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HomeMy WebLinkAboutB17-1987 047-200-083it .. • , ' =a Page 1 Of 191 f Job No U17EO329A Date 6/14/2017 e, Customer Rock Creek Construction, Designed By STK �3t :1C_Z2fCd�a ---kDescription Henderson Family STRUCTURAL DESIGN CALCULATIONS FOR Rock Creek Construction, Inc. 1916 Cameron lane Chico, CA,95926 OFE PROJECT y sJ' yC Job: U17EO329A y 2 6 N X Henderson Family E r 4488 Munjar Rd. Chico, CA 95973 �'l CIVIL �P q�i7F CA0O�� BUILDING DATA BUILDING SIZE: JUN t 201 Width (ft) = 58 Length (ft) = 66 Back Eave Height (ft) = 15 Front Eave Height (ft) = 15 Roof Slope (rise/100) = 2.0:12 BUILDING LOADS: Roof Dead Load (psf) = 3.00 Roof Live Load (psf) = 20.00 Rigid Frame Live Load (psf) = 20 / 17.71 / 12 Collateral Load (psf) = 1 Roof Snow Load (psf) = 0 BUILDING CODE: Wind Code = IBC 15 „ Wind Speed(mph) = 110 Closed/Open Closed Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category = D Seismic Coeff (Fa*Ss) = 0.806 This building was designed by: STK, DATE: 6/14/17 G� PERMIT # L BUTTE COUNTY DEVELOPMENT SEI REVIEWED FOR CODE COMPLIANCE DATE�OI The Professional Engineer whose seal appears on these 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. ��� ! 1317-1987 135 047-200-083 4488 NI Ii N.LAR F L8/29/2017 1'('1 Job No U17EO329A Customer Rock Creek Construction, Description Henderson Family 10F Q)Vow""N Table Of Contents Cover Page Design Frlatioua Ba atioos Le tions Ri atioos Ro ions Ri -ions Ri ions R i g i tioua Page 2 Of 191 Date 1 6/14/2017 Designed Byj STK I - I . 3 - �6 27 - 34 35 - 38 39 - 63 64 - 91 92 - 130 131 - 149 150 - 172 173 - 191 . Page 34 Of 191 Nucor Building Systems P.O. Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR Rock Creek Construction, Inc. 1916 Cameron lane Chico, CA 95926 Henderson Family 4488 Munjar Rd. Chico, CA 95973 U17EO329A BUILDING LAYOUT Width (ft)= 58.0 Length (ft)= 66.0 Eave Height (ft)= 15.0/ 15.0 Roof Slope (rise/12 )= 2.00/ 2.00 BUILDING LOADS Roof Dead Load (psf .)= 3.0 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall(psf )= 3.0 Back Sidewall(psf )= 0.0 Roof Live Load (psf )= 20.0 Frame Live Load•(psf )= 12.0 Collateral Load (psf )= 1.0 Wind Speed (mph )= 110.0 Wind Code = CBC 16 (IBC 15) Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance -,Seismic = 1.00 Seismic Design Category= D ' Seismic Coeff (Fa*Ss) = 0.81 -------------.------------------ Designer STK Detailer MBS Page 4 Of 191 6/14/17 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Design Loads For Building Components: 6/14/17 4:30pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 22.4 0.43 0.60 WIND PRESSURE/SUCTION: Wind Cdind Wind Press Suct Long 19.6 -21.6 24.2 -26.2 19.5 -21.4 0.0 0.0 BACK SIDEWALL: BASIC LOADS: Basic W-nd_Load _Ratio Wind Deflect Factor 22.4 0.43 0.60 WIND PRESSORE/SUCTION: Wind Wind Wind Press Suct Long 19.6 -21.6 24.2 -26.2 19.5 -21.4 0.0 0.0 LEFT ENDWALL: -------------- ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 5.80 1.11 1.23 1.11 Girt/Header Panel Jamb Parapet ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 5.80 1.11 1.23 1.11 Girt/Header. Panel Jamb Parapet 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 1.0 19.9 0.0 0.0 22.4 0.43 0.60 5.80 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 0.00 12.32 5.93 WIND PRESSURE/SUCTION: Page 5, Of 191 Wind Wind Press Suct ` 19.6 -21.6 Column > 19.6 -21.6 Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 :. Panel " 42.4 -33.1 Parapet 33.6 -22.4 Transverse bracing,.Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind•1 Wind 2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.42 -0.62 0.78 -0.26 0.49 -0.73 -0.65 0.00 2 L1.14 -0.71 -0.78 .-0.35 -1.14 -0.71 -1.14 0.00 3 -0.71. -1.14 -0.35 -0.78 -0.71 -1.14 -0.66 0.00 4 -0.62 ' 0.42 -0.26 0.78 -0.73 0.49 -0.65 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 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 0.0.0 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 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 Page 6'Of 191 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 0.0.0 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 1.00 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 0.000.00 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 0.000.00 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 a Page 7 Of 191 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 1.08 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 55 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 56 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 57 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 58 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 - 59 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 60 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 61 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 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 -1 Wind -2 Long Aux Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef - 32 1 1.00 1.00 1.20 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 0.00 1 3 1.00 1.00 0.90 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 0.90 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 0.90 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 6 3.00 1.00 0.90 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 X0.00 7 1.00 1.00 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 . 8 1.00 1.00 0.90. 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 0.000.00 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 a Page 8 Of 191 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 O.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 O.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 1.03 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. 1.0.3 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 0.00 24 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 0.00 25 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 26 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 27 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 0.00 26 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 0.00 29 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 30 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 31 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 0.00 32 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 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- -----------=- No. Load. Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 29.00 1.00 29.40 0.62 WINDRI - 3 2 0.40 0.62 29.40 1.00 WINDL2 R 2 2 29.00 1.00 29.40 0.44. WINDR2 R 3 2 0.40 0.44 29.40 1.00 .WINDL2 C 2 2 29.00 1.00 29.40 0.62 WINDR2 C 3 2 0.40 0.62 29.40 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_R'atio---- 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 1.0 20.0 0.0 0.0 22.4 0.43 0.60 5.80 1.11 1.23 1.11 BASIC LOADS AT SAVE: Page 9 Of 191 Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 0.00 0.00 0.00 + WIND PRESSURE/SUCTION: Wind Wind s' Press Suct 19.6 -21.6 Column 19.6 -21.6 Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 Panel 42.4 -33.1 Parapet 33.6 -22.4 Transverse bracing, Facia/Parapet WIND COEFFICIENTS:' Column/Rafter• Rafter. Column/Brace ' Surf Wind 1 Mind 2 Wind _2 Long Surface 'Id Left .Right Left Right Left Right Wind Friction 1 0.42 -0.62 0.78 -0.26 0.49 -0.73 -0.65 0.00 ' 2 -1.14 -0.71 -0.78 -0.35 -1.14 -0.71 -1.14 0.00 3 -0.71 -1.14 -0.35 -0.78 -0.71 -1.14 -0'.66 0.00 4 -0.62 0.42 -0.26 0.78 -0.73 0.49 -0.65 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 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 - 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 Page 10 Of 191 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 0.0.0 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 1.00 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 17.00 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 1.0•J 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 1.0D 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 1.0D 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 Page 11 Of 141 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 0.000.00 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 0.0.0 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 -0.70 0 0.00 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 0.00 0.00 0.00` 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 . 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 26 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 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 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 Page 12 Of 191 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 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef � Locate Coef Locate Coef WIND�,1 - 2 2 29.00 1.00 29.40 0.62 WINDRI - 3 2 0.40 0.62 29.-40 1.00 WIND1,2 A 2 2 29.00 1.00 29.40 0.44 WINDR2 R 3 2 0.40 0.44 29.40 1.00 WINDL2 C 2 2 29.00 1.00 29.40 0.62 WINDR2 C '3 2 0.40 0.62 29.40 1.00 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Surface Seis % Load Loaf Load Load Load Wind Deflect Factor Friction Factor Snow 3.0 1.0 20.0 0.0 0.0 22.4 0.43 0.60 0.00 1.162 0.00 WIND PRESSURE/SUCTION: Wind mind Wind Press Suct Suct-Roof 16.0 -21.9 Press 0.0 -49.2 Suct 16.0 -24.2 0.00 13.0 -2.5 -21.9 17.7 -5.6 0.00 33.6 -22,4 17.9 EDGE & CORNER ZONE WIND: Purlins Gable Extensions Panels Long Bracing, Building ...Long Bracing, Wall Edge Zone .. Long Bracing, Facia/Parapet Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 5.80 1.00 1.41 1.00 1.74 4 5.80 0.00 1.00 1.41 1.00 1.74 5 0.00 5.80 1.00 1.41 1.00 1.74 6 5.80 .0.00 1.00 1..41 1.•00 1.74 7 5.80 5.80 1.00 2.22 1.00 2.58 8 5.80 5.80 1.00 2.22 1.00 2.58 9 5.80 5.80 1.00 2.22 1.00 2.58 Page 13 Of 191 10 5 80 5 80 1 00 2 22 1 00 2 58 3 `9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 5.80 1.00 1.41 1.00 1.74 4 5.80 0.00 1.00 1.41 1.00 1.74 5 0.00 5.80 1.00 1.91 1.00 1.74 6 .5.80 0.00 1.00 1.41 1.00 1.74 7 5.80 5.80 1.00 2.22 1.00 2.58 8 5.80 5.80 1.00 2.22 1.00 2.58 9 .5.80 5.80 1.00 2.22 1.00 2.58 10 5.80 5.80 1.00 2.22 1.00 2.58 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 1 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 0.00 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 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 Page 14 Of 191 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 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.0 1.0 2'0.0 0.0 0.0 22.4 0.43 0 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak Axis R --Torsion----EW Brace - Load Wind Seis Wind Seis Wind Seis Wind Seis 0.73 0.00 0.00 0.00 0.00 11.60 8.60 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind.'2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.42 -0.62 0.78 -0.26 -0.65 -0.65 0.00 2 -1.14 -0.71 -0.78 -0.35 -1.14 -0.66 0.00 3 -0.71 -1.14 -0.35 -0.78 -0.66 -1.14 0.00 4 -0.62 0.42 -0.26 0.78 -0.65 -0.65 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 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 C.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 Page 15 Of 191 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 0A5',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 O.QO 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 1.001.00 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 1.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.45 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 70.40 -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 1 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 Page 16 Of 191 -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 6.00 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 70..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 29.00 1.00 29.40 0.62 WINDRI 3 2 0.40 0.62 29.40 1.00 WINDL2. 2 2 29.00 1.00 29.40 0.44 WINDR2 3 2 0.40 0.44 29.40 1.00 RIGID FRAME # 2: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.0 1.0 17.7 0.0 0.0 22.4 0.43 0 BASIC LOADS AT EAVE: Seismic Weak -Axis L Weak -Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.87 0.00 0.00 0.00 0.00 11.60 8.60 0.00 0.00 WIND COEFFICIENTS: Surf -Wind 1--- --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.31 -0.61 0.74 -0.18 -0.63 .-0.63 0.00 2 -0.87 -0.58 -0.51 -0.22 -0.87 -0.55 0.00 3 -0.5,8 -0.87 -0.22 -0.51 -0.55 -0.87 0.00 4 -0.61 0.31 -0.18 0.74 -0.63 -0.63 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 Ftt Lt Rt Long Tran Temp Id Coef 54 1 1.00 1.00 0.00 0.00 C.00 0.00 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 0r00 0.00 0.00 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 0.0,0 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 Page 17 Of 191 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 w 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 0.0C 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 C.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 Page 18 Of 191 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 51 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 1 1.00 52 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 1 1.00 53 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 2 1.00 54 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 2 1.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 2 1 F2PAT_LL_1 1 1 1.00 2 F2PAT_LL_2 2 2 1.00 3 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy Conc 'Add Id Id Type Type W1 W2 Co Dll D12 Dist 3 1 2 U_LIVE D -0.34 -0.34 0.170 0.00 15.54 2 2 U_LIVE D -0.34 -0.34 0.170 15.54 29.40 3 3 U LIVE D -0.34 -0.34 -0.170 0.00 29.40 STEPPED LOAD COEFFICIENTS: . Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 29.00 1.00 29.40 0.67 WINDRI 3 2 0.40 0.67 29.40 1.00 WINDL2 2 2. 29.00 1.00 29.40 0.43 WINDR2 3 2 0.40 0.43 29.40 1.00 RIGID FRAME # 3: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.0 1.0 12.0 0.0 0.0 22.4 0.43 0 Page 19 Of 191 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak Axis R =-Torsion- --EW_3race- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.71 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long_Wind Surface Id Left Right Left Right 1 2 Frictio,i 1 0.42 -0.62 0.78 -0.26 -0.65 -0.65 0.00 2 -1.14 -0.71 -0.78 -0.35 -1.14 -0..66 0.00 3 -0.71 -1.14 -0.35 -0.78 -0.66 -1.14 0.00 4 -0.62 0.42 -0.26 0.78 -0.65 -0.65 0.00 DESIGN LOADS: -Load- ---Live-----Add-Snow- --W_nd l---Wind.2- Long_Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain L= 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 O.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 O.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 O.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 O.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 O.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 O.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 O.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 Page 20 Of 191 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 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 O.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 C.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 70.70 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 Page •. 21 Of 191 r STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ----------------- ------------_-No. No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 29.00 1.00 29.40 0.62 WINDRI 3 2 0.40 0.62 29.40 1.00 ' WINDL2 2 2 29.00 1.00 29.40 0.44 WINDR2 3 2 0.40 0.44 29.40 1.00 ' U17EO329A Reactions, -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Anchor Bolts, & Base Plates: 6/14/17 4:30pm -----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 11 1.2 ----- 0.0 12 ----- -1.1 ----- 0.0 --- ----- 4 0.750 ----- 8.00 ----- 8.00 ----- 0.375 13 '0.0 0.1 1 E 11 2.5 0.1 12 -2.2 0.1 4 0.750 8.20 8.00 0.375 14 0.0 0.1 =---- ----- 4 ------ -- ----- F 11 1.7 ----- 0.0 -- 12 -1.5' ----- 0.0 --- ----- 4 0.750 ----- 8.20 ----- 8.00 0.375 ' 15 0.0 0.1 4 C 11 1.9 0.1 12 -1.8 0.1 4 0.750 8.20 12.00 0.375 15 0.0 0.1 4 B 11 0.6 0.0 12 -0.6 0.0 4 0.750 8.00 8.00 0.375 16 0.6 ------- 0.1 ----- 1 -- ----- A 1 6.8 ----- 4.0 -- 2 ----- -5.7 ----- -2.0 --- ----- 4 0.750 ----- 8.00 ----- 13.00 ----- 0.375 3 6.2 10.4 4 -4.8 -5.9 1 G 1 5.7 -2.0 2 -6.8 4.0 4 0.750 ' 8.00 13.00 0.375 - 3 -6.2 10.4 5 4.8 -5.9 2* A 1 11.4 11.9 2 -10.6 -10.6 4 0.750' 8.00 13.00 0.375 2* G 6 2.6 -4.2 3 -4.6 10.8 4 0.750 8.00 13.00 0.375 ,7 -4.6 10.8 8 1.4 -4.3 r 2* @15.3 1 0.0 -10.0 1 0.0,i--10.0 4 0.750 8.00 9.00 0.375 2 0.0 12.9 ----- 4 ------ -- ----- A 3 4.2 ----- 7.2 -- 9 ----- -3.5 ----- -4.6 --- ----- 4 0.750 ----- 8.00 ----- 13.00 ----- 0.375 4 G 6 3.5 -4.6 3. -4.2 7.2 4 0.750 8.00 13.00 0.375 ----- 3 -4.2 ------ -- ----- 7.2 ----- 6 -- 3.5 ----- -4.6 ----- --- ----- ----- , ----- ----- ------------------------------------------=---------------------------------- 2* Frame Lines:2 3 ` LOAD COMBINATIONS: ------------------ Id Combination 1 0.52Dead+0.21Seismic_Right+1.35Seismic_LongR 2 0.52Dead+0.21Seismic_Left+1.35Seismic_LongL 3 Dead+Collateral+Live 4 0.6Dead+0.6Wind_Long1L r 5 '0.6Dead+0.6Wind_Long2R' ' 6. 0.6Dead+0.6Wind Rightl Page 22 Of 191 7 Dead+Collateral+F2PAT LL 2 8 0.6Dead+0.6Wind Long2L 9 0.6Dead+0.6Wind_Leftl 10 0.52Dead+0.7Seismic_LongR 11 0.6Dead+0.6Wind.Suction+0.6Wind_Long2L 12 0.6Dead+0.6Wind_Pressure+0.6Wind Long2L 13 1.08Dead+1.08Collateral+0.7Seismic LongR 14 1.06Dead+1.06Collateral+0.52Seismic_LongR 15 1.08Dead+1.08Collateral+0.7Seismic_Right 16 D'ead+0.6Wind_Suction+0.6Wind_Long2L 17 0.52Dead+0.7Seismic Right -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Bracing Reactions Report: 6/14/17 4:30pm ---- ------------------------------------------------------------------------------- ----------------------------------------------------------------------------- BUILDING BRACING REACTIONS: --------------------------- ------ Reactions(k --------------------------------Reactions(k )------- --- Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic ---- ----------- ----- ----- ----- ----- ------------- L-EW 1 F SW G Torsional Bracing Used! R EW 4 B SW A 2 , 1 (a)Wind bent in bay (h)Rigid frame at endwall WIND BENTS: Notes (h) (h) (a) -------Reaction(k ) ------ --- Wall; - Col ---- Wind .---- ---Seismic-- Anc_Bolt--Base_Plate(in)--- Loc Line Line Horz Vert Horz Vert No Dia Width Length Thick ---- ---- ----- ----- ----- ----- ----- -- ----- ------ ------ ----- B-SW A 2 ,1 4.48 5.45 2.93 3.57 4 0.750 8.000 12.00 0.375 Reaction values sfhown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic:: 0.70 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Additional Reactions Report: 6/14/11 4:30pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Rigid Frame'Column Reactions(k ) -------------------------------- Frame Co__ ----Dead--- Collateral ----Live--- Floor Live - --Snow--- - Line ----- Line ------ Horz ----- Vert Horz Vert Horz Vert 1 A 1.0 ----- 2.0 ----- 0.2 ----- 0.4 ----- 4.9 ----- 8.0 1 G -1.0 2.0 -0.2 0.4 -4.9 8.0 Frame Col -Snow Drift Slide Snow Wind_Leftl ----- 0.0 Line ----- Line ------ Horz Vert Horz Vert Horz Vert 1 A ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- -6.8 ----- -9.7 1 G 0.0 0.0 0.0 0.0 2.6 -6.8 Frame Col Wind_Right2 Drift -Wind Press -Wind Suct- Line ----- Line ------ Horz Vert Horz Vert Horz Vert 1 A ----- -1.6 ----- -3.6 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 1 G - 5.8 -6.5 0.0 0.0 0.0 0.0 Frame Col -Seis_Left- ----- -4.3 -Seis_Right G -Seis_Long- 0.0 Line ----- Line ------ Horz Vert Horz Vert Horz Vert 1 A ----- -0.8 ----- -0.4 ----------- 0.8 0.4 ----- -4.5 ----- -2.1 1 G -0.8 0.4 0.8 -0.4 -4.5 2.1 Page 23 Of 191 Horz Vert Horz Vert ----- ----- ----- ----- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind_Rightl Wind_Left2 Wind_Long2 Horz Vert Horz Vert ----- ----- -2.6 -6.8 ----- -5.8 ----- -6.5 6.8 -9.7 1.6 -3.6 Wind_Longl Col Wind_Long2 Collateral Horz Vert Horz Vert ----- -9.0 ----- -11.9 ----- 2.4 ----- -4.3 -2.4 -4.3 9.0 -11.9 ----Temp--- ----Rain--- Horz Vert Horz Vert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ------------------------------------------------------------------------------ Frame Col ----Dead--- Collateral ----Live--- Floor Live ----Snow--- Line ----- Line ------ Horz ----- Vert ----- Horz Vert Horz Vert Horz Vert Horz Vert 2* A 0.8 1.2 ----- 0.2 ----- 0.2 ----- 3.6 ----- 4.0 ----- 0-.0 ----- 0.0 ----- 0.0 ----- 0.0 2* G -0.8 2.0 -0.2 0.5 -3.6 8.3 0.0 0.0 0.0 0.0 2* @15.3 0.0 2.3 0.0 0.5 0.0 9.1 0.0 0.0 0.0 0.0 Frame Col -Snow Drift Slide _Snow Wind_Leftl Wind_Rightl Wind_Left2 Line ----- Line ------ Horz ----- Vert ----- Horz ----- Vert Horz Vert Horz Vert Horz Vert 2* A 0.0 0.0 0.0 ----- 0.0 ----- -6.3 ----- -6.6 ----- 0.7 ----- -1.2 ----- -6.1 ----- -4.3 2* G 0.0 0.0 0.0 0.0 0.5 -6.4 5.1 -9.0 0.3 -2.5 2* @15.3 0.0 0.0 0.0 0:0 0.0 -6.5 0.0 -9.3 0.0 -3.0 Frame Col Wind_Right2 -Wind Press -Wind_Suct- Wind_Longl Wind_Long2 Line ----- Line ------ Horz ----- Vert ----- Horz ----- Vert Horz Vert Horz Vert Horz Vert 2* A 0.9 1.1 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- -10.7 ----- -14.6 ----- 8.4 ----- 6.0 2* G 4.8 -5.0 0.0 0.0 0.0 0.0 -0.8 -6.3 3.1 -9.2 2* @15.3 0.0 -5.8 0.0 0.0 0.0 0.0 0.0 1.7 0.0 -16.0 Frame Col -Seis_Left- -Seis_Right -Seis_Long- ----Temp--- ----Rain--- Line ----- Line ------ Horz ----- Vert ----- Horz ----- Vert Horz Vert Horz Vert Horz Vert 2* A -1.6 -1.6 1.6 ----- 1.6 ----- -7.9 ----- -8.1 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 2* G -0.2 0.0 0.2 0.0 -1.1 0.0 0.0 0.0 0.0 0.0 2* @15.3 0.0 1.6 0.0 -1.6 0.0 8.1 .0.0 0.0 0.0 0.0 Frame Col F2PAT_LL_1 F2PAT_LL_2 Line ----- Line ------ Horz Vert Horz Vert 2* A ----- 0.0 ----- 2.8 ----- 3.6 ----- 1.2 2* G 0.0 0.0 -3.6 8.4. 2* @15.3 0.0 2.9 0.0 6.2 Page 24 Of 191 ----------------------------------------------------------------------=------- Frame Col ----Dead--- Collateral ----Live--- Floor -Live ­-Snow--- Line ----- Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 4 ------ A ----- 1.0 ----- 2.0 ----- 0.2 ----- 0.4 ----- 3.0 ----- 4.8 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 4 G -1.0 2.0 -0.2 0.4 -3.0 4.8 0.0 0.0 0.0 0.0 Frame Col -Snow Drift Slide -Snow Wind_Leftl Wind_Rightl Wind_Left2 Line Line Horz ----- Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 4 ------ -A 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- -6.8 ----- -9.7 ----- -2.6 ----- -6.8 ----- -5.8 ----- -6.5 4 G 0.0 0.0 0.0 0.0 .2 .6 -6.8 6.8 -9.7 1.6 -3.6 Frame Col Wind_Right2 -Wind Press -Wind Suct- Wind_Long1 W"ind_Long2 Line ----- Line ------ Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 4 A ----- -1.6 ----- -3.6 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- -2.9 ----- -9.0 ----- -3.6 ----- -7.2 4 G 5.8 -6.5 0.0 0.0 0.0 0.0 3.6 -7.2 2.9 -9.0 Frame Col -Seis_Left- -Seis_Right -Seis_Long- ----Temp--- ---=Rain--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 4 ------ A ----- -0.7 ----- -0.4 ----- 0.7 ----- 0.4 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 4 G -0.7 0.4 0.7 -O.A 0.0 0.0 0.0 0.0 0.0 0.0 2* Frame Lines:2 3 Endwall Column Reactions(k ) ----------------------------- Builcing Data Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz. ----- ---"- 1 B ----- 0.1 ----- -1.8 ----- 2.0 1 E ------------------------------------------------------------------------------ 0.1 .-3.7 4.1 Wind Wind Frame Col. Dead Press Suct Line Line Vert Horz Horz ----- ---- 4 F ----- 0.1 ----- -2.5 ----- 2.8 4 C 0.1 -2.9. 3.2 4 B ----------------------------------------------------------------7------------- 0.1 -0.9 1.0 --------------------=----------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A Seismic Design Report: 6/14/1, 4:30pm Builcing Data Page 25 Of 191 Code =IBC 15 Length = 66.00 ' Width = 58.00 Left Eave Height = 15.00 Right Eave Height = 15.00 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) = 0.244 T(Braced Frame) = 0.152 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 = 0.806 Zone/Design Category= D Ie = 1.000 S1 = 0.277 Shc = 0.341 Sds = 0.537 Seismic Dead Load, W -------------------- Frame Dead = 3.00 (psf ) Roof Dead, = 3.00 (psf ) i Collateral = 1.00 (psf ) Roof Total = 7.00 (psf ) Weight= 26.80 (k ) L_EW Dead = 3.00 (psf ) Weight= 1.52 (k ) F_SW Dead = 3.00 (psf ) Weight= 1.49 (k ) R_EW Dead 3.00 (psf ) Weight= 1.52 (k ) B_SW Dead = 0.00 (psf ) Weight= 0.00 (k ) Total = 31.31 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1654 W = 29.83 (k ) Force, V = 4.93 (k ) Force, E = 6.41 (k ) Wind Bents Back R = 3.50, Rho= 1.30 Cs = 0.1536 W = 36.39 (k ) - Force, V = 5.59 (k ) Force, E = 7.27 (k ) Page 26 Of 191 Rigid Frames 1.30 End Plates .Frame R = 3.50, Omega= 3.00 Wind Bent R = 3.50, Omega= 3.00 Total Base Shear Longitudinal Force, V = 5.59 (k ) Transverse Force, V 4.89 (k ) R = 3. 50, Rho= Cs = 0.1536 F=ame 1 W = 7.31 ( k ) Force, V = 1.12 (k ) Force, E = 1.46 (k ) Frame 2 W = 8.71 (k ) Force, V = 1.34 (k ) Force, E = 1.74 (k ) Frame 3 W = 7.11 (k ) Force, V = 1.09 (k ) Force, E = 1.42 (k ) 1.30 End Plates .Frame R = 3.50, Omega= 3.00 Wind Bent R = 3.50, Omega= 3.00 Total Base Shear Longitudinal Force, V = 5.59 (k ) Transverse Force, V 4.89 (k ) Page 27 Of 191 *------------------------------------ ------------------------------------------- - ------------------------------------------------------------------------------- *U17E0329A Sidewall Design Input 6/14%17 11:39am . *------------------------------------------------------------------- *( 1)JOBID: 1U17E0329A' ` *( 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' 'NAUS12 ' 'AISC10' '----' 'IBC '15'. 'CBC 16 'D ' *( 4)DESIGN CONSTANTS: * --- Strength _Factors-- Stress Ratio actors-- StressRatio ---Seismic--- * Girt Panel Wind Frame Brace 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 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 ly, '2' '31 ly, *( 8)BUILDING LAYOUT: *---------Build---------- ----- Left_Expand_EW----- ----- Right_Expand_EW---- * Type Width Length Use Opt Extend Offset Use Opt Extend Offset 'FF-' 58.0000 66.0000 'Y '-' 0.000 16.000 'Y '-' 0.000 16.000 *.( 9)SURFACE SHAPE: * No.. X_Coord Y_Coord Offset ` * Surf (ft) (ft) (in) 4 0.0000 15.0000 0.000 29.0000 19.8333 10.000 58.0000 15.0000 10.000 58.0000 0.0000 0.000 *(10)SIDEWALL BAY SPACING: * No.--- Bay_Set--- * Sets Width Quan 3 25.0000 1 16.0000 1 25.0000 1 ' *(11)WALL OPENINGS: Page 28 Of 191 * Bay Sill Base Set Panel Member—Select JambL/ JambR/ *No. Id Id Width Height Offset Type Height Elev Depth Opt Jamb Header Header Sill 5 2 1 20.0000 12.0000 2.5000 85 0.0000 0.000 0.000 'Y' 'CU' 'CU' '--------' -------- 3 '--------' 2 r 10.0000 -------- 12.0000 1.1667 85 0.0000 0.000 0.000 'Y' 'CU' 'CU' -------- 4 _ -------- 5.0000 7.5000 2.0000 '35 3.5000 0.000 0.000 'Y' 'CU' 'CU' r -------- '--------n 5 n '--------' -------- 3.0000 7.0000 9.0000 11 0.0000 0.000 0.000 'Y' 'CU' 'CU' '--------" '--------" --------" 6 '--------' _ '--------' 8.0000 -------- 7.5000 1 14.0000 35 3.5000 0.000 0.000 'Y' 'CU' 'CU' *(12)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 *(13)GIRT DESIGN: *Girt--Flange_Strap-- Set Set Max *Type Out In Space Depth Lap Space 'ZF' 'C' 'N' 10.0000 0.000 0.0000 7.5000 . *(14)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 2 7.5000 12.0000 *(15)SPECIAL GIRT: *--Bay_Id-- *No. Start End Height Type Rot Part Use 0 *(16)PANELS/GUTTERS: * Wall -----Gutter----- ------Insulation----- Stand Wall * Panel Use Type Width Use Thick Part Seam Liner 'CW6-80 '-' 'Y' 0.000 10' 4.000 '--------' '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 Page 29 Of 191 *(19)BASIC LOADS: * ---Deflection--- Wind * Basic Load Ratio Load ---Seismic--- * Wind Snow Wind Seis Factor Dead Coeff 22.4 1.00 0.43 1.00 0.60 3.00 0.0000 *(20)EDGE ZONE: " * Zone Col/ * Width Girt Panel Jamb 5.800 1.11 1.23 1.11 *(21)WIND PRESSURE/SUCTION: * Wind Wind' * Pressure 'Suction 19.6 -21.6 Girt/Header 24.2 - -26.2 Panel 19.5 -21.4 Jamb t 0.0 0.0 Parapet Girt *(22)GIRT LAPS: * Data ------Set 1------- -=----Set 2------- ---=--Set 3------- * Opt Sets Left Right Quan Left Right Quan' Left Right Quari 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 *(26)LOAD COEFFICIENT ADJUSTMENTS: ' * Zone Basic ---- Step _1--- ----Step_2--- *No. Id Load Area Coef Area Coef 0 *(27)DESIGN CODE OPTIONS: *No. Event Condition 0 * Code•files used: * CA_CBC.16 * EW. IBC.15 Version 4.0 ---------------------------------------------------------------------- U17EO329A Wall 2 - Design Code 6/14/17 11:39am, r STRUCTURAL CODE: 0 Design Basis WS - Working Stress Hot Rolled Steel AISC10 Cold Formed Steel NAUS12 BUILDING CODE: Wind Code Seismic Zone MODULUS OF ELASTICITY Hot Rolled Steel Cold Formed Steel CBC 16 (IBC 15) D 29000 (ksi ) 29500 (ksi ) Page 30 Of 191 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Wall 2 - Flush Girt Layout 6/14./17 11:39am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- GIRT LAYOUT Bay Girt ----Shear(k )--- Bay_Offset Id Design Calc Load --- Max -Load --- 1 Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- 1 ---- 1 ------ 7.500 -------- 082054 ----- 1.33 ----- 2.50 ------ 0.50 ------ 1.3 ----- 6.00 -- WP ---- 0.01 ------ Shear --- D 1.01 2 7.500 08ZO54 22.50 25.00 1.83 4.9 6.00 WS 0.04 Shear D 1.86 3 12.000 08CO60 1.33 25.00 23.00 67.7 3.67 WS 0.85 Moment U --- 2 ---- 4 ------ 7..500 -------- 08Z054 ----- 0.00 ----- 1.17 ------ 0.50 ------ 1.3 ----- 6.00 -- WP ---- 0.01 ------ Shear --- D 0.05 5 7.500 08Z054 11.17 16.00 4.17 11.0_ 6.00 WS 0.09 Shear D 3.74 6 12.000 08C060 0.00 16.00 15.33 45.2 3.67 WS 0.63 Moment U --- 3, ---- 7 ------ 7.500 -------- 08C075 ----- 0.00 ----- 23.67 ------ 23.00 ------ 84.7 ----- 6.00 -- WS ---- 0.92 ------ Moment --- U 8 12.000 082060 0.00 23.67 23.00 67.7 3.67 WS 0.98 Moment D GIRT INSIDE FLANGE BRACE: No._3raceiBay 1 2 3 0 0 0 GIRT STRENGTH: Bay Girt Load ----Shear(k )--- Id Id Id Calc Limit UC 1 1 WP 0.02 1.86 0.01 0.10 0.00 WS -0.02 1.86 0.01 1 2 WP .0.06 1.86 0.03 0.00 0.00 WS -0.07 1.86 0.04 1 3 WP 1.01 2.56 0.40 4.86 0.48 WS -1.17 2.56 0.46 2 4 WP -0.02 1.86 0.01 0.15 0.00 WS -0.02 1.86 0.01 2 5 WP -0.15 1.86 0.08 0.00 0.10 WS -0.16 1.86 0.09 2 6 WP 0.65 2:56 0.26 0.05 0.05 WS -0.72 2.56 0.28 3 7 WP 0.81 5.02 0.16 WP - 0.6Wind Pressure WS - 0.6Wind Suction" --Moment(f-k )-- Mom+ ---Deflect(in)-- Calc Limit UC Shear Calc Limit UC. 0.00 4.41 0.00 0.00 0.00 0.10 0.00 0.00 4.41 0.00 0.00 0.00 0.10 0.00 -0.03 4.41 0.01 0.00 0.00 0.24 0.00 0.03 3.44 0.01 0.00 0.00 0.24 0.00 -2.32 4.86 0.48 0.47 -0.42 3.07 0.14 2.59 3.03 0.85 0.52 0.47 3.07 0.15 0.00 4.41 0.00 0.00 0.00 0.10 0.00 0.00 4.41 0.00 0.00 0.00 0.10 0.00 -0.15 4.41 0.03 0.05 0.00 0.56 0.00 0.17 3.37 0.05 0.05 0.00 0.56 0.00 -2.13 4.86 0.44 0.44 -0.14 2.04 0.07 2.35 3.74 0.63 0.48 0.16 2.04 0.08 -4.70 6.34 0.74 0.55 -0.62 3.07 0.20 WS 0.94 5.02 0.19 5.22 5.70 0.92 3 8 WP 0.50 2.56 0.19 -2.85 5.20 0.55 WS 0.57 2.56 0.22 3.16 3.24 0.98 WP - 0.6Wind Pressure WS - 0.6Wind Suction UNBRACED LENGTH: Page 31 Of 191 0.61 0.69 3.07 0.22 0.42. -0.48 3.07 0.16 0.47 0.54 3.07 0.17. STRENGTH/DEFLECTION: Open Load ----Shear(k )---- -----Moment(ft,f-k )---- Mom+ Deflect(in) Reduction Bay Girt Limit ----Minor--- ----Cb---- Calc --Moml/Mom2- UC Factor Calc Id --- Id ---- Major ----- Top Bot ----- ----- Top ----- Bot ----- Top ----- Bot ----- Top ---- Bot ---- 1 1 0.50 1.00 0.50 1.00 1.14 1.00 1.00 0.00 0.62 1 2 1.83 1.00 1.83 1.00 1.14 1.00 1.00 0.00 0.62 1' 3 23.00 1.00 20.00 1.00 1.07 1.00 0.44 0.00 0.62 2 4 0.50 1.00 0.50 1.00 1.14 1.00 1.00 0.00 0.62 2 5 4.17 1.00 4.17 1.00 1.14 1.00 1.00 0.00 0.62 2 6 15.33 1.00 10.00 1.00 1.31 1.00 0.25 0.00 0.62 3 7 23.00 1.00 3.00 1.00 1.02 1.00 0.94 0.00 0.62 3 8 23.00 1.00 23.00 1.00 1.14 1.00 1.00 0.00 0.62 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1.61 Wall 2 - Partial Wall/Wainscot 0.33 Jamb 1.60 6/14/17 11:39am LAYOUT: 0.11 2.56 0.04 3.75 -0.21 4.33 0.05 0.00 Open Bay WS -0.12 Load 0.05 3.75 0.23 4.06 Id Id Locate Part Length JambR Width Weight 2.56 0.04 3.75 ---- 2 --- 1 ------ Jambl, -------- ------ F08CO60 12.00 ----- 10.00 ------ 35.3 WS -0.12 2.56 0.05 3.75 JambR F08C060 12.00 10.00 35.3 1.00 3 2 JambL F08CO60 12.00 5.00 35.3 JambR F08CO60 12.00 5.00 35.3 4 3 JambL F08C060 7.50 2.50 22.1' JambR F08C060 7.50 2.50 22.1 Sill F08C060 5.00 1.75 14.7 5 3 JambL F08C060 7.50 1.50 22.1 JambR F08CO60 7.50 1.50 22.1 6 3 JambL F08C060 7.50 4.00 22.1 JambR F08C060 7.50 4.00 22.1 Sill F08CO60 8.00 1.75 23.6 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 ----- -0.75 ------ 2.56 ---- 0.29 ----- 6.27 ------ -2.30 ------ - 4.39 ---- 0.52 ----- 0.46 ----- -0.10 ----- 1.60 WS' .0.86 2.56 0.34 6.29 2.63 4.31 0.61 0.53 0.12 1.60 JambR WP -0.75 2.56 0.29 6.27 -2.30 4.39 0.52 0.46 -0.10 1.60 WS 0.83 2.56 0.32 6.27 2.53 4.31 0.59 0.50 0.12 1.60 3 JambL WP 0.22 2.56 0.09 3.75 -0.41 4.33 0.09 0.00 -0.01 1.00 WS -0.24 2.56 0.09 3.75 0.45 4.06 0.11 0.00 0.01 1.00 JambR WP -0.46 2.56 0.18 7.07 -1.46 4.44 0.33 0.00 -0.06 1.60 WS 0.50 2.56 0.20 7.07 1.61 4.31 0.37 0.33 0.07 1.60 4 JambL WP 0.11 2.56 0.04 3.75 -0.21 4.33 0.05 0.00 0.00 1.00 WS -0.12 '2.56 0.05 3.75 0.23 4.06 0.06 0.00 0.00 1.00 JambR WP 0.11 2.56 0.04 3.75 -0.21 4.33 0.05 0.00 0.00 1.00 WS -0.12 2.56 0.05 3.75 0.23 4.06 0.06 0.00 0.00 1.00 Sill WP 0.05 2.56 0.02 2.50 -0.06 4.86 0.01 0.00 WS 0.06 2.56 0.02 2.50 0.07 4.06 0.02 5 JambL WP 0.07 2.56 0.03 3.75 -0.12 4.33 0.03 0.00 WS -0.07 2.56 0.03 3.75 0.14 4.06 0.03 JambR WP 0.07 2.56 0.03 3.75 -0.12 4.33 0.03 7.50 WS -0.07 2.56 0.03 3.75 0.14 4.06.0.03 JambR 6 JambL WP 0.18 2.56 0.07 3.75 -0.33 4.33 0.08 7.50 WS -0.19 2.56 0.08 3.75 0.36 4.06 0.09 Jambe. WP 0.18 .2.56 0.07 3.75 -0.33 4.33 0.08 5.00 WS -0.21 2.56 0.08 3.75 0.39 4.06 0:10 Sill WP 0.08 2.56 0.03 4.00 -0.16 4.86 0.03 7.50 WS -0.09 2.56 0.04 4.00 0.19 4.06 0.05 WP - 0.6Wind Pressure WS - 0.6Wind Suction UNBRACED LENGTHS: Page 32 Of 191 0.00 0.00 0.67 0.00 0.00. 0.67 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 -0.01 1:00 0.00 0.01 1.00 0.00 -0.01 1.00 0.00 0.01 1.00 0.00 0.00 1.07 0.00 0.00 1.07 JAMB/GIRT --AYOUT: Support Bot Top Open Load Open Load Available Open Bot Top ----- ----- Id' -----Minor--:- ------Cb------ (ft) ReductionFactor ---- 2 Id Member Major Outside Inside Outside Inside Outside Inside 2 JambL 12.00 7.50 7.50 1.20 1.20 0.00 0.00 JambR 12.00 7.50 7.50 1.20 1.20 0.00 0.00 3 JambL 7.50 7.50 7.50 1.14 1.14 0.00 0.00 Base JambR 12.00 7.50 7.50 1.26 1.26 0.00 0.00 4 JambL 7.50 7.50 7.50 1.14 1.14 0.00 0.00 JambR 7.50 7.50 7.50 1.19 1.14 0.00 0.00 Sill 5.00 1.00 5.00 1.14 1.14 '0.00 0.62 5 JambL 7.50 7.50 7.50 1.14 1.14 0.00 0.00 JambR 7.50 7.50 7.50 1.14 1.14 0.00 0.00 6 Jamb 7.50 7.50 .7.50 1.14 1.14 0.00 0.00 JambR 7.50 7.50 7.50 1.14 1.14 0.00 0.00 Sill 8.00 1.00 8.00 1.14 1.14 0.00 0.62 JAMB/GIRT --AYOUT: JAMB/GIRT LOADING: Support Bot Top Open Load Open Load Girt Girt Bot Top ----- ----- Id' Member (ft) (ft) Interior-Girt-Locations(ft) ---- 2 ------ JambL ----- Base ----- 12.00 --------------- ----------- 7.500 JambR WP JambR Base 12.00 7.500 3 JambL Base 12.00 JambR Base 12.00 7.500 4 JambL Base 7.50 Jamb:R Base 7.50 5 JambL Base 7.50 JambR Base 7.50 6 JambL Base 7.50 JambR Base 7.50 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 0.73 0.75 -0..117 -0.08 WS -0.84 -0.86 0.133 0.10 JambR WP 0.73 0.75 -0.117 -0.08 WS -0.81 -0.83 0.128 0.09 Page 33 Of 191 3 JambL WP 0.22 0.22 -0.059. WS -0.24 -0.24 0.064 JambR WP 0.41 0.46 -0.059, -0.17 WS -0.45 -0.50 0.064 0.18 4 JambL WP 0.11 0.11 -0.029 WS -0.12 -0.12 0.032 JambR WP 0.11 0.11 -0.029 WS -0.12 -0.12 0.032 5 JambL WP 0.07 0.07 -0.018 WS -0.07 -0.07 0.019 JambR WP 0.07 0.07 -0.018 WS -0.07 -0.07 0.019 6 JambL WP 0.18 0.18 -0.047 WS -0.19 -0.19 0.051 JambR WP 0.18 0.18 -0.047 WS -0.21 -0.21 0.055 JAMB MOMENTS: Open Load-Max(ft,f-k )- Id Member Id Locate Moment Moment At Girt Locations(f-k ) ---- ------ ---- ------------- ---------------------------------------- 2 JambL WP 6.27 -2.30 -2.21 WS 6.29 2.63 2.54 JambR WP 6.27 -2.30 -2.21 WS 6.27 2.53 2.43 3 JambL WP 3.75 -0.41 0.00 WS 3.75 0.45 0.00 JambR WP 7.07 -1.46 -1.46 WS 7.07 1.61 1.60 4 JambL WP 3.75 -0.21 WS 3.75 0.23 JambR WP 3.75 -0.21 WS 3.75 0.23 5 JambL" WP 3.75 -0.12 WS 3.75 0.14 JambR WP 3.75 -0.12 WS 3.75 0.14 6 JambL WP 3.75 -0.33 WS 3.75 0.36 JambR WP 3.75 -0.33 WS 3.75 0.39 U17E0329A Wall 2 - Panel Design (Bay 3) 6/14/17 11:39am PANEL DATA: Rotation Panel Bay Part Type Gage Yield Stiffness Height ----------- ---- ----- -------------- ------ 3. CW6-80 CW 26.00 80.0 0.44 14.83 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft) --------- Span ---- ---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 76.7 181.1 0.42 -67.3 134.7 0.50 -0.1 1.50 0.11 WS -102..2 134.7 0.76 89.7 181.1 0.50 0.2 1.50 0.15 2 7.50 12.00 WP 76.7 181.1 0.42 -4.9 134.7 0.04 0.0 0.90 0.01 Page 34 Of 191 WS •-102.2 134.7 0.76 6.5 181.1 0.04 -0.0 0.90 0.02 3 12.00 14.83 WP 4.6 181.1 0.03 -12.3 134.7 0.09 -0.0 0.57 0.01 WS -6.2 134.7 0.05 16.4 181.1 0.09 0.0 0.57 0.01 WP - 0.6Wind Pressure WS - 0.6Wind Suction -----------------------------------------------------=-------------------------- -------------------------------------------------------------------------------- U17E0329A Wall 2 - Weight Summary 6/14/17 11:39am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Girts = 283.87 Jambs/Headers = 312.17 596.04 U17E0329A Wall 2 - Warning Summary 6/14/17 11:39am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- No Warnings Page 35 Of 191 *--------------------------------------------------------------------=- *-U17E0329A Sidewall Design Input 6/14/17 11:39am ------------ ----------------------------------------------------------------------------- *( 1)JOBID: 'U17E0329A' *( 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' 'N' 'N' 1.00 *( 3)DESIGN CODE: ti *Design---Steel-Code --- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUS12 ','AISC10' '----' 'IBC '15' 'CBC 16 'D ' *( 9)DESIGN CONSTANTS: * --- Strength-Factors-- Stress Ratio trength_Factors-- StressRatio ---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 92.0 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 lye '2' .3. Y, *( 8)BUILDING LAYOUT: *---------Build---------- ----- Left_Expand_EW----- --- Right_Expand_EW---- * Type Width Length Use Opt Extend Offset Use Opt Extend Offset 'FF-' 58.0000 66.0000 'Y '-' 0.000 16.000 'Y '-' 0.000 16.000 *( 9)SURFACE SHAPE: * No. X_Coord Y Coord- Offset * Surf (ft) (ft) (in) 4 0.0000 15.0000 0.000 29.0000 19.8333 10.000 58.0000 15.0000 10.000 58.0000 0.0000 0.000 *(10)SI'DEWALL BAY SPACING: * No.--- Bay_Set--- * Sets Width Quan 3 25.0000 1 16.0000 1 25.0000 1 *(11)WALL OPENINGS: 0 Page 36 Of 191 * Bav Sill Base Set Panel Member -Select JambL/ JambR/ . *'No. Id Id Width Height Offset Type Height Elev Depth Opt Jamb Header Header Sill 0 *(12)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 *(13)GIRT DESIGN: *Girt--Flange_Strap-- Set Set Max *Type Out In Space Depth Lap Space 'ZF' 'C' 'N' 10.0000 0.000 0.0000 7.5000 *(14)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'y' 2 7.5000 12.0000 *(15)SPECIA- GIRT: *--Bay_Id-- *No. Start End Height Type Rot Part Use 0 *(16)PANELS/GUTTERS: * Wall r -----Gutter----- ------Insulation----- Stand Wall * Panel Use Type Width Use Thick Part Seam Liner 'CW6-80 ' '-' 'y' 0.000 10' 4.000 '--------' 'N' '--------' *(17)FACIA/?ARAPET: * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(18)FACIA/?ARAPET GIRTS: *Ext----To-D---- --Interior- ---Gutter-----Back-Papel--- 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 22.4 1.00 0.43 1.00 0.60 0.00 0.0000 *(20)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 5.800 1.11 1.23 1.11 *(21)WIND PRESSURE/SUCTION: * Wind Wind Pressure Suction 19.6 -21.6 Girt/Header 24.2 -26.2 Panel 19.5 -21.4 Jamb 0.0 0.0 Parapet Girt Page 37 Of 1.91 *(22)GIRT LAPS: * Data '=-----Set 1------- ------Set 2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan �. _0 *(23)GIRT STRAPS: * 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 1 3 'WB' 0.5000 15.0000 *(26)LOAD COEFFICIENT ADJUSTMENTS: * * Zone Basic ---- Step_l---- ----Step_2--- *No. Id Load Area Coef Area Coef 0 *(27)DESIGN CODE OPTIONS: *No. Event Condition 0 * Code files used: * CA_CBC.16 ; * EW IBC.15 Version 4.0 U17E0329A Wall 4 - Design Code 6/14/17 11:39am STRUCTURAL CODE: Design Basis WS -.Working Stress Hot Rolled"Steel AISC10 Cold Formed Steel NAUS12 BUILDING CODE: Wind Code CBC 16 (IBC 15) Seismic Zone D F MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U17E0329A Wall 4 - Weight Summary 6/14/17 11:39am� Girts = 0.00 Jambs/Headers = 0.00 a Page 38 Of 191 0.00 -------------------------------------------------=-----------------------------= -------------------------------------------------------------------------------- U17E0329A Wall 4 - Warning Summary 6/14/17 11:39am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- No Warnings a .s Page 39 Of '191 *U17E0329A Endwall Design Input: 6/14/17 11:39am *( 1)JOBID: , 'U17E0329A' *( 2)PROGRAM OPTIONS: * EW Run Run Run Run * Id Col/Raf Girt Brace Panel '1L' IV 'Y' lV' '' I V � . Al1 - *( 3)DESIGN CODE: *Design --- Steel -Code --- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone '.WS' 'NAUS12. ' 1AISC10' ' ----' 'IBC ' '15' 'CBC 16 ' '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: * 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: * -----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 IV B I V 1 2 1 '3' V V1 IV B *( 8)BUILDING LAYOUT: 1 1 *Build Build Build ----------- Expand _EW---------- --Roof_Bay-- Frame * Type Width Length Use Opt Extend Offset Flange No. Width Recess. 'FF-' 58.0000 66.0000 1Y ' '-' 0.000 16.000 5.000 3 25.0000 1.3333 *( 9)SURFACE SHAPE: * No.' X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 15.0000 0.000 29.0000 19.8333 10.000 58.0000 15.0000 10.000 58.0000 0.0000 0.000 *(10)BAY SPACING: * No.---Bay_Set--- *Sets Width Quan 3 16.3333 1 20.6667 1 21.0000 1 *(11)WALL OPENINGS: Bay Sill Base Set Panel Page 40 Of 191 Member Select JambL/ JambR/ - *No. Id Id Width Height Offset .Type Height Elev Depth Opt Jamb Header Header Sill 1 1 1 16.3333 0.0000 0.0000 4 0.0000 0.000 0.000 'Y' 'CO' 'CU' *(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 *(14)WIDE OPENING HEADER LOCATION: 4. *-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 *Depth Length 'N' 60.000 *(17)COLUMN PART & ELEVATION: * ---Base--- *No. Id Type Part Opt Rot 6epth Elev' Opt 4 1 ' '--------' '-' '-' 0.000 0.000 -' 2 'CDRW' '--------' '-' '-' 0.000 0.000 3 - 'CDRW' '--------' '-' '-' 0.000 0.000 -' 4 '--------' '-' 0.000 0.000 -' *(18)COLUMN SPLICES: * Col * No. Id Locate Type 0 *(19)RAFTERS: *Rafter Flange * Same Brace 'Y' 'Y' *(20)RAFTER PART: Surf *No. Id Type Part Depth 2 2 'CDRW' '--------' 0.000 3 'CDRW' '--------' 0.000 *(21)RAFTER SPLICES: Page 41 Of 191 * Surf * No. Id Locate Type Opt 3 2 0.0000 '--' '.-' 3 0.0000 'M ' '-' 3 29.4000 '--' '-' *(22)GIRT DESIGN: *Girt--Flange_Strap-- --Depth-- Set Max Rafter *Type Out In Space Offset Project Set Opt Lap Space Attach 'ZF' 'C' 'N' 10.0000 0.000 0.000 0.000 'W' 0.0000 7..5000 'Y' *(23)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' , 2 7.5000 12.0000 *(24)SPECIAL GIRT: *--Bay_Id-- *No: Start End Height Type Rot Part Use 1 2 2 15 'ZF' 'D' '-' '-' *(25)SIDEWALL GIRT: *Wall Girt No. Girt * Id Type Depth Offset Project Girt Location 2 'ZF' 8.000 0.000 0.000 2 7.5000 12.0000 4 'ZF' 0.000" 0.000 0.000 0 *(26)ROOF PURLINS: *Surf Surf No. Peak No.-Purlin_Set- * Id Ext Purlin Space Sets Space Quan 2 0.000 6 1.3333 1 5.0000 6 3 0.000 6 1.3333 2 5.0000 5 3.0667 1 *(27)PANELS: * Wall Liner ------Insulation------Open_Bay- * Panel Panel Use Thick Part F SW B SW 'CW6-80 ' '-------- ' 10' 4.000 '--------' 'N' lye *(28)RIGID FRAME: *Frame InteriorColumn *Type Type No. Locate 'RF -' 0 *(29)WALL FRAMING OPTIONS: *Panel Diagonal Brace EW Brace To Frame *Shear Bracing Option. Height Left Right 'N' 'N' --' 0.0000 15.8333 47.0000 *(30)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 72.8 'R 0 *(31)WALL BRACING ATTACHMENT No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Heigh- 0 *(32)EAVE EXTENSION: Page 42 Of 191 *Wall No. Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(33)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 *(34)FACIA/PARAPET . *Wall No. Ext Fac Bay_Id---- Attach _ Beam ---- ---Facia/Parapet--- Edge_Extend Ext * Id. Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12.) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 *(35)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior----Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(36)ADJACENT BUILDING: *Wall No. Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(37)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 *(38)BASIC LOADS: * * Dead Collat Live * Load Load Load 3.0 1.0 19.9 *(39)EDGE ZONE: * Zone * Width Girt Panel 5.800 1.11 1.23 ---Deflection--- Wind Snow Rain Basic Load. Ratio Load Load Load Wind Snow Wind Seis Factor 0.0 0.0 22.4 1.00 0.43 1.00 0.60 Col/ Jamb .1. 11 *(4O)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion Forces *Dead Girt Load Wind Seismic 3.0 0.0000 1.18 12.32 5.93 *(41)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 *(42)WIND PP.ESSURE/SUCTION: * Wind Wind * Press Suct 19.6 -21.6 Column 19.6 -21.6 Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 Panel 42.4 -33.1 Parapet Girt 33.6 -22.4 Transv Bracing, Facia/Parapet *(43)WIND COEFFICIENTS: Page 43 Of 191 C * 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 0.42 -0.62 0.78 -0.26 0.49 -0.73 -0.65 -0.65 0.00 2 -1.14 -0.71 -0.78 -0.35 -1.14 -0.71 -1.14 -0.66 0.00 3 -0.71 -1.14 -0.35 -0.78 -0.71 .1.14 -0.66 -1.14 0.00 4 -0.62 0.42 -0.26 0.78 -0.73 0.49 -0.65 -0.65 '0.00 *(44)COLUMN DESIGN LOADS: *-Load- ---Live----Add _Snow-' Wind"l 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, ' 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 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 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 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 Page 44 Of 191 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 1.00 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 1.001.00 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 6.00 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 I 51 0.60 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 0.70 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 -0.70 0- 0.00. 54 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 0.00 0 0.00 55 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 0.00 0 0.00 56 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 0.52 0 0.00 57 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 -0.52 0 0.-00` 58 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 0.00 0 0.00 .59 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 0.00 0 0.00 60 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 0.70 0 0.00 61 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 -0.70 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 0.70 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 -0.70 0.00 0 0.00 . *(45)COLUMN DESIGN LOADS: Deflection Page • 45 Of 191. 0.00 0'00. 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *-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 27 64 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 65 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 66 0.00 0.00 1.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0 0.00 67 .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 0.00 0 0.00 68 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 0.00 0 0.00 69 1.00 0.00 0.00 0.00 '0.'00 0.00 •0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 70 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 0.00 0 0.00 71 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 •0.00 0 0.00 , 72 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 '0.00. 0.00 0.00 0 0.00 73 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 74 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 1.00 0.00 0.00 0 0.00 75 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 76 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 77 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 Page 46 Of 191 *(46)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 32 1 1.00 1.00 1.20 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 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 0.90 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 0.90 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 0.90 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 0.90 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 0.90 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 0.90 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 78 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 79 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 80 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 81 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 82 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 83 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 84 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 85 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 86 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 87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 90 0.00 0.00 0.00 0.00 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 *(46)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 32 1 1.00 1.00 1.20 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 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 0.90 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 0.90 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 0.90 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 0.90 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 0.90 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 0.90 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 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '10.00 17 0.60 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 0.60 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 20 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 21 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.70 22 1.08 1.0.8 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 23 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.70 0.00 24 1..08 1.08 0.00 0.00 0.00 0.00 0.00 -0.70 0.00- 25 1.06 1.06 0.00 0.00 0.00 0.00 0.00, 0.00 0.52 26 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 27 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.52 0.00 28 1.06 1.06 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 29 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 30 0.52 0.00 0.0'0 0.00 0.00 0.00 0.00 0.00 -0.70 31 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 32 0.52-0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 t Page 47 Of 191 0.00 0.00. 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 0.00 0:00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.60 0 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1/ 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 -•0.00 0.00 0 00 0.00 0.00 0.00 0.00 , 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0=00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0:00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0 0.00 *(47)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 20 33 1.00 1.00 1.20 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 0.00 0.00 1.20 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 0.00 36 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 .0.00 0 0.00 37 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.:00 0.00 1.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0 0.00 38 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 0.00 0 0.00 39 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 0.00 0 0.00 40 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 0.00 0.00 0.00 0.70 0 0.00 - Page 48 Of 191 *(48)ERACING 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 S-sct Long Tran Id Coef 44 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 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 10. 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.95 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 _4 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 _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 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0100 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 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 0.00 0.00 0.00 -0.70 0 0.00 43 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 44 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 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 0.00 0.00 0.00 0.52 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 0.00 0.00 0.00 -0.52 0 0.00 47 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 48 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 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 0.00 0.00 0.00 0.70 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 0.00 0.00 0.00 -0.70 0 0.00 51 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 52 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 *(48)ERACING 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 S-sct Long Tran Id Coef 44 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 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 10. 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.95 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 _4 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 _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 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 16 1.00 1.00 0.75 0.00 0.00 0100 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 Page 49 Of 191 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 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 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 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 0.010 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 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 1.08 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 36 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 37 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0'0 0.00 0.00 0.00 0.00 0.52 0 0.00 38 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 39 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 40 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 41 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 42 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 43 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 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 *(49)AUXILIARY LOADS: * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef Page 50 Of 191 0 *(50)ADDITIONAL LOADS: * No. Add Loc Basic Load FX FY Mom X 'Y ..Conc * Add Id --d Load Type W1 W2 Co DL1 DL2 ..Unif 0 *(51)GIRT LAPS: * Data ------Set 1------- --=--- Set -2 ------ ------Set 3------- * Opt Sets Left Right Quan Left Right-Quan Left Right Quan 0 *(52)GIRT STRAPS: * Data --- Set _1--- --- Set _2--- --- Set _3--- --- Set _4 --- *Opt Sets, Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 *(53)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 *(54)BEAMS: *No. Bay *Beam Id Use Offset Height 0 *(55)STEP LOAD COEFFICIENTS: * Basic Location No.----Step_1--- ---- Step -2--- ---.-Step_3--- *No. Load Use Id. Step Locate" Coef Locate Coef Locate Coef 6 'WINDLI' '-' 2 2 29.0000 1.000 29.4000 0.619 'WINDRI' '-' 3 2 0.4000 0.619 29.4000 1.000 'WINDL2' 'R' 2 2 29.0000 1.000 29.4000 0.443 'WINDR2' 'R' •3 2 0.4000 0.443 29.4000 1.000. 'WINDL2' 'C' 2 2 29.0000 1.000 29.4000 0.619 'WINDR2' 'Cl 3 2 0.4000 0.619 29.4000 1.000 *(56)ADDITIONAL COLUMNS: *No. Id Locate Type Rot Opt Part Elev 0 ) *(57)RIGID FRAME COORDINATES: *Frame Frame * Id Type No. X_Coord Y_Coord 1 'RF' 7 0.9792 0.0000 1.4375 13.0113 12.1707. 14.9692 29.0000 17.8585 45.8293" 14.9692 56.5625 13.0113 57.0208 0.0000 *(58)LOAD COEFFICIENT ADJUSTMENTS: * * Zone Basic ---- Step _1--- ----Step_2--- *No. Id Load Area Coef Area Coef 0 *(59)DESIGN CODE OPTIONS.: Page 51 Of 191 *No. Event' Condition 0 ' *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * * Code files used: " * CA_CBC.16 * EW IBC.15 Version 4.0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Wall 1 - Design Code 6/14/17 11:39am ' STRUCTURAL CODE: Design Basis WS - Working Stress ' Hot Rolled Steel AISC10 Cold'Formed Steel NAUS12 BUILDING CODE: Wind Code CBC 16 (IBC 15) Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) -------------------------------------------------------------------------------- U17E0329A Wall 1 - Column ---------------------------------------------------------------------=---------- -------------------------------------------------------------------------------- & Rafter Design 6/14/17 11:39am •MEMBER SIZES: Member Member--Web_Size-- -Flange_Size Member Member ----Max Load---- Id Locate Part Depth, Thick Width Thick Length Weight Id UC Report ------ ----------------- ----- ----- Co1.1 0.0 ----- ----- ------ ------ --- ----------- Co12 16.3 W08S075 8.00 14ga 3.63 14ga 16.7 70.0 5 0.73 Mom+Axl Co13 37.0 W08S105 8.00 12ga 3.63 12ga 17.5 102.6 5 1.00 Mom+Axl Co14 58.0 f Total= 172.7 DESIGN ACTIONS/STRENGTH: Load ---Axial(k )-- ---Shear(k )-- -Moment(f-k )- Id Id Calc Limit ----- ---- Calc Limit Calc Limit ------ ------ Co12 1 0.07 13.74 ------ 0.00 ------ 5.02; ------ 0.00 ------ 7.10 Co12 2 0.07 13.74 0.00 5.02 0.00 7.10 Co12 3 0.07 13.74 0.00 5.02 0.00 7.10 Co12 4 0.07 13.74 1.02 5.02 -4.24 6.45 . Co12 5 0.07 13.74 -1.12 5.02 4.67 6'.45 'Co12 6 0.07 13.74 1.02 5.02• -9.24 6.45 Co12 7 0.07 13.74 -1.12 5.02, 4.67 6.45 Co12 8 0.07 13.74 1.02 5.02 -4.24 6.45 Page 52 Of 191 Co12 9 0.07 13.74 -1.12 5.02 4.67 6.45 Co12 10 0.07 13.74 1.02 5.02 -4.24 6.45 Co12 11 0.07 13.74 -1.12 5.02 4.67 6.45 Co12 12 0.07 13.74 1.02 5.02 -4.24 6.45 Co12 13 0.07 13.74 1.02 5.02 -4.24. 6.45 Co12 .14 0.07. 13.74 -1.12 5.02 4.67, 6.45 Co12 15 0.07 13.74 -1.12 5.02 4.67 6.45 Co12 16 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 17 0.07 13.74 -0.84 5.02 3.50 6.45 Co12 18 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 19 0.07 13.74 -0.89. 5.02 3.50 6.45 Co12 20 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 21 0.07 13.74 -0.84 5.02 3.50 6.45 Co12 22 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 23 0.07 13.74 -0.84 5.02 3.50 6.45 Co12 24 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 25 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 26 0.07 13.74 -0.84 5.02 3.50 6.45 Co12 27 0.07 13.74 -0.84 5.02 3.50 6.45 Co12 28 0.07 13.74 0.76 5.02 =3.18 6.45 Co12 29 0.07 13.74 -0.84 5.02 3.50 6.45 Co12 30 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 31 0.07 13.74 -0.84 5.02 3.50 6.45 Co12 32 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 33 0.07 13.74 -0.84 5:02 3.50 6.45 Co12 34 0.07 13.74 0.76 5.02 _ -3.18 6.45 Co12 35 0.07 13.74 -0.84 5.02 3.50 .6.45 Co12 36 0.07 13.74 0.76 5.02 -3.18 6.45 Co12 37 0.07 13.74 0.76 5.02 -3.18 6.95 Co12 38 0.07 13.74 -0.84 5.02 3.50 .6.45 Cc12 39 0.07 13.74 -0.84 5.02 3.50 6.45 .Ccl2 40 0.04 13.74 1.02 5.02 -4.24 6.95 Co12 41 0.04 13.74 -1.12 5.02 4.67 6.45 Co12 42 0.04 13.74 1.02 5.02 -4.24 6.45 Co12 43 0.04 13.74 -1.12 5.02 4.67 6.45 Co12 44 0.04 13.74 1.02 5.02 -4.24 6.45 Co12 45 0.04 13.74 -1.12 5.02 4.67 6.45 Co12 46 0.04 13.74 1.02 5.02 -4.24 6.45 Co12 47 0.04 13.74 -1.12 5.02 4.67 6.45 Co12 48 0.04 13.74 1.02 5.02 -4.24 6.45 Co12 49 0.04 13.74 1.02 5.02 -4.24 6.45 Co12 50 0.04 13.74 -1.12 5.02 4.67 6.45 Co12 51 0.04 13.74 -1.12 5.02 9.67 6.45 Cc12 52 0.08 13.74 0.00 5.02 0.00 7.10 Cc12 53 0.08 13.74 0.00 5.02 0.00- 7.10 Cc12 54 0.08 13.74 0.00 5.02 0.00 7.10 Cc12 55 0.08 13.74 0.00 5.02 0.00 7.10 Cc12 56 0.07 13.74 0.00' 5.02 0.00 7.10 ' Cc12 57 0.07 13.74 0.00 5.02 0.00 7.10 Cc12 58 0.07 13.74 0.00 5.02 0.00 7.10 Cc12 59 0.07 13.74 0.00 5.02 0.00 7.10 Cc12 60 0.04 13.74 0.00 5.02 0.00 7.10 Cc12 61 0.04 13.74 0.100 5.02 0.00 7.10 Cc12 62 0.04 13.74 0.00 5.02 0.00 7.10 Co12 63 0.04 13.74 0.00 5.02 0.00 7.10 Co13 1 0.10 .22.78 0.00 12.17 0.00 10.59 Co13 2 0.10 22.78 0.00 12..17 0.00 10.59 Cc13 3 0.10 22.78 0.00 12.17 0.00, 10.59 Co13 4 0.10 22.78 2.14 12.17 -9.36 10.32 Co13 5 0.10 22.78 -2.36 12.17 10.32 10.32 STRENGTH RATIO: Page 53 Of 191 Co13 6 0.10 22.78 2.14 12.17 -9.36 10.32 Co13 7 0.10 22.78 -2.36 12.17 10.32 10.32 Co13 8 0.10 22.78 2.14 12.17 -9.36 10.32 Co13 9 0.10 22.78 -2.36 12.17 10.32 10.32 Co13 10 0.10 22.78 2.14 12.17 -9.36 10.32 Co13 11 0.10 22.78 -2.36 12.17 10.32 10.32 Co13 12 0.10 22.78 2.14 12.17 -9.36 10.32 Co13 13 0.10 22.78 2.14 12.17 -9.36 10.32 Co13 14 0.10 .22.78 -2.36 12.17 10.32 10.32 Co13 15 0.10 22.78 -2.36 12.17 10.32 10.32 Co13 16 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 17 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 18 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 19 0.10 22.78 -1.77 12.17 .7.74 10.32 Co13 20 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 21 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 22 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 23 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 24 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 25 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 26 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 27 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 28 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 29 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 30 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 31 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 32 0.10 22.78 1.61 12.17 --7.02 10.32 Co13 33 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 34 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 35 0.10 22..78 -1.77 12.17 7.74 10.32 Co13 36 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 37 0.10 22.78 1.61 12.17 -7.02 10.32 Co13 38 0.10 22.78 -1.77 12.17 7.74 10.32 Col3 39 0.10 22.78 -1.77 12.17 7.74 10.32 Co13 40 0.06 22.78 2.14 12.17 -9.36 10.32 Co13 41 0.06 22.78 -2.36 12.17 10.32 10.32 Co13 42 0.06 22.78 2.14 12.17 -9.36 10.32 C613 43 0.06 22.78 -2.36 12.17 10.32 10.32 Co13 44 0.06 22.78 2.14 12.17 -9.36 10.32 Co13 45 0.06 22.78 -2.36 12.17 10.32 10.32 Co13 46 0.06 22.78 2.14 12.17 -9.36 10.32 Co13 47 0.06 22.78 -2.36 12'.17 10.32 10.32 Co13 48 0.06 22.78 2.14 12.17 -9.36 10.32 Co13 49 0.06 22.78 2.14 12.17 -9.36 10.32 Co13 50 0.06 22.78 -2.36 12.17 10.32 10.32 Co13 51 0.06 22.78 -2.36 12.17 10.32 10.32 Co13 52 0.11 22.78 0.00 12.17 0.00 10.59 Co13 53 0.11 22.78 0.00 12.17 0.00 10.59 Co13 54 0.11 22.78 0.00 12.17 0.00 10.59 Co13 55 0.11 22.78 0.00 12.17 0.00 10.59' Co13 56 0.11 22.78. 0.00 12.17 0.00 10.59 Co13 57 0.11 22.78 0.00 12.17 0.00 10.59 Co13 58 0.11 22.78 0.00 12.17 0.00 10.59 Co13 59 0.11 22.78 0.00 12.17 0.00 10.59 Co13 60 0.05 22.78 0.00 12.17 0.00 10.59 Co13 61 0.05 22.78 0.00 12.17 0.00 10.59 Co13 62 0.05 22.78 0.00 12.17 0.00 10.59 . Co13 63 0.05 22.78 0.00 12.17 0.00 10.59 STRENGTH RATIO: Page 54 Of 191 Load Axial+ Shear+ Control Id Id Axial Shear Moment Moment Moment UC ----- Co12 ---- 1 ----- d.01 ----- 0.00 ------ 0.00 ------ 0.01 ------ ------- 0.01 Co12 2 0.01 0.00 0.00 0.01 0.01 Co12 3 0.01 0.00 0.00 0.01 0.01 Co12 4 0.01 0.20 0.66 0.66 0.46 0.66 Co12 5 0.01 0.22 0.72 0.73 0.51 0.73 Co12 6 0.01 0.20 0.66 0.66 0.46 0.66 Co12 7 0.0.1 0.22 0.72 0.73 0.51 0.73 Co12 8 0.01 0.20 0.66 0.66 0.46 0.66 Co12 9 0.01 0.22 0.72 0.73 0.51 0.73 Co12 10 0.01 0.20 0.66 0.66 0.46 0.66 Co12 11 0.01 0.22 0.72 0.73 0.51 0.73 Co12 12 0.01 0.20 0.66 0.66 0.46 0.66 Co12 13 0.01 0.20 0.66 0.66 0.46 0.66 Co12 14 0.01 0.22 0.72 0.73 0.51 0.73 Co12 15 0.01 0.22 0.72 0.73 0.51 0.73 Co12 16 0.01 0.15 0.49 0.50 0.34 0.50 Co12 17 0.01 0.17 0.54 0.55 0.38 0.55 Co12 18 0.01 0.15 0.49 0.50 0.34 0.50 Co12 19 0.01 0.17 0.54 0.55 0.38 0.55 Co12 20 0.01 0.15 0.49 0.50 0.39 0.50 Co12 21 0.01 0.17 0.54 0.55 0.38 0.55 Co12 22 0.01 0.15 0.4.9 0.50 0.34 0:50 Co12 23 0.01 0.17 0.54 0.55 0.38 0.55 Co12 24 0.01 0.15 0.49 „0.50 0.34 0.50 Colt 25 0.01 0.15 0.49 0.50 0.34 0.50 Co12 26 0.01 0.17 0.54 0.55 0.38 0.55 Co12 27 0.01 0.17 0.54 0.55 0.38 0.55 Co12 28 0.01 0.15 0.49 0.50 0.34 0.50 Co12 29 0.01 0.17 0.54 0.55 0.38 0.55 Co12 30 0.01 0.15 0.49 0.50 0.34 0.50 Co12 31 0.01 0.17 0.54 0.55 0.38 0.55 Co12 32 0.01 0.15 0.49 0.50 0.34 0.50 Co12 33 0.01 0.17 0.54 0.55 0.38 0.55 Co12 34 0.01 0.15 0.49 0.50 0.34 0.50 Co12 35 0.01 0.17 0.54 0.55 0.38 0.55 Co12 36 0.01 0.15 0.49 0.50 0.34 0.50 Co12 37 0.01 0.15 0.49 0.50 0.34 0.50 Co12 38 0.01 0.17 0.54 0.55 0.38 0.55 Co12 39 0.01 0.17 0.54 0.55 0.38 0.55 Co12 40 0.00 0.20 0.66 0.66 0.46 .0.66 Co12 41 0.00 0.22 0.72 0.72 0.51 0.72 Co12 42 0.00 0.20 0.66 0.66 0.46 0.66 Co12 43 0.00 0.22 0.72 0.72 0.51 0.72 Co12 44 0.00 0.20 0.66 0.66 0.46 0.66 Co12 45 0.00 0.22 0.72 0.72 0.51 0.72 Co12 46 0.00 0.20 0.66 0.66 0.46 0.66 Co12 47 0.00 0.22 0.72 0.72 0.51 0.72 Co12 48 0.00 0.20 0.66 0.66 0.46 0.66 Co12 49 0.00 0.20 0.66 0.66 0.46 0.66 Co12 50 0.00 0.22 0.72 0.72 0.51 0.72 Co12 51 0.00 '0.22 0.72 0.72 0.51 0.72 Co12 52 0.01 0.00 0.00 0.01 0.01 Co12 53 0.01 0.00 0.00 0.01 0.01 Co12 54 0.01 0.00 0.00 0.01 0.01 Co12 55 0.01 0.00 0.00 0.01 0.0.1 Co12 56 0.01 0.00 0.00 0.01 0.01 Co12 57 0.01 0.00 0.00 0.01 0.01 Page 54 Of 191 Page 55 Of 191 Co12 58 0.01 0.00 0.00 0.01 0.01 Co12 59 0.01 0.00 0.00 0.01 0.01 Co12 60 0.00 0.00 0.00 0.00 0.00 Co12 61 0.00 0.00 0.00 0.00 0.00 Co12 62 0.00 0.00 0.00 0.00 0.00 Co12 63 0.00 0.00 0.00 0.00 0.00 Co13 1 0.00 0.00 0.00 0.00 0.00 Co13 2 0.00 0.00 0.00 0.00 0.00 Co13 3 0.00 0.00 0.00 0.00 0:00 Co13 4 0.00 0.18 0.91 0.91 0.67 0.91 Co13 5 0.00 0.19 1.00 1.00 0.74 1.00 Co13 6 0.00 0.18 0.91 0.91 0.67 0.91 Co13 7 0.00 0.19 1.00 1.00 0.74 1.00 Co13 8 0.00 0.18 0.91 0.91 0.67 0.91 Co13 9 0.00 0.19 1.00 1.00 0.74 1.00 Co13 10 0.00• 0.18 0.91 0.91 0.67 0.91 Co13 11 0.00 0.19 1.00 1.00 0.74 1.00 Co13 12 0.00 0.18 0.91 0.91 0.67 0.91 Co13 13 0.00 0.18 0.91 0.91 0.67 0.91 Co13 14 0.00 0.19 1.00 1.00 0.74 1.00 Co13 15 0.00 0.19 .1.00 1.00 0.74 1.00 Co13 16 0.00 0.13 0.68 0.68 0.50 0.68 Co13 17 0.00 0.15 0.75 0.75 0.55 0.75 Co13 18 0.00 0.13 0.68 0.68 0.50 0.68 Co13 19 0.00 0.15 0.75 0.75 0.55 0.75 Co13 20 0.00 0.13 0.68 0.68 0.50 0.68 Co13 .21 0.00 0.15 0.75 0.75 0.55 0.75 Co13 22 0.00 0.13 0.68 0.68 0.50 0.68 Co13 23 0.00 0.15 0.75 0.75 0.55 0.75 Co13 24 0.00 0.13 0.68 0.68 0.50 0.68 Co13 25 0.0.0 0.13 0.68 0.68 0.50 0.68 Co13 26 0.00 0.15 0.75 0.75 0.55 0.75 Co13 27 0.00 0.15 0.75 0.75 0.55 0.75 Co13 28 0.00 0.13 0.68 0.68 0.50 0.68 Co13 29 0.00 0.15 0.75 0.75 0.55 0.75 Co13 30 0.00 0.13 0.68 0.68 0.50 0.68 Co13 31 0.00 0.15 0.75 0.75 0.55 0.75 Co13 32 0.00 0.13 0.68 0.68 0.50 0.68 Co13 33 0.00 0.15 0.75 0.75 0.55 0.75 Co13 34 0.00 0.13 0.68 0.68 0.50 0.68 Co13 35 0.00 0.15 0.75 0.75 0.55 0.75 Co13 36 0.00 0.13 0.68 0.68 0:50 0.68 Co13 37 0.00 0.13 0.68 0.68 0.50 0.68 Co13 38 0.00 0.15 0.75 0.75 0.55 0.75 Co13 39 0.00 0.15 0.75' 0.75 0.55' 0.75 Co13 40 0.00 0.18 0.91 0.91 0.67 0.91 Co13 41 0.00 0.19 1.00 1.00 0.74 1.00 Co13 42 0.00 0.18 0.91 0.91 0.67 0.91 Co13 43 0.00 0.19 1.00 1.00 0.74 1.00 Co13 44 0.00 0.18 0.91 0.91 0.67 0.91 Co13 45 0.00 0.19 1.00 1.00 0.74 1.00 Co13 46 0.00 0.18 0.91 0.91 0.67 0.91 Co13 47 0.00 0.19 1.00 1.00 0.74 1.00 Co13 48 0.00 0.18 0.91 0.91 0.67 0.91 Co13 49 0.00 0.18 0.91 0.91 0.67 0.91 Co13 50 0.00 0.19 1.00 1.00 0.74 1.00„ Co13 51 0.00 0.19 1.00 1.00 0.74 1.00 Co13 52 0.00 0.00 0.00 0.00 0.00 Co13 53 0.00 0.00 0.00 0.00 0.00 Co13 54 0.00 0.00 0.00 0.00 0.00 Page 56 Of 191 Co13 55 0.00 0.00 0.00 0"00 0"00 Co13 56 0.00 0.00 0.00 0.00 0.00 Co13 5' 0.00 0.00 0.00 0.00 0.00 Co13 58 0.00 0.00 0.00 0.00 0.00 Co13 59 0.00 0.00 0.00 0.00 0.00 Co13 60 0.00 0.00 0.00 0.00 0.00 Co13 6: 0.00 0.00 0.00 0.00 0.00 Co13 62 0.00 0.00 0.00 0.00 0.00 Co13 63 0.00 0"00 0.00 0.00 0.00 COLUMN REACTIONS: Load In Plane Out Plane Id ----- =d ---- Vert(k -------- ) Horz(k ) -------- Horz(k ) Co12 1 0.07 0.00 --------- 0.00 Co12 2 0.07 0.00 0.00 Co12 3 0.07 0.00 0.00 Colt 4 0.07 0.00 -1.02 Co12 5 0.07 0.00 1.12 Co12 6 0.07 0.00 -1.02 Co12 7 0.07 0.00 1.12 Co12 8 0.07 0.00 -1.02 Co12 9 0.07 0.00 1"12 Co12 10 0.07 0.00 -1.02 Co12 11 0.07 0.00 1.12 Co12 12 0.07 ..0.00 -1.02 Co12 13 0.07 0.00 -1.02 Co12 1.4 0.07 0.00 1.12 Co12 15 0.07 0"00 1.12 Co12 16 0.07 0"00 -0.76 Co12 17 0.07 0.00 0.84 Co12 18 0.07 0.00 -0.76 Co12 19 0.07 0.00 0.84 Co12 20 0.07 0.00 -0.76 Co12 21 0.07 0.00 0.84 Co12 .22 0.07 0.00 -0"76. Co12 23 0.07 0.00 0.84 Co12 24 0.07 0.00 -0.76 Co12 25 0.07 0.00 -0.76 Co12 26 0.07 0"00 0.84 Co12 27 0.07 0.00 0.84 Co12 28 0.07 0.00, -0"76 Co12 29 0.07 0.00 0.84 Co12 30 0.07 0.00 -0.76 Col2 31 0.07 0.00 0.8.4 Co12 32 0.07 0.00 -0.76 Co12 '33 0.07 0.00 0.84 Co12 .34 0.07 0.00 -0.76 Co12 .35 0.07 0.00 .0"84 Colt 36 0.07 0.00 -0.76 Co12 .37 0.07 0.00 -0.76 Co -12 38 0.07 0.00 0.84 Colt 39 0.07 0.00 0.84 Co12 40 0.04 0.00 -1.02 Co12 41 0.04 0.00 1.12 Co12 42 0.04 0.00 -1.02 Co12 43 0.04 0.00 1.12 Co12 44 0.04 0.00 -1.02 Co12 45 0.04 0.00 1.12 Page 57 Of 191 Co12 46 0.04 0.00 -1.02 Co12 47 0.04 0.00 1.12 Co12 48 0.04 0.00 -1.02 Co12 49 0.04 0.00 -1.02 Co12 50 0.04 0.00 1.12. Co12 51 0.04 0.00 1.12 Co12 52 0.08 0.00 0.00 Co12 53 0.08 0.00 0.00 Co12 54 0.08 0.00 0'.00 Co12 55 0.08 0.00 0.00 Co12 56 0.07 0.00 0.00 Co12 57 0.07 0.00 0.00 Co12 58, 0.07 0.00 0.00 Co12 59 0.07 0.00 0.00 Co12 60 0.04 0.00 0.00 Co12 61 0.04 0.00 0.00 Co12 62 0.04 0.00 0.00 Co12 63 0.04 0.00 0.00 Co13 1 0.10 0.00 0.00 Co13 2 0.10 0.00 0.00 Co13 3 0.10 0.00 0.00' Co13 4 0.10 0.00 -2.14 Co13 5 0.10 0.00 2.36 Co13 6 0.10 0.00 -2.14 Co13 7 0.10 0.00 2.36 Col3 8 0.10 0.00 -2.14 Co13 9 0.10 0.00 2.36 Co13 10 0.10 0.00 -2.14 Co13 11 0.10 0.00 2.36 Co13 12 0.10 0.00 -2.14 Co13 13 0.10 0.00 -2.14 Co13 14 0.10 0.00 2.36 Co13 15 0.10 0.00 2.36 Co13 16 0.10 0.00 -1.61 Co13 17 0.10 0.00 1.77 Co13 18 0.10 0.00 -1.61 Co13 19 0.10 0.00 1.77 Co13 20 0.10 0.00 -1.61 Co13 21 0.10 0.00 1.77 Co13 22 0.10 .0.00 -1.61 Co13 23 0.10 0.00 1.77 Co13 24 0.10 0.00 -1.61 Co13 25 0.10 0.00 -1.61 Co13 26 0.10 0.00 1.77 Co13 27 0.10 0.00 1.77 Co13 28 0.10 0.00 -1.61 Co13 29 0.10 0.00 1.77 Co13 30 0.10 0.00 -1.61 Co13 31 0.10 0.00 1.77 Co13 32 0.10 0.00 -1.61 Co13 .33 0.10 0.00 1.77 Co13 34 0.10 0.00 -1.61 Co13 35 0.10 0.00 1.77 Co13 36 0.10 0.00 -1.61 Co13 37 0.10 0.00 -1.61 Co13 38 0.10 0.00 1.77 Co13 39 0.10 0.00 1.77 Co13 40 0.06 0.00 -2.14 Co13 41 0.06 0.00 2.36 Co13 42 0.06 0.00 -2.14 Page 58 Of 191 Co13 43 0.06 0.00 2.36 Co13 44 0.06 0.00 -2.14 Co13 45 0.06 0.00 2.36 Co13 46 0.06 0.00 -2.14 Co13 47 0.06 0.00 2.36 Co13 48 0.06 0.00 -2.14 Co13 49 0'.06 0.00 -2.14 Co13 50 0.06 0.00 2.36 Co13 51 0.06 0.00 2.36 Co13 52 0.11 0.00 0.00 Co13 53 0.11 0.00 0.00 Co13 54 0.11 0.00 0.00 Co13 55 0.11 0.00 0.00 Co13 56 0.11 0.00 0.00 Co13 57 0.11 0.00 0.00 Co13 58 0.11 0.00 0:00 Co13 59 0.11 0.00 0.00 Co13 60 0.05 0.00 0.00 Co13 61 0.05 0.00 0.00 Co13 62 0.05 0.00 0.00 Co13 63 0.05 0.00 0.00 COLUMN MEMBER DEFLECTIONS: Load Deflection(in) Id _---- Id Calc Limit Co12 ---- ---- 64 ------ 0.00 ------ 1.67 Co12 65 0.00 1.67 Co12 66 0.00 1.67 Colt 67 0.00 1.67 Co12 68 0.00 1.67 Co12 69 0.00 1.67 Co12 70 0.00 1.67 Co12 71 0.00 1.67 Co12 72 0.00 1.67 Co12 73 -0.41 1.67 Co12 74 0.45 1.67 Co12 75 0.00 1.67 Co12 76 0.00 1.67 Co12 77 0.00 1.67 Co12 78 0.00 1.67 Co12 79 0.00 1.67 Co12 80 0.00 1.67 Co12 81 0.00 1.67 Co12 8,2 0.00 1.67 Co12 83 0.00 1.67 Co12 84 0.00 1.67 Co12 85 0.00 1.67 Co12 86 0.00 1.67 Co12. 87 0.00 1.67 Co12 88 0.00 1.67 Co12 89 0.00 1.67 Co12 90 0.00 1.67 Co13 64 0.00 1.75 Co13 65 0.00 1.75 Co13 66 0.00 1.75 Co13 67 0.00 1.75 Co13 68 0.00 1.75 Co13 69 0.00 1.75 Co13 70 0.00 1.75 Co13 71 0.00 1.75 Co13 72 0.00 1.75 Co13 73 -0.71 1.75 Co13 74 0.79 1.75 Co13 75 0.00 1.75 Co13 76 0.00 1.75 Co13 77 0.00 1.75 Co13 78 0.00 1.75 Co13 79 0.00 1.75 Co13 80 0.00 1.75 Cola 81 0.00 1.75 Co13 82 0.00 1.75 Co13 83 0.00 1.75 Co13 84 0.00 1.75 Co13 85 0.00 1.75 Co13 86 0.00 1.75 Co13 87 0.00 1.75 Co13 88 0.00 1.75 Co13 89 0.00 1.75 Co13 90 0.00 1.75 COLUMN/RAFTER KL/R RATIO: Unbrace_Length----KL/R---- Id Major Minor Major Minor ------ ------ ------ ----- ----- Co12 16.7 7.5 63 •67 Co13 17.5 7.5 66 67 LOAD COMBINATIONS: Column Loads 1 - Dead+Collateral 2 - Dead+Collateral+Live 3 - Dead+Collateral+0.75Live 4 - Dead+0.6Wind Leftl+0.6Wind Pressure 5 - Dead+0.6Wind Left1+0.6Wind Suction 6 - Dead+0.6Wind_Rightl+0.6Wind_Pressure 7 - Dead+0.6Wind_Rightl+0.6Wind_Suction 8 - Dead+0.6Wind Left2+0.6Wind Pressure 9 - Dead+0.6Wind Left2+0.6Wind Suction 10 - Dead+0.6Wind_Right2+0.6Wind Pressure 11 - Dead+0.6Wind_Right2+0.6Wind Suction 12 - Dead+0.6Wind_Pressure+0.6Wind_Longl 13 - Dead+0.6Wind_Pressure+0.6Wind_Long2 14 - Dead+0.6Wind_Suction+0.6Wind_Longl 15 - Dead+0.6Wind_Suction+0.6Wind_Long2 16 - Dead+Collateral+0.75Live+0.45Wind Leftl+0.45Wind Pressure 17 - Dead+Collateral+0.75Live+0.45Wind_Leftl+0.45Wind Suction 18 - Dead+Collateral+0.75Live+0.45Wind Rightl+0.45Wind Pressure 19 - Dead+Collateral+0.75Live+0.45Wind_Right1+0.45Wind Suction 20 - Dead+Collateral+0.75Live+0.45Wind Left2+0.45Wind Pressure 21 - Dead+Collateral+0.75Live+0.45Wind Left2+0.45Wind_Suction 22 - Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind Pressure 23 - Dead+Collateral+0.75Live+0.45Wind_Right2-�0.45Wind_Suction 24 - Dead+Collateral+0.75Live+0.45Wind_Pressure+0.45Wind_Longl 25 - Dead+Collateral+0.75Live+0.45Wind_Pressure+0.45Wind_Long2 26 - Dead+Collateral+0.75Live+0.45Wind_Suction+0.45Wind_Longl Page 59 Of 191 Z Page 60 Of 191 27 - Dead+Collateral+0.75Live+0.45Wind_Suction+0.45Wind_Long2 28 - Dead+Collateral+0.45Wind Leftl+0.45Wind Pressure 29 - Dead+Collateral+0.45Wind Left1+0.45Wind_Suction 30 - Dead+Collateral+0.45Wind Right1+0.45Wind Pressure 31 - Dead+Collateral+0.45Wind Right1+0.45Wind Suction 32 - Dead+Collateral+0.45Wind Left2+0.45Wind Pressure 33 - Dead+Collateral+0.45Wind Left2+0.45Wind Suction 34 - Dead+Collateral+0.45Wind Right2+0.45Wind Pressure 35 - Dead+Collateral+0.45Wind_Right2+0.45Wind Suction 36 - Dead+Collateral+0.45Wind_Pressure+0.45Wind_Long1 37 - Dead+Collateral+0.45Wind_Pressure+0.45Wind_Long2 38 - Dead+Collateral+0.45Wind_Suction+0.45Wind_Long1 39 - Dead+Collateral+0.45Wind_Suction+0.45Wind_Long2 40 - 0.6Dead+0.6Wind_Leftl+0.6Wind_Pressure 41 - 0.6Dead+0.6Wind_Left1+0.6Wind_Suction 42 -.0.6Dead+0.6Wind_Right1+0.6Wind_Pressure 43 - 0.6Dead+0.6Wind_Rightl+0.6Wind_Suction 44 - 0.6Dead+0.6Wind_Left2+0.6Wind_Pressure 45 - 0.6Dead+0.6Wind Left2+0.6Wind Suction 46 - 0.6Dead+0.6Wind Right2+0.6Wind Pressure 47 - 0.6Dead+0.6Wind Right2+0.6Wind Suction 48 - 0.6Dead+0.6Wind_Pressure+0.6Wind_Long1 49 - 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 50 - 0.6Dead+0.6Wind_Suction+0.6Wind_Longl 51 - 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 52 - 1.08Dead+1.08Collateral+0.7Seismic 53 - 1.08Dead+1.08Collateral-0.7Seismic 54 - 1.08Dead+1.08Collateral+0.7Seismic Long 55 - 1.08Dead+1.08Collateral-0.7Seismic_Long 56 - 1.06Dead+1.06Collateral+0.52Seismic 57 - 1.06Dead+1.06Collateral-0.52Seismic 58 - 1.06Dead+1.06Collateral+0.52Seismic Long 59 - 1.06Dead+1.06Collateral-0.52Seismic_Long 60 - 0.52Dead+0.7Seismic 61 - 0.52Dead-0.7Seismic 62 - 0.52Dead+0.7Seismic_Long 63 - 0.52Dead-0.7Seismic_Long Column Deflection Loads 64 - Dead+Collateral 65 - Dead+Collateral+Live 66 - Live 67 - De6d+0.43Wind_Leftl 68 - Dead+0.43Wind Rightl 69 - Dead+0.43Wind_Left2 70 - Dead+0.43Wind Right2 71 - Dead+0.43Wind_Longl 72 - Dead+0.43Wind Long2 73 - Dead+0.43Wind Pressure 74 - Dead+0.43Wind Suction 75 - 1.08Dead+1.08Collateral+0.7Seismic 76 - 1.08Dead+1.08Collateral-0.7Seismic 77 - 1.08Dead+1.08Collateral+0.7Seismic Long 78 - 1.08Dead+1..08Collateral-0.7Seismic Long 79 - 1.06Dead+1.06Collateral+0.52Seismic 80 - 1.06Dead+1.06Collateral-0.52Seismic 81 - 1.06Dead+1.06Collatera1+0.52Seismic Long 82 - 1.06Dead+1.06Collateral-0.52Seismic_Long 83 - 0.52Dead+0.7Seismic 84 - 0.52Dead-0.7Seismic 85 - 0.52Dead+0.7Seismic Long Page 61 Of 191 86 - 0.52Dead-0.7Seismic_Long 87 - Seismic 88 - Seismic 89. - Seismic-Long _ 90 - Seismic_Long U17E0329A Wall 1 - Base'Plate Design 6/14/17 11:39am ------------ DESIGN CONSTANTS: Base Plate Yield = 55.00(ksi ) Concrete Bearing = 1.05(ksi ) Bolt Shear Stress = 13.05(ksi ) ' Bolt Tension Stress = 21.75(ksi ) • BASE SIZE: ----- Base(in) -------Plate_Size(in)--- -------Bolts(in)------- Id Type Depth Elev Width Thick Length Type Dia Gage Row ----- ---- ----- ----- ----- ----- ------ ----- ----- ---- --- Co12 S3 8.00, 0.0 8.00 0.375 8.00 GR36 0.750 4.00 2 Co13 S3 8.00 0.0 8.20 0.375 8.00 GR36 .0.750 4.00 2 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 ) ------ ---- ------ ---- ---=-- ------ ---- ------ ---- -=---- ------ Co12 52 0.1 1 0.0 . 0.0 5 1.1 1 0.0 0.0 Co13 52 0.1 •1 0.0 0.0 5 2.4 1� 0.0 0.0 LOAD COMBINATIONS: ------------------ 1 - Dead+Collateral 5 - Dead+0.6Wind_Leftl+0.6Wind_Suction 52 - 1•.08Dead+1.08Collateral+0.7Seismic U17EO329A Wall 1 - Flush Girt Layout 6/14/17 11:39am GIRT LAYOUT: Bay Girt Say_Offset Design Load---- Max _Load-- Id Id Locate Part Start End Length Weight Width Id UC Report --- ---- -------------- ----- ----- ------ ------ ----- -- ---- ------ 2 1 7.500 082075 0.00 20.67 20.00 73.6 6.00 WS 0.93. Moment 2 12.000 08Z054 0.00 20.67 20.00 53.0 3.75 WS 0.88 Moment 3 15.000 08Z054 0.00 20.67 20.•00 53.0 3.72 WS 0.88 Moment --- ---- -------------- ----- ----- ------ ------ ----- -- ---- ------ 3 4 •7.500 08Z675 0.00 21.00 ,20.67 76.1 6.00 WS 1.01 Moment 5 12.000 082075 0.00 21.00 20.67 76.11 5.48 WS 0.92 Moment / WS - 0.6Wind Suction Page 62 Of 191 GIRT INSIDE FLANGE BRACE: No. BraceiBay 1 2 3 0 0 0 GIRT STRENGTH: Bay Girt Load ---- Shear(k. )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Limit UC ---- Calc Limit UC Shear Calc Limit UC --- 2 ---- 1 ---- WP ----- 0.71 ----- 5.02 0.14 ----- -3.53 ----- 6.73 ----- 0.52 ----- 0.40 ----- -0.36 ----- 2.67 ---- 0.14 ----- 7.50 ---- WP WS -0.78 5.02 0.15 3.89 4.20 0.93 0.44 0.40 2.67 0.15 2 2 WP 0.44 1.86.0.24 93.9 -2.21 4.41 0.50 0.39 -0.31 2.67 0.12 12.00 WP WS -0.49 1.86 0.26 2.43 2.75 0.88 0.43 0.34 2.67 0.13 2 3 WP 0.44. 1.86 0.23 -2.19 4.41 0.50 0.39 -0.31 2.67 0.12 18.47 WP WS -0.48 1.86 0.26 2.41 '2.75 0.88 0.43 0.34 2.67 0.13 3 4 WP 0.73 5.02 0.15 -3.77 6.73 0.56 0.43 -0.41 2.76 0.15 WS 0.85 5.02 0.17 4.22 4.20 1.01 0.49 0.46 2.76 0:17 3 5 WP 0.67 5.02 0.13 =3.44 6.73 0.51 0.39 -0.38 2.76 0.14 WS 0.77 5.02 0.15 3.86 4.20 0.92 0.44 0.42 2.76 0.15 WP - O.6Wind Pressure. WS - 0.6Wind Suction UNBRACED LENGTH: Reduction Bay Girt ----Minor-------Cb------Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot --- ---- ----- ----- ----- ----- ----- ----- =---- ---- ---- 2 1 20.00 1.00 20.00 1.00 1.14 1.00 1.00 0.00 0.62 2 2 20.00. 1.00 '20.00 1.00 1.14 1.00 1.00 0.00 0.62 2 3 20.00 1.00 20.00 1.00 1.14 1.00 1.00 0.00 0.62 3 4 20.67 1.00 20.67 1.00 1.14 1.00 1.00 0.00 0.62 3 5 20.67 1.00 20.67 1.00 1.14 1.00 1.00 0.00 0.62 --------------------------=----------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Wall 1 - Wall Panel Design 6/14/17 11:39am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PANEL DATA: Bay Rotation Panel Id Par- Type Gage Yield Stiffness Height ----------- ---- ----- -------------- ------ 3 CW6-80' CW 26.00 80.0 0.44 18.47 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.D0 ----- 7.50 ---- WP ----- 69.0 ----- 181.1 ---- 0.38 ----- -70.5 ----- 134.7 ---- 0.52 ----- -0.1 ----- 1.50 ---- 0.12 WS -91.9 134.7 0.68 93.9 181.1 0.52 0.2 1.50 0.16 2 7.30 12.00 WP 69.0 181.1 0.38 19.7 181.1 0.11 0.0 0.90 0.04 WS -91.9 134.7 0.68 -26.2 134.7 0.19 -0.0 0.90 0.05 3 12.00 18.47 WP 45.7 181.1 0.25 -54.8 134.7 0.41 -0.1 1:29 0.08 WS -60.8 134.7 0.45 72.9 181.1 0.40 0.1 1.29 0.11 Page 63 Of 191 WP - 0.6Wind Pressure WS - 0.6Wind Suction U17E0329A Wall 1 - Screw Report 6/14/17.11:39am 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 (a) (a)Panel Shear Not Used U17E0329A Wall 1 - Weight Summary 6/14/17 11:39am Columns = 172.65 Girts = 331.87 Clips ,_ = 29.70 Total Weight = 534.22 U17E0329A Wall 1 - Warning Summary 6/14/17 11:39am No Warnings } Page 64 Of 191 *U17E0329A Endwall Design Input 6/14/17 11:39am ------------------------------------------------------------------------------- *( 1)JOBID: 'U17E032.9A' *( 2)PROGRAN_ OPTIONS: * EW Run Run Run Run * Id Col/Raf Girt Brace Panel 'R' 'Y' 'Y' 'N' 'Y' *( 3)DESIGN CODE: *Design --- Steel -Code --- ---Build--- * Code Cold Hot Country Code Year 'WS' 'NAUS12 ' 'AISC10' ' ----' 'IBC ' 115' *( 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 Code Seismic Label Zone 'CBC 16 ' 'D ' *( 5)S --EEL 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: * -----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: J * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 1Y, Y, ' Y ' ' 2 ' ' 3 ' IV ' ' Y ' *( 8)BUILDING LAYOUT: *Build Build Build ---------- Expand -EW ---------- --Roof_Bay-- Frame * Type Width Length Use Opt Extend Offset Flange No. Width. Recess 'FF-' 58.0000 66.0000 'Y ' '-' 0.000 16.000 5.000 3 25.0000 1.3333 *( 9)SURFACE SHAPE: * No. X_Coord * Surf (ft) 4 0.0000 29.0000 58.0000 58.0000 Y_Coord Offset (ft) (in) 15.0000 0.000 19.8333 10.000 15.0000 10.000 0.0000 0.000 *(10)BAY SPACING: * No.---Bay_Set--- *Sets Width Quan 4 11.0000 1 20.0000 1 10.6667 1 16.3333 1 *(11)WALL OPENINGS: Page 65" Of 191 *. Bay Sill Base Set Panel Member Select JambL/ JambR/ *No. Id Id Width Height Offset, Type Height Elev Depth Opt Jamb Header Header Sill 4 7 1 3.0000 7.5000 1.5000 37 3.5000 0.000 0.000 'Y' ',CU' 'CU' -------- -------- 8 2 3.0000 7.5000 2.5000 .--------' '--------' 37 3.5000 0.000 0.000 'Y' 'CU' 'CU' 9 2 4.0000 7.5000 .8.5000 '--------' '--------' 37 6.0000 0.000 0.000 'Y' 'CU' 'CU' '--------' '---------' 10 4 16.3333 0.0000 1.0000 '--------' '--------' 4 0.0000 0.000 0.000 'Y' 'CU' 'CU' *(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 — *(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 *Depth Length 'N' 60.000 *(17)COLUMN PART & ELEVATION: * ---Base--- *No. Id Type Part Opt Rot Depth Elev Opt 5 1 '- ' '--------' '-' '-' 0.000 0.000 '-' 2 'CDRW' '--------' '-' '-' 0.000 0.000 '-' 3 'CDRW' '--------' '-' '-' 0.000 0.000 -' ' 4 'CDRW' '--------' -' -' 0.000 0.000 -' 5. _ '--------' _ -' 0.000 0.000 -' *(18)COLUMN SPLICES: * Col No. Id Locate Type Page 66 Of 191 0 *(19)RAFTERS: *Rafter Flange * Same Brace IV !V1 *(20)RAFTER PART: * Surf *No. Id Type Part Depth 2 2 'CDRW' '--------' 0.000 3 'CDRW' '--------' 0.000 *(21)RAFTER SPLICES: * Surf * No. Id Locate Type Opt 3 2 0.0000 3 0.0000 'M ' '-' 3 29.4000 *(22)GIRT DESIGN: *Girt--Flange_Strap-- --Depth-- Set Max Rafter *Type Out In Space Offset Project Set Opt Lap Space Attach 'ZF' 'C' 'N' 10.0000 0.000 0.000 0.000 'W' 0.0000 7.5000 'Y' *(23)GIRT LOCATION: * Set No." Girt * Loc Girt Location 'Y' 2 7.5000 .12.0000 *(24)SPECIAL GIRT: *--Bay_Id-- *No. Start End Height Type Rot Part Use 1 2 3 15.0 'ZF' 'D' '-' '-' *(25)SIDEWALL GIRT: *Wall Girt No. Girt * Id Type Depth Offset Project Girt Location 2 'ZF' 8.000 0.000 0.000 2 7.5000 12.0000 4 'ZF' 0.000 0.000 0.000 0 *(26)ROOF PURLINS: *Surf Surf No. Peak No.-Purlin_Set- Id Ext Purlin Space Sets Space Quan 3 0.000 6 1.3333 2 5.0000 5 3.0667 1 2 0.000 6 1.3333 1 5.0000 6 *(27)PANELS: * Wall Liner ------Insulation------Open_Bay- * Panel Panel Use Thick Part F SW B SW 11'CW6-80 '--------' 10' 4.000 '--------' IN, .Y. *(28)RIGID FRAME: *Frame InteriorColumn *Type Type. No. Locate 'RF - 0 *(29)WALL FRAMING OPTIONS: *Panel Diaqonal Brace EW -Brace -To -Frame Page - 67 Of 191 *Shear Bracing Option Height Left Right 'N' IN, '--' 0.0000 15.8333 47.0000 *(30)WALL BRACING: . * Wind Brace No. Bay Specified * Shear Type Specified Bays—For—Bracing 72.8 'R 0 *(31)WALL BRACING ATTACHMENT *• No. Attach --Bay Id-- No. *Attach Id Start End Level Level_Height 0 *(32)EAVE EXTENSION: *Wall No. Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right. Mount 2 0 4 0 *(33)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 *(34)FACIA/PARAPET *Wall No. Ext Fac Bay_Id---- Attach _ Beam ---- ---Facia/Parapet--- Edge_Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (f --,)'(?:12 ) (ft) (ft) 3 0 2 0 4 0 *(35)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior----Back.Panel--- Angle. *Id Type Rotate Type Rotate Part Rotate.Spacing *(36)ADJACENT BUILDING: *Wall No. Ext-Bay_Id---Edge Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(37)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET,' AND ADJACENT BUILDING: *Ext. Ext Beam Facia/Parapet Facia/Parapet_Gir.t *Id , Dead Collat Live Snow Rain Press Suct Press Suct Press Suct *(38)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 1.0 20.0 0.0 0.0 22.4 1.00 0.43 1.00 0.60 *(39)EDGE ZONE: *'Zone Col/ * Width Girt Panel Jamb 5.800 1.11 1.23 1.11 *(40)BASIC LOADS AT EAVE: Page 68 Of 191 *Seis Seis Seis Torsion Forces *Dead Girt Load Wind Seismic 3.0 0.0000 1.18 0.00 0.00 *(41)LONGITUDINAL BRACING LOADS: * ----Wind----- ---Seismic--- * Horz Vert Horz Vert 0.00 C.00 0.00 0.00 Left Column 0.00 C.00 0.00 0.00 Right Column * (42) WIND .PF.ESSURE/SUCTION: * Wind Wind * Press Suct 19.6 -21.6 Column 19.6 -21.6 Girt/Header 19.5 -21.4 Jamb 24.2 -26..2 Panel 42.4 -33.1 Parapet Girt 33.6 -22.4 Transv Bracing, Facia/Parapet *(43)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 0.42 -0.62 0.78 -0.26 0.49 -0.73 -0.65 -0.65 0.00 2 -1.14 -0.71 -0.78 -0.35 -1.14 -0.71 -1.14 -0.66 0.00 3 -0..71 .-1.14 -0.35 -0.78 -0.71 -1.14 -0.66 -1.14 0.00 4 -0.62 0.42 -0.26 0.78 -0.73 0.49 -0.65 -0.65 0.00 *(44)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 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 3.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 Page 69 Of 191 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 1.00 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 Page 70 Of 191 *(45)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 19 58 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 59 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 60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 61 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 65 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 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 .0.00 67 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 68 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 1.00 0.00 0.00 0 0.00 69 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 70 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 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 3.00 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 0.00 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 0.00 0.00. 0.00 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 *(45)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 19 58 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 59 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 60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 61 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 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 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 65 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 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 .0.00 67 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 68 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 1.00 0.00 0.00 0 0.00 69 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 70 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 71 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 0.52 0 0.00 72 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 -0.52 0 0.00 73 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 0.70 0 0.00 74 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 -0.70 0 0.00 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 1.00 0 0.00 76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(46)RAFTER DESIGN LOADS: r Page 71 Of 191 0.00 0.00 0.00 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0*.00 0.00 0.00 *-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 26 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 0.00 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 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 Page 72 Of 191 *(47)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 14 27 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 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 0.00 0 0.00 31 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 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 0.00 0 0.00 33 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 0.00 0 0.00 34 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 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 36 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 37 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 38 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 39 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 40 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)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 0.6.0 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 0.00 0.60 0.00 0.00 0.00 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 *(47)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 14 27 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 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 0.00 0 0.00 31 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 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 0.00 0 0.00 33 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 0.00 0 0.00 34 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 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 36 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 37 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 38 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 39 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 40 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)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 0.6.0 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 0.00 0.60 0.00 0.00 0.00 0 0.00 Page 73 Of 191 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 81 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 0.0.0 .0.00 0.00 0.00 0.00 0.45 0.00. 0.00 0.00 0.45 0.00 0.00 0.00 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 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 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 0.00 0.00 0.00 0.00 0.00 0.45 0.00 O.OQ 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 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 Page 74 Of 191 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 *(49)AUXILIARY LOADS: * No. Aux Aux No. Add Load * Aux Id Name Combs Id Coef 0 *(50)ADDITIONAL LOADS: * No. Add Loc Basic Load FX FY Mom X * Add Id =d Load Type W1 W2 Co DL1 0 *(51)GIRT LAPS: * Data ------Set 1------- ------Set-2 ------- ------Set 3=------ * Opt Sets Left Right Quan Left Right Qu'an Left Right Quan 1 _ 1 0 *(52)GIRT S --RAPS: * Data --- Set_1--- --- Set_2--- --- Set_3--- --- Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan _ 0 Coef 6 'WINDLI' '-' 2 *(53)PANEL SCREWS: 1.000 29.4000 0.619 * No. '-' 3 Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 1 'BASE' 'H1040 0.216 0.446 12.000 2.000 *(54)BEAMS: *No. Bay *.Beam Id Use 0 Offset Height *(55)STEP LOAD COEFFICIENTS: * Basic Location No. ----Step_1 --- ----Step_2--- *No. Load Use Id Step Locate Coef Locate Coef 6 'WINDLI' '-' 2 2 29.0000 1.000 29.4000 0.619 'WINDRI' '-' 3 2 0.4000 0.619 29.4000 1.000 'WINDL2' 'R' 2 2 29.0000 1.000 29.4000 0.4.43 'WINDR2' 'R' 3 2 0.4000 0.443 29.4000 1.000 'WINDL2' 'C' 2 2 29.0000 1.000 29.4000 0.619 'WINDR2' 'C' 3 2 0.4000 0.619 29.4000 1.000 *(56)ADDITIONAL COLUMNS: *No. Id Locate Type Rot Opt Part Elev 0 *(57)RIGID FRAME COORDINATES: *Frame Frame Id Typet No. X Coord Y_Coord 3 'RF' 7 0:9792 0.0000 1..4375 13.0113 12.1707 14.9692 29.0000 17.8585 45.8293 14.9692 Y .Conc DL2 ..Unif ----S=ep_3--- Locate Coef Page 75 Of 191 56.5625 13.0113 57.0208 0.0000 �. *(58)LOAD COEFFICIENT ADJUSTMENTS: * Zone Basic----Step_1 --- ----Step_2--- *No. Id Load Area Coef Area Coef Y 0 *(59)DESIGN CODE OPTIONS: *.No. Event Condition 0 _ *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description *ADDITIONAL LOAD DESCRIPTIONS: ' * Add * Id Description * Code files used:. * CA_CBC.16 * EW IBC.15 Version.4.0' -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Wall 3 - Design Code 6/14/17 11:40am ------------------------------------------------------------------=-------------- ------------------------------------------------------------------------------- STRUCTURAL CODE: Design Basis WS - Working•Stress Hot Rolled Steel AISC10 .Cold Formed Steel NAUS12 BUILDING CODE - Wind Code CBC 16 (IBC 15) Seismic Zone' D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) -------------- U17EO329A. Wall 3 - Column & Rafter Design 6/14/17 11:40am 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 0.0 Co12 11.0 W08S075 8.00 14ga 3.63 14ga 15.8 66.3 5 0.97 Mom+Axl Co13 31.0 W12SO75 12.00 14ga 3.63 14ga 18.5 96.3 5 0.87 Mom+Axl Co14 41.7-W08S075 8.00 14ga 3.63 14ga 16.7 70.0 5 0.38 Mom+Axl Co15 58.0 r Total= 232.7 DESIGN ACTIONS/STRENGTH: Page 76 Of 191 Load ---Axial(k )-- ---Shear(k )-- -Moment(f-k )- Id Id Calc Limit Calc Limit Calc Limit ----- Co12 ----- 1 ------ 0.07 ------ 13.89 ------ 0.00 ------ 5.02 ------ ------ 0.00 7.10 Co12 2 0.07 13.89 0.00 5.02 0.00 7.10 Co12 3 0.07 13.89 0.00 5.02 0.00 7.10 Co12 4 0.07 13.89 1.44 5.02 -5.70 6.51 Co12 5 0.07 13.89 -1.59 5.02 6.30 6.51 Co12 6 0.07 13.89 1.44 5.02 -5.70 6.51 Co12 7 0.07 13.89 -1.59 5.02 6.30 6.51 Co12 8 0.07 13.89 1.44 5.02 -5.70 6.51 Co12 9 0.07 13.89 -1.59 5.02 6.30 6.51 Co12 10 0.07 13.89 1.44 5.02 -5.70 6.51 Co12 11 0.07 13.89 -1.59 5.02 6.30 6.51 : Co12 12 0.07 13.89 1.44 5.02 -5.70 6.51 Co12 13 0.07 13.89 1.44 5.02 -5.70 6.51 Co12 14 0.07 13.89 -1.59 5.02 6.30 6.51 Co12 15 0.07 13.89 -1.59 5.02 6.30 6.51 Co12 16 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 17 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 18 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 19 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 20 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 21 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 22 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 23 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 24 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 25 0.07 13.89' 1.08 5.02 -4.28 6.51 Co12 26 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 27 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 28 0.07 13.89 1.08 5.02. -4.28 6.51 Co12 29 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 30 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 31 0.07 13.89 -1.19 5.02 4.72 6.51 Colt 32 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 33 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 34 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 35 0.07 13.89 -1.19 5.02 4.72 6.51 Col2- 36 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 37 0.07 13.89 1.08 5.02 -4.28 6.51 Co12 38 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 39 0.07 13.89 -1.19 5.02 4.72 6.51 Co12 40 0.04 13.89 1.44 5.02 -5.70 6.51 Co12 41 0.04 13.89 -1.59 5.02 6.30 6.51 Co12 42 0.04 13.89 1.44 5.02 -5.70 6.51 Co12 43 0.04. 13.89 -1.59 5.02 6.30 6.51 Co12 44 0.04 13.89 1.44 5.02 -5.70 6.51 Co12 45 0.04 13.89 -1.59 5.02 6.30 6.51 Co12 46 0.04 13.89 1.44 5.02 -5.70 6.51 Co12 47 0:04 13.89 -1.59 5.02 6.30 6.51 Co12 48 0.04 13.89 1.44 5.02 -5.70 6.51 Co12 49 0.04 13.89 1.44 5.02 -5.70 6.51 Co12 50 0.04 13.89 -1.59 5.02 6.30 6.51 Co12 51 0.04 13.89 -1.59 5.02 6.30 6.51 Co12 52 0.07 13:89 0.00 5.02 0.00 7.10 Co12 53 0.07 13.89 0.00 5.02 0.00 7.10 Co12 54 0.07 13.89 0.00 5.02 0.00 7.10 Co12 55 0.07 13.89 0.00 5.02 0.00 7.•10 Co12 56 0.03 13.89 0.00 5.02 0.00 7.10 Co12 57 0.03 13.89 0.00 5.02 0.00 7.10 Page 77 Of 191 Co13 1 0.10 16.32 0.00 3.27 0.00 11.14 Co13 2 0.10 16.32 0.00 3.27 0.00 11.14 Co13 3 0.10 16.32 0.00 3.27 0.00 11.14 Co13 4 0.10 16.32 1.67 3.27 -7.70 9.79 Co13 5 0.10 16.32 -1.84 3.27 8.49 9.79 Co13 6 0.10 16.32 1.67 3.27 -7.70 9.79 Co13 7 0.10 16.32 -1.84 3.27 8.49 9.79 Co13 8 0.10 16.32 1.67 3.27 -7.70 9.79 Co13 9 0.10 16.32 -1.84 3.27 8.49 9.79 Co13 10 0.10 16.32 1.67 3.27 -7.70 9.79 Co13 11 0.10, 16.32 -1.84 3.27 8.49 9.79 Co13 12 0.10 16.32 1.67 3.27 -7.70 9.79 Co13 13 0.10 16.3.2 1.67 3.27 -7.70 9.79 Co13 14 0.10 16.32 -1.84 3.27 8.49 9.79 Co13 15 0.10 16.32 -1.84 3.27 8.49 9.79 Co13 16 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 17 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 18 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 19 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 20 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 21 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 22 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 23. 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 24 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 25 ,0.10 16.32 1.25 3.27 -5.78 9.79 Co13 26 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 27 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 28 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 29 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 30 0.10 16.32 1.25 3.27. -5.78 9.79 Co13 31 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 32 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 33 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 34 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 35 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 36 0.10 16.32 1.25 3.27 =5.78 9.79 Co13 37 0.10 16.32 1.25 3.27 -5.78 9.79 Co13 38 0.10 16.32 -1.38 3.27 6.37 .9.79 Co13 39 0.10 16.32 -1.38 3.27 6.37 9.79 Co13 40 0.06 16.32 1.67 3.27 -7.70 9.79 Co13 41 0.06 16.32 -1.84 3.27 8.49 9.79 Co13 42 0.06 16.32 1.67 3.27 -7.70 9.79 Co13 43 0.06 16.32 -1.84 3.27 8.49 9.79 Co13 44 0.06 16.32 1.67 3.27 -7.70 9.79 Co13 45 0.06 16.32 -1.84 3.27 8.49 9.79 Co13 46 0.06 16.32 1.:67 3.27 -7.70 9.79 Co13 47 0.06 16.32 -1.84 3.27 8.49 9.79 Co13 48 0.06 16.32 1.67 3.27 -7.70 9.79 Co13 49 0.06 16.32 1.67 3.27 -7.70 9.79 Co13 50 0.06 16.32 -1.84 3.27 8.49 9.79 Co13 51 0.06 16.32 -1.84 3.27 8.49 9.79 Co13 52 0.10 16.32 0.00 3.27 0.00 11.14 Co13 53 0.10 16.32 0.00 3.27 0.00 11.14 . Co13 54 0.10 16.32 0.00 3.27 0.00 11.14 Co13 55 0.10 16.32 0.00 3.27 0.00 11.14 Co13 56 0.05 16.32 0.00 3.27 0.00 11.14 Co13 57 0.05 16.32 0.00 3.27 0.00 11.14 Co14 1 0.07 13.74 0.00 5.02 0.00 7.10 Co14 2 0.07 13.74 0.00 5.02 0.00 7.10 Co19 3 0.07 13.74 0.00 5.02 0.00 7.10 78 Of 191 Page Co14 4 0.07 13.74 0.52 5.02 -2.19 6.45 C014 5 0.07 13.74 -0.58 5.02 2.41 6.45 Co14 6 0.07 13.74 0.52 5.02 -2.19 6.45 Co14 7 0.07 13.74 -0.58 5.02 2.41 6.45 Co14 8 0.07 13.74 0.52 5.02 -2.19 6.45 Co14 9 0.07 1.3.74 -0.58 5.02 2.41 6.45 Co14 10 0.07 13.74 0.52 5.02 -2.19 6.45 Col4. 11 0.07 13.74 -0.58 5.02 2.41 6.45 Co14 12 0.07 13.74 0.52 5.02 -2.19 6.45 Co14 13 0.07 13.74 0.52 5.02 -2.19 6.45 Co14 14 0.07 13.74 -0.58 5.02 2.41 6.45 Co14 15 0.07 13.74 -0.58 5.02 2.41 6.45 Co14 16 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 17 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 18 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 19 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 20 0.07 13.74 0.39 5.02 -1.64. 6.45 Co14 21 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 22 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 23 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 24 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 25' 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 -26 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 27 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 28 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 29 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 30 0.07 13.74 0.39 5.02 -1.64 6..45 Co14 31 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 32 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 33 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 34 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 35 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 36 0.07 13.74 0.39 5.02 -1.64 6.45 Co14 37 0.07 13.74 0.39 5.02. -1.64 6.45 Co14 38 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 39 0.07 13.74 -0.43 5.02 1.81 6.45 Co14 40 0.04 13.74 0.52 5.02 -2.19 6.45 Co14 41 0.04 13.74 -0.58 5.02 2.41 6.45 Co14 42 0.04 13.74 0.52 5.02 -2.19 6.45 Co14 43 0.04 13.74 -0.58 5.02 2.41 6.45 Co14 44 0.04 13.74 0.52 5.02 -2.19 6.45 Co14 45 0.04 13.74 -0.58 5.02 2.41 6.45 C014 46 0.04 13.74 0.52 5.02 -2.19 6.45 Co14 47 0.04 13.74 -0.58 5.02 2.41 6.45 Co14 48 0.04 13.74 0.52 5.02 -2.19 6.45 Co14 49 0.04 13.74 0.52 5.02 -2.19 6.45 Co14 50 0.04 13.74 -0.58 5.02 2.41 '6.45 C014 51 0.04 13.74 -0.58 5.02 2.41 6.45 Co14 52 0.08 13.74 0.00 5.02 0.00 7.10 Co14 53 0.08 13.74 0.00 5.02 0.00 7.10 Co14 54 0.07 13.74 0.00 5.02 0.00 7.10 Co14 55 0.07 13.74 0.00 5.02 0.00 7.10 Co14 56 0.04 13.74 0.00 5.02 0.00 7.10 Co14 57 0.04 13.74 0.00 5.02 0.00 7.10 STRENGTH RATIO: Load Axial+ Shear+ Control id Id Axial Shear Moment Moment Moment UC ----- Co12 ---- ----- 1 0.00 ----- 0.00 ------ 0.00 ------ ------ 0.00 ------- 0.00 78 Of 191 6L'0 89'0 6L'0 6L'O T9'O T0'0 b £TOO 10'0 10'0 00'0 00'0 TO'O £ £T03 TO'O TO'0 00'0 00'0 10'0 1 Z £TOD TO'0 10'0 00'0 00'0 TO'0 T £TOD 00'0 00'0 00'0 00'0 00'0 LS ZTOO 00'0 00'0 00'0 00'0 00'0 99 ZTOD TO'O TO'O 00'0 00'0 TO'0 SS ZTOD 10"0 TO'O 00'0 00'0 TO'O �6S ZT93 10'0 10'0 00'0 00'0 10'0 £S ZTOD 10'0 TO'O 00'0 00'0 10'0 ZS ZTOD L6'0 89'0 L6'0 L6'0 Z£'0 00'0 TS ZTOD L6'0 89'0 L6'0 L6'0 Z£"0 00'0 OS ZTOD 88'0 Z9'0 88'0 88'0 6Z'O 00'0 6b ZTOO 88'0 Z9'0 88'0 88'0 6Z'0 00'0 8b ZToJ L6'0 89'0 L6'0 L6'0 Z£'0 00"0 Lb ZTOD 88'0 Z9'0 88'0 88'0 6Z'O 00'0 9b ZTOD L6'0 89'0 L6'0 L6'0 Z£'0 00"0 Sb ZTO3 88'0 Z9'0 88'0 88'0 6Z'0 00'0 bb ZTOO L6'0 89'0 L6'0 L6'0 Z£'0 00'0 £b ZTOD 88'0 Z9'0 88'0 88'0 6Z'O 00'0 Zb ZTOO L6'0 89'0 L6'0 L6'0 Z£'0 00'0 Tb ZT00 88'0 Z9'0 88'0 88'0 6Z'O 00'0 Ob ZT00 £L'0 TS'O £L'0 £L'0 bZ'0 00'0 6£ ZTOD £L'0 TS'O £L'0 £L'0 bZ'0 00'0 8£ ZTOO 99'0 9b'0 99'0 99'0 ZZ'0 00'0 L£ ZTOO 99'0 9b'0 99'0 99'0 ZZ'O 00'0 9£ ZT03 £L'0 T9'0 £L'0 £L'0 bZ'0 00'0 S£ ZT03 99'0 9b'0 99'0 99'0 ZZ'0 00'0 b£ ZTOD £L'0 TS'O £L'0 £L'0 bZ'0 00'0 ££ ZToZ) 99'0 9b'0 99'0 919'0 ZZ'O 00'0 Z£ ZTOD £L'0 T9'0 £L'0 £L'0 bZ'0 00'0 T£ ZTOD 99'0 9b'0 99'0 99'0 ZZ'0 00'0 0£ ZTOD £L'0 TS'O £L'0 £L'0 bZ'0 00'0 6Z ZT03 99'0 9b'0 99'0 99'0 ZZ'0 00'0 8Z ZTOO £L'0 T9'0 £L'0 £L'0 bZ'0 00"0 LZ ZTOD £L'0 T9'O £L'0 £L'0 bZ'0 00'0 9Z ZTOO 99'0 9b'0 99'0 99'0 ZZ'0 00'0 SZ ZTOO 99'0 9b'0 99'0 99'0 ZZ'0 00'0 bZ ZTOD £L'0 TS'0 £L'0 £L'0 bZ'0 00'0 £Z ZTOO 99"0 9b'0 99'0 99'0 ZZ'0 00'0 ZZ ZTOO £L'0 TS'O £L'0 £L'0 bZ'0 00'0 TZ ZTOO 99'0 9b'0 99'0 99'0 ZZ'0 00'0 OZ ZTOD £L'0 TS'O £L'0 £L'0 bZ'0 00'0 6T ZT03 99'0 9b'0 99'0 99'0 ZZ'0 00'0 8T ZT03 £L'0 TS'O £L'0 £L'0 bZ'0 00'0 LT ZTo:) 99'0 9b'0 99'0 99'0 ZZ'0 00'0 9T ZTOD L6'0 89'0 • L6'0 L6'0 Z£'0 00'0 ST ZTOO L6'0 89'0 L6'0 L6'0 Z£'0 00'0 PT ZTOD 88'0 Z9'0 88'0 88'0 6Z'O 00'0 £T ZTOO 88'0 Z9'0 88'0 88'0 6Z'0 00'0 ZT ZToo L6'0 89'0 L6'0 L6'0 Z£'0 00'0 TT ZTOD 88'0 Z9"0 88'0 88'0 6Z'O 00'0 OT ZTOD L6'0 89'0 L6'0 L6'0 Z£'0 00'0 6 ZT03 .88'0 Z9'0 88'0 88'0 6Z'O 00'0 8 -ZTOD L6'0 89'0 L6'0 L6'0 Z£'0 00'0 L ZTOO 88'0 Z9'0 88'0 88'0 6Z'O 00'0 9 ZT03' L6'0 89'0 L6'0 L6''0 Z£'0 00'0 9 ZTOD 88'0 Z9'0 88'0 88'0 6Z'0 00'0 b ZTOD 00'0 00'0 00'0 00'0 00'0 £ ZTOO 00'0 00'0 00'0 00'0 00'0 Z ZTOO T61 30 6L a6ed Page 80 Of 191 Co13 5 0.01 0.56 0.87 0.87 0.64 0.87 Co13 6 0.01 0.51 0.79 0.79 0.58 0.79 Co13 7 0.01 0.56 0.87 0.87 0.64 0.87 Co13 E 0.01 0.51 0.79 0.79 0.58 0.79 Co13 9 0.01 0.56 0.87 0.87 0.64 0.87 Co13 10 0.01 0.51 C.79 0.79 0.58 0.79 Co13 11 0.01 0.56 C.87 0.87 0.64 0.87 Co13 12 0.01 0.51 0.79 0.79 0.58 0.79 Co13 13 0.01 0.51 0.79 '0.79 0.58 0.79 Co13 14 0.01 0.56 0.87 0.87 0.64 0.87 Co13 15 0.01 0.56 0.87 0.87 0.64 0.87 Col3' 16 0.01 0.38 0.59 0.59 0.43 0.59 Co13 17 0.01 0.42 0.65 0.65 0.48 0.65 Co13 18 0.01 0.38 0.59 0.59 0.93 0.59 Co13 19 0.01 0.42 0.65 0.65 0.48 0.65 Co13 20 0.01 0.38 0.59 0.59 0.43 0.59 Co13 21 0.01 0.42 0.65 0.65 0.48 0.65 Co13 22 0.01 0.38 0.59 0.59 0..43 0.59 Co13 23 0.01 0.42 0.65 0.65 0.48 0.65 Co13 24 0.01 0.38 0.59 0.59 0.43 0.59 Co13 25 0.01 0.38 0.59 0.59 0.43 0.59 Co13 26 0.01 0.42 0.65 0.65 0.48 0.65 Co13 27 0.01 0.42 0.65 0.65 0.48 0.65 Co13 28 0.01 0.38 0.59 0.59 0.43 0.59 Co13 29 0.01 0.42 0.65 0.65 0.98 0.65 Co13 30 0.01 0.38 0.59 0.59 0.43 0.59 Co13 31 0.01 0.42 0.65 0.65 0.48 0.65 Co13 32 0.01 0.38 0.59 0.59 0.43 0.59 Co13 33 0.01 0.42 0.65 0.65 0.48 0.65 Co13 34 0.01 0.38 0.59 0.59 0.43 0.59 Co13 35 0.01 0.42 0.65 0.65 0.48 0.65 Co13 36 0.01 0.38 0.59 0.59 0.43 0.59 Co13 37 0.01 0.38 0.59 0.59 0.43 0.59 Co13 38 0.01 0.42 0.65 0.65 0.48 0.65 Co13 39 0.01 0.42 0.65 0.65 0.48 0.65 Co13 40 0.00 0.51 0.79 0.79 0.58 0.79 Co13 41 0.00 0.56 0.87 0.87 0.64 0.87 Co13 '42 0.00 0.51 0.79 0.79 0.58 0.79 Co13 43 0.00 0.56 0.87 0.87 0.64 0.87 Co13 44 0.00 0.51 0.79 0.79 0.58 0.79 Co13 45 0.00 0.56 0.87 0.87 0.64 0.87 Co13 46 0.00 0.51 0..79 0.79 0.58 0.79 Co13 47 0.00 0.56 0.87 0.87 0.64 0.81 Co13 48 0.00 0.51 0.79 0.79 0.58 0.79 Co13 49 0.00 0.51 0.79 0.79 0.58 0.79 Co13 50 0.00 0.56 0.87 0.87 0.64 0.87 Co13 51 0.00 0.56 0.87 0.87 0.64 0.87 Co13 52 0.01 0.00 0.00 0.01 0.01 Co13 53 0.01 0.00 0.00 0.01 0.01 Co13 54 0.01 0.00 0.00 0.01 0.01 Co13 55 0.01 0.00 0.00 0.01 0.01 Co13 56 0.00 0.00 0.00 0.00 0.00 Co13 57 0.00 0.00 0.00 0.00 0.00 C014 1 0.01 0.00 0.00 0.01 0.01 Co14 2 0.01 0.00 0.00 0.01 0.01 Co14 3 0.01 0.00 0.00 0.01 0.01 Co14 4 0.01 0.10 0.34 0.34 0.24 0.34 Co14 5 0.01 0.11 0.37 0.38 0.26 0.38 Co14 6 0.01 0.10 0.34 0.34 0.24 0.34 Co14 7 0.01 0.11 0.37 0.38 0.26 0.38 Page 81 Of 191 Co14 8 0.01 0.10 0.34 0.34 0.24 0.34 Co14 9 0.01 0.11 0.37 0.38 0.26 0.38 Co14 10 0.01 0.10 0.34 0.34 0.24 0.34 Co14 11 0.01 0.11 0.37 0.38 0.26 0.38 Co14 12 0.01 0.10 0.34 0.34 0.24 0.34 Co14 13 0.01 0.10 0.34 0.34 0.24 0.34 Co14 14 0.01 0.11 0.37 0.38 0.26 0.38 Col4- 15 0.01 •0.11 0.37 0.38 0.26 0.38 Co14 16 0.01 0.08 0.25 0.26 0.18 0.26 Co14 17 0.01 0.09 0.28 0.28 0.20 0.28 Co14 18 0.01 0.08 0.25 0.26 0.18 0.26 Co14 19 0.01 0.09 0.28 0.28 0.20 0.28 Co14 20 0.01 0.08 0.25 0.26 0.18 0.26 Co14 21 0.01 0.09 0.28 0.28 0.20 0.28 Co14 22 0.01 0.08 0.25 0.26 0.18 0.26 Co14 23 0.01 0.09 0.28 0.28 0.20 0.28 Co14 24 0.01 0.08 0.25 0.26 0.18 0.26 Co14 25 0.01 0.08 0.25 0.26 0.18 0.26 Co14 26 0.01 0.09 0.28 0.28 0.20 0.28 Co14 27 0.01 0.09 0.28 0.28 0.20 0.28 Co14 28 0.01 0.08 0.25 0.26 0.18 0.26 Co14 29 0.01 0.09 0.28 0.28 0.20 0.28 Co14 30 0.01 0.08 0.25 0.26 0.18 0.26 Co14 31 0.01 0.09 0.28 0.28 0.20 0.28 Co14 32 0.01 0.08 0.25 0.26 0.18 0.26 Co14 33 0.01 0.09 0.28 0.28 0.20 0.28 Co14 34 0.01 0.08 0.25 0.26 0.18 0.26 .Co14 35 0.01 0.09 0.28 0.28 0.20 0.28 Co14 36 0.01 0.08 0.25 0.26 0.18 0.26' Co14 37 0.01 0.08 0.25 0.26 0.18 0.26, Co14 38 0.01 0.09 0.28 0.28 0.20 0.28 Co14 39 0.01 0.09 0.28 0.28 0.20 0.28 Co14 40 0.00 0.10 0.34 0.34 0.24 0.34 Co14 41 0.00 0.11 0.37 0.37 0.26 0.37. Co14 42 0.0.0 0.10 0.34 0.34 0.24 0.34 Co14 43 0.00 0.11 0.37 0.37 0.26 0.37 Co14 44 0.00 0.10 0.34 0.34 0.24 0.34 Co14 45 0.00 0.11 0.37 0.37 0.26 0.37 Co14 46 0.00 0.10 0.34 0.34 0.24 0.34 Co14 47 0.00 0.11 0.37 0.37 0.26 0.37 Co14 48 0.00 0.10 0.34 0.34 0.24 0.34 Co14 49 0.00 0.10 0.34 0.34 0.24 0.34 Co14 50 0.00 0.11 0.37 0.37 0.26 0.37 Co14 51 0.00 0.11 0.37 0.37 0.26 0.37 Co14 52 0.01 0.00 0.00 0.01 0.01 Co14 53 0.01 0.00 0.00 0.01 0.01 Co14 54 0.01 0.00 0.00 0.01 0.01 Co14 55 0.01 0.00 0.00 0.01 0.01 Co14 56 0.00 0.00 0.00 0.00 0.00 Co14 57 0.00 0.00 0.00 0.00 0.00 COLUMN REACTIONS: ` Load In Plane Out Plane Id ----- Id . ---- Vert(k -------- ) Horz(k ) Horz(k ) Co12 1 0.07 -------- 0.00 --------- 0.00 Co12 2 0.07 0.00 0.00 Co12 3 0.07 0.00 0.00 Co12 4 0.07 0.00 -1.44 Page 82 Of 191 Co12 5 0.07 0.00 1.59 Co12 6 0.07 0.00 -1.44 Co12 7 0.07 0.00 1.59 Co12 8 0.07 0.00 -1.44 Co12 9 0.07 0.00 1.59 Co12 10 0.07 0.00 -1.44 Co12 11 0.07 0.00 1.59 Co12 12 0.07 0.00 -1.44 Co12 13 0.07 0.00 -1.44 Co12 14 0.07 0.00 1.59 Co12 15 0.07 0.00 1.59 Co12 16 0.07 0.00 -1.08 Co12 17 0.07 0.00 1.19 Co12 18 0.07 0.00 -1.08 Co12 19 0.07 0.00 1.19 Co12 20 0.07 0.00 -1.08 Co12 21 0.07 0.00 1.19 Co12 22 0.07 0.00 -1.08 Co12 23 0.07 0.00 1.19 Co12 24 0.07 0.00 -1.08 Co12 25 0.07 0.00 -1.08 Co12 26 0.07 0.00 1.19 Co12 27 0.07 0.00 1.19 Co12 28 0.07 0.00 -1.08 Co12 29 0.07 0.00 1.19 Co12 30 0.07 0.00 -1.08 Co12 31 0.07 0.00 1.19 Co12 32 0.07 0.00 -1.08 Co12 33 0.07 0.00 1.19 Co12 34 0.07 0.00 -1.08 Co12 35 0.07 0.00 1.19 Co12 36 0.07 0.00 -1.08 Co12 37 0.07 0.00 -1.08 Co12 38 0.07 0.00 1.19 Co12 39 0.07 0.00 1.19 Co12 40 0.04 0.00 -1.44 Co12 41 0.04 0.00 1.59 Co12 42 0.04 0.00 -1.44 Co12 43 0.04 0.00 1.59 Co12 44 0.04 0.00 -1.44 Co12 45 0.04 0.00 1.59 Co12 46 0.04 0.00 -1.44 Co12 47 0.04 0.00 1.59 Co12 48 0.04 0.00 -1.99 Co12 49 0.04 0.00 -1.44 Colt 50 0.04 0.00 1.59 Co12 51 0.09 0.00 1.59 Co12 52 0.07 0.00 0.00 Co12 53 0.07 0.00 0.00 Co12 54 0.07 0.00 0.00 Co12 55 0.07 0.00 0.00 Co12 56 0.03 0.00 0.00 Co12 57 0.03 0.00 0.00 Co13 1 0.10 0.00 0.00 Co13 2 0.10 0.00 0.00 Co13 3 0.10 0.00 0.00 Co13 4 0.10 0.00 -1.67 Co13 5 0.10 0.00 1.84 Co13 6 0.10 0.00 -1.67 Co13 7 0.10 0.00 1.84 Page 83 Of 191 Co13 8 0.10 0.00 -1.67 Co13 9 0.10 0.00 1.84 Co13 10 0.10 0.00 -1.67 Co13 11 0.10 0.00 1.84 Co13 12 0.10 0.00 -1.67 Co13 13 0.10 0.00 -1.67 Co13 14 0.10 0.00 1.84 Co13 15 0.10 0.00 .1.84 Co13 16 0.10 0.00 -1.25 Co13 17 0.10 0.00 1.38 Co13 18 0.10 0.00 -1.25 Co13 19 0.10 0.00 1.38 Col3 20 0.10 0.00 -1.25 Co13 .21 0.10 0.00 1.38 Co13 22 0.10 0.00 -1.25 Col3. 23 0.10 0.00 1.38 Co13 24 0.10 0.00 -1.25 Co13 25 0.10 0.00 -1.25 Co13 26 0.10 0.00 1.38 Co13 27 0.10 0.00 1.38 Co13 28 0.10 0.00 -1.25 Co13 29 0:10 0.00 1.38 Co13 30 0.10 0.00 -1.25 Co13 31 0.10 0.00 1.38 Col3' 32 0.10 0.00 -1.25 Co13 33 0.10 0.00 1.38 Co13 34 0.10 0.00 -1.25 Co13 35 0.10 0.00 1.38 C.ol3 36 0.10 0.00 -1.25 Cola 37 0.10 0.00 -1.25 Co13 38 0.10 0.00 1.38 Co13 39 0.10 0.00 1.38 Co13 40 0.06 0.00 -1.67 Co13 41 0.06 0.00 1.84 Co13 42 0.06 0.00 -1.67 Co13 43 0.06 0.00 1.84 Co13 44 0.06 0.00 -1.67 Co13 45 0.06 0.00 1.84 Co13 46 0.06 0.00 -1.67 Co13 47 0.06 0.00 1.84 Co13 48 0.06 0.00 -1.67 Co13 49 0.06 0.00 -1.67 Co13 50 0.06 0.00 1.84 Co13 51 0.06 0.00 1.84 Co13 52 0.10. 0.00, 0.00 Co13 53 0.10 0.00' 0.00 Co13 54 0.10 0.00 0.00 Co13 55 0.10 0.00 0.00 Co13 56 0.05 0.00 0.00 Co13 57 0.05 0.00 0.00 Co14 1 0.07 0.00 0.00 Co14 2 0.07 0.00 0.00 Co14 3 0.07 0.00 0.00 Co14 4 0.07 0.00 -0.52 Co14 5 0.07 0.00 0.58 Co14 6 0.07 0.00 -0.52 Co14 7 0.07 0.00 0.58 Co14 8 0.07 0.00 -0.52 C014 9 0.07 0.00 0.58 C014 10 0.07 0.00 -0.52 8S'T. 00'0 b9 ZT03 89'T 00'0 £9 ZToO 8S'T 00'0 Z9 ZToO 8S'T 00'0 T9 ZT03 89'T 00'0 09 ZToO 89'T 00'0 6S ZToO 8S'T ------ 00'0 ------ 89 ---- ZToO ----- ITWT7 OTeO pI pI (UT)uoT40aiJ@G peo7 bToO :SNOIZO37334 3MW3W NWn7OO 00'0 00'0 b0'0 LS 6ToO 00'0 00'0 60'0 99 6ToO 00'0 00'0 LO'O SS 6ToO 00'0 00'0 LO'0 6S bToO 00'0 00'0 80'0 £S 6ToIO 00'0 00'0 80'0 ZS bToO 81;'0 00'0 60'0 TS bToO 89'0 00'0 60'0 OS 6ToO ZS'0- 00'0 b0'0 66 6ToO ZS'0- 00'0 60'0 86 6ToO 8S'0 00'0 60'0 Lb 6ToO Z9'01- 00'0 60'0 9b 6ToO 8S'0 00'0 60'0 Sb bToO ZS'0- 00'0 b0'0 bb bToO 89'0 00'0 60'0 £b .bToO ZS'0- 00'0 60'0 Zb bToO 8S'0 00'0 60'0 Tb bToO ZS'0- .00'0 60'0 Ob 6ToO £6'0 00'0 LO'0 6£ bTOO £b'0 00'0 LO'0 8£ 6ToO 6£'0- 00'0 LO'0 L£ 6ToO 6£'0- 00'0 LO'0 9£ 6ToO £6'0 0'0'0 LO'O S£ 6ToO 6£'0- 00'0 LO'0 b£ 6ToO £b'0 00'0 LO'0 ££ 6ToO 6£'0- 00'0 LO'O Z£ 6TOO £6'0 00'0 LO'O T£ 6ToO 6£'0- 00'0 LO'0 0£ 6ToO £b'0 00'0 LO'0 6Z bToO 6£'0- 00'0 LO'0 8Z 6ToO £b'0 00'0 LO'O LZ 6ToO £6'0 00'0 LO'0 9Z bToO 6£'0- 00'0 LO'0 SZ bToO 6£'0- 00'0 LO'0 bZ bToO £6'0 00'0 LO'0 £Z 6ToO 6£'0- 00'0 LO'O ZZ bToO £b'0 00'0 LO'O TZ bToO 6£'0- 00'0 LO'0 OZ bToO £b'O 00'0 LO'O 6T bToO 6£'0- 00'0 LO'0 8T bToO £b'0 00'0 LO'0 LT 6ToO 6£'0- 00'0 LO'0 9T 6TO3 89'0 00'0 LO'O ST bToO 89`0 00'0 LO'0 bT bToO ZS'0- 00'0 LO'0 £T 6ToO ZS'0- 00'0 LO'O ZT 6ToO 1 89'0 00'0 LO'O TT bToO T61 30 b8 a6ed t Col2 65 0.00 1.58 Co12 66 0.00 1.58 Co12 67 -0.49 1.58 Co12 68 0.54 1.58 Co12 69 0.00 1.58 Co12 70 0.00 1.58 Co12 71 0.00 1.58 Co12 .72 0.00 1.58 Co12 73 0.00 1.58 Co12 74 0.00 1.58 Co12 '75 0.00 1.58 Co12 76 0.00 1.58 Co13 58 0.00 1.85 Co13 59 0.00 1.85 Co13 * 60 0.00 1.85 Co13 61 0.00 1.85 Co13 62 0.00 1.85 Co13 763 .0.00 1.85 Co13 64 0.00 1.85 Co13 65 0.00 1.85 Co13 66 0.00 1.85 Co13 67 -0.35 1.85 Co13 68 0.39 1.85 Co13 69 0.00 1.85 Co13 70 0.00 1.85 Co13 71 0.00 1.85 Col3- 72 0.00 1.85 C013 73 0.00 1.85 Co13 74 0.00 1.85 Co13 75 0.00 L. 85 Co13 76 0.00 1.85 Co14 58 0.00 1.67 Co14 59 0.00 1.67 Co14 60 0.00 1.67 Co14 61 0.00 1.67 Co14 62 0.00 1.67 r Co14 63 0.00 1..67 Co14 64 0.00 1.67 C014 65 0.00 1.67 Co14 66 0.00 1.67 C014 67 -0.21 1.67 Co14 68 0.23 1.67 Co14 69 0.00 1.67 Co14 70 0.00 1.67 Co14 71 0.00 1.67 Co14 72 0.00 1.67 Co14 73 0.00 1.67 Co14 74 0.00 1.67 Co14 75 0.00 1.67 Co14 76 0.00 1.67 COLUMN/RAFTER KL/R RATIO: - Unbrace_Length ----KL/R---- Id ------ Major ------ Minor ------ Major ----- Minor ----- Co12 15.8 7.5 59 67 Co13 18.5 7.5 48 70 Co14 16.7 7..5 63 67 Page 86 Of 191 LOAD COMBINATIONS: ------------------ Column Loads 1 - Dead+Collateral 2 - Dead+Collateral+Live 3 - Dead+Collateral+0.75Live 4 - Dead+0.6Wind Leftl+0.6Wind Pressure 5 - Dead+0.6Wind Leftl+0.6Wind_Suction 6 _ Dead+0.6Wind_Rightl+0.6Wind Pressure 7 - Dead+0.6Wind_Rightl+0.6Wind_Suction 8 - Dead+0.6Wind_Left2+0.6Wind_Pressure 9 - Dead+0.6Wind_Left2+0.6Wind_Suction 10 - Dead+0.6Wind_Right2+0.6Wind_Pressure. 11 - Dead+0.6Wind_Right2+0.6Wind_Suction 12 - Dead+0.6Wind_Pressure+0.6Wind_Long1 13 - Dead+0.6Wind_Pressure+0.6Wind_Long2 14 - Dead+0.6Wind_Suction+0.6Wind_Longl 15 - Dead+0.6Wind_Suction+0.6Wind_Long2 16 - Dead+Collateral+0.75Live+0.45Wind Leftl+0.45Wind Pressure 17 - Dead+Collateral+0.75Live+0.45Wind Leftl+0.45Wind Suction 18 - Dead+Collateral+0.75Live+0.45Wind_Rightl+0.45Wind_Pressure 19 - Dead+Collateral+0.75Live+0.45Wind_Rightl+0.45Wind_Suction 20 - Dead+Collateral+0.75Live+0.45Wind Left2+0.45Wind Pressure 21 - Dead+Collateral+0.75Live+0.45Wind_Left2+0.45Wind_Suction 22 - Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind_Pressure 23 - Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind_Suction 24 - Dead+Collateral+0.75Live+0.45Wind Pressure+0.45Wind_Longl 25 - Dead+Collateral+0.75Live+0.45Wind Pressure+0.45Wind_Long2 26 - Dead+Collateral+0.75Live+0.45Wind Suction+0.45Wind_Longl 27 - Dead+Collateral+0.75Live+0.45Wind Suction+0.45Wind_Long2 28 - Dead+Collateral+0.45Wind Left1+0.45Wind Pressure 29 - Dead+Collateral+0.45Wind Leftl+0.45Wind Suction 30 - Dead+Collateral+0.45Wind_Right1+0.45Wind_Pressure 31 - Dead+Collateral+0.45Wind Right1+0.45Wind_Suction 32 - Dead+Collateral+0.45Wind Left2+0.45Wind Pressure 33 - Dead+Collateral+0.45Wind Left2+0.45Wind ,Suction 34 - Dead+Collateral+0.45Wind_Right2+0.45Wind_Pressure 35 - Dead+Collateral+0.45Wind Right2+0.45Wind_Suction 36 - Dead+Collateral+0.45Wind Pressure+0.45Wind_Longl 37 - Dead+Collateral+0.45Wind Pressure+0.45Wind Long2 38 - Dead+Collateral+0.45Wind_Suction+0.45Wind_Longl 39 - Dead+Collateral+0.45Wind_Suction+0.45Wind_Long2 40 - 0.6Dead+0.6Wind Leftl+0.6Wind Pressure 41 - 0.6Dead+0.6Wind Leftl+0.6Wind_Suction 42 - 0.6Dead+0.6Wind Rightl+0.6Wind_Pressure 43 - 0.6Dead+0.6Wind Rightl+0.6Wind Suction 44 - 0.6Dead+0.6Wind Left2+0.6Wind_Pressure 45 - 0.6Dead+0.6Wind_Left2+0.6Wind_Suction 46 - 0.6Dead+0.6Wind Right2+0.6Wind_Pressure 47 - 0.6Dead+0.6Wind Right2+0.6Wind Suction 48 - 0.6Dead+0.6Wind Pressure+0.6Wind_Longl 49 - 0.6Dead+0.6Wind Pressure+0.6Wind Long2 50 - 0.6Dead+0.6Wind Suction+0.6Wind_Longl 51 - 0.6Dead+0.6Wind Suction+0.6Wind_Long2 52 - 1.08Dead+1.08Collateral+0.7Seismic 53 - 1.08Dead+1.08Collateral-0.7Seismic 54 - 1.06Dead+1.06Collateral+0.52Seismic 55 - 1.06Dead+1.06Collateral-0.52Seismic 56 - 0.52Dead+0.7Seismic 57 - 0.52Dead-0.7Seismic Column Deflection Loads 58 - Dead+Collateral 59.- Dead+Collateral+Live 60 - Live 61 - Dead+0.43Wind_Leftl 62 - Dead+0.43Wind_Rightl 63 - Dead+0.43Wind_Left2 64 - Dead+0.43Wind Right2 .65 - Dead+0.43Wind Long1 66 - Dead+0.43Wind Long2 67 - Dead+0.43Wind Pressure 68 - Dead+0.43Wind Suction 69-.1.08Dead+1.08Collateral'+0.7Seismic 70-.1.08Dead+1.08Collateral-0.7Seismic 71 - 1.06Dead+1.06Collateral+0.52Seismic 72 - 1.06Dead+1.06Collateral-0.52Seismic 73 - 0.52Dead+0.7Seismic 74 - 0.52Dead-0.7Seismic 75 - Seismic 76 - Seismic U17EO329A Wall 3 - Base Plate Design 6/14/17 11:40am DESIGN CONSTANTS: ----------------- Base Plate Yield = 55.00(k3i ) Concrete Bearing = 1.05(ksi ) Bolt Shear Stress = 13.05(ksi ) Bolt Tension Stress = 21.75(ksi ) ' BASE SIZE: ----- Base(in) -------Plate_Size(in)-- -------Bolts(in)------- Id Type Depth Elev Width Thick Length Type Dia Gage Row ----- ---- ----- ----- ----- ----- ------ ----- ----- ---- --- Co12 S3 8.00 0.0 8.20 0.375 8.00 GR36 0.750 4.00 2 Co13 S3 12.00 0.0 8.20 0.375 12.00 GR36 0.750 4.00 2 Co14 S3 8.00 0.0 '8.00 0.375 8.00 GR36 0.750 4.00 2 S3 - Welded Plate • i 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 ) ------ ---- ------ ---- ------ ------ ---- ------ ---- ------ ------ Co12 52 0.1 1 0.0 0.0 5 1:6 1 0.0 0.0 Co13 52 0.1 1 0.0 0.0 5 1.8 1 0.0 0:'0 Co14 52 0.1 1 0.0 0.0 5 0.6 1 0.0 0.0 LOAD COMBINATIONS: ------------------ 1 - Dead+Collateral 5 - Dead+0.6Wind Leftl+0.6Wind Suction Page 88 Of 191 52 - 1.08Dead+1.08Collateral+0.7Seismic U17EO329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Girt Wall 3 - Flush Girt Layout Id Id 6/14/17 ll:.40am GIRT LAYOUT: ---- 1 ---- WP ----- -0.38 ----- 1.86 ---- 0.20 ---- 0.03 1.17 WS -0.45 Bay Girt 1 2 Bay_Offset Design 1.86 Load ---- Max -Load --- Id Id Locate Part. Start End Length Weight Width. Id UC Report --= 1 ---- 1 ------ 7.500 -------- 08ZO54 ----- 0.00 ----- 11.00 ------ 10.67 ------ 28.3 ----- 6.00 -- WS ---- 0.33 ------ Moment WS 2 12.000 082054 0.00 11.00 10.67 28.3 4.65 WS 0.33 Moment --- 2 ---- 3 ------ 7.500 -------- 08Z060 ----- 0.00 ----- 20.00 ------ 19.33 ------ 56.9 ----- 6.00 -- WS ---- 0.92 ------ Moment WS 4 12.000 082054 0.00 20.00 19.33 51.3 3.75 WS 0.83 Moment WS 5 15.000 08ZO540.00 3 20.00 19.33 51.3 3.77 WS 0.83 Moment 3 -------- --- 6 ------ 7.500 -------- 08Z054. ----- 0.00 ----- 10.67 ------ 10.00 ------ 26.5 ----- 6.00 -- WS ---- 0.35 ------ Moment 0.01 7 1.2.000 08Z054 0.00 10.67 10.00 26.5 3.75 WS 0.22 Moment 8 1.5.000 08Z054 0.00 10.67 10.00 26.5 3.73 WS 0.22 Moment GIRT INSIDE FLANGE BRACE: No.-Brace/Bay 1 2 3 4 0 0 0 0 GIRT STRENGTH.: Bay Girt Load ----Shear(k )--- Id Id Id Calc Limit UC --- 1 ---- 1 ---- WP ----- -0.38 ----- 1.86 ---- 0.20 ---- 0.03 1.17 WS -0.45 1.86 0.24 1 2 WP 0.29 1.86 0.16 -0.03 1.42 WS -0.35 1.86 0.19 2 3 WP 0.68 2.56 0.27 0.63 0:49 WS -0.75 2.56 0.29 2 4 WP 0.43 1.86 0.23 -2.06 4.41 WS -0.47 1.86 0.25 2 5 WP 0.43 1.86 0.23 2.58 0.12 WS- 0.47 1.86 0.25 3 6 WP 0.35 1.86 0.19 0.41 0.30 WS 0.39 1.86 0.21 3 7 WP 0.22 1.86 0.12 2.77 0.35 WS 0.24 1.86 0.13 3 8 WP 0.22 1.86 0.12 0.01 0.61 WS 0.24 1.86 0.13 WP - 0.6Wind_Pressure WS - 0.6Wind Suction UNBRACED LENGTH: WS - 0.6Wind Suction --Moment(f-k )-- Mom+ ---Deflect(in•)-- Calc Limit UC Shear Calc Limit ----- UC ----- -1.00 ----- 4.41 ---- 0.23 ----- 0.20 ----- -0.04 1.42 ---- 0.03 1.17 3.61 0.33 0.24 0.04 1.42 0.03 -0.78 4.41 0.18 0.15 -0.03 1.42 0.02 0.91 2.75 0.33 0.18 0.03 1.42 0.02 -3.30 5.20 0.63 0:49 -0.39 2.58 0.15 3.63 3.96 0.92 0.54 0.43 2.58 0.17 -2.06 4.41 0.47 0.37 -0.27 2.58 0.11 2.27 2.75 0.83 0.41 0.30 2.58 0.12 -2.07 4.41 0.47 0.37 -0.27 2.58 0.11 2.28 2.75 0.83 0.41 0.30 2.58 0.12 -0.88 4.41 0.20 0.18 -0.03 1.33 0.02 0.97 2.77 0.35 0:20 0.03 1.33 0.03 -0.55 4.41.0.13 0.11 -0.02 1.33 0.01 0.61 2.77 0.22 0.12 0.02 1.33 0.02 -0.55 4.41 0.12 0.11 -0.02 1.33 0.01 0.60 2.77 0.22 0.12 0.02 1.33 0.02 Reduction Bay Girt ----Minor-------Cb------Moml/Mom2- Factor Id Id Major Top Bot Top Bot Top Bot Top Bot Page 89 Of 191 --- ---- ----- ----- ----- ----- ----- ----- ----- ---- ---- 1 1 10.67 1.00 6.17 1.00 1.21 1.00 0.00 0.00 0.62 1 2 10.67 1.00 10.67 1.00 1.14 1.00 1.00 0.00 0.62 2 3 19.33 1.00 4.00 1.00 1.01 1.00 0.96 0.00 0.62 2 4 19.33 1.00 19.33 1.00 1.14 1.00 1.00 0.00 0.62 2 5 19.33 1.00 19.33 1.00 1.14 1.00 1.00 0.00 0.62 3 6 10.00 1.00 10.00 1.00 1.14 1.00 1.00 0.00 0.62 3 7 10.00 1.00 10.00 1.00 1.14 1.00 1.00 0.00 0.62 3 8 10.00 1.00 10.00 1'.00 1.14 1.00 . 1.00 0.00 0.62 -------------------------------------------------------------------------------= -------------------------------------------------------------------------------- U17E0329A Wall 3 - Door Jamb & Header Design 6/14/17 11:40am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Open Bay Load Id Id Locate Part Length Width Weight ---- --- -------------- ------ ----- ------ 7 1 JambL F08C060 7.50 1.50 22.1 JambR F08C060 7.50 1.50 22.1 Sill F08C060 3.00 0.00 8.8- 8 2 JambL F08C060 7.50 1.50 22.1 JambR F08CO60 7.50 1.50 22.1 Sill F08CO60 3.00 0.00 8.8 9 2 JambL P08C06Q 7.50 2..00 22.1 JambR F08C060 7.50 2.00 22.1 Sill F08C060' 4.00 0.00 11.8 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 ---- ------ ---- ----- ------ ---- ----- ------ ------ ----• ----- ----- ----- 7 JambL WP 0.07 2.56 0.03 3.75 -0.12 4.33 0.03 0.00 0.00 1.00 WS -0.07 2.56 0.03 3.75 0.14 4.06 0.03 0.00 0.00 1.00 JambR WP 0.07 2.56 0.03 3.75 -0.12 4.33 0.03 0.00 0.00 1.00 WS -0.07 2.56 0.03 3.75 0.14 4.06 0.03 0.00 0.00 1.00 Sill WP -0.07 2.56 0.03 1.50 -0.05 4.86.0.01 0.00 0.00 0.40 WS 0.08 2.56 0.03 1.50 0.06 4.06 0.01 0.02 0.00 0.40 8 JambL WP 0.07 2.56 0.03 3.75 -0.12 4.33 0.03 0.00 0.00 1.00 WS -0.07 2.56 0.03 3.75 0.14 4.06 0.03 0.00 0.00 1.00 JambR WP 0.07 2.56 0.03 3.75 -0.12 4.33 0.03 0.00 0.00 1.00 WS -0.07 2.56 0.03 3.75 0.14 4.06 0.03 0.00 0.00 1.00 Sill WP -0.07 2.56 0.03 1.50 70.05 4.86 0.01 0.00 0.00 0.40 WS 0.07 2.56 0.03 1.50 0.05 4.06 0.01 0.02 0.00 0.40 9 JambL WP 0.09 2.56 0.03 3.75 -0.16 4.33 0.04 0.00 0.00 1.00 WS -0.10 2.56 0.04 3.75 0.18 4.06 0.04 0.00 0.00 1.00 JambR WP 0.09 2.56 0.03 3.75 -0.16 4.33 0.04 0.00 0.00 1.00 WS -0.10 2.56 0.04 3.75 0.18 4.06 0.04 0.00 0.00 1.00 Sill WP -0.09 2.56 0.03 2.00 -0.09 4.86 0.02 0.02 0.0.0 0.53 WS 0.10 2.56 0.04 2.00 0.10 4.06 0.02 0.02 0.00 0:53 WP - 0.6Wind Pressure WS - 0.6Wind Suction UNBRACED LENGTHS: Available Open -----Minor----------Cb----- ReductionFactor Id Member Major Outside Inside Outside Inside Outside Inside ---------'- ------------- ------------- ------------- ------ 7 Jambl, 7.50 7.50 7.50 1.00 1.00 0.00 0.00 JambR 7.50 7.50 7.50 1.00 1.00 0.00 0.00 Page 90 Of 191 PANEL DATA: Bay Rotation Panel Sill 3.00 1.00 3.00 1.14 1.14 0.00 0:62 8 Jambl, 7.50 7.50 7.50 1.00 1.00 0.00 0.00 Jambe. 7.50 7.50 7.50 1.00 1.00 0.00 0.00 Sill 3.00 1.00 3.00 1.14 1.14 0.00 0.62 9 JambL 7.50 7.50 7.50 1.00 1.00 0.00 0.00 JambF: 7.50 7.50 7.50 1.00 1.00 0.00 0.00 Sill 4.00 1.00 4.00 1.14 1.14 0..00 0.62 JAMB/GIRT LAYOUT: Bot Top Open Girt Girt Id Member (ft) (ft) Interior Girt Locations(ft) ---- 7 ------ JambL ----- Base ----- --------------------------- 7.50 JambR Base 7.50 8 Jambl, Base 7.50 Jambe. Base 7.50 9 JambL Base 7.50 JambR Base. 7.50 JAMB/GIRT LOADING: Support Jamb Open Load Reaction(k ) Load Id ---- Member ------ Id ---- Bot , Top (k/ft) ----- ----- ------ Loads ------------------------ At Girt Locations(k ) 7 JambL WP 0.07 0.07 -0.018 WS -0.07 -0.07 0.019 JambR WP 0.07 0.07 -0.018 WS -0.07 -0.07 0.019 8 Jambl, WP 0.07 0.07 -0.018 WS -0.07 -0.07 0.019 JambR WP 0.07 0.07 -0.018 WS -0.07 -0.07 0.019 9 Jambl, WP 0.09 0.09 -0.023 WS -0.10 -0.10 0.026 JambR WP 0.09 0.09 -0.023 WS -0.10 -0.10 0.026 JAMB MOMENTS: Open Load-Max(ft,f-k )- Id Member Id Locate Moment Moment ---- At Girt Locations(f-k ) ---- 7 ------ Jambl, ------ WP ------- ---------------------------------------- 3.75 -0.12 WS 3.75 0.14 JambR WP 3.75 -0.12 WS 3.75 0.14 8 Jambl, WP 3.75 -0.12 WS 3.75 0.14 JambR WP 3.75 -0.12 WS 3.75 0.14 9 JambL WP 3.75 -0.16 WS 3.75 0.18 JambR WP 3.75 -0.16 -------------------------------------------------------------------------------- WS 3.75 0.18 U17E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Wall 3 - Wall Pa0el Design 6/14/17 11:40am PANEL DATA: Bay Rotation Panel } Page 91 Of 191 f Id Part Type Gage Yield Stiffness Height 1 CW6-80 CW 26.00 80.0 .0. 44 16.80 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span Locate(ft) Support Midspan ---Deflect(in)-- Id Start End Load CalcLimit UC Calc Limit UC Calc Limit UC ---- ----- ----- ---- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1_ 0.00 7.50 WP 73.5 181.1 0.41 -68.6 134.7 0.51 -0.1 1.50 0.12 WS -97.9 134.7 0.73 91.4 181.1 0.50 0.2 1.50 0.16. 2 7.50 12.00 WP 73.5 181.1 0.41 6.2 181.1 0.03 0.0 0.90 0.02 WS, -97.9 134.7 0.73' 78.3 134.•7 0.06 -0.0 0.90 0.03 3 12.00 16.80 WP 21.6 181.1 0.12 -31.7 134'.7 0.24 -0.0 0.96 0.04 WS. -28.7 134.7 0.21 42.2.181.1 0'.23 0.0 0.96 0.05 WP - 0.6Wind Pressure WS - 0.6Wind Suction L r U17EO329A Wall 3 - Screw Report 6/14/17 11:40am 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 (a) (a)Panel Shear Not Used ------------- U17E0329A. Wall 3 - Weight Summary 6/14/17 11:40am •________________________________________________________________________________ Columns = 232.71 Girts = 295.53 Framed Openings = 161.97 Clips = ,46.20 Total Weight = 736.41- U17EO329A Wall 3 - Warning Summary 6/14/17 11:40am No Warnings Page 92 Of 191 ------------------------------------------------------------------------------- *U17E0329A Roof Design Input 6/14/17 11:28am ------------------------------------------------------------------------------- *( 1)JOBID: 'U17E0329A' *( 2)PROGRAM.OPTIONS: * Run Run Run Lap * Purlin Panel Brace Stiff 'Y' 'Y' 'Y' 1.00 *( 3)DESIGN ODE: *Design ---Steel Code--- ---Build--- Code Seismic * Code COlJ Hot. Country Code Year Label Zone 'WS' 'NAUS12 ' 'AISC101. "----.' 'IBC ' '15' 'CBC 16 ' 'D ' *( 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: *------Purlin----- ----Extension--- ---- 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 75.0 75.0 60:0 90.0 60.0 60.0 90.0 60.0 40.0 *( 7)REPORTS: * Input Roof Eave Roof Cable Roof * Echo Purlin Strut Panel Brace Open 'Y' 'Y' 'Y' 'Y' '2' 'Y' *( 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-' 'Y ' 16.000 'Y ' 16.000 'N' IN, IN, 'Y' '-' *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord * Surf (ft) (ft) 4. 0.0000. 15.0000 29.0000 19.8333 .58.0000 15.0000 58.0000 0.0000 *(10)WALL BAY SPACING: * Wall No.---Bay_Set-- • Id Sets Width Quan 1 3 16.3333 1 20.6667 1 21.0000 1 Page 93 Of 191 2 3 25.0000 1 *(12)PARTIAL WALLS: *Wall Set _Of 16.0000 1 Top Fu11_Load ----Panel----- * Id Bays Id Use, Start End- Height Type Type Girt Col Part Opt 25.0000 1 " 2 0 3 4 11.0000 1 4 0 20.0000 1 *(13)JACK BEAM LAYOUT: * No. Beam--Bay_Id- Beam Beam 10.6667 1 *Beam Id Start End Offset Height 0 16.3333 1 *(14)SURFACE EXTENSION/FRAME RECESS: 4 3 25.0000 1 * Id Left Right Left Right 16.0000 1 1.3333 1.3333 3 0.0000 0.0000 1.3333 1.3333 25.0000 1 *(15)ENDWALL COLUMN/RAFTER: 5 3, 25.0000 1 * Id Type Rot Type Rot Rafter 1 _ 'N' _ _16.0000 1 3 _ 'N' 'N- '--------' 25.0000 1 * Surf Purlin --Flange t(ll)WALL OPENINGS: ---- Set _Lap--- * Id Type Offset Project Out In Space Depth Ext Int 2 'ZB' 0.000 * Wall No. Bay 0.0000 3 'ZB' 0.000 0.000 'C' 'N' 0.0000 0.000 0.0000 0.0000 * Id Open Id Offset Width HeightL HeightR Type Option 1 1 1 0.0000 16.3333 15.0000 17.7222 4 'N' 2 5 1 2.5000 20.0000 12.0000 12.0000 5 'N' 2 1.1667 10.0000 12.0000 12.0000 5 'N' 3 2.0000 5.0000 7.5000 7.5000 5 'N' 3 9.0000 3.0000 7.0000 7.0000 1 'N' 3 14.0000 8.0000 7.5000 7.5000 5 'N' 3 4 1 1.5000 3.0000 7.5000 7.5000 7 'N' 2 2.5000 3.0000 7.5000 7.5000 7 'N' 2 8.5000 4.0000 7.5000 7.5000 7 'N' 4 1.0000 16.3333 17.5556 15.0000 4 'N' 4 0 *(12)PARTIAL WALLS: *Wall Set _Of --Bay_Id-- Base Top Fu11_Load ----Panel----- * 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 Frame Recess * Id Left Right Left Right 2 0.0000 0.0000 1.3333 1.3333 3 0.0000 0.0000 1.3333 1.3333 *(15)ENDWALL COLUMN/RAFTER: *Wall L_Column R_Column * Id Type Rot Type Rot Rafter 1 _ 'N' _ 'N- '--------' 3 _ 'N' 'N- '--------' *(16)PURLINS: * Surf Purlin --Flange Strap-- Se= ---- Set _Lap--- * Id Type Offset Project Out In Space Depth Ext Int 2 'ZB' 0.000 0.000 'C' 'N' 0.0000 0.000 .0.0000 0.0000 3 'ZB' 0.000 0.000 'C' 'N' 0.0000 0.000 0.0000 0.0000 Page 94 Of 191 *(11)PURLIN SPACING: * Surf Space Peak Max Set No. -Purlin_Set- Type * Id Opt Space Space Space Sets Space Quan 2 -' 1.3333 5.0000 5.0000 0 0.000 3 3 '-' 1.3333 5.0000 5.0000 2 5.0000 5 0.000• 0.000 3.0667 1 *(18)PURLIN SIZE: *Surf Show No.. * Id Id Purl Purlin_Part 2 0 0 3 0 0• *(19)REPLACEMENT PURLINS: *No. Surf Bay ----Purlin--- *Purl Id Id Id Part 0 *(20)EAVE STRUT: *Wall Eave No. * Id Type Eave Eave—Part 2 'ZB' 0 4 'ZB' 0 *(21)WALL GIRT: *Wall Girt Girt * Id Type Part. Offset Proj 1 'ZF' '08Z054 0.000 0.000 2 'ZF' '08Z054 0.000 0.000 3 'ZF' '08Z054 0.000 0.000 4 'ZF- '--------' 0.000• 0.000 *(22)GUTTER/SOLDIER COLUMN: *Wall --Gutter-- Soldier_Opt * Id Use Width Rafter Brace. 2 'Y' 0.000 4 'y' 0.000 '-' '-' *(23)PANELS: * Wall --- Roof—Panel--- Stand ------Insulation----- Roof * Pane= Part Start Seam Use Thick Part Liner 'CW6-80 ' 'CR6-80 0.0000 'N' '0' 3.000 '--------' '--------' *(24)ROOF BRACING OPTIONS: *-----L_EW_Brace—To _ Frame ----- ----- R_EW_Brace_To_Frame----- *Panel Diaconal Left—Bay Right_Bay Left_Bay Right_Bay *Shear Bracing Opt Part Opt Part Opt Part Opt Part ' N ' l y 1 1 _ 1 1 -------- ------- 1 1 _ 1 - - - - - - - - - - 1 _ 1 1 -------- ------- 1 1 _ 1 1 -------- ------- ' *(25)ROOF DIAGONAL BRACING: * Max _Pan Brace Each User—Selected—Roof—Bays Shear Type EW No. Bay Id 113.3 'R' 'L' 1 1 0 *(26)ROOF BRACING ATTACHMENT: *Wall No. Id Attach Attach_ Location 1 6 0.0000 15.8333 29.0000 37.0000 47 58.0000 3 6 0.0000 15.8333 29.0000 37.0000 47 58.0000 Page 95 Of 191 *(27)WALL/INTERIOR BRACING OPTIONS: * *(29)WIND BENTS: *Wall Member -----Column----- -----Rafter----- No. * Id Type Depth Size Depth Size Bays Bay Id 2 'W' 0.001, -------- 1 0.00 '--------' 0 — 4 '"W' 0.00 '--------' 0.00 '--------' 1 3 5 'W' 0.00 '--------' 0.00 '--------' 0 *(30)WIND COLUMNS: *Wall ----------- Order _Of_ Selection ----------- * Id * Wall Panel Diagonal Wind Wind Weak Axis Brace 0.0.0 '--------' * Id Shear Bracing Bent Column Bending Option Height 12 'N' 'TF' 'N' 'N'' IN, '--' 0.0000 4 'N' IN ' 'Y' 'N' IN, '--' 0.0000 5 IN. IN ' 'N' IN, 'N' '--' 0.0000 *(28)SIDEWALL DIAGONAL BRACING: Attach Brace User_ Selected_Int_Bays * Wall Max _Pan Brace User_ Selected_ SW_ Bays No. * Id Shear Type No. Bay_Id 0 2 72.8 'R' 0 4 72.8 'R' 0 *(29)WIND BENTS: *Wall Member -----Column----- -----Rafter----- No. * Id Type Depth Size Depth Size Bays Bay Id 2 'W' 0.001, -------- 1 0.00 '--------' 0 — 4 '"W' 0.00 '--------' 0.00 '--------' 1 3 5 'W' 0.00 '--------' 0.00 '--------' 0 *(30)WIND COLUMNS: *Wall Member -----Column----- No. Left/ * Id Type Depth Size Col Bay_Id Right 2 'W' 0.0.0 '--------' 0 4 -'W' 0.00 '--------' 0 5 'W' 0.00 '--------' 0 *(31)WALL BRACING ATTACHMENT: *Wall No. Attach. --Bay_Id-- IS_Flg Set Set_Lap Max_UnBr No. ----Level---- * Id Attach Id Start End Connect Option Level Height Strut 2 1 1 1 3 'F' 0 1 15.0000 'E' 4 1 2 1 3 'F' 0 1 15.0000 'E' *(32)INTERIOR DIAGONAL BRACING: Width Slope Left Right Type 1 *No Attach Brace User_ Selected_Int_Bays 2 *Brace Offset Type No. Bay_Id 0 *(33)INTERIOR BRACING ATTACHMENT: * .No. Attach --Bay Id-- No. * Attach Offset Start End Level Level—Height 0 *(34)EAVE EXTENSION SIZE: *Wall No. Ext --Bay — Edge—Extend Eave *Id Extend Id Start End Height Width Slope Left ,Right Type 2 0 4 0 *(35)EAVE EXTENSION PURLINS: *Ext Purlin,OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *,(36)CANOPY SIZE: *Wall No. Ext --Bay_Id-- Edge Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 Page 96.0f 191 3 0 4 0 *(37)CANOPY 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 *(38)CANOPY PANELS, GUTTER & DOWNSPOUT: *Ext Standing ---Gutter--- *Id Part Seam Use Width. *(39)FACIA/PARAPET LAYOUT: *Wall No. Ext.--Bay_Id-- Edge_Extend Eave ---Gutter--- -End_Option- *Id Extend Id Type Start End Left Right Mount Type Use Width Left Right 1 0 2 0 3 0 4 0 *(40)FACIA/PARAPET SIZE: *Ext ---- Horizontal _Size ---- ------------ vertical _Size ------------- Facia *Id Elev Width . Slope Elev Height Slope Beam Panel Project *(41)FACIA/PARAPET PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space. Space Space *(42)FACIA/PARAPET PANELS: *Ext --- Roof -Panel ------Soff_t_Panel--- -Front_Panel-- --- -Back_Panel----- *Id . Size SSeam Size Rot Space Size SSeam Size Rot Space *(43)EXTENSION BRACING: *Ext Run Max _Pan Brace User_Selected_Bays *Id Brace Shear Type No. Bay Id *(44)WALL BASE ELEVATION/DEAD: *Wall Base Wall Seis --$_Open-- * Id Elev, Dead Opt Seis Wind 1 0.00 3.00 'Y' 0.00 0.00 2 0.00 3.00 'Y' 0.00 0.00 3 0.00 3.00 'Y' 0.00 0.•00 4 0.00 0.00 'Y' 0.00 0.00 5 0.00 7.00 'Y' 0.00 0.00 *(45)BASIC LOADS: ---Deflection--- Wind Wall Seismic * Dead Collat Live Snow Rain Basic Load -Ratio Load --Friction-- Edge Ld_Rat * Load Load Load Load Load Wind Snow Wind Seis Factor Wind Coef Zone Factor 3.0 1.0 20.0 0.0 0.0 22.4 1.00 0.43 1.00 0.60 22.4 0.0000 5.800 .1.1622 *(46)WIND PRESSURE/SUCTION: * Wind Wind Wind * Press Suct Suct_Roof 16.0 -21.9 Purlins Page . 97 Of 191 0.0 -49.2 Purlins, Gable Extension 16.0 -24.2 Interior Roof Panels 13.0 -2.5 -21.9 Long Bracing, Building 17.7 -5.6 ...Long Bracing, Wall Edge Zone 33.6 -22.4 17.9 Long Bracing, Facia/Parapet *(47)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 9 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior 3 0.00 5.80 1.00 1.41 1.00 1.74 1.74 :. Edge_Left 4 5.80 0.00 1.00 1.41 1.00 1.74 1.74 .. Edge_Top 5 0.00 5.80 1.00 1.41 1.00 1.74 1.74 .. Edge_Right 6 5.80 0.00 1.00 1.41. 1.00 1.74 1.74 .. Edge -Bottom 7 5.80 5.80 1.00' 2.22 1.00 2.58 2.58 . Corner_Top-Left 8 5.80 5.80 1.00 2.22 1.00 2.58 2.58 .. Corner_Top-Right 9 5.80 5.80 1.00 2.22 1.00 2.58 ; 2.58 .. Corner -Bottom -Right 10 5.80 5.80 1.00 2.22 1.00 2.58 2.58 . Corner Bottom -Left 1 3 9 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior 3 0.00 5.80 1.00 1.41 1.00 1.74 1.74 .. Edge Left 4 5.80 0.00 1.00 1.41 1.00 1.74 1.74 .. Edge Top 5 0.00 5.80 1.00 1.41 1.00 1.74 1.74 .. Edge -Right 6 5..80 0.00 1.00 1.41 1.00 1.74 1.74 .. Edge -Bottom 7 5.80 5.80 1.00 2.22 1.00 2.58 2.58 .. Corner_Top-Left 8 5.80 5.80 1.00 2.22 1.00 2.58 2.58 . Corner_Top-Right 9 5.80 5.80 1.00 2.22 1.00 2.58 2.58 .. Corner -Bottom -Right 10 5.80 5.80 1.00 2.22 1.00 2.58 2.58 .. Corner -Bottom -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 *(48)EDGE AND CORNER ZONES - LONGITUDINAL: * EW *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 *(49)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 *(50)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 Page 98 Of 191 2 171 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 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 0.00 0.60 0.00 0.00 0 0.00 3 11 1 1.00 1.00 .1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 0.00 0.60 0.00 0.00 0 0.00 *(51)PURLIN DESIGN LOADS: Deflection * Surf No. Load -Add Snow- --- Windl--- ---Windt--- Aux -Load * Id Load Id Dead Collat Live Snow Drift Slide Rain Press Suct 'Press Suct Id Coef 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 Page 99 Of 191 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 , X13 1.00_ 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 �r 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 ti - 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 *(52)BRACING DESIGN LOADS: Frame * No. Load -Add -Snow- Long_Wind Aux -Load t * 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 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00. 0 0.00 r " 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 -0152 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 *(53)BRACING DESIGN LOADS: Brace * ti 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 ' Page 100 Of 191 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 0.0.0 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 *(54)EXTENSION DESIGN LOADS: * No. Load Wind Wind * Load Id Dead Collat Live Snow Rain Press Suct 0 *(55)EXTENSION.DESIGN LOADS: Deflection * No.• Load Wind Wind * Load Id Dead Collat Live Snow Rain Press Suct C *(56)PANEL DESIGN LOADS: * No. Load -Add -Snow- --- Windl--- ---Wind2--- 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 = 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 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 0.00 0.75 0.•00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 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 6 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 0.95 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 -(57)PANEL DESIGN LOADS: Deflection Page 101 Of 191 * 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 01001 0:00 0.00 0.00 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 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 *(58)AUXILIARY LOADS: * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 *(59)ADDITIONAL'LOADS: *No. Add Surf Basic Load Load F D ---Surface--- *Add Id Id Load Type Orn W1 W2' Dl D2 Start End 0 *(60)PURLIN LAPS: *Surf Data. ------Set-1 -------------Set-2-1 ---- ------Set 3------- * Id Opt Sets Left Right Quan' Left Right Quan Left Right Quan 2 0 3 '-' 0 *(61)PURLIN LAPS: Extensions *Ext Data ----=-Set 1------- ------Set-2 ------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(62)PURLIN STRAPS: * No. * Opt Bay Straps/Bay 0 *(63)PURLIN STRAPS: Extensions ,*Ext No. * Id Bay Straps/Bay *(64)PANEL SCREWS: * No. Washer *Zone Zone Part Dia Limit Dia ------Spacing------ 4 'INT 'H1030 0.216 2.778 0.500 12.000 0.000 .0.000 'EDGE' 'H1030 0.216 2.778 0.500 12.000 0.000 0.000 'CORN' 'H1030 0.216 2.778 0.500 12.000 0.000 0.000 'BASE' 'H1040 0.216 2.000 0.446 12.000 0.000 0.000 *(65)EXPANSION JOINTS: * No. *Exp Expansion -Location 0 *(66)ADDED PURLINS: *No. Add Surf .--Bay_Id-- -Surface_Offset- *Add Id Id Start End Start End 8 1 2 1 1 0.0000 5.8000 2 .2 3 3 0.0000 5.8000 3 2 1 1 23.6000 29.4000 + 4 2 3 3 23.6000 29.4000 Page 102 Of 191 5 3 1 1 23.6000 29.4000 6 3 3 3 23.6000 29.4000 7. 3 1 1 0.0000 5.8000 8 3 3 3 0.0000 5.8000 *(67)PURLIN SYSTEMS: *Surf No. System Added _Purlins, _ * Id System Id No. Id 2 2 1 0 2 4 1 2 3 4 3 2 1 0 •2 4 5 6 7 8 *(68)ROOF OPENING LAYOUT: * Open -Location- Frame --Surface-- ----Bay---- *No. Id Use Id Opt Type Id Offset Id Offset Width Length Ref 0 *(69)ROOF OPENING FRAMING: *Open Jamb Head ----Support---- Panel * Id Type -ype Type Opt Depth Opt Load *(70)LOAD COEFFICIENT ADJUSTMENTS: * Surf Zone Basic ---- Step_l--- ----Step_2--- *No. Id Id Load Area Coef Area Coef 0 *(71)DESIGN CODE OPTIONS: *No. Event Condition 0 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * *ADDITIONAL LOAD DESCRIPTIONS: *Add * Id Description * * Code files used: * CA_CBC.16 * ROOFIBC.15 Version 4.0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Design Code 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STRUCTURAL CODE: Design Basis WS.- Working Stress Hot Rolled Steel AISC10 Cold Formed Steel NAUS12 BUILDING CODE: Wind Code CBC 16 (IBC 15) ` Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 ksi ) Page 103 Of 191. U17EO329A ---------- Purlin Layout(Surface= 2) 6/14/17 -------------- 11:28am PURLIN-SYSTEM COMBINATIONS: System -------Purlin------ Added Purlin Total Show --- Max --- .Id • Depth Row Weight Row Weight _UC Weight Report Purlin Panel 1 10:0 6 1518.9 0 0.0 1518.9 Y 0.99 0.54 " 2 10.0 6 1518.9 6 503.0 2021.9 0.99 0.38 ` SURFACE LAYOUT: Surface , No. Peak Id Length 'Row Space 2 29.400 6 1.333 PURLIN LOCATION: r Purlin Surf Load Dead Show .-- ---- Max_Load------ Id ------ Offset ------ Space Width Load Report Id UC Report Notes 1 3.067 ----- ----- ,3.067 .4.033 ----- ------ 0.95 Y --- ---- 6 0.80 --------- ------ Mom,Shr 2 8.067 5.000 5.000 0.77 Y 6 0.99 Mom,Shr 3 13.067 5.000 5.000 0.77 Y 6 0.99 Mom,Shr 4 18.067. 5.000 5.000 0.77 Y 6 0.99 Mom,Shr 5 23.067 5.000 5.000 0.77 °Y 6 0.99 Mom,Shr 6 28.067 5.000 3.833 1.00 Y, 6 0.76 Mom,Shr• 29.400 1.333 Average= 0.83 ' LAYOUT: Bay Design ---Lap(ft)--. No. Unit Total Id Part Length Left Right Brace Weight Weight LExt 1OZO60 1.33 0 4.5 26.8 1 102060 23.67 2.38 0 87.3 523.9 2 1OZO60 16.00 2.38 2.38 -0 69.6 417.4 • 3 1OZO60 23.67 2.38 0 87.3 523.9 RExt 1OZO60 1.33 0 4.5 26.8 Total(lb)= 253.2 1518.9 LOAD COMBINATIONS: 6 - Dead+Collateral+0.75Live+0.45Wind Pressurel + U17EO329A -------------------------------- Purlin(Surface='2,•Id= 1),. 6/14/17 11:28am ------------------------------ ROOF PURLIN Surface Id ' = 2 Purlin 'Id = 1 Offset , = 3'.07 Page 104 Of 191 LAYOUT: (Purlin Id= 1) 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 ---i---- ------ ----- ---- -- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup 0.15 2.02 0.07 111RSup -0.10 6.49.0.02 111RSup 0.07 111 0.20 0.00 6 11RLap -1.20 2.02 0.59 61MidS -4.81 6.49 0.74 61RLap 0.68 61 -1.00 0..00 6 21RLap -0.58 2.02 0.29 61RLap 3.61 4.54 0.80 61RLap 0.63 61 0.32 0.00 6, 31LLap 1.20 2.02 0.59 61MidS -4.81 6.49 0.74 61LLap 0.68 61 -1.00 0.00 6 ExtlLSup -0.15 2.02 0.07 111LSup -0.10 6.49 0.02 111LSup 0.07 111: 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Deac+0.6Wind Suctionl -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A Purlin(Surface= 2, Id= 2) 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ------------------------------ ROOF PUR.LIN Surface Id = 2 Purlin Id = 2 Offset = 8.07 ------------------------------ LAYOUT: (Purlin Id= 2) Available Design Reduction Bay Length ---Lap(ft)-- Load No. :Factor Id Part (ft) Left Right Width Brace Out In ------------ ------ ----- ----- ----- ----- ---- ---- LExt 1OZ060 1.33 5.00 0 0.00 0.70 1 1OZ060 23.67 2.38 5.00 0 0.00 0.70 2 1OZ060 16.00 2.3E 2.38 5.00 0 0.00 0.70 3 1OZ060 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZ060 1.33 5.00 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 --- I ---- ------ ----- ---- --I---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup. -0.17 2.02 0.08 6IRSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00. 6 Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- LExt -------- 1OZC60 ------ 1.33 ----- ----- ----- 4.03 ----- 0 ---- ---- 0.00 0.70 1 IOZC60 23.67 2.38 4.03 0 0.00 0.70 2 1OZ060 16.00 2.38 2.38 4.03 0 0.00 0.70 3 1OZO60 23.67 2.38 4.03 0 0.00 0.70 RExt 1OZO60 1.33 4.03 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 ---i---- ------ ----- ---- -- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup 0.15 2.02 0.07 111RSup -0.10 6.49.0.02 111RSup 0.07 111 0.20 0.00 6 11RLap -1.20 2.02 0.59 61MidS -4.81 6.49 0.74 61RLap 0.68 61 -1.00 0..00 6 21RLap -0.58 2.02 0.29 61RLap 3.61 4.54 0.80 61RLap 0.63 61 0.32 0.00 6, 31LLap 1.20 2.02 0.59 61MidS -4.81 6.49 0.74 61LLap 0.68 61 -1.00 0.00 6 ExtlLSup -0.15 2.02 0.07 111LSup -0.10 6.49 0.02 111LSup 0.07 111: 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Deac+0.6Wind Suctionl -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A Purlin(Surface= 2, Id= 2) 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ------------------------------ ROOF PUR.LIN Surface Id = 2 Purlin Id = 2 Offset = 8.07 ------------------------------ LAYOUT: (Purlin Id= 2) Available Design Reduction Bay Length ---Lap(ft)-- Load No. :Factor Id Part (ft) Left Right Width Brace Out In ------------ ------ ----- ----- ----- ----- ---- ---- LExt 1OZ060 1.33 5.00 0 0.00 0.70 1 1OZ060 23.67 2.38 5.00 0 0.00 0.70 2 1OZ060 16.00 2.3E 2.38 5.00 0 0.00 0.70 3 1OZ060 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZ060 1.33 5.00 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 --- I ---- ------ ----- ---- --I---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup. -0.17 2.02 0.08 6IRSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00. 6 1 Page 105 Of '191 11RLap -1.49 2,. 02 0.74 61MidS -5.96 6.49 0.92 61RLap 0.84 61 -1.24' 0.•00 6 �t _ 21RLap -0.72 2.02 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 .0.39. 0.00 6 ' 31LLap 1.49 '2.02 0.74 61MidS -5:96 6.49 0.92 61LLap,0.84 61. -1.24 0.00. 6 ExtlLSup 0.17 2.02 0.08 61LSup- 0.11. 6.37 0.02 61LSup 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel •U17E0329A Purlin(Surface= 2, Id= 3) 6/14/17 11:28am --------------------------------------------------------=----------------------- ROOF PURLIN Surface Id = 2 Purlin Id = 3 Offset 13.07 LAYOUT: (Purlin Id= 3) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out ' In ' ------------ ------ ----- - --- ----- ----- ---- ---- 1OZO60 1.33 5.00 0 0.00 0.70 1 1OZO60 23.67 2.38 5.00 0 0.00 0.70 2 1OZO60 16.00 2.38 2.38 5.00 0 0.00 0.70 3 1OZ060 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZO60 1.33 5.00 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 ------ ----- -- ExtIRSup -0.17 ,2.02 0.08 6IRSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00 6 11RLap -1.49 2.02 0.74 6IMidS -5.96 6.49 0.92 61RLap 0.84 61 -1.24' 0.00 6 , 21RLap -0.72 2.02 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 3,ILLap 1.49 2.02 0.74 61MidS -5.96 6.49 0.92 61LLap 0.84 61 -1.24 0.00- 6 ExtlLSup 0.17 2.02 0.08 61LSup 0.11 6.37 0.02 61LS'up 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: - ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel , -------------------------------- U17EO329A Purlin(Surface=,2, Id= 4) 6/14/17 11:28am ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 4 Offset = 18.07 ----------------------------- 0 Page 106 Of 1.91 LAYOUT: (Perlin Id= 4) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left -Right Width Brace Out In ---- LExt -------- IOZC60 ------ 1.33 ----- ----- ----- 5.00 ----- 0 ---- ---- 0.00 0.70 1 1OZC60 23..67 2.38 5.00 0 0.00 0.70 2 10ZC60 16.00 2.38 2.38 5.00 0 0.00 0.70 3 10ZC60 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZC60 1.33 5.00 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 LCILcc Calc Allow UC LCILoc UC LCICalc Allow LC --- I ---- ------ ----- ---- -- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup -0.17 2.02 0.08 61RSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00 6 1IRLap -1.49 2.02 0.74 6IMidS -5.96 6.49 0.92 61RLap 0:84 61 -1.24 0.00 6 2IRLap -0.72 2.02 0..36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 31LLap 1.49 2.02 0.74 6IMidS -5.96 6.49 0.92 6ILLap 0.84 61 -1.24 0.00 6 ExtILSup 0.17 2.02 0.08 61LSup 0.11 6.3.7 0.02 611,Sup 0.09 61 0.25 0.00 6' LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel ---------------------------------------------------------------=---------------- U17EO329A Purlin(Surface= 2,'Id= 5) 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 5 Offset = 23.07 -------=---------------------- LAYOUT: (Purlin Id= 5) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out. In ---- LExt -------- 1OZ060 ------ 1.33 ----- ----- ----- 5.00 ----- 0 ---- ---- 0.00 0.70 1 1OZO60 23.67 2.38 5.00 0 0.00 0.70 2 102060 16.00 2.38 2.38 5.00 0 0.00 0.70 3 1OZO60 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZ060 1.33 5.00 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 ------ ----- -- ExtIP.Sup -0.17 2.02 0.08 61RSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00 6 11RLap -1.49 2.02 0.74 6IMidS -5.96 6.49 0.92 61RLap 0.84 61 -1.24 0.00 6 2IRLap -0.72 2.02 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 31LLap 1.49 2.02 0.74 6IMidS -5.96 6.49 0.92 6ILLap 0.84 61 -1.24 0.00 6 Page 107 Of 191 ExtlLSup 0.17 2.02 0.08 611,Sup 0.11 6.37 0.02. 611,Sup 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel U17E0329A Purlin(Surface= 2, Id= 6) 6/14/17 11:28am ------------------------------ ROOF PURLIN a Surface Id = 2 Purlin Id = 6 Offset = 2.8.07 ------------------------------ LAYOUT: (Purlin Id= 6) Available Design Reduction ' ,Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ------------ ------ ----- =---- ----- ----- ---- ---- LExt 1OZ060 1.33 3.83 0 0.00 0.70 .1 10Z060 23.67 2.38 3.83 0 0.00-0.70 2 1OZ060 16.00 2.38 2.38 3.83 0•. 0.00 0.70 ' 3 1OZ060 23.67 2.38 3.83 0 0.00 0.70 RExt 1OZ060 1.33 3.83 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 ---I---- ------ ----- ---- -- I ---- -- --- ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup 0.14 2.02 0.07 11IRSup 0.09 5.80 0.02 61RSup 0.07 111 0.19 0.00 6 11RLap -1.14 2.02 0.56 61MidS -4.5,7 6.49 0.70 61RLap 0.65 61 -0.95 0.00 6 21RLap .-0.56 2.02 0.27 61RLap •3.43 4.54 0.76 61RLap 0.60 61 0.30 0.00 6 " 31LLap 1.14 2.02 0.56 61MidS -4.57 6.49 0.70 6ILLap 0.65 61 -0.95 0.00 6 ExtlLSup -0.14 2.02 0.07 11ILSup 0.09 5.80 0.02 61LSup 0.07 111 0.19 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel (11) 0.6Dead+0:6Wind_Suctionl 017E0329A Purlin Layout(Surface= 3) 6/14/17 11:28am PURLIN SYSTEM COMBINATIONS: System-------Purlin------ Added Purlin Total Show --- Max _UC --- Id Depth Row Weight Row Weight Weight Report Purlin Panel 1 10.0 6 1518.9 0 0.0 1518.9 Y 0.99 0.54 2 10.0 6 1518.9 6 503.0 2021.9 0.99 0.38 SURFACE LAYOUT: Page 108 Of 191 Surface No. Peak Available Bay Id Length Row Space Total Id Part Length Left Right 3 29.400 6 1.333 -------- 1OZO60 ------ 1.33 ----- ----- ----- 0 ------ 4.5 PURLIN LOCRTION: ---- LExt 1OZO60 23.67 2.38 0 87.3 523.9 Purlin Surf 16.00 Load Dead Show ------ Max _Load ------ Id Offset Space Width Load Report Id UC Report Notes ------ 1 ------ 1.333 ----- 1.333 ----- 3.833 ----- 1.00 ------ Y --- 6' ---- 0.76 --------- ------ Mom,Shr 2 6.333 5.000 5.000 0.77 Y 6 0.99 Mom,Shr 3 11.333 5.000 5.000 0.77 Y 6 0.99 Mom,Shr 4 16.333 5.000 5.000 0.77 Y 6 0.99 Mom,Shr 5 21.333 5.000 5.000 0.77 Y 6 0.99 Mom,Shr 6 26.333 .5.000 4.033 0.95 Y 6 0.80 Mom,Shr 29.400 3.067 Average= 0.83 LAYOUT: Available Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Brace Weight Weight ---- LExt -------- 1OZO60 ------ 1.33 ----- ----- ----- 0 ------ 4.5 ------ 26.8 ---- LExt 1OZO60 23.67 2.38 0 87.3 523.9 2 1OZO60 16.00 2.38 2.38 0 69.6 417.4 3 1OZO60 23.67 2.38 0 87.3 523.9 RExt 1OZO60 1.33 2.38 0 4.5 26.8 RExt 1OZ060 1.33 Total(lb)= 3•.83 253.2 1518.9 LOAD COMBINATIONS: 6 - Dead+Collateral+0.75Live+0.45Wind Pressurel --------------=----------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Purlin(Surface= 3, Id= 1) 6/14/17 11:28am ------------------------------------------------------------------------------=- -------------------------------------------------------------------------------- ------------------------------ 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 -------- 1OZO60 ------ 1.33 ----- ----- ----- 3.83 ----- 0 ---- ---- 0.00 0.70 1 10ZO60 23.67 2.38 3.83 0 0.00 0.70 2 1OZO60 16.00 2.38 2.38 3.83 0 0.00 0.70 3 1OZO60 23.67 2.38 3.83 0 0.00 0.70 RExt 1OZ060 1.33 3•.83 0 0.00 0.70 Page 109 Of 191 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 --- I ---- ------ ----- ---- -- I ---- ------ ----- ---- --1--=- -=-- --1------ ----- -- ExtiRSup 0.14 2.02 0.07 111RSup 0.09 5.80 0.02 61RSup 0.07 111 0.19 0.00 6 11RLap -1.14 2.02 0.56 61MidS -4.57 6.49 0.70 61RLap b.65 61 -0.95 0.00 6 21RLap -0.56 2.02 0.27 61RLap •3.43 4.54 0.76 61RLap 0.60 61 0.30 0.00 '6 31LLap 1.14 2.02 0.56 61MidS -4.57 6.49 0.70 61LLap 0.65 61 -0.95 0.00 6 ExtILSup -0.14 2.02 0.07 111LSup 0.09 5.80 0.02 61LSup 0.07 111 0.19 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11)0.6Dead+0.6Wind Suctionl -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A Purlin(Surface= 3, Id= 2) 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 2 Offset = 6.33 ------------------------------ LAYOUT: (Purlin Id= 2) STRENGTH/DEFLECTION SUMMARY: SpnI---- ---- 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 -0.17 2.02 0.08 61RSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00 6 11RLap -1.49 2.02 0.74 61MidS -5.96 6.49 0.92 61RLap 0.84 61 -1.24 0.00 6 21RLap -0.72 2.02 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 31LLap 1.49 2.02 0.74 61MidS -5.96 6.49 0.92 61LLap 0.84 61 -1.24 0.00 6 ExtILSup 0.17 2.02 0.08 61LSup 0.11 6.37 0.02 61LSup 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel -------------------------------------------------------------------------------- U17EO329A Purlin(Surface= 3, Id= 3) 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id ---- Part (ft) Left Right Width Brace Out In LExt -------- 1OZO60 ------ 1.33 ----- ----- ----- 5.00 ----- 0 ---- ---- 0.00 0.70 1 1OZO60 23.67 2.38 5.00 0 0.00 0.70 2 1OZO60 16.00 2.38 2.38 5.00 0. 0.00 0.70 3 1OZO60 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZO60 1.33 5.00 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: SpnI---- ---- 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 -0.17 2.02 0.08 61RSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00 6 11RLap -1.49 2.02 0.74 61MidS -5.96 6.49 0.92 61RLap 0.84 61 -1.24 0.00 6 21RLap -0.72 2.02 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 31LLap 1.49 2.02 0.74 61MidS -5.96 6.49 0.92 61LLap 0.84 61 -1.24 0.00 6 ExtILSup 0.17 2.02 0.08 61LSup 0.11 6.37 0.02 61LSup 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel -------------------------------------------------------------------------------- U17EO329A Purlin(Surface= 3, Id= 3) 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 3 Offset = 11.33 ------------------------------ LAYOUT: (Purlin Id= 3) STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k ) Id ILoc Calc Allow ---i---- ------ ----- ExtIRSup -0.17 2.02 1IRLap -1.49 2.02 21RLap -0.72 2.02 31LLap 1.49 2.02 ExtlLSup 0.17 2.02 Page 110.Of 191 , ------- I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ----- -I---- ------ ----- ---- -- I ---- ---- --I------ ----- -- 0.08 61RSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00 6 0.74 , 61MidS -5.96 6.49 0.92 61RLap 0.84 61 1.24 0.00 6 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 0.74 61MidS -5.96 6.49 0.92 61LLap 0.84 61 -1.24 0.00 6 0.08 61LSup 0.11 6.37.0.02 61LSup 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel -------------------------------------------------------------------------------- U17EO329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Purlin(Surface= 3, Id= 4) 6/14/17 11:28am. Available ------------------------------ ROOF PURLIN Design Reduction Bay = 3 Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- LExt -------- 1OZ060 ------ 1.33 ----- ----- ----- 5.00 ----- 0 ---- ---- 0.00 0.70 1 1OZ060 23.67 2.38 5.00 0 0.00 0.70 2 1OZ060 16.00 2.38 2.38 5.00 0 0.00 0.70 3 1OZ060 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZ060 1.33 Factor 5.00 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spnl-------- Shear(k ) Id ILoc Calc Allow ---i---- ------ ----- ExtIRSup -0.17 2.02 1IRLap -1.49 2.02 21RLap -0.72 2.02 31LLap 1.49 2.02 ExtlLSup 0.17 2.02 Page 110.Of 191 , ------- I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- UC LCILoc Calc Allow UC LCILoc UC LCICalc Allow LC ----- -I---- ------ ----- ---- -- I ---- ---- --I------ ----- -- 0.08 61RSup 0.11 6.37 0.02 61RSup 0.09 61 0.25 0.00 6 0.74 , 61MidS -5.96 6.49 0.92 61RLap 0.84 61 1.24 0.00 6 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 0.74 61MidS -5.96 6.49 0.92 61LLap 0.84 61 -1.24 0.00 6 0.08 61LSup 0.11 6.37.0.02 61LSup 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel -------------------------------------------------------------------------------- U17EO329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Purlin(Surface= 3, Id= 4) 6/14/17 11:28am. ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 4 =----------------------------- Offset = 16.33 LAYOUT: (Purlin Id= 4) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In LExt 1OZ060 1.33 5.00 0 0.00 0.70 1 1OZ060 23.67 2.38 5.00 0 0.00 0.70 2 1OZ060 16.00 2.38 2.38 5.00 0 0.00 0.70 3 1OZ060 23.67 2.38 5.00 0 0.00 0.70 RExt 10Z060 1.33 5.00 0 0:00 0.70 STRENGTH/DEFLECTION SUMMARY: Page* 111 Of 191 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 - --I- - -- ------ ----- ----- - - I - - -- ------ ----- - - - - - - I - - -- - - - - -- I - - - - -- ----- -- ExtI.RSup -0.17 2.02 0.08 61RSup 0.11 -6.37 0.02 61RSup 0.09 61 0..25 0.00 6 11RLap -1.49. 2.02 0.74 61MidS -5.96 6.49 0.92 61RLap 0.84 61 -1.24 0.00. 6. r 21RLap -0.72 2.02 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 '0.00 6 31LLap 1.49 2.02 0.74 61MidS -5.96 6.49 0.92 61LLap 0.84 61 -1.24 0.00 '6 ExtILSup 0.17 2.02 0.08 611,Sup 0.11 6.37 0.02 61LSup 0.09 61 0.25 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel U17EO329A Purlin(Surface= 3, Id= 5) 6/14/17 11:28am ------------------------------ ROOF PURLIN Surface Id = 3 Purlin Id = 5 Offset = 21.33 ------------------------------ LAYOUT: (Purlin Id= 5) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor' Id Part (ft) Left Right Width Brace Out In ------------ ------ ----- ----- ----- ----- ---- ---- LExt 1OZO60 1.33 5.00 0 0.00 0.70 1 1OZO60 23.67 2.38 5.00 0 0.00 0.70 2 1OZO60 16.00 2.38 2.38 5.00 0' 0.00 0.70 3 1OZO60 23.67 2.38 5.00 0 0.00 0.70 RExt 1OZO60 1.33 5.00 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spn1'------- Shear(k )-------- I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- r Id ILoc Calc Allow UC LCILoc Calc'' Allow UC LCILoc UC LCICalc Allow LC ---1---- ------ ----- ---- -- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtIRSup -0.17 2.02 0.08 61RSup 0.11 6.37 0.02 61.RSup 0.09 61 0.25 0.'00 6 11RLap -1.49 2.02 0.74. 61MidS -5.96 6.49 0.92 61RLap 0.84 6.1. -1.24 0.00, 6 21RLap -0.72 2.02 0.36 61RLap 4.48 4.54 0.99 61RLap 0.78 61 0.39 0.00 6 31LLap 1.49 2.02 0.74 61MidS -5.96 6.49 0.92 61LLap 0.84 61 -1.24 0.00 6 ExtlLSup 0.17 2.02 0.08 61LSup 0.11' 6.37 0.02 61LSup 0.09 61 0.25 ,0•.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel U17EO329A Purlin(Surface= 3, Id= 6) 6/14/17 11:28am ------------- ------------------------------ ROOF PURLIN Surface Id = 3 n Page 112 Of 191 STRENGTH/DEFLECTION SUMMARY: Spn1-------- ohear(k )--=-----I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- Id (Loc Cale Allow UC LCILoc .Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ------ ---- -•- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtiRSup 0.15 2.02 0.07 111RSup -0.10 6.49 0.02 •111RSup 0.07 111 0.20 0.00 6 1IRLap -1.20 2.02 0.59 61MidS -4.81 6.49 0.74 61RLap 0.68 61 -1.00 0.00 6 21RLap -0.58 2.02 0.29 61RLap 3.61 4.54 0.80 61RLap 0.63 61 0.32 0.00 6 31LLap 1.20 2.02 0.59 61MidS -4.81 6.49 0.74. 61LLap 0.68 61 -1.00 0.00 6 ExtILSup -0.15 2.02 0.07 111LSup -0.10 6.49 0.02 111LSup 0.07 111. 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel (11) 0.6Dead+0.6Wind Suctionl -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A In -Plane Roof Force 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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 9.06 1.51 -0.23 2 1 2 13.65 2.27 -0.40 2 1 3 13.65 2.27 -0.40 2 1 4 9.06 1.51 -0.23 3 1 1 9.06 -1.51 -0.23 3 1 2 13.65 -2.27 -0.40 3 1 3 13.65 -2.27 -0.40 3 1 4 9.06 -1.51 -0.23 STANDARD CONNECTION: Surf 1,ine Roll Force/Connection Stiff Deflection Id Id No. Attachment Ic Thick Calc Limit UC Calc Calc Limit ---- ---- --L ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 RF 6 Weld clip @101 0.220 -0.14 0.58 0.24 0.43 0.27 0.25 Purlin Id = 6 ------------------------------ Offset = 26.33 LAYOUT: (Pu.rlin Id= 6) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Brace Out In ---- LExt -------- 1OZO60 ------ 1.33 ----- ----- ----- 4.03 ----- 0 ---- ---- 0.00 0.70 1 10ZO60 23.67 2.38 4.03 0 0.00 0.70 2 1OZO60 16.00 2.38 2.38 4.03 0 0.00 0.70 3 1OZO60 23.67 2•.38 4.03 0 0.00 0.70 RExt 1OZO60 1.33 4.03 0 0.00 0.70 STRENGTH/DEFLECTION SUMMARY: Spn1-------- ohear(k )--=-----I ------- Moment(f-k )------ I --- Mom+Shr--I ---- Defl(in)--- Id (Loc Cale Allow UC LCILoc .Calc Allow UC LCILoc UC LCICalc Allow LC ---I---- ------ ------ ---- -•- I ---- ------ ----- ---- -- I ---- ------ I ------ ----- -- ExtiRSup 0.15 2.02 0.07 111RSup -0.10 6.49 0.02 •111RSup 0.07 111 0.20 0.00 6 1IRLap -1.20 2.02 0.59 61MidS -4.81 6.49 0.74 61RLap 0.68 61 -1.00 0.00 6 21RLap -0.58 2.02 0.29 61RLap 3.61 4.54 0.80 61RLap 0.63 61 0.32 0.00 6 31LLap 1.20 2.02 0.59 61MidS -4.81 6.49 0.74. 61LLap 0.68 61 -1.00 0.00 6 ExtILSup -0.15 2.02 0.07 111LSup -0.10 6.49 0.02 111LSup 0.07 111. 0.20 0.00 6 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind Pressurel (11) 0.6Dead+0.6Wind Suctionl -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A In -Plane Roof Force 6/14/17 11:28am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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 9.06 1.51 -0.23 2 1 2 13.65 2.27 -0.40 2 1 3 13.65 2.27 -0.40 2 1 4 9.06 1.51 -0.23 3 1 1 9.06 -1.51 -0.23 3 1 2 13.65 -2.27 -0.40 3 1 3 13.65 -2.27 -0.40 3 1 4 9.06 -1.51 -0.23 STANDARD CONNECTION: Surf 1,ine Roll Force/Connection Stiff Deflection Id Id No. Attachment Ic Thick Calc Limit UC Calc Calc Limit ---- ---- --L ------------- ------ ----- ----- ----- ---- ----- ----- ----- 2 RF 6 Weld clip @101 0.220 -0.14 0.58 0.24 0.43 0.27 0.25 Page 113 Of 191 3 RF 6 Weld clip @101 0.220 -0.14 0.58 0.24 0.43 0.27 0.25 REQUIRED ANTI -ROLL CONNECTION: Surf Line Roll Force/Connection Stiff Deflection Id Id No. Attachment Id Thick Calc Limit UC Calc Calc Limit ---- ---- ---------------- ------ ----- ---------- ----- ----- ----- ----- 2 RF 3 Gusset clip @102 0.220 -0.40 2.40 0.16 1.17 0.20 0.25 3 RF 3 Gusset clip @102 0.220 -0.40 2.40 0.16 1.17 0.20 0.25 PURLIN ANTI ROLL LOCATION: Surf Line No. Id Id Purlin Purlin Location --------- ------ ------------------------- 2 RF 3 2 4 6 3 RF 3 1 3 5 PANEL SHEAR/DIAPHRAGM: Surf Line Panel -Shear -Deflection- Surf Load Id Id Calc Limit Calc Limit Offset Calc Limit Ratio ---- 2 ---- RF ----- ----- ----- 24.7 113.3 0.01 ----- 0.83 181.1 ----- 0.30 2 3 RF 24.7 113.3 0.01 0.83 3 23.1 42.2 U17E0329A Roof Panel Design 4 23.1 30.2 6/14/17 11:28am PANEL LAYOUT: 5 23.1 -70.2 134.7 0.52 Surf 23.1 59.4 181.1 Surface No. Max Rotation Id ---- Part -------- Type Gage ---- ----- Yield ----- Length ------- Purlin ------ Space ----- Stiffness --------- 2 CR6-80 CR 26.00 80.0 29.40 6 5.000 0.44 3 CR6-80 CR 26.00 80.0 29.40 6 5.000 0.44 PANEL STRENGTH: --------- Midspan-------- Moment(ft-lb/ft) Offset Calc Limit Ratio 25.9 -34.2 134.7 0.25 25.9 -4.5 134.7 0.03 25.9 -26.8 134.7 0.20 25.9 -19.2 134.7 0.14 25.7 57.4 181.1 0.32 25.9 -37.8 134.7 0.28 25.5 19.5 181.1 0.11 25.9 -15.5 134.7 0.12 25.7 41.9 181.1 0.23 25.9 -17.4 134.7 0.13 25.7 59.2 181.1 0.33 25.9 -34.2 134.7 0.25 25.9 -4.5 134.7 0.03 25.9 -26.8 134.7 0.20 25.9 -19.2 134.7 0.14 25.7 38.2 181.1 .0.21 25.9 -37.8 134.7 0.28 20.9 -10.6 134.7 0.08 --------Support-------- Surf Load Moment(ft-lb/ft) Id Area -- ------ Id ---- Offset Calc Limit Ratio 2 Left 1 ------ 23.1 ----------- 53.8 181.1 ----- 0.30 2 23.1 7.1 181.1 0.04 3 23.1 42.2 181.1 0.23 4 23.1 30.2 181.1 0.17 5 23.1 -70.2 134.7 0.52 6 23.1 59.4 181.1 0.33 7 3.1 -16.5 134.7 0.12 8 23.1 24-.4 181.1 0.13 9' 23.1 -50.8 134.7 0.38 10 2.3.1 27.3 181.1 0.15 11 23.1 -73.0 134.7 0.54 2 Center 1 23.1 53.8 181.1 0.30 2 23.1 7.1 181.1 0.04 3 23.1 42.2 181.1 0.23 4 23.1 30.2 181.1 0.17 5 23.1 -42.4 134.7 0.31 6 23.1 59.4 181.1 0.33 7 18.1 16.1 181.1. •0.09 --------- Midspan-------- Moment(ft-lb/ft) Offset Calc Limit Ratio 25.9 -34.2 134.7 0.25 25.9 -4.5 134.7 0.03 25.9 -26.8 134.7 0.20 25.9 -19.2 134.7 0.14 25.7 57.4 181.1 0.32 25.9 -37.8 134.7 0.28 25.5 19.5 181.1 0.11 25.9 -15.5 134.7 0.12 25.7 41.9 181.1 0.23 25.9 -17.4 134.7 0.13 25.7 59.2 181.1 0.33 25.9 -34.2 134.7 0.25 25.9 -4.5 134.7 0.03 25.9 -26.8 134.7 0.20 25.9 -19.2 134.7 0.14 25.7 38.2 181.1 .0.21 25.9 -37.8 134.7 0.28 20.9 -10.6 134.7 0.08 2 Right 3 Left 3 Center 3 Right 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 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 23.1 24.4 181.1 0.13 23.1 -30.0 134.7 0.22 23.1 27.3 181.1 0.15 23.1 -45.2 134.7 0.34 23:1 53.8 181.1 0.30 23.1 7.1 181.1 0.04 23.1 42.2 181.1 0.23 23.1 30.2 181.1 0.17 23.1 -70.2 134.7 0.52 23.1 59.4 181.1 0.33 3.1 -16.5 134.7 0.12 23.1 24.4 181.1 0.13 23.1 -50.8 134.7 0.38 23.1 27.3 181.1 0.15 23.1 -73.0 134.7 0.54 6.3 53.8 181.1 0.30 6.3 7.1 181.1 0.04 6.3 42.2 181.1 0.23 6.3 30.2 181.1 0.17 6.3 -7-0.2 134.7 0.52 6.3 59.4 181.1 0.33 26.3 -16.5 134.7 0.12 6.3 24.4 181.1 .0.13 6.3 -50:8 134.7 0.38 6.3 27.3 181.1 0.15 6.3 -73.0 134.7 0.54 6.3 53.8 181.1 0.30 6.3 7.1 181.1 0.04 6.3 42.2 181.1 0.23 6.3 30.2 181.1 "0.17 6.3 -42.4 134.7 0.31 6.3 59.4 181.1 0.33 11.3 16.1 181.1 0.09 6.3 24.4 181.1 0.13 6.3 -30.0 134.7 0.22 6.3 27.3 181.1 0.15 6.3 -45.2 134.7 0.34 6.3 53.8 181.1 0.30 6.3 7.1 181.1 0.04 6.3 42.2 181.1 0.23 6.3 30.2 181.1 0.17 6.3 -70.2 134.7 0.52 6.3 59.4 181.1 0.33 26.3 -16.5 134.7 0.12 6.3 24.4 181.1 0.13 6.3 -50.8 134.7 0.38 6.3 27.3 181.1 0.15 6.3 -73.0 134.7 0.54 -----Deflection(in)----- Offset Calc Limit Ratio ------ ----- ----- ----- 25.6 -0.07 1.00 0.07 25.6 -0.07 1.00 0.07. 25.6 0.15 1.00 0.15 25.6 -0.07 1.00 0.07 25.6.-0.07 1.00 0.07 Page li4 Of 191 25.9 -15.5 134.7 0.12 25.6 27.5 181.1 0.15 25.9 -17.4 134.7 0.13 25.7 40.0 181.1 0.22 25.9 -34.2 134.7 0.25 25.9 -4.5 134.7 0.03 25.9 -26.8 134.7 0.20 25.9 -19.2 134.7 0.14 25.7 57.4 181.1 0.32 25.9 -37.8 134.7 0.28 25.5 19.5 181.1 0.11 25.9 -15.5 134.7 0.12 25.7 41.9 181.1 0.23 25.9 -17.4 134.7 0.13 25.7 59.2 181.1 0.33 3.5 -34.2 134.7 0.25 3.5 -4.5 134.7 0.03 3.5 -26.8 134.7 0.20 3.5 -19.2 134.7 0.14 3.7 57.4 181.1 0.32 3.5 "-37.8 134.7 0.28 3.9 19.5 181.1 0.11 3.5 -15.5 134.7 0.12 3:7 41.9 181.1 0.23 3.5 -17.4 134.7 0.13 3.7 59.2 181.1 0.33 3.5 -34.2 134.7 0.25 3.5 -4.5 134.7 0.03 3.5 -26.8 134.7 0.20 3.5 -19.2 134.7 0.14 3.7 38.2 181.1 0.21 3.5 -37.8 134.7 0.28 8.5 -10.6 134.7 0.08 3.5 -15.5 134.7 0.12 3.8 27.5 181.1 0.15 3.5 -17.4 134.7 0.13 3.7 40.0 181.1 0.22 3.5 -34.2 134.7. 0.25 3.5 -4.5 134.7 0.03 3.5 -26.8 134.7 0.20 3.5 -19.2 134.7 0.14 3.7 57.4 181.1 0.32 3.5 -37.8 134.7 0.28 3.9 19.5 181.1 0.11 3.5 -15.5 134.7 0.12 3.7 41.9 181.1 0.23 3.5 -17.4 134.7 0.13 3.7 59.2 181.1 0.33 N Page '115 Of 191 14 25..6 0.12 1.00 0.12 2 Right 12 25.6 -0.07 1.00 0.07 • 13 25.6 -0.07 1.00 0.07 14 25.6 0.15 1.00 0.15 3 Left 12 3.8 -0.07 1.00 0.07 13 3.8 -0.07. 1.00 0.07 ? 14 3.8 0.15 1.00 0.15 '3 Center 12 3.8 -0.07 1.00 0.07 13 3.8 '-0.07 1.00 0.07 • " 14 3.8 0.12 1.00 0.12 3 Right 12. 3.8 -0.07 1.00 0.07 r 13 3.8 -0.07 1.00 0.07 , 14 3.8 0.15 1.00 .0.15 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 ' -------------------------------------------------------------------------------- U17E0329A Attachment Loads 6/14/17 11:2.8am ROOF ---------- r LOADS EW Attach -------------Wind------------- ---------- Seismic(a) ---------- r ' Id Locate •Walll Wa112 Roof React Walll Wa112 Roof React 1 0.00 1.04 0.30 0.00 8.53 0.032 0.032 0.60 5.18 1 15.83 2.08 0.34 0.00 0.00 0.079 0.067 1.11 ti 0.00 1 29.00 0.08 0.32 0.00 0.00 0.003 0.064 0.81 0.00 1 37.00 2.48 0.00 0.00 0.00 0.094 0.000 0.69 0.00 1 47.00 0.00 0.34 0.00 0.00 0.000 0.067 0.80 0.00 1 -- 58.00 1.30 0.24 ------ 0.00 0.00 0.042 0.021 0.67 0.00 3 ------ ------ 0.00 1.04'• 0.30 ------ 0.00 ------ ------ 8.53 0.032 ------ 0.032 ------ ------ 0.60 5.18 3 15.83 1.76 0.40 0.00 0.00 0.067 0.079 1.11 0.00 3 29.00 1.67 0.02 0.00 0.00 0.064 0.003 0.81 0.00 3 37.00 0'00. 0.48 0.00 0.00 0.000 0.094 0.69 0.00 3 47.00 1.76 0.00 0.00 0.00 0.067 0.000 0.80 0.00 3 58.00 10.75 0.35 0.00 0.00 0.021 0.042 0.67 0.00 ROOF SHEAR' i ' EW Attach Locate Id Start End Wind Seismic(a) ' r , f TORSIONAL BRACING MOMENT: Wind = 148.38 Seismic�� = 166.37 Page 116 Of 191 -- ------ ------ ------- 1 0.00 15.83 7.19 ---------- 4.51 1 15.83 29.00 4.77 3.26 1 29.00 37.00 4.37 2.38 , 1 37.00 47.00 1.89 1.60 1 47.00: 58.00 1.54 0.73 3 0.00 15.83 7.19 4.51 3 15.83 29.00 5.02 3.26 c 3 29.00- 37.00 3.34 2.38 3 37.00 47.00 2.86 1.60 3 47'.00 58.00 1.10 0.73 (a)Seismic results based on base shear values LOAD COMBINATIONS ----------------- Max Wind Coeff Frame = 0.600 Brace =.0.600 Max Seismic Coeff Frame = 0.814 ' Brace = 0.814 SEISMIC LOAD ------------ Seismic Cceff= 0.215 Roof Dead= 7.000 r Roof Tctal= 7.000 Left EW Dead= 3.000 Front SW Dead= 3.000 Right EW Dead= 3.000 Back SW Dead= 0.000 --------------------------------------------------------------=----------------- -------------------------------------------------------------------------------- U17E0329A Roof Diagonal Bracing -------------------------------------------------------------------------------- 6/14/17 11:28am PANEL SHEAF.: Limit = 0.0 Calc Wind = 65.3 Seismic. = 83.4 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 ----------------- 1 0..00 15.83 ---- R -------------- 0.625 RDB- ----- ----- 5.12 7.34 ----- 5.67 --------- 7.34 ---- 0.77 15..83 29.00 R 0.625 RDB- 3.42 7.34 3.90 7.34 0.53 29.00 37.00 R 0.625 RDB- 2.75 7.34 2.65 7.34 0.37. 37.00 47.00 R 0.625 RDB- 1.85 7.34 1.82 7.34 0:25 47..00 58.00 R 0.625 RDB- 1.01 7.34 0.84 7.34 0.•14* TORSIONAL BRACING MOMENT: Wind = 148.38 Seismic�� = 166.37 Page 117 Of 191 ------------------------ -------------------------------------------------------------------------------- U17E0329A Sidewall Diagonal Bracing 6/14/17'11:28am PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Limit ---- ------ ------------ 2 20"0 0.0 0"0 ----- 72.8 9 66.0 77.5 95"8 72.8 LOAD COMBINATIONS: 15(Wind ) - Dead+0.6Wind_Longl .23(Seismic) - 1.08Dead+0.81Seismic Long U17EO329A Wind Bents -------------------------------------------------------------------------------- 6/14/17 11:28am DESIGN CONSTANTS: Bolt Shear Stress A325 =. 27.00 (ksi ) GR36 = 13.05_'(ksi ) '.Bolt Tension Stress A325 = 45.00 (ksi ) GR36 _ 21.75 (ksi ) r DESIGN FOR WIND BENT #: 1 ------------------------- LOCATION: ' Wall Bay Base Top --Design Load- Deflect Limit Id Id Width Height ---- ---- ----- Eiev Clear Wind Seismic. Wind Seismic ------ ----- 4 3 22.63 13.75 ----- 0.00 ----------=- 1.25 5.12 5.09 ----- ------- 60.0 40.0 MEMBER SELECTED: l -Web Depth- Web --Flange--- Member Type Part Start ------ ------------ ----- End Thick Width Thick ----- Length Weight Yield Column W W1212525 11.5 11.5 ----- ----- ----- 0.13 5.0 0.25 ------ ------ ----- 13.8 418.9 55.0 Rafter W W1412625 13.5 13.5 0.13 6.0 0.25 20.6 359.0 55.0 STRENGTH: --Axial(k )-- Moment(f-k ) Axl+Mom Member Load Calc Limit Calc Limit UC Column Wind 3.12 34.32 32.20 36.34 0.93 Seis 3.10 34"32 32.01 36.34 0.93 Rafter. Wind 2.56 21.90 32.13 38.80 0.89 Seis 2.54 21.90 31.94 38.80 0.88 DEFLECTION & REACTIONS: Deflection(in) Reactions(k ) Member Load Calc Limit ------ Horz Vert ` ---- ----- ----- Column Wind 1.22 2.63 ----- 2.56 ----- 3.12 Seis 1.69 3.95 2.54 3.10 Page 118 Of 191 UNBRACED LENGTH: ---Major--- ----Minor---- Max Member K KL Moment Axial KL/r Cb Column 1.00 13.75 12.58 12.58 131 1.67 Rafter 1.00 20.63 20.63 20.63 179 2.27 CONNECTIONS: -Plate _Size - ------------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 6.00 A325 4 0.625 3.50 3.50 32.13 73.70(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 ----- ----- ----- ----- ----- ----- ----- ----- ----- ---------- 28.0 .0.125 22.9 0.150 33.0 11.50 13.50 8.63 0.97 AISC G2-1 STIFFENERS: Stiff Design -Plate Size- --Wind(k )-- --Seis(k )-- Max Location Length Width, Thick Calc Limit Calc Limit UC ---------- ------ ----- ----- ----- ----- ----- ----- ---- Bearing 11.50 3.00 0.25 32.23 48.90 32.04 48.90 0.66 LOAD COMBINATIONS: 1(Wind ) - Dead+0.6Wind_Longl 9(Seismic) - 1.08Dead+0.81Seismic Long -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A -------------------------------------------------------------------------------- Bracing Deflection 6/14/17 11:28am ROOF ATTACHMENT DEFLECTION: Span/Deflect Wall Attach Deflection(in) ----Wind--- --Seismic-- Id Lccate Wind Seismic Calc Limit Calc Limit ---- 1 ------ 0.0 ------------ 1.22 1.69 ----- 147 ----- 60 ----- 106 ----- 40 1 15.8 1".35 1.93 157 60 109 40 1 29.0 1.43 2.09 166 60 113 40 1 37.0 1.49 2.2C 148 60 100 40 1 47.0 1.54 2.28 131 60 88 40 1 58.0 1.56 2.31 115 60 77 40 WALL DEFLECTION AT SAVE: Span/Deflect Wall Wall Deflection(in) ----Wind--- .--Seismic-- Id Height Wind Seismic Calc Limit Calc Limit ---- 2 ------ 15.0• ------------ 1.56 2.31 ----- 115 ----- 60 ----- 77 ----- 40 4 15.0 1.22 1.69 147 60 106 "40 Page ,119 Of 191 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A -------------------------------------------------------------------------------- Purlin Strut., Longitudinal Load 6/14/17 11:28am 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 12.9 3 ----------- ---- 1 1OZ060 1 ----- 1.66 11.42 ---- 0.14 ----- 2.3 ----- 4.54 ---- 0.52 ---- MidS ---- 0.63 ---- 74 ( 15.8) 2 1.64 11.42 0.14 2.3 4.54 0.52 MidS 0.63 74 3 1.24 11.42 0.11 -2.0 6.49 0.31 MidS 0.39 74 . 4 1.23 11.42 0.11 -2.0 6.49 0.31 MidS 0.39 74 5 1.24 11.42 0.11 1.3 4.54 0.30 MidS 0.38 74 6 1.23 11.42 0.11 1.3 4.54 0.30 MidS 0.38 74 7 1•.66 11.42 0.14 2.6 4.54 0.58 MidS 0.69 74 8 1.64 11.42 0.14 2.6 4.54 0.58 MidS 0.69 74 9 1.89 11.42 0.17 -0.7 6.49 0.11 MidS 0.27 74 10 -1.89 32.48 0.06 -0.7 6.49 0.11 MidS 0.15 74 11 1.40 31.42 0.12 -0.9 6.49 0.15 MidS 0.26 74 12 -1.40 32.48 0.04 -0.9 6.49 0.15 MidS 0.17 74 13 1.89 11.42 0.17 _ -0.3 6.49 0.05 MidS. 0.22 74 14 -1.89 32.48 0.06 -0.3 6.49 0.05 MidS 0.10 74 2 12.9 3 2 1OZ060 1 -0.08 32.48 0.00 -1.7 6.49 0.27 RLap 0.27 50 ( 15.8) 2 0.43 13.46 0.03 -1.7 6.49 0.27 RLap 0.30 5.0 3 -0.06 32.48 0.00 1.5 4.54 0.33 RLap 0.33 50• 4 0.32 13.46 0.02 1.5 4.54 0.33 RLap 0.35 50 5 -0.06 32.48 0.00 -1.0 6.49 0.16 RLap 0.16 50 6 0.32 13.46 0.02 -1.0 6.49 0.16 RLap 0.18 50 7 -0.08 32.48-0.00 -1.9 6.49 0.30 RLap 0.30 50 8 0.43 13.46 .0.03 -1.9 6.49 0.30 RLap 0.33., 50 9 0.32 13.46 0.02 0.5 4.54 0.12 RLap 0.14 50 10 -0.32 32.48 0.01 0.5 4.54 0.12 RLap 0.11 50 11 0.24 13.46 0.02 0.7 4.54 0.16 RLap 0.18 50 12 -0.24 32.48 0.01 0.7 4.54 0.16 RLap:0.15 50 13 0.32 13.46 0.02 0.2 4.54 0.06 RLap 0.08 50 14 -0.32 32.48 0.01 0.2 4.54 0.06 RLap 0.05 50. 2 12.9 3 3 1OZ060 1 -0.08 32.48 0.00 2.3 4.54 0.52'MidS 0.52 74 ( 15.8) 2 0.43 11.42 0.04 2.3 4.54 0.52 MidS 0.55 74 3 -0.06 32.48 0.00 -2.0 6.49 0.31 MidS 0.31 74 4 0.32 11.42 0.03 -2.0 6.49 0.31 MidS 0.33 74 5 -0.06 32.48 0.00 1.3 4.54 0.30 MidS 0.30 74 6 0.32 11.42 0.03 1.3 4.54 0.30 MidS 0.32 74 7 -0.08 32.48 0.00 2.6 4.54'0.'58 MidS 0.58 74 8 0.43 11.42 0.04 2.6 4.54 0.58 MidS 0.61 74 9 0.21 11.42' 0.02 -0.7 6.49 0.11 MidS 0.13 74 10 -0.21 32.48 0.01 -0.7 6.49 0.11 MidS 0.11 74 11 0.15 11.42 0.01 -0.9 6.49 0.15 MidS 0.16 74 12 -0.15 32.48 0.00 -0.9 6.49 0.15 MidS 0.14 74 13 0.21 11.42 0.02 -0.3 6.49 0.05 MidS 0.07 74` 14 -0.21 32.48 0.01 -0.3 6.49 0.05 MidS 0.05 74 2 17.8 4 1 10Z060 1 2.45 11.42 0.21 2.3 4.54 0.52 MidS 0.70 74 ( 15.8) 2 2.43 11.42 0.21 2.3 4.54 0.52 MidS 0.70 74 3 1.84 11.42 0.16 -2.0 6.49 0.31 MidS 0.44 74 4 1.82 11.42.0.16 -2.0 6.49 0.31 MidS 0.44 74 5 1.84 11.42 0.16 1.3 4.54 0.30 MidS 0.43 74 6 1.82 11.42 0.16 1.3 4.54 0.30 MidS 0.43 74 7 2.45 11.42 0.21 2.6 4.54 0.58 MidS 0.75 74 8 2.43 11.42 0.21 2.6 4.54 0.58 MidS 0.75 74 9 2.80 11.42 0.24 -0.7 6.49 0.11 MidS 0.35 74 10 -2.80 32.48 0.09 -0.7 6.49 0.11 MidS 0.18 74 2 FA E 2 Page 120 Of 191 11 2.08 11.42 0.18 -0.9 6.49 0.15 MidS 0.32 74 12 -2.08 32.48 0.06 -0.9 6.49 0.15 MidS 0.19 74 13 2.80 11.42 0.24 -0.3 6.49 0.05 MidS 0.30 74 14' -2.80 32.48 0.09 =0.3 6.49 0.05 MidS 0.13 74 17.8 4 2 1OZO60 1 -0.12 32.48 0.00 -1.7 6.49 0.27.RLap 0.27 50 ( 15.8) 2 0.63 13.46 0.05 -1.7 6.49 0.27 RLap 0.31 50 3 -0.09 32.48 0.00 1.5 4.54 0.33 RLap 0.33 50 4 0.47 13.46 0.04 1.5 4.5.4 0.33 RLap 0.36 50 5 -0.09 32.48 0.00 -1.0 6.49 0.16 RLap 0.16 50 6 0.47 13.46 0.04 -1.0 6.49 0.16 RLap 0.19 50 7 -0.12 32.48 0.00 -1.9 6.49 0.30 RLap 0.30 50 8 0..63 13.46 0.05 -1.9 6.49 0.30 RLap 0.35 50 9 0.48 13.46 0.04 0.5 4.54 0.12 RLap 0.15 50 10 -0.48 32.48 0.01 0.5 4.54 0.12 RLap 0.11 50 11 0.35 13.46 0.03 0.7 4.54 0.16 RLap 0.18 50 12 -0.35 32.48 0.01 0.7 4.54 0.16 RLap 0.15 50 13 0.48 13.46 0.04 0.2 4.54 0.06 RLap 0.09 50 14 -0.48 32.48 0.01 0.2 4.54 0.06 RLap 0.05 50 17.8 4 3 1OZO60 1 -0.12 32.48 0.00 2.3 4.54 0.52. MidS 0.52 74 ( 15.8) 2 0.63 11.42 0.06 2.3 4.54 0.52 MidS 0.56 74 3 -0.09 32.48 0.00 -2.0 6.49 0.31 MidS 0.31 74 4 0.47 11.42 0.04 -2.0 6.49 0.31 MidS 0.34 74 5 -0.09 32.48 0.00 1.3 4.54 0.30 MidS 0.30 74 6 0.47 11.42 0.04 1.3 4.54 0.30 MidS 0.33 74 7 -0.12 32.48 0.00 2.6 4.54 0.58 MidS 0.58 74 8 0.63 11.42 0.06 2.6 4.54 0.58 MidS 0.62 74 9 0.31 ll.' 42 0.03 -0.7 6.49 0.11 MidS 0.13 74 10 -0.31 32.48 0.01 -0.7 6.49 0.11 MidS 0.10 74 11 0.23 11.42 0.02 -0.9 6.49 0.15 MidS 0.16 74 12 -0.23 32.48 0.01 -0.9 6.49 0.15 MidS 0.14 74 13 0.31 11.42 0.03 -0.3 6.49 0.05 MidS 0.08 74 14 -0.31 32.48 0.01 -0.3 6.49 0.05 MidS 0.06 74 29.0. 6 1 1OZO60 1 1.33 11.42 0.12 1.8 4.54 0.40 MidS 0.49 .74 2 1.50 11.42 0.13 1.8 4.54 0.40 MidS 0.50 74 3 1.00 11.42 0.09 -1.5 6.49 0.24 MidS 0.30 74 4 1.13 11.42 0.10 -1.5 6.49 0.24 MidS'0.31 74 5 1.00 11.42 0.09 1.0 4.54 0.23 MidS 0.30 74 6 1.13 11.42 0.10 1.0 4.54 0.23 MidS 0.31 74 7 1.33 11.42 0.12 2.0 4.54 0.44 MidS 0.53 74 8 1.50 11.42 0.13 2.0 4.54 0.44 MidS 0.54 74 9 1.72 11.42 0.15 -0.5 6.49 0.09 MidS 0.23 74 10 -1.72 32.48 0.05 -0.5 6.49 0.09 MidS 0.13 74 11 1.28 11.42 0.11 -0.7 6.49 0.11 MidS 0.21 74 12 -1.28 32.48 0.04 -0.7 6.49 0.11 MidS 0.13 74 13 1.72 11.42 0.15 -0.2 6.49 0.04 MidS 0.19 74 14 -1.72 32.48 0.05 -0.2 6.49 0.04'MidS 0.09 74 29.0 6 2 1OZO60 1 -0.10 32.48 0.00 -1.3 6.49 0.21 RLap 0.21 50 2 0.50 13.46 0.04 -1.3 6.49 0.21 RLap 0.24 50 3 -0.07 32.48 0.00 1.1 4.54 0.25 RLap 0.25 50 4 0.38 13.46 0.03 1.1 4.54 0.25 RLap 0.28 50 5 -0.07 32.48 0.00 -0.7 6.49 0.12 RLap 0.12 50 6 0.38 13.46 0.03 -0.7 6.49 0.12 RLap 0.15 50 7 -0.10 32.48 0.00 -1.5 6.49 0.23 RLap 0.23 50 8 0.50 13.46 0.04 -1.5 6.49 0.23 RLap 0:27 50 .9 0.30 13.46 0.02 0.4 4.54 0.09 RLap 0.11 50 10 -0.3.0 32.48 0.01 0.4 4.54 0.09 RLap 0.08 50 11 0.22 13.46 0.02 0.5 4.54 0.12 RLap 0.14 50 12 -0.22 32.48 0.01 0.5 4.54 0.12 RLap'0.12 50 13 0.30 13.46 0.02 0.2 4.54 0.05 RLap 0.06 50 14 -0.30 32.48 0.01 0.2 4.54 0.05 RLap 0.04 50 6L 60'0 SPTW 60'0 66'9 Z'O- TO'0 86'Z£ OZ'0- 6T 6L 90'0 SPTW 60'0 66'9 Z'O- ZO'0 Z6'TT OZ'.O £T 6L TT'O SPTW TT'O 66'9 L'O- 00'0 86'Z£ ST'O- ZT 6L ZT'0 SPTW TT'O 66'9 L'O- TO'O Z6'TT ST'O TT 6L 80'0 SPTW 60'0 66'9 S'O- TO'0 86'Z£ OZ'0- OT 6L OT'O SPTW 60'0 66'9 S'O- ZO'0 Z6'TT OZ'0 6 6L 86'0 SPTW 66'0 6S'6 0'Z. 60'0 Z6'TT 013'0 8 6L 66'O SPTW 66'0 6S'6 0'Z. 00'0 86'Z£ OT'0- L 6L 9Z'O SPTW £Z'0 69'6 O'T £0'O Z6'TT 8£'0 9 6L £Z'O SPTW £Z'0 6S'6 O'T 00'0 86'Z£ LO'0- S 6L 9Z'O SPTW 6Z'0 66'9 S'T- £0'O Z6'TT 8£'0 6 6L 6Z'O SPTW 6Z'O 66'9 S'T- 00'0 86'Z£ LO'0- £ 6L £6'O SPTW 06'0 6S'6 8'T 60'0 Z6'TT O9'0 Z 6L 6£'0 SPTW 06'0 613'6 8'T 00'0 86'Z£ O1'0- T 0902OT £ T O'6Z £ OS 60'0 dpZg SO'0 613'6 Z'C TO'O 86'Z£ 0£'O- 6T OS 90'0 dpZg SO'0 6S'6 Z'C ZO'O 96'£T 0£'O £T OS ZT'0 dead ZT'0 6S'6 S'O TO'O 86'Z£ ZZ'0- ZT OS 6T'0 dead ZT'0 6S'6 S'O ZO'0 96'£T ZZ -0 TT OS 80'0 dpZg 60'0 6S'6 6'0 TO'0 86'Z£ 0£'O- OT OS TT'0 dpZg 60'0 6S'6 6'C ZO'O 96'£T 0£'O 6 OS LZ'0 dpZg £Z'O 66'9 S'T- 60'0 96'£T O13'O 8 OS £Z'0 dpZg £Z'O 66'9 S'T- 00'0 86'Z£ OT'O- L OS 9T'0 dpZg ZT'O 66'9 L'0- £O'0 96'£T 8£'O 9 OS ZT'0 dpZg ZT'0 66'9 L'0- 00'0 86'Z£ LO'O- S OS 8Z'0 dpZg SZ'0 6S'6 T'T £O'O 9b'£T 8£'O 6 OS SZ'0 dpZg SZ'O 6S'6 T'T 00'0 86'Z£ LO'O- £ OS 6Z'0 dpZg TZ'O 66'9 £'T- 60'0 96'£T O9'0 Z OS TZ'0 dpZg TZ'O 66'9 £'T- 00'0 86'Z£ OT'O- T 090ZOT Z T- O'6Z -E 6L 60'0 SPTW 60'0 66'9 Z'O- SO'0 86'Z£ ZL'T- 6T 6L 6T'0 SPTW 60'0 66'9 Z'O- ST'0 Z6'TT ZL'T CT 6L £T'0 SPTW TT'O 66'9 L'O- 60'0 86'Z£ 8Z'T- ZT 6L TZ'O SPTW TT'O 66'9 L'O- TT'O Z6'TT 8Z'T TT 6L £T'0 SPTW 60'0 66'9 S'0- SO'O 86'Z£ ZL'T- OT 6L £Z'0 SPTW 60'0 66'9 S'0- ST'O Z6'TT ZL'T 6 6L 6S'0 SPTW 66'0 6S'6 O'Z £T'O Z6'TT OS'T 8 6L £S'0 SPTW 66'0 6S'b O'Z ZT'0 Z6'TT ££'T L 6L T£'0 SPTW £Z'O 6S'6 0'T OT'O Z6'TT £T'T 9 6L 0£'O SPTW £Z'O 6S'6 O'T 60'0 Z6'TT 00'T S 6L T£'0 SPTW 6Z'O 66'9 S'T- ' OT'O Z6'TT £T'T 6 6L O£'0 SPTW 6Z'O 66'9 S'T- 60'0 Z6'TT 00'T £ 6L O9'0 SPTW 06'0 6S'6 8'T £T'0 Z6'TT OS'T Z. 6L ---- 66'0 ---- SPTW ---- 06'0 ---- 6S'6 ----- 8't ----- ZT'0 Z6'TT ££'T T 090ZOT T T 0'6Z £ VIDI 00 DOZ on 4TWTZ OTUD ---- Xn ----- 4TWTZ ----- OTeD ---- PI -------- --- ---- ------ ---- 41pd PI PI a"32001. 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5 1.27 11.42 0.11 1.3 4.54 0.30 MidS 0.38 74 6 0.83 11.42 0.07 1.3 4.54 0.30 MidS 0.36 74 7 1.69 11.42 0.15 2.6 4.54 0.58 MidS 0.69 74 8 1.11 11.42 0.10 2.6 4.54 0.58 MidS 0.65 74 9 1.56 11.42 0.14 -0.7 6.49 0.11 MidS 0.24 74 10 -1.56 32.48 0.05 -0.7 6.49 0.11 MidS 0.14 74 11 1.16 11.42 0.10 -0.9 6.49 0.15 MidS 0.23 74 12 -1.16 32.48 0.04 -0.9 6.49 0.15 MidS 0.16 74 13 1.56 11.42 0.14 -0.3 6.49 0.05 MidS 0.19 74 14 -1.56 32.48 0.05 -0.3 6.49 0.05 MidS 0.09 74 35.2 2 2 1OZO60 1 0.00 13.46 0.00 -1.7 6.49 0.27 RLap 0.27 50 ( 37.0) 2 0.00 13.46 0.00 -1.7 6.49 0.27 RLap 0..27 50 3 0.00 13.46 0.00 1.5 4.54 0.33 RLap 0.33• 50 4 0.00 13.46 0.00 1.5 4.54 0.33 RLap 0.33 50 5 0.00 13.46 0.00 -1.0 6.49 0.16 RLap 0.16 50 6 0.00 13.46 0.00 -1.0 6.49 0.16 RLap 0.16 50 7 0.00 13.46 0.00 -1.9 6.49 0.30 RLap 0.30 50 8 0.00 13.46 0.00 -1.9 6.49 0.30 RLap 0.30 50 9 0.29 13.46 0.02 0.5 4.54 0.12 RLap 0.14 50 10 -0.29 32.48 0.01 0.5 4.54 0.12 RLap•.0.11 50 11 0.22 13.460.02 0.7 4.54 0.16 RLap 0.17 50 12 70.22 32.48 0.01 0.7 4.54 0.16 RLap 0.15 50 13 0.29 13.46 0.02 0.2 4.54 0.06 RLap 0.08. 50 , 14 -0.29 32.48 0.01 0.2 4.54 0.06 RLap 0.05 50 35.2 2 3 1OZO60 1 0.00 11.42 0.00 2.3 4.54 0.52 MidS 0.52 74 ( 37.0)' 2 0.00 11.42 0.00' 2.3 4.54 0.52 MidS 0.52 74 3 0.00 11.42 0.00 -2.0 6.490.31 MidS 0.31 74 4 0.00 11.42 0.00 -2.0 6.49 0.31 MidS 0.31 74 5 0.00 11.42 0.00 1.3 4.54 0.30 MidS 0.30 74 6 0.00 11.42 0.00 1.3 4.54 0.30 MidS 0.30 74 7 0.00 11.42 0.00 2.6 4.54 0.58 MidS 0.58 74 8 0.00 11.42 0.00 2.6 4.54 0.58 MidS 0.58 74 9 0.18 11.42 0.02 -0.7 6.49 0.11 MidS 0.13 74 10 -0.18 32.48 0.01 -0.7 6.49 0.11 MidS 0.11 74 11 0.13 11.42 0.01 -0.9 6.49 0.15 MidS 0.16 74 12 -0.13 32.48 0.00, -0.9 6.49 0.15 MidS 0.15 74 13 0.18 11.42 0.02 -0.3 6.49 0.05 MidS 0.07 74 14 -0.18 32.48 0.01 -0.3 6.49 0.05 MidS 0.05 74 40.2 3 1 1OZO60 1 0.93 11.42 0.08 2.3 4.54 0.52 MidS 0.58 74 ( 37.0) 2 0.61 11.42 0.05 2.3 4.54 0.52 MidS 0.56 74 3 0.70 11.42 0.06 -2.0 6.49 0.31 MidS 0.36 74 4 0.46 11.42 0.04 -2.0 6.49 0.31 MidS 0.34 74 5 0.70 11.42 0.06 1.3 4.54 0.30 MidS 0.35 74 6 0.46 11.42 0.04 1.3 4.54 0.30 MidS 0.33 74 7 0.93 11.42 0.08 2.6 4.54 0.58 MidS 0.64 74 8 0.61 11.42 0.05 2.6 4.54 0.58 MidS 0.62 74 9 0.86 11.42 0.08 -0.7 6.49 0.11 MidS 0.18 74 10 =0.86 32.48 0.03 -0.7 6.49 0.11 MidS 0.12 74 11 0.64 11.42 0.06 -0.9 6.49 0.15 MidS 0.19 74 12 -0.64 32.48 0.02 -0.9 6.49 0.15 MidS 0.14 74 13 0.86 11.42 0.08 -0.3 6.49 0.05 MidS 0.12 74 14 -0.86 32.48 0.03 -0.3 6.49 0.05 MidS 0.07 74 40.2 3 2 1OZO60 1 0.00 13.46 0.00 -1.7 6.49 0.27 RLap 0.27 50 ( 37.0) 2 0.00 13.46 0.00 -1.7 6.49 0.27 RLap 0.27 50 3 0.00 13.46 0.00 1.5 4.54 0.33 RLap 0.33 50 4 0.00 13.46 0.00 1.5 4.54 0.33 RLap 0.33 50 3 3 3 3 Page 123 Of 191 5 0.00 13.46 0.00 '-1.0 6.49 0.16 RLap 0.16 50 6 0.00 13.46 0.00 -1.0 6.49 0.16 RLap 0.16 50 7 0.00 13.46 0.00 -1.9 6.49 0.30 RLap 0.30 50 8 0.00 13.46 0.00 -1.9 6.49 0.30 RLap 0.30 50 9 0.16 13.46 0.01 0.5 4.54 0.12 RLap 0.13 50 10 -0.16 32.48 0.00 0.5 .4.54 0.12 RLap 0.12 50 11 0.12 13.46 0.01 0.7 4.54 0.16 RLap 0.17 50 12 -0.12 32.48 0.00 0.7 4.54 0.16 RLap 0.16 50 13 0.16 13.46 0.01 0.2 4.54 0.06 RLap 0.07 50 14 -0.16 32.48 0.00 0.2 4.54 0.06 RLap 0.05 50 40.2 3 3 1OZO60 1 0.00 11.42 0.00 2.3 4.54 0.52 MidS 0.52 74 ( 37.0) 2. 0.00 11.42 0.00 2.3 4.54 0.52 MidS 0.52 74 3 0.00 11.42 0.00 -2.0 6.49 0.31 MidS 0.31 74 4 0.00 11.42 0.00 -2.0 6.49 0.31 MidS 0.31 74 5 0.00 11.42 0.00 1.3 4.54 0.30 MidS 0.30 74 6 0.00 11.42 0.00 1.3 4.54 0.30 MidS 0.30 74 7 0.00 11.42 0.00 2.6 4.54 0.58 MidS 0.58 74 8 0.00 11.42 0.0.0 2.6 4.54 0.58 MidS 0.58 74 9 0.10 11.42 0.01 -0.7 6.49 0.11 MidS 0.12 74 10 -0.10 32.48 0.00 -0.7 6.49 0.11 MidS 0.11 74 11 0.07 11.42 0.01 -0.9 6.49 0.15 MidS 0.15 74 12 -0.07 32.48 0.00 -0.9 6.49 0.15 MidS 0.15 74 13 0.10 11.42 0.01 -0.3 6.49 0.05 MidS 0.06 74 14 -0.10 32.48 0.00 -0.3 6.49 0.05 MidS 0.05 74 45.1 .4 1,10Z060 1 0.57 11.42 0.05 2.3 4.54 0.52 MidS 0.56 74 ( 47.0) 2 1.06 11.42 0.09 2.3 4.54 0.52 MidS 0.59 74 3 0.43 11.42 0.04 -2.0 6.49 0.31 MidS 0.34 74 4 0.79 11.42 0.07 -2.0 6.49 0.31 MidS 0.36 74 5 0.43 11.42 0.04 1.3 4.54 0.30 MidS 0.33 74 6 0.79 11.42 0.07 1.3 4.54 0.30 MidS 0.35 74 7 0.57 11.42 0:05 2.6 4.54 0.58 MidS 0.62 74 8 1.06 11.42 0.09 2.6 4.54 0.58 MidS 0.65 74 9 1.04 11.42 0.09 -0.7 6.49 0.11 MidS 0.19 74 10 -1.0.4 32.48 0.03 -0.7 6.49 0.11 MidS 0.13 74 11 0.77 11.42 0.07 -0.9 6.49 0.15 MidS 0.20 74 12 -0.77 32.48 0.02 -0.9 6.49 0.15 MidS 0.15 74 13 1.04 11.42 0.09 -0.3 6.49 0.05 MidS 0.14 74 14 -.1.04 32.48 0.03 -0.3 6.49 0.05 MidS 0.08 74 -45.1 4 2 1OZO60 1 -0.13 32.48 0.00 -1.7 6.49 0.27 RLap 0.27 50 ( 47.0) 2 0.65 13.46 0.05 -1.7 6.49 0.27 RLap 0.32 50 3 -0.10 32.48 0.00 1.5 4.54 0.33 RLap 0.33 50 4 0.49 13.46 0.04_ 1.5 4.54 0.33 RLap 0.36 50 5 -0.10 32.48 0.00 -1.0 6.49 0.16 RLap 0.16 50 6 0.49 13.46 0.04 -1.0 6.49 0.16 RLap 0.19 50 7 -0.13 32.48 0.00 -1.9 6.49 0.30 RLap 0.30 50 8 0.65 13.46 0.05 -1.9 6.49 0.30 RLap 0.35 50 9 0.37 13.46 0.03 0.5 4.54 0.12 RLap 0.15 50 10 -0.37 32.48 0.01 0.5 4.54 0.12 RLap 0.11 50 11 0.27 13.46 0.02 0.7 4.54 0.16 RLap 0.18 50 12 -0.27 32.48 0.01 0.7 4.54. 0.16 RLap 0.15 50 13 0.37 13.46 0.03 0.2, 4.54 0.06 RLap 0.08 50 14 -0.37 32.48 0.01 0.2 4.54 0.06 RLap 0.05 50 45.1 4 3 1OZO60 1 -0.13 32.48 0.00 2.3 4.54 0.52 MidS 0.51 74 ( 47.0) 2 0.65 11.42 0..06 2.3 4.54 0.52 MidS 0.56 74 3 -0.10 32.48 0.00 -2.0 6.49 0.31 MidS 0.31 74 4 0.49.11.42 0.04 -2.0 6.49 0.31 MidS 0.34 74 5 -0.10 32.48 0.00 1.3 4.54 0.30 MidS 0.30 74 6 0.49 11.42 0.04 1.3 4.54 0.30 MidS 0.33 74 7 -0.13 32.48 0.00 2.6 4.54 0.58 MidS.0.58 74 8 0.65 11.42 0.06 2.6 4.54 0.58 MidS 0.62 74 Page 124 Of 191 9 0.24 11.42 0.02 -0.7 6.49 0._1 MidS 0.13 74 10 -0.24 32.48 0.01 -0.7 6.49 0.11 MidS 0.11 74 11 0.18 11.42 0.02 -0.9 6.49 0.15 MidS 0.16 74. 12 -0.18 32.48 0.01 -0.9 6.49 0.15 MidS 0.14 74 13 0.24 11.42 0.02 -0.3 6.49 0.05 MidS 0.07 74 14 -0.24 32.48 0.01 -0.3 6.49 0.05 MidS 0.05 74 3 50.0 5 1 1OZO60 1 0.35 11.42 0.03 2.3 4.54 0.52 MidS 0.54 74 ( 47.0) 2 0.66 11.42 0.06 2.3 4.54 0.52 MidS 0.56 74 3 0.27 11.42 0.02 -2.0 6.49 0.31 MidS 0.33 74 4 0.49 11.42 0.04 -2.0 6.49 0.31 MidS 0.34 74 5 0.27 11.42 0.02 1.3 4.54 0.30 MidS 0.32 74 6 0.49 11.42 0.04 1.3 4.54 0.30 MidS 0.33 74 7 0.35 11.42 0.03 2.6 4.54 0._`18 MidS 0.60 74 8 0.66 11.42 0.06 2.6 4.54 0.58 MidS 0.62 74 9 0.65 11.42 0.06 -0.7 6.49 0.11 MidS 0.16 74 10 -0.65 32.48 0.02 -0.7 6.49 0.11 MidS 0.12 74 11 0.48 11.42 0.04 -0.9 6.49 0.15 MidS 0.18 7A 12 -0.48 32.48 0.01 -0.9 6.49 0.15 MidS 0.14 74 13 0.65 11.42 0.06 -0.3 6.49 0.05 MidS 0.10 74 14 -0.65 32.48 0.02 -0.3 6.49 0.05 MidS 0.07 74 3 50.0 5 2 1OZO60 1 -0.08 32.48 0.00 -1.7 6.49 0.27 RLap 0.27 50 ( 47.0) 2 0.40 13.46 0.03 -1.7 6.49 0.27 RLap 0.30 50 3 -0.06 32.48 0.00 1.5 4.54 0.33 RLap 0.33 50 4 0.30 13.46 0.02 1.5 4.54 0.33 RLap 0.35 50 5 -0.06 32.48 0.00 -1.0 6.49 0.16 RLap 0.16 50 6 0.30 13.46 0.02 -1.0 6.49 0.16 RLap 0.18 50 7 -0.08 32.48 0.00 -1.9 6.49 0.30 RLap 0.30 50 8 0.40 13.46 0.03 -1.9 6'.49 0.30 RLap 0.33 50 9 0.23 13.46 0.02 0.5 4.54 0.12 RLap 0.14 50 10 -0.2.3 32.48 0.01 0.5 4.54 0.12 RLap 0.12 50 11 0.17 13.46 0.01 0.7 4.54 0.16 RLap 0.17 50 12 -0.17 32.48 0.01 0.7 4.54 0.16 RLap 0.15 50 13 0.23 13.46 0.02 0.2 4.54 0.06 RLap 0.07 50 14 -0.23 32.48 0.01 0.2 4.54 0.06 RLap 0.05 50 3 50.0 5 3 1OZO60 1 -0.08 32.48 0.00 2.3 4.54 0.52 MidS 0.52 74 ( 47.0) 2 0.40 11.42 0.04 2.3 4.54 0.52 MidS 0.55 74 3 -0.06 32.48 0.00 -2.0 6.49 0.31 MidS 0.31 74 4 0.30 11.42 0.03 -2.0 6.49 0.31 MidS 0.33 74 5 -0.06 32.48 0.00 1.3 4.54 0.30 MidS 0.30 74 6 0.30 11.42 0.03 1.3 4.54 0.30 MidS 0.32 74 7 -0.08 32.48 0.00 2.6 4.54 0.58 MidS 0.58 74 8 0.40 11.42 0.04 2.6 4.54 0.58 MidS 0.61 74 9 0.15 11.42 0.01 -0.7 6.49 0.11 MidS 0.12 74 10 -0.15 32.48 0.00 -0.7 6.49 0.11 MidS 0.11 74 11 0.11 11.42 0.01 -0.9 6.49 0.15 MidS 0.16 74 12 -0.11 32.48 0.00 -0.9 6.49 0.15 MidS 0.15 74 13 0.15 11.42 0.0.1 -0.3 6.49 0.05 MidS 0.06 74 14 -0.15 32.48 0.00 -0.3 6.49 0.05 MidS 0.05 74 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A Eave Strut, Longitudinal -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Load(Wall= 2) 6/14/17 11:28am Wall Bay EEve Load ----Axial(k )---- --Moment(f-k )-- Axi+Mom Max Id Id Part Id Calc Limit UC Calc Limit UC UC KL/r ---- ---- -------------- ---- 2 1 1CZ060 15 ----- 0.78 ----- 11.42 ---=- 0.07 --'--- 0.65 ----- 4.54 ---- 0.14 ------- 0.20 0 16 0.45 11.42 0.04 0.65 4.54 0.14 0.17 0 17 0.59 11.42 0.05 -0.56 6.49 0.09 0.13 0 18 0.34 11.42 0.03 -0.56 6.49 0.09 0.11 0 19 0.59 11.42 0.05 0.38 4.54 0.08 0.12 0 ------------------------------ EAVE STRUT Wall Id = 2 ------------------------------ LAYOUT: Page 125 Of 191 20 0.34 11.42 0.03 0.38 4.54 0.08 0.11 0 21 0.78 11.42 0.07 0.73 4.54 0.16 0.21 0 22 0.45 11.42 0.04 0.73 4.54 0.16 0.19 0 23 1.12 13.71 0.08 -0.20 7.79 0.03 0.110 0 24 -1.12 38.98 0.03 -0.20 7.79 0.03 0-05 .0 25 0.83 13.71 0.06 -0.27 .7.79 0.03 0.09 0 26 0.83 13.71 0.06 -0.27 7.79 0.03 0.09 0 27 -0.83 38.98 0.02 -0.27 7.79 0.03 0.05 0 28 1.12 13.71 0.08 -0.10 7.79 0.01 0.09 0 29 -1.12 38.98 0.03 -0.10 7.79 0.01 0.04 0' 2 2 1OZ060 15 -0.14 32.48 0.00 -0.58 6.49 0.09 0'.08 0 16 0.45 13.46 0.03 -0.58 6.49 0.09 0.12 0 17 -0.11 32.48 0.00 0.49 5.36'0.09' 0.09 0 18 0.34 13.46 0.03 0.49 5.36 0.09 0.,11 0 19 -0.11 32.48 0.00 -0.34 6.49 0.05 0.05 0 20 0.34 13.46 0.03 -0.34 6.49 0.05 0.07 0 21 -0.-14 32.48 0.00 -0.64 6.49 0.10 0.09 0 22 0.45 13.46 0.03 -0.64 6.49 0.10 0:13 0 23 0.71 16:16 0.04 0.18 6.43 0.03 0.07 0 24 -0.71 38.98 0.02 0.18 6.43 0.03 0.04 0 25 0.53 16.16 0.03 0.24 6.43 0.04 0.07 0 26 0.53 16.16 0.03 0.24 6.43 0.04 0.07 0 27 -0.53 38.98 0.01 0.24 6.43 0.04 0.04 0 28 0.71 16.16 0.04 0.09 5.96 0.01 0.06 0 29 -0.71 38.98 0.02 0.09 5.96 0.01 0.03 0 2 3 1OZ060 15 -0.14 32.48 0.00 0.00 6.49 0.00 0.00 0 16 0.45 11..42 0.04 0.00 6.49 0.00 0.04 0 17 -0.11 32.48 0.00 0.00 6.49 0.00 0.00 0 18 0.34 11.42 0.03 0.00 6.49 0.00 0.03 0 19 -0.11 32.48 0.00 0.00 6.49 0.00 0.00 0 20 0.34 11.42 0.03 0.00 6.49 0.00 0.03 0 21 -0.14 32.48 0.00 0.00 6.49 0.00 0.00 0 22 0.45 `11.42 0.04 0.00 6.49 0.00 0.04 0 23 0.44 13.71 0.03 0.00 7.79 0.00 0.03 0 24 -0.44 38.98 0.01 0.00 7.79 0.00 0.01 0 25 0.33 13.71 0.02 0.00 7.79 0.00 0.02 0 26 0.33 13.71 0.02 0.00 7.79 0.00 0.02 0 27 -0.33 38.98 0.01 0.00 7.79 0.00 0.01 0 28 0.44 13.71 0.03 0.00 7.79 0.00 0.03 0 29 -0.44 38.98 0.01 0.00 7.79 0.00 0.01 0 -------------------------------------------------------------------------------- U17E0329A Eave(Wa11= 2) 6/14/17 11:28am ------------------------------ 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 LExt 1OZ060 1.33 ----- 1.53 ----- 0 --- 1 ------ 4.5 ------ 4.5 ---- ---- .0.00 0.70 1 1OZ060 23.67 2.38 1.53 0 1 87.3 87.3 0.00 0.70 2 1OZ060 16.00 2.38 2.38 1.53 0 1 69.6 69.6 0.00 0.70 3 10Z060 23.67 2.38 0.00 0 1 87.3 87.3 0.00 0.70 RExt 1OZ060 1.33 0.00 0 1 4.5 4.5 0.00 0.70 Page 126 Of 191 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 C.06 2.02 0.03 111RSup -0.04 6.49 0.01 11ILSup 0.00 111 0.07 0.00 6 11RLap -C.48 2.02 0.24 6IMidS 1.14 4.54 0.25 11IRLap 0.30 61 -0.32 0.00 6 21LLap C.38 2.02 0.19 6ILLap ' 1.46 5.36 0.27 6ILLap 0.29 61 0.02 1.28 12 31LSup C.00 2.02 0.00 111LSup 0.00 6.49 0.00 11ILSup 0.00 111 0.00 1.89 12 ExtILSup C.00 2.02 0.00 11ILSup 0.00 6.49 0.00 11ILSup 0.00 111 0.00 0.0012 LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind_Suctionl (12) Live U17 E0329A -------------------------------------------------------------------------------- Eave Strut, Longitudinal Load(Wall= 4) 6/14/17 11:28am Wall Bay Eave Load ---- Axial(k )---- --Moment(f-k )-- Axl+Mom Max Id Id Fart Id Calc Limit UC Calc Limit UC UC KL/r ---- -------------- 4 3 1OZO60 ---- 15 ----- 0.00 ----- 11.42 ---- 0.00 ----- 0.72 ----- 4.54 ---- 0.16 ------- 0.16 ---- 0 16 0.00 11.42 0.00 0.72 4.54 0.16 0.16• 0 17 0.00 11.42 0.00 -0.62 6.49 0.10 0.10 0 18 0.00 11.42 0.00 -0.62 6.49 0.10 0.10 0 19 0.00 11.42 0.00 0.42 4.54 0.09 0.09 0 20 0.00 11.42 0.00 0.42 4.54 0.09 0.09 0 21 0.00 11.42 0.00 0.81 4.54 0.18 0.18 0 22 0.00 11.42 0.00 0.81 4.54 0.18 0.18 0 23 0.00 13.71 0.00 -0.23 7.79 0.03 0.03 0 24 0.00 13.71 0.00 -0.23 7.79 0.03 0.03 0 25 0.00 13.71 0.00 -0.30 7.79 0.04 0.04 0 26 0.00 13.71 0.00 -0.30 7.79 0.04 0.04 0 27 0.00 13.71 0.00 -0.30 7.79 0.04 0.04 0 28 0.00 13.71 0.00 -0.11" 7.79 0.01 0.01 •0 29 0.00 13.71 0.00 -0.11 7.79 0.01 0.01 0 4 2 1OZO60 15 -0.18 32.48 0.01 -0.54 6.99 0.08 0.08 0 16 0.63 13.46 0.05 -0.54 6.49 0.08 0.13 0 17 -0.13 32.48 0.00 0.46 4.54 0.10 0.10 0 18 0.47 13.46 0.•03 0.46 4.54 0.10 0.13 0 19 -0.13 32.48 0.00 -0.32 6.49.0.05 C.04 0 20 .0.47 13.46 0.03 -0.32 6.49 0.05 C.08 0 21 -0.18 32.48 0.01 -0.61 6.49 0.09 C.09 0 22 0.63 13.46 0.05 -0.61 6.49 0.09 C.13 0 23 0.40 16.16 0.02 0.17 5.45 0.03 C.06 0 24 -0.40 38.98 0.01 0.17 5.45 0.03 0.03 0, 25 0.30 16.16 0.02 0.22 5.45 0.04 0.06 0 26 0.30 16.16 0.02 0.22 5.45 0.04 0.06 0 27 -0.30 38.98 0.01 0.22 5.45 0.0.4 0.03 0 28 0.90 16.16 0.02 0.08 5.45 0.02 0.04 0 29 -0.40 38.98 0.01 0.08 5.45 0.02 0.02 0 4 1 1OZO60 15 -0.18 32.48 0.01 0.72 9.54 0.16 0.15 0 16 0.63 11.42 0.05 0.72 4.54 0.16 0.20 0 17 -0.13 32.48 0.00 -0.62 6.49 0.10 0.09 0 18 0.47 11.42 0.04 -0.62 6.49 0.10 0.13 0 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 --- I ---- ------ ----- ---- -- I ---- --=--- ----- ---- -- I ---- ------ I --=--- ----- -- ExtIRSup 0.06 2.02 0.03 11IRSup -0.04 6.49 0.01 111LSup 0.00.111 0.08 0.00 6 31RLap -0.46 2.02 0.23 61MidS 1.26 4.54 0.28 111RLap 0.26 61 -0.38 0.00 6 21RLap -0.22 2.02 0.11 61RLap 1.37 4.54 0.30 61RLap 0.24 61 0.12 0.00 6 11LLap 0.46 2.02 0.23 61MidS 1.26 4.54 0.28 11ILLap 0.26 61 -0.38 .0.00 6 ExtILSup -0.06 2.02 0.03 111LSup -0.04 .6.49 0.01 111LSup 0.00 111 0.08 0.00 6' LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl --------------------- U17E0329A Strut Bolts 6/14/17 11:28am -------------------------------------------------------------------------------- RAFTER CONNECTION: ' Back SW Front SW Location Purlin Eave Strut Eave Strut -------- ----------- -----------' ----------- RF Welded Clip Welded Clip Welded Clip EAVE STRUTS: r Page 127 Of 191 19 -0.13 32.48 0.00 0.42 4.54 0.09 0.09 0 20 0.47 11:42 0.04 0.42 4.54 0.09 0.12 0 21 -0.18 32.48 0.01 0.81 4.54 0.18 0.17 0 22 0.63 11.42 0.05 0.81 4.54 0.18 0.22 0 23 0.26 13.71 0.02• -0.23 7.79 0.03 0.05 0 24 -0.26 38.98 0.01 -0.23 7.79 0.03 0.03 0 25 0.19 13.71 0.01 -0.30 7.79 0..04 0.05 0 26 0.19 13.71 0.01 -0.30 7.79 0.04 0.05 0 27 -0.19 38.98 0.00 -0.30 7.79 0.04 0.04 0 28 0.26 13.71 0.02 -0.11 7.79 0.01 0.03 0 --------------------------------------=----------------------------------------- 29 -0.26 38.98 0.01 -0.11 7.79 0.01 0.02 0 -------------------------------------------------------------------------------- U17EO329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Eave(Wall= 4) 6/14/17 11:28am ------------------------------ EAVE STRUT Wall ------------------------------ Id = 4 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 -------- 1OZ060 ------ ---- 1.33 ----- ----- 1.53 ----- 0 --- ------ 1 4.5 ------ 4.5 ---- ---- 0.00 0.70 3 1OZ060 23.67 2.38 1.53 0 1 87.3 87.3 0.00 0.70 2 1OZ060 16.00 2.38 2.38 1.53 0 1 69.6 69.6 0.00 0.70 1 1OZ060 23.67 2.38 1.53 0 1 87.3 87.3 0.00 0.70 RExt 1OZ060 1.33 1.53 0 1 4.5 4.5 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 --- I ---- ------ ----- ---- -- I ---- --=--- ----- ---- -- I ---- ------ I --=--- ----- -- ExtIRSup 0.06 2.02 0.03 11IRSup -0.04 6.49 0.01 111LSup 0.00.111 0.08 0.00 6 31RLap -0.46 2.02 0.23 61MidS 1.26 4.54 0.28 111RLap 0.26 61 -0.38 0.00 6 21RLap -0.22 2.02 0.11 61RLap 1.37 4.54 0.30 61RLap 0.24 61 0.12 0.00 6 11LLap 0.46 2.02 0.23 61MidS 1.26 4.54 0.28 11ILLap 0.26 61 -0.38 .0.00 6 ExtILSup -0.06 2.02 0.03 111LSup -0.04 .6.49 0.01 111LSup 0.00 111 0.08 0.00 6' LOAD COMBINATIONS: ------------------ (6) Dead+Collateral+0.75Live+0.45Wind_Pressurel (11) 0.6Dead+0.6Wind Suctionl --------------------- U17E0329A Strut Bolts 6/14/17 11:28am -------------------------------------------------------------------------------- RAFTER CONNECTION: ' Back SW Front SW Location Purlin Eave Strut Eave Strut -------- ----------- -----------' ----------- RF Welded Clip Welded Clip Welded Clip EAVE STRUTS: Page 128 Of 191 Wall Frm_Line ---- Bolt _ Selected --- --- Bolt _Capacity(k )--- Dt_Bolt Id ---- Id --- Type ---- No. --- Type ----- Dia ----- Wshr ---- Calc ----- Shear ----- Bear ----- Ratio ----- Id ------- 2 1 RF 2 A325 0.500 1 1.12 10.60 5.04 0.22 77 2 2 RF 2 A325 0.500 1 1.12 10.60 10.08 0.11 77 2 3 RF 2 A325 0.500 1 0.71 10.60 10.08 0.07 77 2 4 RF 2 A325 0.500 1 0.45 10.60 5.04 0.09 77 4 1 RF 2 A325 0.500 1 0.00 10.60 5.04 0.00 77 4 2 RF 2 A325 0.500 1 0.63 10.60 10.08 0.06 77 4 3 RF 2 A325 0.500 1 0.63 10.60 10.08 0.06 77 4 4 RF 2 A325 0.500 1 0.63 10.60 5.04 0.12 77 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 ---- 2 --- 1 ---- RF ----- 12.89 --- 4 ----- A307 ----- 0.500 ---- 0 ----- 1.92 ----- 10.60 ----- 1.89 ----- 7.56 ----- 0.25 ------- 71 2 2 RF 12.89 4 A307 0.500 0 1.92 10.60 1.71 15.12 0.18 71 2 3 RF 12.89 4 A307 0.500 0 0.43 10.60 0.43 15.12 0.04 71 2 4 RF 12.89 4 A307 0.500 0 0.43 10.60 0.43 7.56 0.06 71 2 1 RF 17.82 4 A307 0.500 0 2.85 10.60 2.80 7.56 0.37 71 2 2 RF 17.82 4 A307 0.500 0 2.85 10.60 2.53 15.12 0.27 71 2 3 RF 17.82 4 A307 0.500 0 0.63 10.60 0.63 15.12 0.06 71 2 4 RF 17.82 4 A307 0.500 0 0.63. 10.60 0.63 7.56 0.08 71 2 1 RF 29.00 4 A307 0.500 0 1.72 10.60 1.72 7.56 0.23 71 2 2 RF 29.00 4. A307 0.500 0 1.72 10.60 1.56 15.12 0.16 71 2 3 RF 29.00 4 A307 0.500 0 0.50 10.60 0.50 15.12 0.05 71 2 4 RF 29.00 4 A307 0.500 0 0.50 10.60 0.50 7.56 '0.07 71 3 1 RF 29.00 4 A307 .0.500 0 1.72 10.60 1.72 7.56 0:23 71 3 2 RF 29.00 4 A307 0.500 0 1.72 10.60 1.56 15.12 0.16 71 3 3 RF 29.00 4 A307 0.500 0 0.50 10.60 0.50 15.12 0.05 71 3 4 RF 29.00 4 A307 0.500 0 0.50 10.60 0.50 7.56 0.07 71 3 1 RF 35.25 4 A307 0.500 0 1.69 10.60 1.69 7.56 0.22 71 3 2 RF 35.25 4 A307 0.500 0 1.69 10.60 1.69 15.12 0.16 71 3 3 RF 35.25. 4 A307 0.500 0 0.18 10.60 0.18 15.12 0.02 71 3 4 RF 35.25 4 A307 0.500 0 0.00 10.60 0.00 7.56 0.00 71 3 1 RF 40.18 4 A307 0.500 0 0.93 10.60 0.93 7.56 0.12 71 3 2 RF 40.18 4 A307 0.500 .0 0.93 10.60 0.93 15.12 0.09 71 3 3 RF 40.18 4 A307 0.500 0 0.10 10.60 0.10 15.12 0.01 71 3 4 RF 40.18 4 A307 0.500 0 0.00 10.60 0.00 7.56 0.00 71 3 1 RF 45.11 4 A307 0.500 0 1.06 10.60 1.06 7.56 0.14 71 3 2 RF 45.11 4 A307 0.500 0 1.06 10.60 1.06 15.12 0.10 71 3 3 RF 45.11 4 A307 0.500 0 0.65 10.60 0.65 15.12 0.06 71 3 4 RF 45.11 4 A307 0.500 0 0.65 10.60 0.65 7.56 0.09 71 3 1 RF 50.04 4 A307 0.500 0 0.66 10.60 0.66 7.56 0.09 71 3 2 RF 50.04 4 A307 0.500 0 0.66 10.60 •0.66 15.12 0.06 71 3 3 RF 50.04 4 A307 0.500 0 0.40 10.60 0.40 15.12 0.04 71 3 4 RF 50.04 4 A307 0.500 0 0.40 10.60 0.40 7.56 0.05 71 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Panel Zones 6/14/17 11:28am f31rago i Thick Part (in) CR6-80 0.018 Tensile .Yield Strength (ksi ) (ksi ) ------- -------- 80.00 62.00 Page 129 Of 191 PURLIN SCREWS: Dia Washer Limit Part (in) (in) (k ) H1030 0.22 0.50 2.78 PANEL ZONE LAYOUT: ------- Purlin------ Surf Zone -----Surface---- Bay Max Min Id ---- Id ---- Locatel ------- Locate2 ------- Offsetl ------- Offset2 ------- Id --- --- Id Space ----- Thick ----- 2 1 0.00 66.00 0.00 29.40 2 1 5.00 0.060 2 3 0.00 7.50 5.57 25.57 2 1 5.00 0.060 2 4 7.50 58.50 0.00 5.57 1 1 4.03 0.060 2 5 58.50 66.00 5.57 25.57 2 3 5.00 0.060 2 6 7.50 58.50 25.57 29.40 6 1 3.17 0.060 2 7 0.00 7.50 0.00 5.57 1 1 4.03 0.060 2 8 58.50 66.00 0.00 5.57 1 3 4.03 0.060 2 9 58.50 66.00 25.57 29.40 6 3 3.17 .0.060 2 10 0.00 7.50 25.57 29.40 6 1• 3.17 0.060 ---- 3 ---- 1 ------- 0.00 ------- 66.00 ------- 0.00 ------- 29.40 --- --- 2 1 ----- 5.00 ----- 0.060 3 3 0.00 7.50 3.83 23.83 2 1 5.00 0.060 3 4 7.50 58.50 0.00 3.83 1 1 3.17 0.060 3 5 58.50 66.00 3.83 23.83 2 3 5.00 0.060 3 6 7.50 58.50 23.83 29.4.0 6 1 4..03 0.060 3 7 0.00 7.50 0.00 3.83 1 1 3.17 0.060 3 8 58.50 66.00 0.00 3.83 1 3 3.17 0.060 3 9 58.50 66.00 23.83 29.40 6 3 4.03 0.060 3 .10 0.00 7.50 23.83 29.40 6 1 4.03 0.060 PURLIN SCREW CHECK: Wind -------- Limit(k)------- Surf Zone Screw Suction Load Purlin Panel . Screw Max Id Id Space (psf ) (k ) Pullout Pullover Tension UC ---- 2 ---- 1 ----- 1.00 ------- 14.52 ------------ 0.07 -------- 0.26 0.27 ------- 0.74 ---- 0.28 2 3 1.00 25.26 0.13 0.26 0.27 0.74 0.49 2 4 1.00 25.26 0.10 0.26 0.27 0.74 0.40 2 5 1.00 25.26 0.13 0.26 0.27 0.74 0.49 2 6 1.00 25.26 0.08 0.26 0.27 0.74 0.31 2 7 1.00 37.46 0.15 0.26 0.27 0.74 0.59 2 8 1.00 37.46 0.15 0.26 0.27 0.74 0.59 2 9 1.00 37.46 0.12 0.26 0.27 0.74 0.46 2 10 1.00 37.46 0.12 0.26 0.27 0.74 0.46 ---- 3 ---- 1 ----- 1.00 ------------ 14.52 ------- 0.07 -------- 0.26 0.27 ------- 0.74 ---- 0.28 3 3 1.00 25.26 0.13 0.26 0.27 0.74 0.49 3 4 1.00 25.26 0.08 0.26 0.27 0.74 0.31 3 5 1.00 25.26 0.13 0.2'6 0.27 0.74 0.49 3 6 1.00 25.26 0.10 0.26 0.27 0.74 0.40 3 7 1.00 37.46 0.12 0.26 0.27 0.74 0.46 3 8 1.00 37.46 0.12 0.26 0.27 0.74 0.46 3 9 1.00 37.46 0.15 0.26 0.27 0.74 0.59 3 10 1.00 37.46 0.15 0.26 0.27 0.74 0.59 Zone Id ---- Description ------------------- C Page 130 Of 191 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 SCREWS: Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ---- H1040 0.22 0.45 2.00 BASE SCREW CHECK: Screw Force/Screw Shear Wall 'Base Space Wind ' Seis Limit Max Id Lencth (ft) (k ) (k ) (k ) UC 2 20.00 1.00 0.000 0.000 0.213 Panel Shear Not Used 4 Open Wall -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A Weight Summary 6/14/17 11:28am -------------------------------------------------------------------------------- Roof Purlins = 3037.82 Eave Struts = 506.30 Roof Bracing = 233.54 Wind Bents = 777.97 Total = 4555.64 ----------------------------------=-----------------=--------------------------- -------------------------------------------------------------------------------- U17E0-3.29A Warning Sum -nary 6/14/17 11:28am -------------------------------------------------------------------------------- No Warnings Page 131 'Of 191 *------------------------------------------------------------------------------- ------------------------------------------------------------------------------- *U17E0329A Rigid Frame Design Input 6/14/17 11:28am ------------------------------------------------------------------------------- *( 1)JOBID: 'U17E0329A' *( 2)FRAME DESIGN OPTIONS: *--Frame- ------- Frame -Space ------- Section Splice Web Stiffener P *Id Type L_Col R Col Rafter Space Fix Use Ratio Side Delta 1 'RFE' 13.1667 13.1667 13.1667 1.0000 1.00 'N' 0.00 'Y 'DA' *( 3)OPTIMIZATION OPTIONS: *Plate Depth Frame-L_Col_Depth_Opt--R_Col_Depth_Opt= Rafter_Depth_Opt * Opt Opt Sym Typ Min Max Typ Min Max Typ Min Max 'N' 'N' 'N' 'T ' 12.00 58.00 'T ' 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 'NAUS12 ' 1AISC10' '----' 'IBC 115' 'CBC 16 ' 'D ' *( 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 1.2000 *( 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 Di.spl. Len React Brace l y, Y1 1 4 1 l y. l y, ' Al ' 'N' l y, 'N' 'N' 'N' I'N' *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset 4 0.0000 15.0000 0.000 29.0000 19.8333 10.000 58.0000 15.0000 10.000 58.0000 0.0000 0.000 *(10)MEMBER DEPTHS: *Surf ----Depth---- No. Id Start. End Dep 1 11.500 17.000 0 2 16.000 13.000 1 3 13.000 16.000 1 4 17.000 11.500 0 *(11)MEMBER SPLICES: *Surf --Interior_Depth- Locate Depth 12.0000 14.000 17.4000 14.000 Page 132 Of 191 * Id No. Locate Type " 1 0 2 1 0.0000 'PEE ' 3 1 0.0000 '-EE ' 4 1 0.0000 'PEE ' *(12)SEGMENT PLATES: *. Surf Mem ---Segment-- Member Flange ----Plate_Thickness--- *No. Id Id Id Length Part Width Web OS_Flg IS_Flg 6 1 1 1 0.0000 '--------' 6.000 0.1500 0.2500 0.3125 2 2 2 0.0000 '-------- ' 5.000 0.1250 0.3750 0.3750 2 3 3 0.0000 '-------- ' 5.000 0.1250 0.2500 0.2500 3 4 4 0.0000 '-------- ' 5.000 0.1250 0.2500 0.2500 3 5 5 0.0000 '--------' 5.000 0.1250 0.3750 0.3750 4 6 6 0.0000 '----=---' 6.000 0.1500. 0.2500 0.3125 *(13)INTERIOR COLUMNS: * --------Column--=---- Cap Rafter Unbrace_Length ----Column--- * No. Id Typ Rot Locate Conn Opt Major Minor Set Part 0 *(14)INTERIOR COLUMN PLATES: t * -Column- -----Depth---- No. Start---Web_Depth-- Web Fig --Thickness-- * Id Shape Min Max Mem Locate Start End Thick Width OS_Flg IS_Flg *(15)INTERIOR COLUMN SPLICES: * No. Id Id Locate Type 0 *(16)BASE & WALL OPTIONS: *---------- Base --------- -- Open Brace * Id Conn Opt Elev Height Opt 1 'P ' '-' 0.0000 0.0000 '-' Left Column 2 'P '-' 0.0000 0.0000 '-' Right Column *(1.7)BASE DISPLACEMENT: *Base * Id Opt Dir Displace 0 -' '-' 0.000 *(18)BASE SPRINGS: * Base. --Spring_Constants-- * No. Id Elev Horz Vert Rotate 0 *(19)WALL GIRT: *Surf Bay No. * Id Type Part Depth Proj Lap Id Girt Locate 1 'ZF' 'W8xl8 0.000 0.000 0.0000 3 0 4 'ZF' '08Z054 8.000 0.000 0.0000 1 2 7.5000 12.0000 *(20)ROOF PURLIN: *Surf No. Peak No. -Purlin_Set- id Type Part Depth Proj Lap Purlin Space Sets Space Quan 2 'ZB' '10Z060 10.000 0.000 2.3750 6 1.3333 1 5.0000 6 3 'ZB' '10Z060 10.000 0.000 .2.3750 6 1.3333 2 5.0000 5 3.0667 1 *(21)FLANGE BRACE: y Page 133 Of 191 *Surf Locate Side * Id No. Id Opt' 1 0 2 6 1'R' ` 2 R 3 ,R 4 , R , 5 'R' :. .. 6 R 3 6 1 'R' �i 2 R 3 'R' 4 'R' 5• 'R' 6 , R , 4 2 1 'R' 2 'R' *(22)SIDEWALL EXTENSIONS: *Surf Ext -------- Extension -Size ------- ------Facia Size------ Load * Id No. Id Type Elev Width Slope Elev Height Slope, Width 1 0 4 0 *(23)EXTENSION LOADS: *Ext Dead Collat Live Snow Rain ----"Windt---.----Wind2--- Long_Wind Facia Wind Seis *; Id Load Load Load Load Load Left Right Left Right 1 2 Left Right Load *(24)BASIC LOADS:' * ---Deflection--- * Dead Collat Live Snow Rain Basic Load -Ratio Temperature * Load Load Load Load Load Wind Snow Wind Seis Change 3.00 1.00 20.00 0.00 0.00 22.38 1.00 0.43 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 0.73 0.00 0.00 0.00 0.00 11.60 8.60 0.00 0.00 *(26)WIND COEFFICIENT: *Surf--Wind_1----Wind _2--- Long_Wind Surface * Id Left Right Left Right 1 2 Friction 1 0.42 -0.62 0.78 -0.26 -0.65 -0.65 0.00 2 -1.14 -0.71 -0.78 -0.35 -1.14 -0.66 0.00 3 -0.71 -1.14 -0.35 -0.78 -0.66 -1.14 0.00 4 -0.62 0.42 -0.26 .0.78 -0.65 -0.65 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 r. *(28)DESIGN LOADS:Strength * -----------------------------------------Load Coefficients------------------------------ ---Live--- -Add-Snow- --Wind 1-- --Wind-2-- Page 134 Of 191 Long Wind -Sei.smic-- 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 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 _.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 =.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 1.7 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 O.OQ 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 *(29)DESIGN LOADS:Deflection * -----------------------------------------Load Coefficients------------------------------ * ---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 1.00 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 i ` Page ' 135 Of 191 , 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 0.6.0 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 0.0.0 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 *(29)DESIGN LOADS:Deflection * -----------------------------------------Load Coefficients------------------------------ * ---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 1.00 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 *(30)DESIGN LOADS:Special * -----------------------------------------Load Coefficients --------------------7--------- ----------- --- Live--- -------- ---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. 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 Page 136, Of 191 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 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 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 0.00 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 69 C.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 C.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 C.00 0.00 0.00 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 0.0.0 72 C.00 0.00 0.00 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 --------------------7--------- ----------- --- Live--- -------- ---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. 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 Page 137 Of 191 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 *(31)AUXILIARY LOAD: * No. Add --Add_Comb- *No. Id Name Loads Id Coeff 0 *(32)ADDITIONAL LOADS: * Add Loc Basic Load Fx Fy Mom Dx Dy Conc *No. Id Id Load Type W1 W2 Co Dll D12 Dist 0 *(33)FLOOR BEAMS: *Bay Con_Type Con Loc --Properties-- Id No. Id Height Lt Rt Lt" Rt Area Ixx 1 0 *(34)DIAGONAL BRACING: *Bay * Id No. Id Level Opt Area 1 0 *(35)CRANE BRACKET: * Span ----Crane---- ----Beam---- *No. Id Lt Rt Type Height' Depth Width Rt Load 0 *(36)FRAME OPTIONS/FRAME LINES: *Moment Frame Frame No. ----Offset---- -----Bracket------ Col_Sup Left Right Type Opt Select Lt *Frame Option Option -Id Line Frame _ Line _Id 'OMF' -' 1 1 *(37)DESIGN PLATES: * ----Plate-----Plate Size- Bolt *No. Type Id Width Thick Dia 0 *(38)SPECIAL FAB DATA * Piece " *No. Id Key 0 Bolt ----Top--- --Bottom-- Bolt Gage Row Space Row Space Gage2 *(39)ENDWALL COLUMNS: *Wall Expand -EW Id Use Offset No. Locate Offset Option 1 'Y 16.000 2 16.3333 8.000 C' 37.0000 8.000 'C' 3 'Y 16.000 0 Max Deflect Down Up 0.000 0.000 0.000 0.000 Page 138 Of 191 *(40)JACK BEAMS: * *No. Id Offset Height Length Part 0 *(41)LINER: *---Wall_Height--- * F_SW B_SW Roof 0.0000 0.0000 'N' *(42)STEPPED LOAD COEFFICIENTS: Spring_Constant Horz Vert * Basic Loc No. ----Step_1--- ---- Step_2--- ----Step_3--- *No. Load Id Step Locate Coef Locate Coef Locate Coef 4 'WINDLI' 2 2 29.0000 1.000 29.4000 0.619 'WINDRI' 3 2 0.4000 0.619 29.4000 1.000 'WINDL2' 2 2 29.0000 1.000 29.4000 0.443 'WINDR2' 3 2 0.4000 0.443 29.4000 1.000 *(43)ADDITIONAL COLUMNS: *No. Id Type Rot Opt Part Elev 0 *(44)DESIGN CODE OPTIONS: *No. Event Condition 0 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * * Code files used: * CA_CBC.16 * RF IBC.15 Version 4.0 *DS_RFDEP.Siz *Surface Span --Required- -----------Selected---------- * Id Id Type Span Type Span #Depth #Splice * 1 1 W 15.0 No record selected * 2 1 C 29.0 C 30.0 1 0 * 3 1 C 29.0 C 30.0 1 0 * 4 1 W 15.0 No record selected -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Frame 1 - Design Code 6/14/17 11:30am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STRUCTURAL CODE: Design Basis WS Working Stress Hot Rolled Steel AISC10 Cold Forned Steel NAUS12 BUILDING CODE: Wind Code CBC 16 (IBC 15) Seismic Zone D MODULUS OF ELASTICITY k ' Page 139 Of 191 Hot Rolled Steel 29000 (ksi ) ' Cold Formed Steel 29500 (ksi -) - U17EO329A Frame 1 - Base Plates and Anchor Bolt 6/14/11 11:30am DESIGN CONSTANTS: ----------------- 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: ----------------------- ---Column.Base(in)-----Plate_Size(in)-- Bolts(GR36 )-=Shear(k )- Id Typ Depth Elev Width Length Thick Row Dia Gage Limit UC -------- ----- ----- ----- ------ ----- --- ----- ---- ----- ----- Left P 12.1 0.0 8.0 13.00 0.375 2 0.750 4.00 17.5 0.36 Right P 12.1 0.0 8.0. 13.00 0.375 2 0.750 4.00 s 17.5 0.36 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 9.9 36 -5.'6 4'.6 50 6.4 49 5.6 , -1.9 Right 4 9.9 38 -5.6 4.6 49 6.4 50 5.6 -1.9 WELDS: Outside_Flange_To_Base Inside_Flange_To_Base ------ Web -To _Base ----- Base Shear(k/in ) Shear(k/in ) I Shear(k/in ) a Id Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit ----- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Left 0.188 F1 0.47 4.18, 0.188 F1 0.47 4.18 0.188 F1 0.55 2.78 Right 0.188 F1 0.47 4.18 0.188 Fl 0.47 4.18 0.188 F1 0.55 2.78 LOAD COMBINATIONS: ------------------ 3 = Dead+Collateral+Live 4 - Dead+Collateral+Live 36 - 0.0ead-0.6Wind_Longl 38 - 0.6Dead-0.6Wind Long2 49 - 0.52Dead+0.21Seismic+1.35Seismic Long 50 - 0.52Dead-0.21Seismic-1.35Seismic Long .U17E0329A Frame 1 - Bolted -End -Plates 6/14/17 11:30am DESIGN CONSTANTS: , ----------------- Splice Yield Bolt Type Bolt Shear Stress Bolt Tension Stress = 55.00 (ksi ) = A325 Snug -Tightened = 27.00 (ksi ) = 45:00 (ksi ) Page 140 Of 191 PLATE SIZE: (k ) (k ) (f -k ) ---- 3 ----- 7.3 ----- 8.2 ------ 73.9 35 -3.8 -5.0 Splice Member Web Splice(in) -----------------Bolts(A325 49 )----------------- -2..9 -2.7 4 Id Typ -- --- Lccate ------ Depth ----- Width ----- Thick ----- Dia ----- Gage ----- Gage2 RowT ----- ---- SpaceT ------ RowB ---- SpaceB ------ RowI ---- 1 PEE 1- 2 16.00 6.0 0.750 0.750 3.50 3.50 2 3.88 2 3.88 0 2 -EE 3- 4 13.18 6.0 0.375 0.625 3.50 3.50 2 3.50 2 3.50 0 3 PEE 5- 6 1 16.00 6.0 0.750 0.750 3.50 3.50 2 3.68 2 3.88 0 PLATE DESIGN: ------------- ------- Max _Moment ------ Splice Ten Load Axial Shear Moment Id Typ Loc Id (k ) (k ) (f -k,) -- --- --- ---- ----- ----- ------ 1 PEE Top 76b 2.2 5.1 108.2 Bot 49 0.1 -2.1 -72.4 2 -EE Top 33 -3.2 -0.3 9.4 Bot 3 5.9 -0.1 -28.0 3 PEE Top 75b 2.2 -5.1 108.2 Bot 50 0.1 2.1 -72.4 ------- Max _Shear ------ Load Axial Shear Moment Id (k ) (k ) (f -k ) ---- 3 ----- 7.3 ----- 8.2 ------ 73.9 35 -3.8 -5.0 -66.6 13 -3.4 0.9 5.6 49 0.4 -2..9 -2.7 4 7.3 -8.2 73.9 38 -3.8 5.0 -66.6 Req Req Bolt Thick Dia UC 0.638 0.657 0.80 0.635 0.603 0.65 0.208 0.432 0.22 0.310 0.440 .0.50 0.638 0.657 0.80 0.635 0.603 0.65 b)L•oads shown are full loads. Design results are ad.justed`for seismic strength factor (1.200) Splice Thick Id Typ Req 1 PEE C.64 2 -EE C.31 3 PEE C.64 WELDS: Outside_Flange_To_Bep Splice Shear(k/in ) Id Side Eize Typ Calc Limit 1 L 0.188 F2 4.10 5.01 1 R 0.313 F2 6.86 8.35 2 L 0..188 F2 0.80 4.18 2 R 0..188 F2 0.80 4.18 3 L 0.313 F2 6.86 8.35 3 R 0..188 F2 4.10 5.01 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 13 - Dead+0.6Wind Long2 33 - 0.6Dead+0.6Wind Rightl Inside_Flange_To_Bep Shear(k/in ) Size Typ Calc Limit 0.250 F2 4.88 5.57 0.250 F2 4.64 5.57 0.188 F2 1.92 4.18 0.188 F2 1.92 4.18 0.250 F2 4.64 5.57 0.250 F2 4.88 5.57 ----- Web -To _Bep------. Shear(k/in ) Size Typ Calc Limit 0.188 Fl 0:51 3.34 0.188 F1 0.51 2.74 0.188 F1 0.22 2.28• 0.188 F1 0.22 2.28 0.188 F1 0.51 2.7.4 0.188 F1 0.51 3.34 ---Unity_Check--- Dia_Required I EP Bolt Bolt Top ----- Bot ----- Bend ----- Top ----- Bot ----- 0.657 0.603 0.72 0.80 0.65 0.432 0.440 0.68 0.22 0.50 0.657 0.603 0.72 0.80 0.65 Outside_Flange_To_Bep Splice Shear(k/in ) Id Side Eize Typ Calc Limit 1 L 0.188 F2 4.10 5.01 1 R 0.313 F2 6.86 8.35 2 L 0..188 F2 0.80 4.18 2 R 0..188 F2 0.80 4.18 3 L 0.313 F2 6.86 8.35 3 R 0..188 F2 4.10 5.01 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 13 - Dead+0.6Wind Long2 33 - 0.6Dead+0.6Wind Rightl Inside_Flange_To_Bep Shear(k/in ) Size Typ Calc Limit 0.250 F2 4.88 5.57 0.250 F2 4.64 5.57 0.188 F2 1.92 4.18 0.188 F2 1.92 4.18 0.250 F2 4.64 5.57 0.250 F2 4.88 5.57 ----- Web -To _Bep------. Shear(k/in ) Size Typ Calc Limit 0.188 Fl 0:51 3.34 0.188 F1 0.51 2.74 0.188 F1 0.22 2.28• 0.188 F1 0.22 2.28 0.188 F1 0.51 2.7.4 0.188 F1 0.51 3.34 a Page, 141 Of 191 r , 35 - 0.6Dead+0.6Wind_Longl 38 - 0.6Dead-0.6Wind Long2 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.52Dead-0.21Seismic-1.35Seismic_Long 75 - 1.08Dead+1.08Collateral+1.62Seismic_Long 76 - 1.08Dead+1.08Collateral-l.62Seismic Long U17EO329A Frame. 1 - Bearing Stiffeners 6/14/1,7 11:30am , } Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: ----Stiffener —--Web(in) -- ---- Stiffener _Size(in) -- °. Location Offset Depth Thick Width Thick Length No. -------- ------ ----- ----- ----------- ------ --- Lt Col 0.0 17.00 0.220 3.00 0.375 16.80 .1 Rt Col 58.0 17.00 0.220 3.00 0.375 16.80 1 STIFFENER DESIGN:- ----------------- ---- Tension(k ESIGN:---------------------Tension(k )-----Compression(k )- Max Location Load Calc Limit Load talc' Limit UC -------- ---- ----- ----- ---- ----- ----- ---- Lt Col 49 46.4 48.5 50 55.3 -74.6 0.96 Rt Col 50 46.4 48.5 49 55.3 74.6 0.96 WELDS: --- Stiff_To_Flg/EP--- ----- Stiff -To _Web ---- Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Limit Size Typ Calc Limit ---------- ----- --- ----- ----- ----- --- ----- ----- Lt Col 0.250 F2 3.86 5.57 '0.188 F1 1.65 2.78 f Rt Col 0.250 F2 3.86 5.57 0.188 F1 1.65 2.78 LOAD COMBINATIONS: V ------------------ 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.52Dead-0.21Seismic-1.35Seismic_Long U17EO329A Frame 1 - Flange Braces 6/14/17 11:30am DESIGN CONSTANTS: ----------------- Flange Brace Yield = 55.00 ksi Girt/Purlin Yield = 55.00 ksi Flange Brace Bolt = A325 (2 Washers) Bolt Shear Stress = 27.00 k-si Flange Brace Force Inside flange, max of bending compression/tension LAYOUT': Page 142 Of 191 .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 15.64 28.50 57.7 30.18 0.500 0.500 Clip Web 2 1 L2525105 2 14.72 28.50 59.2 29.70 0.500 0.500 Clip Web Load 4 1 L2525105 313.64 28.50 61.2 29.10 0.500 0.500 Clip Web (k ) 6 1 L2525105 3 13.06 28.50 62.2 28.82 0.500 0.500 Clip .,Web ----- 6.5 3 1 1 L2525105 4 13.06 28.50 62.2 28.82 0.500 0.500 Clip Web 294 3 1 L2525105 4 13.64 28.50 61.2 29.10 0.500 0.500 Clip Web 0.188 5 1 L2525105 5 14.72 28.50 59.2 29.70 0.500 0.500 Clip Web F1 6 1 L2525105 5 15.64 28.50 57.7 30.18 0.500 0.500 Clip Web DESIGN: 4 6 6 96 419 6.5 10.2 135 0.188 Fl 0.49 2.78 Surf Load Force -Brace -UC- ---Connection_UC--- Id Loc Id (k j Comp Tens Frame Purlin Clip ---- 2 --- 1 --- -- ----- 50 0.61 ---- ---- 0.16 0.13 ----- 0.12 ------ ---- 0.24 2 50 0.51 0.13 0.11 0.10 0.20 4 49 0.27 0.07 0.06 0.05 0.11 6 4 0.25 0.06 0.05 0.05 0.10 3 1 3 0.25 0.06 0.05 0.05 0.10 3 50 0.27 0.07 0.06 0.05 0.11 5 49 0.51 0.13 .0.11 0.10 0.20 6 49 0.61 0.16 0.13 0.12 0.24 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.E2Dead-0.21Seismic-1.35Seismic Long -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Frame 1 - Web To Flange Weld 6/14/17 11:30am ---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 ----- 6.5 ----- 10.2 ------ 135 ----- 0.188 --- Fl ----- ----- 0.49 2.78 2 2 2 16 3 8.1 15.4 294 0.188 F1 0.42 2.78 2 3 3 28 3 4.7 8.9 156 0.188 F1 0.27 2.78 3 4 4 69 4 4.7 8.9 156 0.188 F1 0.27 2.78 3 5 5 81 4 8.1 15..4 294 0.188 F1 0.42 2.78 4 6 6 96 419 6.5 10.2 135 0.188 Fl 0.49 2.78 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 49 - 0._`2Dead+0.21Seismic+1.35Seismic Long 50 - 0.52Dead-0.21Seismic-1.35Seismic Long -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Frame 1 - Special Segments 6/14/17 11:30am Page 143 Of 191 FLANGE PLATE: ----------------- --Initial-- ---Final--- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.250 8.0 0.250 Rt Col 6.0 0.250 8.0 0.250 WEB PLATE: Calc ---Initial-- ---Final---- ------Actions----- Web Web Shear Web Shear Req Axial Moment Shear Thick Limit Thick Limit Thick Locate Id. (k ) (f -k ) (k ) (in) (k ) (in) (k ) (in) Note ----- --- ----- ------ ----- ----- ----- ----- ----- ----- ------------- Lt Col 50 1.0 85.7 63.8 0.1'50 36.5 0.220 68.2 0.206 RISC G2-1 Rt Col 49 .1.0 85.7 63.8 0.150 36.5 0.220 68.2 0.206 AISC G2-1 REQUIRED WEB DESIGN: -------------------- Locate h av Kv Cv Lt Col 15.68 14.58 10.78 1.00 Rt Col 15.68 14.58 10.78 1.00 , LOAD COMBINATIONS: ------------------ 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.52Dead-0.21Seismic-1.35Seismic Long U17EO329A Frame 1 - Design Summary 6/14/17 11:30am FRAME: ,Id = 1 Type = RF Line Id = 1 Load Width= 13.17 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 0-flg I-flg Id Ld Ucv Id •Ld# Uco Id Ld Uci KL/R - 1 1 1 14.1 6.0 11.5 17.0 0.150 0.250 0.313 15 50 0.40 15 49 0.86 15 50 0.88 119 2 2 2 10.9 5.0 16.0 14.0 0.125 0.375 0.375 16 0.89 101 2 3 3 17.3 5.0 14.0 13.0 0.125 0.250 0.250 28 0.99 108 3 4 4 17.3 5.0 13.0 14.0 0.125 0.250 0.250 69 0.99 108 3 5 5 10.9 5.0 14.0 16.0 0.125 0.375 0.375 81 0.89 101 Page 144 Of 191 3 0.81 16' 50 0.80 16 50 3 0.41 28 49 0.82 28 50 4 0.41 69 50 0.82 69 49 4 0.81 81 49 0.80 81 49 4 6 6 14.1 6.0.17.0 11.5 0.150 0.250 0.313 82 49 0.40 82 50 0.86 82 49 0.88 119 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_Leftl 8 - Dead+0.6Wind Left2 9 - Dead+0.6Wind_Rightl 10 - Dead+0.6Wind_Right2 11 - Dead+0.6Wind_Longl. 12 - Dead-0.6Wind Long1 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_Longl 20 - Dead+Collateral+0.75Live-0.45Wind Long1 21 - Dead+Collateral+0.75Live+0.45Wind Long2 22'- Dead+Col.lateral+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_Longl 28 - Dead+Collateral-0.45Wind Long1 29 - Dead+Collateral+0.45Wind Long2 30 - Dead+Collateral-0.45Wind_Long2 31 - 0.6Dead+0.6Wind Left1 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+1.08Collateral-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 - 1.06Dead+1.06Collateral-0.52Seismic Page 145 Of 191 45 - 1.06Dead+l..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+0.2lSeismic+1.35Seismic_Long 50#- 0.52Dead-0.21Seismic-1.35Seismit_Long 51 - Dead+Collateral 52 - Dead+Collateral 53 - Dead+Collateral+Live 54 - Dead+Collateral+Live 55 - Live 56 - Live 57 Dead+0.43Wind_Leftl 58 - Dead+0.43Wind Left2 59 - Dead+0.43Wind Rightl 60 - Dead+0.43Wind Right2 61 -'Dead+0.43Wind Longl 62 - Dead-0.43Wind Longl 63 - Dead+0.43Wind Long2 64 - Dead-0.43Wind 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 69 - 0.52Dead+0.7Seismic 70 - 0.52Dead-0.7Seismic 71 - Seismic 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+1.08Collateral-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-1.62Seismic 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 1 113.3 221.5 12.0 0.250 0.150 1.7 10.0 2 128.0 221.5 6.7 0.375 0.125 1.1 10.0 3 112.0 221.5 10.0 0.250 0.125 1.4 10.0 4 112.0 221.5 10.0 0.250 0.125 1.4 10.0 5 128.0 221.5 6.7 0.375 0.125 1.1 10.0 6 113.3 221.5 12.0 0.250 0.150 1.7 10.0 FRAME AREA: Frame Area= 104:27 Building Area= 1010.17 Ratio= 0.10 WEIGHTS: Member Weight (lb) 1 .2 3 4 5 6 266 209 245 245 209 266 Total Weight (lb) Frame = 1438 Splice Plate = 137 Base Plate = 22 1598 REACTIONS: (Sidewall Columns) ------------------------------- Load Id 1 2 3 4 S. 6 7 8 9, 10 11 12 13 14 15 16. 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3--- 32 _32 33 34 35 36 37 ---------- Left_ Column ---------- Fx(k ) ------ Fy(k ) ------- Fz(k ) ------- M(f-k ) -------- 1.23 2.27 0.00 0.00 1.23 2.26 0.00 0.00 5.88 9.92 0.00 0.00 5.88. 9.89 0.00 0.00 4.72 8.01 0.00 0.00 4.72 7.98 0.00 0.00 -2.92 -3.66 0.00 0.00 -2.31 -1.81 0.00 0.00 -0.53 -2.04 0.00 0.00 0.09 -0.19 0.00 0.00 -4.20 -4.86 0.00 0.00 -4.20 -4.86 0.00 0.00 2.35 -0.61 0.00 0.00 2:35 -0.61 0.00 0.00 1.81 3.83 0.00 0.00 2.26 5.22 0.00 0.00 3.61 5.07 0.00 0.00 4.06 6.45 0.0.0 0.00 0.85 2.88 0.00 0.00 0.85 2.88 0.00 0.00 5.77 6.19 0.00 0.00 5.77 6.19 0.00 0.00 -1.70 -1.89 0.00 0..00 -1.24 -0.50 O.00 0.00 0.09 -0.67 0.00 0.00 0.55 0.72 0*0C 0.00 -2.66 -2.80 .O.00 0.00 -2.66 -2.80 O.00 0.00 2.26 0.41 O.00 0.00 2.26 0.41 0.00 0.00 -3.32 -4.41 0.00 0.00 -2.71 -2.56 O.'OC. 0.00 -0.93 -2.79 O.00 0.00 -0.31 -0.94 O.00 0.00 -4.60 -5.60 0.00 0.00 -4.60 -5.60 0.00 0.00 1.95 -1.37 0-00 0.00 Page 146 Of 191 Right Column Fx(k ) ------ Fy(k ) ------- Fz(k ) ------- M(f-k ) -------- -1.23 2.26 0.00 0.00 -1.23 2.27 0.00 0.00 -5.88 9.89 0.00 0.00 -5.88 9.92 0.00 0.00 -4.72 7.98 0.00 0.00 -4.72 8.01 0.00 0.00 0.53 -2.04 0.00 0.00 -0.09 -0.19 0.00 0.00 2.92 -3.66 0.00 0.00 2.31 -1.81 0.00 0.00 -2.35 -0.61 0.00 0.00 -2.35 -0.61 0.00 0.00 4.20 -4.86 0.00 0.00 4.20 -4.86 0.00 0.00 -3.61 5.07' 0.00 0.00 -4.06 6.45 0.00 0.00 -1.81 3.83 0.00 0.00 -2.26 5.22 0.00 0.00 -5.77 6.19 0.00 0.00 -5.77 6.19 0.00 0.00 -0.85 2.88 0.00 0.00 -0.85 2.88 0.00 0.00 -0.09 -0.67 0.00 0.00 -0.55 0.72 0.00 0.00 1.70 -1.89 0.00 0.00 1.24 -0.50 0.00 0.00 -2.26 0.41 0.00 0.00 -2.26 0.41 0.00 0.00 2.66 -2.80 0.00 0.0.0 2.66 -2.80 0.00 0.00 0.93 -2.79 0.00 0.00 0.31 -0.94 0.00 0.00 3.32 -4.41 0.00 0.00 2.71 -2.56 0.00 0.00 -1.95 -1.37 0.00 0.00 -1.95 -1.37 0.00 0.00 4.60 -5.60 0.00 0.00 F Page 147 Of 191 38 1.95 -1.37 0.00 0.00 4.60 -5.60 0.00 0.00 39 -0.92 1.37 0.00 0.00 -3.54 3.53 0.00 0.00 + 40 3.54 3.53 0.00 0.00 0.92 1.37 0.00 0.00 41 -1.71 0.99 0.00 0.00 -4.31 3.91 0.00 0.00 42 4.31 3.91 0.00 0.00 1.71 0.99 0.00. 0.00 43 0.92 2.22 0.00 0.00 -1.68• 2.59 0.00 0.00 44 1.68 2.59 0.00 0.00 -0.92 2.22 0.00 0.00 # 45 -0.95 1.32 0.00 0.00 -3.52 3.49 0.00 0.00 46 3.52 3.49 0.00 0.00 0.95 1.32 0.00 '-0.00 • 47 0.00 0.73 0.00 0_.00 -1.03 1.22 .0.00 0.00 ` 48 1.03 1.22 0.00 0.00 0.00 0.73 0.00 0.00 49 -5.55 -1:88 0.00 0.00 -6.36 3.83 0.00 0.00 50 6.36 3.83 0•.00 0.00 5.55 -1.88 0.00 0.00 DEFLECTIONS ------------------------------ Lateral Defl Load @ Top Of. Col Vert Defl Id Left Right "@ Midspan ---,- ---- -------------- t 51 -0.10 0.09 -0.59 52 -0.09 0.10 -0.59 53 -0.49 0.45 -2.83 54 -0.45 0.49 -2.83 55 -0.39 0.36 -2.24 56' -0.36 0.39 -2.24 57 0.25 0.10 0.47 58 0.20 0.15 0.15 59 -0.10 -0.25 0.47 60 -0.15 -0.20 0.15 61 1.43 1.31 0.58 62 1.43 1.31 0.58 63 -1.31 -1.43 0.58 64 -1.31 '-1.43 0.58 65 0.23 0.44 -0.66 66 -0.44 -0.23 -0.66 67 0.15 0.35 -0.63 „ 68 -0.35 -0.15 -0.63 69 0.29 0.37 -0.29 .70 -0.37 -0.29 -0.29 71 0.47 0.47 -0.09 72 -0.47 -0.47 -0.09 DEFLECTIONS RATIO: ------------------------------ i Lateral'Defl Load @ Top Of Col Vert Defl 'Id Left Right @ Midspan 51 1662 --------- 1831 1186 52 1831" 1662 1186 53 345 377 246 54 377 345 246 ' 55 437 476 310 ' 56 476 437 310 57 675 1765 r 1469 Page 148.Of 191 58 E44 1127 4647 f 59 1765 675 1469 60 1127 844 4647 61 118. 129 1209 62 118 129 1209 63 129 118 1209 64 1294 118 1209 65 729 383 1062 66 X83 729- 1062 67 1149 479 1096 68 479 1149 1096 69 578 452 2387 70 452 578 2387 71 358 357 7601 72 357 358 7600 MAX 6EFLECTION: --------------- Load Deflect Span/Deflect Type Id (in) Calc Limit ---------------- ----------- ----- ----- Live Vertical -2.24 311. 1,80. Horizontal Drift 61 1.43 118. 60. Horizontal Spring Constant= 3.08 k/in P-DELTA:(Direct Analysis) --------------------------------- CONVERGENCE CHECK: Max Deflect ' Column -Ratio Left 0.0425 Right .0.0425 MAXIMUM DRIFT CHECK: Max Drift(in) Second/ Load First Second First Id Order Order Ratio ---- ------ ------ ------- 1 0.10 0.10 1.05 ENDWALL VERTICAL DEFLECTION: Column--Vertical_Down(in)- --- Vertical _Up(in)-- Locate Use Load ,Deflect Limit Load Deflect Limit ------- ------ ----------- ----- ----------- ----- 16.33 Column 54 1.89 0.00 63 0.66 0.00 37.00 Column 53 2.42 0.00 61 0.63 0.00. U17EO329A Frame 1 - Rigid Frame Clearances 6/14/17 11:30am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- VERTICAL CLEARANCE: t I • � Page 149 Of 191 Location Span X Coord Y Coord ' ----------------------------------------------- Left 12'11-13"• 1'05-10" 12'11-13 Right 12'11-13" 56'06-06" 12'11-13 Midspan 1.7'10-01" 29'00-00" 17110-01" , HORIZONTAL CLEARANCE: Location Span X Coordl, X CoordR =---------------------------------------------- Left - Right 55'00-14 1'05-09" 56'06-07" ------------=-----------------------------=------------------------------------- -------------------------------------------------------------_------------------- U17E0329A Frame 1 - Weight Summary 6/14/17 11:30am -------------------------------------------------------------------------------- Total Weight (lb) Frame = 1438 Splice Plate = 137 Base Plate = 22 1598 -------------- U17EO329A Frame 1 - Warning Summary 6/14/17 11:30am No Warnings Page 150 Of 191 ------------------------------------------------------------------------------- *U17E0329A Rigid Frame Design Input 6/14/17 4:29pm ---------- 1) JOBID: --------- 1)JOBID: 'U17E0329A' *( 2)FRAME CESIGN OPTIONS: *--Frame- --- =--- Frame_Space------- Section Splice Web_Stiffener P *Id Type L_Col . R_Col Rafter Space Fix Use Ratio Side Delta 2 'RF ' 19.8333 19.8333 19.8333 1.0000 1.00 'N' 0.00 'Y ' 'DA' *( 3)OPTIMIZ;ATION OPTIONS: *Plate Depth Frame -L -Col -Depth -Opt- -R_Col_Depth_Opt- Rafter_Depth_Opt * Opt Opt Sym Typ Min Max Typ Min Max Typ Min Max 'N' 'N' 'N' IT ' 12.00 58.00 'T ' 12.00 58.00 IT ' 12.00 58.00 *( 4)DESIGN CODE: *Design --- Steel -Code --- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS12 'AISC10' ' ----' 'IBC ' '15' 'CBC 16 'D *( 5)DESIGN CONSTANTS: * --- Strength _Factor --- ---- Stress_Ratio---- ---Seismic--- * Frame Col EP BP Wind Frame Spc•EP 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 l y, 1 4 1 l y, l y, I Al ' I Al ' l y, IN' IN' IN' IN' *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset 4 0.0000 15.0000 0.000 29.0000 19.8333 10.000 58.0000 15.0000 10.000 58.0000 0.0000 0.000 *(10)MEMBER DEPTHS: *Surf ----Depth---- No. * Id Start End Dep 1 11.500 26.000 0 2 24.000 14.000 2 3 14.000 14.000 1 4 24.000 11.500 0 *(11)MEMBER SPLICES: --Interior_Depth- Lccate Depth 10.0000 21.000 16.2161 14.000 10.0000 14.000 Page 151 Of 191 *Surf * Id No. Locate Type 1 0 2 1 0.0000 'PEE ' 3 1 0.0000 '-EE ' 4 1 0.0000 'PEE ' *(12)SEGMENT PLATES: * Surf Mem ---Segment-- Member Flange ----Plate_Thickness--- *No. Id Id Id Length Part Width Web OS_Flg IS_Flg 7 1 1 1 0.0000 '--------' 6.000 0.1644 0.3125 0.3750 2 2 2 0.0000 '-------- ' 5.000 0.1500 0.3750 0.3750 2 3 3 0.0000 '-------- ' 5.000 0.1500 0.1875 0.3125 2 4 4 0.0000 '--------' 5.,000 0.1250 0.•1875 0.3125 3 5 5 0.0000 '--------' 5.000 0.1250 0.1875 0.1875 3 6 6 0.0000 '-------- ' 5.000 0.1250 0.1875 0.2500 4 7 7 0.0000 '-------- ' 5.000 0.1250 0.1875 0.3750 i *(13)INTERIOR COLUMNS: * --------Column------- Cap Rafter Unbrace_Length ----Column--- * No. Id Typ Rot Locate Conn Opt Major Minor Set Part 1. 1 'R' 'N' 15.3333 'P-' 16.7883 16.7883 'Y' 'W8xl8 ' *(14)INTERIOR COLUMN PLATES: * -Column- -----Depth---- No. Start---Web_Depth-- Web Flg --Thickness-- * Id Shape Min Max Mem Locate Start End Thick Width OS_Flg IS_Flg •1 'C' 0.000 0.000 0 *(15)INTERIOR COLUMN SPLICES: * Col * No. Id Id Locate Type 0 ,*(16)BASE & WALL OPTIONS: *----------Base---------- Open Brace *'Id Conn Opt Elev Height Opt 1 'P ' '-' 0.0000 0.0000 '-' Left Column 2 'P ' '-' 0.0000 0.0000 '-' Right Column 3 'P ' - 0.0000 0.0000 '-' Interior Column # 1 *(17)BASE DISPLACEMENT: *Base * Id Opt Dir Displace 0 - - 0.000 *(18)BASE SPRINGS: * Base --Spring_ Constants-- No. Id Elev Horz Vert Rotate 0 *(19)WALL GIRT: *Surf. Bay No. * Id Type Part Depth Proj Lap Id Girt Locate 1 'ZF' 'W8xl8 0.000 0.000 0.0000 3 0 4 'ZF' '08Z054 8.000 0.000 0.0000 2 2 7.5000 12..0000 *(20)ROOF PURLIN: *Surf No. Peak No.-Purlin_Set- Id Type Part Depth Proj Lap Purlin Space Sets Space Quan 2 'ZB' '10Z060 10.000 0.000 2.3750 6 1.3333 1 5.0000 6 3 'ZB' '10Z060 ' 10.000 0.000 2.3750 6 1.3333 2 *(21)FLANGE BRACE: *Surf Locate Side * Id No. Id opt 1 0 2 6 1'2' 2 - 3 _ 4 5 6 '2' 3 6 1 '2' 2 3 4 5 6 '2' Page 152 Of 191 5.0000 5 3.0667 1 4 0 *(22)SIDEWAL-- EXTENSIONS: *Surf Ex- -------- Extension -Size ------- ------Facia-Size ------ Load * Id No. Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 *(23)EXTENSION LOADS: *Ex.t Dead Collat Live Snow Rain ---- Windl--- ----Windt--- Long_Wind Facia Wind. Se.is' * Id Load Load Load Load Load Left Right Left Right 1 2 Right Load *(24)BASIC LOADS: * ---Deflection--- * Dead Collat Live Snow Rain Basic Load Ratio Temperature * Load Load Load Load Load Wind Snow Wind Seis Change 3.00 1.00. 17.71 0.00 0.00 22.38 1.00 0.43 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 .0.87 0.00 0.00 0.00 0.00 11.60 8.60 0.00 0.00 *(26)WIND COEFFICIENT: *Surf --Wind-1--- --Wind-2--- Long_Wind. Surface * Id Left Right Left Right 1 2 Friction 1 0.31 -0.61 0.74 -0.18 -0.63 -•0.63 0.00 2 -0.87 -0.58 -0.51 -0.22 -0.87 -0.55 0.00 3 -0.58 -0.87 -0.22 -0.51 -0..55 -0.87 0.00 4 -0.61 0.31 -0.18 0.74 -0.63 -0.63 0.00 *(27)LONGITUGINAL 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 0.00 0.00 0.00 0.00 Int. Column 1 *(28)DESIGN LOADS:Strength Left Page 153 Of 191 * -----------------------------------------Load Coefficients------------------------------ ----------- --- Live--- --------------------------------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 54 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 0.001 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 6.00 0.00 0.00 0.00 0.00 Q.45 0.00 10.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 -0.45 0.00 6.00 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 Page 154 Of 191 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 C.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 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 51 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 1 1.00 52 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 1 1.00 53 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 C.00 0.00 2 1.0c 54 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 2 1.00 *(29)DESIGN LOADS:Deflection -----------------------------------------Load-Coefficients ------------------------------ ' Page. .155 Of 191 * ---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 55 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 56 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 57 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 58 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 59 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 60 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 61 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 62 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 63 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 64 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. - 65 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 66 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 67 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 68 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 69 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 70 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 71 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 72 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 73 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 74 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 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 1.00 0.00 0 0.00 76 0.00 0.00 0.00 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 --------------------7--------- ----------- --- Live--- -----------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 12 77 '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 78 'EP' '---------' 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 156 Of 191 0.00 0.00 0.00 0.00 0.00 -1.62 0.00 0 0.00 Mom Dx Dy Conc 79 '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 80 'EP' '---------' 3 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 0.30 0.00 0 0.00 -0.342 -0.342 0.17 15.5448 29.4000 81 'EP' '---------' 'U LIVE 'D 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 *Bay Con_Type Con_Loc 82 '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 83 '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 - 84 '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. 85 '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 86 'E?' '---------' 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 87 '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 88 '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 *(31)AUXILIARY LOAD: * No. _Add --Add_Comb- *No. Id Name Loads Id Coeff 2 1 'F2PAT_LL_l' 1 1 1.00 2 'F2PAT_LL_2' 2 2 1.00 3 1.00 *(32)ADDITIONAL LOADS: * Add Loc Basic Load Fx Fy Mom Dx Dy Conc *No. Id Id Load Type W1 W2 Co Dll D12. . Dist 3 1 2 'U LIVE 'D -0.342 -0.342 0.17 0.0000 15.5448 2 2 'U LIVE 'D -0.342 -0.342 0.17 15.5448 29.4000 3 3 'U LIVE 'D -0.342 -0.342 -0.17 0.0000 29.4000 *(33)FLOOR BEAMS: *Bay Con_Type Con_Loc --Properties-- * Id No. Id Height Lt Rt Lt Rt Area Ixx 1 0 2 0 *(34)DIAGONAL BRACING: *Bay * Id No. Id Level Opt Area. 1 0 2 0 *(35)CRANE BRACKET: * Span ----Crane---- ----Beam---- *No. Id Lt Rt Type Height Dept:i Width Rt Load 0 *(36)FRAME OPTIONS/FRAME LINES: *Moment Frame Frame No. ----Offset---- -----Bracket------ Col_Sup Left Right Type Opt Select Lt *Frame Option Option_Id Line Frame _ Line _Id 'OMF' - 2 2. 3 *(37)DESIGN PLATES: * ----Plate-----Plate_Size- *No. Type Id Width Thick 0 *(38)SPECIAL FAB DATA * Piece *No. Id Key 0 Page, 157 Of 191 Bolt Bolt ----Top--- --Bottom-- Bolt _Dia Gage Row Space Row Space Gage2. *(39)ENDWALL COLUMNS: *Wall Expand EW Max Deflect * Id Use Offset No. Locate Offset Option Down Up 1 'Y ' 16.000 0 3 'Y ' 16.000 0 *(40)JACK BEAMS: * Spring_ Constant *No. Id Offset Height Length Part Horz Vert 0 *(41)LINER: *---Wall_Height--- * F_SW B_SW Roof 0.0000 0.0000 'N' *(42)STEPPED LOAD.COEFFICIENTS: * Basic Loc No.----Step_l --- ----Step_2--- *No.. Load. Id Step Locate Coef Locate Coef 4 'WINDLI' 2 2 29.0000 1.000 29.4000 0.668 'WINDRI' 3 2 0.4000 0.668 29.4000 1.000 'WINDL2' 2 2 29.0000 1.000. 29.4000 0.434 'WINDR2' 3 2 0.4000 0.434 29.4000 1.000 *(43)ADDITIONAL.COLUMNS: *No. Id Type Rot Opt Part Elev 0 *(44)DESIGN CODE OPTIONS: *No. Event Condition 0 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * 1 Pattern live load * 2 Pattern live load * *ADDITIONAL LOAD DESCRIPTIONS:' * Add * Id Description * 1 Pattern live load span 1 2 Pattern live load span -2 * 3 Pattern live load span 2 * * Code files used: CA_CBC.16 RF IBC.15 Version 4.0 ----Step_3--- Locate Coef * Col Col Col Type *DS_RFDEP.Siz #Depth #Splice No record *Surface. ------ 15.5 Span --Required- 1 * Id Id Type Span * 1 1 W 15.0 * 2 1 IS 15.3 * 2 2 IP 13.7 * 3 1 IC 29.0 * 4 1. W 15.0 -----------Selected---------- Col Col Col Type Span #Depth #Splice No record selected ------ 15.5 LS 15.0 1 1 IP 15.0 0 0 IC . 30.0 2 1 No record selected 37.44 Page 158 Of 191 * Frame Symrr.etry Changed to 'N' due to: * Column Location ----------- ---------- U17EO329A Frame 2 - Design Code 6/14/17 4:30pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- STRUCTURAL CODE: Design Basis Hot Rolled Steel Cold Formed Steel BUILDING CODE: Wind Code Seismic ZDne MODULUS OF ELASTICITY Hot Rolled Steel Cold Formad Steel WS - Working Stress AISC10 NAUS12 CBC 16 .(IBC 15) D 29000 (ksi .) 29500 (ksi ) -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17EO329A Frame 2 - Interior Columns 6/14/17 4:30pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- COLUMN SIZE: Col Col Col Col Id Locate Part Length --- 1 ------ 15.3 -------- W8x18 ------ 15.5 COLUMN ACTIONS/STRENGTH: -----Web---- ---Flange--- Max Load Depth Thick Width Thick Id UC ----- ----- ----- ----- --- ---- 7.48 0.23 ' 5.25 0.330 49 0.34, Col Load --Axial(k )-- --Shear(k )-- Id Id Calc Limit Calc Limit --- ---- 1 1 ------ 2.64 ------ 34.46 ------ 0.00 ------ 37.44 2 2.68 .34.46 0.00 37.44 3 ,11.10 34.46 0.00 37.44 4 11.26 34.46 0.00 37.44 5 9.01 34.46 O.CO 37.44 6 9.13 34.46 O.CO 37.44 7 -1.83 157.49 O.CO 37.44 8 0.45 34.46 0.00 37.44 9 -3.42 157.49 0.00 37.44 10 -1.43 157.49 0.00 37.44 11 3.08 34.46 0.00 37.44 12 3.08 34.46 0.00 37.44 13 -7.19 157.49 0.00 37.44 14 -7.19 157.49 0.00 37.44 ----Moment(f-k )--- - .11 Limit Limit Max Calc Left Right UC ------ 0.00 ------ ------ 41.79 21.20 ---- 0.08 0.00 41.79 21.20 0.08 0.00 41.79 21.20 0..32 0.00 41.79 21.20 0.33 0.00 41.79 21.20 0.26 0.00 41.79 21.20 0.27 0.00 41.79 21.20 0.01 0.00 41.79 21.20 0.01 0.00 41.7.9 21.20 0.02, 0.00 41.79 21.20 0.01 0.00 41.79 21.20 0.09 0.00 41.79 21.20 0.09 0.00 41.79 21.20 0.05 0.00 41.79 21.20 0.05 Page 159 Of 191 15 6.37 34 .46 0.00 37.44 0.00 41.79 21.20 0.18 16 7.84 34.46 0.00 37.44 0.00 41.79 21.20 0.23 17 5.12 .34.46 0.00 37.44 0.00 41.79 21.20 0.15 18 6.58 34.46 0.00 37.44 0.00 41.79 21.20 '0.19 19 9.93 34.46 0.00 37.44 0.00 41.79 21.20 0.29 20 9.93 34.46 0.00 37.44 0.00 41.79 21.20 0.29 21 2.19 34.46 0.00 37.44 0.00 41.79 21:20 0.06 22 2.19 34.46 0.00 37.44, 0.00 41.79 21.20 0.06 23 -0.39 157.49 0.00 37.44 0.00 41.79 21.20 0.00 24 1.38 34.46 0.00 37.44 0.00 41.79 21.20 0.04. 25 -1.59 157.49 0.00 37.44 0.00 41.79 21.20 0.01 26 0.17 34.46 0.00 37.44 0.00 41.79 21.20 0.00 27 3.38 34.46 0.00 37.44 0.00 41.79 21.20 0.10 28 3.38 34.46 0.00 37.44 0.00 41.79 21.20 0.10 29 -4.44 157.49 0.00 37.44 0.00 41.79 21.20 0.03 30 =4.44 157.49 0.00 37.4'4 0.00 41.79 21.20 0.03 31 -2.60 157.49 0.00 37.44 0.00 41.79 21.20 0.02 32 -0.58 157.49 0.00 37.44 0.00 41.79 21.20 0.00 33 -4'.18 157.49 0.00 37.44 0.00 41.79 21.20 0.03 34 -2.19 157.49 0.00 37.44 0.00 41.79 21.20 0.01. 35 2.20 34.46 0.00 37.44 0.00 41.79 21.20 0.06 36 2.20 34.46 '0.00 37.44 0.00 41.79 21.20 0.06 37 -7.94 157.49 0.00 37.44 0.00 41.79 21.20 0.05 38 -7.94 157.49 0.00 37.44 0.00 41.79 21.20 0.05 39 7.07 34.46 0.00 37.44 0.00 41.79 21.20 0.21 40 -1.62 157.49 0.00 37.44 0.00 41.79 21.20 0.01 41 8.30 34.46 0.00 37.44 0.00 41.79 21.20 0.24 42 -2.84 157.49 0.00 37.44 0.00 41.79 21.20 0.02 43 3.64 34.46 0.00 37.44 0.00 41.79 21.20 0.11 44 2.01 34.46 0.00 37.44 0.00 41.79 21.20 0.06 45 6.85 34.46 0.00 37.44 0.00 41.79 21.20 0.20 46 -1.49 157.49 0.00 37.44 0.00 41.79 21.20 0.01 47 2.22 34.46 0:00 37.44 0.00 41.79 21.20 0.06 48 0.04 34.46 0.00 37.44 0.00 41.79 21.20 0.00 49 11.86 34.46 0.00 37.44 0.00 41.79 21.20 0.34 50 -9.74 157.49 0.00 37.44 0.00 41.79 21.20 0.06 51 5.37 34.46 0.00 37.44 0.00 41.79 21.20 0.16 52 5.44 34.46 0.00 37.44 0.00 41.79 21.20 0.16 53 8.41 34.46 0.00 37.44 0.00 41.79 21.20 0.24 54 8.54 34.46 0.00 37.44 0•.'00 41.79 21.20 0.25 COLUMN UNBRACED LENGTH: Col --- Unbraced Length-- --------KL/R------- Id K Major Minor Major Minor Limit --- - -- ------ ------ ----- ----- ----- 1 1.00 15.5 15.5 54. 151. 200 U17EO329A Frame 2 - Interior Column Cap Plate 6/14/17 4:30pm PLATE SIZE: Col Cap Col --Plate(in) -- ---------Bolts(in)--------- Id Type Depth Width Thick Type Dia Gage Row Space ----- ----- ----- ------ ----- ----- ----- ----- --- ----- Coll P- 8.14 6.00 0.313 A325 0.625 3.00 2 0.•00 Page 160 Of 191 PLATE DESIGN: ------------- Col Load .Axial Shear Moment Req Req Id Id (k ) (k ) (f -k ) Thick Dia Note ----- ---- ----- ----- ------ ----- ----- ------ Coll 50 -9.7 0.0 0.0 0.264 0.255 WELDS: DESIGN CONSTANTS: 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 6 BOLT SIZE: ----------------------- --- Column _Base(in)--- Plate_Size(in)----Bolts(GR36 )--Shear(k )- Id Typ Depth Elev Width Length Thick Row, Dia Gage Limit UC ----- --- ----- ----- ----- ------ ----- --- ----- ---- ----- ----- Left P 12.2 0.0 8.0 13.00 0.375 `2 0.750 4.00 17.5 0.62 Right P 12.1 0.0 8.0 13.00 0.375 2 0.750 4.00 17.5 0.25 Coll P 8.1 0.0 8.0 9.00 0.375 2 0.750 4.00 1.7 0.01 BASE REACTIONS: --------------- ----Outside_Flange --- ---- Inside_Flange---- ---------Web--------- Col Shear(k/in ) Shear(k/in ) Shear(k/in ) Id ----- Size Typ ----- --- Calc Limit ----- ----- Size Typ Calc Limit ----- --- ----- ----- Size Typ Calc Limit ----- --- ----- ----- Coll 0.188 F1 0.54 4.18 0.188 F1 0.54 4.18 0.188 F1 0.-54 2.78 LOAD COMBINATIONS: Ld Fx(k ) ------ Left ------------------ 50 - 0.52Dead-0.21Seismic-1.35Seismic Long ------ -10.2 U17E 0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- --- 50 Frame 2 - Base Plates and Anchor Bolt 6/14/17 4:30pm DESIGN CONSTANTS: 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 6 BOLT SIZE: ----------------------- --- Column _Base(in)--- Plate_Size(in)----Bolts(GR36 )--Shear(k )- Id Typ Depth Elev Width Length Thick Row, Dia Gage Limit UC ----- --- ----- ----- ----- ------ ----- --- ----- ---- ----- ----- Left P 12.2 0.0 8.0 13.00 0.375 `2 0.750 4.00 17.5 0.62 Right P 12.1 0.0 8.0 13.00 0.375 2 0.750 4.00 17.5 0.25 Coll P 8.1 0.0 8.0 9.00 0.375 2 0.750 4.00 1.7 0.01 BASE REACTIONS: --------------- WELDS: Max_Shear+Tension Shear Tens Ld Fx(k ) Fy(k ) --- ------ ------ 49 10.3 -10.2 33 2.5 -4.0 50 0.2 -9.6 Max_Tension+Shear Column -Max Comp- Tens Shear -Max Shear Id Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx(k ) ------ Left --- 50 ------ 11.4 --- 49 ------ -10.2 ------ 10.3 --- 50 ------ 10.7 Right 54 10.3 37 -4.1 1.4 53 4.4 Coll 49 11.9 50 -9.6 0.2 49. 0.2 WELDS: Max_Shear+Tension Shear Tens Ld Fx(k ) Fy(k ) --- ------ ------ 49 10.3 -10.2 33 2.5 -4.0 50 0.2 -9.6 Outside Flange To Base Base Splice(in) -----------------Bolts(A325 Shear(k/in ) Id ----- Size Typ Calc Limit Left ----- 0.188 --- F1 ----- 0.85 ----- 4.18 Right 0:188 Fl 0.41 4.18 Coll 0.188 F1 0.91 4.18 Inside_Flange_To_Base Shear(k/in ) Size' Typ Calc Limit. ----- --- ----- ----- 0.188 F1 0.85 4.18 0.188 FI 0.41 4.18 0.188 F1 0.91 4.18 LOAD COMBINATIONS: ------------------ 33 - 0.6Dead+0.6Wind_Rightl 37 - 0.6Dead+0.6Wind Long2 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.52Dead-0.21Seismic-1.35Seismic_Long 53 - Dead+Collateral+F2PAT LL 2 54 - Dead+Collateral+F2PAT LL 2 Page 161 Of 191 ----- Web -To _ Base ----- Shear(k/in ) Size Typ Calc Limit ----- --- ----- ----- 0.188 F1 0.93 2.78 0.188 F1' 0.39 2.78 0.188 F1 0.02 2.78 U17EO329A Frame 2 - Bolted -End -Plates 6/14/17 4:30pm DESIGN CONSTANTS: Splice Yield Bolt Type Bolt Shear Stress Bolt Tension Stress PLATE SIZE: Splice Member Id Typ Locate 1 PEE 1- 2 2 -EE 4- 5 3 PEE 6- 7 PLATE DESIGN: ------------- = 55.00 (ksi ) = A325 Snug -Tightened = 27.00 (ksi ) = 45.00 (ksi ) Web Splice(in) -----------------Bolts(A325 (f -k ) ------ 50 )----------------- 10.2 129.6 49 Depth ----- Width ----- Thick Dia Gage Gage2 RowT SpaceT RowB SpaceB RowI 24.00 6.0 ----- 0.625 ----- 0.750 ----- 3.50 ----- 3.50 ---- 2 ------ 3.88 ---- 2 ------ 3.88 ---- 0 14.19 6.0 0.375 0.625 3.50. 3.50 2 3.63 2 3.63 0 14.00 6.0 0.500 0.625 3.50 3.50 2 3.50 2 3.50 0 ------- Max _Moment ------ Splice Ten Load Axial Shear Moment Id Typ Loc Id (k ) (k ) (f -k ) -- --- --- ---- ----- ----- ------ 1 PEE Top 80b 8.4 12.2 156.4 Bot 49 -6.0 -9.6 -119.8 2 -EE Top 33 -2.3 -1.2 5.8 Bot 54 4.3 2.7 -22.0 3 PEE Top 4 5.8 -8.4 47.7 Bot 37 -1.1 3.8 -28.3 ------- Max _Shear ------ Load Axial Shear Moment Id ---- (k ) ----- (k ) ----- (f -k ) ------ 50 6.5 10.2 129.6 49 -6.0 -9.6 -119.8 33 -2.3 -1.2 5.8 3 4.4 2.7 -21.3 54 5.8 -8.5 47.6 37 -1.1 3.8 -28.3 Req Req Bolt Thick Dia UC 0.515 0.721 0.94 0.519 0.733 0.96 0.163 0.370 0.13 0.266 0.376 0.36 0.404 0.563 0.84 0.326 0.464 0.55 b)L'oads 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 PEE 0.52 0.721 0.733 0.69 0.94 0.96 2 -EE 0.27 0.370 0.376 3 PEE C.40 0.563 0.464 WELDS: OLtside_Flange_To_Bep Splice Shear(k/in ) Id Side Size Typ Calc Limit" -- ---- --------- ----- ----- 1 L 0.188 F2 3.39. 5.01 1 R 0.250 F2. 5.75 6.68 2 L 0.188 F2 0.40 4.18 2 R 0.188 F2 0.43 4.18 3 L 0.188 F2 2.88 4.18. 3 R 0.188 F2 2.04 4.18 LOAD COMBINATIONS: 0.50 0.13 0.36 0.65 0.84 0.55 Inside_Flange_To_Bep Shear(k/in ) Size Typ Calc Limit ----- --- ----- ----- 0.250 F2 5.00 5.57 0.250 F2 4.72 5.57 0.188 F2. 1.52 4.18 0.188 F2 1.31 4.18 0.188 F2 2.09 4.18 0.188 F2 2.01 4.18 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 33 - 0.6Dead+0.6Wind Rightl 37 - 0.6Dead+0.6Wind Long2 49 - 0.5.2Dead+0.21Seismic+1.35Seismic Long 50 - 0.52Dead-0.21Seismic-1.35Seismic_Long 54 - Dead+Collateral+F2PAT LL 2 80 - 1.0�8Dead+1.08Collateral-1.62Seismic Long Page 162 Of 191 ----- Web_To_Bep------ Shear(k/in ) Size Typ Calc Limit ----- --- ----- ----- 0.188 F1 0.51 3.34 0.188 F1 0.51 3.34 0.188 F1 0.19 2.28 0.188 F1 0.19 2.28 0.188 F1 0.61 2.28 0.188 F1 0.61 2.78 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- U17E0329A Frame 2 - Bearing Stiffeners 6/14/17 4:30pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: --------------- ----Stiffener--- --Web(in) -- ---- Stiffener _Size(in)--- Location Offset Depth Thick Width Thick Length No. -------- ------- ----- ----- ----- ----- ------ --- Lt Col 0.0 26.00 0.220 3.00 0.375 25.80 1 Rt Col 58.0 24.00 0.150 3.00 0.250 23.80 1 Coll 15.3 14.42 0.125 3.00 0.250 14.22 1 STIFFENER DESIGN: ---- Tension(k )--- Location Load Calc Limit Lt Ccl 49 47.3 48.5 Rt Ccl 37 20.9 . 32.3 Coll 50 9.7 32.3 --Compression(k )- Max Load Calc Limit UC 50 51.1 74.6 0.97 4 36.5 44.5 0.82 49 11.7 40.8 0.30 WELDS: ---Stiff_To_Flg/EP--- Stiffener Shear(k/in ) Location Size Typ Calc Limit ---------- Lt Col ----- --- 0.250 F2 ----- ----- 3.94 5.57 Rt Col 0.188 F1 3.49 4.18 ----- Stiff -To _Web---- Shear(k/in ) Size Typ Calc Limit ----- --- ----- ----- 0.188 F1 0.99 2.78 0.188 F1 0.77. 2.78 Page 163 Of 191 Coll 0.188 F1 1.95 4.18. 0.188 F1 0.41 2.78 LOAD COMBINATIONS: ------------------- 4 - Dead+Collateral+Live ' 37 - 0.6Dead+0.6Wind Long2 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.52Dead-0.21Seismic-1.35Seismic Long U17EO329A Frame 2 - Flange --------------------- Braces 6/14/17 4:30pm DESIGN CONSTANTS: ----------------- Flange Brace Yield ='55.00 ksi Girt/Purlin Yield = 55.00 ksi Flange Brace Bolt• = A325 (2 washers) Bolt Shear Stress = 27.00 ksi Flange Brace Force Inside flange, max of bending compression/tension LAYOUT: Surf Seg Web Brace Angle Design ----- Bolt ----- --Attachment- Id Loc Side Part. Id Depth Offset Deg Length _Dia Frame Purlin 'Clip Frame Purlin Ref ---- --- ------------ --- ----- ------ ----- ------ ----- ------ ----- ------ ------ 2 1 2 L2525105 2 23.52 28.50 46.7 35.03 0.500 0.500 Clip Web 3 1 L2525105 3 17.01 28.50 55.8 30.83 0.500 0.500 Clip Web 4 1 L2525105 4 14.00 28.50 60.7 29.24 0.500 0.500 Clip Web 6 2 L2525105 4 14.00 28.50 60.7 29.24 0.500 0.500 Clip Web 3 1 2 L2525105 5 14.00 28.50 60.7 29.24 0.500 0.500 Clip Web 2 1 L2525105 5 14.00 28.50 60.7 29.24 0.500 0.500 Clip Web 4 1 L2525105 6 14.00 28.50 60.7 29.24 0.500 0.500 Clip Web 6 2 L2525105 6 14.00 28.50 60.7 29.24-0.500 0.5.00 Clip1 Web DESIGN: Surf Load Force -Brace UC- ---Connection_UC--- Id ' Loc Id (k ) Comp F Tens --- ---- ----- ---- ---- Frame Purlin ----= ------ Clip ---- 2 1 50 0.31 0.09 0.07 0.06 0.06 3 53 0.36 0.09 0.08 0.07 0.07 4 4 0.26 0.07 0.06 0.05 0.05 6 54 0.09 0.02 0.02 0.02 0.02 3 1 54 0.10 0.03 0.02 0.02 0.02 2 53 0.26 0.07 0.06 0.05 0.05 4 53 0.17 0.05 0.04 0.03 0.03 6 4 0.15 0.04 0.03 0.03 0.03 LOAD COMBINATIONS: ------------------ 4 - Dead+Collateral+Live 50 - 0.'52Dead-0.21Seismic-1.35Seismic_Long 53 - Dead+Collateral+F2PAT_LL 2 54 - Dead+Collateral+F2PAT LL 2 Page 164 Of 191 ----------------=---------------------------------------- -------------------------------------------------------------------------------- U17E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Frame 2 - Web To Flange Weld ----------------------- 6/14/17 4:30pm ---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 ----- 10.4 ----- ------ 12.5 165 ----- 0.188 --- F1 ----- ----- 0.79 2.78 2 2 2 25 49 9.8 20.0 544 0.188 F1 0.36 2.78 2 3 3 34 49 9.8 9:6 157 0.188 F1 0.60 2.78 2. 4 4 35 4 8.2 9.5 151 0.188 F1 0.52 2.78 3 5 5 52 3 3.4 6.7 ~123 0.188 F1 0.18 2.78 3 6 6 86 54 8.5 8.2 138 .0.188 F1 0.50 2.78 4 7 7 101 4 4.0' 8.6 106 0.188 F1 0.32 2.78 I LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 49 - 0.52Dead+0.21Seismic+1.35Seismic_Long 50 - 0.52Dead-0.21Seismic-1.35Seismic_Long 54 - Dead+Collateral+F2PAT LL 2 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Frame 2 - Special Segments 6/14/17 4:30pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FLANGE PLATE: --Initial-- ---Final--- Width Thick Width Thick Locate .(in) (in) (in) (in) ------ ----- ----- ----- ----- Lt Col 6.0 0.313 8.0 0.250 Rt Col 5..0 0.188 8.0 0.250 WEB PLATE: Calc ---Initial-- ---Final---- ----- Actions ----- Web Web Shear Web She5r Req Axial Moment Shear Thick Limit Thick Limit Thick Locate Id (k ) (f -k ) (k ) (in) (k ) (in.) (k ) (in) Note ------ --- ----- ------ ----- ----- ----- ----- ----- ----- ------------- Lt Col 50 6.6 129.6 61.5 0.164 32.2 0.220 77.1 0.175 AISC G2-1 Rt Col 4 5.9 47'.7 3B.0 0.125 31.1 0.150 53.7 0.106 AISC G2-1 REQUIRED WEB DESIGN: -------------------- Locate h av Kv 'Cv ------ ----- ----- ----- ----- Lt Col 24.03 21.84 11.05 0.74 Rt Col 22.85 12.0.0 23.12 0.79 LOAD COMBINATIONS: ------------------ Page 165 Of 191•. 4 - Dead+Collateral+Live i 50 - 0.52Dead-0.21Seismic-1 35Seismic Long -------------------------------------------------------------------------------- U17EO329A Frame 2,- Design Summary 6/14/17 •4:30pm -------------------------------------------------------------------------------- FRAME: Id = 2 Type = RF Line Id = 2 3 Load Width= 19.83 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 0-flg'I-flg Id Ld Ucv Id Ld Uco Id Ld Uci KL/R 1 1 1 14.1 6.0 11.5 26.0 0.164 0.3130.375 14 50 0.76 14 -49 0.74 '14 50 0.78 123 2 2 2 8.3 5.0 24.0 21.0 0.150 0.375 0.375 15 50 0.89 15 49 0.74 18 50 0.86 115 2 3 3 5.4 5.0 21.0 14.0 0.150 0.188 0.313 26 49 0.74 34 4 0.72 30 54 0.86 124 2 4 4 13.9 5.0 14.0 14.0 0.125 0.188 0.313 35 4 0.72 35 4 0.78 35 4 0.85 108 3 5 5 9.9 5.0 14.0.14.0 0.125 0.188 0.188 52 3 0.30 61 53 0.96` 61 53 0.62 115 3 6 6 17.7 5.0 14.0 14.0 0.125 0.188 0.250 86 54 0.75 64 53 0.91 `86 4 0.92 111 4 7 7 14.1 5.0.24.0 11.5 0.125 0.188 0.375 87 4 0.61 87 9 0.44 87 54 0.89 158 COLUMNS: I ' ----- Max _Axial+Moment---- Col Mem--Max Axial- --Max Shear- ----O-Flg------- I-Flg--- Max Id Id Locate Part. Id Ld UC Id Ld UC Id Ld Uco Id Ld Uci KL/R ' --- --- -------------- --- --- ---- --- --- ---- --- --- ---- --- --- ---- ---- 1: 8 15.3 W8xl8 102 49 0.34 102 49 0.00 102 49 0.34 102 49 0.34 151 LOAD COMBINATIONS: ------------------ r #- Controlling Load Combination In Design Summary 1 - Dead+Collateral 2 - Dead+Collateral 3#- Dead+Collateral+Live 4#- Dead+Collateral+Live 'l 5 - Dead+Collateral+0.75Live Page 166 Of 191 6 - Dead+Collateral+0.75Live 7 - Dead+0.6Wind_Leftl 8 - Dead+0.6Wind Left2 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 Longl 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 Longl 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.+1.08Collateral-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 - 1.06Dead+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+0.2lSeismic+1.35Seismic_Long 50#- 0.52Dead-0.21Seismic-1.35Seismic_Long 51 - Dead+Collateral+F2PAT LL 1 52 - Dead+Collateral+F2PAT LL 1 53#- Dead+Collateral+F2PAT LL 2 54#- Dead+Collateral+F2PAT_LL_2 55 - Dead+Collateral 56 - Dead+Collateral 57 - Dead+Collateral+Live 58 - Dead+Collateral+Live 59 - Live 60 - Live 61 - Dead+0.43Wind_Leftl 62 -. Dead+0.43Wind Left2 63 - Dead+0.43Wind_Rightl 64 - Dead+0.43Wind_Right2 65 - Dead+0.43Wind Longl 66 - Dead-0.43Wind Long1 67 - Dead+0.43Wind_Long2 68 - Dead-0.43Wind Long2 69 - 1.08Dead+1.08Collateral+0.7Seismic 70 - 1.08Dead+1.08Collateral-0.7Seismic 71 - 1.06Dead+1.06Collateral+0.52Seismic 72 - 1.06Dead+1.06Collateral-0.52Seismic 73 - 0.52Dead+0.7Seismic 74 - 0.52Dead-0.7Seismic 75 - Seismic 81 - 1.06Dead+1.06Collateral+1.21Seismic 82 - 1.06Dead+1.06Collateral-1.21Seismic 83 - 1.06Dead+1.06Collateral+1.21Seismic Long 84 - 1.06Dead+1.06Collateral-1.21Seismic Long 85 - 0.52Dead+1.62Seismic 86 - 0.52Dead-1.62Seismic 87 - 0.52Dead+1.62Seismic Long 88 - 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 1 158.2 221.5 9.6 0.313 0.164 2.3 10.0 2 160.0 221.5 6.7 0.375 0.150 1.9 10.0 3 140.0 221.5 13.3 0.188 0.150 3.4 10.0 4- 112.0` 221.5 13.3 0.188 0.125 1.9 10.0 5 112.0 221.5 13.3 0.188 0.125 1.9 10.0 6 112.0 221.5 13.3 0.188 0.125 1.9 10.0 7 192.0 221.5 13.3 .0.188 0.125 3.2 10.0 FRAME AREA: Frame Area= 129.73 Building Area= 1010.17 Ratio= 0.13 WEIGHTS: Member 1 2 3 4 ----------- 5 6 7 ----- ----- ----- ----- ----- Weight (lb) 353 200 94 199 ----- 120 ----- 237 246 Column 1 Weight (lb) 279 ` Total Weight (lb) Frame = 1450 Interior Col = 279 Splice Plate = 123 E Cap Plate = 4 Base Plate = 30 1886 REACTIONS: (Sidewall Columns) ------------------------------ Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 ---------- Left _Column ---------- Fx(k ) Fy(k ) Fz(k ) M(f-k ) 0.94 1.40 0.00 0.00 0.92 1.36 0.00 0.00 4.54 5.38 0.00 0.00 4.43 5.22 0.00 0.00 '3.63 4.37 0.00 0.00 3.54 4.24 0.00 0.00 -2.87 -2.60 0.00 0.00 -2.75 -1.31 0.00 0.00 1.14 0.45 0.00 0.00 _.27 1.76 0.00 0.00 -5.39 -7.13 0.00 0.00 -5.39 -7.13 0.00 0.00 5.44 4.54 0.00 0.00 _•.44 4.54 0.00 ,0.00 0.83 1.38 0.00 0.00 0.94 2.38 0.00 0.00 _.86 3.73 0.00 0.00 3.98 4.74 0.00 0.00 -1.09 -2.09. 0.00 0.00 -1.09 -2.09 0.00 0.00 7.14 6.89 0.00 0.00 7.14 6.89 0.00 0.00 -1.77 -1.46 0.00 0.00 -1.68 -0.48, 0.00 0.00 1.23 0.84 0.00 0.00 1.33 1.83 0.00 0.00 -3.67 -4.87 0.00 0.00 -3.67 -4.87 0.00 0.00 4.47 3.93 0.00 0..00 4.47 3.93 0.00 0.00 -3.15 -3.06 0.00 0.00 -3.04 -1.77 0.00 0.00 0.85 -0.01 0.00 0.00 0.97 1.30 0.00 0.00 -5.67 77.57 0.00 0.00 -5.67 -7.57 0.00 0.00 5.14 4.06 0.00 0.00 5.14 4.06 0.00 0.00 -3.13 -2.72 0.00 0.00 5.09 5.71 0.00 0.00 -4.35 -3.95 0.00 0.00 6.27 6.94 0.00 0.00 0.19 0.65 0.00 0.00 1.78 2.28 0.00 0.00 -2.98 -2.58 0.00 0.00 4.91 5.51 0.00 0.00 -0.69 -0.49 0.00 0.00 Page 168 Of 191 ---------- Right_Column--------- Fx(k ) Fy(k ) Fz(k ) M(f-k ) -0.93 2.35 0.00 0.00 -0.92 2.35 0.00 0.00 -4.42 10.28 0.00 0.00 -4.38 10.28 0.00 0.00 -3.55 8.30 0.00 0.00 -3.51 8.30 0.00 0.00 -0.44 -1.78 0.00 0.00 -0.56 0.48 0.00 0.00 2.17 -3.25 0.00 0.00 2.04 -0.98 0.00 0.00 -1.18 -1.70 0.00 0.00 -1.18 -1.70 0.00 0.00 1.07 -3.35 0.00 0.00 1.07 -3.35 0..00 0.00 -3.30 5.54 0.00 0.00 -3.39 7.24 0.00 0.00 -1.36 4.45 0.00 0.00 -1.46 6.14 0.00 0.00 -3.83 5.61 0.00 0.00 -3.83 5.61 0.00 0.00 -2.21 4.36 0.00 0.00 -2.21 4.36 0.00 0.00 -0.70 -0.41 0.00 0.00 -0.80 1.29 0.00 0.00 1.25 -1.51 0.00 0.00. 1.15 0.19 0.00 0.00 -1.26 -0.34 0.00 .0.00 -1.26 -0.34 0.00 0.00 0.41 -1.59 0.00 0.00 0.41 -1.59 0.00 0.00 -0.15 72.54 0.00 0.00 -0.27 -0.28 0.00 0.00 2.46 -4.00 0.00 0.00 2.33, -1.74 0.00 0.00 -0.90 -2.46 0.00 0.00 -0.90 -2.46 0.00 0.00 1.36 -4.11 0.00 0.00 1.36 -4.11 0.00 0.00 -1.56 2.55 0.00 0.00 -0.44 2.52 0.00 0.00 -1.72 2.56 0.00 0.00 -0.28 2.52 0.00 0.00 -1.09 2.49 0.00 0.00 -0.87 2.49 0.00 0.00 -1.52 2.50 0.00 0.00' -0.45 2.48 0.00 0.00 -0.53 0.99 0.00 0.00 48 1.45 1.70 0.00 0.00 -0.23 0.98 0.00 49 -10.32 -10.17 0.00 0.00 -1.83 1.02 0.00 50 10.74 11.37 0.00 0.00 1.08 0.95 0.00 51 0.98 4.09 0.00 0.00 -0.94 2.33 0.00 52 0.94 4.02, 0.00 0.00 -0.93 2.33 0.00 53 4.51 2.67 0.00 0.00 -4.43 10.31 0.00 54 4.40 2.54 0.00 0.00 -4.38 10.31 0.00 REACTIONS: (Interior Columns) ------------------------------ Load ------------- Col_1------------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) 1 -0.01 2.64 0.00 0.00 2 0.00 2.68 0.00 0.00 3 -0.12 11.10 0.00 0.00 4 -0.05 11.26 0.00 0.00 5 -0.08 9.01 0.00 0.00 6 -0.03 9.13 0.00 0.00 7 -0.01 -1.56 0.00 0.00 8 0.00 0.45 0.00 0.00 9 0.00 -3.15 0.00 0.00 10 0.00 -1.16 0.00 0.00 11 0.03 3.08. 0.00 0.00 12 0.03 3.08 0.00 0.00 13 0.05 -6..92 0.00 0.00 14 0.05 -6.92 0.00 0.00 15 -0.01 6.37 0.00 0.00 16 -0.03 7.84 0.00 0.00 17 -0.02 5.12 0.00 0.00 18 -0.04 6.58 0.00. 0.00 19 0.02 9.93 0.00 0.00 20 0.02 9.93 0:00 0.00 21 -0.02 2.19 0.00 0.00 22 -0.02 2.19 0.00 0.00 23 0.00 -0.12 0.00 0.00 24 0.00' 1.'38 0.00 0.00 25 0.00 -1.32 0.00 0.00 26 0.00 0.17 0.00 0.00 27 0.02 3.38 0.00 0.00 28 0.02 3.38 0.00 0.00 29 0.02 -4.17 0.00 0.00 30 0.02 -4.17 0.00. 0.00 31 -0.01 -2.43 0.00 0.00 32. 0.00 -0.42 0.00 0.00 33 0.00 -4.02 0.00 0.00 34 0.00 -2.03 0.00 0.00 35 0.02 2.20 0.00 0.00 36 0.02 2.20 0.00 0.00 37 0.05 -7.78 0.00 0.00 38 0.05 -7.78 0.00 0.00 39 '0.03 7.07 0.00 0.00 40 0.01 -1.32 0.00 0.00 41 0.05 8.30 0.00 0.00 42 0.03. -2.55 0.00 0.00 43 0.00 3.64 0.00 0.00 44 0.00 2.01 0.00 0.00 45 0.03 6.85 0.00 0.00 Page 169 Of 191 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 Page 170 Of 191 46 0.01 -1.21 0.00 0.00 47 0.00 2.22 0.00 0.00 48 0.00 0.04 0.00 0.00 49 0.17 11.86 0.00 0.00 50 0.15 -9.60 • 0.00 0.00 51 -0.02 5.37 0.00 0.00 52 0.01 5.44 0.00 0.00 53 -0.10 8.41 0.00 0.00 54 -0.04 8.54 0.00 0.00 DEFLECTIONS La=eral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT -1 1 -RT ---- 55 ---- -0.16 ----- -0.05 ----- 0.03 ----- -0.43 56 -0.15 -0.04 0.03 -0:42 57 -0.77 -0.23 0.15 -2.03 58 -0.74 -0.21 0.15 -2.03 59 -0.60 -0.18 0.12 -1.60 60 -0.59 -0.17 0.12 -1.60 61 0.22 0.16 -0.03 0.22 62 0.13 0.14 -0.01 -0.03 63 -0.03 -0.10 -0.01 0.29 64 -0.12 -0.13 0.01 0.04 65 0:60 0.54 -0.09 0.31 66 0.60 0.54 -0.09 0.31 67 -0.47 -0.49 0.06 0.10 68 -0.47 -0.49 0.06 0.10 69 -0.02 0.10 0.01 -0.41 70 -0.32 -0.19 0.06 -0.51 71 -O.C5 0.06 0.02 -0.41 72 -0.28 -0.15 0.05 -0.49 73 0.09 0.12 -0.01 -0.13 74 -0.21 -0.16 0.03 -0.22 75 0.21 0.20 -0.03 0.08 76 -0.21 -0.20 0.03 -0.08 DEFLECTIONS RATIO: ------------------------------ Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT -1 1 -RT ---- 55 ---- 1079 ----- 3739 ----- 5776 ----- 1201- 56 1114 4152 5905 1206 57 221 724 1189 251 58 227 790 1212 252 59 281 929 1509 319 60 289 1012 1539 320 61 782 1034 5692 2293 62 1293 1235 12450 15780 63 5489 1695 31411 1745 64 1434 1322 13114 13798 65 284 313 2093 1634 66 284 313 2093 1634- 67 359 344 2964 5360 4, Page 171 Of 191 68 359 344 2964 5360- 69 .10766 1783 13515 1254 70 532 900 3325 1002 71 3289 2849 10099 1240 72 613 1123 3739 1047 73 1933 1371 18709 '4089 7.4 794 1071 5366 2280 + r 75 791 845 5937 6309 f 76 790 844 5931 6301 MAX DEFLECTION: --------------- Load Deflect Span/Deflect Type Id (in) Calc Limit _---------------- ----------- ----- ----- Live Vertical 1.60 321. 180. . Horizontal Drift 57 -0.77 221. 60. Horizontal Spring Constant= 8.39 k/in P-DELTA:(Direct Analysis)* --------------------------------- CONVERGENCE CHECK: Max Deflect Column Ratio Left 0.0294 Right 0.0407 Coll 0.0288 f MAXIMUM DRIFT CHECK: Max_Drift(in) Second/ Load First Second First Id Order Order Ratio ---- ------ ------ ------- 51 0.08 0.09 1.07 ---------------------------------------------- U17E0329A Frame 2 - Flange Hole Check 6/14/17 4:30pm. -------------- 'INSIDE FLANGE CHECK: -------------------- Eff Net/ Col Mem Seg Sec ---Flange--- Hole Gross Max UC Id Id Id Id Width Thick Dia (a) Load UC 1 •3 3 33 5.000 0.313 0.750 0.910 33 0.25 1 4 4 35 5.000 0.313 0.750 0.910 37 0.30' (a)FuAfn/YtFyAfg - If < 1, tension rupture calcs are implemented LOAD COMBINATIONS: ------------------ 33 - 0.6Dead+0.6Wind_Rightl 37'- 0.6Dead+0.6Wind-Long2 Page 172 Of 191 Ul?E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Frame 2 - Rigid Frame Clearances 6/14/17 4:30pm VERTICAL CLEARANCE: ------------------- Location Span X Coord Y Coord ------------------------ Left ------- 12105-04" -------- 2'02-11" -------- 12'05-04" Right 13'03-02" 55'11-06" 13'03-02" Midspan 17'09-02" 29'00-00" 17'09-02" Coll 15104-05" 15'04-00" 15104-05" HORIZCNTAL CLEARANCE: --------------------- Location Span X—CoordL X—CoordR Left - Coll 13'01-05" 2'02-11" 15104-00" Coll - Right 40107-07" 15104-00" 55111-07" -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Frame 2 - Weight Summary 6/14/17 4:30pm Total Weight (lb) Frame = 1450 Interior Col = 279 Splice Plate = 123 Cap Plate = 4 Base Plate = 30 1886 U17E0329A -------------------------------------------------------------------------------- Frame 2 - Warning Summary 6/14/17 4:30pm No Warnings Page 173 Of 191 *------------------ -------------------------------------------------. *U17E0329A Rigid Frame Design Input 6/14/17 11:37am *----- --=------------------------------------------------------------------------- ----------------------------------------------------------------------------- *( 1)JOBID: 'U17E0329A' *( 2)FRAME DESIGN OPTIONS: *--Frame- ------- Frame_Space------- Section Splice Web_Stiffener P *Id Type L_Col R_Col Rafter Space Fix Use Ratio Side Delta 3 'RFE' 13.1667 13.1667 13.1667 1.0000 1.00 'N' 0.00 'Y ' 'DA' *( 3)OPTIMIZATION OPTIONS: *Plate Depth Frame-L_Col_Depth_Opt--R_Col_Depth_Opt- Rafter -Depth -Opt * Opt Opt Sym Typ Min Max Typ Min Max Typ Min Max 'N' 'N' 'N' IT ' 12.00 58.00 IT ' 12.00 58.00 IT ' 12.00 58.00 *( 4)DESIGN CODE: *Design --- Steel -Code --- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS12 '.AISC10' ---' 'IBC '15' 'CBC 16 ' 'D ' *( 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 1.2000 *( 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 'Y' .'Y' 14' 'Y' 'Y' 'N' 'N' 'Y' 'N' 'N' 'N' 'N' *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset 4 0.0000 15.0000 0.000 29.0000 19.8333 10.000 58.0000 15.0000 10.000 58.0000 0.0000 0.000 *(10)MEMBER DEPTHS: *Surf ----Depth---- No. * Id Start End Dep 1 11.500 17.000 0 2 16.000 13.000 1 3 13.000 16.000 1 4 17.000 11.500 0 -k(ll)MEMBER-SPLICES: --Interior_Depth- Locate Depth 12.0000 14.000 17.4000 14.000 *Surf * IdNo. Locate Type 1 0 2 1 0.0000 'PEE ' 3 1 0.0000 '-EE ' 4 1 0.0000 'PEE ' *(12)SEGMENT PLATES: * Surf Mem ---Segment-- Member *No. Id Id, Id Length Part 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 '----- --' *(13)INTERIOR COLUMNS: * --------Column------- Cap * No. Id Typ Rot Locate Conn 0 *(14)INTERIOR COLUMN PLATES: Page 174 Of 191 Flange ----Plate_Thickness--- Width Web OS_Flg IS_lg 6.000 0.1500 0.2500' 0.3125 5.000 0.1250 0.3750 0.3750 5.000 0.1250 0.2500 0.2500 5.000 0.1250 0.2500 0.2500 5.000 0:1250 0.3750 0.3750 6.000 0.1500 0.2500 0.3125 t Rafter Unbrace_Length ----Column--- Opt Major Minor Set Part * -Column- -----Depth---- No. Start---Web_Depth-- Web Flg --Thickness-- * Id Shape Min Max Mem Locate Start End Thick Width OS Flg IS Flg *(15)I.NTERIOR COLUMN SPLICES: * Col * No. Id Id Locate Type 0 *(16)BASE & WALL OPTIONS: *----------Base---------- Open Brace * Id ' Conn Opt Elev Height Opt 1 'P ' '-' 0.0000 0.0000 '-' Left Column 2 'P '-' 0.0000 0.0000 '-' Right Column *•(17)BASE DISPLACEMENT: *Base * Id Opt Dir Displace 0 -' -' 0.000 *(18)BASE SPRINGS: * Ba -se --Spring_Constants-- No. Id Elev Horz Vert Rotate 0 *(19)WALL GIRT: *Surf Bay No. Id Type Part Depth Proj Lap Id Girt Locate 1 'ZF' 'W8xl8 0.000 0.000 0.0000 1 0 4 'ZF' '08ZO60 8.000 0.000 0.0000 3 2 7.5000'12.0000 *(20)ROOF PURLIN: *Surf No. Peak No. Id Type Part Depth Proj Lap Purlin Space Sets 2 1ZB' 11OZO60 10.000 0.000 2.3750 6 1.3333 1 3 'ZB' '10ZO60 10.000 0.000 2.3750 6 1.3333 2 -Purl-in-Set- Space Quan. 5.0000 6 5.0000 5 3.0667 1 s .l Page 175 Of 191 *(21)FLANGE BRACE: *Surf Locate Side * Id No. Id Opt 1 0 2 6 1 L' 2 3 4 .L. 5 L' 6 .L. 3 6 1 2 3 L' 4 5 L. 6 4 2 1 L' 2 *(22)SIDEWALL EXTENSIONS: *Surf Ext -------- Extension -Size ------- ------ Facia _Size------ Load * Id No. Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 *(23)EXTENSION LOADS: *Ext Dead Collat Live Snow Rain ----Windt---,. ----Wind2--- Long_Wind Facia Wind Seis * Id Load Load Load Load Load Left Right Left Right 1 2 Left Right Load *(24)B ASIC LOADS: * ---Deflection — * Dead Collat Live Snow Rain Basic Load -Ratio Temperature * Load Load Load Load Load .Wind Snow Wind Seis Change 3.00 1.00 12.00 0.00 0.0 22.38 1.00 0.43 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 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(26)WIND COEFFICIENT: *Surf --Wind 1--- --Wind-2--- Long Wind Surface * Id Left _Right Left Right 1 2 Friction 1 0.42 _-`0.62 0.78 -0.26 -0.65 -0.65 0.00 2 -1.14 -0.71 -0.78 -0.35 -1.14 -0.66 0.00 3 -0.71 -1.14 -0.35 -0.78 -0.66 -1.14 0.00 4 -0.62 0.42 -0.26 0.78 -0.65 -0.65 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 ------------------- --- Live --- -Add-Snow- --Wind_1----Wind-2-- Long-Wind -Seismic-- Aux Load Page 176 Of 191 *No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt 1 2 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 0.0"0 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 0.60 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 C.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 C.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 C.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 C.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 0100 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 a Page 177 Of 191 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 e 33 0.600.00 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 F 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 7_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 0.000.00 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 .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• *(29)DESIGN LOADS:Deflection *-------------------- Load-Coefficients ------------------- a * ---Live----Add-Snow- --Wind_17---Wind_2-- Long_Wind -Seismic-- Aux-Load yNo. 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 55 0.00 0.00 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 a Page 178 Of 191 *(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 R= 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 79 '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 -1.6.2 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 0.00 1.62 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 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 0.00 0 0.00 69 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 0.00 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 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 R= 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 79 '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 -1.6.2 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 0.00 1.62 0.00 0 0.00 Page 179 Of 191 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 0.0.0 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 0.100 *,(31)AUXILIARY LOAD: * Aux No. Add Add Comb *.No. Id Name Loads Id Coeff 0 *(32)ADDITIONAL LOADS:• * Add Loc Basic Load Fx Fy Mom Dx Dy Conc *No. Id.- Id Load Type W1 W2 D12 D11. ' Dist 0 *(33)FLOOR BEAMS: *.Bay Con_Type Con -Loc --Properties-- Id No. Id Height Lt Rt Lt Rt Area Ixx 1' 0 *(39)DIAGONAL BRACING: *Bay * Id No. Id Level Opt Area 1 0 ' *(35)CRANE BRACKET: *Crane Span Crane Crane ----Beam---- ----Offset---- -----Bracket------ Col_Sup *No Id Lt Rt Type Height Depth Width Left Right Type Opt Select Lt Rt Load 0 *(36)FRAME OPTIONS/FRAME LINES: *Moment Frame Frame No. *Frame Option_ Option_Id Line Frame_Line_Id 'OMF' -' 1 .4 *(37)DESIGN PLATES: * ----Plate-----Plate-Size- Bolt Bolt ----Top--- --Bottom-- Bolt *No. Type Id Width Thick Dia Gage Row Space Row Space Gage2 0 *(38)SPECIAL FAB DATA Piece *No. Id Key 0 *(39)ENDWALL COLUMNS: *Wall Expand EW Max Deflect Id Use Offset No. Locate Offset Option Down Up 1 'Y 16.000 0 3 'Y 16.000 3 16.3333 8.000 'C' 0.000 0.000 27.0000 12.000 'C' 0.000 0.000 47.0000 8.000 'C' 0.000 "0.000 *.(40)JACK BEAMS: * *No. Id Offset Height Length Part 0 *(41)LINER: *--Wall_Height--- * F_SW B_SW Roof 0.0000 0.0000 IN, *(42)STEPPED LOAD COEFFICIENTS: Spring_Constant Horz Vert * Basic Loc No. ----Step_1 --- ----Step_2--- *No. Load Id Step Locate Coef Locate Coef 4 'WINDLI 2 2 29.0000 1.000 29.4000 0.619 'WINDRI 3 2 0.4000 0.619 29.4000 1.000 'WINDL2 2 2 29.0000 1.000 29.4000 0.443 'WINDR2 3 2 0.4000 0.443 29.4000 1.000 *(43)ADDITIONAL COLUMNS: *No. Id Type Rot Opt Part Elev 0 *(44)DESIGN 'ODE OPTIONS: *No. Event Condition 0 ----Step_3--- Locate Coef Page 180 Of 191 *AUXILIARY LOAD DESCRIPTIONS: * Aux * Id Description * *ADDITIONAL LOAD DESCRIPTIONS: * Add * Id Description * * Code files used: * CA_CBC.16 * RF IBC.13 Version 4.0 * *DS RFDEP.Siz *Surface Span --Required- -----------Selected---------- * Id Id Type Span Type Span #Depth #Splice * 1 1 W 15.0 No record selected * 2 •1 C 29.0 C 30.0 1 0 * 3 1 C 29.0 C 30.0 1 0 * 4 1 W 15.0 No record selected -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Frame 3 - Design Code 6/14/17 4:30pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC10 Cold Formed Steel NAUS12 BUILDING CODE: Wind Code CBC 16 (IBC 15) Seismic Zone D MODULUS OF -ELASTICITY Hot Rolled Steel : 29000 (ksi ) Page 181 Of. 191 Cold Formed Steel 29500 (ksi ) U17EO329A Frame 3 - Base Plates and Anchor Bolt 6/14/17 4:30pm DESIGN CONSTANTS: ----------------- 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: ----------------------- --- Column _Base(in)-----Plate_Size(in)----Bolts(GR36 )--Shear(k )- Id Typ Depth Elev Width Length Thick Row Dia Gage Limit UC ----- --- ----- ----- ----- ------ ----- --- ----- ---- ----- ----- Left P 12.1 0.0 8.0 13:00'0.375 2 0.750 4.00 17.5 0.23 Right P 12.1 0.0 8.0 13.00 0.375 2 0.750 4.00 17.5 0.23 ' 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 6.9 31 -4.4 3.3 3 4.0 31 3.3 -4.4 , Right 4 6.9 33 -4.4 3.3 3 4.0 33 3.3 -4.4 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 0.188 F1 0.37 4.18 0.188 F1 0.37 4.18 0.188 F1 0.35 2.78 Right 0.188 F1 0.37 -4.18 0.188 F1 0.37 4.18 0.188 F1 0.35 2.78 LOAD COMBINATIONS: ------------------- 3 - Dead+Collateral+Live 4,- Dead+Collateral+Live a 31 - 0.6Dead+0.6Wind_Left1 33 - 0.6Dead+0.6Wind Rightl ;r U17E0329A Frame 3 - Bolted -End -Plates 6/14/17 4:30pm DESIGN CONSTANTS: ----------------- Splice Yield = 55.00 (ksi ) , Bolt Type = A325 Snug -Tightened Bolt Shear Stress = 27.00 (ksi ) Bolt Tension Stress = 45.00 (ksi ) PLATE SIZE: Splice Member Id Typ Locate 1 PEE 1- 2 2 -EE 3- 4 3 PEE 5- 6 PLATE DESIGN: ------------- Page 182 Of 191 Web Splice(in)-----------------Bolts(A325 ) ------------------- Depth Width Thick Dia Gage Gage2 RowT SpaceT RowB SpaceB RowI ----- ----- ----- ----- ----- ----- ---- ------ ---- ------ ---- 16.00 6.0 0.500 0.625 3.50 -3.50 2 3.63 2 3.63 0 13.18 6.0 0.375 0.625 3.50 3.50 2 3.50 2 3.50 0 16.00• 6.0.0.500 0.625 3.50 3.50 2 3.63 2 3.63 0 ------- Max _Shear ------ Load Axial Shear Moment Id ---- (k ) ----- (k ) ----- ------- Max Moment ------ Splice Ten Load Axial_ Shear Moment Id -- Typ --- Loc --- Id ---- (k ) ----- (k ) ----- (f -k ) ------ 1 PEE Top 3 5.0 5.6 50.5 -2.9 4.0 Bot 31 -2.9 -4.0 -34.7 2 -EE Top 33 -3.2 -0.3 9.4 0.188 F2 Bot 3 4.0 0.0 -19.1 3 PEE Top 4 5.0 -5.6 50.5 Bot 33 -2.9 4.0 -34.7 ------- Max _Shear ------ Load Axial Shear Moment Id ---- (k ) ----- (k ) ----- (f -k ) ------ 3 5.0 5..6 50.5 31 -2.9 -4.0 -34.7 35 -3.8 0.7 7.5 21 0.1 -0.6 -8.0 4 5.0 -5.6 50.5 33 -2.9 4.0 -34.7 ---Unity Check --- Splice Thick Dia_Required. EP Bolt Bolt Id Typ Req Top Bot Bend Top Bot ------ 1 PEE ----- 0.39 ----- 0.542 ----- 0.487 ----- 0.60 ----- 0.78 ----- 0.61 2 -EE 0.26 0.357 0.363 0.47 0.22 0.34 3 PEE 0.39 0..542 0.487 0.60 0.78 0.61 WELDS: Inside_Flange_To_Bep Shear(k/in ) Size Typ Calc.Limit ----- --- ----- ---- 0.188 F2 2.45 4.18 0.188 F2 2.32 4.18 0.188 F2 1.31 4.18 0.188 F2 1.31 .4.18 0.188 F2 2.32 4.18 0.188 F2 2.45 4.18 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 21 -'Dead+Collateral+0.75Live+0..45Wind_Long2 31 - 0.6Dead+0.6Wind Left1 33 - 0.6Dead+0.6Wind_Rightl 35 - 0.6Dead+0.6Wind Longl Req Req Bolt Thick Dia UC 0.388 0.542 Outside_Flange_To_Bep Splice 0.487 0.61 Shear(k/in ) Id -- Side ---- Size ----- Typ --- Calc ----- Limit ----- 1 L 0.188 F2 1.84 4.18 1 R 0.188 F2 3.07 4.18 2 L 0.188 F2 0.80 4.18 2 R 0..188 F2 0.80 4.18 3 L 0.188 F2 3.07 4.18 3 R 0.188 F2 1.84 4.18 Inside_Flange_To_Bep Shear(k/in ) Size Typ Calc.Limit ----- --- ----- ---- 0.188 F2 2.45 4.18 0.188 F2 2.32 4.18 0.188 F2 1.31 4.18 0.188 F2 1.31 .4.18 0.188 F2 2.32 4.18 0.188 F2 2.45 4.18 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 21 -'Dead+Collateral+0.75Live+0..45Wind_Long2 31 - 0.6Dead+0.6Wind Left1 33 - 0.6Dead+0.6Wind_Rightl 35 - 0.6Dead+0.6Wind Longl Req Req Bolt Thick Dia UC 0.388 0.542 0.78 0.341 0.487 0.61 0.208 0.357 0.22 0.256 0.363 0.34 0.388 0.542 0.78 0.341 0.487 0.61 ----- Web_To_Bep------ Shear(k/in ) Size Typ Calc Limit ----- --- ----- ----- 0.188 F1 0.35 2.78 0.188 F1 0.35 2.28 0.188 F1 0.06 2.28 0.188 F1 0.06 2.28 0.188 F1 0.35 2.28 0.188 F1 0.35 2.78 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Frame 3 - Bearing Stiffeners 6/14/17 4:30pm ----------=---------------------------------------------------------------=----- -------------------------------------------------------------------------------- Page 183 Of 191 a Stiffener Yield = 36.0 (ksi' ) STIFFENER SIZE': ,. ----Stiffener —--Web(in) -- ---- Stiffener _Size(in)--- Location Offset Depth Thick Width Thick Length No. -------- ------ ----- ----- ----- ----- ------ --- Lt Col 0.0 17.00 0.150 3.00 0.250 16.80 1 r �t Rt Col 58.0 17.00 0.150 3.00 0.250 16.80 1 STIFFENER DESIGN: ----------------- ---- Tension(k )-----Compression(k )- Max Location Load Calc Limit Load Calc Limit UC Lt Col 31 23.2 32.3 3 34.0 44.5 0.76 Rt Col 33 23.2 32.3 4 34.0 44.5- 0'76 WELDS: --- Stiff_To_Flg/EP--- ----- Stiff -To _Web ---- Stiffener Shear(k/in ) Shear(k/in ) Location. Size Typ Calc Limit Size Typ Calc ---------- ----- --- ----- ----- ----- --- ----- Limit ----- Lt Col 0.188 F1 3.87 4.18 0.188 F1 .1.01 2.78 Rt Col 0.188 F1 3:87 4.18 0.188 F1 1.01 2.78 LOAD COMBINATIONS: l ------------------ �� 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live 31 - 0.6Dead+0.6Wind_Leftl 33 - 0.6Dead+0.6Wind_Rightl , U17EO329A Frame 3 - Flange Braces --------------------- 6/14/17 4:30pm DESIGN CONSTANTS: Flange Brace Yield = 55.00 ksi Girt/Purlin Yield = 55.00 ksi ' Flange Brace Bolt = A325 (2 Washers) Bolt Shear Stress = 27.00 ksi Flange Brace Force Inside flange, max of bending compression/tensi6n , LAYOUT: Surf Seg Web Brace Angle Design ----- Bolt ----- --Attachment- ? Id Loc Side Part Id Depth Offset Deg Length Frame _Dia Purlin Clip Frame Purlin Ref ---- --- ------------ --- ----- ------ ----- ------ ----- ------ ----- ------ ------ .2 1 1 L2525105 2 15.64 28.50 57.7 30.18 0.500 0.500 Clip Web 9 1 L2525105 3 13.64 28.50 61.2 29.10 0.500 0.500 Clip Web 6 1 L2525105 3 13.06 28.50 62.2 28.82 0.500 0.500 Clip Web Page 184 Of 191 3 1 1 L2525105 4 13.06 28.50 62.2 28.82 0.500 0.500 Clip Web 3 1 L2525105 4 13.64 28.50 61.2 29.10 0.500 0.500 Clip 'Web 6 1 L2525105 5 15.64 28.50 57.7 '30.18 0.500 0.500 Clip Web DESIGN: Surf Id 2 3 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+five --------------=-----------------=----------------------------------------------- -------------------------------------------------------------------------------- U17E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Load Force -Brace _UC- ---Connection-UC--- Loc Id (k ) Comp Tens Frame Purlin Clip --- 1 ---- 3' ----- 0.31 ---- 0.08 ---- 0.07 ----- 0.06 ------ ---- 0.12 4 4 0.10 0.03 0.02 0.02 0.04 6 4 0.17 0.04 0.04 0.03 0.07 1 3 0.17 0.04 0.04 0.03 0.07 3 3 0.10 0.03 0.02 0.02 0.04 6 4 0.31 0.08 0.07 0.06 0.12 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+five --------------=-----------------=----------------------------------------------- -------------------------------------------------------------------------------- U17E0329A -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PLATE:, Frame 3 - Web To Flange Weld ---Final--- 6/14/17 4:30pm Width Thick Width Thick Locate (in) (in) (in) ---Web_Flange_Weld--- Lt Col 6.0 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 ---- 3 --'--- 4.0 ----- ------ 10.2 135 ----- 0.188 --- F1 ----- ----- 0.30 2.78 2 2 2 16 3 5.6 15.4 294 0.188 F1 0.29 2.78 2 3 3 28 3 3.2 8.9 156 0.188 F1 0.18 2.78 3 4 4 69 4 3.2 8.9 156 0.188 F1 0.18 2.78 3 5 5 . 81 4 5.6 15.4 294 0.188 F1 0.29 2.78 4 6 6 96 4 4.0 10.2 135 0.188 F1 0.30 2.78 LOAD COMBINATIONS: ----------- 7-7---- 3 - Dead+Collateral+Live 4 - Dea.d+Collateral+Live ---------------------------------------------------------------------------- U17E0329A Frame 3 - Special Segments 6/14/17 4:30pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FLANGE PLATE:, ---------------- --Initial-- ---Final--- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.250 8.0 0.250 Rt Col 6.0 0.250 8.0 0.250 WEB PLATE: Calc ---Initial-- ---Final---- ------ Actions ----- Web Web Shear Web Shear Req Page 185 Of 191 Axial Moment Shear Thick Limit Thick Limit Thick Locate Id (k ) (f -k ) (k ) (in) (k ) (in) (k ) (in) Note ------ --- ----- ------ ----- ----- ----- ----- ----- ----- ------------- Lt Col 3 5.1 50.5 35.3 0.150 36.5 0.150 36.5 0.145 AISC G2-1 Rt Col 4 5.1 50.5 35.3 0.150 36.5 0.150 36.5 0.145 RISC G2-1 REQUIRED WEB DESIGN: -------------------- Locate h av Kv Cv ------ ----- ----- ----- ----- Lt Col 15.68 14.58 10.78 0.79 Rt Col 15.68 14.58 10.78 0.79 LOAD COMBINATIONS: ------------------ 3 - Dead+Collateral+Live 4 - Dead+Collateral+Live U17EO329A Frame 3 - Design Summary 6/14/17 4:30pm FRAME: Id = 3 Type = RF Line Id = 4 Load Width= 13.17 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 0-flg I-flg Id Ld Ucv Id Ld Uco Id Ld ..Uci KL/R --- --- --- ---- ---- ---- ---- ----- --- ----- --- --- ---- --- --- ---- --- --- 1 1 1 14.1 6.0, 11.5 17.0 0.150 0.250 0.313 15 3'0.25 15 3 0.47 15 3 0.58 119 2 2 2 10.9 5.0 16.0 14.0 0.125 0.375 0.375 16 3 0.55 16 3 0.44 18 3 0.57 153 2 3 3 17.3 5.0 14.0 13.0 0.125 0.250 0.250 28 3 0.28 45 4 0.42 46 4 0.30 162 3 4 4 17.3 5.0 13.0 14.0 0.125 0.250 0.250 69 4 0.28 52 3 0.42 51 3 0.30 162 3 5 5 10.9 5.0 14.0 16.0 0.125 0.375 0.375 81 4 0.55 81 4 0.44 79 4 0.57 153 4 6 6 14.1 6.0 17.0 11.5 0.150 0.250.0.313 82 4 0.25 82 4 0.47 82 4 0.58 119 LOAD COMBINATIONS: ------------------ #- Controlling, Load Combination In Design Summary Page 186 Of 191 1 - Dead+Collateral 2 - Dead+Collateral 3#-.Dead+Collaterai+Live 4#- Dead+Collateral+Live 5 - Dead+Collateral+0.75Live 6 - Dead+Collateral+0.75Live 7 - Dead+0.6Wind_Leftl 8 - Dead+0.6Wind Left2 9 - Dead+0.6Wind_Rightl 10 - Dead+0.6Wind Right2. 11 - Dead+0.6.Wind_Longl 12 - Dead-0.6Wind Long1 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_Longl 20 - Dead+Collateral+0.75Live-0.45Wind_Long1 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 - 0.6De,ad+0.6Wind Right2 35 - 0.6Dead+0.6Wind_Longl 36 - 0.6Dead-0.6Wind_Longl 37 - 0.6Dead+0.6Wind Long2 38 - 0.0ead-0.6Wind_Long2 39 - 1.08Dead+1.08Collateral+0.7Seismic+0.4Seismic Long 40 - 1.08Dead+1.08Collateral-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 - 1.06Dead+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+0.43Wind_Leftl 58 - Dead+0.43Wind Left2 59 - Dead+0.43Wind_Rightl 60 - Dead+0.43Wind Right2 Page 187 Of 191 61 - Dead+0.43Wind_Longl ' 62 - Dead-0.43Wind_Long1 63 - Dead+0.43Wind_Long2 64 - Dead-0.43Wind 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 69.- 0.52Dead+0.7Seismic 70 - 0.52Dead-0.7Seismic 71 - Seismic 72 - -Seismic 73 - 1.08Dead+1.08Collateral+1'.62Seismic 74 - 1.08Dead+1.08Collateral-1.62Seismic 75 - 1.08Dead+1.08Collateral+1.62Seismic_Long t 76 - 1.08Dead+1.08Collateral-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-1.62Seismic 83 - 0.52Dead+1.62Seismic_Long 84 - 0.52Dead-1.62Seismic Long PLATE LIMITS: -----Web---- -----Flange---- r .. Web Area/ Seg Depth/Thick Width/(2xThick) ---Flange--- Flange Area Id Calc Limit Calc Limit Thick Min Calc Limit 1 113.3 221.5 12.0 0.250 0.150 1.7 10.0, 2 .128.0 221.5 6.7 0.375 0.125 1.1 10.0 3 112:0 221.5 10.0 0.250 0.125 1.4 10.0 4 112.0 221.5 10.0 0.250 0.125 1.4 10.0 5 128.0 221.5 6.7 0.375 0.125 1.1 10.0 6 113.3 221.5 12.0 0.250 0.150 1.7 10.0 FRAME AREA: Frame Area= 104.27. `. Building Area= 1010.17 Ratio= 0.10 WEIGHTS: Member 1 2 3 4 5 6 ---------- ----- ----- ----- ----- ----- Weight (lb) 266 209 245 245 ----- 209 266 Total Weight (lb) Frame = 1438 Splice Plate = 98 Base Plate = 22 1558 REACTIONS: (Sidewall Columns) ------------------------------ Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 ---------- Left _Column ---------- Fz(k ) ------- Fx;k ) ------ Fy(k ) ------- Fz(k ) M(f-k j -.23 2.27 ------- 0.00 -------- 0.00 _.23 2.26 0.00 0.00 4:03 6.86 0.00 0.00 4.03 6.84 0.00 0.00 3.33 5.71 0.00 0.00 3.33 5.70 0.00 0.00 -2.92 -3.66 0.00 0.00 -2.31 -1.81 0.00 0.00 -0.53 -2.04 0.00 0.00 0.09 -0.19 0.00 0.00 -0.68 -3.24 0.00 0.00 -0.68 -3.24 0.00 0.00 -1.09 -2.23 0.00 0.00 -1.09 -2.23 0.00 0.00 0.41 1.55 0.00 0.00 0.86 2.93 0.00 0.00 2.20 2.77 0.00 0.00 2.66 4.16 0.00 0.00 2.09 1.`87 0.00 0.00 2.09 1.87 0.00 0.00 1.78 2.62 0.00 0.00 1.78 2.62 0.00 0.00 -1.70 -1.89 0.00 0.00 -1.24 -0.50 0.00 0.00 0.09 -0.67 0.00 0.00 C.55 0.72 0.00 0.00 -C.02 -1.57 0.00 0.00 -C.02 -1.57 0.00 0.00 -C.33 -0.82 0.00 0.00 -C.33 -0.82 0.00 0.00 -3.32 -4.41 0.00 0.00 -2.71 -2.56 0.00 0.00 -C.93 -2.79 0.00 0.00 -0.31 -0.94 0.00 0.00 -1.08 -3.99 0.00 0.00 -1.08 -3.99 0.00 0.00 -1.49 -2.98 0.00 0.00 -1.49 -2.98 0.00 0.00 0.83 2.21 0.00 0.00 1.82 2.69 0.00 0.00 1.33 2.45 0.00 0.00 1.33 2.45 0.00 0.00 0.93 2.22 0.00 0.00 1.67 2.58 0.00 0.00 1.30 2.40 0.00 0.00 1.30 2.40 0.00 0.00 0.02 0.74 0.00. 0.00 1.01 1.22 0.00 0.00 0..37 0.91 0.00 0.00 0.67 1.05 0.00 0.00 DEFLECTIONS : Page 188 Of 191 ----------Right Column--------- Fx(k ) ------ Fy(k ) ------- Fz(k ) ------- M(f-k ) -------- -1.23 2.26 0.00 0.00 -1.23 2.27 0.00 0.00 -4.03 6.84 0.00 0.00 -4.03 6.86 0.00 0.00 --3.33 5.70 0.00 0.00 -3.33 5.71 0.00 0.00 0.53 -2.04 0.00 0.00 -0.09 -0.19 0.00 0.00 2.92• -3.66 0.00 0.00 2.31 -1.81 0.00 0.00 1.09 -2.23 0.00 0.00 1.09 -2.23 0.00 0.00 0.68 -3.24 0.00 0.00 0.68 -3.24 0.00 0.00 -2.20 2.77 0.00 0.00 -2.66 4.16 0.00 0.00 -0.41 1.55 0.00 0.00 -0.86 2.93 0.00 0.00 -1.78 2.62 0.00 0.00 -1.78 2.62 0.00, 0.00 -2.09 1.87 0.00 0.00 -2.09 1.87 0.00 0.00 -0.09 -0.67 0.00 0.00 70.55 0.72 0.00 0.00 1.,70 -1.89 0.00 0.00 1.24 -0.50 0.00 0.00 0.33 -0.82 0.00 0.00 0'.33 -0.82 0.00 0.00 0.02 -1.57 0.00 0.00 0.02 -1.57 0.00 0.00 0.93 -2.79 0.00 0.00 0.31 -0.94 0.00 0.00 3.32 -4.41 0.00 0.00 2.71 -2.56 0.00 0.00 1.49 -2.98 0.00 0.00 1.49 -2.98 0.00 0.00 1.08 -3.99 0.00 0.00 1.08 -3.99 0.00 0.00 -1.82 2.69 0.00 0.00 -0.83 2.21 0.00 0.00 -1.33 2.45 0.00 0.00 -1.33 2.45 0.00 0.00 -1.67 2.58 0.00 0.00 -0.93 2.22 0.00 0.00 -1.30 2.40 0.00 0.00 -1.30 2.40 0.00 0.00 -1.01 1.22 0.00 0.00 -0.02. 0.74 0.00 0.00 -0.67 1.05 0.00 0.00 -0.37 0.91 0.00 0.00 ------------------------------ Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 51 -0.10 0.09 -0.59 52 -0.09 0.10 -0.59 53 -0.33 0.31 -1.93 54 -0.31 0.33 -1.93 55 -0.23 0.21. -1.34 56 -0.21 0.23 -1.34 57 0.25 0.10 0.47 58 0.20 0.15 0.15 59 -0.10 -0.25' 0.47 60 -0.15 -0.20, 0.15 61 -0.16 -0.28 0.43 62 -0.16 -0.28 0.43 63 0.28 0.16 0.43 64 0.28 0.16 0.43 65 0.22 0.43 -0.65 66 -0.43 -0.22 -0.65 67 0.14 0.35 -0.63 68 -0.35 -0.14 -0.63 69 0.28 `0.37 -0.29 70 -0.37 -0.28 -0.29 71 0.4.6 0.46 -0.09 72 -0.46 70.46 -0.09 DEFLECTIONS RATIO: . ------------------------------ Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 51 1662 1831 1186 52 1831 1662 1186 53 506 553 360 . 54 553 506 360 55 729 794 518 56 794 729 518 57 675 1765 1469 58 844 1127 4647 59 1765 675 1469 60 1127 844 4647 61 1030 599 1622 62 1030 599 1622 63 599 1030 1622 64 599 1030 1622 65 759 391 1063 66 391 759 1063 67 1205 488 1097 68 488 1205 1097 69 597 463 2402 70 463 597 2402 71 368 368 7815 72 368 368 7815 J Page 189 Of.191 Page 190 Of 191 MAX DEFLECTION: --------------- Load .Deflect Span/Deflect Type Id (in) Calc Limit ---------------- ----------- ----- ----- Live Vertical -1.34 519. 180. Horizontal Drift 53 -0.33 507. 60. Horizontal Spring Constant= 3.08 k/in P-DELTA:(Direct Analysis) --------------------------------- CONVERGENCE CHECK: Max Deflect Column Ratio Left 0.0496 Right 0.0496 MAXIMUM DRIFT CHECK: Max—Drift(in) Second/ Load First Second First r Id Order Order Ratio ---- ------ ------ ------- 1 0.10 0.10 1.05 ENDWALL VERTICAL DEFLECTION: Column--Vertical_Down(in)- ---Vertical_Up(in)-- Locate Use Load Deflect Limit Load Deflect Limit. #� ------- ------ ----------- ----- ----------- ----- 16.33 Column 54 1.29 0.00 61 0.39 0.00 27.00 Column 54 1.92 0.00 57 0.47 0.00 47.00 Column 53 0.76 ,, 0.00 63 0.27 0.00 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U17E0329A Frame 3 - Rigid Frame Clearances 6/14/17 4:30pm -------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------- Location Span X Coord Y Coord ------------------------------------------------ Left 12'11-13" 1'05-10" 12'11-13" Right 12'11-13" 56'06-06" 12'11-13" Midspan 17110-01" 29'00-00" 17110-01" HORIZONTAL CLEARANCE: --------------------- Location Span X—CoordL X—CoordR Left - Right', 55'00-14" 1'05-09" 56'06-07" ------------ ------------------------------------------------------------------- ------------ ------------------------------------------------------------------- U17E0329A Frame 3 - Weight Summary 6/14/17 4:30pm V Page 191 'Of 191 Total Weight (lb) Frame = 1438 Splice Plate = 98 Base Plate = 22 1558 ------------ U17EO329A Frame 3 - Warning Summary 6/14/17 4:30pm No Warnings . ,~ i �{, A._ ,r � ' • �1 � 1 � � i t � r r