 0.20 1.91 0.11 11.92 41.1 181.1 0.23 2 0.20 1.91 0.11 11.92- 0.03 3 4.1 RExt ---------------=---------------------------------------------------------------- =0.03 0.18 4 4.1 23.3 181.1 -------------------------------------------------------------------------------- U16E0300A Roof Panel Summary -39.5 134.7 0.29 6/ 3/16 11:47am PANEL LAYOUT: - 45.6 181.1 0.25 7 8.3 Surf 181.1 0.04 Surface No. Max Rotation Id Part Type Gage Yield ..Length Purlin Space Stiffness 2 CR6-80 CR 26.00 80.0 30.10 7 4.126 0.44 3 CR6-80 CR 26.00 80.0 30.10 7 4.126 0.44 PANEL STRENGTH: --------- Midspan-------- Moment(ft-lb/ft) Offset Calc Limit Ratio 1.6 -30.2 134.7 0.22 1.6 -4.0 134.7 0.03 1.6 -23.7 134.7 0.18 1.6 -17.1 134.7 0.13 1.7 50:6 181.1 0.28 1.6 -33.6 134.7 0.25 1.7 17.3 181.1 0.10 1.6 -13.8 134.7 0.10 1.7 37.0 181.1 0.20 1.6 -15.6 134.7 0.12 1.7 52.2 181.1 0.29 1.6 -30.2 134.7 0.22 1.6 -4.0 134.7 0.03 1.6 -23.7 134.7 0.18 1.6 -17.1 134.7 0.13 1.7 34.7181.1 0.19 1.6 -33.6 134.7 0.25 1.9 5.5 181.1 0.03 1.6 -13.8 134.7 0.10 06/06/16 RHW Page 135 of 202 -------- Support ---=---- Surf Load Moment(ft-lb/'ft) Id Area Id Offset Calc Limit Ratio ---- ------ 2 Left ---- 1 ------ 4.1 ----- 41.1 ----- 181.1 ----- 0.23 2 4.1 5.4 181.1 0.03 3 4.1 32.2 181.1 0•.18 4 4.1 23.3 181.1 0.13 5 4.1 -59.4 134.7 0.44' 6 4.1 45.6 181.1 0.25 7 4.1 -16.4 134.7 0.12 8 4.1 18.8 181.1 0.10 9 4.1 -43.2 134.7 0.32 10 4.1 21.1 181.1 0.12 11 4.1 -61.6 134.7 0.46 2 Center 1 4.1 41.1 181.1 0.23 2 4.1 5.4 181.1 0.03 3 4.1 32.2 181.1 0.18 4 4.1 23.3 181.1 0.13 5 4.1 -39.5 134.7 0.29 6 4.1 45.6 181.1 0.25 7 8.3 7.3 181.1 0.04 8 4.1 18.8 181.1 0.10 --------- Midspan-------- Moment(ft-lb/ft) Offset Calc Limit Ratio 1.6 -30.2 134.7 0.22 1.6 -4.0 134.7 0.03 1.6 -23.7 134.7 0.18 1.6 -17.1 134.7 0.13 1.7 50:6 181.1 0.28 1.6 -33.6 134.7 0.25 1.7 17.3 181.1 0.10 1.6 -13.8 134.7 0.10 1.7 37.0 181.1 0.20 1.6 -15.6 134.7 0.12 1.7 52.2 181.1 0.29 1.6 -30.2 134.7 0.22 1.6 -4.0 134.7 0.03 1.6 -23.7 134.7 0.18 1.6 -17.1 134.7 0.13 1.7 34.7181.1 0.19 1.6 -33.6 134.7 0.25 1.9 5.5 181.1 0.03 1.6 -13.8 134.7 0.10 06/06/16 RHW Page 135 of 202 2 Right 3 Left 3 Center 3 Right 9 10 11 1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 PANEL DEFLECTION: Surf Load Id Area Id 2 Left 12 13 14 2 Center 12 13 14 4.1 -28.3 134:7 0.21 4.1 21.1 181.1 0.12 4.1 -41.7 134.7 0.31 4.1 41.1 181.1 0.23 4.1 5.4 181.1 0.03 4.1 32.2 181.1 0.18 4.1 23.3.181.1 134.7 0.13 4.1 -59.4 134.7 0.44 4.1 45.6 181.1 0.25 4.1 -16.4 134.7 0.12 4.1 18.8 181.1 0.10 4.1 -43.2 134.7 0.32 4.1 21.1 181.1 0.12 4.1 -61.6 134.7 0.46 ------ 26.0 ----- 41.1 ----- 181.1 ----- 0.23 26.0 5.4 181.1 0.03 26.0 32.2 181.1 0.18 26.0 23.3 181.1 0.13 26.0 -59.4 134.7 0.44 26.0 45.6 181.1 0.25 26.0 -16.4 134.7 0.12 26.0 18.8 181.1 0.10 26.0 -43.2 134.7 0.32 26.0 21.1 181.1 0.12 26.0 -61.6 134.7 0.46 26.0 41.1 181.1 0..23 26.0 5.4 181.1 0.03 26.0 32.2 181.1 0.18 26.0 23.3 181.1 0.13 26.0 -39.5 134.7 0.29 26.0 45.6 181.1 0.25 21.9 7.3 181.1 0.04 26.0 18.8 181.1 0.10 26.0 -28.3 134.7 0.21 26.0 21.1 181.1 0.12 26.0 -41.7 134.7 0.31 26.0 41.1 181.1 0.23 26.0 5.4 181.1 0.03 26.0 32.2 181.1 0.18 26.0 23.3 181.1 0.13 26.0 -59.4 134.7 0.44 26.0 45.6 181.1 0.25 26.0 -16.4 134.7 0.12 26.0 18.8 181.1 0.10 26.0 -43.2 134.7 0.32 26.0 21.1 181.1 0.12 26.0 -61.6 134.7 0.46 ----- Deflection(in) ----- Offset Calc Limit Ratio ------ ----- ----- ----- 2.1 -0.04 0.83 0.05 2.1 -0.04 0.83 0.05 2.1 0.11 0.83 0.13 2.1 -0.04 0.83 0.05 2.1 -0.04 0.83 0.05 2.1 0.09 0.83 0.10 Page 136 Of 189 1.7 25.1 181.1 0.14 1.6 -15.6 134.7 0.12 1.7 36.3 181.1 0.20 1.6 -30.2 134.7 0.22 1.6 -4.0 134.7 0.03 1.6 -23.7 134.7 0.18 1.6 -17.1 134.7 0.13 1.7 50.6 181.1 0.28 1.6 -33.6 134.7 0.25 1.7 17.3 181.1 0.10 1.6 -13.8 134.7 0.10 1.7 37.0 181.1 0.20 1.6 -15.6 134.7 0.12 1.7 52:2 181.1 0.29 ------ 28.5 ----- -30.3 ----- 134.7 ----- 0.22 28.5 -4.0 134.7 0.03 28.5 -23.7 134.7 0.18 28.5 -17.1 134.7 0.13 28.4 50.6 18,1.1 0.28 28.5 -33.6 134.7 0.25 28.4 17.3 181.1 0.10 28.5 -13.8 134.7 0.10 28.4 37.0 181.1 0.20 28.5 -15.6 134.7 '0.12 28.4 52.2 181.1 0.29 28.5 -30.3 134.7 .0.22 28.5 -4.0 134.7 0.03 28.5 -23.7 134.7 0.18 28.5 -17.1 134.7 0.13 28.4 34.7 181.1 0.19 28.5 -33.6 134.7 0.25 28.2 5.5 181.1 0.03 28.5 -13.8 134.7 0.10 28.4 25.1 181.1 0.14 28.5 -15.6 134.7 0.12 28.4 36.3 181.1 0.20 28.5 -30.3 134.7 0.22 28.5 -4.0 134.7 0.03 28.5 -23.7 13.4.7 0.18 28.5 -17.1 134.7 0.13 28.4 50.6 181.1 0.28 28.5 -33.6.134.7 0.25 28.4 17.3 181.1 0.10 28.5 -13.8 134.7 0.10 28.4 37.0 181.1 0.20 28.5 -15.6 134.7 0.12 28.4 52.2 181.1 0.29 06/06/16 RHW Page 136 of 202 ' Page 137 Of 189 r 2 Right r 12 2.1 -0.04 0:83 0.05 , 13 2.1 -0.04 0.83 0.05 , 14 2.1 0.11 0.83 0.13 3 Left 12 • 28.0 -0-.04 0.83 0:05 13 28.0 -0.04 0.83 0.05 14 28.0 0.11 0.83 0.13 3 Center 12 28.0 -0.04 0.83 0.05 13 28.0 -0:04 0.83 0.05 14 28.0 0.09 0.83 0.10 r 3. Right 12 28.0 -0.04 0.83 0.05 13 28.0 -0.04 0.83 0.05 - 14 28.0 0.11 0.83 0.13 r LOAD COMBINATION: Load Id Description _ 1 Dead+Live 2 Dead, ' 3 Dead+0.75Live :. 4 Dead+0.6Wind_Pressurel 5 Dead+0.6Wind_Suctionl ' 6 Dead+0.75Live+0.45Wind_Pressurel' 7 Dead+0.75Live+0.45Wind_Suctionl 8 Dead+0.45Wind Pressurel 9 Dead+0.45Wind Suctionl 10 0.6Dead+0.6Wind Pressurel ` 11 0.6Dead+0.6Wind ;Suctionl _ , 12 Live- r 13, Dead+Wind_Pressurel 14' ' ------------------------------------------------------------------------------- Dead+Wind Suctionl -- - U16E0300A Extension Panel Summary ---------------- 6/ 3/16 11:47am PANEL LAYOUT': r Ext Surface No. Max Id Locate Part Type Gage Yield Length P•urlin. Space ' 1 Roof CR6-80 CR 26.00 80.0 20.07 4 4.016 PANEL STRENGTH: -------- Support---=---- .---------Midspan-------- Ext Load Moment(ft-lb/ft) Moment(ft-lb/ft) Id - '---- Area - Id Offset Calc Limit Ratio Offset Calc Limit Ratio 1 -----= ---- Roof 1 -----= 4.0 ----- 53.3 ----- 181.1 ----- 0.29 ------ 14.5 ----- -38.4 ----- 134.7 ----- 0.28 ,. 2 4.0 18.9 181.1 0.10 14.5 -13.6 134.7 0.10 3 4.0 44.7 181.1 0.25 1.6 -32.2 134.7 0.24 4 4.0 18.9 181.1 0.10 14.5 -13.6134.7 0.10 , 5 4.0 -15.6 134.7 0.12 1.6•• 11:2 181.1 0.06 6 4.0 44.7 181.1_ 0.25 1.6.-32.'2 134.7 0.24• „ 7 4.0 ,18.8 181.1 0.10 1.6 -13.5 134.7 0.10 8 4.0 18.9 181.1 0.10 14.5 -13.6 '134.7 0.10 . 9 4.0 -6.9 134.7 0.05 14.5 5.0 181.1• 0.03 10 4.0 11.4 181.1 0.06 14.5 -8.2 134.7 0.06 11 4.0 -23.1 134.7 0.17 14.5' 16.7 181•.1 0.09 06/06/16 RHW Page 137 of 202 I Page 138 Of 189 PANEL DEFLECTION: Ext Load ----- Deflection(in) ----- Id Area Id Offset Calc Limit Ratio 1 Roof 12 14.1 -0.04 0.80 0.05 13 14.1 -0.02 0.80 0.03 14 14.1 0.04 0.80 0.06 LOAD COMBINATION: Load Id Description ---- ----------- 1 Dead+Live 2 Dead 3 Dead+0.75Live 4 Dead+0.6Wind_Pressurel 5 Dead+0.6Wind_Suctionl 6 Dead+0.75Live+0.45Wind_Pressurel 7 Dead+0.75Live+0.45Wind_Suctionl ' 8 Dead+0.45Wind_Pressurel 9 Dead+0.45Wind_Suctionl 10 0.6Dead+0.6Wind'Pressurel 11 .0.6Dead+0.6Wind_Suctionl 12 Live 13 Dead+Wind_Pressurel 14 Dead+Wind Suctionl U16EO300A Attachment Loads 6/ 3/16 11:47am ROOF LOADS EW Attach Id Locate 1 0.00 1 17.00 1 - 30.00 1 43.00 1 60.00 3 0.00 3 17.00 3 30.00 3 • 43.00 3 60.00 ROOF SHEAR --------- - --- Wind ------------- Walll Wa112 Roof React ------ 3.15 ------ -0.87 ------ 0.00 ------ 8.05 7.07 0.00 0.00 0.00 0.00 -2.61. 0.00 0.00 7.07 0.00 0.00 0.00 3.15 -0.87 0.00 8.05 ------ ------ 5.28 - ------ -0.33 ------ 0.00 8.05 0.00 -1.85 0.00 0.00 9.89 0.00 0.00 0.00 0.00 -1.85 0.00 0.00 5.28 -0.33 0.00 8.05 EW Attach Roof -' ------ 0.087 Id Start -Locate End Wind Seismic(a) 1 0.00 17.00 5.76 2.21 1 17.00 30.00 -1.30 0.60 1 30.00 43.00 1.30 -0.60 1 43.00 60.00 -5.76 '-2.21 -- 3 ------ 0.00 ------ 17.00• -------- 3.10 ---------- 2.21 3 17.00 30.00 - 4.94 0.60 0.000` 06/06/16 1.62 3.92 ---------- Seismic(a)---------- Walll Wa112 Roof React ------ 0.087 ------ 0.000 ------ 3.47 ------ 5.77 0.233 0.000 1.38 0.00 0.000 0.001 1.20 0.00 0.233 0.000 1.38 0.00 0.087 0.000 1.62 3.92 ------ ------ 0.000 ------ 0.087 ------ 3.47 5.77 0.000 0.233 1.38 0.00 0.001 0.000 1:20 0.00 0.000 0.233 1.38 0.00 0.000` 0.087 1.62 3.92 ,RHW Page 138 of 202 Page 139 Of 189 3 30.00 43.00 -4.94 -0..60 3 43.00 60.00 -3.10 -2.21 (a)Seismic results based on base shear values LOAD COMBINATIONS ----------------- Max Wind Coeff ' Frame = 0.600 Brace = 0.600' ' Max Seismic Coeff , Frame = 0.931 Brace = 0.931 SIDEWALL ADDITIONAL LOADS ' ------------------------- Sw " Id Locate Height BasicId Force 4 25.0 20.0 WINDL 2.5 ' 4 0.0 20.0 WINDR 2.5 4 25.0 20.0 SEISL 5.5 4 0.0 20.0 SEISR 5.5 , SEISMIC LOAD- ---------- OAD ' Seismic Coeff= 0.218 -,Roof Dead= 11.000 Roof Total= 11.000 Left EW Dead= 6.000 + Front SW Dead= 10.000 Right EW Dead= 0.010 Back SW Dead= 10.000 ' Extend Total= 11.000-------------- ' R, U16EO300A Roof Diagonal Bracing 6/•3/16 11:47am PANEL SHEAR: Limit = 0.0 Calc. Wind = 69.2 Seismic = 82.4 DIAGONAL BRACING: Brace_Tension(k ) ' Bay Brace Locate ------ Diag_Brace----- ----Wind---- ----Seismic-- Max Id Start End. Type Size Part Calc Limit Calc Limit UC .KL/R 2 0.00 17.00 R' 0.625 RDB- 4.19 7.34 3.2.4 7.34 0.57 17.00 30.00 R 0.625 RDB 3.35' 7.34 0.82 7.34 0.46 30.00 43.00 R 0.625 RDB= 3.35 .7.34 0.82 7.34 0.46 43.00 60.00 R 0.625 RDB- 4.19 7.34 3.24 7.34 0.57 U16EO300A Sidewall'Diagonal Bracing 6/ 3/16 11:47am 06/06/16 .-RHW Page 139 of.202 Page 140 Of 189 PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Limit- ---- 2 10.0 482.7 729.9 72.8 4 30.0 160.9 358.0 72.8 DIAGONAL BRACING: - Brace_Tension(k ) Wall Bay Brace_Locate------ Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- -------------- ----- ----- ----- ----- ---- ---- 4 2 0.0 20.0 R 1.125 RDF- 7.80 19.17 22.87 23.00 0.99 BOTTOM DIAGONAL BRACE REACTIONS: Wall Bay Col--Wind_Max(k )-- Seismic_Max(k ) Id Id Id' Horz Vert(+/-) Horz Vert(+/-) ---- -=- --- -------------- ----- --------- 4 2 2 -6.33 4.56 -12.06 8.69 4 2 3 6.33 4.56 12.06 8.69 U16E0300A Extension Diagonal Bracing 6/ 3/16 11:47am PANEL SHEAR Ext --Panel Shear - Id Calc Limit --- ------ ------ _ 1 0.05 113.30 WIND BRACING: Ext Wall Bay Id Id Id 1 4 1 ------------ U16EO300A ---------------- ---------------- ------ Diag_Brace----- Type Size Part ---- ------ -------- R 0.625 RDB- Wind Bents --------------------- --------------------- DESIGN FOR WIND BENT #: 1 ------------------------- Brace_Tension(k ) ----Wind---- ---Seismic Max Calc Limit Calc Limit UC ----- ----- ----- ----- ---- 0.00 7.34 3.07 8.81 0.35 6/ 3/16 11:47am --------------------------------------- --------------------------------------- LOCATION:• r. Wall Bay' Base Top.--Design_Load- Deflect _Limit Id Id Width Height Elev Clear Wind Seismic Wind Seismic ---- ---- ----- ------ ----- ----- ------=----- ----- ------- 2 2 22.96 18.75 0.00 1.25 4.83 4.74 60.0 40.0 MEMBER SELECTED: -Web_Depth- Web --Flange--- Member Type Part- Start End Thick Width Thick Length Weight Yield Column W W2215825 21.5 21.5 0.15 8.0 0.25 18.8 993.9 55.0 Rafter W W1215838 •11.3 11.3 0.15 8.0 0.38 19.3 539.0 55.0 06/06/16 RHW Page 140 of 202 r i + Page 141 ,Of 189 STRENGTH: --Axial(k )-- Moment(f-k ) Axl+Mom Member Load Calc Limit Calc- Limit UC . Column Wind 4.17 64.08' .42.84 95.53 0.48 Seis 4.10 64.08 42.10 9.5.53 0.47 Rafter' Wind 2.41 89.73 40.23 100.52_ 0.41 Seis 2.37 89.73 39.53 100.52 0.41`. DEFLECTION & REACTIONS: Deflection(in) Reactions(k )A Member Load Calc Limit Horz Vert, Column Wind 1.09 3.65 2.41 4.17 Seis 4.41 5.47 2:37 4.10 UN_BRACED LENGTH: ---Major--- ----Minor---- Max Member K KL Moment Axial KL/r Cb ------ •---- ------ ...------ ------ ---- ---- Column 1.00 18.75 17.75 17.75 124 1.67 Rafter 1'.00, 19.29" 19.29 19.29 113 2.27 CONNECTIONS: -Plate Size- -'----7--:---Bolts ------------ ----Moment----- Plate Type Thick Width Type Row. Dia Gage Space Wind Seismic Base 0.375 8.00 GR36 2 0.750 4.00 Splice EE 0.625 8.00 A325 4-0.750 3.50 3.88 40.23 91.23(b) ' (b) Design results adjusted by 1.200 ' COLUMN WEB SHEAR AT RAFTER CONNECTION: Calc ---Initial-- ----Final--- Web Web Shear Web Shear ------ Design_Factors------ Shear Thick Limit Thick Limit H Av Kv • + Cv' Note , 41.5 0.150 54.2 0.150 54.2 21.50 '11.25 23.26 0.85 RISC G2-1 STIFFENERS: Stiff Design-Plate_--Wind(k )-- •--Seis(k )-- Max •. _Size- Location Length Width Thick. Calc Limit Calc- Limit UC ---------- ------ ----- ----- ----- ----- ----- ----- ---- Bearing 21.50 4.00 0.38 52.51 97.27 51.60 97.27 .0.54 , *WRN(WBM-602) Horizontal Clearance < Limit *WRN(WBM-603)'Vertical Clearance < Limit ' U16EO300A • Bracing Deflection' 6/ 3/16 11:47 am , ROOF ATTACHMENT DEFLECTION: Span/Deflect Wall Attach Deflection(in)• ----Wind--- --Seismic-- , Id Locate Wind Seismic Calc Limit Calc Limit 3 0.0 0.07 0.92 3412 60' 262r 40 3 17.0 •0.19 1.34 1333 60 192 40 + 3 30.0 0.29 1.44 929 60 187 40 3 43.0 0.19 1.34 1333 60 1'92 -40 3 60.0 1:09 4.41' 221 60 54 40 06/06/16 RHW Page,141 of 202 + WALL DEFLECTION AT SAVE: Wall Wall Deflection(in) Id Height Wind Seismic 2 20.0 1.09 4.41 4 20.0 0.07 0.92 Span/Deflect ----Wind--- --Seismic-- Calc Limit Calc Limit 221 60 54 40 3412 60 262 40 Page 142 Of 189 U16EO300A Purlin Strut, Longitudinal Load 0.27 6/ 3/16 11:47am MidS Surf Brace Purl Bay Purlin Load ----Axial(k )--- --Moment(f-k )-- Axl+Mom Max Id Locate Id Id Part Id Calc Limit UC Calc Limit UC Loc UC KL/R ------------------------------------------------------------------------------ # 2 16.4 4 1 082067 1 3.67 10.96 0.33 3.6 4.09 0.88 MidS 1.27 92 ( 17.0) 2 0.96 10.96 0.09 3.6 4.09 0.88 MidS 0.94 92 92 3 2.75 10.96 0.25 0.4 4.99 0.09 RLap 0.34 92 4 0.72 10.96 0.07 0.4 4.99 0.09 RLap 0.15 92 5 2.75 10.96 0.25 1.8 4.09 0.45 MidS 0.70 92 6 .0.72 10.96 0.07 1.8 4.09 0.45 MidS 0.49 92 # 7 3.67 10.96 0:33 3.7 4.09 0.93 MidS 1.32 92 8 0.96 10.96 0.09 3.7 4.09 0.93 MidS 0.98 92 9 0.97 10.96 0.09 0.5 4.99 0.11 RLap 0.19 92 10 -0.97 31.86 0.03 0.5 4.99.0.11 RLap 0.12 92 11 0.72 10.96 0.07 1.4 4.99 0.29 RLap 0.33 92 12 -0.72 31.86 0.02 1.4 4.99 0.29 RLap 0.27 92 13 0.97 10.96 0.09 0.2 4.99 0.05 RLap 0.14 92 14 -0.97 31.86 0.03 0.2 4.99 0.05 RLap 0.07 92 - Increase Purlin Gage ---- 2 16.4 4 1 082089 1 3.67 15.89 0.23. 3.6 5.89 0.61 MidS 0.85 93 ( 17.0) 2 0.96 15.89 0.06 3.6 5.89 0.61 MidS 0.65 93 3 2.75 15.89 0.17 0.4 7.38 0.06 RLap 0.23 93 4 0.72 15.89 0.05 0.4 7.38 0.06 RLap 0.10 93 5 2.75 15.89 0.17 1.8 5.89 0.31 MidS 0.47 '93 6 0.72 15.89 0.05 1.8 5.89 0.31 MidS 0.34 93 7 .3.67 15.89 0.23 3.7 5.8.9 0.64 MidS 0.88 93 8 0.96 15.89 0.06 3.7 5.89 0.64 MidS 0.68 93 9 0.97 15.89 0.06 0.5 7.38 0.07 RLap 0.13 93 10 -0.97 42.32 0.02 0.5 7.38 0.07 RLap 0•.09 93 11 0.72 15.89 0.05 1.4 7.38 0.20 RLap 0.22 93 12'-0.72 42.32 0.02 1.4 7.38 0.20 RLap 0.21 93 13 0.97 15.89 0.06 0.2 7.38 0.04 RLap 0.09 93 14 -0.97 42.32 0.02 0.2 7.38 0.04 RLap 0.05 93 ---------------------------------------------------7-------------------------- # 2 16.4 -4 2 08Z067 1 2.99 10.96 0.27 3.6 4.09 0.88 MidS 1.17 92 # ( 17.0) 2 2:57 10.96 0.23 3.6 4.09 0.88 MidS 1.11 92 3 2.24 10.96 0.20 0.4 4.99 0.09 LLap 0.29 92 4 1.93 10.96 0.18 0.4 4.99 0.09 LLap 0.26 92 5 2.24 10.96 0.20 1.8 4.09 0.45 MidS 0.64 92 6 1.93 10.96 0.18 1.8 4.09 0.45 MidS 0.60 92 06/06/16 1RHW Page 142 of 202 Page 143 Of 189 7 2.99 10".96 0.27 3.7 4.09 0.93 MidS 1.22 92 8 2.57 10.96 0.23 3.7 4.09 0.93 MidS 1.15 92 9 2.32 10.96 0.21 0.5 4.99 0.11 LLap 0.32 92 10 -2.32 31.86 0.07 0.5 4.99 0.11 LLap 0.16 92 11 1.72 10.96 0.16 1.4 4.99 0.29 LLap 0.43 92 12 -1.72 31.86 0.05 1.4 4.99 0.29 LLap 0.28 92 13 2.32 10.96 0.21 0.2 4.99 0.05 LLap 0.26 92 14 -2.32 31:86 0.07 0.2 4.99 0.05 LLap 0.11 92 - Increase Purlin Gage ---- 2 .16.4 4 2 08Z075 1 2.99 12.69 0.24 3.6 4.71 0.77 MidS 1.00 93 ( 17.0) 2 2.57 12.69 0.20 3.6 4.71 0.77 MidS 0.95 93 3 2:24 12.69 0.18 0.4 5.84 0.08 LLap 0.25 93 4 1.93 12.69 0.15 0.4 5.84 0.08 LLap 0.22 93 5 2.24 12.69 0.18 1.8 4.71 0.39 MidS 0.55 93 6 1.93 12.69 0,15 1.8 4.71 0.39 MidS 0.52 93 7 2.99 12.69 0.24 3.7 4.71 0.80 MidS 1.03 93 8 2.57 12.69 0.20 3.7 4.71 0.80`MidS 0.98 93 9 2.32' 12.69 0.18 0.5' 5.84 0.09 LLap 0.27 93 10 -2.32 35.66 0.06 0.5 5.84 0.09 LLap 0.14 93 11 1.72 12.69 0.14 1.4 5.84 0.25 LLap 0.37 93 12 -1.72 35.66 0."05 1.4 5.84 0.25 LLap 0.25 93 13 2.32 12.69 0.18 0.2 5.84 0.05 LLap 0.23 93 14 -2.32 35.66 0.06 0.2 5.84 0.05 LLap 0.10 93 ------------------------------------------------------------------------------ 2 20.6 5" 1 08ZO67 1 0-57 10.96 0.05 3.6 4.09 0.88 MidS 0.91 92 ( 17.0) 2 0-:15 10.96 0.01 3.6 4.09 0.88 MidS 0.89 92 3 0.43 10.96 0.04 0.4 4.99 0.09 RLap 0.12 92 4 0.11 10.96 0.01 0.4 4.99 0.09 RLap 0.10 92 5 0.43 10.96 0.04 1.8 4.09.0.45 MidS 0.48 92 6 0.11 10.96 0.01 1.8 4.09 0.45 MidS 0.46 92 7 0.57 10.96 0.05 3.7 4.09 0.93 MidS 0.96 92 8 0.15 10.96 0.01 3.7 4.09 0.93 MidS 0.93 92 9 0.15 10.96 0.01 0.5 4.99 0.11 RLap 0.12 .92 10 -0.1531.86 0:00 0.5 4.99 0.11 RLap 0.11 92 11 0.11 10.96 0.01 1.4 4.99 0.29 RLap 0.30 92 12 -0."11 31.86 0.00 1.4 4.99 0.29 RLap 0.29 92 13 0.15 10.96'0.01 0.2 4.99 0.05 RLap 0.06 92 14 -0.15""31.86 0.00 0.2 4.99 0.05 RLap 0.05 92 2 20.6 5 2 08ZO67 1 0.47 10.96 0.04' 3.6 4.09.0.88 MidS 0.91 92 ( 17.0) 2 0.40 10.96 0.04 3.6 4.09 0.88 MidS 0.90 92 3 0.35 10.96 0.03 0.4 4.99 0.09 LLap 0.11 92 4 0.30 10.96 0.03 0.4 4.99 0.09 LLap 0.11 92 5 0.35 10.96 0.03 1.8 4.09 0.45 MidS 0.47 92 6 0.30 10.96 0.03 1.8 4.09 0.45 MidS 0.47 92 7 0.47 10.96 0.04 3.7 4.09 0.93 MidS 0.95 92 8 0.40 10.96 0.04 3.7 4.09:0.93 MidS 0.95 92 9 0.36 10.96 0.03 0.5 4.990.11 LLap 0.13 92 10 -0.36 31.86 0.01 0.5 4.99 0.11 LLap 0.10 92 11 0.27 10.96 0.02 1.4 4.99 0.29 LLap 0.30 92 12 -0.27 31.86 0.01 1.4 4.99 0.29 LLap 0.28 92 13 0.36 10.96 0.03 0.2 4.99 0.05 LLap 0.08 92 14 -0.36 31.86 0.01 0.2 4.99 0.05 LLap 0.05 92 2 30.0 7 1 082067 1 0.00 10.96 0.00 2.9 4.09 0.71 MidS 0.71 92 2 0.00 10.96 0.00 2.9 4.09 0.71 MidS 0.71 92 3 0.00 10.96 0.00 0.3 4.99 0.07 RLap 0.07 92 4 0.00 10.96 0.00 0.3 4.99 0.07 RLap 0.07 92 5 0.00 10.96 0.00" 1.4 4.09 0.37 MidS 0.37 92 6 0.00 10.96 0.00 1.4 4.09 0.37 MidS 0.37 92 7 0.00 10.96 0.00 3.0 4.09 0.75 MidS 0.75 92 06/06/16` RHW Page 143 of 202 2 30.0 7 2 08ZO67 Surf Brace Purl Bay Purlin Id Locate Id Id Part ---- ------ ---- --- -------- 3 30.0 1 1 082067 3 30.0 1 3 39.4 3 ( 43.0) 06/06/16 2 08Z067 1 O8ZO67 RHW Page 144 of 202 Page 144 Of 189 8 0.00 10.96 0.00 3.0 4.09 0.75 MidS 0.75 92 9 0.36 10.96 0.03 0.4 4.99 0.09 RLap 0.11 92 10 -0.36 31.86 0.01 0.4 4.99 0.09 RLap 0.08 92 11 0.27 10.96 0.02 1.1 4.99 0.23 RLap 0.25 92 12 -0.27 31.86 0.01 1.1 4.99 0.23 RLap 0.23 92 13 0.36 10.96 0.03 0.2 4.99 0.04 RLap 0.07 92 14 -0.36 31.86 0.01 0.2 4.99 0.04 RLap 0.05 92 1 0.00 10.96 0.00 2.9 4.09 0.71 MidS 0.71 92 2 2.97 10.96 0.27 2.9 4.09 0.71 MidS 1.00 92 3 0.00 10.96 0.00 0.3 4.99 0.07 LLap 0.07 92 4 2.22 10.96 0.20 0.3 4.99 0.07 LLap.0.27 92 5 0.00 10.96 0.00 1.4 4.090.37 MidS 0.37 92 6 2.22 10.96 0.20 1.4 4.09 0.37 MidS 0.56 92 7 0.00 10.96 0.00 3.0 4.09 0.75 MidS 0.75 92 8 2.97 10.96 0.27 3.0 4.09 0.75 MidS 1.03 92 91 0.72 10.96 0.07 0.4 4.99 0.09 LLap 0.15 92 10 -0.72 31.86 0.02 0.4 4.99 0.09 LLap 0.09 92 11 0.54 10.96 0.05 1.1 4.99 0.23 LLap 0.27 92 12 -0.54 31.86 0.02 1.1 4.99 0.23 LLap 0.22 92 13 0.72 10.96 0.07 0.2 4.99 0.04 LLap 0.10 92 14 -0.72 31.86 0.02 0.2 4.99 0.04 LLap 0.06 92 Load ----Axial(k )--- --Moment(f-k )-- Axl+Mom Max Id Calc Limit UC Calc Limit UC Loc UC KL/R ---- 1 ----- 0.0'0 ----- 10.96 ---- 0.00 ----- 2.9 ----- 4.09 ---- 0.71 ---- MidS ---- 0'.71 ---- 92 2 0.00 10.96 0.00 2.9 4.09 0.71 MidS 0.71 92 3 0.00 10.96 0.00 0.3 4.99 0.07 RLap 0.07 92 4 0.00 10.96 0.00 0.3 4.99 0.07 RLap 0..07 92 5 0.00 10.96 0.00 1.4 4.09 0.37 MidS 0.37 92 6 0.00 10.96 0.00 1.4 4.09 0.37 MidS 0.37 92 7 0.00 10.96 0.00 3.0 •4.09 0.75 MidS 0.75 92 8 0.00 10.96 0.00 3.0 4.09 0.75 MidS 0.75 92 9 0.36 10.96 0.03 0.4 4.99 0.09 RLap 0.11 92 10 -0.36 31.86 0.01 0.4 4.99 0.09 RLap 0.08 92 11 0.27 10.96 0.02 1.1 4.99 0.23 RLap 0.25 92 12 -0.27 31.86 0.01 1.1 4.99 0.23 RLap 0.23 92 13 0.36 10.96 0.03 0.2 4.99 0.04 RLap 0.07 92 14 -0.36 31.86 0.01 0.2 4.99 0.04 RLap 0.05 92 1 0.00 10.96 0.00 2.9 4.09 0.71 MidS 0.71 92 2 2.97 10.96 0.27 2.9 4.09 0.71 MidS 1.00 92 3 0.00 10.96 0.00 0.3 4.99 0.07 LLap 0.07 92 4 2.22 10.96 0.20 0.3 4.99 0.07 LLap 0.27 92 5 0.00 10.96 0.00 1.4 4.09 0.37 MidS 0.37 92 6 2.22 10.96 0.20 1.4 4.09 0.37 MidS 0.56 92 7 0.00 10.96 0.00 3.0 4.09 0.75 MidS 0.75 92 8 2.97 10.96 0.27 3.0 4.09 0.75 MidS 1.03 92 9 0.72 10.96 0.07 0.4 4.99 0.09 LLap 0.15 92 10 -0.72 31.86 0.02 0.4 4.99 0.09 LLap 0.09 92 11 0.54 10.96 0.05 1.1 4.99 0.23 LLap 0.27 92 12 -0.54 31.86 0.02 1.1 4.99 0.23 LLap 0.22 92 13 0.72 10.96 0.07 0.2 4.99.0.04 LLap 0.10. 92 14 -0.72 31.86 0.02 0.2 4.99 0.04 LLap 0.06 92 1 0.57 10.96 0.05 3.6 4.09 0.88 MidS 0.91 92 2 0.15 10.96 0.01 3.6 4.09 0.88 MidS 0.89 92 3 0.43 10.96 0.04 0.4 4.99 0.09 RLap 0.12 92 4 0.11 10.96'0.01 0.4 4.99 0.09 RLap 0.10 92 5 0.43 10.96 0.04 1.8 4.09 0.45 MidS 0.48 92 6 0.11 10.96 0.01 1.8 4.09 0.45 MidS 0.46 92 7 0.57 10.96 0.05 3.7 4.09 0.93 MidS 0.96 92 RHW Page 144 of 202 ------------------------------------------------------------------------------ # 3 43.6 4 2 08Z067 1 2.99'10.96 0.27 3.6 4.09 0.88 MidS Page 145 Of 189 # ( 43.0) 2 8 0.15 10.96 0.01 3.7 4.09 0.93 MidS 0.93 92 2.24 9 0.15 10.96 0.01 0.5 4.99 0.11 RLap 0.12 92 10.96 10 -0.15 31.86 0.00 0.5 4.99 0.11 RLap 0.11 92 11 0.11 10.96 0.01 1.4 4.99 0.29 RLap 0.30 92 12 -0.11 31.86 0.00 1.4 4.99 0.29 RLap 0.29 92 13 0.15 10.96 0.01 0.2 4.99 0.05 RLap 0.06 92 14 -0.15 31.86 0.00 0.2 4.99 0.05 RLap 0.05 92 3 39.4 3 2 08Z067 1 0.47 10.960.04 3.6 4.09 0.88 MidS 0.91 92 ( 43.0) 2 0:40 10.96 0.04 3.6 4.09 0.88 MidS 0.90 92 3 0.35 10.96 0.03 0.4 4.99 0.09 LLap 0.11 92 4 0.30 10.96 0.03 0.4 4.99 0.09 LLap 0.11 92 5 0.35 10.96 0.03 1.8 4.09 0.45 MidS 0.47 92 6 0.30 10.96 0.03 1.8 4.09 0.45 MidS 0.47 92 7 0.47 10.96 0.04 3.7 4.09 0.93 MidS 0.95 92 8 0.40 10.960.04 3.7 4.09 0.93 MidS 0.95 92 9 0.36 10.96 0.03 0.5 4.99 0.11 LLap 0.13 92 10 -0.36 31.86 0.01 0.5 4.99 0.11 LLap 0.10 92 11 0.27 10.96 0.02 1.4 4.99 0.29 LLap 0.30 92 12 -0.27 31.86 0.01 1.4 4.99 0.29 LLap 0.28 92 13 0.36 10.96 0.03 0.2 4.99 0.05 LLap 0.08 92 14 -0.36 31.86 0.01 0.2 4.99 0.05 LLap 0.05 92 ------------------------------------------------------------------------------ # 3 43.6 4 1 082067 1 3.67 10.96 0.33 3.6 4.09 0.88 MidS 1.27 92 ( 43.0) 2 0.96 10.96 0...09 3.6 4.09 0.88 MidS 0.94 92 3 2.75 10.96 0.25 0.4 4.99 0.09 RLap 0.34 92 4 0.72 10.96 0.07 0.4 4.99 0.09 RLap 0.15 92 5 2.75 10.96 0.25 1.8 4.09 0.45 MidS 0.70 92 6 0.72 10.96 0.07 1.8 4.09 0.45 MidS 0.49 92 # 7 3.67 10.96 0.33 3.7 4.09 0.93 MidS 1.32 92 8 0.96 10.96 0.09 3.7 4.09 0.93 MidS 0.98 92 9 0.97 10.96 0.09 0.5 4.99 0.11 RLap 0.19 92 10 -0.97 31.86 0.03 0.5 4.99 0.11 RLap 0.12 92 11 0.72 10.96 0.07 1.4 4.99 0.29 RLap 0.33 92 12 -0.72 31.86 0.02 1.4 4.99 0.29 RLap 0.27 92 13 0.97 10.96 0:09 0.2 4.99 0.05 RLap 0.14 92 14 -0.97 31.86 0.03 0.2 4.99 0.05 RLap 0.07 92 - Increase Purlin Gage ---- 3 43.6 4 1 08ZO89 .1 3.67 15.89 0.23 3.6 5.89 0.61 MidS 0.85 93 ( 43.0) 2 0.96 15.89 0.06 3.6 5.89 0.61 MidS 0.65 93 3 2.75 15.89 0.17 0.4 7.38 0.06 RLap 0.23 93 4 0.72 15.89 0.05 0.4 7.38 0.06 RLap 0.10 93 5 2.75 15.89 0.17 1.8 5.89 0.31 MidS 0.47 93 6 0.72 15.89 0.05 1.8 5.89 0.31 MidS 0.34 93 7 3.67 15.89 0.23 3.7 5.89 0.64 MidS 0.88 93 8 0.96 15.89 0.06 3.7 5.89 0.64 MidS 0.68 93 9 0.97 15.89 0.06 0.5 7.38 0.07 RLap 0.13 93 10 -0.97 42.32 0.02 0.5 7.38 0.07 RLap 0.09 93 11 0.72 15.89 0.05 1.4 7.38 0.20 RLap 0.22 93 12 -0.72 42.32 0.02 1.4 7.38 0.20 RLap 0.21 93 13 0.97 15-89 0.06 0.2 7.38 0.04 RLap 0.09 93 14 -0.97 42.32 0:02 0.2 7.38 0.04 RLap 0.05 93 ------------------------------------------------------------------------------ # 3 43.6 4 2 08Z067 1 2.99'10.96 0.27 3.6 4.09 0.88 MidS 1.17 92 # ( 43.0) 2 2.57 10.96 0.23 3.6 4.09 0.88 MidS 1.11 92 3 2.24 10.96 0.20 0.4 4.99 0.09 LLap 0.29 92 4 1.93 10.96 0:18 0.4 4.99 0.09 LLap 0.26 92 06/06/16 RHW Page 145 of 202 Page 146 Of 189 06/06/16 RHW Page 146 of 202 5 2.24 10.96 0.20 1.8 4.09 0.45 MidS 0.64 92 6 1.93 10.96 0.18 1.8 4.09 0.45 MidS 0.60 92 # 7 2.99 10.96 0.27 3.7 4.09"0.93 MidS 1.22 92 # 8 2.57 10.96 0.23 3.7 4.09 0.93 MidS 1.15 92 9 2.32 10.96 0.21 0.5 4.99 0.11 LLap 0.32 92 10 -2.32 31.86 0.07 0.5 4.99 0.11 LLap 0.16 92 11 1.72 10.96 0.'16 1.4 4.99 0.29 LLap 0.43 92 12 -1.72 31.86 0.05 1.4 4.99 0.29 LLap 0.28 92 13 2.32 10.96 0.21 0.2 4.99 0.05 LLap 0.26 92 14 -2.32 31.86 0.07 0.2 4.99 0.05 LLap 0.11 92 - Increase Purlin Gage ---- 3 43.6 4 2 08Z075 1 2.99 12.69 0.24 3.6 4.71 0.77 MidS 1.00 93 ( 43.0) 2 2.57 12.69 0.20 3.6 4.71 0.77 MidS 0.95 93 3 2.24 12.69 0.18 0.4 5.84 0.08 LLap 0.25 93 4 1.93 12.69 0.15 0.4 5.84 0.08 LLap 0.22 93 5 2.24 12.69 0.18 1.8 4.71 0.39 MidS 0.55 93 6 1.93 12.69 0.15 1.8 4.71 0.39 MidS 0.52 93 7 2.99 12:69 0.24 3.7 4.71 0.80 MidS 1.03 93 8 2.57 12.69 0.20 3.7 4.71 0.80 MidS 0.98 93 9 2.32 12.69 0.18 0.5 5.84 0.09 LLap 0.27 93 10 -2.32 35.66 0.06 0.5 5.84 0.09 LLap 0.14 93 11 1.72 12.69 0.14 1.4 5.84 0.25 LLap 0.37 93 12 -1.72 35.66 0.05 1.4 5.84 0.25 LLap 0.25 93 13 2.32 12.69 0.18 0.2 5.84 0.05 LLap 0.23 93 14 -2.32 35.66 0.06 0.2 5.84 0.05 LLap 0.10 93 ---------------------------------------------------- U16E0300A Eave Strut, 7------------------------- Longitudinal Load(Wall= 2) 6/ 3/16 11:47am - Wall Bay Eave Load ---- Axial(k-) ---- --Moment(f-k )-- Axl+Mom Max Id Id Part Id Calc Limit UC Calc Limit UC UC KL/r ---- ---- -------------- 2 1 08Z067 ---- 15 ----- 1.89 ----- ---- 10.96 0.17 ----- 1.80 ----- 4.09 ---- 0.44 ------- 0.59 0 16 0.20 10.96 0.02 1.80 4.09 0.44 0.45 0 17 1.42 10.96 0.13 0.22 4.99 0.04 0.17 0 18 0.15 10.96 0.01 0.22 4.99 0.04 0,.05 0 19 1.42 10.96 0.13 0.92 4.09 0.23 0.34 0. 20 0.15 10.96 0.01 0.92 4.09 0.23 0.23 0 21 1.89 10.96 0.17 1.89 4.09 0.46 0.61 0 22 0.20 10.96 0.02 1.89 4.09 0.46 0:47 0 23 1.09 13.15 0.08 0.28 5.99 0.05 0.12 0 24 -1.09 38.23 0.03 0`.28 5.99 0.05 0.06 0 25 0.81 13.15 0.06 0.72 5.99 0.12 0.17 0 26 0.81 13.15 0.06 0.72 5.99 0.12 0.17 0 27 -0.81 38.23 0.02 0.72 5.99 0.12 0.12 0 28 1.09 13.15 0.08 0.13 5.99 0.02 0.10 0 29 -1.09 38.23 0.03 0.13 5.99'0.02 0.05 0 2 2 08Z067 15 0.00 10.96-0.00 1.80 4.09 0.44 0.44 0 16 0.00 10.96 0.00 1.80 4.09 0.44 0.44 0 17 0.00 10.96 0.00 0.22 4.99 0.04 0.04 0 18 0.00 10.96 0.00 0.22 4.99 0.04 0.04 0 19 0.00 10.96 0.00 0.92 4.09 0.23 0.23 0 20 0.00 10.96 0.00 0.92 4.09 0.23 0.23 0 21 0.00 10.96 0.00 1.89 4.09 0.46 0.46 0 22 0.00 10.96 0.00 1.89 4.09 0.46 0.46 0 23. 0.00 13.15 0.00 0.28 5.99 0.05 0.05 0 24 0.00 13.15 0.00 0.28 5.99 0.05 0.05 0 25 0.00 13.15 0.00 0.72 5.99 0.12 0.12 0 06/06/16 RHW Page 146 of 202 w - Page 147 Of 189 26 0.00 13.15 0'.00 0.72 5.9.9 0.12 '0.12 0 , ' 27 0.00 13.15 0.00 0.72 5.99 0.12 0.12 0 28 .0.00 13.15 0.00 0.13 5.99 0.02 0.02 0 29 0.00 13.15 0.00' 0.13 5.99 0.02 0.02 0 . U16EO300A Eave(Wall= 2)' ________________________________________ 6/ 3/16 11:47am •'_ EAVE STRUT Wall Id = 2 LAYOUT: Available Design Reduction Bay Length --Lap(ft)--'- Load No. No. Unit Total Factor Id Part (ft) Left Right Width Brace Row- Weight Weight Out In t---- -----=--" ------ ---- --=-- ----- " LExt 08Z067 1.00 2.06 0 1 3.3 3.3 0.00,0:70 1 08ZO67 24.00 2.94, 2.06 0 1• 88.6 88.6 0.00 0:70 2 082067 24.00 '2.94 ,2.06 0 1 88.6 88.6 0.00 0.70 RExt 082067 1.00 -2.06 0' 1 3.3 3.3 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k )-------- 1= ------ Moment(f-k )------I---Mom+Shr--1----Defl(in)--- Id ILoc Calc, Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ----=- ExtIRSup -0.06 ----- ---- -- I ---- ------ 3.57 0.02 61RSup ----------- 0.03 5.82 -- 0.01 I ---- 61LSup ------=1------------ 0.00 111 0.10 -- 0.00 6 11RLap -0.77 3.57 0.22 61RLap 2.57 4.99 0.51 61RLap 0.49 61 -0.55 0.00 6 - 21LLap 0.77 3.57 0.22' 61LLap 2.57 4.99.0.51 61LLap 0.49. 61 -0.55 0.00 6 Ex_tlLSup 0..06 3.57 0.02 61LSup 0.03 5'.82 0.01 61LSup 0.00 111 0.10 0.00 6 LOAD -COMBINATIONS: ------------------ •(6) Dead+Collateral+0.75Live+0.45Wind Pressurel r (11) 0.6Dead+0.6Wind_Suctionl = U16EO300A ---------------------------- Eave Strut, Longitudinal Load(Wall= 4) 6/ 3/16 11:47am Wall Bay Eave Load ----Axial(k )---- --Moment(f-k )--' Axl+Mom Max ' Id Id Part Id Calc Limit UC Calc Limit UC. UC KL/r ---- -------------- ---- ----- 4 2 08Z067 15 0.00 ----- ---- 10.96 0.00 ----------- 3.56 4.09 ---- 0.87. ------- 0.87 r ---- 0 • 16 0.00 10.96 0.00 3.56 '4:09 0.87 0.87 0 17 0.00 10.96 0.00 0.44. 4.99 0.09 0.09 0 18 0.00 10.96 0.00 0.44 4.99 0:09 •0:09 0 19 0.00 10.96 0.00 1.82 4.09 0•.44 0.44 0 ,- 20 0.00 10.96 0.00 1.82 4.09 0.44 0.44 0, ' 21 0.00 10.96 0.00 3.,73 `4.09 0`.91 0.91 0 22 0.00' 10.96 0.00 3.73 4.09 0.91 0.91 0 23 0.00 13.15 0.00 0.54 5.99 0.09 0.09 0 ' 24 0.00 38.23 0.00 0.54 5.99 0.09 0.09 0 25 0.00 •13.15 0.00 1.42 - 5.99 0.24 0.24 0 26 '0.00 13.15"0.00 - 1-.42 5.99 0.24 0.24 0. 27 0.00 38.23 0.00 1.42 5.99 0.24 0.24 0 06/06/16 RHW Page 147 of 202 06/06/16 RHW Page 148 of 202 Page 148 Of 189 28 0.00 13.15 0.00 0.26 5.99 0.04 •0.04 0 29 0.00 38.23 0.00 0.26 5.99 0.04 0.04 0 - Added Eave Strut =---- - 4 2 W08SB120 15 1.89 14.91 0.13 103 16 6.52 14.91 0.44 103 17 1.42 14.91 0.10 103 18 4.89 14.91 0.33 103 19 1.42 14.91 0.10 103 20 4.89 14.91 0.33 103 21 1.89 14.91 0.13 103 22 6.52 14.91 0.44 103 23 18.40 17.89 1.03 103 24 -18.40 155.91 0.12 103 25 " 13.67 17.89 0.76 103 26 13.67 17.89 0.76 103 27 -13.67 155.91 0.09 103 28 18.40 17.89 1.03 103 29 -18.40 155.91 0.12 103• -------------------------- 4 1 08ZO67 --------------------------------------------------- 15 X0.00 10.96 0.00 3.56 4.09 0.87 0.87 0 16 0.00 10.96 0.00 3.56 4.09 0.87 0.87 0 17 '0.00 10.96 0.00 0.44 4.99 0.09 0.09 0' 18 0.00 10..96 0.00" 0.44 4.99 0.09 0.09 0 19 0.00 10.96 0.00 1.82 4.09 0.44 0.44 0 20 0.00 10.96 0.00 1.82 4.09 0.44, 0.44 0 21 0.00 10.96 0.00 3.73 4.09 0.91 0.91 0 22 0.00 10.96 0.00 3.73 4.09 0.91 0.91 0 23 0.00 13.15 0.00 0.54 5.99 0.09 0.09 0 24 0.00, 38.23 0.00 0.54 5.99 0.09 0.09 0 25 0.00 13.15 0.00 1.42 5.99 0.24 0.24 0 26 0.00 13.15 0.00 1.42 5.99 0.24 0.24 0 27 0.00' 38.23 0.00 1.42 5.99 0.24 0.24 0 28 0.00 13.15 0.00 0.26 5.99 0.04 0.04 0 29 0.00 38.23 0.00 0.26 5.99 0.04 0.04 0 = Added Eave Strut ----- 4 1 W08SB120 15 0.52 14.91 0.04 103 16 6.52 14.91 0.44 103 17 0.39 14.91 0.03 103 18 4.89 14.91 0.33 103 19 0.39 •14.91 0.03 103 20 4.89 14.91 0.33 103 21 0.52 ,14.91 0.04 103 22 6.52 14.91 0.44 103 23 15.17 17.89 0.85 103 24 -15.17 155.91 0.10 103 25 11.27 17.89 0.63 103 26 11.27 17.89 0.63 103 27 -11.27 155.91 0.07 103 28 15.17 17.89 0.85 103 ---------------------------------------------------------------------------- 29 -15.17 155.91 0.10 103 U16EO300A Eave(Wal1= 4) 6/-3/16 11:47am ------------------------------ SAVE STRUT Wall Id ------------------------------ = 4 , 06/06/16 RHW Page 148 of 202 Page 149 Of 189 LAYOUT: Available Design Reduction Bay, Length --Lap(ft)-- -Load No. No., Unit. Total Factor IdPart (ft) Left Right Width Brace Row Weight Weight Out In LExt 082067 1.00 4.07- 0 1 3.3 3.3 0.00 0.70 -2 082067 24.00 2.94 4.07 •0 1 88.6 88.6 0.00 0.70 1 08Z067 24.00 2.94 4.07 0 1 88.6 88.6. 0.00 0.70 RExt 082067 1.00 4.07 0 1 3.3 3.3 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k ) --------I------- Moment(f-k )------I---Mom+Shr--I----Defl(in)--- Id .ILoc Calc Allow UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ----- ---- -- I ---- ------ ----- --- -- I --------.-- I ------ -------- ExtIRSup -0.12 3.57 0:'03 6IRSup -0.04 5.84 .0.01 11IRSup 0.04 61 0.19 0.00. 6 21RLap -1.53 3.57 0.43 6IRLap 5.07 4.99 1:02 6IRLap 0.97 61, -1.09 0.00 6 1ILLap' 1.53 3.57 0.43 61LLap 5.07 4.99 1.02 61LLap 0.97 61 -1.09 0.00 6 ExtILSup 0.12 3.57 0.03 61LSup -0.04 5.84 0.01 11ILSup 0.04 61 0.19 0.00 6' LOAD COMBINATIONS: ------------------- (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl U16E0300A Strut Bolts 6/'3/16 11:47am RAFTER CONNECTION: Back SW Front SW Location Purlin Eave Strut Eave Strut Left EW Welded Clip Welded Clip 'Welded Clip RF Welded Clip Welded Clip Welded Clip • J EAVE STRUTS: Wall Frm_Line---- Bolt _ Selected --- --- Bolt _Capacity(k )--- Dt_Bolt Id Id Type No. Type Dia Wshr Calc Shear Bear Ratio Id 2 1 'EW 2 A325 0.500 1 1.89 8.84 5.62 0.34 77 2 2 RF 2 A325 0.500 1 1.89 8.84 11.25 0.21 77 2 3 RF 2, A325 0.500 1• 0:00 8.84` 5.62 0.00 77 4 1 EW 2 A325 0.500 1 0.00 8.84 5.62 0.00 77, 4 2 RF 2 A325. 0.500 1 0.00 8.84 11.25 0.00 77 4 3 RF 2 A325 0.500 1 0.00 8.84 5.62 0.00 77'. PURLIN STRUTS AT EAVE: Surf Frm Line Bay Brace ---- Bolt _Se'lected--- Load --- Bolt _Capacity(k )--- Dt_Bolt Id Id Type Id' Loc No. Type Dia Wshr Id Calc Shear Bear Ratio, Id ---- --- ---- --- ----- --- ----- -=--- ---- ---- ----- ----- ----- ----- ------- 2 1 0.00 2 A325 1:000 0 9 18.40 42.41 40.22 0.46 104 2 2 0.00 2 A325 1.000 0 9 15.17 42.41 40.22 0.38 104 PURLINS: ------Bolt_Capacity(k )------ Surf Frm_Line Brace ---- Bolt _Selected --- ---Shear--- --Bearing-- Dt_Bolt Id Id Type -Loc No. Type Dia Wshr 'Calc Limit Calc Limit Ratio Id 06/06/16 , .RHW Page; 149 6f.202 Page 150 Of 189 2 1 EW 16.45 4 A307 0.500 0 3.67 8.84 3.67 11.21 0.42 71 2 2 RF 16.45 4 A307 0.500 0 3.67 8.84 3.6722.42. 0.42 71 2 3 RF 16.45 4 A307 0.500 0 2.99 8.84 2.99 9.44 0.34 71 2 .1 EW 20.56 4 A307 0.500 0 0.57 8.84 0.57 8.44- 0.07 71 2 •2 RF 20.56 4 A307 0.500 0 0.57 8.84 0.57 16.87 0.06 71 2 3 RF 20.56. 4 A307' 0.500 0 0.47 8.84 0.47 8.44 0.06 71 2 1 EW 30.00 4 A307 0.500 0 0.00 8.84 0.00 8.44 0.00 71. 2 2 RF '30.00 4 A307 0.500 0 2.97 8.84, 2.97 16.87 0.34 71 2 3 RF 30.00 4 A307 0.500 0 2.97 8.84 .2.97 8.44 0.35 • 71 3 1 EW 30.00 4 A307 0.500 0 0.00 .8.84 0.00 8.44 0.00 71 3 2 RF 30.00. 4 A307 0.500 0 2.97 8.84 2.97 16.87 0.34 71 3 3 RF 30.00 4 A307 0.500 0 2.97 8.84 2.97 8.44 0.35 71 3 1 EW 39.44 4 A307 0.500 0 0.57 8.84 0.57 8.44 0.07 71 3 2 RF 39.44 4 A307 0.500 0 0.57 8.84 0.57 16.87 0.06 71 3 3 RF 39.44 4 A307 0.500 0 0.47 8.84 0.47 8.44 0.06 .71 3 1 EW 43.55 4 A307 0.500. 0 3.67 8.84 3.67 11.21 0.42 71 3 2 RF 43.55 4 A307 0.500 0• 3.67 8.84 3.67 22.42 0.42 71 3 3 RF 43.55 4 A307 0.500 0 2.99 8.84 2.99 9.44 0.34 71 U16EO300A Strut Connections 6/ 3/16 11:47am STRUT AT EAVE: Surf Bay, Attach Strut --'----Plate------ ---------- Bolts ---.=------ Id Id Locate Part Type Width Thick Type Dia Gage Row Quan 2 1 0.0 W08SB120 SB 6.3 0.500 A325 1.000' 2.5 1 2 2 2 0.0 W08SB120 SB 6.3 0.500 A325 1.000 2.5 1 2 U16EO300A Screws 6/ 3/16 11:47am PANEL: Tensile ' Thick Yield Strength Part (in) (ksi ) (ksi )' CR6-80 0.018 80.00 •62.00 PANEL SCREWS. Dia.Washer Space Tension. Zone Part (in) (in) (ft) (k ) Interior H1030 •' 0.22 0.50 1.00 2.78 Edge H1030 X0.22 0.50 1.00 2.78 Corner H1030 0.22 0.50 1.00 2.78 Base H1040 0.22 0.45 1.00 2.00 PURLIN SCREW LAYOUT: ------ Purlin------ Surf Wind Bay Loc Space Id Id Id Id Id Part (ft) 2 1 1 3 5 082067 4.13 2 1 1 4 1 08Z067 4.13 2 1 2 5 - 5 08Z067 4.13 2 1 1 7 1 08ZO67 4.13 06/06/16 RHW Page 150 of 202 Page 151 Of 189 2 1 2 8 1 08ZO67 4.13 2 2 1 1 1 08Z067 4.13 3 1 .1 3 5 082067 4.13 3 1 2 5 5 08ZO67 4.13 3 1 1 6 7 082067 4.13 3 1 2 9 7 08Z067 4.13 3 1 1 10 7 082067 4.13 3 2 1 1 7 08Z067 .4.13 PURLIN SCREW CHECK: BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear -----------Limit---------- Base Dia Space Shear Wind Seis Wind Max Purlin Panel Screw (ft) Surf Wind Bay Loc Suction Load Pullout Pullover Tension Max Id Id Id Id (psf ) (k ) (k ) (k') (k ) UC 2 1 1 3 27.72 0.11 0.29 0.27 0.74 0.42 2 1 1 4 27.72 0.11 0.29 0.27 0.74 0.42 2 1 2 5 27.72 0.11 0.29 0.27 0.74 0.42 2 1 1 7 39.40 0.16 0.29 0.27 0.74 0.59 2 1 2 8 39.40 0.16 0.29 0.27 0.74 0.59 2 2 1 1 18.24 0.08 0.29 0.27 0.74 0.27 ---- 3 ---- 1 --- --- 1 3 ------- 27.72 ----- 0.11 --- --- 0.29 -------- 0.27 ------- 0.74 ---- 0.42 3 1 2 5 27.72 0.11 0.29 0.27 0.74 0.42 3 1 1 6 27.72 0.11 0.29 0.27 0.74 0.42 3 1 2 9 39.40 0.16 0.29 0.27 0.74 0.59 3 1 1 10 39.40 0.16 0.29 0.27 0.74 0.59 3 2 1 1 18.24 0.08 0.29 0.27 0.74 0.27. 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: (a)Panel Shear Not Used -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16E0300A Weight Summary 6/ 3/16 11:47am Roof Purlins = 2572.82 Extension Purlins = 735.09 Eave Struts 367.55 06/06/16 RHW Page 151 of 202 ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC 2 10.00 H1040 0.22 1.00 2.00 0.439 0.664 0.213 (a) 4 30.00 H1040 0.22 1.00 2.00 0.156 0.346 0.213 (a) (a)Panel Shear Not Used -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16E0300A Weight Summary 6/ 3/16 11:47am Roof Purlins = 2572.82 Extension Purlins = 735.09 Eave Struts 367.55 06/06/16 RHW Page 151 of 202 Page 152 Of 189 Extension Eave Struts = 163.35 Struts = 670.65 Roof Bracing = 196.91 Wall Bracing = 173.31 Wind Bents = 1532.98 Total = 6412.67 U16EO3O0A Warning Summary 6/ 3/16 11:47am -----------------------------------,--------------------- WIND BENT Member WRN(WBM-6O2):'Horizontal Clearance < Limit WRN(WBM-603): Vertical Clearance < Limit 06/06/16 RHW Page 152 of 202 7 ' Page 153 Of 189 *---=--------------------------------------------------------------------------- *U16E0300A Rigid Frame Design Input. •6/ 3/16 11:47am *( 1)JOBID: 'U16E0300A ' *( 2)DESIGN OPTIONS: ` *Frame Frame Stress Frame No -Of End_Conn Splice Web_Stiffener * Id Type Space- Space Cycle Lt Rt, Fix :Use -Ratio Side P -Delta 1 'RF ' 1.00 30.64 7 'P 'P ' 1:00 'IN' 0.00 'Y 'DA' *( 3)OPTIMIZATION OPTIONS: R *Plate Depth Frame••L Col_Dep_Opt(in) R_Col_Dep_Opt(in) Rafter_Dep_Opt(in) * Opt Opt Sym Typ Min Max •Typ. Min • Max Typ Min Max 'N' N' 'N' 'T 12.00 58.00 IT 12.00 `58'.00 'T ''12.00 58.00 ' *( 4)DESIGN CODE: *Design---Steel-Code--- ---Build--- Code Seismic * Code Cold Hot Country 'Code Year, 'Label Zone 'WS ' 'NAUS07 'AISC10' '-=--' 'IBC 112' 'CBC 13.1 'D c •*( 5)DESIGN CONSTANTS: * --- Strength _Factor--- * ---- Stress _Ratio ---- ---Seismic--- ` * Frame Col +EP BP Wind Frame SpcEP 1.03 1.03 1.03 1.03 1.0000 1.0000 1.12000 *( 6)STEEL YIELDS: * Web Flg C_Sec W Sec R Sec P Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 50.0 '55.0 55.0 *( 7)DEFLECTION LIMITS: * --Vertical---------Horizontal--------weak _Axis - Live Total Total Seis Crane Floor Wind Seis 180.0 0.0 60.0 40.0 100.0 0.0' 60.0 40.0 *( 8)REPORTS: * Input Design End Base Revise Action Sec' Flange Segment Unbrc Floor.•Diag * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React Brace, 1 1 'i 11 V 1 lV 1V LV lV lV. LV + *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord .Offset *Surf (ft) (ft) (in) , 4 0.0000 20.0000 10.000 , 30.0000 22.5000 8.000 60'.0000 20.0000 8.000 A 60.0000 0.0000 10.000 *(10)MEMBER DEPTHS: ' *Surf Depth(in) No. Interior_Depth * Id Start End Dep Loc(ft) Depth(in) 1 11.500 26.000 0 2 32.000 18.000 1 13.0000 24.000 3 18.000`,23.000 1 17.1040 17.000 4 29.000 11.500 0 06/06/16 RHW Page 153 of 202 *(11)MEMBER SPLICES: *Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'VEE ' 3 1 0.0000 '-EE ' 4 1 0.0000 'VEE ' *(12)SEGMENT PLATES: *No. Surf Mem Seg Seg *Seg Id Id Id Len(ft) 6 1 1 1 0.0000 2 2 2 0.0000 2 3 3 0.0000 3 4 4 0.0000 3 5 5 0.0000 4 6 6 0.0000 Member Flange Plate _Thickness(in) Part Width(in) Web OS_Flg IS_Flg '-------- ' 10.000 0.1875 0.6250 0.3750 '-------- ' 6.000 0.2200 0.3125 0.3750 '-------- ' 6.000 0.1644 0.1875 0.2500 '-------- ' 5.000 0.1250 0.2500 0.1875 '-------- ' 5.000 0.1644 0.2500 0.2500 '-------- ' 8.000 0.1500 0.2500 0.2500 Page 154 Of 189 *(13)INTERIOR COLUMNS: * No. Col Col Col Col Connection Rafter Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major• Minor Set Part 0 ` *(14)INTERIOR COLUMN PLATES: *Col Col ---Depth---- No. Start--Web_Depth--- Web Flg OS_Flg IS_Flg * Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)INTERIOR COLUMN SPLICES: * Col * No. Id Id Locate Type 0 *(16)BASE ELEVATION/WALL OPTIONS: *Base Base Frame Open Brace * Id Elev Space Height Opt 1 0.0000 30.6400 0.0000 '-' Left Column 2 0.0000 30.6400 0.0000 '-' Right Column *(17)BASE DISPLACEMENT: *Base Displace * Id Opt Dir (in) 0 '-' '-' 0.000 *(18)BASE SPRINGS: * No. Base --Spring_Constants-- *Base Id Elev Horz Vert Rotate 0 *(19)WALL GIRT: *Surf Bay No. * Id Type Part Depth Proj Lap Id Girt Location(ft) 1 1ZB' 11OZO60 ' 10.000 0.000 3.5000 1 3 7.5000 14.5000 18.0000 4 1ZB' '10Z060 ' 10.000 0.000 3.5000 2 3 7.5000 14.5000 18.0000 *(20)ROOF PURLIN: *Surf No. Peak No. -Purlin_Set- Id Type Part Depth Proj Lap Purlin Space Sets Space Quan 2 'ZB' 108Z067 1 8.000 0.000 2.9375 7 1.3333 2 4.1258 6 4.0156 1 3 'ZB' '08ZO67 1 8.000 0.000 2.9375 7 1.3333 2 4.0156 1 06/06/16 RHW Page 154 of 202 Page 155 0•f 189 4.1258 6 . *(21)FLANGE BRACE: *Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 0 2 7 1 2 3 4 5 6 7, 3 7 1 2 3 4 5 6 7 4 0 •. , *(22)SIDEWALL EXTENSIONS: *Surf No Ext-------Extension-Size ------- ----Facia Size---- Load *'Id• Ext` Id Type Elev Width Slope Elev Height Slope Width 1 1 1 1EE' 20.000 20.000 1.0 0.000 0.000 0.00 31.250 4 0 *(23)EXTENSION LOADS: *Ext Dead Collat Live Snow Rain Windl'-Coeff Wind2_Coeff Long -Wind Facia Wind' Seis *Id psf psf psf psf psf, Left Right Left Right 1 2 Left Right k 1 6:00 5.00 20.00 0.00 0.00 -1.38 -1.38-1.38.-1.38 0.00. 0.00 0.00 0.00 0.00 , *(24)BASIC LOADS: * Basic ---Deflection--- ' * Dead Collat Live Snow Rain Wind ' Load Ratio Temperature * psf psf psf psf psf- psf Snow Wind Seis Change 3.00 5.00 12.00 0.00. 0.00 19.58 1.00 0.52 ,1.00 0.0 +*.(25)BASIC LOAD'AT SAVE: ' * Seismic Weak Axis L Weak Axis R --Torsion---EW Brace -7 ; * Load Wind Seis.. Wind Seis Wind Seis Wind Seis ' * k k k k k k - k k k 3.80 + 0.00 0.00 0.00• 0.00 3.0 4.3` 0.00 0.00 , *(26)WIND COEFFICIENT: *Surf--Wind_1-----Wind-2--- Long -Wind Surface *•Id Left Right Left Right 1 2 Friction 1 -0.20 -1.11 1.25 0.34 -1.00 -1.00 0.00 2 -1.24 -0.92 -0.14 0.18 -1.24 ,-0.92 0.00 3 -0.92 -1.24 0.18 -0.14 =0.92- -1:24 0.00 , 4 -1.11 -0.20 0.34 1.25 -1.00 -.1.00 0.00 *(27)LONGITUDINAL BRACING LOAD: *---'-Wind----- ---Seismic--- * Horz Vert Horz Vert. 10.55 7.59 17.23 12.41 Left Column 0.00 0.00 0.00 0.00 Right Column. •,. *(28)DESIGN LOADS:Strength ---------- =---------------------------- L -Load Coefficients ------------------------------ ----------- *Load ---Live--- Add,Snow-�:,--Wind_1-7 --Wind-2--. Long_Wind -Seismic-- Aux -Load *No Id Dead Coll Roof Floor Snow Drift Slide Rain Lt• Rt Lt Rt 1 2 Long Tran Temp Id Coeff 50 1 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 0.00 2 1.00 1.00 0.00 0.00 0.00 0.0.0 •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 1.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 `0.00 06/06/16 ; .RHW Page 155 of 202 Page 156 Of 189 0.00 0.00 0.00 0.00 0.00 0 0.00 4 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 0.00 5 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 0.00 6 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 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 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 0.60 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 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 13 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 0.60 0.00 0.00 0.00 0 0.00 14 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 -0.60 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16, 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00. 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 , 18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.45 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' -0.45 0.00 0.00 0.00 0:00 0 0.00 21 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 0.45 0.00 0.00 0.00 0 0.00 22 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 -0.45 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0:00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 , 27 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0..00 0 0.00 29 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 0.45 0.00 0.00 0.00 0 0.00 - 30 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 -0.45 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 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 0.60.0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.60 0.00 0.00 06/06/16. RHW Page 156 of 202 Page 157 Of 189 0.00 '0.00 0.00',0.00 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00- 0.00 0.00 '0.00 0.00 0.00' 0..00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.60 00.00 0.00 0.00 0.00 0 '0.00 36 0.60 0.00 0.00 0.00 0.00 0.00. 0:00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 -0.00 0.00 0 0.00 ' 37 0.60 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0._00 0.00 0:00 0.00 0.00. 0.60 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0:00 0.00 0.00 '0.00 0.00 0.00 0.00' 0.00' 0.00 -0.60 0.00 0.00 0.00 0 1 0.00 39 1.08 1.08. 0.00 0.00 0.00 0_00 0.00'•0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 40 1.08 1.08 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 41 1.08 1.08 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 ' 0.00 42 . 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , 0.00 0:00 -0.70 0.00 0.00 0 0:00 + . 43 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 .0.00' ` 44 1.06 1.06 0.00 0.00 '0.00 '0.00 0.00 0.00 0.00 •0.00 0.00 0.00 .0.00 0.00 0.00 -0.52 0.00 0 0.00 45 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00• 46 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00+ 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 47 0.52 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.70 0.00 0 0.00 ' 48 0.52 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00• ` 49 0.52 0.00 0.00 0.00 0:00 0.00'.0.00 •0.00 0.00 0.00 -0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 50 0.52 0.00 0.00 0.00 0:00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-.00 -1.35 -0.21 0.00 0 0.00 *(29)DESIGN LOADS:Deflection { -----------------------------------'------Load Coefficients-----,-------------=----------- + *Load ---Live----Add Snow- --Wind l----Wind_2-- - Long_Wind -Seismic-- Aux Load *No Id Dead Coll Roof Floor Snow Drift Slide- Rain Lt Rt Lt Rt - 1 2 Long Tran Temp Id Coeff 22 51 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 0.00• 52 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 0.00 , 53 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 0.00 54 1.0011.00 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 0.00 y. 55 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 0.00• 56 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 '0.00 ` 57 1.00 0.00 0.00 0.00 0.00 0.00 0.0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 •0.00 • 58 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 0.00 06/06/16 RHw Page 157 of 202 ` Page 158 Of 189 59 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 0.00 0.00 0 0:00 60 1.00 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 0 0.00 61 1.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 .0.00 0.00 0.00'• 0 0.00 62 1.00 0.00 0.00' 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00" 0.00 0.00 0 0.00 63 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 01_.00 0 0.•00 64 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 0.00 65 1.08 1.08 0.00 0,.00 0.00 0.00 X0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 ,0.00 0 0.00 66 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 •.'0 0.00 67 1.06 1.06 0.00 -0.00 0.00 0.00 .0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.52 0.00 0 0.00 ' 68 1.06 1.06 0.00 .0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 f r.. 69 0.52 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.70 0.00 0 0.00 70 0.52.0.00 0.00 0.00 0.00. 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 71 0.00 0.00 0.00 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 72 0.00 0.00 0.00 '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)DESIGN LOADS:Special -----------------------------------------Load Coefficients------------------------------ *Load ---Live----Add-Snow- --Wind_1-- Wind_2-- Long Wind -Seismic-- Aux -Load *No Id Use Code Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff i 12 73 'EP' '----------' 1.08,1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 1.62 0.00 0 0.00 74 'EP.' ----------'• .1.08 1.08 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.62 0.00 0 0.00 75 'EP' '---------' 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.62 0.00 0.00 0 `0.00 - 76 'EP' '---------' -1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.-1.62 0.00 0.00 0 0.00 77 'EP' '------=--' 1.06 1.06 0.00 0.00 0:00 0.00 -0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 1.21 0.00 0 0.00 78 'EP' '---------' 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.21 0.00 0 0.00 79 'EP' '---------' 1.06 1.06 0.00 0.00, 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00. 0.00 0.00 1.21 0.00 0.00 0 0.00 80 'EP' '---------' 1.06 1.06. 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.21 0.00 0.00 0 0.00 �. 81 'EP' '---------' 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 10.00 1.62 0.00 0 0.00 82 'EP' '---------' 0.52 0.00 •0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.62 0.00 . 0 0.00 83.'EP- '---------' 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 1.62 0.00 0.00 0 0.00 84 'EP' '---------' 0.52 0.00. 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 06/06/16 RHW Page .158 of 202 + Page 159 Of 189 a. 0.00 0.00 0.00 0.00 -1.62 0.00 0.00 0 0.00 *.(31)AUXILIARY LOAD: *No. Aux Aux No. Add Add-Comb *Aux Id Name Loads Id Coeff 0 *(32)ADDITIONAL LOADS: *No. Add 'Loc Basic Load Fx Fy Mom Dx Dy Conc *Add Id Id Load Type W1 W2" Co D11 D12 Dist .. 0 *(33)FLOOR BEAMS: ' *' Bay No. Beam Beam Con_Type Con Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(34)DIAGONAL BRACING: *. Bay * Id No. Id Level Opt Area 1 0 *(35)CRANE BRACKET: . s *Crane Span Crane Crane ---- Beam---=f�'----Offset---- --- --Bracket------ Col -Sup Load *No Id Lt Rt Type Height Depth Width, Left 'Right Type Opt Select Lt Rt . (k ) *(36)FRAME OPTIONS/FRAME LINES: *Moment Frame Frame No. *Frame 'Option Option Id Line Frame Line Id 'OMF' ,_,1 1 1 2 *(37)DESIGN PLATES: * ----Plate-----Plate Size- Bolt Bolt ----Top--- --Bottom-- r *No. Type ,Id Width Thick Dia Gage Row Space Row Space 2 'BASE' 1 , 8.0 0.375 1 4 0 0 0 0 ' 'BASE' ,2 8.0 0.375 ,1 4 0 0 0 0 *(38)SPECIAL FAB DATA , * No. Piece.' Piece *Piece Id Key 0 , + *(39)ENDWALL COLUMNS: *Wall Expand"EW No. Column Column Max-Deflect " * Id Use Offset Column Locate Offset Option Down Up 1 IN ' 0.000 0 3 'Y ' 12.000 0 b` *(40)JACK BEAMS: *.No. Beam Beam Beam Beam Spring(k/in ) *Beam Id Offset Height Length Part Horz Vert *(41)LINER: •, *---Wall Height--- 06/06/16 RHW Page 159 of 202 Page 160 Of 189 * F_SW B_SW Roof 0.0000 0.0000 'N' *(42)STEPPED LOAD COEFFICIENTS: * Basic Loc No.----Step_1--- ---- Step_2--- ----Step_3--- *No. Load Id Step Locate Coef Locate Coef Locate Coef 4 'WINDLI' 2 2 30.0000 1.000 30.1040 0.742 'WINDRI' 3 2 0.1040 0.742 30.1040 1.000 1WINDL2' 2 2 30.0000 1.000 30.1040 -1.286 'WINDR2' 3 2 0.1040 -1.286 30.1040 1.000 *(43)ADDITIONAL COLUMNS: *No. Id Type Rot Opt Part Elev 0 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * * Code files used: * CA_CBC.13 * RF_IBC.12 Version 4.0 *DS RFDEP.Siz *Surface Span --Required- -----------Selected---------- * Id Id Type Span Type Span #Depth #Splice * 1 1 w 20.0 No record selected * .2 1 C 30.0 C 30.0 1 0. * 3 1 C 30.0 C 30.0 1 0 * 4 1 W 20.0 No record selected U16EO300A Design Code 6/ 3/16 2:34pm STRUCTURAL CODE; Design Basis WS - Working Stress Hot Rolled Steel AISC10 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code CBC 13 (IBC 12) Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold,Formed Steel 29500 (ksi ) U16EO300A Buse Plates and Anchor Bolts 6/ 3/16 2:34pm Base Plate Yield =55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) Bolt Shear Stress = 13.05 (ksi ) Bolt Tension Stress = 21.75 (ksi ) 06/06/16 • RHW Page 160 of 202 C Page 161 Of 189 BASE PLATE & BOLT -SIZE: ' --=-------------------- �. --Column_Base----Plate_Size(in)---Bolts(GR36 )--Shear(k )- Id Typ Depth Width Length .Thick Row'.. -Dia Gage 'limit UC Left P 12.5 8.0 13.00 0.3.75 2 1.000 4.00 31.6 0.75 , Right P 12.0 •8.0 12.00 0.375 2-1.000 4.00 31.6 0.19 BASE REACTIONS: --------------- Max_Tension+Shear. Max_Shear+Tension Column -Max-Comp- Tens Shear .-Max-Shear Shear Tens Id Ld, Fy ( k ) Ld Fy ( k ) Fx ( k ) Ld `Fx ( k ) Ld -- ------ --- ------ --- ------ ------ --- ------ --- Fx ( k ) • Fy ( k ) ------ ------ Left 3 43.4. 31 -20.1 3.6 49 23.6 49 23.6 -14.5 Right 16 16.4 37 -11.2, 2.5 16- 6.1 33 4.0 -10.1 WELDS: Outside_Flange_To_Base Inside_Flange_To_Base -----Web_To_Base ----- , Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Limit Size 'T p Calc Limit Size Typ Calc Limit .Left 0.250 F1 1.00 5.57 0.188' F1 1.00 4.18 0.188 F1' 2.05' 2.78 ' Right 0.188 F1 0.70 4.18 0.188` F1 .0.70 4.18 0.188 F1 0.53 2:78 LOAD COMBINATIONS: •, 3 - Dead+Collateral+Live ' 16 - Dead+Coll'ateral+0.75Live+0.45Wind Left2 31 -- 0.6Dead+0.6Wind.Left1 ' 33 - 0.6Dead+0.6Wind Rightl , 37 - 0.6Dead+0.6Wind Long2 49 - 0.52Dead+0.21Seismic+1.35Seismic.Long ---=---------------------------------------------------------------=------------ U16E0300A Bolted -End -Plates. A ------------------------------ 6/ 3/16 2:34pm - Splice Yield 55.00 (ksi ) Bolt Type = A325 Snug -Tightened PLATE SIZE: , Splice Member Web Splice(in)--- -------- ---'---Bolts-(A325 )--------------'-= Id Typ Locate Depth Width Thick Dia Gage Gage2 RowT Spacer RowB SpaceB RowI. -- --- ------ ----- ----- ----- ----- -=--- ----- 1 VEE 1- 2 32.00 10.0 0.625 0-.875 3.50 3.50 ---- ------ ---- ------ 2 4.38-' 2' 4.38 ---- 0• , 2 -EE 3- 4 18.06 .6.0 0.375 0.625 3.50 3.50 2 3.50 2 3.50 0 3 VEE 5- 6 23.00 8.0 0.625 0.625 3.50 3.50 2 3.50 2 3.50 0 PLATE DESIGN:' ------------- 06/06/16 RHW Page 161 of -202 . Splice Thick Dia _Required ------- Max -Moment ------ Splice Ten Load Axial Shear Moment Id Typ Loc Id (k ) (k ) (f -k ) 1 VEE Top 3 5.2 21.3 287.8 -8.9 10.3 Bot 31 -6.0 -11.7 -144.3 2 -EE Top 36 -9.7 1.9 33.2 Bot 16 8.1 1.6 -44.7 3 VEE Top 16 8.0 -14:1 104.6 Bot 36 -8.9 9.0 -90.1 Splice Thick Dia _Required Id Typ Req Top Bot 1 VEE 0.62 0.827 0.695 2 -EE 0.34 0.554 0.548 3 VEE 0.51 0.580 0.590 WELDS: Outside_Flange_To_Bep Splice Shear(k/in ) Id Side Size Typ Calc Limit 1 L 0.313 F2 4.87 6.96 1 R 0.250 F2 5.36 5.57 2 L 0.188 F2 1.40 4.18 2 R 0.188 F2 2.05 "4.18 3 L 0.188 F2 3.49 4.18 3 R 0.188 F2 2.53 4.18 LOAD COMBINATIONS: ------- Max -Shear ------ Load Axial Shear Moment Id (k ) (k ) (f -k ) 3 5.2 21.3 287.8 31 -6.0 711.7 -144.3 50 1.2 2.6 9.2 20 -3.1 4.3 -7.1 16 8.0 -14.1 104.6 37 -8.9 10.3 -87.1 ---Unity_Check--- EP Bolt Bolt Bend Top Bot 0.98 0.93 0.63 0.81 0.81 0.77 0.68 0.87 0.89 Inside_Flange_To_Bep Shear (k/in • ) Size Typ Calc Limit 0.188 F2 2.86. 4.18 0.188 F2 3.17 4.18 0.188 F2 1.77 4.18 0.188 F2 1.88 4.18 0.188 F2 3.33 4.18 0.188, F2 3.33 4.18 3 - Dead+Collateral+Live 16 - Dead+Collateral+0.75Live+0.45Wind Left2 20 - Dead+Collateral+0.75Live-0.45Wind_Longl 31 - 0.6Dead+0.6Wind_Leftl 36 - 0.6Dead-0.6Wind_Longl 37 - 0.6Dead+0.6Wind Long2 50 - 0.52Dead-0.21Seismic-1.35Seismic Long Page 162 Of 189 Req Req Bolt Thick Dia UC 0.617 0.827 0.93 0.478 0.695 0.63 0.338 0.554 0.8.1 0.329 0.548 0.77 0.464 0.580 0.87 0.515 0.590 0.89 Web To Bep Shear(k/in ) Size Typ Calc Limit ----- --- ----- ----- 0.188 F1 0.67 2.78 0.18 .8 F1 0.67 2.78 0.188 F1 0.24, 2.78 0.188 F1 0.24 2.28 0.188 F1 0.62 2.78 0.188 F1 0.62 2.78 U16EO300A Bearing Stiffeners 6/ 3/16 2:34pm Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: ----Stiffener-- --Web(in)-- Location No. Depth Thick Left Col 1 26.00 0.275 Right Col 1 29.00 0.220 STIFFENER DESIGN: ----------------- Stiffener ---Tension(k )---- 06/06/16 -Stiffener-Size(in)- Width Thick Length 6.00 0.500 25.80 4.00 0.375 28.80 -Compression(k )-- RHW Max Page 162 of 202 Page 163 Of 189 Location Load Calc Limit Load Calc Limit UC Left Col 31 38.2 129.3 3 74.8 170.1 0.44 Right Col 36 33.4 64:7 16 38.4 90.8 0.52 WELDS: ti --- Stiff -=`--Stiff_To_Web--=- -To _Flg/EP--- Stiffener Shear(k/in`)*' Shear(k/in ) Location Size•Typ Calc Limit Size Typ Calc Limit Left Col 0.250 F1 3.82 5.57 0.188 F1 1.45 2.78 ' Right Col 0.250 •'F1 4.18 5.57 - 0.188 F1 0.67 •2.78 LOAD COMBINATIONS: ------------------- 3 - Dead+Collateral+Live 167 Dead+Collateral+0.75Live+0.45Wind_Left2 31 - 0.6Dead+0.6Wind_Leftl 36 - 0.6Dead-0.6Wind_Longl ' U16EO300A Flange Braces 6/ 3/16 2:34pm ------------------ PROPERTIES: Flange Brace Yield= 55.0 ksi Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = A325 (2 Washers) '- Flange Brace Force Inside flange, max of bending compression/tension LAYOUT: Surf Seg Web Brace Angle Design ----- Bol t_Dia----- -- Attachment - .Id Loc Side Part Id Depth Offset, Deg Length Frame Purlin Clip Frame Purlin Ref 2 1 1 L2525105 2 30.95 28.50 40.0 39.67 0.500 0.500 Clip Web' 3 1 L2525105 2 24.49 28.50 46.8 34.97 0.500 0.500 Clip Web. 6 1 L2525105 3 19.83 28.50 53.1 31.89 0.500 0.500 Clip Web ' 7 1 L2525105 3 18.41 28.50 55.2 31.05 0.500 0.500 Clip Web 3 1 1 L2525105 4 17.93 28.50 55.8 30.82 0.500. 0.500 Clip Web 2 1 ,L2525105 4 17.'69 28.50 56.2 30.68 0.500 0.500 Clip •Web. 5 1 L2525105 5 17.38 28.50 56.7 30'.51 0.500 0.500• Clip Web 7 1 L2525105 5.22.36 28.50 49.6 33.51 0.500 0.500 Clip Web DESIGN: ' Surf Load Force -Brace UC-, --Connection UC --- Id Loc Id (k•) Comp Tens Frame Purlin Clip 2 1 3 0.43 0.13 0.09 0.08 0.10 3 3 0.24 0.07 0.05 0.04 0.05 6 36 0.10 0.03 0.02 0.02 0.02• .7 16 0.11 0.03 0.02 0.02 0.02 06/06/16 'RHW Page 163 of 202 3 1 16 0.10 0.03 0:02 0.02 0.02 2 3 0.12 0.03 0.03 0.02 0.03 5 20 0.08 0.02 0.02 0.02 0.02 7 16 0.17 0.05 0.04 0.03 0.04 Page 164 Of 189 LOAD COMBINATIONS: ------------------ _ 3 - Dead+Collateral+Live 16 - Dead+Collateral+0.75Live+0.45Wind Left2 20 - Dead+Collateral+0.75Live-0.45Wind_Longl 36 0.6Dead-0.6Wind Longl U16EO300A Web To,Flange Weld 6/ 3/16 2:34pm --- Web_Flange_Weld--- Surf Mem Seg Sec Load Shear Q Ixx Shear(k/in ) Id Id Id Id Id (k ) (in3) (in4) Size Typ Calc Limit 1 1 1 1 40 6.3 29.9 366 0.188 F1 0.51 2.78 2 2 2 28 3 17.1 30.3 1192 0.188 F1 0.44. 2.78 2 3 3 35 3 14.2 17.1 571 -0.188 Fl 0.43 2.78 3 4 4 78 16 7.7 10.0 212 0.188 F1 _0.36 2.78 3 5 5 90 16 13.2 14:5 - 505 •0.188 F1 0.38 2.78 4 6 6' 111 16' 5.6 11.7 157 0.188 F1 0.42 2.78 LOAD COMBINATIONS:' ----------------- 3 - Dead+Collateral+Live 16 - Dead+Collateral+0.75Live+0.45Wind Left2 ' .40 - 1.08Dead+1.08Collateral-0.7Seismic-0.4Seismic_Long U16EO300A Special Segments 6/ 3/16 2:34pm FLANGE PLATE: ------------ --Initial-- 7--Final--- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 10.0 0.625 10.0 0.625' Rt Col 8.0 0.250 8.0 0.250 WEB PLATE: Calc ---Initial-- ---Final----' ' ------Actions----- Web Web Shear Web Shear. Axial Moment Shear Thick Limit Thick Limit Locate Id (k ) (f -k ) (k ) (in) (k ) (in) (k ) Note ------ --- ----- ------ ----- ----- ----- ----- ----- -------------- Lt Col 3 7.3 287.8 104.3 0.188 33.9 0.275 107.1 AISC G2-1 Rt Col 16 . 9.5 104.6 49.8 0.150 25.3 0.220 79.7' RISC G2-1 REQUIRED WEB DESIGN: 06/06/16 RHW Page 164 of 202 Page 165 Of 189 -• Locate h av Kv Cv Lt Col 26.00 •31.03 8.51 0.76 Rt Col 29.00 21.87 13.79 0.63 + k LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 16 - Dead+Collateral+0.75Live+0.45Wind•Left2 U16EO300A Design Summary, 6/ 3/16 2:34pm FRAME: _ Id Type = RF Line Id = 2 '• Load Width= 30.64 • ' UC Limit= 1.03 KL/R Limit= 200.00 MEMBERS: r ----- Max _Axial+Moment---= Srf Mem Seg --Flange- Web -Plate Thickness- --Max Shear-----O-Flg--­ _Depth ----I-Flg--- Max Id Id Id Len Wid Strt End ' Web 0-flg I-flg Id Ld Ucv Id Ld Uco Id, Ld-. Uci KL/R ' 1 1 1 19.4 10.0 11.5 26.0 0.188 0.625. 0.375 -20 38 0.43 20.. 38 0.23.20 18 0.52 85 ' 2 2 2.10.2 6.0 32.0 24.0 0.220 0.313 0.375 21 3 0.77 21 3 1.02 21 3 1.02 129 2 3 3 17.0 6.0 24.0 18.0 0.164.0.188 0.250 35 3 0.96 35 3 0.86 35' 3 1.02 135 3 4 4 17':0 5.0 18.0 17.0 0.125 0.250 0.188 X78. 16 0.83 66 3'0.88 67 '31 0.81 145 3 5 5 9.9 5.0 17.0 23.0 0.164 0.250 0.250 90 16 0.85 90 36 0.77, 90 16 1.00 149 - 4 6 6 19.4 8..0 29.0'11.5 0.150.0.250 0.250 91 36 0.90 91 36 0.65 91. 16 1.02 132 LOAD COMBINATIONS: ------------------ #- Controlling Load Combination In Design Summary 1 - Dead+Collateral 2 - Dead+Collateral 3#- Dead+Collateral+Live 4 - Dead+Collateral+Live 5 - Dead+Collateral+0.75Live 6 - Dead+Collateral+0.75Live ' 7.- Dead+0.6Wind Left1 , 8'- Dead+0.6Wind Left2 06/06/16 RHW Page 165 of.202 Page 166 Of 189 9 - Dead+0.6Wind_Rightl 10 - Dead+0.6Wind Right2 11 - Dead+0.6Wind_Longl 12 - Dead-0.6Wind_Longl 13 - Dead+0.6Wind Long2 14 - Dead-0.6Wind_Long2 15 - Dead+Collateral+0.75Live+0.45Wind_Leftl 16#- Dead+Collateral+0.75Live+0.45Wind Left2 17 - Dead+Collateral+0.75Live+0.45Wind_Rightl •18#- Dead+Collateral+0.75Live+0.45Wind_Right2 19 - Dead+Collateral+0.75Live+0.45Wind Long1 20 - Dead+Collateral+0.75Live-0.45Wind_Longl 21 - Dead+Collateral+0.75Live+0.45Wind Long2 22 - Dead+Collateral+0.75Live-0.45Wind Long2 ' 23 - Dead+Collateral+0.45Wind_Leftl 24 - Dead+Collateral+0.45Wind Left2 25 = Dead+Collateral+0,.45Wind_Rightl 26 - Dead+Collateral+0.45Wind Right2 27 - Dead+Collateral+0.45Wind Long1 28 - Dead+Collateral-0.45Wind Longl 29 - Dead+Collateral+0.45Wind Long2 30 - Dead+Collateral-0:45Wind'Long2- 31#- 0.6Dead+0.6Wind_Leftl 32 - 0.6Dead+0.6Wind Left2 33 - 0.6Dead+0.6Wind_Rightl- 34 - 0.6Dead+0.6Wind Right2' 35 - 0.6Dead+0.6Wind_Longl 36#- 0.6Dead-0.6Wind_Longl 37 - 0.6Dead+0.6Wind_Long2 - 38#- 0.6Dead-0.6Wind_Long2 39 - 1.08Dead+1.08Collateral+0.7Seismic+0.4Seismic_Long 40 - 1.08Dead+1.08Collatera1-0.7Seismic-0.4Seismic_Long , 41 - 1.08Dead+1.08Collateral+0.7Seismic_Long 42 - 1.08Dead+1.08Collateral-0.7Seismic Long 43 - 1.06Dead+1.06Collateral+0.52Seismic 44 - 1.06Deaci+1.06Collateral-0.52Seismic 45 - 1.06Dead+1.06Collateral+0:52Seismic_Long 46 - 1.06Dead+1.06Collateral-0.52Seismic_Long 47 - 0.52Dead+0.7Seismic 48 - 0.52Dead-0.7Seismic 49 - 0.52Dead+0'.21Seismic+1.35Seismic Long 50 - 0.52Dead-0.21Seismic-1.35Seismic Long 51 - Dead+Collateral 52 - Dead+Collateral , 53 - Dead+Collateral+Live 54 - Dead+Collateral+Live 55 - Live 56 - Live 57 - Dead+0.52Wind_Leftl 58 - Dead+0.52Wind_Left2 59 - Dead+0.52Wind_Rightl 60 - Dead+0.52Wind_Right2 61 -Dead+O'.52Wind_Longl 62 - Dead-0.52Wind_Longl 63 - Dead+O"52Wind Long2 64 _ Dead-0.52Wind Long2 65 - 1.08Dead+1.08Collateral+0.7Seismic 66 - 1.08Dead+1.08Collateral-0.7Seismic 67 - 1.06Dead+1.06Collateral+0.52Seismic 68 - 1.06Dead+1.06Collateral-0.52Seismic 06/06/16 RHW Page 166 of.202 • Page 167 Of 189 69 - 0.52Dead+0.7Seismic ` 70 - 0.52Dead-0.7Seismic t. 71 - Seismic r 72 - -Seismic 73 - 1.08Dead+1.08Collateral+1.62Seismic 74 - 1.08Dead+1.08Collateral-1:62Seismic 75 - 1.08Dead+1.08Collateral+1.62Seismic Long 76 - 1.08Dead+L.08Collateral-1.62Seismic Long 77�•- 1.06Dead+1.06Collateral+1.21Seismic 78 - 1.06Dead+1.06Collateral-1.21Seismic 79 - 1.06Dead+1.06Collateral+1.21Seismic Long , 80 - 1.06Dead+1.06Collateral-1.21Seismic Long 81 - - 0.52Dead+1.62Seismic ` 82 - 0.52Dead-1.62Seisinic t• 83 - 0.52Dead+1.62Seismic-Long 84 - 0.52Dead-1.62Seismic Long ! " PLATE LIMITS: ------------- -----Web---- -----Flange--.- Web Area/' Seg Depth/Thick Width/(2xThick) ---Flange--- Flange Id Calc Limit Calc Limit Thick Min Calc _Area Limit 1 138.7 221.5 13.3 0.315. 0.188 • 1.3 10.0 2 145.5 221.5 9.6 .. 0.313` 0.220 3.8 10.0 3 146.0 221.5 16•.0 0.188 0.164 '3.5 10.0 4 144.0 221.5 13.3 - 0.188 0.125 2.4 10.0 5 139.9 221.5 10.0• •� 0:•250 -0.164 3.0 10.0 6 193.3 221.5 16.0 0.250 0.150 2.2 '10.0 ' FRAME AREA: t _ - ---------- Frame Area= 165.48 ` Building Area= 1275.00 Ratio= 0.13 WEIGHTS: ; ^ Member 1 2 3 4' 5 6' Weight,(lb) 930 '358 351 253 •196 482 Total Weight (lb)' Frame 2569. Splice Plate = 249 .• Base Plate' = •21 } 2840 REACTIONS: (Sidewall Columns) ------------------------------ Load ---------- Left_Column---------- ---------- Right_Column--------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k.) Fy(k ) Fz(k ). M(f-k ) • 1 2-.48 17.24 0.00 0.00 -2.48' 6.99 0.00 0.00 06/06/16 • RHW Page 167 of 202 Page 168 Of 189 2 2:49 17.19 0.00 0.00 -2.49 7.04 - 0.00 0.00 3 5.18 43.40 0.00 0.00 -5.18 15.39 0.00 0.00 4 5.23 43.28 0.00 0.00 -5.23 15.51 0.00 0.00 5 4.52 36.84 0.00 0.00 -4.52 13.30 0.00 0.00 6 4.56 36.74 0.00 0.00 -4.56 13.41 0.00 0.00 7 -3.29 -16.53 0.00 0.00 -2.13 -5.04 0.00 0.00 8 -2.54 -4.72 0.00 0.00 -2.88 6.90 0.00 0.00 9 3.43 -12.74 0.00 0.00 3.68 -8.84 0.00 0.00 10 4.22 -0.84 0.00 0.00 2.88 3.02 0.00 0.00 11 -2.24 -8.76 6.33 0.00 0.72 -7.25 0.00 0.00 12 -0.10 1.44 0.00 0.00 2.19 -8.34 0.00 0.00 13 -0.63 -6.03 6.33 0.00 2.14 -9.98 .01.00 0.00 14 -2.65 1.91 0.00 0.00 0.56 -8.81 0.00 0.00, 15 1.50 17.61 0.00 0.00 -5.56 7.45 0.00 0.00 16 2.08 26.46 0.00 0.00 -6.14 .16.42 0.00 0.00 17 6.48 20.59 0.00 0.00 -1.15 4.48 0.00 0.00 18 7.08 29.50 0.00 0.00 -1.75 13.38 0.00 0.00 19 2.22 23.59 4.75 0.00 -3.36 5.65 0.00 0.00 20 3.79 31.31 0.00 0.00 -2.22 4.75 0.00 0.00 21 3.41 25.67 4.75 0.00 -2.27 3.57 0.00 0.00 22 1.91 31.55 0.00 0.00 -3.47 4.52 0.00 0.00 23 -0.61 -1.87 0.00 0.00 -3.45 1.01 0.00 0.00 24 -0.04 6.99 0.00 0.00 -4.02 9.97 0.00 0.00 25 4.41 1.03 0.00 0.00 0.92 -1.89 0.00 0.00 26 5.01 9.94 0.00 0.00 0.32 7.02 0.00 0.00• 27 0.17 4.02 4.75 0.00 -1.30, -0.70 0.00 0.00 28 1.77 11.69 0.00 0.00 -0.20 -1.55 0.00 0.00 29 1.37 6.08 4.75 0.00 -0.24 -2.76 0.00 0.00 30 -0.15 12.00 0.00 0.00 -1.42 -1.86 0.00 0.00 31 -3.65 -20.06 0.00 0.00 -1.77 -6.27 0.00 0.00 32 -2.90 -8.24 0.00 0.00 -2.52 5.67 0.00 0.00 33 3.08 -16.27 0.00 0.00 4.03 -10.05 0.00 0.00 34 3.88 -4.38 0.00 0.00 3.23 1.81 0.00 0.00 35 -2.58 -12.29 6.33 0.00 1.07 -8.46 0.00 0.00 36 -0.44 -2.11 0.00 0.00 2.53 -9.54 0.00 0.00 37 -0.97 -9.57 6.33 0.00 2.48 -11.19 0.00 0.00 38 -3.00 -1.63 0.00 0.00 0.91 -10.03 0.00 0.00 39 -1.46 11.26 6.89 0.00 -5.58 9.94 0.00 0.00 40 6.79 25.89 0.00 0.00 0.25 5.24 0.00 0.00 41 0.92 8.89 12.06 0.00 -3.93 8:59 0.00 0.00 42 4.52 28.21 0.00 0.00 -1.51 6.64 0.00 0.00 43 0.32 16.92 0.00 0.00 -4.27 8.76 0.00 0.00 44 4.93 19.57 0.00 0.00 -0.98 6.11 0.00 0.00 45 1.32 11.04 8.96 0.00 -3.56 8.19 0.00 0.00 46 4.00 25.39 0.00 0.00 -1.77 6.74 0.00 0.00 47 -2.69 2.88 0.00 0.00 -2.63 3.29 0.00 0.00 48 3.56 6.32 0.00 0.00 1.76 -0.15 0.00 0.00 49 -3.93 -14.55 23.26 0.00 -3.47 3.97. 0.00 0.00 50 4.91 23.63 0.00 0.00 2.49 -0.70 0.00 0.00 DEFLECTIONS : ------------------------------ Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 51 -0.37 -0.22 -0.90 52 -0.33 -0.18 -0.90 06/06/16 RHW Page 168 of 202 ' ! Page , 169 Of 189 53 -1.26 -0.93 -2.09 t' 54 -1.18 • -0.84 -2.09 55 -0.83 -0.65 -1.19 ' 56 -0.79 -0.60 -1.19 57 0.59 0.52 0.59 "Y'• 58 0.99 1.10 -0.81 , 59 -0.43 -0.57 0.80 60 -0.08• -0.03 -0.43 61 -0.41 -0.55 0.92 62 -1.05 -1.21 1.14• 63 -0.73 -0.89 1.03 64 -0.05 -0.18 0.86 65 0.81 1.03 -1.19 66 -1.57 -1.46 -0:91 67 0.51 0.71 68 -1.26 -1.13 -0:91 69• 1.03 1.11 -0.55 70- -1.26 -1.28 0.35 71 1.62 1.69 -0.64 72 -1.62 .-1.69 0.64 e DEFLECTIONS RA7_I0: ---------------------------- Lateral 'Defl Load @ Top Of Col Vert Defl ' Id Left Right @ Midspan ^ 51 635 1080 797 52 697 1283 796; •53 •184 251 344 ' 54 196 275 344 , 55 278 358 606 56 295 387 605 57 392 450 1225 58 235 210 891 59 534 410 901 60 2744 8.860 1691 ` 61 561 421 784 62 222 191 632 ' 63 319 261 700 64 4803 1294 838 65 285 225 604 66 147 159 795 67 452 326 657 68 184 205 795 69 224 208 1302 70 184 181 2067 71 143 137 1128 72 143 137 1131 MAX.DEFLECTION: Load Deflect Span/Deflect Type Id (in) Calc• Limit ' Live Vertical -1.19 '605. 180. Horizontal Drift 53 -1.26 184. 60. i ",06/06/16 'RHW Page 169 of 202 Page 170 Of 189 Horizontal Spring Constant= 4.59 k/in r , P-DELTA:(Direct Analysis) --------------------------------- CONVERGENCE CHECK: Max t Deflect Column Ratio ------ ------- Left 0.0496 Right 0.0429 MAXIMUM DRIFT CHECK: r Max_Drift(in) Second/ Load First Second First Id Order Order Ratio M---- ------ ------ ------- 3 1.10 1.26 1•.15 U16EO300A Rigid Frame Clearances 6/ 3/16 2:34pm VERTICAL CLEARANCE: ------------------- Location Span X_Coor& Y_Coord Left 16110-04 3100-15" 16110-04" Right 17107-10" -56108-07" 17107;10" Midspan 20103-07" 30100-00" 20103-07" HORIZONTAL CLEARANCE: --------------------- Location Span, X_CoordL X_CoordR ----------------------------------------------- Left - Right 53107-09" 3101-00" 56108-08" U16EO300A Weight Summary 6/ 3/16 2:34pm Total Weight (lb) -Frame = 2569 Splice Plate = 249 Base Plate = 21 2840 U16EO300A Warning Report 6/ 3/16 2:34pm No Warnings 06/06/16 • RHW Pagel 70 of 202 .` • , Page 17.1 Of 189 *U16E0300A Rigid Frame Design Input Echo 6/ 3/16 11:56am *{ 1)JOBID: 'U16E0300A' *(, 2)DESIGN OPTIONS: ..*Frame Frame Stress Frame No Of End_Conn Splice Web -Stiffener ' * Id Type Space Space Cycle Lt Rt Fix Use Ratio Side P -Delta 2 'RFE' 1.00 13.00 7 'P ' 'P ' 1.00 'N' 0.00 'Y ' 'DA' *.( 3)OPTIMIZATION OPTIONS: *Plate Depth Frame L_Col_Dep_Opt(in) ';R_Col_Dep_Opt(in) Rafter_Dep_Opt(in) * Opt Opt Sym Typ Min Max Typ Min Max Typ Min Max 'N' 'N' 'N' 'T ' 12.00. 58.00 IT 12.00 58:00 IT 12.00 58.00 , *( 4)DESIGN CODE: *Design---Steal-Code --- ---Build--- Code• Seismic • * Code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS07' ' 1AISC10' ' ----' 'IBC ' 1121' 'CBC X13 ', 'D ' *( 5)DESIGN CONSTANTS: ;s --- Strength _Factor --- --- =Stress _Ratio ---- ---Seismic--- * Frame Col EP BP Wind Frame 'SpcEP 1.03 1.03 1.03 1.03 1.0000 '1.0000 1:2000 *('6)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec. T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 •42.0 46.0 50.0 55.0 -55.0 *( 7)DEFLECTION LIMITS: ` * --Vertical---------Horizontal------- '- Weak _Axis - Live Total Total Seis Crane Floor Wind Seis ,- - 180.0 0.0 60.0 40.0 .100.0 0_•0 60.0 40.0 *( 8)REPORTS: *Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Diag . * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React Brace '• IYI 1 V v 1 4 1 IV � l I V B IN',I N S IV B I N' 1 V lV 1 LV IN' ' I N' IN' 1V LV lV * (9) SURFACE SHAPE: * No. X_Coord Y_Coord Offset *Surf (ft) (ft) (in) ' 4 0.0000 20.0000 10.000 30.0000 22.5000 8.000 60.0000 20.0000 8.000 60.0000 0.0000 10.000 *(10)MEMBER DEPTHS: ' *Surf Depth(in) No. Interior Depth * Id Start End Dep Loc(ft) Depth(in) y 1 12.000 19.000 0 2• 25.500 13.000 1 12.0000 17.000 3 13.000 16.000• 1 18.1040 12.000 4 17.000 12.000 0 06/06/16 RHW Page 17-1,of 202 *(11)MEMBER SPLICES: *Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'VEE ' 3 1 0.0000 '-EE ' 4 1 0.0000 'VEE ' *(12)SEGMENT PLATES: *No. Surf Mem Seg Seg *Seg Id Id Id Len(ft) 6 1 1 1 0.0000 2 2 2 0.0000 2 3 3 0.0000 3 4 4 0.0000 3 5 5 0.0000 4 6 6 0.0000 Member Flange Plate _Thickness(in) Part Width(in) Web OS_Flg IS_Flg '-------- ' 10.000 0.1875 0.6250 0.3750 '-------- 6.000 0.1644 0.3750 0.3750 '-------- ' 6.000 0.1250 0.3125 0.3125 '--------' 5.000 0.1250 0.1875 0.1875 '--------' 5.000 0.1250 0.2500 0.1875 '--------' 6.000 0.1250 0.2500 0.3125 Page 172 Of 189 *(13)INTERIOR COLUMNS: * No. Col Col Col Col Connection Rafter Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Part 0 *(14)INTERIOR COLUMN PLATES: *Col Col ---Depth---- No. Start--Web_Depth--- Web Flg OS_Flg IS_Flg * Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)INTERIOR COLUMN SPLICES: * Col * No. Id Id Locate Type 0 *(16)BASE,ELEVATION/WALL OPTIONS: *Base Base Frame Open Brace * Id Elev Space Height Opt 1 0.0000 13.0000 0.0000 -' Left Column 2 0.0000 13.0000 0.0000 '-' Right Column *(17)BASE DISPLACEMENT: *Base Displace * Id Opt Dir (in) 0 '-' '-' 0.000 *(18)BASE SPRINGS: * No. Base --Spring_Constants-- *Base Id Elev Horz Vert Rotate 0 *(19)WALL GIRT: *Surf Bay No. * Id Type Part Depth Proj Lap Id Girt Location(ft) 1 'ZB' 11OZO60 ' 10.000 0.000 3.5000 1 3 7.5000 14.5000 18.0000• 4 'ZB' 11OZO60 ' 10.000 0.000 3.5000 2 3 7.5000 14.5000 18.0000 *(20)ROOF PURLIN: *Surf No. Peak No. * Id Type Part Depth Proj Lap Purlin Space Sets 2. 'ZB' 108Z067 1 8.000 0.000 2.9375 7 1.3333 2 3 'ZB' '08Z067 8.000 0.000 2.9375 7 1.3333 2 06/06/16 RHW -Purlin_Set- Space Quan 4.1258 6 4.0156 1 4.0156 1 Page 172 of 202 Page 173 Of 189 4.1258 6 *(21)FLANGE BRACE: *Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 0 2 7 1 2. 3 4 5 6 7 3 7 1 2 3 4 5 6 7 4 0 *(22)SIDEWALL EXTENSIONS: *Surf No Ext ------- Extension_Size ------- ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 1 1 1EE' 20.000 20.000 1.0 0.000 0.000 0.00 25.00 4 0 *(23)EXTENSION LOADS: *Ext Dead Collat Live Snow Rain Windl_Coeff Wind2_Coeff Long_Wind Facia -Wind Seis *Id psf psf psf psf psf Left Right Left Right'. 1 2 Left Right k 1 6.00 5.00 20.00 0.00 0.00 -1.38 -1.38 -1.38 -1.38 0.00 0.00 0.00 0.00 0.00 *(24)BASIC LOADS: * Basic ---Deflection--- * Dead Collat Live Snow Rain Wind Load Ratio Temperature * psf psf psf psf psf psf. Snow Wind Seis Change 3.00 5.00 16.25 0.00 0.0 19.58 1.00 0..52 1.00 0.0 *(25)BASIC LOAD AT EAVE: *Seismic Weak Axis L Weak Axis R --Torsion---EW _Brace- * Load Wind Seis Wind Seis Wind Seis Wind Seis * k k k k k k k k k 1.87 0.00 0.00 0.00 0.00 3.00 4.30 0.00 0.00 *(26)WIND COEFFICIENT: *Surf --Wind_1--- --Wind-2--- Long -Wind Surface * Id Left Right Left Right -1 2 Friction 1 -0.02 -0.94 1.10 0.17 -1.02 -1.02 0.00 2 -1.48- -1.02 -0.38 0.08 -1.48 -1.02 0.00 3 -1.02 -1.48 0.08 -0.38 -1.02 -1.48 0.00 4 -0.94 -0.02 0.17 1.10 -1.02 -1.02 0.00 *(27)LONGITUDINAL BRACING LOAD: *----Wind----- ---Seismic--- * Horz Vert Horz Vert 0.00 0.00 0.00 0.00 Left Column 0.00 0.00 0.00 0.00 Right.Column *(28)DESIGN LOADS:Strength *--------------------Load-Coefficients ------------------- *Load ---Live--- -Add-Snow- --Wind_1-- --Wind-2-- Long Wind -Wind2-- LongWind -Seismic-- Aux Load *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 50 1 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 0.00 2 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 0.00 3 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 0.00 4 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 06/06/16 RHW Page 173 of 202 Page 174 Of 189 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 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 0.75 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 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 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 0.60 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 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00• 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 13 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 0.60 0.00 0.00 0.00 0 0.00' 14 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 -0.60 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 21 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 0.45 0.00 0.00 0.00 0 0.00 22 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 -0.45 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 .0.45 0:00 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 29 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 0.45 0.00 0.00 0.00 0 0.00 ' 30 1.00 1".00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :Q.00 0.00 0.00 0.00 -0.45 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 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 •34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 06/06/16 . RHW Page 174 of 202 Page 175 Of 189 0.00 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0:00 0.00 0.00 0.00 0.00 0.00, 0.00'.0.00 •0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 36 0.60 0.00 •0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 -0.60 0.00' 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 01.00' 0.00 0.60 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.•00 0.00 0.00 0 0.00 - 39 '1.08 1.08 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 .0.70 0.00 0 0.00 - 40 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` 0.00 -0.40 -0.70 0.00 0 0.00 ' 41 1.08 1.08 0.00 0.'00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 42 1.08 1.08 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.-0.70 0.00 0.00 0 0.00 43 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 ' 44 1.06 1.06 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 45 1.06 1.06 0.00 •0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 46 1.06 1.06 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 47 -0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 48 0.52 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 49 0.52 0.00 0.00 0.00. 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 50 .0.52 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 4 *(29)DESIGN-LOADS:Deflection * -------------------- Load_Coefficients------------------- *Load • ---Live----Add Snow- --Wind 1--- --Wind 2-- Long_Wind -Seismic-- Aux Load *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 22 51 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 0.00 52 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 0.00 53 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 0.00 ' 54 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 55. 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 0.00 56 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 0.00 57 1.00 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 0.00 58 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 0.00 ` 59 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 0.00 0.00 0 0.00 60 1:00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 1.00 ,0.00 06/06/16 RHW Page 1.75 of 202 Page 176 Of 189 0.00 0.00 0.00 0.00 0 0.00 61 11.00 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 0.00 62' 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 0 0.00 63 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 0.00 64 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 0.00 65 1.08 1.08 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0,00 0 0.00 66 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 1.06 1.06' 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52''0.00 0 0.00 68 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 69 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 70 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 -0.00 0 0.00 71 0.00 0.00 0.00' 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 72 0.00 0.00- 0.00 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)DESIGN LOADS:Special * -------------------- Load_Coefficient's----------------- -- *Load' --- Live ---Add"Snow---Wind_1-- --Wind - Long_Wind -Seismic-- Aux _Load *No. Id Use Code Dead Coll Roof Floor Snow Drift Slide .Rain Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 12 73 'EP' '---------' 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 1.62 0.00 0 0.00 74.'EP- '---------' 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.62. 0.00 0 0.00 75 'EP' '---------' 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.62 0.00 0.00 0 0.00 76 'EP' '---------' 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.62 0.00 '0.00 0 0.00 77 'EP ------------- 1.06'1.06. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.21 0.00 0 0.00 78 'EP' '---------' 1.06 1.06:0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.21 0.00 0 0.00 .79 'EP' '---------' 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 040 0.00 0.00 0.00 0.00 1.21 0.00 0.00 0 0.00 80 'EP' '---------' 1.06 1.06 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.21 0.00 0.00 0. 0.00 81 'EP' '---------' 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '..1.62 0.00 0 .0.00 82 'EP' '---------' 0.52 0.00 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.62 0.00 0 0.00 83 'EP' '---------' 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 1.62 0.00 '0.00 0 0.00 84 'EP' '------- 0.52 0.00 0.00 -0:00 0.00 •0.00` 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.62 0.00 0.00 0 0.00 a *(31)AUXILIARY LOAD: 06/06/16 RHW Page 176 of 202 Page 177 Of 189 *No. Aux Aux No. Add Add Comb *Aux Id Name Loads Id Coeff 0 , *(32)ADDITIONAL-LOADS: - *No. Add Loc Basic Load Fx Fy Mom Dx Conc *Add Id Id Load Type W1 W2 Co Dll D12 .. Dist '- 0 *(33)FLOOR BEAMS: Y *Bay No. Beam Beam Con_Type Con_Loc Beam Properties•_ " *'Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(34)DIAGONAL BRACING: , *Bay , * I,d No. Id Level Opt Area " 1 0 *(35)CRANE BRACKET: - *Crane Span Crane Crane ----Beam---- ----Offset---- -----Bracket-'-_--- Col,Sup ' -Load *No Id Lt Rt Type Height Depth Width-, Left Right Type Opt Select Lt Rt (k ) 0 *(36)FRAME OPTIONS/FRAMELINES: _ *Moment Frame Frame No. F ' *Frame Option+ Option -Id Line Frame Line_Id 'OMF' �_, 1 3. *(37)DESIGN PLATES: * ----Plate-----Plate Size- Bolt Bolt ----Top--- --Bottom-- r *No. Type Id Width Thick Dia Gage Row Space Row Space 2 'BASE' 1 8.0 0.375 11 4 0 0. 0 0 ' 'BASE' 2 8.0 0.375 1 4 0 '0 0 0 *(38)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key , 0 �- �* *(39)ENDWALL COLUMNS: *Wall Expand -EW NO. Column Column Max Deflect ' 4 * Id Use Offset Column Locate Offset Option Down Up' F. 1 'N 0.000 0 3 'Y ' 12.000 1 30.0000 0.000 'C' 0.000 0.000 *(40)JACK BEAMS:' t, * No. Beam Beam Beam Beam Spring(k/in-') . *Beam Id Offset Height Length Part Horz Vert 0 , *(41)LINER: *--- Wall_Height--- , ' * F_SW B_SW Roof ' 0.0000 0.0000 'N' 06/06/16 RHW . Page 177 of 202 Page 178 Of 189 *(42)STEPPED LOAD COEFFICIENTS: * Basic Loc No. - --- Step_l--- ---- Step_2--- =----Step_3--- *No. Load Id Step_ Locate Coef Locate Coef Locate Coef 4 'WINDLI 1 2 2 30.0000 1.000 30.1040 0.689 'WINDRI 3 2 0.1040 0.689 30.1040 1.000 ' 1WINDL2` ' 2 2 30.0000 1.000 30.1040 -0.203 'WINDR2 3 2 0.1040 -0.203 30.1040 1.000 *(43)ADDITIONAL COLUMNS: *No. Id Type 'Rot Opt Part Elev 0. *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description ' * * Code files used: ' * CA_CBC.13 * RF IBC.12 Version 4.0 *DS RFDEP.Siz *Surface Span --Required- ;----------Selected---------- * Id Id Type Span Type Span #Depth #Splice * 1 1 W 20.0 No record selected * 2 1 C 30.0 C' 30.0 1 0 * 3 1 C 30.0 C 30.0 1 0 * 4 1 W 20.0 No record selected U16EO300A Design Code 6/ 3/16 2:34pm -------------- STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC10 Cold Formed Steel NAUS07 BUILDING CODE: Wind Code CBC 13 (IBC 12) Seismic Zone D MODULUS OF ELASTICITY" Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U16EO300A Base Plates and Anchor Bolts. 6/ 3/16 2:34pm Base -Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) Bolt Shear Stress = 13.05 (ksi ) Bolt Tension Stress = 21.75 (ksi ) BASE PLATE & BOLT SIZE: 06/06116, RHW Page 178 of 202 Page 179 Of 189 -=Column_Base----Plate_Size(in)-----Bolts(GR36 )- .-Shear(k ) Id Typ Depth Width Length Thick Row Dia Gage Limit UC Left P 13.0 8.0 13.00 0.375 2,1.000 4.00 31.6 0.13 Right P 12.6 8.0 13:00 0.375 2 1,.000 4.00 24.3 0.08 BASE REACTIONS: , --------------- Max_Tension+Shear -Max Shear+Tension Column-Max_Comp- Tens Shear-Max.Shear Shear Tens Id Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx(k ). Ld Fx(k ) Fy(k ) Left 3 29.7 31 -12.4 1.3 50, 4.2 10 2.4 `--3.0 Right 16 7.3 37 -6.0 1.7 ,49 2.5. 50 2.4 -1.5 WELDS: �} Outside_Flange_To_Base Inside_ Flange_To_Base------ Web _To Base-----• Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size 'Typ Calc.Limit Size, Typ -Calc Limit. Size Typ Calc Limit Left 0.250 F1 0.62 5.57 0.188 F1 0.62 4.18 0.188 F1 0.35 2.78 Right 6.188 F1 0.50 4.18 0.188 F1 0.50 4.18 0.188 F1 0.21 2.78 LOAD COMBINATIONS: ------------------- 3 - Dead+Collateral+Live 10 - Dead+0.6Wind Right2 16 - Dead+Collateral+0.75Live+0.45Wind_Left2' 31•- 0.6Dead+0.6Wind Left1 37 - 0.6Dead+0.6Wind Long2 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.52Dead-0.21Seismic-1.35Seismic Long , U16EO300A Bolted -End -Plates 6/ 3/16 2:34pm• Splice Yield 55.00 (ksi ) r Bolt Type = A325 Snug -Tightened ' r PLATE SIZE: Splice Member Web Splice(in)-----------------Bolts(A325 )-------------.----- Id Typ Locate Depth Width Thick Dia Gage Gage2 RowT SpaceT RowB SpaceB•RowI 1 VEE 1- 2 25.50 10.0 0.625 0.875 •3.50 3.50 2 4.38 2 4.38 0 2 -EE 3- 4 13:05 6.0.0.375 0.625 3.50 3.50 2 3.63 2• 3.63 0 3 VEE 5- 6 `16.00 6.0 0.500. 0.625' 3.50 3.50 2 3.50 2 3.50 0 PLATE DESIGN: ------------, y ------- Max -Moment ------ ------- Max -Shear ------ Splice Ten Load Axial Shear Moment° Load,AXial Shear Moment Req Req Bolt 06/06/16 .'' RHW Page 179 of 202 Id -- Typ --- Loc --- Id ---- (k ) ----- (k ) ----- (f -k ) ------ 1 VEE Top 3 1.5 12.6 201.9 3.5 8.1 Bot 31 -2.1 -6.2 -86.1 2 -EE Top 36 -4.4 1.4 23.9 F1 0.36 Bot 16 2.7 1.5 -19.2 3 VEE Top 75b -0.2 -4.7 57.2 Bot 36 -4.0 4.9 -54.3 Id (k ) (k ) (f -k ) ---- 3 ----- 1.5 ----- 12.6 ------ 201.9 31 -2.1 -6.2 -86.1 20 -2.1 3.5 8.1 3 1.5 3.2 -12.8 16 2.7 -6.4 42.3 37 -4.0 5.8 -53.6 Page 180 Of 189 Thick Dia UC 0.620 0.781 0:83 0.408 0.592 0.46 0.322 0.528 0.74 0.264 0.440 0.50 0.390 0.598 0.79 0.427 0.608 0.95 b)Loads shown are full loads. Design results are adjusted for seismic strength factor (1.200) ---Unity_Check--- Splice Thick Dia _Required EP Bolt Bolt Id Typ Req Top Bot Bend Top Bot ------ ----- ----- ----- ----- ----- ----- 1 VEE 0:62 0.781 6.592 0.98 0.83 0.46 2 -EE 0.32 0.528 0.440 0.74 0.74 0.50 3 VEE 0.43 0.598 0.608 0.73 0.79 0.95 WELDS: Outside_Flange_To_Bep Inside_Flange_To_Bep Splice Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Limit Size Typ Calc Limit -- ---- ----- --- ----- ----- ----- --- ----- ----- 1 L 0.313 F2 4.45 6.96 0.188 F2 2.46 4.18 1 R 0.313 F2 6.05 6.96 0.188 F2 2.64 4.18 2 L 0.188 F2 1.73 4.18 0.188 F2 1.21 4.18 2 R 0.188 F2 1.83 4.18 0.188 F2 1.31 4.1.8 3 L 0.188 F2 3.55 5.01 0.188 F2 3.00 4.18 3 R 0.188 F2 2.87 5.01 0.188 F2 3.00 4.18 LOAD COMBINATIONS: 3 - Dead+Collateral+Live 16 - Dead+Collateral+0.75Live+0.45Wind Left2 20 - Dead+Collateral+0.75Live-0.45Wind Longl 31 - 0.6Dead+0.6Wind_Leftl 36 - 0.6Dead-0.6Wind_Longl 37 - 0.6Dead+0.6Wind Long2 75 - 1.08Dead+1.08Collateral+1.62Seismic Long -----Web To Bep------ U16EO300A Bearing Stiffeners 6/ 3/16 2:34pm Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: ----Stiffener--- Location No. Left Col 1 Right Col 1 STIFFENER DESIGN: ----------------- --Web(in)-- -Stiffener-Size(in)- Depth Thick Width Thick Length 19.00 0.275 6.00 0.500 18.80 17.00 0.164 3.00 0.250 16.80 06/06/16 RHW IPage 180 of 202 Shear(k/in ) Size Typ Calc Limit ----- ----- 0.188 --- F1 ----- 0.49 2.78 0.188 F1 0.49 2.78 0.188 F1 0.27 2.28 0.188 F1 0.27 2.28 •0.188 F1 0.36 2.28 0.188 F1 0.36 2.78 U16EO300A Bearing Stiffeners 6/ 3/16 2:34pm Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: ----Stiffener--- Location No. Left Col 1 Right Col 1 STIFFENER DESIGN: ----------------- --Web(in)-- -Stiffener-Size(in)- Depth Thick Width Thick Length 19.00 0.275 6.00 0.500 18.80 17.00 0.164 3.00 0.250 16.80 06/06/16 RHW IPage 180 of 202 w Page 181 Of 189 Stiffener ---Tension(k )---- -Compression-(k•)-- Max 1 Location Load Calc Limit Load Calc "Limit UC ' Left Col 31 31.8 129.3 3 73.7• .170.1 0.43 ` Right Col 36 30.1 32:3 49,-,24.6 46.9 '0. 93 WELDS: f+ -----Stiff --- Stiff To -Web---- ' _To_Flg/EP--- -' Stiffener Shear(k/in ) Shear(k/in ) r ' Location Size Typ Calc Limit,' Size Typ Calc Limit ---------- ----- --- ----- ----- ------ --- ----- ---- Left Col 0.250 F1 3.18 5:57 0:188 F1 1.96 2.78 - Right Col 0.250 Fl 5.01 5.57 10.188 F1 0..73 2.78 LOAD COMBINATIONS: F 3 - Dead+Collateral+Live ; 31 - 0.6Dead+0.6Wind Left1 ," r 36 - 0.6Dead-0.6Wind Longl - 49 - 0.52Dead+0.21Seismic+1.35Seismic Long't, U16EO300A Flange Braces 6/ 3%16 2:34prn PROPERTIES: Flange Brace Yield= 55.0 ksi , Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = A325 (2 Washersj.' `Flange Brace Force Inside flange, max of bending compression/tension, LAYOUT: , -,,Surf Seg Web Brace Angle Design, =.-.-Bolt_Dia----- --Attachment- Id Loc Side Part Id Depth Offset Deg Length Frame Purlin Clip Frame Purlin Ref ' ... , 2 1 1 L2525105 2 23.86 28.50 47.5 34.58 0.500 0.500 Clip Web 3 1 L2525105 3 16.92 28.50 57.3 30.30 0.500 `0.500 Clip Web 6 1 L2525105 3 14.16 28.50 61.9 28.90 0.500 0.500 Clip Web 7 1 L2525105 3 13.26 28.50 63.5 •28.49 0.500 0.500 ,Clip Web. 3 1 1. L2525105 '4 12.93' 28.50 64.4 28.29 0.500 0.500 Clip Web • 2 1 L2525105 4 12.71 28.50' 64.8 2.8.19 0.500 0.500 Clip Web 5 1, L2525105 4 12.02 28.50 66.0 27.90 0.500 0.500 'Clip Web 7 1 L2525105 5 15.18 28.50 60.3 29.36 0.500 0.500 Clip Web ' DESIGN: - Surf Load Force -Brace UC- —-Connection_UC---� Id Loc Id (k ) Comp Tens` Frame Purlin Clip 2 1 3 0.38 0.11 0.08 '0.07•. 0.14 3 3 0.27 0.07- 0.05 0.05 0.10 ti 6 12 0.11 0.03. 0.02 0.02, 0.04 ` 06/06/16 RHW Page, 181 of 202 Page 182 Of 189 7 36 0.09 0.02 0.02 0:02 0.03 3, 1` 36 0%07 0.02 0.01 0.01 _0.03 2 4 0.08 `0.02-• 0.02 0.02 0.03 _ 5 20 0.09 0.02. 0.02 0.02 0.03 , 7 .36 0.12 0.03 0.02. 0.02 ,0.04 LOAD COMBINATIONS: ------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 12 - Dead-0.6Wind_Longl _ 20 - Dead+Collateral+0.75Live-0.45Wind_Long.l 36 0.6Dead-0.6Wind- Long1 o --------------------------------------------------------------- U16E0300A Web To Flange Weld 6/ 3/16 2:34pm -------- --- Web _Flange _Weld --- Surf Mem Seg Sec Load Shear Q Ixx Shear(k/in ) Id Id Id Id Id (k.) (in3) (in4) Size Typ Calc Limit „ 1 1 1 1 50 4.2 31.2 398 0.188 F1 0.33 2.,78 2 2' 2 31 3 •9.1 19.5 407 0.188 F1 .0.44 2.78 2 3 ' 3 32 3 9.1 16.2 332 0.188 F1 0.45 2.78 3 4 4 79 37 3.5 "5.7 .88 0.188 F1 0.23 2.78 3 5 '5 90 16 6.1 9..4 185 0.188 Fl 0.31 2.78 ' 4 6 6 91 36 4.4 15.1 301 0.188 F1 0.22 2.78 ' LOAD COMBINATIONS: ' ------------------ 3 -Dead+Collateral+Live r 16-- Dead+Collateral+0.75Live+0.45Wind_Left2 36 - 0.6Dead-0.6Wind_Long1 37 - 0.6Dead+0.6Wind Long2 50 - 0.52Dead-0.21Seismic-1.35Seismic Long U16EO300A Special Segments. 6/ 3/16 2:134pm + FLANGE PLATE: ' ---------------- --Initial-- ---Final--- Width Thick Width Thick ; Locate- (in) (in) (in) (in) ----------- ----- ----- ----- Lt Col 10.0 0.625 10.0 0.625 ►' ' Rt Col 6.0 0.250 6.0 0.250 ,t WEB 'PLATE: ' Calc ---Initial-- ---Final---- ------ Actions ----- Web Web Shear Web Shear Axial, Moment Shear Thick •Limit Thick Limit Locate Id (k ) (f -k ) (k ) (.in) (k ) (in) (k ) Note ----- --- ----- ------ ----- ----- ---------- 't.----- ------------- Lt Col 3 2.8 201.9 93.6 0.188 43.3 0.275 103.2 AISC G2-1 06/06/16 - RHW Page 182 of 202 k Page 183 Of 189 Rt Col 36 -4.5 -54.3 38.5 0.125 20:1 0.164 45.-0 AISC G2=1• `REQUIRED WEB DESIGN: -------------------- Locate h av Kv Cv f Lt Col 19.00 24.80 7.94 1.00 , Rt Col 17.00 15.35 11.13 0.82 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 36 - 0.6Dead-0.6Wind Longl -------------------------------------------------------------------------------- U16E0300A Design Summary 6/ 3/16 2:34pm -------------------- FRAME:''. Id = 2 Type = RF K. Line Id 3 Load Width= '13.00 UC Limit= 1.03 + KL/R Limit=' 200.00 MEMBERS: -----Max Axial+Moment---- Srf Mem Seg --Flange- Web.Depth-Plate-Thickness- --Max-Shear- ----O-Flg--- ----i-Flg--- Max Id Id Id Len Wid Strt End Web.O=flg I-flg;, Id Ld Ucv Id Ld Uco Id Ld Uci KL/R 1 1 1 19.410.0 12.0 19.0 0.188 0.625 0.375 20 38 0.17 20 49 0.25 20 50 0.38 84 2 2 2 9.8 6.0 25.5 17.0 0.164 0.375 0.375 21` 3 0.87 21 3 0.85 21 3 1.02 78 2 3 3 1E.0. 6.0 17.0 13.0 0.125 0.313 0.313 32 3 0.97 32 3.0 .84 32 3 ` • c 0.99 107 3' 4. 4 18.0 5.0 13.0 12.0 0.125 0.188 0.188 56 20 0.28 70 3 0.88 65 33 0.67 139 3 5 5 9.9 5.0 12.0 16.0 0.125 0.250 0.188 90 16 0.62 90 36 0.81 90 49 1.01 93 4 6 6 19.4 6.0 17.0 12.0 0.125 0.250 0.313 91 36 0.47 91 36 0.70 91 16 " 0.95 160 LOAD COMBINATIONS: ------------------ #- Controlling Load Combination In Design Summary 1 - Dead+Collateral • 2 - Dead+Collateral 3#- Dead+Collateral+Live 4 - Dead+Collateral+Live 06/06/16. ',RHW Page 183 of 202 s 5 - Dead+Collateral+0.75Live 6 - Dead+Collateral+O.75Live 7 - Dead+0.6Wind_Leftl 8 - Dead+O.6Wind Left2 9 - Dead+0.6Wind_Rightl 10 - Dead+0.6Wind_Right2 11 - Dead+0.6Wind_Longl 12 - Dead-0.6Wind_Longl 13 - Dead+O.6Wind-Long2 14 - Dead-0.6Wind Long2 15 - Dead+Collateral+O.75Live+0.45Wind Left1 16#- Dead+Collateral+O.75Live+0.45Wind Left2 17 Dead+Collateral+0.75Live+0.45Wind_Rightl 18 - Dead+Collateral+O.75Live+O.45Wind Right2, 19 - Dead+Collateral+0.7,5Live+0.45Wind_Longl 20#- Dead+C61lateral+0.75Live-0.45Wind_Longl 21 - Dead+Collateral+O.75Live+O.45Wind Long2 22 - Dead+Collateral+O.75Live-O.45Wind_Long2 23 - Dead+Collateral+0.45Wind_Leftl 24 - Dead+Collateral+O.45Wind Left2 25 - Dead+Collateral4.•45Wind_Rightl 26 - Dead+Collateral+O.45Wind Right2 27 - Dead+Collateral+O.45Wind_Longl 28 - Dead+Collateral-0.45Wind Longl 29 - Dead+Collateral+O.45Wind_Long2 30 - Dead+Collateral-O.45Wind Long2 31 - 0.6Dead+O.6Wind_Leftl 32 - O.6Dead+O.6Wind Left2 33#- 0.6Dead+0.6Wind_Rightl 34 - O.6Dead+O.6Wind Right2 35 - O.6Dead+O.6Wind_Longl 36#- O.6Dead-O.6Wind_Longl 37 - 0.6Dead+O.6Wind_Long2 38#- 0.6Dead-O.6Wind Long2 39 - 1.08Dead+1.O8Collateral+0.7Seismic+0.4Seismic Long 40 - 1.O8Dead+l'.08Collateral-O.7Seismic-0.4Seismic_Long 41 - 1.O8Dead+1.O8Collateral+O.7Seismic Long 42 1.08Dead+1.O8Collateral-0.7Seismic Long 43-'1.O6Dead+1.O6Collateral+O.52Seismic 44 - 1.O6Dead+1.06Collateral-O.52Seismic 45 - 1.06Dead+1.06Collateral+0.52Seismic_Long 46 - 1.O6Dead+1.O6Collateral-0.52Seismic_Long 47 - 0.52Dead+0.7Seisinic . 48 - O.52Dead-O.7Seismic 49#- 0.52Dead+O.2lSeismic+1.35Seismic Long 50#- 0.52Dead-0.21Seismic-1.35$eismic Long 51 - Dead+Collate'ral 52 - Dead+Collateral 53 - Dead+Collateral+Live 54 - Dead+Collateral+Live 55 -,Live 56 - Live 57 - Dead+0.52WindLeftl 58 - Dead+O.52Wind__Left2 59 - Dead+0.52Wind_Rightl " 60 - Dead+O.52Wind Right2 61 - Dead+0.52Wind_Longl 62 - Dead-0.52Wind_Longl 63 - Dead+O.52Wind Long2 64 - Dead-O.52Wind Long2 06/06/16 ` RHW Page 184 Of 189 M 65 - 1.08Dead+1:08Collateral+0.7Seismic,. 221.5 66 - 1.08Dead+1.08Collateral-0.7Seismic.'�. 0.125 67 - 1.06Dead+1.06Collateral+0.52Seismic, r- 4 68 - 1.06Dead+1.06Collateral-0.52Seismic' 13.3 •. 69 - 0.52Dead+0:7Seismic 1.7 �'-70 - 0.52Dead-0.7Seismic 128.0 71 - Seismic ' 0.188 72 - -Seismic 10.0 73 -'1.08Dead+1.08Collateral+1.62Seismic 74 - 1.08Dead+1.08Collateral-1.62Seismic 75 - 1.08Dead+1.08Collateral+1.62Seismic_Long ' 76 - 1.08Dead+1.08Collateral-1.62Seismic_Long 77 - 1.06Dead+1.06Collateral+1.21Seismic' • 78 - 1.06Dead+1.06Collateral-1.21Seisrriic ' 79 - 1.06Dead+1.06Collateral+1.21Seismic Long 80 - 1.06Dead+1.06Collateral-1.21Seismic Long 81 - 0.52Dead+1.62Seismic , 82 - 0.52Dead-1.62Seismic ' 83 - 0.52Dead+1.62Seismic_Long 84 - 0.52Dead-1.62Seismic_Long PLATE LIMITS: ' -----Web---- -----Flange---- Web Area/ Seg Depth/Thick Width/(2xThick) ---Flange---. Flange Area , ,Id Calc Limit Calc Limit Thick.' Min Calc Limit --- 1 ----- ----- ----- ---------- ----- ----- 101.3 ,221•.5 13,3. -0.375 0.188- ----- 0.9 10.0 ' 2 155.1 221.5 8.0 0.375 •0.164 l.9 "10.0 Page 185 Of 189 3 136.0 221.5 9.6 0.313. 0.125 1.1 10.0 4 104'.0 221.5 13.3 0.188 0.125 1.7 10.0 5 128.0 221.5 13.3 0.188 .0.125 X2.1 10.0 6 136.0 221.5 12.0 -0.250. 0.125'-. 1.4 10.0 FRAME AREA: Frame Area= 124.39' ' Building Area= 1275.00 Ratio= 0.10 WEIGHTS: Member 1 2 3 4 r 5 6 Y Weight (lb) 877 266 ' 345 211 133 346 Total Weight (lb) Frame = 2177 Splice Plate 176 , Base Plate • 22 2374 REACTIONS: (Sidewall Columns) ------------------------------ 06./06/16 ' • RHW 0 Page 185 of 202 Page 186 Of 189 Load ---------- Left Column ---------- ---------- Right_Colurrin--------- Id Fx(k ) _ Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) ---- 1 ------ 0.60 ------- 11.19 ------- 0.00 -------- 0.00 ------ -0.60 ------- 2.77 ------- 0.00 -- 0.00 2 0.61 11.16 0.00 0.00 -0.61 2.80 0.00 0.00 3 1.50 29.71 0.00 0.00 -1.50 6.92 0.00 0.00 4 1.53 29.64 0.00 0.00 -1.53 6.99 0.00 0.00 5 1.28 25.06 0.00 0.00 -1.28 5.90 0.00 0.00, 6 1.31 25.00 0.00 0.00 -1.31 5.97 0.00 0.00 7 -1.20 -9.94 0.00 0.00 -0.76 -2.08 0.00 ;0.00 8 -0.57 -4.93 0.00 0.00 -1.42 3.00 0.00 0.00 9 1.68 -8.03 0.00 0.00 1.63 -3.99 0.00 0.00 10 2.37 -2.98 0.00 0.00 0.97 1.04 0.00 0.00 11 -1.93 -0.60 0.00 0.00 0.30 -3.32 0.00 0.00 12 0.28 0.54 0.00 0.00 1.69 -4.46 0.00 0.00 13 -0.06 1.52 0.00 0.00 1.68 -5.44 0.00 0.00 14 -2.26 0.38 0.00 0.00 0.28 -4.30 0.00 0.00 15 0.35 12.78 0.00 0.00 -1.82 3.52 0.00 .0.00 16 0.84 16.52 0.00 0.00 -2.33 7.34 0.00 0.00 17 2.46 14.28 0.00 0.00 0.02 2.02 0.00 0.00 18 3.00 18.06 0.00 .0.00 -0.49 5.80 0.00 0.00 19 -0.28 19.90 0.00 0.00 -0.94 2.47 0.00 0.00 20 1.33 20.86 0.00 0.00 0.16 1.51 0.0.0 0.00 21 1.08 21.57 0.00 0.00 0.14 0.80 0.00 0.00 22 -0.52 20.60 0.00 0.00 -0.96 1.77 0.00 0.00 23 -0.41 -0.97 0.00 0.00 -1.06 0.27 0.00 0.00 24 0.07 2.78 0.00 0.00 -1.56 4.07 0.00 0.00 25 1.74 0.49 0.00 0.00 0.75 -1.19 0.00 0.00 26 2.26 4.27 0.00 0.00 0.25 2.59 0.00 0.00 27 -0.98. 6.07 0.00 0.00 -0.24 -0.70 0.00 0.00 28 0.68 6.96 0.00 0.00 0.80 -1.59 0.00 0.00 29 0.42 7.68 0.00 0.00 0.79 -2.32 0.00 0.00 30 -1.22 6.79 0.00 0.00 -0.26 -1.43 0.00 0.00 31 -1.28 -12.40 0.00 0.00 -0.68 -2.63 0.00 0.00 32 -0.66 -7.40 0.00 0.00 -1.33 2.44 0.00 0.00 33 1.61. -10.50 0.00 0.00 1.70 -4.53 0.00 0.00 34 2.29 -5.45 0.00 0.00 1.05 0.50 0.00 0.00 35 -2.00 -3.08 0.00 0.00 0.37 -3.85 0.00 0.00 36 0.22 -1.95 0.00 0.00 1.75 -4.98 0.00 0.00 37 -0.12 -0.97 0.00^ 0.00 1.74 -5.96 0.00 0.00 38 -2.33 -2.10 0.00 0.00 0.35 -4.84 0.00 0.00 39 -2.06 10.57 0.00 0.00 -2.28 4.50 0.00 0.00 40 3.30 13.57 0.00 0.00 1.04 1.50 0.00 0.00 41 -1.22 11.03 0.00 0.00 -1.79 4.04 0.00 0.00 42 2.49 13.11 0.00 0.00 0.52 1.96 0.00 0.00 43 -0.57 11.18 0.00 0.00 -1.38 3.62 0.00 0.00 44 1.83 12.52 0.00 0.00 0.11 2.28 0.00 0.00 45 -0.75 11.07 0.00 0.00 -1.49 3.72 0.00 0.00 46 2.01 12.62 0.00 0.00 0.23 2.18 0.00 0.00 47 -1.55 2.36 0.00 0.00 -1.07 1.56 0.00 0.00 48 1.72• 4.08 0.00 0.00 0.89 -0.17 0.00 0.00 49 -4.09 1.05 0.00 0.00 -2.50 2.87 0.00 0.00 50 4.16 5.39 0.00 0.00 2.43 -1.47 0.00 0.00• DEFLECTIONS : ------------------------------ Lateral Defl Load @ Top Of Col Vert Defl 06/06/16 RHW Page 186 of 202 Page 187 Of 189 Id Left Right @ Midspan 51 -0.77 -0.66 -0.81 52 -0.73 -0.61 -0.82 53 -2.47 -2.19 -2.19 54 -2.36 -2.07 -2.21 55 -1.53 -1.35 -1.40 56 -1.46 -1.28 -1.41 57 0.63 0.56 0.62 58 1.24 1.40 -0.96 59 -0.25 -0.41 0.97 60 0.30 0.38 -0.51 61 -0.53 -0.72 1.13 62 -2.'03 -2.32 1.75 63 -1.61 -1.88 1.61 64 -0.11 -0.28 1.10 65 0.55 0.76 -1.18 66 -2.17 -2.14 -0.62 67 0.22 0.40 -1.07 68 -1.81 -1.76 -0.67 69 1.08 1.18 -0.64 .70 -1.52 -1.59 0.56 71 1.83 1.95 -0.84 72 -1.83 -1.95 0.84 DEFLECTIONS RATIO: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 51 302 352 887 52 320 378 879 53 93 105 329 54 98 112 326 55 151 172 512 56 159 182 508 57 366 418 1168 58 187 166 751 59 912 563 740 60 772 617 1407 61 435 321 636 62 114 100 411 63 144 123 447 64 2166 816 656 65 421 305 609 66 106 108 1167 67 1076 580 675 68 128 132 1077 69 215 196 1129 70 152 146 1288 71 127 119 852 72 127 119 855 MAX DEFLECTION: --------------- Load Deflect Span/Deflect Type Id (in) Calc Limit 06/06%16 RHW Page 187 of 202 Page 188 Of 189 --------- ------ ----------- ----- ----- Live Vertical -1.43 503. 180. Horizontal Drift 53 -2.47 94. ' 60. Horizontal Spring Constant= 1.98 k/in P-DELTA:(Direct Analysis) ---------------------------------- CONVERGENCE CHECK: Max Deflect Column Ratio Left 0.0444 Right 0.0351 ' MAXIMUM DRIFT CHECK: Max.Drift(in) Second/ Load First Second First Id Order Order Ratio 3 2.06 2.47 1.20 ENDWALL VERTICAL DEFLECTION: Column--Vertical_Down(in)- --- Vertical_Up(in)-- Locate Use Load Deflect Limit Load Deflect Limit ----------- ----- ------- ------ ----------- ----- 30.00 Column 54 1.56 0.00 62 i.68 0.00 U16EO300A Rigid Frame Clearances -------------- 6/ ------------------- 3/16 2:34pm VERTICAL CLEARANCE: ------------------ Location Span X_Coord -------- Y_Coord -------- ------------------------------- Left 17104-02" 2105-14" 17104-02" Right 18101-10" 57108-09" 18101-10" Midspan 20'08-06" 30'00-00" 20108-06" HORIZONTAL CLEARANCE: --------------------- Location Span X_CoordL X_CoordR- -------- ------------------------------- Left - Right 55'02-07" -------- 2106-00" 57108-07." U16EO300A Weight Summary 6/ 3/16 2:34pm Total Weight (lb) Frame = 2177 Splice Plate = 176 Base Plate = 22, 06/06/16 ; RHW Page 188 of 202 " Page 189 Of 189 2374 ------------------ ------------- U16EO300 --U16E0300A Warning Report, 6/ 3/16 2:34pm No Warnings r t ' r , 06/06/16 RHW • Page 189 of 202 NUCOR BUILDINGS GROUP Job k U16E0300A Job Name DESERET FARMS Frame PF @ LINE F Date 5/31/2016 - Designer BG\trevor.black File F19.nfr App Version 2015.7,.2.3 ------------------------------------ C O N N E C T I O N S U M M AR Y ---------------------------- ________ Knee Connection - COLO1 ' Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld, Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 , W3 Ratio Ratio Ratio W4 Ratio Ratio Marl Stiff. Degrees Ratio _____________________________________________________________________________________________________________________________________ 0.00:12 W220 0.54 FWS3 FWS5 1.00 0.00 0.49 FWS3 0.52 0.49 0 _____________________________________________________________________________________________________________________________________ I width thick Fy 'I height depth length I I width thick length Fy I _____________________________________________________________________________________________________________________________________ Top Plate 1 8.0 0.3750 55.0 1 21.50 1 Stiffener I I Web 1 0,2200 55.0 1 10.00 21.50 1 1 I Bot Plate 1 4.0 0.3750 50.0 1 21.50 1 1 I _____________________________________________________________________________________________________________________________________ Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld -Areq/A req/(Wl+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. . Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio _____________________________________________________________________________________________________________________________________ 0.00:12 W220 0.54 FWS3 FWS5 1.00 0.00 0.49 FWS3 0.52 0.49 0 _____________________________________________________________________________________________________________________________________ I width thick Fy I height depth length I I width thick length Fy I _____________________________________________________________________.________________________________________________________________ Top Plate 1 8.0 0.3750 55.0 1 21.50 1 Stiffener I I Web 1 0.2200 55.0 1 10.00 21.50 1 1 I Bot Plate 1 4.0 0.3750 50.0 1 21.50 1 1 i I _____________________________________________________________________________________________________________________________________ Splice Connection - Moment Connection from COLO1 To RAFO1 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear _ Moment Bolt Type -__ Matl Matl Qty/Size Comb, Kips---_ Kips _-__--Ft_kip-____Ratio - Ratio Comb Kips ____Kips-- Ft -kip Ratio ________________________ _________ ________ ___________ __ ____ ___________ 4BE FB:75 F8.75 8-1.000-5 39 '-5.70 8.97 -97.2 .0.70 0.70 34 -5.70 8.97 -97.2 0.54 _____________________________________________________________________________________________________________________________________ I I I left right I 1 width thick length Fy. I I size size I - ______________________________________________________________________-_______________-______________________________________________ Left Plate 1 8.0 0.750 17.25 55.0 1 Top Weld I FWDS FWDS I ' Right Plate 1 8.0 0.750 17.25 55.0 1 Web Weld I WP14 WP13 I Stiffener 1 0.0 0.000 0.00 0.0 I - Bottom Weld I FWDS FWDS I- ----- _________________________________________________________________________________________________ Splice Connection - Moment Connection from RAFO1 To COL02 Left Right Left Right ------------------ BOLT --------------------- Connx Plate Plate. Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Marl Matl Qty/Size Comb Kips Kips - Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio _____________________________________________________________________________________________________________________•________________ 4BE F8.75 F8.75 B-1.000-5 38 -5.71 -8.97 -97.2 0.70 0.70 38 -5.71 -8.97 ' -97.2 0.54 _____________________________________________________________________________________________________________________________________ I I I left right I _1 width thick length Fy I I size size I _____________________________________________________________________________________________________________________________________ Left Plate 1 8.0 0.750 17.25 55.0 1 Top Weld I FWDS FWDS I Right Plate 1 8.0 0.750 17.25 55.0 1 Web Weld I WP13 WP14 I Stiffener'- '1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWDS FWDS I _____________________________________________________________________________________________________________________________________ Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check d Uplift a Uplift Ratio Ratio Design ---- ____-------- ___---- _____---- _____---- ______----- _______----- ______------ _____------ ____----- ____----- ____________________________ F8.38 4-1.000 FWS3 FWS3 FWS3 0.52 0.04 0.08 0.09 0.12 0.13 F1554 Gr.36 - _____________________________________________________________________________________________________________________________________ 1 -width thick length Fy I _____________________________________________________________________________________________________________________________________ Base Plate' 1 8.00 0.375 20.50 55.0 1 --------------- _,_________________________________-_______________________________________________________________ ____________________ Base Plate -COL02 Base T/LB/R __________ WELD _________ ______ BOLT _______ F . Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Marl Qty/Size Weld Weld Weld Ratio Check a Uplift a Uplift Ratio Ratio Design _____________________________________________________________________________________________________________________________________. F8.36 4-1.000 FWS3 FWS3 FWS3 0.52 0.04 0.08 0.09 0.12 0.13 F1554 Gr.36 _____________________________________________________________________________________________________________________________________ 1 width thick length Fy I _________________________________________________________________________________________________________ ___________________________ Base Plate I 8.00 0.375 20.50 55.0_-1 ---- _----- _________________________________------------------------------------------------------------------------------------------ Splice Load Combinations: , No. ASR - Cases ___ ____ _ ___ 5 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + RLL 3 1.00 SW + RDL + 0.60W1L 4 1.00 • SW + RDL+ 0.60W2L 5 1.00 SW + RDL + 0.60W1R 6 1.00 SW + RDL + 0.60W2R ' 06/06/16 RHW Page 190 of 202 N N N N N Y Y Y Y ' • - i - YO �OmJmlPa W NY O�Dm Jmll�a W NY O �O W J mina W NY OHO m J N 0 0 0 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 - • - (/, N NNN N to N f/� 00 Y Y Y YN NNN OOOOfAN NNNVIN 010000 ' nnnn N nn N nn N N N O O O0m m m m m m m m o n n n n ...... 0- ........ o000 NN fA NNV1 NN NN N N N N N N N w £££££ £AAAA ££££ A AA A A A A A££££ 0.000000 • + + + + + +rrrr + + + + r r r r r r r r + + + + Nfn Ul UI UINNN • Y Y Y Y Y Y V y O O Y Y Y Y++++ 0 0 0 0++++++++ 0 0 0 0 Ui W Nln000O0 n 00mmm 0'0000(lA nA m mm 3 3 3 3 3 3 3 3 O O O O o 0 0 • O O O O m o • v A A A A A A r r r r A A A A m m m m r r r r A A A A • _ �nnnnnon povvov opp00000 vvpp - rrrrrr++++rrrr£��N++++rrrr J0000 • �1 �1 X10000 Nar��• 0 0 0 o A A A A m m m m A A A A m m m m mrrrr0000 rrrro000 m 0 0 0 r r r r££££ r r r r££££ 1000000 Arrr r r++++tet ^I.w W ++++ AWll ++++ 0 0 0 0 O O O O O O O O a a • U� lf� N y mm1oV�N�N n£i1£•n£i1£� m m f' 1 m• 1 0 m A A r r WAAO H1 - NUCOR BUILDINGS GROUP Job H UlGE0300A Job Name DESERET FARMS Frame •PF @ LINE F Date 5/31/2016 , Designer BG\trevor.black , File F19.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- . Frame type RCS Frame width 25.83 Ft. Bay width 0.00 £t. LEFT • RIGHT Dim toridge 25.83 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 18.92 Ft. 18.92 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing 0.00 Ft. Purlin offset 0.00 In. 0.00 In. Typ. Purlin spacing: 22.00 Ft. Col. spacing, 25.8333 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): ' WP2 Girt Brace Flange Brace Location (4ft): Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I.D N S ----------------------------------------- Building Code a Year IBC 2012 Occupancy Classification I -Low Hazard AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 0.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce 1.00 Ss = 0.629 S1 = 0.285 Seismic Design Category D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.544 Shc = 0.346 rho = 1.30 omega = 3.000 Wind speed 100.00 Mph Exp. : C Wind pressure 19.40 Psf . Building is Partially Enclosed wind pressure coefficients C1 C2E C2 C3 C3E C4 WIR 0.950 0.000 -0.140 0.180 0.000 0.260 W1L 0.260 0.000 0.180 -0.140 0.000 0.950 W2R -0.150' 0.000 -1.240 -0.920 0.000. -0.640 W2L -0.840 0.000 -0.920-1.240 0.000 -0.150 W5B 0.100 0.000 -0.140 0.180 0.000 0.100 W5F 0.100 0.000 0.180 -0.140 0.000 0.100 W6B -1.000 0.000 -1.240 -0.920 0.000 -1.000 W6F -1.000 0.000 -0.920 -1.240 0.000 ' -1.000 Tributary Widths Panel Trib. Width (ft) WP1 0.00 WP2 0.00 RPI 0.00 P R O G R A M- A P P L I E D L O A D'S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf 'Ft. Ft. RDL RPI 0.000 0.000 0.000 25.833 COL RPI 0.000 0.000 0.000 25.833 RLL RPI 0.000 0.000 0.000 25.833 WiR WP1 0.000 0.000 0.000 18.917 W1R WP1 0.000 0.000 18.917 20.000 _ W1R WP2 0.000 0.000 0.000 18.917 W1R WP2 0.000 0.000 18.917 20.000 W1L WPI 0.000 0.000 0.000 18.917 , • 06/06/16 RHW ' 4 f � 1 Page 192 of 202 • s r W1L WPI 0.000 0.000 18.917 20.000, W1L WP2 0.000 0.000 0.000 18.917 ' • W1L WP2 0.000 0.000 18.917 20.000 ,a W2R WPI 0.000 0.000 0.000 18.917 4. W2R WP1 0.000 0.000 18.917 20.000 - W2R WP2 0.000 0.000 0.000 18.917 W2R WP2 0.000 0.000 16.917 20.000 " W2L WPI 0.000 0.000., 0.000 18.917 W2L WPI 0.000 0.000 18.917 20.000 • - W2L WP2 0.000 0.000 0.000 18.917 W2L WP2 0.000 0.000 18.917 20.000 W5B WP1 0.000 0.000 0.000 18.917 - W5B WPI 0.000 0.000 18.917 20.000 W5B WP2 0.000 0.000 0.000 18.917 W58 WP2 0.000 0.000 18.917 20.000 W5F WP1 0.000 0.000 0.000 18.917` W5F WP1 0.000 0.000 18.917 20.000 " W5F WP2 0.000 0.000 0.000 18.917 W5F WP2 0.000 0.000 18.917 20.000 W6B WPI 0.000 0.000 0.000 .18.917 W6B WPI 0.000 0.000 18.917 20.000 ' W6B WP2 0.000 0.000 0.000 18.917 W6B WP2 0.000 0.000 18.917 20.000 - W6F WPI 0.000 0.000 0.000 18.917 - W6F• WPI 0.000 0.000 18.917 20.000 a ' W6F WP2 0.000 0.000 0.000 18.917 • • ' W6F WP2 0.000 0.000 18.917 20.000 EQR RP1 0.000 0.000 0.000 25.833 EQL RP1 0.000 0.000 0.000 25.833 - - - t _____________________,____________________ U S E R- A P P L I E D L O A D S i a - "+ _______________,_________________________ r . _ Load On Nor. Vert. Moment Loc Special Case Mem •Kips Kips K -Ft. Ft. Load 0 Description ` W1R 'C0L01 5.500 0.000 0.000 18.000 C-2 LONG. LOADS W1L COL02 -5.500 0.000 0.000 18.000 C-5 •, LONG. LOADS ' W2R COLO1 5.500 0.000 0.000 18.000 C-3 LONG. LOADS - W2L COL02 -5.500 0.000 0.000 18.000 .0-6 LONG. LOADS EQR COLO1 5.500 0.000 0.000 18.000 C-1 LONG LOADS _ } EQL COL02 -5.500 0.000 0.000 18.000 C74 LONG. LOADS - STF C0L02 1.000 0.000 0.000 18.000 C-7. Stiffness _________________________________________ _ L 0 A D C 0 M B•I N A T I O N S .- ----------------------------------------- a ASR Cases y ,_ ' 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+RLL+NLL 4) 1.00 SW+RDL+COL+RLL+NLR 5) 1.00 SW+RDL+0.60WlL ' 6) 1.00 SW+RDL+0.60W2L 7) 1.00 SW+RDL+0.60W1R • ' " 8) 1.00 SW+RDL+0.60W2R _ - - 9) 1.00 0.60SW+0.60RDL+0.60W1L ' 10) 1.00 0.60SW+0.60RDL+0.60W2L 11) 1.00 0.60SW+0.60RDL+0.60W1R ' ' • 12) 1.00 0.60SW+0.60RDL+0.60W2R ' ' 13) 1.00 SW+RDL+COL+0.75RLL+0.45W1L ' 14) 1.00 SW+RDL+COL+0.75RLL+0.45W2L • 15) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 16) 1.00 SW+RDL+COL+0.75RLL+0.45W2R " • 17) 1.00 SW+RDL+0.60W5B+NLL 18) 1.00 SW+RDL+0.60WSB+NLR 19) 1.00 SW+RDL+0.60W6B+NLL f 20) 1.00 SW+RDL+0.60W6B+NLR ' 21) 1.00 SW+RDL+0.60W5F+NLL - 22) 1.00 SW+RDL+0.60WSF+NLR ' • 23) 1.00 SW+RDL+0.60W6F+NLL - 24) 1.00 SW+RDL+0.60W6F+NLR " 25) 1.00 0.60SW+0.60RDL+0.60W5B+NLL 26) 1.00 0.60SW+0.60RDL+0.60W58+NLR - 27) 1.00 0.60SW+0.60RDL+0.60W68+NLL _ 28) 1.00 0.60SW+0.60R6L+0.60W6B+NLR 29) 1.00 0.60SW+0.60RDL+0.60W5F+NLL 30) 1.00 0.60SW+0.60RDL+0.60W5F+NLR 31) .1.00 0.60SW+0.60RDL+0.60W6F+NLL 32) 1„00 0.60SW+0.60RDL+0.60W6F+NLR _ 33) 1.00 SW+RDL+COL+0,75RLL+0.45WSB+NLL 34) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+NLR • F 35) 1.00 SW+RDL+COL+0.75RLL+0.45W6B+NLL 36) 1.00 SW+RDL+COL+0.75RLL+0.45W6B+NLR , 37) 1.00 SW+RDL+COL+0.75RLL+0.45W5F+NLL 38) 1.00 SW+RDL+COL+0.75RLL+0.45W5F+NLR 39) 1.00 SW+RDL+COL+0.75RLL+0.45W6F+NLL • ' ' a 40) 1.00 SW+RDL+COL+0.75RLL+0.45W6F+NLR 41) 1.00 1.08SW+1.08RDL+1.08COL+0.91EQL ' 42) 1.00 1.08SW+1.OSRDL+I.08COL+0.91EQR ' 43) 1.00 1.06SW+1.06RDL+1.06COL+0.68EQL , .} ' 44) 1.00 1.06SW+1.06RDL+1.06C0L+0.68E0R - 45) 1.00 0.52SW+0.52RDL+0.91EQL " - 46) 1.00 0.52SW+0.52RDL+0.91EQR - 47) 1.00 STF t 06/06/16`" RHW Page 193 of 202 Job :U16E0300A DESERET FARMS NUCOR BUILDINGS GROUP Data: 06-04-16 .Page: 1 Frame: PF @ LINE F By : BG\trevor.black File: F19 "' DESIGN SUMMARY REPORT ____________________________________________________________________________________________________________________________________ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear. Flow (k/in) Section Mat', Mat'l Mat', Comb Loc Kips Ratio Ft -kip Ratio Ratio Check. Comb Loc Kips . Ratio T/L B/R -------------------- __----- __---- ___--- ____---- ___------------------------ _----- ---------------------------------------------------- 1 F8.38 F8.36 W150 41 1 -2.5 0.04 -42.8 0.45 0.46 0.50 41 1 4.08 0.15 0.36,- 0.36 Chkpt 1 6 Depth 10.75 10.75 - Section I 1 I- ---------------------------------------------------------------------------------------------------- -------- I width thick Fy I _______________________________'__________-_________________-_______________-________________________________________________________ T/L Flg 1 8.0 0.3750 55.00 1 Web 1 0.1500 55.00 1 B/R Flg 1 8.0 0.3750 55.00 1 ---------------------------------------- ____________________________________________________________________________________________ Built Up Column - COLO1 , T/L B/R T/L B/R Max _____________ SHEAR ______________ Flange Flange Web Load Axial Axial Moment. Bend Bend Unity Load Force Shear Flow Win) Section Mat'1 Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check, Comb Loc Kips Ratio • T/L B/R _____________________________________________________________________________________________________________________________________ 1 F8.25 F8.25 W125 41 13 -4.1 0.07 -46.5 0.32 0.52 0.55 46 10 2.58 0.35 0.10 0.10 t ' Chkpt 7 13 , Depth 22.00 22.00 Section 1 1 1 ------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------- _________________________________________________________________________________________ T/L Flg 1 8.0 0.2500 55.00 1 Web 1 0.1250 55.00 1 B/R Flg ,1 8.0 0.2500 55.00 1 ____________________________________________________________________________________________________________________________________ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- r Flange Flange Web Load i Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win), Section Mat'1 Mat '1 Mat', Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------- ___------ ___----- ____________________________________________________________ 1 F8.25 F8.25 W125 42 20 -4.1 0.07 46.5 0.52 0.32 -0.55 45 14 -2.58 0.35 0.10 0.10 Chkpt 14 20 Depth 22.00 22.00 - Section 1 1 1 - ----------------------------------------------------------------------------------------------------------------------------------- 1 width thick Fy I ____________________________________________________________________________________________________________________________________ T/L Flg 1 8.0 0.2500 55.00 1 Web 1 0.1250 55.00 1 B/R Flg 1 8.0 0.2500_55 .00 1 ____ - __ ---------------------- ----- __________________________________________________________________________________________________ Frame Weight (lbs) = 1406 Deflections (in): 10 yr Wind dx = 0.84 = H/ 264 WIND CASE 1 TO RIGHT . Seismic dx = 1.86 = H/ 119 SEISMIC TO RIGHT Story Drift - 5.57 = 0.025H SEISMIC TO RIGHT Drift Index = 0.00 1.OBSW+1.08RDL+1.08COL+0.91EQL Maximum dx - 1.69 = H/ 131 1.OBSW+I.O8RDL+1.08COL+0.91EQR Maximum dy = -0.14 = L/ 2079 @ MOD 1, 1.OBSW+I.OBRDL+I.OBCOL+0.91EQR 06/06/16 • RHW Page 194 of 202 Brace w/ Hillside Washer Results: c' • \;';<; ,,;�;;tiy�; - •Gusset Plate Information Memb. Weld GussetMat. ID Ratio I Ratio Code • Member •, Min. two Height Width Thick.-' Weld Bolt Dia. Description • (in.) (A) (B) (tg) (in.) _ (db) , ,�Toi�,Lateral Dfilft, ;\`N015,1,6•, ': Memb.Mat. ID Orient. Elev. Code Member Descri tion ,`, Axial t (k) - yAxial Allowed .Stress Ratio Min. tW, (in.) Brace Elong. -Lateral Drift (in.) B1 / Tier a RB5 5/8" Rod ' 7.345 M 0.082 �4. Project No. U16EO300A+ B2 \ ,* , :,•'Description : CANOPY ROOF BRACING RB5 s c A DN1SION OF NUCOR CORPORATION ;- ; �" y ?i . , • Engineer RHW 1tiL�07$;6;; Bracing Components (RISC 14th Edition) Date . 6/3/2016 0.238 B3 / Tier b. RB5 per MBMA Research Project 506 (© 1992) & AISC Steel Construction'Manual (14th Edition) 5.846 .7.345 Version' 2015.04.09 (Date: 04/09/15) By NBG-GS , - • �. 0.255 GENERAL INFORMATION: B4 \ Tier b Select Brace Type: Tier Long?Brace (SW). ( ` 5:846 ` • tt Design Method, (ASD/LRFD/LSD): , 0.082 '0.255 s k r ' *Note: The "Applied Horizontal Load" shall be the resultant from the, r'•�"` ' Brace Critical Load: (a) ❑ Manual Load Input! controlling load combination including combinations with over- 1 P i • . '-,. strength factors for connection analysis. "1' � �'•, Allowable Stress Ratio, ASR: `1.00 - ,. , 1; Applied Load: 1(0.7 p EQ (DEF, p=13)) 5:369 ,q ;' . Multi Tiered Brace Critical Load: (a+b) f, •. ,.r `m•Pi.. ' ,m+u® rao (> . _ RI°MI c,P aw*c q', ,.Allowable Stress Ratio, ASR: 1:00' ��• - L • . Applied Load: (0.7 p EQ (DEF, p=1.3)). 5.369' kips.*' IIoLua" a II ' •� BRACE GEOMETRY: •• Q Single • Q Double • • Select Brace Size: R135 - %" :Rod rr _ No. of Braces, n: 'Module Width, b:' z ..24 0000.._ �ft. ' ' ,' r I 0. ) . _Rad-° F �• q BUCE SR UI' B + , HP BMW ". Tier Height (a), h° : r 8:0000 ft. 5"mnIP ` 1`" I ❑ ClevisConnectionRequired! '� — ---- m y', '. Multi Tiered Brace: 0 Single Q Double + YK.R Select Brace Size (b): ;RB5 %"-Rod II p, `Tier Height (b), h b: I • 110000'Aft. � ft.JH _ ❑ . Clevis Connection Required! �'' Ul J- COLUMN 'PROPERTIES: _ Section Designation: -None nNSK *` F • '° """' • Web Depth, d,:(WF =Total Depth, a) -- f in. '• II l MODULE, WID TH, b rR i Y1;4 , Web Thickness, tW: t -- in.. =LWN - ; .. Flange Width, bf: -- in. t .a Flange Thickness, tf: -- in. a a r r ❑ Rotate Column 900 Brace w/ Hillside Washer Results: c' • \;';<; ,,;�;;tiy�; - •Gusset Plate Information Memb. Weld GussetMat. ID Ratio I Ratio Code • Member •, Min. two Height Width Thick.-' Weld Bolt Dia. Description • (in.) (A) (B) (tg) (in.) _ (db) , ,�Toi�,Lateral Dfilft, ;\`N015,1,6•, ': Memb.Mat. ID Orient. Elev. Code Member Descri tion ,`, Axial t (k) - yAxial Allowed .Stress Ratio Min. tW, (in.) Brace Elong. -Lateral Drift (in.) B1 / Tier a RB5 5/8" Rod .' 5.553' 7.345 ;�;\Q��7SL¢ 0.082 0.230 ..0.238 B2 \ Tier a RB5 5/8" Rod 5.553 • 7.345 1tiL�07$;6;; 0.082. 0.230 0.238 B3 / Tier b. RB5 5/8",Rod.- 5.846 .7.345 S��Q796\'�'� 0.082 0.255 '0.278 B4 \ Tier b RB5 5/8" Rod 5:846 -7.345 itaQ796� , 0.082 '0.255 0.278 Gusset Plate Connection Results: c' • \;';<; ,,;�;;tiy�; - •Gusset Plate Information Memb. Weld GussetMat. ID Ratio I Ratio Code • Member •, Min. two Height Width Thick.-' Weld Bolt Dia. Description • (in.) (A) (B) (tg) (in.) _ (db) 1.1 r rr hA11� 11" y ' ��u y�� tri�»r,alls e"r.�1t lria • lii2iTli7Ni7lii li tilitlttll�liZ��till�v • „f t - . ,06/06/161' • • t RHW Page 195 of 202 , NBG Light Gage Analysis - WIN32 - Version 2015.08.26.1 08/26/2015 AISI Spec Year = 2010 y Input File: , - \\bgbcifile0l\Jobs\U16EO300A\Design\U16EO300A GABLE BUILDING DESIGN\LIGHT GUAGE '1 RUN\CANOPY PURLINS - Summary Report for project name: CANOPY PURLINS t ---Span--- Des•.'Des. Brc. Supp. `Lt.' Rt. Max. =-Max. Computed Forces -.-- ----- Maximum Computed Load Ratios ---- No -- No Length Sect. Grp. ?,, Type' Lt Rt Lap -Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M PaM V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T----- P ----- V ----- M____c______________ 1 1.00 082089 1 No Top 1 2 Cant. 0.00 0.209 2.28 0.11 0.03 -0.06 0.00 0.21 0.01 0.01 0.01 0.21 0.01 x 0.0 0.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 comb, 7 3 9 3 8 0 3 9 -8 8 3 9 2 .24.00 OBZ089 1 No Top 2 3 0.00 35.25 -1.429' 2.28 1.68 5.66 -8.04 '0.00 0.21 0.16 0.78 0.78 0.78 0.70 ' X 128.9 222.6 288.0 .117.1 288.0 0.0 222.6 252.8 117.1 117.1 117.1 117.1 comb 7 3 10 7 '10. 0 3 10 7. -7 7 7 ' 3 24.00 08ZO89 2 'No Top 3 4 35.25 0.00 , -1.429 2.28 1.68 5.66 -8.04 0.00 0.21 0.16 0.99 0.99 0.99 0.70 ' x 159.1 147.4 0.0 170.9 0.0 0.0 147.9 35.2 35.2 35.2 35.2 170.9 comb , 8 3 10 8 10 0• 3 10 7 7 7 8 - 4 1.00 OBZ089 2, No Top 4 5 0.00 Cant. 0.209 2.28 0.11 0.03 -0.06 0.00 0.21 0.01 0.01 10.01 0.21 0.01 x 12.0 0.0 0.0 0.0 0.0 0.0. 0.0 0.0 0.0 0.0 0.0 0.0 comb 8 3 2 3 7 0 3 2 7 7 3 2 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M PSM V&M Max. -1.429 2.28 1.68 5.66 -8.04 0.00 0.21 0.16` 0.99 0.99 0.99 0.70 x 159.1 0.0 0.0 170.9 288.0 0.0 0.0 252.8 35.2 35.2 35.2 170.9 span 3 4 3 3 2 0 4 2 3 3 3 3 ` comb 8 3 10 8 10 .0 3 10 7 7 7 8 Roofing is screwed down., - Support Connection Codes: Support No._ ---- 2 3 4 WC WC WC Vertical Reactions:• (kips) (negative reaction for gravity loads) ' Load Support No. Comb. 1 2 3 - 4 5- 1 0.00 -0.80 -2.39 -0.80 -, 0.00 ' 2 0.00 -1.12 -3.35 -1.12 0.00 3 0.00 0.62 1.75 0.63 0.00 ' 4 0.00 0.41 1.16 0.42 0.00 - 5 0.00 0.37 1.01 0.38 0.00 6 0.00 -0.40 -1.28 -0.40 0.00 7 0.00 -1.16 -2.15 -0.28 0.00 - 8 0.00 -0.28 -2.15 -1.16 0.00 - 9 0.00 -1.24 -2.15 -0.20 0.00 10 0.00 -1.04 -3.35 -1.04 0.00 11 0.00 -0.20 -2.15 -1.24 0.00 Blanket Insulation`Thickness: 3.00 Load Cases: Purlin spacing 4.02 o.c. - Building Code: IBC 2012 General'Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load r • ' 2 20.0 Live Load s 3 -27.1 Wind Load 4 -30.9 Edge_Zone Wind Load b ' ' 5 5.0 Collateral Loadµ " 6 0.0 Snow Load - + 7 20.0 Pattern LL, Bay 1 t - 8 20.0 Pattern LL, Bay 2 9 20.0 Pattern LL, Bay 3 10 20.0 Pattern LL, Bay 4 Linear Loads: Load .Span Load- .. start,.load start x end load end x - Case . No. Type (lb/ft) (ft) (lb/ft) (ft) , 1 1 Shear 12.00 ' 0.00 12.00 1.00 1 2 Shear 12.00 0.00 12.00 -24.00 y 1 3 Shear. 12.00 0.00 12.00 24.00 , t 1 4 Shear 12.00 -0.00 12.00 a 1.00 y 2, 1 Shear 79.80 0.00 79.80 1.00 2 2 Shear 79.80 0.00 79.80 +24.00 - 2 3 Shear - 79.80. 0.00 79.80. 24.00 • ' 2 4 Shear, 79.80 0.00 79.80 1.00 ' 3 1 Shear -124.30 0.00 -124-.30 1.00 3 2 Sheaf. -109.00 - 4.00 -109.00 24.00 •" - 3 3 Shear - -109.00 0.00 -109..00 20.00 ' 3, 4 Shear -124.30 0.00 -124.30 1.00 ` 3 _ 2 Shear .-124.30 0.00 -.124.30 , 4.00 3 % 3 Shear -124.30' 120.00 --124.30. 24.00 •+.• 5 1 Shear 20.00 0.00 20.00 1.00 _ '5 2 - Shear 20.00 0.00 20.0024.00 5 3 Shear 20.00 0.00 20.00 .b 24.00 ,\ .► ' •' "� 5 -^ '4 Shear - 20.00 0.00 20.00 1.00 .7 1 Shear 79.80 0.00 79.80 1.00 8 2 Shear 79.80 0.00 79.80 24.00 9 3 ;Shear 79.80 0.00 79.80 24.00. t 10 A Shear, _• 79.80 � 0.00 79.80 1.00 Concentrated: Load Span P V M x Case No. 9 (k) (k) (k,ft) (ft) 3 1 3.80 0.00 0.00 0.00 • 3 1 -3.80 0.00 0.00 1.00 " 3 2 3.80 0.00 0.00 0.00 32 -3.80 0.00 0.00 24.00 - ` 3•• 3 3.80 - 0.00 0.00 0.00 3 3 -3.80" 0.00 0.00 - 24.00 • - 06/06/16 RHW Page 196 of 202 r ,� a ♦ 3 - 4 3.80 0.00 0.00 0.00 ^ 3 4 -3.80 .0.00 0.00, .,.1:00 - Load Combinations: =Load , � - r ' Act.=All. Case No. Load Combination Name R Fac. 1 2 3 4 -5 6 7 ' 8 9 10 • - 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 - DL + COL.+ LL 3 Y 1.00 0.60 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.6 DL + 0.6 WL 4 Y 1.00 0.60 0.00 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.42 WL 5 Y 1.00.1.00 0.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 DL +COL + 0.6 WL, •- - 6 Y 1.00 1.00 0.75 0.45 0.00 1.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 LL + 0.45 WL _ - 7 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 DL+COL+LL (Alt. Span LL, Case 1) 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 ' DL+COL+LL (Alt. Span LL, Case 2) 4 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 DL'+COL+LL (Adj. Span LL, Bays 1 d 2 r - 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 DL+COL+LL (Adj. Span LL, Bays 2 d 3 - a 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 DL+COL+LL' (Adj. Span LL, Bays 3 S 4 ' Deflection Limitations: ' The deflection=limit== with DEAD LOAD = L/ 150.00 .r •- - - -r- - The maximum deflection with DEAD LOAD = 2.40" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 1.92" ' _ ' Deflection limitations were applied to combinations 1-2,9 ` Total system weight = 244.11 lbs. _ • ' Total system cost = 182.66 dollars -General Notes: Ends of laps are considered as brace points. ' Inflection points are considered brace points except for spans with discrete bracing. All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. ' Purlin Production List: ==Purlin-==Section =Length .- c 1 OBZO89 27.94 ,1 - • ' 2 08ZO89 27.99 -�" - ' • Material Summary: ===Weight 4L• ,. -==Section Cost Fy 08ZO89 244.11 182.66 55.0 r •06/06/16 • ' RHW Page•197 of 202 Job #:1 U16EO300A Description: Engineer:1 RHW 1) Calculations are per AISI 2007. 4 ^ 2) Box -Sections are welded toe -to -toe, I -Sections are welded web -to -web. ' .3) Box -Sections and I -Sections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually 1 "-24" o/c at each seam. ' '06/06/16 �'RHW Page 198 of 202 usn Span and Loading Information CANOPY STRUT Case 2 . 'Case 3 Case 4 Member Length Unbraced Length - Major Unbraced Length - Minor ft. in. in. ' 24 288.. 288 • 0 0 0 0 0 0 0 0 61 Cbx Cby Cmx Cmy,1 �• 1 • 1 1 1 s 1 1 1 1 1 1 1 Kx Factor Ky Factor 1 1 1 1 Weld Spc. for Box/ I -Sections in. 24 24 24 24 Panel Settings Top Flan a Panel classic -26 gage. None ! None None Bottom Flange Panel _ Non None �!- None T� None e - �- r!; Distortional Buckling Settin s Blanket Insulation is Used? Top Bot 10 Top ❑ Bot 10 Top ❑ Bot I 0 Top ❑Bot Member Spacing in. 60 1 60 60 1 60 Applied Loads X-axis Uniform Load (+Dn) Y-axis Uniform Load +Dn kip/ft kip/ft 0 0 0- 0 0 0 0 0 Axial Load' s. kip- +' 1.09 0 0 0 - _Mx Mx Interior (+=Ten on Bot. ft -kip 5.32 0 0 0 My Interior (+=Ten on Bot. ft -kip 0 0 0 0 Vx Shear Vy Shear kip.. kip 0.9 0 0 1 0 # 0, 0 0 ' 0 Stress Factor 1 1 1 1 Result OK #DIV/0! #DIV/0! #DIV/0! ' Max CSR 0.93 #DIV/0! #DIV/0! #DIV/0! Section Information 1 Inventory ❑ Use Old Inventory Section - 8SO89 8CO60 8CO60 .8C060, Configuration Single.- _ Single Single - Single Design Loads Max Mxh Max My ft -kip ft -kip �., 5.32 0 0 0 0 0 .0 0` Axial kip 1.09 . 0 _0 0 Vx= V- kip kip 0.9 0 0- 0 0 0 0 0 0 Stress Ratios Mx My Mx+My 0.62 0.00 0.62 #VALUE! '0.00 #VALUE! #VALUE! 0.00 #VALUE! #VALUE! 0.00 #VALUE! P 0.28 #VALUE! #VALUE! #VALUE! M / P 0.93 #DIV/0! ' ' #DIV/0! #DIV/0! VX Vy M / V r 0.11 0.00 ',. 0.63 0.00 .0.00 0.00 0.00 0.00 1 . 0.00 , 0.00 0.00 0.00. Deflection Results X -Axis Deflection L / X + in. 1.22 237 0.00 #DIV/0! + 0.00 #DIV/0! 0.00 #DIV/0! Y -Axis Deflection L / Y in. 0.00 #DIV/0! 0.00 #DIV/0! 0.00 I#DIV/0! 0.00 #DIV/0! 1) Calculations are per AISI 2007. 4 ^ 2) Box -Sections are welded toe -to -toe, I -Sections are welded web -to -web. ' .3) Box -Sections and I -Sections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually 1 "-24" o/c at each seam. ' '06/06/16 �'RHW Page 198 of 202 �• c r-� 1) Calculations are per AISI 2007. 4 ^ 2) Box -Sections are welded toe -to -toe, I -Sections are welded web -to -web. ' .3) Box -Sections and I -Sections are usually welded with 1.5 times the web depth at each end at each seam. Intermittent welds are usually 1 "-24" o/c at each seam. ' '06/06/16 �'RHW Page 198 of 202 ♦ 1' 06/06/16 `-'RHW t:. Page -199 of,•202 ' l5: '•�.� " a '� � . l,' �� ' ' MUCOR t` Project No. �U 16EO0300A Sul L` D7 N G S GROUP. i t.',' Description' INTERIOR CONNECTION A DIVISION-OF NUCOR CORPORATION Engln(,er : , i RI'I W , End-Plate Mornent Connedtions:(AISC 14th Edition) a Date:, • 6/3/2016. i• per AISCMonrent End-Rlute Connections (Design Guide 16) &�AISC Steel Construction Manual, (14th,Edition) • Version: 2015.08.26.(Date: 08/26/15)By NBG-GS GENERAL INFORMATION: Design Method, (ASD / LRFD): ",ASD_: - Allowable Stress Ratio, ASR: , APPLIED LOADS: a uired Axial Strength; P;: ' ips.Re ';0'.000k Required Shear Strength, Vr: 20 3'50 -kips - »f Required Moment Strength, Mr 220.750 ft-kips. r ('P�'tiw T - Required Column Axial Strength, P.:�kips � N1 ' BOLT INFORMATION: > ! - u ., k Bolt Material: A325 �' y 'Bolt Diameter, db : �,, 1 "o , ' 1 Pretensioned? - Bolt Dimensions: 0 , Check Box if YesWmant X - Bolt Gage, g: 3.5 in: .»+ y r (•`c�? law * fj ° Bolt Dimension, Pfi; 1.5 in: ,_ - ' Bolt Dimension., Pb:'in. Bolt Spacing, S: 3 in. • ; .; Four=Bolt Stiffened (Flush) , SECTION GEOMETRY: w "' LEFT ti Beam Slope: I.00-.12 - RIGHT Section Designation: ' BU"S6 tion ON.. BU,Section }: t . Web Depth, d„,: (WF Total Depth, d) r'726.01,�iri. °.. �- 23:5.�in, Web Thickness, t„ :' 1' . Q.22 in. STIFFENER- (` 0.1875 lin. v ~ Flange Width, b f: [',,A0.6 in. d br I l 0.0 in. ' Outside Flange Thickness, t'-f: ' 0.375 _ f in.l . ` `.' . a ° f ,_ 0.5 : � in. Inside Flange Thickness, t f; �' - 0:625 lof �' �� 4, I I'' �t0.5 (in.. -..�ina .z Column Stiffener Information: Stiffener Designation: ', F6.50 Beam-To-Col; Q Beam-To=Beam , Stiffener to Web Weld: FWSS : , END-PLATE INFORMATION: Plate Width, bP: 10.0 in. , Plate Width, bp: Plate Thickness, t p,: 0.625 in. - Plate Thickness, t p : r+0.625 in., } Plate Yield ,Strength, Fes, : r - 55:Q � l ksi' + " • ` Plate Yield Strength, FPy t , r 3. 55:0 " l ksi. ', tv required for "Thick Plate" behavior: 0:5676 ,' in. - �..' tP required for "Thick Plate" behavior: 0.5633' in.' ' Weld Information: i Weld Information: Plate Flange Weld: - , - FWD3 , Plate Flange Weld: FWD3 Plate Web Weld: FWS4 „*' ' Plate Web Weld: c i WP14 ` End-Plate Stiffener Information: `' End-Plate Stiffener Information: , Stiffener Designation: r - F5.50 - Stiffener Designation: F5.50 ,- Stiffener Weld: FWD3: ''i ' ,� .. Stiffener Weld: V. ,`FWD3. - Stiffener`Length: » 9.7747 in., s v ' Stiffener Length:. 9.7747 ' in. ♦ 1' 06/06/16 `-'RHW t:. Page -199 of,•202 ' l5: '•�.� " a '� � . l,' �� ' i4 LJ C O R Project No.: U16E00300A S U I L D I N O S GROUP Description :_ FL 2 CANOPY CONNECTION A DIVISION OF NUCOR CORPORATION Engineer: RH W End -]Plate -Moment Connections (AISC 14th Edition) -Date : 6/3/2016 per A/SCMoneent.End-Plate Connections (Design Guide 16) & A1SCSteel Construction Manual (14th Edition) Version: 2015.08.26 (Date: 08/26/15) By NBG-GS DETAILING INFORMATION x GENERAL DIMENSIONS:I bP ca Standard Bolt Dimensions: 0�® LeftInside Flange Width: 10 in. I Number of Bolts, n: 8 0 Bolt Diameter, d b : 1 "o, A325 ° Bolt Gage, g: 3.5 in. Bolt Dimension, Ph : 1.5 in. Bolt Dimension, Pfd: - in. Bolt Dimension, S: 3 in. " a Minimum Edge Distance, d e : - in. x Maicimum Flange Thickness, t f „�: 0.6076 in. Distance from n h bolt row to center of end-plate, x WEB WELD Distance from outside row, x 0: in. t P Distance from I" interior row, x 1: 10.2907 in. Distance from 2"d interior row, x 2: 7.2907 in. Distance from 31 rd interior row, x 3: in. dw r ci= — rL Is _ FLANGE WELD FOUR—BOLT FLUSH STIFFENED Left and Right Connection Plate Dimensions-- imensions-Left 0�® LeftInside Flange Width: 10 in. I Right End -Plate Width, bp: I I Right End -Plate Thickness, tp: I Right End -Plate Flange Weld: Column Web to Flange Weld: FWS4 ci= — rL Is _ FLANGE WELD FOUR—BOLT FLUSH STIFFENED Left and Right Connection Plate Dimensions-- imensions-Left LeftInside Flange Width: 10 in. I Right End -Plate Width, bp: Left B-side Flange Thickness: 0.625 in.. Right End -Plate Thickness, tp: Column Stiffener'to Flange Weld: FWD3 Right End -Plate Flange Weld: Column Web to Flange Weld: FWS4 Right End -Plate Web Weld: End -Plate, Length, 1p: 24.7967 in. ' End -Plate Length, 1 p : . Column Stiffener Designation: F6.50 ` Column Stiffener to Web Weld: FWS5 End -Plate 'Stiffener Information: Additional Column Stiffener: F5.50 Right End -Plate Stiffener: Additional Column Stiffener Weld: FWD3 Right End -Plate Stiffener Weld: Additional Column Stiffener Length: 9.7747 in. Right End -Plate Stiffener Length Note: NON-STANDARD COLUMN STIFFENER WELDS REQ'D Column Stiffener Welds Differ from STFBR Standard Detail 06/06/16 -: ' RHW 10 . in. 0.625 in. FWD3 WP13' 24.7967 'in. 175.50 FWD3 9.7747 . in: uomem lw.-onree nmtie temprnnnl Four—Boll Stiffened (Flush) t [ `` 06/06/16 AM d ' .Page 201,of,202 :. - N V C ® M" ; "' • F " Project N0. ' W1 . f ` 13UIL01IVGS GROUP ' Description'. `" REW CANOPY '• A DIVISION OFNUCOR CORPORATION - Engineer RHW " „ End -Plate' ' M[oalrnent Connections (AISC 14th Edation�'' *, �'- "�'' Date : 6/3/2016 per A1SC Moment End -Plate Connections (Design Guide 16) & A/SC Steel Construction Manual (1.4th Edition), ' Version: 2015.08.26 (Date -.'09/26/1 5) By NBG-GS -' . • ' GENERAL INFORMATION: Design Method, (ASD / LRFD): ' ' "t Allowable Stress -Ratio, ASR: ,1:00 j 'i .• _ ti' APPLIED LOADS: Required Axial, Strength, P,: r x0.000 kips. r Required Shear Strength, V,: u 1'6.3.10 4kips. Required Moment Strength, M,: 177 :Q00` ft -kips.; Required Column Axial Strength, Prc: �� " kips BOLT INFORMATION: t : Bolt Material: 'A325 Bolt Diameter, d y : f .! i Pretensioned? Bolt Dimensions:A, _ Check Box if Yes Bolt Gage, g: 3.5 in: , t•twIxae Bolt Dimension, P fi : + 1.5 in.," 6 Bolt Dimension, Pb:' in. + 'v } Bolt Spacing, S: 3 in. - ` Four -Bolt Stiffened (Flush) t : 3} SECTION GEOMETRY: LEFT , ,Beam Slope: 1,00:1'2 ''�, `<x' RIGHT„ <; Section Designation: f BU Section, I BU, Section ' Web Depth, d„,:(WF =Total Depth,d) 'F •ti 19:0 _Jin. ,+ y ,23.251.1in.' Web Thickness, t.: 0:275 (in. STIFFENER , • D.1875 .�in. F ` lange Width, br: 10.0'. in. , a;,�,• i N10.0 lin. Outside Flange Thickness, t of: M ` 0.375 •, .� in. • a a y .0.375 in. t Inside Flange Thickness, ti 0:625 _. in., r y, -0375' " in. Column Stiffener Information: __, ar r _ Stiffener Designation' F6.50-" Beam -To -Col'. i 0 Beam -To -Beam `« Stiffener to Web Weld: M, •FWD4 + ; 3, END-PLATE INFORMATION: + , Plate Width, bp : 10.0 -in... Plate Width, b'P` ' . - 10.0 '' in. r, Plate Thickness, t : -^ 0.625 in. Plate'Thickness, t ` 0.625'b lin. Plate Yield Strength, FPy:: 55.03 1ksi: Plate Yield Strength, FPy: r ` 55.0 Iksi. t tp required for "Thick Plate" behavior: - 0.5113 in. tp required,for "Thick Plate" behavi6r 0.5089 . in. `. f Weld Information: Weld Information:. Plate Flange Weld: FWD3 Plate Flange Weld:. t ' -,FWD3 Plate Web Weld: FWS4. Plate Web Weld: WP14.► - End -Plate Stiffener Information: End -Plate Stiffener Information: -� ^Stiffener Designation: 75,50 Stiffener Designation: +' F5.50 Stiffener Weld: M-FWD4•f j Stiffener Weld: `;'FWD4 Stiffener Length: 6.1246' in.' Stiffener Length: 6.1728 On., t [ `` 06/06/16 AM d ' .Page 201,of,202 :. - Left and Right Connection Plate Dimensions:. - Left -Inside Flange Width: 10 in. r4 V C O R Left Inside Flange Thickness: 0.625 in. Project No.: U16EO300A B U I L U 1 N O S GROUP Right End -Plate Flange Weld: Description : REW CANOPY CONNECTION A DIVISION OF NUCOR CORPORATION End -Plate Length, l p : 24.5459 in. Engineer : RH W End -]Plate Moment Connections (AISC 14th Edition) Date : 6/3/2016 per AISC Moment, End -Plate Connections (Design Guide 16) & A1SCSteel Construction Manual (14th Edition) Version: 2015.08.26 (Date: 08/26/15) By NBG-GS ' Additional Column Stiffener: F5.50 DETAILING INFORMATION X GENERAL DIMENSIONS: Additional Column• Stiffener Length: 6.1246 in. by E Standard Bolt Dimensions: Column. Stiffener Welds Differ from STFBR Standard Detail • Number of Bolts, n: 8 00, Bolt Diameter, db : 1 "e; A325 ° • • " , Bolt Gage, g: 3.5 in.' Bolt Dimension, Pfl.: 1.5 in. `" Bolt Dimension, P fo : - in. Bolt Dimension, S: _ 3 in. x ri Minimum Edge Distance, de: - in. Maximum Flange Thickness, if ,ax: 0.6076 in. � a • WEB Distance from nth bolt row to center of end-plate, x„ : WELD , Distance from outside row, x 0: in. tp . Distance from I" interior row, x 10.1653 in. FLANGE WELD Distance from 2nd interior row, x 1: 7.1653 in. • 0 Distance from 3rd interior row, x 3: in. dW - STIFFENER 4 g FOUR=BOLT' FLUSH STIFFENED Left and Right Connection Plate Dimensions:. - Left -Inside Flange Width: 10 in. Right End -Plate Width, bp: Left Inside Flange Thickness: 0.625 in. Right End -Plate Thickness, tp: Column Stiffener to Flange Weld: FWD3 Right End -Plate Flange Weld: Column Web to•Flange Weld: FWS4 Right End -Plate Web Weld: End -Plate Length, l p : 24.5459 in. End -Plate Length, l n : Column Stiffener Designation: F6.50 Column Stiffener to Web Weld: FWD4 End -Plate Stiffener Information: ' Additional Column Stiffener: F5.50 Right End -Plate Stiffener: Additional Column Stiffener Weld: FWD4 Right End -Plate Stiffener Weld: Additional Column• Stiffener Length: 6.1246 in. Right End -Plate Stiffener Length: Note: NON-STANDARD COLUMN STIFFENER WELDS REQ'D Column. Stiffener Welds Differ from STFBR Standard Detail • i• 06/06/16 RHW 10 in 0.625 in. FWD3 WP13 24.5459 in F5.50 FWD4 6.1728 in. Four—Solt Stiffened (Flush)