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Home My WebLink AboutB16-2869 000-000-000�. � y • � • ' ' � f ' � � f - �t �. M .. . � ... ' 1 • ' 1. �y„l 1. . ` , - • wl -16=026816-01,Calculati6ns Package Date: 12/5/2016 Time: 11:04 AM Page: I of 61 ,• Butler Manufacturing' Company : 1540 Geness`ee Street �. Kansas; City, M0 64102 STRUCTLTRAL' DESIGN .DATA .. .. ... .. .. BTS Cot» Project: Andy Bertagna Name: 16-026816-01. DEC.2 8 2016 ;. Builder PO #:.16-958 • Jobsite: 3454 Hegan:Ln DEVELOPMEErT , ,/✓��/ SERVICES City; State: Chico; California • 95928. " ,. County: Butte , i• Country:. United States. TABLE.OF CONTENTS a Building Loading - Expanded Report.. . ......: ..................:.................................................:. 2 Bracing' -Summary Report ......... ........... :.....r.:.:.... ...... `.:.... :.......::... : :9 " Secondary _ Summary Report . .................... .....:.....:. .. : ::...' :.:..... ........... 14 ' • :. `. '. Framing,= Summary Report ...................................... .. ..... ......... ... .. ........::....... ....................... 23 .: Covering - Summary. Report :...............:.:...:...:.....'• :..... .:: :... ` ... :..... 57 Appendix ........:.:.......:......:....... :. .... " .:.' �pFE$SlQ 50 • ELSr This document h` as-beenTelectronically Signed:arid (sealed=by-.Jeremy. CO LAj- No: 0,82293: ,? Wels.dt meayer, PE"using my Digital. - : Exp 3-31.18rn Signature.wlth.PE seal affixed. Printed t copies of this documen#'are not M t, w. F considered slgned.and. sealed, the `��q •C�VI� CFCALtF :and signature-must,be verified on any ' . electronic copyaER iMfr# _ 201-6�12�05-13 1:2:5.8=06'00'B�COUNTYDEVELOPMENTSEiiVIC S — - .v woo FOR File: 16-0268,16-01 t� / ers Butler Manufacturing, a division of BlueScope'Buildings North Americ'1'� _ LIAN . BUTLER ' Date: 12/5/2016 16- 026816 - OI Calc ulations Package' Time: 11.04 AM a��.��.� Page: 2 of 61 , Building Loading - Expanded Report Shape: Ag Storage Loads and Codes - Shape: Ag Storage City: Chico County: Butte. State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural 10AISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD ' fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Frame Weight (assumed for seismic):2.50 psf .Collateral Uplift: 0.00 psf. Side. Type Mag .. .Units Shape :. Applied to Description A D'. 2.082 psf. Entire Frm, Covering Weight, 26 Butlerib II.Unpunched'+ Secondary Weight1.13 : Roof: A • " A D 0.950 psf' Entire Pur '• Covering Weight - 26 Butlerib 11 Unpunched : Roof: A _ . Roof Live' Load ; • . +.. Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 1,10.00 (Vasd: 85.21) mph. Gust Factor: G: 1.0600 .' Wind Enclosure: Partially. Enclosed Least Horiz. Dimension: 20/0/0 Height Used: .151010 (Type: Eave) . Base Elevation: 0/0/0 NOT Windborne Debris Region Primary Zone Strip Width: 2a: 8/8/0 Parts % Portions Zone Strip Width: a: N/A Velocity Pressure: qz: 30.98 psf qz= 0.00256 • (1:00) •'(110.00)^2 ' (1.00) Topographic Factor: Kzt: 1.0000 The'Envelope Procedure' is Used, Directionality Factor: Kd: 0.8500: Wind Exposure: CKz: 0.849' . Basic Wind Pressure: q: 22.35 psf snow Load , :Ground Snow Load: Pg 0.00 psf. , Rain Surcharge: 0.00''. Flat Roof Snow, pf: 0.00 psf Exposure Factor: 2 Partially Exposed Ce: I.00. Design Snow (Sloped): ps: 0.00 psf = Thermal Factor: Unheated - Ct: 1.20, Snow Accumulation Factor: 1.000 Slope Reduction: Cs: 1.00 . Snowdmportance: Is: 1.000 Slope Used: 2.386 deg. ( 0.500:1,2 ) Ground / Roof Conversion: 0.70 ' Seismic Load , Lateral Force Resisting Systems using Equivalent Force Procedure • , Transverse Direction Parameters Mapped MCE Acceleration: Ss:•62.00, %g Ordinary Steel Moment Frames •, Mapped MCE Acceleration: S 1: 27:00 %g Redundancy Factor: Rho:'1.30 Site Class: Stiff soil (D) Fundamental Period: Ta: 0. 1964 .. ' ;Seismic Importance: Ie: 1.000 R -Factor 3.50 Design Acceleration Parameter: Sds: 0'.5390•. ' . ;' .. Overstrength Factor Omega: 2.50 Design Acceleration Parameter: Shc : 0.3348. Deflection Amplification Factor: Cd:' 3.00 ' Seismic Design Category: D ' Base Sheat: V.: 0:1546x W :% Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Longitudinal Direction Parameters Diaphragm Condition: Flexible Ordinary Steel Concentric Braced Frames Fundamental Period Height Used: 11/5/0 Redundancy Factor:. Rho: 1.30 .Fundamental Period: Ta: 0.1242 . •R Factor„3.25 Overstrength Factor: Omega -'2.50 Deflection Amplification Factor: Cd: 3:25 ' Base Shear: V: 0.1658x W Side. Type : Mag Units Shape ;. Applied to Description A" E 1.168 psf Entire Frni, " Seismic: Covering Weight - 26 Butlerib II Unpunched+.Secondary Weight 1.13 +. (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A A •' E, . 1.257 Entire Brc' 'Seismic: Covering Weight 26B11.Un uncha ry'Wei h• 1.13 + (Include' dt s ' .. 3.000 Collateral 2.500 Frame Weight) : Roof: A . File: 16-026816-01 :. : , Version:'2016.2a .. " Butler ,Manufacturing, a division of BIueScope Buildings North America, Inc.: ; • BUTLER Date: 12/5/2016 BW1a„Man,, u,,;� 16-026816-01 Calculations Package Time: 11:04 AM ...._.....w..,... _ Page: 3 of 61 Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girls are supporting: Metal Wall Panels • i)Pcian i nod ('nmhinofinnc _ Fromina ' ' . File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BliieScope Buildings North America, Inc. No. Origin 'Factor. Application Description ' 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D'+ 1.0 CG + 1.0 <L• D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> +CG+WI>' 4 System 1.006 1.0 D + 1.0 CG +.0.6 <W 1 D + CG .+ <W 1 - 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D +-1'.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL' D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR' D + CG + WPR 9 System '1.000 W .6 M - Wall:.I 10 System 1.000 .6 MW MW - Wall: 2'. 11 System. 1.000 " .6 MW MW - Wall: 3 .12 System 1.000 .6 MWMW -.Wall:4 .13 System . 1.000 .6D+0.6CU+.0.6W1> +CU+W1> 14 System - 1.000 D.6 D + 0.6 CU + 0.6.<W 1 D + CU + <W 1 15 System 1.000 .6 D + 0.6 CU + 0.6 W2> + CU +, W2>. . 16 System 1.000 .6 D + 0.6 CU + 0.6 <W2 + CU + <W2 17 System 1.000 .6 D + 0.6 CU + 0.6 WPL + CU + WPL 18 System 1000 .6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> " 20 System 1.000 1.0 D + I.0 CG + 6.75 L + 0.45 <W l D + CG + L + <W 1 .21 System 1.000 1.0 D +.I.0 CG + 0.75 L + 0.45 W2> - - + CG + L + W2> 22 System 1.000 1.0 D + 1.6 CG + 0.75 L + 0.45<W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 6.75 L + 0.45WPR + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + Fj + EG+ 26 System 1.000-1.0 D + 1.0 CG"+ 0.91 <E + 0.7 EG+. + CG + <E + EG+ # 27 System 1.000 .6 D 0.6 CU + 0.91 F> + 0.7 EG- + CU.+ E>'+ EG - 28. System 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG- .29 G- . . 29 Special 1.000 1.O D +-1.0 CG + 1.75 F> + 0.7 EG+ + CG + E> + EG+ " 30 Special 1:000 1.0 D + 1,0 CG + 1.75 <E + 0.7 EG+ ' + CG + <E + EG+ 31 Special. 1.000 .6 D'+ 0.6, CU + 1'.75 F> + 0.7 EG- + CU + F> + EG - 32 Special 1.000 D.6 D + 0.6 CU + 1.75 <E.++0.7 EG- + CU + <E + EG- . 33 ONE Connection 1•.000 1.O D + .1 .0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection, 1.000 1.0 D +' 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6. CU + 2.45 F> .+ 0.7 EG- _ + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45.5E + 0.7 EG- D+ CU + <E + EG - 37'.. System Derived 1.000 1.OD+I.0CG+0.6WPR +'0.6WBI> +CG+WPR +WB1> 38 System Derived 1.000 .6D+'0.6CU.+0.6WPR +0.6WBI> +CU+WPR+WBI> 39 System Derived ._ 1.000. 1.0 D + 1.0. CG + 0.75 L + 0.45 WPR + 0.45 WB I> + CG + L + WPR +;WB I >. 40 System Derived 1.000, 1.O D + I.O CG + 0.6' WPR + 0.6 <WB l • + CG "+ WPR + <WB I 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB l' D + CU + WPR + <WB I 42 System Derived 1.000 1.0 D +" 1.0 CG.+ 0.75 L + 0.45 WPR + 0.45 <WB I D + CG + L + "WPR + <WB l 43 System Derived 1.000 1.0 D + 1.0, CG + 0.6 WPR + 0.6 WB2> D + CG + WPR"+ WB2>' - 44. System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2>, 45 System Derived 1.000 .1:0 D + 1'.0 CG + 0.75 L + 0:45 WPR + 0.45. WB2> - • + CG +.L + "WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 47 System Derived 1.000 .6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 •48. System Derived 1.000 1.0 D+ 1.0 CG+0.75 L"+0.45 WPR+0.45 <WB2.' , " +CGWPR <WB2, ; 49 System Derived Low 1.0 D + 1'.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> W 50 System Derived 1.000 .6 D + 0.6 CU + 0.6 PL + 0.6 WEI> ' + CU + WPL + WB3> ' 51 System Derived ; A.0.00 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL +•0.45 WB3> • + CG + L'+ WPL'+. WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133+ CG'+ WPL + <WB3 . 53 System Derived, 1.000 .6 D + 0; 6 CU + 0.6 WPL + 0.6 <W133 + CU + WPL + <WB3 54. '.System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133+ CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W64> + CG + WPL + WB4> 56 System Derived 1.000. 0.6P + 0.6 CU + 0.6 WPL +.0.6 WB4> D + CU +WPL + WB4> 57 System Derived 1,000 1'.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W134> + CG + L + WPL + WB4> 58 System Derived 1.000• 1.0 D + 1.0 CG-+ 0.6 WPL +'0.6 <WB4 + CG + WPL + <W134 59 System Derived; 1'.000 .6 D + 0.6 CU,+ 0.6 WPL + 0.6 <WB4 • " + CU +WPL + <WB4 • File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BliieScope Buildings North America, Inc. No. Origin 'Factor. Application Description ' 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D'+ 1.0 CG + 1.0 <L• D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> +CG+WI>' 4 System 1.006 1.0 D + 1.0 CG +.0.6 <W 1 D + CG .+ <W 1 - 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D +-1'.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL' D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR' D + CG + WPR 9 System '1.000 W .6 M - Wall:.I 10 System 1.000 .6 MW MW - Wall: 2'. 11 System. 1.000 " .6 MW MW - Wall: 3 .12 System 1.000 .6 MWMW -.Wall:4 .13 System . 1.000 .6D+0.6CU+.0.6W1> +CU+W1> 14 System - 1.000 D.6 D + 0.6 CU + 0.6.<W 1 D + CU + <W 1 15 System 1.000 .6 D + 0.6 CU + 0.6 W2> + CU +, W2>. . 16 System 1.000 .6 D + 0.6 CU + 0.6 <W2 + CU + <W2 17 System 1.000 .6 D + 0.6 CU + 0.6 WPL + CU + WPL 18 System 1000 .6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> " 20 System 1.000 1.0 D + I.0 CG + 6.75 L + 0.45 <W l D + CG + L + <W 1 .21 System 1.000 1.0 D +.I.0 CG + 0.75 L + 0.45 W2> - - + CG + L + W2> 22 System 1.000 1.0 D + 1.6 CG + 0.75 L + 0.45<W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 6.75 L + 0.45WPR + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + Fj + EG+ 26 System 1.000-1.0 D + 1.0 CG"+ 0.91 <E + 0.7 EG+. + CG + <E + EG+ # 27 System 1.000 .6 D 0.6 CU + 0.91 F> + 0.7 EG- + CU.+ E>'+ EG - 28. System 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG- .29 G- . . 29 Special 1.000 1.O D +-1.0 CG + 1.75 F> + 0.7 EG+ + CG + E> + EG+ " 30 Special 1:000 1.0 D + 1,0 CG + 1.75 <E + 0.7 EG+ ' + CG + <E + EG+ 31 Special. 1.000 .6 D'+ 0.6, CU + 1'.75 F> + 0.7 EG- + CU + F> + EG - 32 Special 1.000 D.6 D + 0.6 CU + 1.75 <E.++0.7 EG- + CU + <E + EG- . 33 ONE Connection 1•.000 1.O D + .1 .0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection, 1.000 1.0 D +' 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6. CU + 2.45 F> .+ 0.7 EG- _ + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45.5E + 0.7 EG- D+ CU + <E + EG - 37'.. System Derived 1.000 1.OD+I.0CG+0.6WPR +'0.6WBI> +CG+WPR +WB1> 38 System Derived 1.000 .6D+'0.6CU.+0.6WPR +0.6WBI> +CU+WPR+WBI> 39 System Derived ._ 1.000. 1.0 D + 1.0. CG + 0.75 L + 0.45 WPR + 0.45 WB I> + CG + L + WPR +;WB I >. 40 System Derived 1.000, 1.O D + I.O CG + 0.6' WPR + 0.6 <WB l • + CG "+ WPR + <WB I 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB l' D + CU + WPR + <WB I 42 System Derived 1.000 1.0 D +" 1.0 CG.+ 0.75 L + 0.45 WPR + 0.45 <WB I D + CG + L + "WPR + <WB l 43 System Derived 1.000 1.0 D + 1.0, CG + 0.6 WPR + 0.6 WB2> D + CG + WPR"+ WB2>' - 44. System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2>, 45 System Derived 1.000 .1:0 D + 1'.0 CG + 0.75 L + 0:45 WPR + 0.45. WB2> - • + CG +.L + "WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 47 System Derived 1.000 .6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 •48. System Derived 1.000 1.0 D+ 1.0 CG+0.75 L"+0.45 WPR+0.45 <WB2.' , " +CGWPR <WB2, ; 49 System Derived Low 1.0 D + 1'.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> W 50 System Derived 1.000 .6 D + 0.6 CU + 0.6 PL + 0.6 WEI> ' + CU + WPL + WB3> ' 51 System Derived ; A.0.00 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL +•0.45 WB3> • + CG + L'+ WPL'+. WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133+ CG'+ WPL + <WB3 . 53 System Derived, 1.000 .6 D + 0; 6 CU + 0.6 WPL + 0.6 <W133 + CU + WPL + <WB3 54. '.System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133+ CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W64> + CG + WPL + WB4> 56 System Derived 1.000. 0.6P + 0.6 CU + 0.6 WPL +.0.6 WB4> D + CU +WPL + WB4> 57 System Derived 1,000 1'.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W134> + CG + L + WPL + WB4> 58 System Derived 1.000• 1.0 D + 1.0 CG-+ 0.6 WPL +'0.6 <WB4 + CG + WPL + <W134 59 System Derived; 1'.000 .6 D + 0.6 CU,+ 0.6 WPL + 0.6 <WB4 • " + CU +WPL Date: 12/5/2016 BUTLER ' 16-026816-01 Calculations Package Time: 11:04 AM . �.. .. Page: 4 of 61 Origin 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 1,000 61 System Derived 1,000 .6 MWB NrOM-Wall: 1 D + CU + <E + EG-.+ <EB 62 System Derived 1.000 .6 MWB NIWB - Wall: 2 D + W2> 63 System Derived 1.000 .6 MWB MWB - Wall: 3 1.0 D + 1.0 CG.+ 1.75 <EB :+ 0.7 EG+' .D 64 System Derived 1.000 .6 MWB MWB - Wall: 4 1.000 65 System Derived. 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+'+ 0.91 'EB> D + CG + E> + EG+ + EB> 1.000 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> _ Rrurina 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E+ 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> MW -Wall: 1 68 System Derived 1.000' 1.0 D + 1.0 CG + 0.91 <E.+ 0.7 EG+ + 0.273 EB> D + CG + <E + EG++ EB> I 1 69 System Derived 1.000 .6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> + CU + Fj + EG- + EB> System 70 System Derived 1.000 .6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 1.000 71 System Derived 1.000 .6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> 1.0 D + 0.7 <E 72 System Derived 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> + CU + <E + EG- + EB> +.CG + W l > 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ 17 74 Special . 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- + CU + EB> + EG - System Derived 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + F> + EG+ + <EB 1.000' 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB + CG + F> + EG+ + <EB 1.0 D + 1.0 .CG +.0.6 <W3 77 System Derived 1.000 1:0 D + 1.0 CG + 0.273 <E + 0.7 EG+.+ 0.91 <EB + CG + <E + EG+ + <EB + CG + W4> 78 < System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 23 79 80 System Derived S D 1.000 0.6 D + 0,6 CU + 0.273 E> + 0.7 EG- + 0.91<EB + CU + F> + EG- + <EB No. Origin ystem enved 1.000 .6 D + 0.6 CU + 0.91 F> + 0,7 EG- + 0.273 <EB 1 + CU + E> + EG- + <EB 1,000 81 System Derived 1.000 .6 D + 0.6 CU + 0.273,<E + 0.7 EG- + 0.91 <EB 1.000 D + CU + <E + EG-.+ <EB D + <W1 8.2 System Derived 1:000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + W2> + CU + <E4 EG- + <EB System 83 Special 1.000 1.0 D + 1.0 CG.+ 1.75 <EB :+ 0.7 EG+' .D System + CG + <EB + EG+ 1.0 D + 0.6 W3> 84 Special 1.000 .6 D + 0:6 CU + 1.75 <EB + 0.7 EG- 1.0 D + 0.6 <W3 P + CU + <EB +.EG-. 7 System 1.000 1.0 D + 0.6 W4> D+W4> 8 - nesion I And rnmhinotinnc _ Rrurina - 9 No. Origin Factor Application Description 1 System 1,000 1.0 D + 0.6 W l > + W l > 2 System 1.000 1.0 D + 0.6 <W1 D + <W1 3 System 1.000 1.0 D + 0.6.W2> D + W2> 4 System 1.000 1.0 D + 0.6 .<W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D+W3> 6 System 1:000 1.0 D + 0.6 <W3 D +<W3 7 System 1.000 1.0 D + 0.6 W4> D+W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 .6 MW MW -Wall: 1 .10 . System 1:000 .6 MW Wall: 2 I 1 System 1.000 .6 MW MW - Wall: 3 12 System 1.000 .6 MW MW - Wall: 4 13 System 1.000 1.0 D +.0.7 E> + E> 14 System 1.000 1.0 D + 0.7 <E D+<E 15 System Derived 1.000 1.0 D + 1.0 CG +.0.6 W 1 > +.CG + W l > 16 System Derived '1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 17 System Derived 1.000 1.0 D + 1,0 CG + 0.6 W2>' D +.CG'+ W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6.<W2 D + CG + <W2 19 System Derived 1.000' 1.0 D + 1.0 CG + 0.6W> + CG + W 3> 20 System Derived 1.000. 1.0 D + 1.0 .CG +.0.6 <W3 + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG +.0.6 W4> + CG + W4> 22 System Derived 1.000. 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <Wq 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + CU + W 1 > . 24 System Derived 1.000 0.6 D + 0.6 CU '+ 0.6 <W 1. D + CU + <W1 25 System Derived 1.000 0.6 D + 6.6 CU + 0.6 W2> + CU + W2> . 26 System Derived 1:000 .6 D + 0.6 CU + 0.6 <W2 + CU + <W 2 27 System Derived 1.000 .6 D + 0.6 CU + 0.6 W3> D + CU + W3> 28 System Derived 1.000 .6 D + 0.6 CU '+ 0.6 <W3 D + CU + <W3' 29 System Derived 1.000 .6 D + 0.6 CU + 0.6 W4> + CU + W4> 30 System Derived 1.000 .6 D + 0.6 CU + 0.6 <W4 + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG. + Fj + EG+ . 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ + CG + <E + EG+ . 33 System Derived 1.000 .6 D + 0.6 CG + 0.7 E> + 0.7 EG- + CG + F> + EG - 34 System Derived 1.000 ,6 D + 0.6 CG + 0.7 <E"+0.7 EG-. + CG + <E + EG- File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . No: Origin Factor • Application* sur�Er� 1 16-.026816-01 Calculations Package Date: 12/5/2016 Time: 11:04 AM 1.0 D + 1.0 CG + 1.0 L + CG + L 2 Page: 5 of 61 Design Load Combinations - Purlin I.0D+I.0CG+0.6W1>+0.6WB1> D +CG+WI>+WBI> 3 System Derived 1.000 1.0D+I.0CG+"0.6<W2+0.6WB1> +CG+<W2+WBl> 4" System Derived 1.006 0.6D+6.6CU+0.6W1>+0.6WB1> +CU+WI>+WBI> 5 No: Origin Factor • Application* Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB1> D +CG+WI>+WBI> 3 System Derived 1.000 1.0D+I.0CG+"0.6<W2+0.6WB1> +CG+<W2+WBl> 4" System Derived 1.006 0.6D+6.6CU+0.6W1>+0.6WB1> +CU+WI>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 "1 > + CU + <W 2 + WB I > 6 System Derived 1.000 I.0D+1.0CG+0:75L+0.45Mil >+0.45WBI> ., +CG+L+WI>+•WB1> 7 System Derived 1.006 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB I> + CG + L + <W2 + WB 1 > 8 System Derived 1.000 1.0 D + l.O CG + 0.6 WI > + 0.6 <WB I + CG + W I > + <WB l 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 + CG + <W2 + <WB l 10 System Derived 1.000" .6D+0.6CU+0.6W1>+0.6<WBI D +CU+W1>+<WBI" 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB I + CU + <W2 + <WB I 12 System Derived 1.000 1.0 D '+ 1.0 CG + 0.75 L.+ 0.45 WI > + 0.45 <WB 1 D + CG + L + WI > + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 D + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1 > + 0.6 WB2> D + CG + WI > + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> + CG + <W2 + WB2> 16 System Derived1.000 .6D+0.6CU+0.6W1>+0.6WB2>' +CU+WI>+WB2> 17 System Derived 1.000 .6 D + 0.6 CU + 0.6 <W2 + 0:6' WB2> +CU +<W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L .+ 0.45 W I> + 0.45 WB25- D +. CG .+ L + W I> + WB2> 19' " System Derived 1.000 1.0 D + 1.0 CG + 0.75 L' +:0.45 <W2 + 0.45 WB2> + CG + L' + <W2 + WB2> 20 System Derived 1.600 1.0 D + 1.0 CG + 0.6 WI >.+ 6.6'<WB2• ` + CG + W l > + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 -V CG + <W2 + <WB2 22 System Derived 1.000 0.6 D +.0.6 CU + 0.6 WI > + 0.6 <WB2 D +. CU + WI > + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 24 System Derived 1.000 1.0D+•1.0CG+0.75L+0.45WI>+0.45<WB2• +CG+L+WI>+<WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> + 0.6 WB3> D + CG + WI > + WB3> 27 System Derived 1.600 1.0 D + 1.0 CG + 0.6 <W2 + 0.6WB35 + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI > + 0.6 WB3> D + CU + WI > + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> + CU + <W2 + WB3> 36 System Derived '1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 WB3> D + CG + L + WI > + WB3> 31 System Derived . 1.000 1.0 D + 1.0 CG +,0.75 L + 0.45 <W 2 + 0.45 WB3> + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D +. l .0. CG + 0.6 W 1> + 0.6'<WB3 D + CG + W I> + <WB3 33 System Derived 1.000 1.0 D +'1.0 CG + 0.6 <W,2.+ 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 D.6D+0.6CU+0.6.W1>+0.6<WB3 +CU+WI>+<WB3 33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2'+ 0.6 <WB3 D + CU + <W2 + <WB3 ' 36 . System Derived 1.000 1.0 D + 1.0 CG + 0.75 L+ 0.45 W 1 >.+ 0.45 <WB3 D + CG + L + WI > + <WB3 37" . System Derived 1.000 1.0 D + 1.0 CG+• 0.75 L + 0:45. <W2 + 0.45 <WB3 + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> + 0.6 WB4> + CG + W 1 > + WB4> • 39 System Derived 1.000 1.0 D + 1.0 CG +.0.6 <.W2 + 0.6 WB4>, D +CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI > + 0.6 WB4> D + CU + WI > + WB4> 41 System Derived 1.000 _ .6 D + 0:6 CU + 0.6 <W2 + 0.6 WB4> D +CU + <W2 + WB4> 42 ' System Derived 1.000 1.0D+LOCG+0.75L+0.45•Wl>+0..45WB4> D +CG+L+WI>+WB4> .. 43 System Derived 1.000 1.0 D + 1.0 CG +.0.75 L + 0.45 <W2 + 0.45 WB4> D + CG '+ L;+ <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6,W I> + 0.6 <WB4 D + CG + WI > + <WB4 45 System Derived 1.000 1.0 D + L'O CG +. 0.6 <W2 + 0:6 <WB4 D + CG + <W2 + <WB4 ' 46 System Derived 1.000 .6 D + 0.6.CU + 0.6 W 1 > + 0.6 <WB4 + CU + W 1 > + <WB4 .47 System Derived 1.000 0.6 D.+ 0.6 CU + 0.6 <W2 + 0.6 <WB4 " ' +.CU + <W2 + <WB4 " 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 <WB4 D + CG + L + WI > + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45, <W2 + 0.45 <WB4 +CG + L + <WI+ <WB4 .50 System Derived 1.000 _ 1.0 D + 1.6 CG + 6.7 EB> + 0.7 EG+ + CG + EB> + EG -F. 51 System Derived 1.000 0.6 D + 0.6 CU +.0.7 EB> + 0.7 EG- +.CU + EB> + EG- . 52 System Derived 1.000 1.0 D + 1".0 CG + 0.7 <E,B + 0.7 EG+ + CG +"<EB + EG+ 53 System Derived 1.000 .6 D + 0.6 CU +.0.7 <EB + 0.7 EG- +.CU + <EB + EG - Desi o Load Combinations - Girt ' ." • ' .' Description No. Origin, Factor A lication 1 2 System System 1.000 1.000 .6 Wl> .6 <W2 Design: Load Combinations - Roof- Panel " 2 System 1.000 1.0 D + 0.6 <W2 3 System 1.000 No.. Origin Factor A lication Description 1 . System . • W2. :. No.. Origin Factor A lication Description 1 . System 1.000 .1,0 D + 1.0 L 2 System 1.000 1.0 D + 0.6 <W2 3 System 1.000 .6D+0.6W1> +.Wl> ' BL/TLER Date: 12/5/2016 16.026816-01 Calculations Package Time: 11:04 AM . Page: 6 of 61 Design Load Combinations - Wall - Panel No: Origin Factor - Application Description 1 2 System System 1 1.000 1.060 .6 WI> .6 <W2, 1> W2. 11nAnn6nn 1 nod !`nm6:..ot:nnc _ L'�n...:.... No: Ori in . Factor Def H Def V Application Description 1 System 1.000 0. 180 1.0 L L 2 System 1.000 60' • 180 .42 W 1> WI> 3 System 1.000 60 180 .42 <W l <WI 4 System 1.000 60 . 180 .42 W2> 2> 5 System 1.000 60 180 .42 <W2 <W2 6 System 1.000 60 180 .42 WPL WPL 7 System 1.000 60 .180 .42 WPR R 8 System 1.000 • 10 0 1.0 E> + 1.0 EG- + EG - 9 System 1.000 .10 0 1.0 <E + 1.0 EG- E + EG - Deflection Load Combinations - Purlin No. Origin, Factor Deflection.. Application .. Description. . .1 System 1.000 150 '. 1.0 L'. 1> W2 . 2 System 1.000 180 , .42.W15' I> 3 System . 1.000 180 0.42<W2. W2. Deflection Load Combinations - Girt No. ' Ori in r FactoDeflection Application "1 2 Description 1'.000. 1.000 90 90 0.42 Wl> 0.42 <W2 1> W2 . Deflection Load Combinations : ]Roof- Panel No. Origin ' _' Factor Def H NEV. Application " Description . ' 1 'System 1.000 • 60 60' .42'<W2.. W2 Load Type Descriptions D Material Dead Weight � C. Collateral Load CG' Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L • Roof Live Load .. 'AS L^, Alternate Span Live Load; Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L . Live - Notional. Left S Snow Load USI • Unbalanced Snow Load 1, Shifted Right ',USI .. Unbalanced Snow Load 1, Shifted Left . US2! Unbalanced Snow Load 2, Shifted Right 'US2 ' ' ; ' Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full; 1 Span ' ' PHI' Partial Load, Half, 1 Span PF2 .' Partial Load, Full, 2 Spans PH2. Partial Load, Half, 2. Spans' S> ; ' Snow - Notional Right <S Snow - Notional Left " SMS Specified Min: Roof Snow SMS> Specified Min: RoofSnow -Notional Right. '<SMS' Specified Min. Roof Snow - Notional Left ' • ' PSI Partial Load; Half Span 1 P82 Partial Load, Half Span 2 W Wind Load W I> Wind Load; Case_1, Right '_ <WI Wind Load, Case 1; Left W2> • Wind Load, Case 2; Right .. - <W2 Wind, Load, Case 2; Left W3> Wind Load, Case 3, Right <WT Wind Load, Case 3, Left ". W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case,5, Right <W5 . Wind Load, Case 5, Left . W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6; Left WP Wind Load, Parallel to Ridge WPR Wind Load, II Ridge, Right WPL Wind Load, II Ridge, Left WPAI Wind Parallel - Ref A, Case l; WPA2 . Wind Parallel - Ref A, Case 2 WPB I Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel- Ref B, Case 2' WPCI . Wind Parallel - Ref C, Case1 WPC2 .' Wind Parallel - Ref C, Case 2 VPD 1 Wind Parallel'- Ref D, Case' 1 WPD2 Wind Parallel - Ref D, Case 2, WB1> Wind Brace Reaction, Case 1, Right ' <WB1 Wind Brace Reaction, Case 1, Left . W B2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction; Case 2,,Left WB3> ' Wind Brace Reaction,'Case 3, Right <WB3 Wind Brace Reaction; Case 3, Left.' WB4> Wind Brace Reaction', Case 4, Right , <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction; Case 5; Right <WB5 . Wind Brace Reaction, Case 5, Left , ", WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction. E Seismic Load No. ' Ori in r .. • "1 2 System S stem 1'.000. 1.000 90 90 0.42 Wl> 0.42 <W2 1> W2 . File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' Vile': 16-026816-01 Version: '2016.2a ButlerManufacturing, a division of BlueScope Buildings North America, Inc: BL/TLER Date: 12/5/2016 16-02681.6=01 Calculations Package Time: 11:04 AM . 8��. ��re �� ._.,.. • Page:. 7 of 61 F> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+. Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive . EB> • Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Altemate.Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load .AL•> Auxiliary Live Load, Right; Right •AL> Auxiliary Live Load, Right, Left <AL• Auxiliary Live.Load, Left Right • - .<#AL- Auxiliary Live Load, Lek Left AL* Aux Live, Right. *AL Aux Live, Left ' AL•>(1) Auxiliary Live Load, Right, Right, Aisle 1 •AL>(1). Auxiliary Live Load, Right, Left; Aisle 1 <AL•(1) Auxiliary Live Load, Left, Right, Aisle l .' <'AL(1)Auxiliary Live Load, Left Left Aisle 1 AL•(1) Aux Live, Right, Aisle 1 •AL(1 Aux Live, Left, Aisle 1 AL•>(2) Auxiliary Live Load, Right, Right, Aisle 2 •AI >(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL•(2) Auxiliary Live Load; Left, Right, Aisle 2 <•AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL'(2) Aux Live, Right, Aisle 2 •AL(2) . Aux Live; Left, Aisle 2 , AL•>(3) Auxiliary Live Load, Right, Right, Aisle 3 •AL>(3) Auxiliary.Live Load; Right, Left, Aisle 3. <AL•(3) Auxiliary Live Load, Left, Right, Aisle 3 <!AL(3). Auxiliary Live Load, Left, Left, Aisle 3' ' AL'(3) Aux Live, Right, Aisle 3 *A L(3) Aux Live, Left, Aisle 3 AL•>(4) 'Auxiliary Live Load, Right, Right, Aisle.4 •A1>(4) Auxiliary Live Load, Right, Left, Aisle 4 <""L Auxiliary Live Load; Left; Right, Aisle 4' "- . ' : ' <'AL(4) Auxiliary Live Load; Left Lek 'Aisle 4' . . • AL'(4) Aux Live', Right, Aisle 4 •AL(4) :. Aux Live; Left, Aisle 4 AL•>(5) .' "Auxiliary Live Load; Right, Right;'Aisle 5 "AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL•(5) Auxiliary Live Load, Left Right Aisle 5. <'AL(5) 'Auxiliary Live Load, Left, Left, Aisle 5 AL'(5) " . Aux Live, Right, Aisle 5 AL(5). Aux Live, Left Aisle 5 ALB Aux Live Bracing Reaction. AL B> Aux Live Bracing Reaction, Right Aux Live,Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(L) Aux Live Bracing Reaction, Right; Aisle <ALB(1) Aux Live Bracing Reaction, Left; Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Leff, Aisle U ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) . Aux Live Bracing Reaction, Left, Aisle'2 . WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 j •<WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) 'Aux Live Bracing Reaction, Right; Aisle ' <ALB(3) Aux Live Bracing Reaction Left, Aisle.3 WALB>(3) Wind, Aux Live Bracing Reaction, Right,. Aisle 3 <WALB(3) 'Wind, Aux Live Bracing Reaction, Left, Aisle 3; ALB>(4) Aux Live Bracing Reaction, Right, Aisle'4 <ALB(4). Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) .. Wind, Aux Live Bracing Reaction, Left, Aisle'4 ALB>(5) Aux Live Bracing Reaction,.Right, Aisle 5 . <ALB(5) Aux Live Bracing'Reaction Left Aisle 5' . ' ' ' WALB>(5) `Wind, Aux live Bracing Reaction, Right , Aisle 5 <WALB(5) Wind, Aux Live Bracing. Reaction, Left, Aisle 5: WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load - 1 . U2 User Defined Load '= 2 U3 User Defined Load - 3 U4., User Defined Load -'4 U5. 'User Defined Load --5 U6: User Defined Load -'6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction. UB 1 User Brace Reaction - l UB2 ' User Brace Reaction - 2 UB3 : User Brace Reaction -3 ,' UB4 User Brace Reaction - UB5 . User. Brace Reaction - 5 . .. " UW .4 User Brace Reaction -.6. UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R ` Rain Load T .. Temperature' Load V .. Shear Vile': 16-026816-01 Version: '2016.2a ButlerManufacturing, a division of BlueScope Buildings North America, Inc: aunER Date: 12/5/2016 . 16-02681.6-01 Calculations Packake Time: 11:04 AM a��. n.,� .. .. ...�..,...-........_. r ' ' ', Page:. 9 of 61 Bracing =Summa rv_Report Shape: Ag Storage Loads and Codes - Shape: Ag Storage City: ' ChicoCounty:, Butte State: California* ' Country: United States Building Code: Califomia Building Standards Code -2013 Edition Structural: l 0AISC - ASD Rainfall: 1: 3.30 inches per. hour . Based on Building Code: 2012 International Building Code Cold Form: I2AISI.- ASD 4c: 3000.00 psi Concrete Building Risk/Occupancy Category: Il (Standard Occupancy. Structure) Dead and Collateral. Loads Roof Live Load Collateral Gravity:3, 00 psf Roof Covering+ Second: Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismi6):2.50 psf , Wind Load• Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent %Force Procere du The'Envelope. Procedure'. is Used • Flat Roof Snow. pf: 0.00 psf Mapped MCE Acceleration: Ss: 62:00 %g , Wind Exposure, C - Kz: 0.849 Design Snow (Sloped):'ps: 0.00 psf . • Mapped MCE Acceleration: S1: 27.00 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 • Site Class: Stiff soil (D) Wind Enclosure: Partially Enclosed, .' Exposure Factor 2 PartiallyExposed - Ce: 1.06 Seismic Importance: Ie: 1.000 Topographic Factor: Kit: 1'.0000 Snow Importance: is: 1.000 Design Acceleration Parameter: Sds:0.5390 . Thermal Factor:- Unheated - Ct: L20 Design Acceleration Parameter: Shc : 0.3348. NOT Windbome Debris Region Ground / RoofConversion: 0.70 .. Seismic Design Category: D Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 8/8/0 0% Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: N/A Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 11/5/0 - 1/5/0Transverse Transverse Direction Parameters OrdinarySteel Moment Frames ; Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1964 . RF . actor: 3.50 ." '• Overstrength Factor: Omega: 2.50. "., .. Deflection Factor Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters. , Ordinary Steel Concentric Braced Frames ' , Redundancy factor: Rho: 1.30 , Fundamental Period: Ta: 0.1242 ..- RFactor: 3.25 Overstrength Factor: Omega:,2.50 DefleciionAmplification Factor: Cd: 3.25 . • : Base Shear: V: 0.1658 x.W, Deflection Conditions Frames are Vertically supporting:Metal Roof Purlins and Panels' Frames are laterally supporting:Metal Wall Girls and Panels Purlins are supporting: Metal Roof Panels ;. Girls are supporting: Metal Wall Panels File: 16-026816-01 Version: 2016:2a Butler Manufacturing, 'a division of BlueScope Buildings North. America, Inc: ' 1 System 1.000 BUTLERDate: Butler Minufactdring + W I >' 16-02681.6-01 Calculations Package 12/5/2016 Time: 11:04 AM - 1.0 D + 0.6 <W l + <W 1 Page:. 10 of 61. Design Load Combinations - Bracing 1.000 1:0 D + 0.6 W2> D+W2> • No: Origin 1.000 Factor ' . • Application " 5 Description 1.000 1.0 D + 0.6 W3> D+W3> 6 System, 1.000 1.0D+0.6<W3D +<W3 7 System ' 1 System 1.000 l .O D + 0.6 W 1 > + W I >' 2 System 1.000 1.0 D + 0.6 <W l + <W 1 3 System 1.000 1:0 D + 0.6 W2> D+W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <M 5 System 1.000 1.0 D + 0.6 W3> D+W3> 6 System, 1.000 1.0D+0.6<W3D +<W3 7 System 1.000 1.0 D + 0.6 W4> D+W4> 8 System 1.000 1.0 D + 0.6 <W4 +,<W4 ` 9 System 1.000 .6 MW -Wall: 1 .. 10 System 1.000 .6 MW > Wall: 2 . . I I System 1.000 .6 MW MW - Wall: 3 12 System 1.000 .6 MW Wall: 4 13 System 1.000 1.0 D + 0.7 E>. D+F> ." 14 System 1.000 1.0 D + 0.7 <E D+<E 15 System Derived • 1.000 1.0 D + 1.0 CG + 0.6 W1 > + CG + W1 > 16 System Derived 1.000 1.0 D'+ 1.0 CG + 0.6 <W 1 '. + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> • D + CG + W2> . .. 18 System Derived 1.000 ' 1.0 D + 1.0 CG + 0:6 ZW2 +CG+<WT .19 : System Derived 1.000 1.0 D + 1.O.CG +0.6 W3> + CG + W3> 20 -System DerMD,d 1'.000 1.0 D'+ 1.0. CG + 0.6 <W3 D + CG + <W3 21 • , ' System Derived 1.000 1.0 D + 1.0•CG + 0.6 W4> +' CG + W4> 22 System Derived 1.000, 1.0 D +.1.0 CG.+ 0.6 <W4 'D + C(,'+ <W4 23 System Derived 1.600 :6 D + 0:6 CU + 0.6 W 1 > D + CU + W 1 > .24 System Derived 1.000 .6 D + 0.6, CU + 0.6 <W l ; '+ CU + <W 1, 25 System Derived 1.000 .6 D + 0.6 CU + 0.6 W2> + CU + W2> 26 System Derived 1.000 .6 D + 0.6 CU +,0.6 `<W2 + CU + <W2 27 System Derived 1.000 .6 D + 0.6 CU + 0.6 W35 + CU + W3> 28 System Derived • " 1.000 .6 D + 0.6 CU + 0.6 <W3 + CU + <W3, 29 System Derived • 1.000 .6 D + 0.6 CU + 0.6 W4> + CU + W4> 30 System Derived . 1.000. .6 D + 6.6 CU•+0.6 <W4 w D+CU+<W4, 31' System Derived " 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived - 1.000 1.O D + l .0 CG + 0.7 <E +'0.7 EG+" + CG + <E +. EG+' " 33 '.System Derived • 1.000 .6 D + 0:6 CG ;+• 0.7 E>. + 0:7 EG- + CG + E> + EG-' '34 System Derived 1.006 .6 D +0.6 CG + 0.7 <E + 0.7 EG- . D.+ CG + <E + EG- Mem: 'Bracing Length, Angle Design I Seismic Stress Stress Governing Design Comment' No. Shape (ft). eli flan a weld OK web direct shear OK; web punching shear OK tensile fracture of web OK —PASSED.'_' Axial(k)j.Factor• Left ' Factor .Ratio- Load Case Status. 1 R 0:375 27:29 46.4. -0.83 1.0000. 1.0000 0324 hOD+I.00G+0.7E?+0.7EG+' passed 2 R 0375 27:29 46.4 . -0.83 1.0000 1.0000 . 0.324' I.OD+l.00G+0.7<E+0:7EG+ nasled. Mem.: End Dia onal Connection Design Information .' 1 Left Slot:' Web Thk =9:134, Load Case, l .OD+I.00G+0.7E>+0.7EG+, Factored F=0.83, E factor = 1.000, s tress increase =1.000; slot offset;'= 3.000, eb-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Right Slot: Web Thk = 0:134; Load Case LOD+I ACG+03EN OJEG+, Factored F =0 83, E factor = 1.000, st ress increase =1:000, slot offset, = 3:000, eli flan a weld OK web direct shear OK; web punching shear OK tensile fracture of web OK —PASSED.'_' 2 Left ' Slot' Web Thk = 0:1.34, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F=0.83, E factor = 1.000; stre ss.increase =1.000; slot offset; =3.000; Web-flange.weld OK; web direct shear OK, web punching shear OK, tensile fracture of web OK, —PASSED. Right• Slot: Web Thk = 0.134; Load Case l .OD+I.00G+0.7<E+O.7EG+, Factored F = 0;83, E factoi = 1.000, stres s increase =1,000, slot offset, = 3:000, '.web .web -flan a weld OK web direct.shear OK, punching shear OK, tensile fracture of web OK .» PASSED. .. Mem. Bracing Length Angle Design Seismic Stress Stress Governing, Design Comment ' No. • Sha ft web-flang6 weld OK web direct shear 0 web punchini shear OK tensile fracture of web OK »;PASSED. Axial k Factor . Factor Ratio Load Case Status I . R 0375 23.05 30:6-1'.57 eb=flan a weld OK web direct shear O web punching shear OY, tensile fraciure of web OK » PASSED. L3000 1.0000 0.7.98 l .OD+I.00G+0:7<E+0.7EG+ ' passed . 2. R 0.375 23.05 30.6 -1.58 1:3000. 1.0000 0.801 1..OD+I.00G+0.7E>+0.7EG+ ssed Mem.. End'. :Diagonal Connection Design Information I. 'Left Slot: Web Thk = 0.134, Load Case I.OD+I.0CG+0.7<E+0.7EG+, Factored F = 3:14, E factor = 2.000, stress increase = 1.000, slot ' offset; = 3.000, eb-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right- Slot: Web Thk = 0.134, Load Case. l .OD+I.00G+0.7<E+0.7EG+; Factored F = 3.14, E factor .= 2.000, stress increase =1.000, slot offset, ='3.000; web-flang6 weld OK web direct shear 0 web punchini shear OK tensile fracture of web OK »;PASSED. 2 Left Slot: Web Thk =O. 134, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 3.16; E factor = 2.000, stress increase =1.000, slot ' offset; = 3.000, web -flange weld OK, web direct shear. OK, web punching shear OK, tensile fracture of web OK, » PASSED. Right Slot: Web'Thk'= OA 34; Load Case I.OD+LOC.G+0.7E>+0.7EG+, Factored F —4. 16, E factor ,= 2.000, stress increase = 1.000, slot offset, =3.000; eb=flan a weld OK web direct shear O web punching shear OY, tensile fraciure of web OK » PASSED. Knee Brace Connection Design Left KBD ' Knee/Column: Factored F = 1.0k, E factor = 2,500, stress increase = 1.000, 0.375 x 4.000 S2 stiffener orie side, S2 bending OK, 0.,125 S2 to flange Weld both sides, 3/16 KC gusset weld => passed 3P6xl/4xO.1345x8 ' • 6e/Beam: KBC standard connection 2 3/4 in: A325SC• Bolt shear OK => passed Right KBD 6&C6lbmn: Factored F =1.0, E factor = 2.500; stress increase =.1.000, 0.375 z 4.000'S2 stiffener one side, S2 bending OK: 0.125 S2 ,to flange " Axial Force- - weld both sides, 3/16 KC gusset weld => passed: Lx=20.00(ft) Knee/Beam: KBC standard connection 2 3/4 in. A325SC, Bolt shear OK =>passed . ... . Portal Brace Beam Design Design Sits. 3P6xl/4xO.1345x8 ' • Kx'_.LO Combined Ratio 0.049 < 1,03 Design passed ..' _ Ky = 1.0 Axial Force- - 0.22(k) Lx=20.00(ft) Seismic Amplified, Force,0.56 Ly = 14.00(ft)' Compressive Stress Ratio , .. 0:0118 Lb =14.00(ft) . Moment 5.75(in7k) : CMx =1.0 Seismic Amplified Moment 14.38 CMy= 1.0.. Bending Stress'Ratio 0.0375 Bending coefficient (Cb) = 2.30 " Shear' 0.16 Column Connection: Flange Special Seismic Amplified Shear : . .. 0.40: . . Shear.Stress Ratio '' .. 0.0196 Govemifi Drift Case: 1'.OE>+l:OEG- g Stress Increase Used 1.0000. Horizontal'Deflection =.0.44. • ' Seismic Amplification Factor . 2'.5000 H/0.44= 303 >'10 passed Load Case 1.OD+0.7F> Left Connection Design: FS (4) 3/4 A325T, F =.0.6 V = 0.4, E factor =..2.500 stress factor = 1.000, bolt shear & tension OK, local FS bending OK, haunch web yielding OK, haunch,web,crippling OK => passed Right Connection Design: ' FS (4) 3/4 A325T, Factored F.= 0.5Factored.V = 0.4,,E factor = 2.500 stress factor = 1.000, bolt shear & tension OK, local FS. bending OK, haunch web yielding OK, haunch web crippling Or, => passed' - File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North, America, Inc: sur�Eiz Date: 12/5/2016 16=026816-01 Calculations Package T;me:11:04 AM 13.0�;,a�,�ct�&M " . Page: 14 of 61 Secondary=SummaryAeport_ _ Loads and Codes - Shape: Ag Storage City: Chive County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: 16AISC - ASD Rainfall: l: 3.30 inches per hour Based on Building Code; 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads - Roof Live Load Collateral Gravity:3.00 psf Roof Covering+ Second. Dead Load:, 2.08 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift:. 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Lova Wind Speed: Vult: 1 10 .00 (Vasd: 85.21) mph, Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure Procedure, The'Envelope Procedure' is Used Flat Roof Snow. pf. 0.00 psf Mapped Acceleration: Ss: 62.00 %g Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf :• Mapped MCE Acceleration: Sl: 27.00 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Partially Enclosed : Exposure Factor: 2 Partially Exposed - Ce' 1.00.. Seismic Importance: le: 1.000 Topographic Factor:. Kzt: 1.0000 :. Snow Importance: 1§: 1.000 , Design Acceleration Parameter: Sds: 0.5390 . . Thermal Factor: Unheated - Ct: 1'.20 ' ' .,Design Acceleration Parameter: Shc' 0.3348 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 • - ' , ' .. Seismic Design Category: D Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Primary Zone Strip.Width: 2a: 8/8/.0. % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: N/A Diaphragm Condition: -Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 11/5/0 Transverse Direction- Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental. Period: Ta: 0.1964 R -Factor: 3.50 . Oyerstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0:1540 z W • Longitudinal Direction Parameters - -. Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 • - Fundamental Period:'Ta: 0.1242; - - 'R Factor: 3.25 ... - _ Overstrength Factor: Omega: 2.50 ' Deflection Amplification Factor: Cd: 3.25 Base Shear:, V: 0.1658 x W File: 16-026816-01 Version: 2016.2a'' Butler Manufacturing,a- division of BlueScope Building§ North America, Inc: Bf./TLER Date: 1.2/5/2016 Bullar Ma�,f��l,� 16-026816-01 Calculations Package Time; r l :oa AM .. Page: 15 of 61 Design Load Combinations - Purlin No. - Origin. .Factor •' ' . 'Application " Description Desi n Load Combinations - Girt.. • : Origin .' • Factor : : • • ' •• - � � Application .' • • • • ' 1 System • 1.000 1.0 D +'1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 1.0D+I.0CG+0.6WI>+0.6WBI> D +CG+WI>+WBl> 3. System Derived 1.000 1.0D+I.0CG+0.6<W2+0..6WBI>. +.CG+<W2+WB]> ' 4 System Derived 1.000 .6 D'+0.6CU+0.6WI>+0.6WBI> D +CU+WI>+WBI> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D +CU+<W2+.WBI> 6 SystemDerived 1.000 I.0D+1.0CG'+0.75L+0.45W1>+0.45WBI> '•D +CG+L+WI>+WB1> 7. SystemDerived 1.000 1.0D+.I.00G+0.75L+0.45<W2+.0.45MMI >D +CG+L+<W2+WBl> 8 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WBi +CG+WI>+<WBl- 9 System Derived 1.000 1.0 D + 1.0 CG + 6.6 <W2 +.0.6 <WB 1 . + CG + <W2 + <WB I 10' '' System Derived 1".000 .6D+0.6CU+0.6W1>+0.6<WBl D +CU+WI>+<WBI 11 System Derived 1.060 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 + CU + <W2 + <WB] 12 System Derived 1.000. 1.0 D + I.O CG + 0.75 L + 0.45 W ] > +.0.45 <WB 1 + CG + L + W l > +. <WB 1. . 13 System Derived 1.000 1.0 D + 1-.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB I D + CG + L + <W2 + <WB I 14 System Derived ' " . 1'.000 1.0 D + 1.0 CG + 0.6 W I> +A.6 WB2> + CG + W ] > + WB2> 15 System Derived" 1.000 L.O D + 1.6 CG.+ 0.6 <W2 + 0.6 WB2> D + CG + <W2'+ WB2> 16 System Derived 1.000 .6 D + 0.6 CU + 0.6 W 1 > + 0.6 WB2> . ' + CU + W l > + WB2> " 17 System Derived ' 1.000 0.6 D +0.6 CU.+ 0.6 <W2 + 0.6 W2> + CU + <W2 + WB2>" . 18 System Derived 1.006 I.Q. D +'1.0' CG + 0.75 L + 0.45 WI . > + 0:45 WB2> . + CG + L"+ W l > + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L.+ 0.45 <W2 +.0.45 WB2> + CG +L + <Vy2 +. WB2> 20 System Derived' 1.000 I.O D + I.O CG + "0.6 W 1 > + 0.6 <WB2 + CG + W l > + <Wg2 21 System Derived 1.000' 1.0 D+ 1.0 CG.+ 0.6 <W2 "+ 6.6 <WB2 + CG + <W2'+ <WB2' 22 System Derived 1.006 0.6 D + 0.6 CU + 0.6 W 1 ? + 0.6 <WB2 ' +' CU + W I > + <WB2 -23 System Derived 1.000 0.6 D +0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2+ <WB2 24 System Derived. 1.000 1.0 D + 1.0 •CG.t 0.75 L + 0.45. WI > t.0.45 <WB2 D7FCG + L + W l >.+ <WB2 25 " System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG "+ L + <W2 + <WB2 26' System, Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB3>. D+CG'+WI>+WB3> 27 System Derived 1.000 1.0 D.+ 1.0 CG+ 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> .28 System Derived 1.000 0.6 D+ 0.6 CU + 0.6 W 1 > + 0;6 WB3>. + CU + WI > + WB3> 29 System Derived 1.000 0.6 D+ 0.6 CU + 0.6 <W2 +, 0.6 WB3> + CU + <W2 + WB3> 30 • System Derived 1.000 1.0 D + 1..0 CG'+ 0.75 L + 0.45 WI > + 0:45 WB3> " " ' D +' CG + L + .W 1 > + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG:+ 0.75 L + 0.45 <W2 + 0:45 WB3> D + CG +. L + <W2 +, WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1 > + 0.6 <WB3 D + C6.+ WI > + <WB3 33 System Derived 1.000, 1.0 D+ 1.0 CG.+ 0:6 <W2 +, 0.6 <WB3 D + CG .+ <W2 + <WB3 34 System Derived 1.000 0.6D+0.6CU+0.6W1>+6.6<WB3+'CU+W1>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6'<W2 + 0.6 <WB3+ CU + <W2 + <WB3 36 System Derived 1.000 1.0 D + 1.6 CG + 0.75 L + 0.45. W 1 > +'0.45 <WB3D + CG + L + W.l >.+ <W133 37 System Derived A.600. 1.0 D .+ 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + I .Q CG + 0.6 WI > + 0.6 WB4> : D + CG + WI > + WB4> '39 System Derived 1.000 1.0 D:+• 1.0 CG + 0.6 <W2 + 0.6 WB4> " + CG +. <W2 + WB4> 40 System Derived'. I.000 0.6 D + 0.6 CU + 0.6 W 1 > + 0:6 WB4> D +CU + W I > + WB4> , 41 System Derived L000, 0.6 D + 0.6 CU + 0.6:<W2 + 0.6 WB4> + CU + <W2 + WB4> " 42 System Derived 1.000 1.0 D + 1.0 CG'+ 0.75 L + 0.45 WI > + 0.45 WB4> + CG + L"+ W I> + WB4> .43 System Derived' 1.000. 1.0 D'+ 1.0 CGS+ 0:75 L'+' 0'.45 <W2 + 0:45.WB4> + CG + L } <W2 +. WB4> 44 System Derived 1.000 1,0. D +' l .O CG + 0.6 WI > + 0:6 <WB4 + CG + W 1 > + <WB4 45 System Derived. ' 1.000 1.0 D + 1.0 CG .+ 0.6 <W2 + 0.6 <WB4 ? + CG + <W2 + <WB4 46 System Derived 1.000 .6 D + 0.6. CU'+ 0.6 W l> + 0.6 <WB4 D + CU + W I> + <WB4 .' • ' . . :.47 System Derived' 1.000. , .6 D + 0.6 CU + 0.6 <W2+ 0:6 <WB4 + CU + <W2 + <WB4 48 System Derived -1.000 1.0 D + 1.0 CG + 0.75 L + 0.46 WI >4 0:45 <WB4" + CG + L + WI > + <WB4 49 ' System Derived ' " 1.000 . 1.0 D + I'.0. CG + 0.75 L +.0.45 "<W2 + 0:45. <WB4 + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0. CG_+ 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51' System Derived 1.000 0 6 D.+ 0.6 CU'+ 0.7 EB> + 0:7 EG- " .. + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ + CG + <EB + EG+ 53J System Derived 1 1.000 . .6 D +.0.6 CU + 0.7 <EB + 0.7 EG- + CU + <EB + EG-_ Desi n Load Combinations - Girt.. • : Origin .' • Factor : : • • ' •• - � � Application .' • • • • Description • ' •1.. . • ' 2. 'System. System....1.000. 1.000 .6W1>. :' . .. ' . • ' .. . . - ." . .. .6<W2 "• . ,, . , .. 1>.. � �. .. W2 . 2: System 1.000 180' 0.42W]>'. 3' System . 1.000 180 0.42 <W2 W2 Deflection Load Combinations.- Purlin No: • : Origin .' • Factor : : • • ' •• - � � Application .' • • • • Description • ' •1.. . • ' 2. 'System. System....1.000. 1.000 .6W1>. :' . .. ' . • ' .. . . - ." . .. .6<W2 "• . ,, . , .. 1>.. � �. .. W2 . No.: Origin Factor. Deflection: A lication Descri tion ' I. ;.System. 1.000' .. 150 ;. 1.0 L . 2: System 1.000 180' 0.42W]>'. 3' System . 1.000 180 0.42 <W2 W2 ,. rte. BUTLER ButM;,anWa�� ;-4 1 2 16-026816=01 Calculations Package 1.000 1.000 Date: 12/5/2016 Time:11:04 AM. 0.42 Wl> 0.42 <W7 1> 1 W2' -Page:, 16 of 61 Deflection Load Combinations - Girt No. 'Ori in •Factor 'Deflection' Application, ' • Description ,. ' 1 2 System Sstem 1.000 1.000 90 90 0.42 Wl> 0.42 <W7 1> 1 W2' Date: 12/5/2016 16-026816-01 Calculations Package'- Time:11:04 AM Page:. 17 of 61 . . Wall: 1 ` Open File: 16-026816-01 Version. 2016.2a Butler Manufacturing, 'a division, of BlueScope Buildings North America, Inc: - Op n -OP Maximum Seconds Deflections for Sha A Storage on Side A.. Detail Exterior. Interior. Exterior Des Len Description - Fy(ksi) Design Lap %% % % Ld Lap • % % %`. % • Ld % % • % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. .Bnd Shr- Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.00. 8.50x0.060 Z Con -60:0 Yes 16:5 0.00 0.03 0.66 0.99 '7 0.57 0.33 0.86 0.95 7 16.5 1,2 20.00 8.50x0;060 Z Con -00.0 Yes' 16.5 0.57 0.29 0.86 0.95 7 16.5 0.98 0.51 0.94 0.00 7 0.38 0.25 0.65 0.77 7 16.5 • 1;3 20.00 .8.5020.060 Z Con -60.0 Yes 16.5. 038,'0.25 0:65 0.77 7 16.5 0.98 0.51., 0.94, 0:00 7 0.57 0.29 0.86 0.95' 7 16.5 1,4 20.00 8:50x0.060 Z Con -60:0 ' Yes .16.5 0.57 0.33 0.86 0.95 "7 16.5 0.00 '0.41' 0:66 0.99 7 - 211 20.00 8.50x0:060 EZ Sim -00.0 "Yes . '0.0 0.53 0.00 "0.60 0.00 16 2,2 20.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.55 0.00 0.62 '0.00 16 2;3 20.00 .8.50x0.060 EZ Sim -00.0 Yes 0.0 0.55 0.06 0.68 0.00 22 2,4 20.00 ' 8.5Ox0:060 EZ Sim -60.0 Yes 0.0 0.53 0.00 0.60 0.00 22 3;1' . 20.00 8.50x0:060 EZ Sim -00.0 Yes 0.0 0.60 0.00 0.68 0.00 16 3;2' . 20.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.63 0.00 0'.72 0.00 '16 3,3 . 2000. 8.50x0.060 EZ Sim -60.0 Yes 0.0 • 0:63 0.00. 0.00 0:00 .4 3 4 ' 20.00 ' 8.50A'.060 EZ Desi Id • -Segment. Deflection in.. Ratio "Location ft : 'Load Case Description, L 1 -0.53 (L/445) 9.00 1 I.OL 1 : ... .2 -0.15 .(L/1633) 30188 1 LOL 1 3 -0.14 ( L/1669 ), 48 :88 1 LOL 1 4 . -0.53 (L/440) 70.88. 1 LOL 2 1. -0.49 " ( L/478) 10.50 ]l .OL 2 2 -0.54 (L/442) 30.00 1 I.OL 2 3 -0.54 ( L/442) 50.00 ' 1. LOL 2 .. .4 -0.49. . (L/478) . 69.50. 1. ... LOL . 3 1 .. -0.49 ' (' L/476) 10.50' 1 LOL 3 2 -0.54 (L/440) . 30:,0.0' .. ' 1 l :OL 3. 3 -0.54 (L/440) 50.00 1 l :OL 3 4 • .0.49. L/476 69.50 1 LOL . . . Sim -60.0 Yes 0.0.' 0.60 0.00 .0.69 0.00 22.' • ' Maximum Seconds Deflections for Sha A Storage on Side A.. Detail Exterior. Interior. Exterior Des Len Description - Fy(ksi) Design Lap %% % % Ld Lap • % % %`. % • Ld % % • % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. .Bnd Shr- Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.00. 8.50x0.060 Z Con -60:0 Yes 16:5 0.00 0.03 0.66 0.99 '7 0.57 0.33 0.86 0.95 7 16.5 1,2 20.00 8.50x0;060 Z Con -00.0 Yes' 16.5 0.57 0.29 0.86 0.95 7 16.5 0.98 0.51 0.94 0.00 7 0.38 0.25 0.65 0.77 7 16.5 • 1;3 20.00 .8.5020.060 Z Con -60.0 Yes 16.5. 038,'0.25 0:65 0.77 7 16.5 0.98 0.51., 0.94, 0:00 7 0.57 0.29 0.86 0.95' 7 16.5 1,4 20.00 8:50x0.060 Z Con -60:0 ' Yes .16.5 0.57 0.33 0.86 0.95 "7 16.5 0.00 '0.41' 0:66 0.99 7 - 211 20.00 8.50x0:060 EZ Sim -00.0 "Yes . '0.0 0.53 0.00 "0.60 0.00 16 2,2 20.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.55 0.00 0.62 '0.00 16 2;3 20.00 .8.50x0.060 EZ Sim -00.0 Yes 0.0 0.55 0.06 0.68 0.00 22 2,4 20.00 ' 8.5Ox0:060 EZ Sim -60.0 Yes 0.0 0.53 0.00 0.60 0.00 22 3;1' . 20.00 8.50x0:060 EZ Sim -00.0 Yes 0.0 0.60 0.00 0.68 0.00 16 3;2' . 20.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.63 0.00 0'.72 0.00 '16 3,3 . 2000. 8.50x0.060 EZ Sim -60.0 Yes 0.0 • 0:63 0.00. 0.00 0:00 .4 3 4 ' 20.00 ' 8.50A'.060 EZ Desi Id • -Segment. Deflection in.. Ratio "Location ft : 'Load Case Description, L 1 -0.53 (L/445) 9.00 1 I.OL 1 : ... .2 -0.15 .(L/1633) 30188 1 LOL 1 3 -0.14 ( L/1669 ), 48 :88 1 LOL 1 4 . -0.53 (L/440) 70.88. 1 LOL 2 1. -0.49 " ( L/478) 10.50 ]l .OL 2 2 -0.54 (L/442) 30.00 1 I.OL 2 3 -0.54 ( L/442) 50.00 ' 1. LOL 2 .. .4 -0.49. . (L/478) . 69.50. 1. ... LOL . 3 1 .. -0.49 ' (' L/476) 10.50' 1 LOL 3 2 -0.54 (L/440) . 30:,0.0' .. ' 1 l :OL 3. 3 -0.54 (L/440) 50.00 1 l :OL 3 4 • .0.49. L/476 69.50 1 LOL . . . Date: 12/5/2016 BUTLER . 16-026816=0I Calculations Package Time: 11:04 AM Page:. 22 of 61 . Purlin. Anchors a Forces for ShapiAg Storage, Roof A, Panel Type is BRU, Pitch = 0.500:12 AR Clip if re 'd - EPC3 Bay Thickness Load(psf) Ld Case •. .4 Purlins Length Simple?'. Diaphragm' . AllowableDefl Actual Deft Diaphragm . ,Shr Diaphragm Stress Ratio 1(0.00) Frame '0.1 OU • 0.02U (k) 0.11 Width 0,:0 0.487 1• ' 0.060 15.94' 1, 3 • 120.00 N' '20.02 0.667' 0.048 ' 2 . 0.060, .' -15.94 , ..1 3 ' 20.00 N 20.02 0:667 • 0.047 3 0.060 -15.94 1 -3 '. 20.00 N 20.02 '0.667 0.047 4. 0.060 -15.94 .' 1 3 .20.00. N 20.02. 0.667 0.048 Reference .Frm-Line Located @ _ Foi&ce per Anch. Lin k Force'per ...Anchor 'Anch. Allow Req'd AR Anchors • Actual AR, STD. ' Required Stiffness • Available .Stiffness Diaphragm .Allow . Diaphragm . ,Shr Diaphragm Stress Ratio 1(0.00) Frame '0.1 OU • 0.02U (k) 0.11 0 . " 0,:0 0.487 0.804' 0.086 0.004. 0.043 2(20.00) Frame 0.17U , ' 0.04U (k)' ',0.22 " 0 . :0,0' 0.796 2.242' 0.086' 0.003 0.034 ' 3(40.00) Frame ' 0.16U 0.04U" (k) 0.22 0 0,0- 0.758 2.242 . .086 0.003 0.030 4(60.00) 'Frame' .0.17U �. 0.04U (k) 0.22 0 • 0,0 . • 0.796 2.242 .0 0.086 0.003 0.034 ' 5 80.00 Frame O.l OU 0.02U k • 0.11. 0 1. -01-0 0.487 .0.804' 0.086 ` 0:004 0.043 Date: 12/5/2016 t a��.�e��.,� 16-026816-01 Calculations Package Time: 11:04,AM .. Paget 23 of 61 Framing=Summary Report Loads and Codes - Shape: Ag Storage City: Chico County:;, Butte State: California Country: United States . Building Code: California Building Standards Code' 2013 Edition Structural: 10AISC = ASD • Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code . Cold Form: • ,12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) . Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf Roof Live Load: 20 ;00.psf Reducible ' Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf , Wind Load Snow Load Seismic Load Wind Speed: Vult:• 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent ' i. .. Force Procedure " ° .The'Envelope Procedure is Used Flat Roof Snow'. pf. 0.00,psf Mapped MCE Acceleration: Ss: 62.00 %g Wind Exposure: C„- Kz: 0,849 ' Design Snow (Sloped): ps: 0.00 psf ' Mapped MCE Acceleration: S 1: 27.00 %g Parts. Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stif£soil (D) , Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00. .' Seismic Importance: le: 1.000 Topographic Factor: Kzt: 1.0000 • Snow ImportanceAs: 1.000.' Design Acceleration Parameter': Sds: 0.5390 ;. ..' Thermal Factor: Unheated = Ct: 1.20 • Design Acceleration Parameter: Shc : 0.3348 ' NOT Windbome Debris Region Ground/ Roof Conversion; 0:70 Seismic Design Category: D Base Elevation: 01016, Seismic Snow Load: 0.00 psf Primary Zone'Strip Width: 2a: 8/8/0' ' % Snow Used, in Seismic: 0:00. Parts / Portions'Zone Strip Width: a: N/A'. Diaphragm Condition: Flexible ; ' Basic Wind Pressure: q: 22,35 psf Fundamental Period Height Used: 11/5/0 Transverse Direction Parameters ” Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 " Fundamental Period: Ta: 0.1964 R -Fa * r: 350 % Overstrength Factor: Omega: 2.56' . ` l Deflection Amplification Factor. Cd: 3:00 Base Shear: V: 0.1540 x W' ' .... ~ Longitudinal Direction Parameters . Ordinary Steel Concentric Braced Frames' Redundancy. Factor: Rho: 1.30 ; _ Fundamental Period: Ta: 0.1242 ;. ..• R.Factor. 3.25. .. , Overstrength Factor: Omega: 2.50 , Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x,W .. . Deflection Conditions j a Frames are"vertically suppoiting:Metal RoofPurlins.and Panels' ' Frames are laterallysupporting:Metal Wall Girts and Panels '.. "- • . . . % Purlins are supporting:Metal Roof Panels` - Girts are supporting:Metal Wall Panels • , a 11 , . • • ' 4. ' • . . • • .. File: 16-026816-01 Version: 2016.2a Butler Manufacturing, 'a division ofBlueScope.Buildings North America, Inc: Bf./TLER Date: 1,2/5/2016 Butler "nirtaeturind 16-026816-01.Calculations Package' Time: 11:04 AM r Page:. 25 of 61 Frame Location Design Parameters: Location ' Av . Bay Spice I Description " Angle " .. Group Trib. Override Design Status' . 0/6/0. 10/3/0 Sfora a Rigid Endwall #I EW 1 1 90.0000 Stress Check Desi n Load Combinations'- Framing No.: Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG +10 L> + CG + L> 2 System 1'.000 1:0 D + 1.0 CG + 1.0 <L + CG +.<L 3. System. 1.000'1.0D+I.0CG+0.6W1> in. +CG+WI>.. • 4 Systema 1.000 1.O D + 1.0 CG + 0.6 <W l D + CG + <Wl: 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6: System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 . System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL : 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 16 MW MW -Wall: 1 10 System 1,000 16 MWMW Wall` 2 H System 1:000' .6 MW Wall: 3 12 System: 1'.000 .6 MW Wall: 4 13• .. '. System ' • 1.000 .6D+0.6CU.+0.6W1>. +CU.+W1> 14 System L000 16 D +'0.6 CU + 0.6 <W l D +'CU + <W 1 15 System.. 1.000 .6 D + 0.6 CU + 0.6 W2>; _D +CU+W2>.. 16 System: 1'.000 .6 D +.Q.6 CU + 0.6 <W2D + CU'+ <W2, 17 System 1.000 .6 D + 0.6. CU + 0.6 WPL + CU + WPL 18 • System 1.000 :6 D +0.6 CU + 0.6 WPR + CU + WPR 19 System . 1.000. 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1 > + CG + L + W.1 > 20 System 1'.000 1.O D + 1.0 CG +'0.75 L + 0.45 <W 1 + CG + L + <W l 21 System 1.000 1.0 D + 1.0 CG + 0.75 L +.0.45 W2> D + CG + L +W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 +;CG + L + <W2 23 System . 1.000 1.0 D + 1.0 CG + 0.75 L'+ 0.45 WPL D + CG + L + WPL 24 'System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR +'CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91<E + 0.7 EG+ D + CG + <E + EG+ 27 System 1:000 16 1) + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + F,>,+ EG - 28 System' 1.000 ' .6 D + 0.6 CU.+ 0.91'<E + 0.7 EG- D +'CU'+ <E + EG- 29 Special 1.000 1:0 D + 1,O CG + 1.75 E>:+ 0.7 EG+ - + CG +.E> + EG+ :. . 30 Special. 1..000 1.0 D + l .O CG + 1.75 <E + 0,7 EG+ D +,CG + <E + EG+ 31 Special • .1:000 .6 D + 0.6 CU + 1..75 E---� +. 0.7 EG-.. + CU +' E>,+ EG-' 32 Special 1.000. .6 D + 0.6 CU.+ 1.75 <E + 0.7. EG- , D + CU + <E + EG, 33 ONE. Connection 1.000 1:0 D + 1.0 CG + 2.45 E>'+ 0.7 EG+ D + CG + F> + EG+ ' 34 • OMF Connection 1.000 l .O D +'1.O CG + 2.45 <E + 0.7 EG+. " + CG + <E +. EG+ 35 OMF Connection 1.000 0.6 D + 0.6• CU'+ 2.45 E> + 0.7 EG- D + CU + E?.+ EG- - . 36 . OMF Connection " .1.000: .6 D +.0.6'CU + 2:45 <E'+ 0.7. EG-' . ' .: ' .. +:CU +'<E + EG Frame 'Mem: '' Fig Width .'Fig Thk. Web Thk' Depthl• ' . Depth2 'Length Weight ' Fig Fy Web Fy '. Splice Codes . Shape No.: • in. - in: .' . in. - (in.).. in. ft) (p) (ksi). - (ksi . 'Jt.l• R.2 .' 1' 5.00' 0.1345 0.1345.. 9.00' -9.00+ 10.32 104.5. ' 55'.00 55.00. Y. KN' 3P' ' 2• S.00 •. ' 0,1345:• 0.1345 9.00. 9,00 8,90 76.3 ;55'.00. • 55.00. KN SS 3P 3 5.00 ` 0.1345•, 0:1345 9.00 9,00 9.66 82.3. 55.00 55.00 - SS KN 3P 4 5.06 0.1345. 0.1345 • '9.00 9.00 11.09- 111.0 55.00 . 55.00 BP KN 3P Total Frame W6ight-374:1" BoundaryCondition Summary- (P) (Includes all plates) ' Member. X -Loc .'Y -Loc.. . - Su ..X I Su Y. Moment Displacement Xin. Dis lacement•Y in. Displacement ZZrad. 1 . • .0/0/0 0/0/0 . Yes . • Yes.. No 0/0/0' .. 0/0/0 • 0.0000.. . . 4 20/0/0 • • 0/0/0 Yes • Yes' No 0/0/0 ` . 0/6/0 • 0.0000 File: 16-0268,16-01 Version:. 2016.2a" Butler Manufacturing, a division of BlueScope Buildings North America, Inc: Date: 12/5/2016 Butler Manufnetuanp- 16-026816-.01 Calculations Package - Time:11:04 Al l " Page: 26 of 61 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete RPnetinnc - I Infnrtnrrd I And T- of 1W-- V- R- inn•. 1 Type X -Loc Grid -Grid2 Base Plate W x L (in.)' Base Plate Thickness (in:)'. Anchor Rod Qty/Diam. (in.) Column Base Eley. Exterior Column Exterior Column 0/0/0 20/0/0 I -B 1-A 8 X I0 8 X 10 0.375 0.375. ' 4-0.750 4-0.750 100'-0" . 100'-0" Vertical Load _ Reaction k k D 'Load T Desc. Hx V Hx Vy. CG 0.0' D Frm 0.05. 0.38. '-0.05 0.39 .0.0 0.0 CG Frm 0.06 0.31. -0.06' 0.31 0.0 4.1 L> Frm 0.37 2.05 -0.37 2.05 6.9 6.9 ' <L Frm 0.37 2.05 -0.37 2.05 - W2>. Wl> Frm -0.47. •-3.25 0.76 -3.62 <W2' 0.0 <W l Frm -0.32 -2.23 0.52 -2.48 0.2 0.2 W2> Frm -0.12 -0.86 0.20 -0.96 0.3' 6.9 <W2 Frm 0.02 0.15 -0.04 0.17 0.0 '. 0.0 WPL Frm -0.32. -2.23 _ 0.52 -2.48 0.0 MW .. WPR Frm -0.47' ' -3:25 0.76. • -3.62 - MW F� 0.0 ' _ 0.0 0.0 MW Fn -n, 0.60' 0.64 1.34 ;-0.64 '0.0 4.1 - MW. Frm .. .. 0.2 _ 0.0 MW Frrn -1.31, -0.56 -0.49 0.56 0.2. <E CU Frm 0.0 . .. 0.0 EG-. .• 0.0. L Frin 0.37 2.05 -0.37 '2.05 E> . Frm -0:13 -0:14. -0.11 0.13 - - EG+ Frm 0.02 0.08 -0.02 0.08 <E Frm 0.13 0.14 0.11 -0.13 • EG- Frm . -0.02 -0.08 0.02 -0.08 Load Type 'Horizontal . Load Reaction k k Vertical Load _ Reaction k k D 0.0 0.0 „ 0.8 0.8 . CG 0.0' Sum of Forces with Reactions Check-.FramiB 0.6 0.6 L>.. Load Type 'Horizontal . Load Reaction k k Vertical Load _ Reaction k k D 0.0 0.0 „ 0.8 0.8 . CG 0.0' 0.0 0.6 0.6 L>.. .0.0 0.0 4.1 4.1 <L. 0.0 0.0 4.1 4.1 Wl > 0.3 0.3 6.9 6.9 ' <W1 0:2 0.2 4.7. 4.7 W2>. . 0.1 .0.1' , 1.8 . . 1.8. <W2' 0.0 0.0 0.3 0.3 WPL 0.2 0.2 4.7 4.7. WPR 0.3 0.3' 6.9 6.9 MW 0.0 0.0' . . 0.0 '. 0.0 MW' .- ' 1.9 1.9 0.0 0.0 MW .. 0.0 '. 0.0 0.0 0.0 MW 1.8 1.8 0.0 0.0 ' CU 0.0 0.0 0.0 0.0 L• 0.0 '0.0 4.1 4.1 F> 0.2 0.2 0.0 0.0 EG+ 0.0 0.0 0.2 0.2. <E 0.2 0.2 0.0 . .. 0.0 EG-. .• 0.0. 0.0. 0.2 0.2 Maximum Combined Reactions Summary With Factored'Loads -Framing Note:'All reactions are based on 1 st order structural anal sis: X -Loc' Grid Hrz left Load Hrz Right Load . Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k' k k k in -k . in -k 0/0/0 1-B 0.79. 12 0.48 '1- 1.72 13: " 2.74 1 20/0/0 � 1-A 0.48. . 1 0.80. . 10. 1.94. . 13 2:74.. ' . 1'. - - BUTLER Date: 12/5/2016 16-026816-01 Calculations Package Time: 11:04 AM �._._.._..�.. Page: 27 of 61 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gape & nitch Standards are haserl on ACl-i 1 R Anne.ndix n criteria fnr "ract_in_n1a " nnrhnr rode (Min en- = dtdrnrn X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load' k No. in. in. in. Case k Rods in. in. in. Type Flange Web 0/0/0 I -B 1 0.375 8 10 No 4 0.750 1 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 1-A 4 0.375 .8 10 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinn.rl Roc. Pl.f. rn.....M:.n 1 ....i:... Maximum Shear Case Maximum Tension Case' Maximum Comp Case Maximum B cingIWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axialrame Shea Load' k k Case k k Case k k Case k k k Case 0/0/0 .0.79 -0.33 12 0.25. -1.73 13 0.49 2.74 2 Case .Weld Case 0 20/0/0 0.81 -0.39 10 0.42 -1.93 13 0.49 2.75 I. 0:031 2 0.056 0 Roc. P1.4. /`nn...nf:... c...o.....6 0.,.:.... X -Loc Rod. Load Rod .Load Web Depth Rod Load RodLoad Thick. Conc. Load Plate Load Plate Load Flange Load We Load in. Shear Case Tension Case V+.T Case BendingCase 9.54 Bearin Case Tension Case Comp Case I Weld Case .Weld Case 0/0/0 0.034. 12 0.045 13'. N/A 0 2.000 0 0:031 2 0.056 13 0.057. 2 0.034. 2 _ .0.038 2' 20/0/0 0.035 10 0.050 13 Flush 2.50/2.50 0 2 0 0.031. I 0.062 13 0.058 1 0.034 1 0.038 1. Wvh Cfiff.n.r C�immary - . , Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Type ft in: No: Cs in. in. in. in: in. Description 1 I S9 9.54 8.746 65.03 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 4 1 S3 10.28 8.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875 W -BS -0.1250,F -OS -0. 1250 Rnit-i v. i_plat. rnnn.rfinnc M.f. F. = 'Zr M ucil Mnm.nf rnnn.rti.- Outside Flange Required StrengthStrength Design Ratios • End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd Mem. A. Type No. No. No: Cs in. in. in. in. Proc. in. ID I Desc. in. ID Desc. in. 1 2 KN(Face) 0.375 6.00 ' 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 3. 2 KN(Face) 0.375 6.00 9.99 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11. Flush 2.50/2.50 4 2 KN(Face) 0.375 6.00. 10.01 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 . Mnm.nf rnnn.rti.- Outside Flange Required StrengthStrength Design Ratios • Mem. A. Ld Axial Shear'. Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No: Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 34 -0.2 0.9. 48.2 AISC DG- 16/rhin plate 0.203 0.018 0.329 0.000' 0.000 0.030 0.516 0.516 2 1: 34 -0.2 0.9 48.2 AISC DG- 16/rhin plate 0.203 0.018 0.329 0:000 0.000 0.030 0.516 0.516 3 2 1 -0.4 2.3 53.4 AISC DG-16/Thin plate 0.222 0.047. 0.358 0.000 0.000 0.075 0.516 0.516 4 2 1 -0.4 2.3 .. 53.41 AISC DG-16/Thin plate 0.222 0.047 ' 0:358 0.000 0.000 0.075 0:516 0.516 Inside Flange R uired Strength Design StrengthRatios Mem. Jt. Ld Axial Shear. Moment BoltrBoltPlatee 1' 2 Shear Shear. •Bearing Flange Web No. No... Cs k k in -k Proc. Tensionn Yieldin Ru ture Tearin Weld . Weld 1 2 35 0.0 0.2 33.6 AISC DG-16/Thin plate 0.14433 0.000 0.000 0.008 0.516 0.516 2 1 35 0.0 0.2 33.6 AISC DG-16frhin plate 0.14433 0.000 0.000 0.008 0.516 0.516 3 2 13 0.3 1.7 46.8 AISC DG-16frhin plate 0.20734 0.000 0.000 0.056 0.516 0.516 4 2 13 0.3 1.7 46.8 AISC DG-16/Thin late 0.20734 0.000 0.000 0.056 0.516 .0:516 • Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit (Stress Limit =1.03) . Flnna. Rraro-Gimmary .. .. .. - .. . . Member From Member Joint 1' .. From Side Point 1 Part Axial Load per FB k Load Case Design -Note, 2 3 377/3 5/5/0 15/0/0 5/0/0 GFB2037 GFB2037 0.054 0.046 1' 2 File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. • B[/TLER Date: 12/5/2016 16-.026816-01. Calculations Package' Time: 11:04 AM Page: 28 of 61. Frame necion Mpmher Snmmary - Cantrallina I nod Caco and Morimnm rnnihinnd Ctroccoc nor Momhnr If 1 .I ' Parameters Used for Axial sod Flexural Design . Mem. Controlling Cases Re0quired Strength Available Strength Strewth Ratios . Ag • Afn" lxx • Axial Sx • Axial Shear Mom -x Mom -y Axial Shear . Mom -x Mom -y Axial 'Qa Mem. Loc. Depth + _ Shear Pr . Vr Mrx. Mry Pc Vc ` Mcx Mcy' + " Shear No.' . ft . in. Flexure 180 k k '.. in -k in -k: I. k in -k in -k '. .' Flexure 7.53 1 9.60 9.00 2 ' 55.09 -2.7 1.00 -56.1 0.0 28.7 2 169.5 39.0 0.38 60.0 1 0.00 9.00 2.80. 12 1.12 0.8 1.72 0.02 '55.09 20.9 1.00: 1.13 0.67 0.04 2 8.56 9.00. l . ' 60.0 0.5 •' 65.6 0.0 27.3 1:12 169.5 39.0 0.40 " 55.09 2 0.36 9.00 0.67 2 4 2.3 '123.76 , 123.8' . 123.8 20,9 0,67 . ' 33:89 2.80 0.11 3 .0.21 9.00 ;1, .. .' •' 55.09.1.65 0.5 .. 1.00. 65.7 0.0 27.3 169.5 39.0 0;40 3 8.90 9.00 1 -2.3 20:9 0.11. 4 ' 10.31 " 9.00. l -2.8 "• " -66.4 •' 0'.0 26.3 169.5 39.0 ' 0.41 4 ' 0.00 9.00 10: -0.8 20.9 0.04 . Parameters Used for Axial sod Flexural Design . Mem. Loc. Lx , Ly/Lt,' • Lb Ag • Afn" lxx • lyy Sx • Sy ZX " : Zy J : -Cw' Cb. • Rpg , Rpc Qs. 'Qa No. ft in. in. in.: in.2 '.in.2 in.4 in.4'. in:3 :in.3 in.3' in.3 in.4 in.6 5 System 1.000 60 180 1 " 9.60 115.21. 115.2 115.2 2.52 ' ' 0.67 33:89 ; . 2.80.. 7.53 1:12 .8.53. 1.72 0:02. ' 55.09 1.66 1.00 1.13 0.67 •0.95 2 8.56 205.18 '120.0 60.0 2.52 0.67 , • 33.89 2.80. 7:53 1.12 ' 8.53 1.72 0.02 '55.09 1.08 1.00: 1.13 0.67 0.96 3 0.21 205.18 , 120.0 ' 60.0 2.52 0.67 33.89 '2.80., .7:53 1:12 8.53 ' 1.72. 0.02 " 55.09 1.08 1.00 '1.13 0.67 0.96 4 10.31 '123.76 , 123.8' . 123.8 .. 2.52 0,67 . ' 33:89 2.80 7.53: 1.12' 8.53 •'1.72 0:02 .' •' 55.09.1.65 .. 1.00. 1.13 .0.67. ;0.97 No. Origin* Factor : Def H' Def V Application . Description I. System ' 11.000. 0 180 1.0 L 2 System 1.000 • 60 180 :42 W 1> • 1> 3 System 1.000 60 180 .42 <W 1 <Wl 4 System' . 1.000 60 . 180 .42 W2> W2> 5 System 1.000 60 180 .42 <W2 , W2- 6 System 1.000. 60 180 .42 WPLVRL 7 System 1.000 60 180• .42 WPR VVTR 8 System . 1.000 . .10 0 1.0 F> + 1.0 EG- ". - E> + EG- ,• 9' System 1.000 '10, .0 1.0 <E+1.0 EG-. . .' • .. E+ EG - Controlling Frame Deflection Ratios -for Cross Section: I . 'Description • ' Ratio Deflection in: Member Joint Load'Case Load Case Description az. Horizontal Deflection . (H/1322) -0.090 1 2, . 7 WPR' ax. Vertical Deflection'for an .l L/1057. 4202 3. 1 1 ' 'L •Negative horizontaldeflection,is left. '. . Negative vertical deflection is down - Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably, overstated.- Frame verstated:Frame Lateral Stiffness (K):' 1.676 (k/in) Fundamental Period (calculated) (T): 0:308 (sec.).. File: 16-026816-01 Version: 2016.2a Butl& Manufacturing, a division, of BlueScope Buildings North America, Inc: • BUTLER Date: 12/5/2016 ; 16-026816=01 Calculations Package - Time:1.1:04 AM Butler Manufacturing Page: 30 of 61 Frame Location Desi n Parameters: . Location Avg. Ba Space Description Angle Group Trib. Override Design Status - 20/0/0 19/9/0 Storage Clears an # 1 90:0000 1 1 Stress Check ' Design Load Combinations - Framing No.. Origin - Factor Application Description ] System 1.000 ,1.0 D + 1.0 CG + 1,0' L> + CG + L> 2 . System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> D +CG+WI> 4 - System • LOOO 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 i.O D + 1.0CG�+ 0.6 W2> + CG + W2> 6� System 1.000 1:0 D + 1.0 CG + 0.6 <W2 + CG +.<W2 7 System 1.000 - 1.0 D + 1.0 CG + 0:6 WPL . + CG + WPL . 8 System 1,000 1.0 D + 1.0 CG + 0.6 WPR +'CG + WPR 9 System _ .1.000. .6 MW MW -Wall 1 ' 10 • System 1'.000 .6 MW : Wall` 2 II. System . 1.000 .6 MW Wall: 3 . . 12 System: 1.000 .6 MW Wall: 4 , 13 System 1.000 .6D+0.6;CU+0.6W1>._ ' +CU+.W1> 14 System LOGO 6 D + 0.6 CU + 0.6 <W 1 .. +,CU + <W 1 15 System.. LOO.O. .6 D + 0.6 CU + 0.6 W2>; +CU+W2>. , 16 System 1'.000' .6 D +.0.6 CU.4- 0.6 <W2 D. +'CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPC + CU + WPL 18 System 1'.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 19 System. 1:000'1.0D+I.0CG+0.75L+'0.45WI> D +CG+L+WI>. ' 20 System . 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W ]D +'CG + L + <W 1'; 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG +,L +:W2> .. 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0:45 <W2 + CG + L + <W2 23 System 1.000 1.0 D+ 1.0 CG + 0.75 L+045 WPL D + CG + L + WPL 24 System 1.000 1.0 D +.l .0'CG + 0.751 + 0.45 WPR D +'CG'+ L + WPR 25 System 1.600 1.0 D + l .0' CG +'0.91 E>'+ 0.7 EG+ D + CG + F> + EG+ 26 System 1.000 1.0 D + 1.0 CG +0.91 "<E + 0,7 EG+ + CG + <E + EG+ 27 System .1.000 ,6 D +0.6 CU + 0.91 F>'+. 0.7 EG-, + CU + Fa.+ EG_. 28 System' ' . 1.000 .6 D + 0.6'CU + 0.91 <E+0.7 EG-D + CU+ <E + EG- ' .29 Special 1.000 1.0 D + 1.01 CG +1.75 E> + 0.7 EG+ + CG + E> + EG+ 30 Special, 1.000 1.0 D +`1.0 CG ,+ 1.75 <E + 0.1 EG+ '+:CG + <E + EG+ 31 Speciale .1:000 3.6D+0.6CU+1.75E>.+0.7EG D +CU+Fj+EG- 32 Special 1.000 .6 D +,0.6 CU + 1.75 <E + 0.7. EG-, D +. CU +' <E + EG- 33 OMF Connection : • 1.000 1:0 D + 1.01 CG + 2.45 E>'+ 0.7 EG+ + CG +,E> + EG+ 34 OMF Connection 1.000 1.0 D'+ 1.0 CG + 2.45 <E + 0,7 EG+ + CG + <E +, EG+• : 35 OMF Connection 1:000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- + CU + Fj + EG- 36 OMF Connection 1.000 .6 D + 0.6 CU + 2.45 <E + 0.7. EG- „ ' . + CU + <E + EG- ' 37 System -1.000 l :O D + 1.0 CG + 1.0 L> D + CG + L> (Set 1)' : • . . 38 System ' " 1.600 1.O D + 1.0 CG + I.0 <L. UtCG + <L (Set.]) .. . . 39' System 1:000 1.0 D + 1.0 CG + 0.6 W I>D + CG + W I> (Set l) 40 System' 1.000 1.0 D + 1.0 CG + 0.6._<W i +. CG + <W I '(Set l) , 41' System 1.000 1':0 D +.1.0 CG + 0.6 W2> + CG +•W25 (Set 1) 42 ' System `.. .1.000 1.0 D +.1.0. CG .+ 0.6 <W2 . t CG +'<W2 (Set ]) .. 43' Systeme 1.000 1.O D + 1.0 CG.+. 6.6 WPL D + CG + WPL (Set 1) . 44 System 1.000 1.0 D +.l .0 CG +.0.6. WPR + CG + WPR (Set 1) . •45 System 1.000 16 MWMW -Wall.'•1(Set,l). .. .46-.. System .. 1.000 .6 MW Wall: 2 (Set 1)' :. 47 System 1.000 6 MW,;. - Wall: 3 (Set ]) . 48 System 1.000 .6 MW _ - Wall: 4 (Set 1) 49' System 1.000 .6D+0.6CU+0.6WI> •, +CU+W1>(Set 1) .50 . System .1.000 .6 D + 0.6 CU + 0.6.<W F. +.CU +. <W 1. (Set 1). . 51' . : System • 1;000 .6 D + 0:6. CU'+.0:6 W2> D + CU + W2> (Set 1) 52 System 1.000 .6 D + 0.6 CU + 0.6 <W2 '. + CU .+ <W2 (Set 1) 53- System 9.000 :6 D +.0.'6 CU + 0.6 WPL D + CU + WPL (Set 1) ' 54'. System 1:000 .6D+0.6CU+0.6WPR D + CU + WPR (Set 1). '55' System:' 1:000 LOP +I:OCG'+,0.75L+0:45,W1> 6 +CG+L+WI?(Set l) 56 System 1.000 1.0 D + 1.9 CG +.0. 75 L + 0.45 <W 1 D + CG .+ L + <W l (Set 1) 57 .. System 1.000 1.0 D +.1.'0 CG +.0.75 L + 0.45 W2> .. : + CG+'L + W2> (Set 1) . 58 System 1.000, 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 +CG + L + zW2 (Set l ) 59 System 1.000 1.0 D + 1.0 CG +. 0.75 L + 0.45 WPL +,CG + L + WPL (Set l ) 60 ; System 1.000 1.0 D + I.O CG +.0.75 L + 0.45 WPR + CG + L + WPR (Set l) Vile: 16-626816-01 Version: 2016.2a Butler- Manufacturing, a division, of BlueScope Buildings North America, Inc: Date: 12/5/2016 B[JTLER Butler Man„racnlaro 16-026816-01 Calculations Package Time: 11:04 AM r Page: 31 of 61 Flg Width 61 System 1.000 1.0 D + 1.0 CG '+ 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 1) 'Weight • 102 62 System 1.000 1.0 D + 1.0 CG + 0.91 <E,+ 0.7 EG+ D + CG +.<E + EG+ (Set 1) in. 103 63 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU +E> + EG- (Set 1) ' (ksi) 104 64 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) ' 0.1345 105 65 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 1) 55.00 106 66 Special 1.000 1.0 D + 1.0 CG + 1.75 <E.+ 0.7 EG+ D + CG + <E + EG+ (Set t)' 0.1345 107. 67 Special 1.000 .6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG- (Set l ) KN 1 08 ' 68 Special 1.000 .6 D + 0.6 CU +T75 <E + 0.7 EG- D + CU '+ <E + EG- (Set 1). 9.00 9.06 69 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D+CG + E> + EG+ (Set 1) KN 3P 70 OMF Connection 1-.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 9.00: 11.09' 71 OW Connection 1.000 .6 D + 0.6 CU + 2.45 E> + 0.7 EG- , + CU + Fj + EG- (Set 1) 3P 72 OMF Connection 1.000 .6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 73 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 2) 74 System 1.000 1.0 D + 1.0 CG + 1.6 <L D + CG + <L (Set 2) 75 System. 1.000 1.0D+I.0CG+0.6W1> D +CG+WI>(Set 2) 76 System 1.000 1.0 D + 1.0 CG + 6.6 <W 1 D + CG + <W 1 (Set 2) 77 System 1.000 1.0 D + 1.0 CO + 0.6 W2> D + CG + W2> (Set 2) 78 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D+CG + <W2 (Set 2) 79 System 1:000 ' 1.0 D + 1.0 CG + 0.6 WPL, D + CG + WPL (Set 2) 80 System 1.000 1.0 D + 1.0 CG + 0.6 WPR' D +'CG + WPR (Set 2) 81 System 1.000 .6 MW MW - Wall: 1 (Set 2) .. . 82 System 1.000 .6 MW -Wall: 2 (Set'2) 83 System 1.000 .6 MW - MW -Wall: 3 (Set 2) 84 System 1.000 .6 M W = Wall: 4 (Set 2) 85 System 1.000 .6 D + 0.6 CU + 0.6 W 1> + CU + W 1 > (Set 2) 86 System 1.000 .6 D + 0.6 CU + 0.6 <W l D + CU + <W 1 (Sett) • 87 System 1.000 .6 D + 0.6 CU + 0.6 W25 �.6 + CU + W2> (Set 2) 88 System 1.000 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 2)' . 89' System 1.000 0.6 D + 0.6CU + 0.6 WPL D + CU + WPL (Set 2) 90 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 2) 91 System 1.000 1.0 D + 1.0 CG + 0.75 L'+ 0.45 W 1> D + CG + L.+ W 1 > (Set 2) 92 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45. <W l D + CG'+ L + <Wj (Set 2) 93 System 1.600 1.0 D + 1,0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 2) 94 System 1.000 1.0 D + 1.0 CG + 0.75 L.+ 0.45 <W2 D + CG +'L + <W2 (Set 2) 95 System 1.000 , 1.0 D + 1.0 CG + 0.75 U+ 0.45 WPL D + CG + L + WPL (Set 2)- 46 System 1.000 ' 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D +CG + L + WPR (Set 2) 97 System 1.600 1:0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 98 System 1.000 1.0 D +,1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) • 99 . System .1.060 D.6 D + 0:6. CU + 0.91 E>'+ 0.7 EG- • + CU + E>. "+ EG- (Set 2) ,. 100 101 System S ial 1.000 1 000 D.6.D + 0.6 CU + 0.91 <E + 0.7. EG- D 1 0 + 1 0 CG + 1 75 E> + 0 7 EG+ .+CU + <E + EG- (Set 2) Mem.' Flg Width pec Web Thk Depth D +CG+Fj+ECT, (Set2) Length • 'Weight • 102 Special 1.600 1.0 D +'1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E +, EG+"(Set 2) No.. in. 103 Special 1.000 3.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG- (Set 2)' . (p) (ksi) 104 Special 1.000).6D+0.6 CU + 1.75 <E + 0..7 EG- D + CU ,,+"' <E + EG- (Set 2) • ' " . . 5.00 0.1345 105 OW Connection - 1.000 1.0 D + 1.0 CG +, 2.45 E> + 0.7 EG+D + CG + Fj + EG+ (Set 2) 55.00 55.00 106 OW Connection 1.000 T.09 + 1.0 CG + 2.45 <E + 0.7 EG+ +CG + <E + EG+ (Set 2) ; 0.1345: 0.1345 107. ONE Connection 1:000 .6 D + 0:6 CU + 2.45 E> + 0.7. EG- + CU + Ez"+ EG- (Set 2)' 55.00 KN 1 08 ' . OWE Connection 1.000. 0.6 D + 0.6"CU + 2.45 <E + 0.7 EG-. D, + CU + <E + EG- Set 2 0.1345 9.00 Mem.' Flg Width Flg Thk " Web Thk Depth Depth2 Length • 'Weight • Flg,Fy Web•Fy Splice' , ,Codes • Shape, ' No.. in. in. in. in. in. ft) (p) (ksi) - (ksi • Jt.I R.2 1 5.00 0.1345 .0.1345 9.00' 9.00 ' 10.32 104:5 55.00 55.00 BP. KN 3P 2 5.00 0.1345: 0.1345 9.00 9.00 8.96 76.3 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.06 9.66 .82.3. 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 9.00 9.00: 11.09' 111.0 " 55.00 , • 55.00 BP KN 3P t oral rrame wetgnt = s is. t • (p) (mcmaes an plates) Member '. X -Loc -. Y -Loc.. Supp. X:'.1 -Stipp.Y. Moment . Displacement Xin. Dis lacementY in. '' Displacement ZZrad. 1 4 0/0/0. - 0/0/0 20/0/0 0/0/0 Yes Yes • Yes ." No ' Yes No 0/0/0. 0/0/0 0/0/0 0/0/0- 0.0000 ' 0.0000' . j BUTLER Date: 12/5/2016 Butler Minufnoturlir4 16-026816-01 Calculations Package Time': 11:04 AM . •..�....,..�-.,.r.. Page:, 32 of 61 Values shown are resisting forces of the foundation. Base Connection Design is.Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 i .16 0:03 -0.16 Type Exterior Column Exterior Column <E FrtnX-Loc 0/0/0 20/0/0 Grid -Grid2 2-B 2-A " Base Plate W x L (in.) 8 X 10 8 X 10 Base Plate Thickness (in.) 0.375 0.375 . Anchor Rod Qty/Diam.. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0":. .. 100'-0". , . Load T . Desc.. Hx . V Hx V D Frm 0.09 0.58' ; � '-0.09 '' 0.58 CG FrM 0.11 0.59 -0.11 0.59 ' L> Frm .0.57 3.18 -0.57 3.18 <L Fnn 0.57 .3.18 -0.57 3.18 W1> Frm-0;77 -5.32 1.24 -5.92 <W 1 Frim -0.56' ' -3.90 0.91 -4.34:1 W2> Frm -0.1.0 .-0.72 07 -0.80 <W2 Frm 0.10 0.69 -0.16 '0.77 - WPL . Frm' ; -0:56 -3.90. 0.91 -4.34' WPR Frrn -0.77 .' -5.32. 1.24 ' _5.92 MW Frm- MW Frm. .1.16 ].24 2.58 _1.24 MW. Frm' .. .. _ MW Frim -2.60. -1.15, -1.01 1.15 CU Frm L Frm 0.57 ' 3.18 -0.57 3.1$ E> Frm-0:25 -0.28 -0.22 0.26 EG+ Frm 0.03 0.16 -0.0.3 0.16 • , 0.25 0.28 0.22 -0.26, EG- Frtn . -0.03 -0 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural anal sis. X -Loc Grid Hrz left Load Hrz Right. Load , Hrz In . Load 'Hrz Out , Load Uplift' Load Vrt Down Load Mom cw LoadMom oew Load (-Hx) Case (Hx) Case (-Hz) Case' ' . (Hz) Case (-Vy) Case ' .(Vy) Case (-Mzz) Case ' (Mzz) Case k k k. k k k ink ink. 0/0/0 2-13 • 1.56 12 0.77 • ' .' l - - - , - 2.85 13 : � " 4.35 � ] • - - - -• 20/0/0 - 2-A' 0.77 . . 1 1.55. . 10. 3.20 .' -13 4.36 1 Type Exterior Column Exterior Column <E FrtnX-Loc 0/0/0 20/0/0 Grid -Grid2 2-B 2-A " Base Plate W x L (in.) 8 X 10 8 X 10 Base Plate Thickness (in.) 0.375 0.375 . Anchor Rod Qty/Diam.. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0":. .. 100'-0". , . Load T . Desc.. Hx . V Hx V D Frm 0.09 0.58' ; � '-0.09 '' 0.58 CG FrM 0.11 0.59 -0.11 0.59 ' L> Frm .0.57 3.18 -0.57 3.18 <L Fnn 0.57 .3.18 -0.57 3.18 W1> Frm-0;77 -5.32 1.24 -5.92 <W 1 Frim -0.56' ' -3.90 0.91 -4.34:1 W2> Frm -0.1.0 .-0.72 07 -0.80 <W2 Frm 0.10 0.69 -0.16 '0.77 - WPL . Frm' ; -0:56 -3.90. 0.91 -4.34' WPR Frrn -0.77 .' -5.32. 1.24 ' _5.92 MW Frm- MW Frm. .1.16 ].24 2.58 _1.24 MW. Frm' .. .. _ MW Frim -2.60. -1.15, -1.01 1.15 CU Frm L Frm 0.57 ' 3.18 -0.57 3.1$ E> Frm-0:25 -0.28 -0.22 0.26 EG+ Frm 0.03 0.16 -0.0.3 0.16 • , 0.25 0.28 0.22 -0.26, EG- Frtn . -0.03 -0 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural anal sis. X -Loc Grid Hrz left Load Hrz Right. Load , Hrz In . Load 'Hrz Out , Load Uplift' Load Vrt Down Load Mom cw LoadMom oew Load (-Hx) Case (Hx) Case (-Hz) Case' ' . (Hz) Case (-Vy) Case ' .(Vy) Case (-Mzz) Case ' (Mzz) Case k k k. k k k ink ink. 0/0/0 2-13 • 1.56 12 0.77 • ' .' l - - - , - 2.85 13 : � " 4.35 � ] • - - - -• 20/0/0 - 2-A' 0.77 . . 1 1.55. . 10. 3.20 .' -13 4.36 1 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural anal sis. X -Loc Grid Hrz left Load Hrz Right. Load , Hrz In . Load 'Hrz Out , Load Uplift' Load Vrt Down Load Mom cw LoadMom oew Load (-Hx) Case (Hx) Case (-Hz) Case' ' . (Hz) Case (-Vy) Case ' .(Vy) Case (-Mzz) Case ' (Mzz) Case k k k. k k k ink ink. 0/0/0 2-13 • 1.56 12 0.77 • ' .' l - - - , - 2.85 13 : � " 4.35 � ] • - - - -• 20/0/0 - 2-A' 0.77 . . 1 1.55. . 10. 3.20 .' -13 4.36 1 BUTLER Date: 12/5/2016 Butler Manufacturing 16-026816-01 Calculations Package - Time: 11:04 AM Page: 33 of 61 . Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter (,.- k ,itr•.h C1nmA iC - ham nn ArT_11 A Anrw U. rl -4-i. i. f .•oor_in_nle..e" -h. ....ice ILA;.. ..e _ Ae.l-..d\ X -Loc Grid Mem. Thickness Width Length Stiff. Nurn. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial Frame Shea No. in. in. in. Case k Rods in. in. in. Type Flange Web 0/0/0 2-13 1 0.375 8 10 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 2-A 4 0.375 8 10 No 4 0.750 5.0 . 5.0 Std OS -0.1875 OS -0.1875 Plnnwl Race Plate rnnn-tinn I narliner Rom plot. !`nnno..Hnn Q#. *16 DnNn� X -Loc Maximum Shear Case Maximum Tension Case Maximum Conip Case Maximum Bracing/`WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load We k k Case k k Case k k Case k k k Case 0/0/0 1.59 -0.70 48 0.41 -2.86 13 0.79 4.39 38 0.069. 48 0:074. 0 20/0/0. 1.58 -0.75 46 0.69 -3.19 13 0.79 4.41 37 38 0.054 38 0 Rom plot. !`nnno..Hnn Q#. *16 DnNn� X -Loc Rod Load Rode Load Rod Load RodLoad Thick. Conc.- Load Plate Load Plate Load Flange Load We Load in. Shear Case Tension Case V+T Case BendingCase 9.54 Bearin Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.069. 48 0:074. 13' c 0. 2.000 0 1. 0:050 38 0.092 13 10.092 38 0.054 38 0.062 48 20/0/0 0.068 46 0.083 13 2.50/2.50 0 - 0 0.050 37 0.103 13 1 0.092 37 0.055 37 .0.061 46 WPh StiffenPr Cnmmam Mem. Stiff.' Desc. Loc. Web Depth h/t a/h a Thick. Width Side .. Welding No. No. Type ft in. Web in. in. in. in. in. Description 1 1 S9 9.54 8,746 65.03 N/A . N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 1 S3 10.28 8.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875 W -BS -0.1250 F -0S-0.1250 Rnlfnd.Fnd_Dlotn r.nnaar:..nc /D1nrn P.. - CC 1111 l.o:\ Mnmant ('nnnar•finnQ• � - � � � � � . � . Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches I st/2nd Configuration Pitches.lst/2nd Mem: Jt. Type No. No. Web in. in: in. in. k in. ID I Desc, in. in.1 Bending 2 KN(Face) 0:375 6.00 ' 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 2.50 2 1 KN(Face) 0.375 6.00 10.00 0.750' A325N/PT 3:00 11 Flush 2.50/2.50 r'Desc. 2.50/2.50 3 2 KN(Face) 0.375 6.00 9.99 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 2.50/2.50 4 2 KN Face 0.375 6.00. 10.01 0.750 A325N/PT 3.00 11 Flush 2.50 2.50 Mnmant ('nnnar•finnQ• � - � � � � � . � . Outside Flange Required Stren Design Strength Ratios'" Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension . Shear Bending Yielding Rupture Tearing Weld I Weld 1 . 2 70 -0.3 ' 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 0.000 0.056: 0.516 0.516 2 1 70 -0.3 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 0.000 0.056 0.516 0.516 3 2 69 -0.1 1.7 89.7 AISC DG-16/Thin plate 0.382 0.035 0.617 0.000 - 0.000' 0.056 0.516 0.516 4 2 69 -0.1 1.7 89.7 AISC DG-16/Thin, late 0.382 0.035 0.617 .. 0.000 0.000 0.056 0.516 0.516 Inside Flange Required Strength Design StrengthRatios' Mem. A. Ld Axial - Shear. Moment Bolt :Bolt Plate Shear Shear Bearing Flange Web No. No.. Cs k k in -k Proc: Tension Shear Bendin Yieldin Rupture Tearing Weld Weld 1 2 • 48 -0.6 0.7 72.9 AISC DG-16/Thin plate 0.302 0.015 0.487 0.000 0.000 0.024 0.516 0.516 2 1 48 -0.6 0.7 72.9 AISC DG-16/Thin plate 0.302 0.015 0.487 0.000 0.000 0.024. 0.516 0.516 3 2 13 0.6 2.8 76.1 AISC DG-16/Thin plate 0.336 0.057 0.544 0.000 0.000 0.692 0.516 0.516 4 2 13 0.6 2.8 76.1 . AISC DG-16/Thin plate 10.336: 0.057 .. 0.544 0.000 0.000 0.092 0.516. 0.516 • Strength ratios shown for the connections are reported as a. percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flan a Brace ummary .Member From Member Joint 1' From Side Point ] Part .Axial Load r FB k Load Case Design Note 2 3/7/3 15/0/0 (2)GFB2037 0.053 . 46' •' 3 5/5/0' 5/0/0 2 GFB2037 0.047 48 File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division, of BlueScope Buildings Nort h America, Inc. Date: 12/5/2016 autle.n;,,,�,� 16-026816=01 Calculations Package Time: 11:04 Aivi' • � ' ..a......w. .. . ' • ' � •Page.. 34of 61 Frame Design Member Summary- Controlling Load Case and Maximum Combined Stresses Der Member Locations are from Joint 1 Parameters Used for Axial.and Flexural Desien . Mem. -Controll ing. Cases R uired Strength Available Strength Strength Ratios .• Ag Afn' Ixx Axial Sx Axial Shear. • Mom -x Mom -y Axial Shear Mom -x Mom -y Axial • Qa Mem. Loc.' Depth' + Shear Pr Vr ", Mrx Mry Pc " VC Mcx ; Mcy + Shear No. - ft. in. Flexure` 5 k, '" k :. • in -k .in -k k. r k in -k .. in -k: ' Flexure . 7.53Al: 1 9.60 9.00 38 . ' 55.09 -4.4 • 1.00 --90.5 0.0 28.7 2 . 169.5 • 39.0 0.61 . , 60.0 1 0.00 9.00 2.80. 48 + EG-' 1.6 • .0.02 , , ' 55.09 20.9 1.00 1.13 0.67 0.08 2 8.56 9.00 37 • 66.6 - -0.8 _ - 106.4 ' 0.0 27.3 .60 169.5 39.0 , 0:64 55.09 2 0.36 9.00 0.67 38' ' 4 3.7 123:76 .'123.8 .123.8 20.9 0.67 . '33:89 2.80 0.18 3 .0.21 9.00 37 • 60, :' -0.8 ' 106.6 0.0 I ' 27.3 System' 169.5 39.0 0.64 . .42 WPL 3 8.90 .' 9.00 System 37 60',, -3.7 I 1 '20.9 System 1.000 10 6.18 4 ' .10.31 9:00 37 . : .: System 4.4 10' • 97:8 0.0 , 26.3 E + EG-. (Set l) „ 169.5 ', 39.0 .- 0:66 "' 4 . • 0.00 9.00 (Set 2) ' 46: System • =1.6 n '• 180. ^ 20.9 1>(Set2) 21 • - • System 0.08 Parameters Used for Axial.and Flexural Desien . Mem. 'Loc. Lx Ly/Lt Lb - Ag Afn' Ixx Iyy Sx Sy Zx Zy ' J Cw. Cb Rpg Rpc • Qs • Qa No.. ft • in:' in. in.. "in.2' .in.2 in.4 ` • in.4, • in.3 :in.3 in.3 in.3 - in.4 in.6 180 .42 W2> 2> 5 1 •9.60 115.21 115.2 ••115.2 2.52 '' 0.67 33189 '' 2.80 . 7.53Al: 60' .8.53 . 1.72 0.02. ' 55.09 1.65 • 1.00 '' 1.13 0.67 180 2 . 8.56 205.18 .120.0 . , 60.0 . • 2.52 ,. 0.67 .33.89 2.80. 7.53 + EG-' ' 8.53 1.72 .0.02 , , ' 55.09 1.08 1.00 1.13 0.67 10 3 0.21 205.18, 120.0 • 66.6 • 2.52 0.67 33.89 '2.80 7:53 .60 '8.53 1.72 0.02 55.09 ,1.08 1:00 • 1.13 0.67 180 4 10.31 123:76 .'123.8 .123.8 �: 2.52: 0.67 . '33:89 2.80 ,' 7.53 ,l 2> (Set 1) . 8.53 1.72: ::0:02..55.09 • 60, :' .1.64.: 1.00 .. W2(Set1) 15 Deflection Load Combinations - Framin 0.95 , 0.96. 0.96 ..,• � ' . 0.97 No. Origin Factor Def H' .Def V : Application Description' ;. I System • 1.000 0 180t 1.0L . L Seth 2 System 1.000' 66 180 .42W1> . ' I>- 3 System 1.000 60 186 .42 <W J W l -4 System 1.000 60' 180 .42 W2> 2> 5 System ' 1.000 60 180 .42 <W2 • W2 -6 System 1.000. 60' 180 42 WPL• L .7 System • 1.000 .60 180 .42 WPR . " R 8 System , 1.000. I O'; 0. 1.0 F> + 1.0 EG- + EG-' 9 System 1.000 10 0 1.0 <E + 1.0 EG- ' , E + EG , 10 ; System 1.000, 0 180 1.0 L: (Set 1) 11 System'.. LOW .60 180- .42W1>•, 1>.(Set1). 12, System . 1:000 60 180 .42 <W l <W(Set 1) 13 System ' 1.000 66 180' .).42 W2> . ,l 2> (Set 1) . 14 ,: System 1.000' • 60, :' 180 .42,?W2 ". .. W2(Set1) 15 System' 1.000 60 180 .42 WPL L,(Set 1). 16 System J.000 60',, 180 , .42 WPR .' (Set 1), • 17 System 1.000 10 � 0 . 1.0 E> + 1.0 £G- ,' + EG- (Set 1) 18, : .: System 1.000. 10' • 0 Lo --<E + 1.0 EG; E + EG-. (Set l) „ 19 System . 1.000 0 • _•180 1.0 L• - (Set 2) ' 20. System • 1:000 60'. 180. .42W1> ;. 1>(Set2) 21 • - • System 1.000 60' 190', .42 <W l W l (Set 2)'. '22 r '. System .1.000. ° 60 180.).42,W2>. '180 2> (Set 2) 23 System' ... 1:000 ' 60 42 <qi2 .. W2 (Set 2), . 24 ' System '.1.000 y '60. 180. ,.42 WPL' " •. L (Set 2) 25 . - System 1.000 60 .180 .42 WPR ' R (Set 2), 26 '• System '_ ,' 1.000. ' 10 • 0 ' 1:0 F> + 1•,0 EG- ' .. .+ EG-'(Set,2) .. ' ' _ 27 S stem'• 1.000`•10,' 0' 1.0<E+l•.OEG= • = E+EG- Sett Controllin Frame Deflection Ratios for Cross.Section: 2 's Negative horizontal deflection is left • ' Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare; frame basis and do not, include resistance from systems suctf as roof and endwal l diaphragms or partial - " WseYfixity. Therefore,, these -deflections maybe considerably overstated.. Frame Lateral Stiffness (K): 1.676 (k/in) -• Fundamental Period (calculated) (.T): 0.427 (sec.) ".. .. 1 File: 16-026816-01 `.*Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North Ameiica, Inc: ' Descri tion Ratio Deflection in. • Member Joint ` Load Case - Load Case Descri tion ' �fvlirtical HoriiontaPDeflectiopH/807')'-0.148'WPR(Sef2) Deflection for S 1 .. • . L/678 -0.316 `• •• . .. 3 • 1 • ' ] 0 . .WPR . L Seth 's Negative horizontal deflection is left • ' Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare; frame basis and do not, include resistance from systems suctf as roof and endwal l diaphragms or partial - " WseYfixity. Therefore,, these -deflections maybe considerably overstated.. Frame Lateral Stiffness (K): 1.676 (k/in) -• Fundamental Period (calculated) (.T): 0.427 (sec.) ".. .. 1 File: 16-026816-01 `.*Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North Ameiica, Inc: ' Descri tion Ratio Deflection in. • Member Joint ` Load Case - Load Case Descri tion ' �fvlirtical HoriiontaPDeflectiopH/807')'-0.148'WPR(Sef2) Deflection for S 1 .. • . L/678 -0.316 `• •• . .. 3 • 1 • ' ] 0 . .WPR 0 sur�ER Date: 12/5/2016 I6-02681.6=01 Calculations Package Time: 11:04 AM Page: 36 of 61 Frame LocationDesi n Parameters: LocatlOn Ave: Bav Sriace ' ' ' Descrintion Angle Grnnn I Trih 0prrieip I D -i" St.t'k 1 40/0/0, 1 20/0/0 jAg Storage Clearspan #1 190.0000 I" l I I Stress Check Load Combinations - File: 16-026816-01 Version:. 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: . No.. Origin Factor • Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 .1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0D+I.0CG+0.6.WI> D +.CG+W1> ' 4 System: 1.000 1.0 D + 1.0 CG + 0.6 <W l D + CG + <Wl, 5 System 1.000 1.6 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D +1.0 CG + 0.6 <W2 + CG + <W2 7 System . 1.000 I.Q. D + 1.0 CG + 0.6 WPL + CG + WPL.. 8 System 1.000 1. D + 1.0 CG + 0.6 WPR, + CG + WPR 9 System 1.000 .6 MW MW - Wall: 1 " 10 System 1.000 .6 MW MW - Wall: 2 1 I System 1.000.16 MW - Wall: 3 12 : System. 1.000 .6 MW. Wall:" 4 . . 13 System .1.000 .6D+0.6CU+0.6W1>. +CU+WI> 14 System 1.000 16 D + 0.6 CU 4:0.6 <W l +'CU + <W 1 15 System 1:000 .6 D + 0.6 CU + 0.6 W2> + CU + W 2> . 16 System: 1.000 .6 D + 0.6 CU + 0.6 <W2, .. + CU + <W2: 17 System 1.000 .6 D + 0.6 CU + 0.6 WPL + CU + WPL 18 System 1.000 .6 D +0.6 CU + 0.6 WPR •I•'CU + WPR 19 System. 1.000 1.0D+I.0CG+0.75L+0.45WI> D +CG+L+WI> 20 System 1.000 1.0 D + 1.6 CG + 0.75 L + 0.45 <W l + CG + L + <W l 21 System 1.000 1.0 D + 1.0 CG + 0.75 L +, 0.45 W2> + CG'+,L + W2> 22 System 1.000 1.0 D + 1,.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L+ 0.45 WPL D + CG + L + WPL 24 System .. 1.060 1.0 D + 1.0 CG + 6.75 L + 0.45 WPR + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ M System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 .6 D + 0.6 CU + 0.91 E>+ 0.7 EG- • + CU + E>4 EG - 28 System 1.000 ' .6 D + 0.6 CU + 0.91 <E + 0.7 EG -'D + CU+ <E + EG- 29 Special 1.000 1.0D+1.0CG+•1.75.E>+0.7EG+ +CG+Fa+EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+, , D + CG + <E + EG+ " 31 Special 1:000• .6D+0.6CU+1,75 E?+0.7EG-. +CU+'E>+EG- 32 Special 1.000 .6 D + 0.6 CU + 1.75 <E + 0.7 EG- „ ' + CU + <E + EG- ' 33' OWConnection 1.600 1.0 D + 1.0'•CG + 2.45 F> + 0.7 EG+ + CG + F> + EG+ ' 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ ;. '+ CG + <E + EG+ 35 ONE Connection 1.000 0.0 D + 0.6, CU + 2.45 E> + 0.7 EG- + CU + F> + EG - 36 OMF Connection 1.000 .6 D +.0.6'CU + 2.45'<E'+ 0.7 EG-' + CU + <E + EG- ' 37' System Derived,'. •'1.000 t:OD+1,OCG+0.6WPR +.0:6WB1> +CG+WPR+WBI> 38 System Derived 1.000.6D+0.6CU+0.6WPR+0.6WB1> +CU+WPR +WBI>.. 39' System Derived' 1.000"1.OD+1.0CG+0.75L+0:45WPR R+0.45WBI> +CG+L+WPR+.WBI> 40 System Derived 1.000, 1.0 D +.1.0 CG + 0.6 WPR + 0.6 <WB 1 " . + CG ;+ WPR'+ <WB 1' • 41 System Derived _ • 1.000 0.6 D + 0.6 CU + 0.6 WPR +.0.6 <WB 1 + CU + WPR + <WB 1 42 , System Derived '.1.000 1.0 D + 1.0, CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 D4CG + L'+ WPR + 2WB 1 43 System Derived "1:000 1.0 D + LQ CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> . 44 System Derived 1.0100 6 D + 0.6'CU + 0.6 WPR +.0.6 WB2> .+ CU + WPR + WB2> 45 System Derived, 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 W92> D + CG + L"+WOR + WB2> .46 System Derived L000 1.0 D + LO CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 .. 47 System Derived. ' 1.000 .6 D + 0.6 CU +. 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 48 System Derived 1.000. 1.0 D + 1.0 CG"+ 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 .." . . 49' System Derived 1.000 1.O D + 1.0 CG + 0.6 WPL + 0.6 WB3> " + CG + WPL + WB3> .50 .. System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU +. WPL +, WB3>.. . 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000. 1.0 D + 1.0'CG + 0.6 WPL + 0.6 <WB3 .+ CG + WPL +. <WB3' 53 System Derived 1.000 0.6 D +,0'6 CU + 0.6 WPL + 0:6 <WB3 D + CU + WPL + <WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L +,'0.45 WPL + 0.45 <WB3 D + CG +. L + WPL +.<WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB0 + CG + WPL + WB4> . 56 System Derived 1.000 0.6 D + 0.6 CU+ 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 57 System Derived 1.000 1.0 D +10 CG + 0.75 L + 0.45 WPL'+ 0.45 WB4> + CG .+ L'+ WPL + WB4> - : 58System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPI; + 0.6 <WB4 + CG +WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU +• 0.6 WPL + 0.6 <WB4 + CU + WPL'+ <WB4 • 60 System Derived 1.000. 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL +'0.45 <WB4 + CG + L + WPL + <WB4 File: 16-026816-01 Version:. 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: . eurcER Date: 12/5/2016 Butler Manutactu„rp 16-026816-01. Calculations Package Time: 11:04 AM Page: 37 of 61 61 System Derived 1.000 .6 MWB MWI3 -Wall': 1 62 System Derived 1.000 .6 MWB MWB - Wall: 2 63 System Derived 1.000 .6 MWB MNVB - Wall: 3 . 64 System Derived 1.000 .6 MWB Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + Ej + EG+ + EB> 66 System Derived 1.000 1;0 D + 1.0 CG + 0.91 E>.+ 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 67 System Derived 1.000 " 1.0 D + 1.0 CG + 0.273 -E:+- 0.7 EG+ + 0.91 EB> + CG + <E + EG++ EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E+ 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> " 69 System Derived 1.000 " .6 D + 0.6 CU + 0.273 E> +'0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> 70 System Derived 1.000 .6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> + CU + E> + EG- + EB> 71 System Derived 1.000 .6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91" EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- +'0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ I I D+CG+EB>+EG+ 74 Special 1.000 .6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- " 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB ' 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG .+.<E + EG+ +.<EB 78 System Derived . 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EBD + CG + <E + EG+ + <EB 79 System Derived 1.000 .6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1'.000 .6 D + 0.6 CU + 0.91 E> + 0.7, EG- + 0.273 <EB +• CU + E> + EG- + <EB 81 . " System Derived 1.000 .6 D + 0.6 CU + 0.273 <E +,0.7 EG -,+'0.9i <EB D + CU + <E + EG- +'<EB' 82 System Derived 1.000 3.6 D +6.6 CU + 0.91 <E + 0.7 EG- +'0.273 <EB D + CU '+ <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 84 Special 1.000 D.6 D + 0.6 CU.+ 1.75 <EB + 0.7 EG- • .' " .. + CU + zEB + EG-' 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG '+ L> (Set 1) . 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0D+1.0CG+0.6W1> D + CG + W1 > (Set 1)' 88 System 1.000 1.0 D +.1.0 CG + 0.6'<W 1 D + CG + <W 1 (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D +:CG + <W2 (Set 1) • 91 System 1:000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 ,' 1.0 D +.1.0 CG + 0.6 WPR D + CG + WPR'(Set 1) 93 System 1.000 .6 MW MW - Wall: 1 (Set 1) 94 System 1.000 .6 MW MW - Wall: 2 (Set 1) . 95 System 1.000 .6 MW - Wall: 3 (Set 1) ' 96 System" 1.000 6 MW MW - Wall: 4 (Set 1) 97 System 1.000 .6 D + 0.6 CU + 6.6 W 1 > + CU + W l > (Set l ) 98 System 1.000 .6 D +. 0.6 CU + 0.6 <W I D + CU + <W l (Set l) 99 System 1;000 .6 D + 0.6 CU + 6.6-W2> D + CU + W2> (Set 1) 100 System 1.000 .6 D + 0.6 CU + 0.6. <W2 _ .+ CU + <W2 (Set 1); 101 System 1.000 .6 D + 0.6 CU .+ 0.6 WPL + CU + WPL (Set l ) 102 System 1.000 .6 D +. 0.6 CU + 0.6 WPR. D + CU + WPR (Set 1) 103 System 1.060 I.0D+I.0CG"+0.75L+0.45,W1> D +CG+L+WI>(Set l)•' 104 System' ' 1.600 1.0 D + 1.0 CG +* 0.75 L + 0.45 <W 1 +. CG + L + -<W1 (Set, l) " 105 System 1.000 1:O D + 1.0 CG +0.75 L +:0.45 W2> + CG + L'+ W2> (Set 1"), , 106 System 1,000 1.0 D +.1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 (Set 1) 107. System 1.000 1.0 D + 1.:0 CG .+ 0.75 L + 0.45 WPL :. + CG + L + WPL (Set 1) 108 System 1.000 LO D + 1.0 CG +.0.75'L + 0.45 WPR D+CG + L + WPR (Set 1) . 109 System 1.000 1.0 D + 1.0 CG +_ 0.91 E>+ 0.7 EG+ D + CG .+ Fj + EG+ (Set 1), 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E,+ 0.7 EG+ + CG +. <E +. EG+ (Set 1) 11 System 1.000 .6 D + 0.6 CU +. 0.91 E>+ 0.7 EG -D + CU + E> + EG- (Set 1)' 112 System LQ00 0.6 D + 0.6 CU +0.91 <E + 0.7 EG- + CU +<E + EG- (Set t ) 113 Special 1.600 1:O D + 1.0 CG +,1.75 E> + 0.7 EG+D + CG .+ Fj + EG+ (Set l) 114 Special 1:000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+. + CG +'<E + EG+'(Set 1) 115 Special 1.000 0.6 D + 0.6 CU +" 1.75 E> + 0.7 EG- D + CU + Fj + EG,- (Set h . 116 Special 1.0.00 0.6D+O.6.CU+,1.75<E+0.7EG-+CU+<E+ EG- (Set 1) 117 OMR Connection 1.000 1.0 D + 1.0 CG +. 2.45 E> + 0.7 EG+ D + CG'+ E> + EG+ (Set 1) ' 118 OMF Connection 1.000 . 1.0 D +.1.0 CG + 2.45 <E + 0:7 EG+. +CG + <E +. EG+ (Set 1) 119 OMF Connection' 1.000 0.6 D + 0.6 CU +.2.45 E> + 0.7 EG- +.CU + E>+ EG- (Set 1) . 120 OMF Connection 1.000 0.6P + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG- (Set 1) 121 System Derived 1.000 1.0 D + 1.0 CG +. 0.6 WPR + 0.6 WB 1>, D + CG + WPR + WB I> (Set 1) 122 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6W131>'D +CU+WPR +:WBI>(Set1) 123 System Derived 1.000 1.OD+I.00G+.0.75L+0.45.WPR +.0.45WB1> +.CG+L+WpR+WBI>(Setl) 124 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 (Set 1) 125 System Derived 1.000 .6 D +.0.6 CU +. 0.6 WPR + 0.6 <WB 1 +.CU + WPR + <WB 1 (Set 1) 126 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WPR+0.45'<WB1 + CG + L + WPR + <WB L(Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> (Set 1)" 128 System Derived 1.000 .6 D + 0.6 CU'+ 0.6 WPR + 0.6 WB2> + CU + WPR + WB2> (Set 1) File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division, of BlueScope Buildings North America, Inc: • sur�ER • Date: 12/5/2016 BiRw Ma--fectu 1.0 16-026816-01 Calculations Package Time: 11:04 AM w. .r.. Page: 38 of 61 . 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 1) 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 1) 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set l ) 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 (Set 1) 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 1) 134 System Derived 1,000 0.6 D + 0.6 CU + 0.6 VOL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) .135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 1) 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 (Set 1) 137 System Derived 1.000. .6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 138 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 (Set 1) 139 " System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> (Set l ) 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) 141 System Derived 1.000 .1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4>D + CG .+ L +WPL + WB4> (Set 1) 142 System Derived 1'.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 (Set 1) 143 System Derived 1.000 D.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 (Set 1) 144 System Derived 1.000 1.0 D + 1.0 CG.+ 0.75 L:+ 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 (Set 1) 145 System Derived 1.000 .6 MWB N4WB - Wall: I (Set 1) 146 System Derived 1.000:..6 MWB MWB - Wall: 2 (Set 1) 147 System Derived 1.000 .6 MWB N4WB -, Wall: 3 (Set 1) " 148. System Derived 1.000 .6 MWB MWB - Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB? D + CG + Ej + EG+ + EB> (Set 1) . 150 System Derived 1.000 1.0 D + 1.0 CG +'0.91 E> + 0.7 EG+ +,0.273 EB> D + CG + P> + EG+ + EB>"(Set l ) 151 System Derived 1.006 1.10 D + 1.0 CG + 0.273 <E + 6.7 EG+ + 6.91 EB> D + CG + <E +.EG+ + EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91-5E+ 0.7 EG+ + 0:273 EB> D + CG + <E + EG+ + EB> (Set 1), 153 System Derived 1.000 "6 D +0.6 CU + 0.273 E> +.0.7 EG- + 0.91 EB> + CU + E> + EG- + EB> (Set 1) 154 System Derived 1.000 .6 D + 0.6 CU + 0.91 E> + 0.7 EG- +0.273 EB> D + CU + Ej + EG- + EB?. (Set 1) 155 System Derived 1.000 "6 D + 0.6 CU + 0.273 <E + 0:7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 1) ' 156 System Derived 1.000 "6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D +• 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB>+ EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + F> + EG+ + <EB (Set 1) " 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + Ej + EG+ + <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG+ + <EB ( Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG .+ 0.91 <E + 0.7 EG+ + 0.273 <EB.' +'CG +"<E + EG+ + <EB (Set 1) 163 System Derived 1.000 .6 D + 0.6, CU"+ 0.273 E> + 0.7 EG- + 0:91 <EB D+CU + E? + EG- + <EB (Set I ) 164 System Derived. 1.000 0.6 D + 6.6 CU + 0.91 E>'+ 0.7 EG- +'6.273 <EB D +'CU + F> + EG- +<EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- +; <EB (Set 1) 166 System Derived 1..000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB, D + CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1:0. CG+ 1,75 <EB•+ 0.7 EG+ D + CG + <EB + EG+ (Set 1)." 168 Special' 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG- (Set 1) 169 System 1.600 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 2)' 170 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG +<L (Set 2) 17.1 System 1:000 I.0D+I.0CG+0.6•WI> D + CG + W1 > (Set 2) 172 System 1.000 1.0 D +.1.0CG + 0.6 <W 1 " ' " + CG + <W'l (Set 2) 173 System 1.000 1.0 D + 1.0 CG +.0.6 W2> D + CG + W2> (Set 2) 174, System 1:000. 1.0 D +.1.0. CG + 0.6 <W2 D + CG + <W2 (Set 2) . 175 System 1:000 1.0 D +1.0 CG"+ 0.6 WPL + CG + WPL (Set 2) 176 System 1.000. 1.0 D + 1.0" CG +.0.6 WPR .+ CG + WPR (Set 2) 177 System 1:000 .6 MW MWWall` 1 (Set 2) 178 System 1:000 • .6 MW - Wall: 2 (Set 2) .: . 179 System 1:000' .6 MW MW 7 Wall: 3 (Set 2) . 180 System 1.000 .6 MW MW - Wall: 4 (Set 2) 181 System 1.000 .6D+0.6CU+0.6W1> D + CU + W1 > (Set 2) 182 System 1:000 .6 D + 0.6 CU + 0.6 <W 1'D + CU + <W1 (Set 2) 183 System 1:000 .6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 2) 184 System . " 1.000 .6 D + 0.6 CU + 0.6 <W2 1.6 D + CU + <W2 (Set 2) 185 System 1.000 .6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 2) 186 System 1.000 D + 0.6 CU + 0.6 WPR D + CU +. WPR (Set 2) 187 System" 1.000 1.0D+1.0CG+0:75L+0.45.W1> D + CG, +L+WI,>,(Set 2) , 188 System 1.000 1.0 D + 1.0 CG +.0.75 L + 0.45 <W 1 + CG + L• + <W 1 (Set 2) 189 System 1.600 1.0D+1.0CG+,0.75L+0.45W2> +CG+L+W25(Set,2) 190 System" 1.000 1.10 D + 1.0 CG + 0.75 L +, 0.45 <W2 D + CG +'L + <W2 (Set 2) 191 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0:45 WPL D + CG .+ L + WPL (Set 2)" 192 System 1.000 1.0 D + 1.0, CG + 0.75 L + 0.45 WPR + CG + L + WPR (Set 2) 193 System " 1.000 1.0 D + 1.0 CG +. 0.91 E> +.0.7 "EG+ .. +.CG + E> + EG+ (Set 2) 194 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0:7 EG+ + CG + <E + EG+ (Set 2) . 195 System 1.000 .6 D + 0.6 CU + 0.91 E> + 0.1 EG- + CU + E> + EG- (Set 2) 196 System 1.000 P.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG; (Set 2) File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division. of BlueScope Buildings North America, Inc: sur�ER Date: 12/5/2016 16-026816: Ol Calculations Package Time: 11:04 AM Page: 39 of 61 . 197 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 2) 198 Special 1.000 .1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 199 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- (Set 2) 200 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG- (Set 2) 201 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 202 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2)' 203 OMF Connection 1.000 .6 D + 0.6 CU + 2.45 F> + 0.7 EG- + CU + F> + EG- (Set 2) 204 OMF Connection 1.000 .6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 205 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I > D + CG + WPR + WB I > (Set 2) 206 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WBI> D + CU + WPR + WBI > (Set 2) 207 System Derived 1.000 1.OD+I.0CG+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WBI > (Set 2) 208 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB I D + CG + WPR +<WB I (Set 2) 209 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 D + CU + WPR + <WBI (Set 2) 210 System Derived 1.000 LOD+I.0CG+0.75L+0.45WPR +0.45<WB1 D + CG + L + WPR + <WBI (Set 2) 211 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 2) 212 System Derived 1.000 0.6 D +9.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 2) 213 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 2) 214 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 2) .215 System Derived • 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 2) 216 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <WB2 (Set 2) 217 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 2) 218 System Derived 1.000 0.6 D + 6.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 2) 219 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L, + 0.45 WPL + 0.45 WB3> + CG + L + WPL +'WB3>"(Set 2) 220 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 (Set 2) 221 System Derived 1.000 0.6 D + 0.6" CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 2) 222 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 (Set 2) 223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 2) 224 System Derived 1.000 D.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 2) 225 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L-+ WPL + WB4> (Set 2) 226 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 2) 227 System Derived 1.000 D.6 D + 0.6. CU + 0.6 WPL + 0.6 <W134 D + CU + WPL + <WB4 (Set 2) 228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 Ek + CG + L + WPL + <WB4 (Set 2) 229 System Derived 1.000 .6 MWB MWB -Wall: 1 (Set 2) 230 System Derived 1.000 .6 MWB MWB - Wall: 2 (Sett) 231 System Derived 1.000 0.6 MWB MArB - Wall: 3 (Set 2) 232 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 2) 233 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> (Set 2) 234 System Derived 1.000 1.0 D + I.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> (Set 2) 235 System Derived 1.000 1.0 D + 1.0. CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG+ + EB> (Set 2) 236 System Derived 1.000 1.0 D +.1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> (Set 2) 237 System Derived 1.000 .6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + F> + EG- + EB> (Set 2) 238 System Derived 1.000 .6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> (Set 2) 239 System Derived 1.000 .6 D + 0.6 CU +.0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 2) 240 System Derived 1.000. .6 D + 0.6 CU +.0.9 1 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 2) 241 Special 1.000 1.0 D + 1:0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> +EG+ (Set 2) 242 Special 1.000 .6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB>+ EG- (Set 2) . 243 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0 ;7 EG+.+ 0.91 <EB D + CG + Ei + EG+ + <EB (Set 2) 244 System Derived 1.006 1.0 D + 1.0 CG +.0.9,1 E> + 6.7 EG+ + 0.273 <EB D.+ CG .+ E> + EG+ + <EB(Set 2) 245 System Derived • 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 <EB D + CG + <E + EG++ <EB (Set 2) 246 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB D + CG +. <E + EG++ <EB (Set 2) 247 System Derived 1:000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <E13 D + CU + F> + EG- +. <EB (Set 2) 248 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB (Set 2) 249 System Derived 1.000 .6 D + 0.6 CU + 0.273 <g + 0.7 EG --t 0.91 <E13 D + CU + <E + EG- + <EB (Set 2) 250 System Derived 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB (Set 2) 251 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+, + CG + <EB + EG+ (Set 2) 252 Special 1.000 .6 D + 0.6.CU +.1.75 <EB +.0.7 EG- + CU +<EB + EG- Sett Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web.Fy Splice Codes Shape " No. in. in. " in. in. in. 11) (p) (ksi ksi Jt.I Jt.2 1 5.00 0.1345 0.1345 9.00 1 9.00 10.32 104.5 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 8.92 76.3 55.00 55.00 KN. SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 9'.68 82.3 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 9.00 9.00 11.09 111.0 55.00 55.00 BP KN 3P Total Frame Weight = 374.1 (p) (Includes all plates) File: 16-026816-01 Version: 2016.2a Butler- Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Manufacturing • �.....w., ' ' 16-026816 4I .Calculations Package Date: 12/5/2016 Time: 11:04 AM Page:. 40 of 61 Boundary Condition Summary Yes No . • : .. 0/0/0 0 0.0000' ' Member . X -Loc- Y -Loa Su .'X. Su .'Y. Moment Displacement Xin. Displacement Y in. -Displacement Z.Z rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 ' 4 20/0/0 0/0/0 Yes. Values shown are resisting forces ofthe foundation: Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvae at Frame Cross Section: 3 .. <WB3 Brc - 0.08 • WB 4> :. Brc...0.08 . •_ 4.59 - ' _ <WB4 .' Brc .. _ 0.08 _ . , _ - . . . � � .. •. . MWB .Brc -0:08 �- -1.67 ' .. .. .: MWB • . Brc _ • .. MWB Brc -0,08' •_ � ' .. .. - , .• � MWB Brc • EB>..Brc -0'.09 -1 • •- -. .84• .. <E B. • • :Brc •0.09 : _ . . _ _ , .. •_ .. - . - File: 16-026816-01•Version: 2016:2a".. ::.. � '• " . Butler Manufacturing, a division 0f BliieScope Buildings North. Yes No . • : .. 0/0/0 0 0.0000' Reactions - Unfactored Load Tvae at Frame Cross Section: 3 .. <WB3 Brc - 0.08 • WB 4> :. Brc...0.08 . •_ 4.59 - ' _ <WB4 .' Brc .. _ 0.08 _ . , _ - . . . � � .. •. . MWB .Brc -0:08 �- -1.67 ' .. .. .: MWB • . Brc _ • .. MWB Brc -0,08' •_ � ' .. .. - , .• � MWB Brc • EB>..Brc -0'.09 -1 • •- -. .84• .. <E B. • • :Brc •0.09 : _ . . _ _ , .. •_ .. - . - File: 16-026816-01•Version: 2016:2a".. ::.. � '• " . Butler Manufacturing, a division 0f BliieScope Buildings North. • ExteriorColumn :- Exterior Column Type X -Loc 0/070 20/0/0. .. Grid -Grid2 3-B 3-A 'Base Plate W x L (iri.) 8 X 10 ' .. . 8'X.10 ' -Base •Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4 -.0.750 • .' Column Base Elev. ] 00'-0" 100'-0" Load T � Desc:. Hx Hz V . Hx 'HZ . • .. V, D: Frm `0.09 .. 0.58 -0.09" . _.. 0.59 ,... , CG, Frm 0.11 - 0.60 -0.11 0.60 - - - 1> � - Frin � 0.58 3.20 -0.58' 3.20 - - ' <L Frm 0.58 c .' 3:20 -0.58 -. 3.20 • � .Wl>. " Frrn _ .. _' • -076 -5.25 1'.22.• =5.84. � • <W l . Frm.. •-0:56. - -3.89 0:90. �:. • 4.33 - �. _ .. . - W2> Frm -0,09 -0.59 0.14 - -0.66 .. • � . <W2 � Frm 0.11 0:76 -0.18 - .0:85. _ ' WPL Frm -0:56 -3.89 0:90 ,- =4.33.- WPR Frm -0:96 - -5.25 1.22 - =5.84 MW Frm - - - MW Frm 1.18 - 1.26 2.61. • - -1,26 MW Frm _ -Mw. • •_ Frm -2:64 -, -1.16 -1:02 1.16 - - CU Frm L.- Frm 0.58. - 3.20 -0:58 - 3:20 F> Frm .0.25 -0.28 -0.22 0:26 EG-+- Frtn 0.03 - 0:16 -0.03 - 0.16 - Frm • 0.25... - � .0.28. 0.22.. •. - ' . 70.26 • EG- Frm -0.03 - -0.16 0.03 -0.16 WB1> Brc = ,' -0 America, Inc: ' .09•-1.75..- .. - • .. <WB1 . ''.. Brc :. 0:09. _ _• ._ WB2> Brc -0.09'-1.76 '.. .. - .. - • <WB2 Brc _ .0.09 = • _ , • _' . ._ ; • _ . - WB3> Brc = -0..08. :1.60- . _ _ • ExteriorColumn :- Exterior Column Type X -Loc 0/070 20/0/0. .. Grid -Grid2 3-B 3-A 'Base Plate W x L (iri.) 8 X 10 ' .. . 8'X.10 ' -Base •Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4 -.0.750 • .' Column Base Elev. ] 00'-0" 100'-0" Load T � Desc:. Hx Hz V . Hx 'HZ . • .. V, D: Frm `0.09 .. 0.58 -0.09" . _.. 0.59 ,... , CG, Frm 0.11 - 0.60 -0.11 0.60 - - - 1> � - Frin � 0.58 3.20 -0.58' 3.20 - - ' <L Frm 0.58 c .' 3:20 -0.58 -. 3.20 • � .Wl>. " Frrn _ .. _' • -076 -5.25 1'.22.• =5.84. � • <W l . Frm.. •-0:56. - -3.89 0:90. �:. • 4.33 - �. _ .. . - W2> Frm -0,09 -0.59 0.14 - -0.66 .. • � . <W2 � Frm 0.11 0:76 -0.18 - .0:85. _ ' WPL Frm -0:56 -3.89 0:90 ,- =4.33.- WPR Frm -0:96 - -5.25 1.22 - =5.84 MW Frm - - - MW Frm 1.18 - 1.26 2.61. • - -1,26 MW Frm _ -Mw. • •_ Frm -2:64 -, -1.16 -1:02 1.16 - - CU Frm L.- Frm 0.58. - 3.20 -0:58 - 3:20 F> Frm .0.25 -0.28 -0.22 0:26 EG-+- Frtn 0.03 - 0:16 -0.03 - 0.16 - Frm • 0.25... - � .0.28. 0.22.. •. - ' . 70.26 • EG- Frm -0.03 - -0.16 0.03 -0.16 WB1> Brc = ,' -0 America, Inc: ' sur�ER Date: 12/5/2016 I. M 1-&'., � 16.02681.6-01 Calculations Package T1tne:11:04 AM �.� Page: 41 of 61 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical •' Load Reaction k k D 0.0 '_ 0.0 1.2 1.2 CG 0.0 0:0 1.2 1.2 L> 0.0 0.0 6.4 6.4 <L 0:0 0.0 6.4 6.4 : Wl> 0.5 0.5 11:1' 11.1 <W I 0.3. 0.3 8.2 8.2 W2> 0.1 0.1 1.3 1.3 <W2 0.1 0.1 1.6 1.6 WPL 0.3 0.3 8.2 8.2 WPR 0.5 . 0.5 11,1 •11.1 MW 0.0" 0.0 0.0 0.0 MW 3.8. 3.8 0.0 0.0 MW • 0.0 0.0 0.0 0.0 MW 3.7 3.7 0.0 0.0 CU 0.0; ., 0.0 .. 0.0. ' 0.0 L 0.0 "• 0.0. .. 6.4 6.4 E> .0.5 0.5 0.0 ' 0.0 EG+ 0.0 " 0.0 0.3 0.3 ' <E 0.5 0.5 0.0 '0.0 EG' 0.0 0.0 0.3 0.3 WBI> •0.0 0.0 0.0 0.0 <WB1 0.0. 0.0 0.0 0.0. . WB2> 0.0 0.0 , 0.0 0.0 <WB2 0.01 0.0 0.0 0.0 WB3> 0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 . . 0.0 WB4> 0.0 0.0 - 0.0 '0.0 <V,/B4 0.0 • 0.0 0.0' 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 • 0.0 . 0.0 0.0 MWB 0.0 '0.0 0.0 .' 0.0 EB> .0.0 0.0 0.0 0.0' <EB 0.0 0.0 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions.are based on' l st order itructuraI analysis. ' X -Loc " Grid Hrz left Load Hrz Right Load "Hiz In Load Hrz Out Load Uplift Load Vrt Dowd Load Mom cw'l Load I Mom ccw Load in. in: (-Hx) Case . (Hx), Case . (-Hz), Case (Hz) Case (-Vy) Case (Vy). Case.Case 8 10 (Mzz) ,Case 0.750 5.0 k Std k. OS -0:1875 k 3-A k 0.375 •. k 10 k 4., in -k 5.0 in -k • Std 0/0/0 3-B 1.58 '12 0,78Y , . 0:15 '73 0.15. 83 .' 2.80 13 ' 4:38 1: 20/0/0 3-A 0.78 1 .1.57 i 3:22 .73 3.15: 13 .439 1 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete . Plate Fy = 55:00 ksi Grade A36 Anchor Rods used to determine quantity and diameter ' Ga e & pitch standards are based on ACI731.8 Appendix D criteria for "cast -in- lace" anchor rods inspace=. 4tdrod X -Loc Grid Mem. Thickness Width Length' Stiff. Num. Of Rod Diam. Pitch Gage • Hole Welds to Welds to Load Shear No. in. in. in: k. • Rods id. in. (in.): T -Flange, Web 0/0/0 3-B 10.375 k 8 10 -No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0:1875 20/0/0 3-A 4 0.375 •. 8 10 No 4., 0.750 5.0 5.0 • Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadin -Maximum Shear Case' " :Maximum Tension Case Maximum Comp Case .' "Maximum Bracin ACase .' X -Loc Shear Axial Load : Shear ' Tension Load '. Shear Comp' Load Shear Axial rame Shea Load '. k. k Case k(k)-Case k k Case k k k Case.' .. 0/0/0 1.59 -0.70 77 0.41 -2.86 ' • •13 0:79. 4.39 67 0 20/0/0 1.58 -0.75. • 75 0.69 • -3.1'9 13 0.79 4.4.1 66 0' Date: 12/5/2016 BUTLER Butler Menuteetu,trp 16-026816-01 Calculations Package Time:11:04 AM Page: 42 of 61 Rase Plate Cnnnprtinn Ctrpnnth RAtinS X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web ILoad in. Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.069 77 0.074 13 N/A 0 4.000 0 0.050 67 0.092 13 0.092 67 0.054 67 0.062 77 20/0/0 0.068 75 0.083 13 Flush 2.50/2.50 0 4 0 0.050 66 0.103 13 0.092 66 0.055 66 0.061 75 Wph Stiffpnpr Snmmary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width. Side Welding No. No. Jt. ft in. No. No. in. in. in. in. Description 1 1 S9 9.54 8.746 65.03 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 1 2 S2 7.27 8.747 65.03 N/A N/A 0.3750 4.000 Far F -BS -0. I 875,W -OS -0. I 875,F -BS -0. 1875 4 1 S3 10.28 8.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Rnited Fnd-Plate Cnnnp tinnc (Platp Fv = 55-00 kcil Mnmpnt rnnnPetinnc- Outside Flange Required Strength Design End -Plate Dimensions I Bolt Outside Flange Inside Flan e Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd Mem. Jt. Type No. No. No. in. in. in. in. (in -k . in. ID I Desc. in. sc. in. 1 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 2.50 2 1 KN(Face) . 0.375 6.00 . 10.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 JIFlush ush 2.50/2.50 3 2 KN(Face) 0.375 6.00 9.99 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 ush 2.50/2.50 4 2 KN Face 0.375' 6.00 10.01 0.750 A325N/PT' . 3.60 11 Flush 2.50 ush 2.50 Mnmpnt rnnnPetinnc- Outside Flange Required Strength Design Strength Ratios • Mem: it. Ld Axial Shear Moment Bolt I Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k (in -k . Proc. Tension Shear Bending Yielding Rupture Tearing Weld I Weld 1 2 72 -0.3 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 0.000 0.056 0.516 O._51_6 2 1 72 -0.3 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 0.000 0.056 0.5161 0.516 3 2 72 -0.1 1.7 89.7 AISC DG-16/Thin plate 0.382 0.035 0.617 0.000 0.000 0.056 0.5161 0.516 4 2 72 -0.1 1.7 89.71 AISC DG-16/Thin plate 0.382 0.035 0.617 0.000 0.000 0.056 0.5161 0.516 Inside Flange IRequired Strength Design StrengthRatios Mem. Iit. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No: Cs k k in -k Proc. Tension Shear BendingYieldingRu Mry ture TearingWeld Mcx Weld 1 2 77 -0.6 0.7 72.9 AISC DG-16/Thin plate 0.302 0.015 0.487 . 0.000 0.000 0.024 0.516 0.516 2 1 77 -0.6 0.7 72.9 AISC DG-16/Thin plate 0.302 0.015 0.487 0.000 0.000 0.024 0.516 0.516 3 2 13 0.6 2.8 76.1 AISC DG-16/Thin plate 0.336 0.057 0.544 0.000 0.000 0.092 0.516 0.516 4 2 13 0.6 2.8 76:1 AISC DG-16/Thin late . 0:336 0.057 0.544 0.000 .0.000 •0.092 .0.516 0.516 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Tilanap R- Member Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2" 3 . 3/7/3 5/5/0 15/0/0 (2)GFB2037 5/0/0 2 GFB2037 0.053 0.047 75 77 . Shear Framp nPdan Mpmhpr Rnmmary - rnntrnllina i nod racp and Movimnm ('nmhinpd Qtroccoc 1Momhor 11 n afin o from inint 1 1 File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom- y Axial Mem. Loc. Depth + Shear Pr Vt Mrx Mry Pc Vc . Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k . in -k Flexure 1 9.60 9.00 67 -4.4 -90.5 0.0 28.7 169.5 39.0 0.61 1 0.00 9.00 77 1.6 20.9 0.08 2 8.56 9.00 66 -0.8 106.4 0.0 27.3 169.5 39.0 0.64 2 0.36 9.00 67 3.7 20.9 0.18 3 0.21 9.00 66 -0.8 ' 166.6 0.0 27.3 169.5 39.0 0.64 3 8.90 9.00 '66 -3.7 20.9 0.18- 4. 10.31 9.00 66 -4.4 -97.8 0.0 26.3 169.5 39.0 0.66 4 0.00 9.00 75. 1.6 20.9 0.08 File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: BUTLER .. L`Date:'12/5/2016 16-026816-01 Calculations Package T1me:11:04 AM Pagei. 43 of 61. Parameters Used for Axial and Flexural Design '. a .�. «tet•. Mem. Loc.' ''Lx• Ly/Lt ' Lb Ag ;Afnu "x ' ; Iyy Sx ' Sy •Zx Zy . •'.J : Cw "Cb ,:Rpg , Rpc Qs ,'Qa No. ft in:. in. in..' in.2. in.2 inA, in.4 in.3 in.3 in.3• in.3 in.4 in.6 ' W2, 6 . • System ' 1'.000 60 180 I •- '9.60 115.21 115.2 '115.2 2.52 '" 0.67 33.89 , 2.80 7.531.12 1.000 8:53 .- 1.72 0.02 55.09 1:65 1.00 ; .1. 13 ; 0.67 0.95 2 8.56 205.18 120.0 60.0 ' 2.52 0.67 33.89 2.80 7.53 , 1.12 8.53 1.72 0.02. 55.09 ' 1.08 1.00 1.13 ' 0.67 0.96 .j 0.21 205.18 " 120.0 `,' 60.0 ` 2.52 0.67 33.89 2.80 7.53 1.12 " 8.53 1.72 0.02 55.09 1.08. 1.00 1.13 0.67 0.96 4 . 10.31 123.76 1.23:8 123.8 .2.52 0.67 33.89 2.80 ' T.53 -L12 .. 8.53 1.72 0.02 55.09 ' 1..64 .1.00 1'.13. 0.67 0.97 Deflection Load Combinations- ramingi No. '. Origin.. . ` Factor. DefH -Def V .. A lication . :' . . ' r . • . Description 1 ' System 1.000 0 180,' 101: 2 System " 1.000 ''60' ' 180. .42 W1>' j> 3 System - 1,000 60 180 .42 <W 1 -" W 1 , 4 System 1.000 60 '.180 .42'W2> 2>, .. 5 . ` System '1.000 60 180 ' .42 <W2 W2, 6 . • System ' 1'.000 60 180 .42 WPL"•WPL 7 System 1.000 60.' 180 .42 WPR WPR ,8 3 System . 1.000 ] 0 0 " 1.0 F> + 1,O EG- .. + EG- • 9 System' 1.000 ' 10 0 , 1.0 <E + l .0 EG- , <E + EG_' 10 System 1'.000 ' 0 • -180 1.0 L ' , • • .' • ` L (Set 1) 11 System .1.000 60" 180. .42 W 1 WI> (Set, t ) 12 System ; . 1.000 60 '180 .42 <W l W 1 (Set 1) - • ' 13' System 1.000 60 180 " .42 W2> ' ` 2> (Sef f) ; 14 System 1.000 60 180 .42'<W2 <W2 (Set 1) 15 System 1.000 ' 60' 180 .42 WPL ' " ', L (Set 1) 16 System 1..000 60 180 .42 WPRR'(Set 1); . 17 System 1.000' 10 0 1.0 E> + 1.0 EG- '+ EG- (Set' 1) 18 System 1.000 ' 10 0 1.0 <E +.1.0 EG- E + EG -'(Set 1)' 19 System 1.000 ' . 0 180, 1.0 L L (Set 2) 20 System 1.000 . 60 180 A2 WI >.' • 1> (Set 2) . 21' System 1,000, 60 180 .42 2W 1 . ' w W 1 (Set 2) _ 22 System - 1.000 60 180 .42 W2> W> (Set 2) 23 . ' .System 1.000 60 '180 .42 <W2 ", .. <W2 (Set 2) 24 System '1.000- : 60 • ; 180" .42 WPL. • "'• L.(Set2).' 25 System 1,000 • 60 180. R(Set 2), 26 System 1.000 10 0 [.42WPR .0 E> + 1.0 EG-* + EG- (Set 2) System - 1.000. 10.. 0 .0 <E +' 1'0 EG- ' . E + EG-. Set 2). - Controlling Frame' Deflection Ratios for'Cross Section:3 .. Description : " Ratio' Deflection (im) Member Joint. Load Case 'Load Case Description '. ax. Horizontal Defection.' .. (' (H/807') -0:148 1 2 0 MW -Wall: 3 . ax. Vertical Deflection for S an . l L/678' 0:3163 1 :• : 0 D + CG + L'+ W2> • Negative horizontal deflection is left r ' Negative vertical deflection is down primary Lateral'deflections of rima frames are calculated on a.bare frame basis and do.not include. resistancefrom systems, such as roof and endwall diaphragms or.partial l , base fixity. Therefore, these deflections may be considerably: overstated: Frame Lateral Stiffness (K) 0.000 Win)' , Fundamental Period (calculated).(T):.0.000 (sec.) ' File: 16-026816-61 Version: 2016.2a ` Butler Manufacturing, a division of BlueScope Buildings North America, Inc: y sur�ER Date: 12/5/2016 Butler Menufactu,. �.�... 16-026816-01 Calculations Package" - Time: 11:04 AM + � Page: 45 of 61, . Frame Location Design Parameters: - Location Av . Ba S ce Descri tion An le Grou Trib. Override Desi Status . 60/0/0 19/9/0 StorageClearspanfl 90.0000 1 Stress Check ' Design Load Combinations - Framing No. Ori in • Factor Application ' Description .1 System 1.000 ' 1.0 D + 1:0 CG + 1.0 L> " , + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W1 > D +CG+W1> 4 System 1'-000 1.0 D + 1.0 CG + 0.6 <W1 • + CG + <W l 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6, System 1.000 1.0 D + 1.0 CG + 0.6 <W2. + CG + <W2 7 • System 1.000 1.0 D.+ 1.0 CG + 0.6. WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 .6 MW MW -Wall: 1 . 10 .. . System 1.000 .6 MW MW - Wall:'2 1.1 System 1.000 .6 MW MW - Wall: 3 12 System 1.000 .6 MW Wall: 4 13A System 1.000. .6D+0.6:CU+0.6W1> D +CU+WD! ' .. 14 System 1;000 16 D +0.6 CU + 0.6 <W 1 D +'CU + <W I 15 System 1.000 .6 D + 0.6 CU + 0.6 W2> + CU + W2> . 16 System 1.000 .6 D +,0.6 CU + 0.6 <W2 t CU + <W2 17 System 1.000 .6 D + 0.6 CU + 0.6 WPL + CU + WPL 18 System 1.000 .6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System.. 1.000 I.0D+I.0CG+0.75L+0.45W1> D +CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L +, 0.45 W2> + CG + L + W2> 22 System 1.000 1 '.O D + 1.0 CG '+' 0.75 L + 0.45 <W2 +'CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L'+ 0.45 WPL + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG.+ 0.75 L + 0.45 WPR + CG + L + WPR 25• System 1.000 1.0 D + 1.0. CG + 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ ' 26 System 1.000 1.0 D '+ 1.0 CG + 0.91 <E + 0.7 EG+ D +'CG + <E + EG+ 27 System .1:000 .6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + E> + EG - 2'8 System 1.000 .6 D + 0.6 CU + 0.91'<E+ 0.7 EG- D +CU +<E + EG- 29 Special • 1.600 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E.+ 0.7 EG+, +:CG + <E + EG+ - • 31 .. Speciale 1:000 .6 D + 0.6 CU+ 1.75 E.> + 0.7 EG- D + CU + E>.+ EG- , 32 Special 1.000 .6 D + 6.6 CU + 1.75 <E + 0.7. EG- D + CU+ <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ . 34 OMF Connection 1.000 1.0 D+ l .0 CG + 2.45 <E + 0.7 £G+.. D'+ CG + <E + EG+ . 35 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7. EG- " + CU + <E + EG- ' .37 System Derived:: 1.000 1.0D+1.0CG+0.6WPR +.'0.6WB1> +CG+WPR+WBI> 38" _ System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WBI> +CU+WP11+W131'> 39 System Derived .1.000 1.0 D + 1.0 CG + 0.75 L, + 0:45 WPR + 0.45 WB 1> D + CG + L + WPR + WB I >, 40 Systero.Derived .1.000. 1.0D+.1.0CG+0.6.WPR+0.6<WB1'., .. ,+CG•+WPR: +<WBI ". 41 System Derived' 1.000.6D+0.6CU+0.6WPR+0.6<WB1 +CU+WPR+<WBl 42 System Derived 1.000 LO D+ 1.0 CG + 0.75 L + 0:45 WPR + 0.45 <WB l„D + CG + L + WPR + <W131 43' System Derived • 1:000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> 44 System Derived 1.000 .6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CU + WPR + WB2> 45' System Derived 1.000 1.0 D +.1.0 CG + 0.75 L + 0.45 WPR +.6.45 WB2> D + CG + L.+ WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CO + 0.6 WPR + 0.6' <WB2 '+ CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0,6 WPR + 0.6 <WB2 D + CU + WPR + <W132 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L+ 0.45 WPR + 0.45 <WB2 • , + CG + L + WPR + <WB2' .. 49' System Derived A.000 1.0 D + 1.0 CG + 0.6 WPL + 0:6 WB3> + CG + WPL + WB3> .50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> 51 System Derived' 1.000 1.0 D + 1.0 CG +• 0.75 L + 0.45. WPL 4-.0.45 WB3> D + CG + L + WPL +. WB3>. 52 System Derived 1.000 1.0 D +-1.0 CG+ 0.6 WPL + 0.6 <W133 , .. + CG + WPL+ <WB3 53 System Derived 1.000 016 D + 0.6 CU + 0.6 WPL + 0:6 <W133 D + CU + WPL + <W133 54 . System Derived .1.000 1.0 D + 1.0 CO + 0.75 L + 0.45 WPL + 0.45 <W133 + CG + L + WPL + <WB3 55 'System Derived 1:000' 1.0 D + 1.0 CG + 0.6' VOL + 0.6 WB4>, b + CG + WPL + W130 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> P +CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG +, 0.75 L + 0.45 WPL + 0'.45 WB4> + CG .+ L + WPL.+ WB4> 58 System Derived 1.000 1.0 D +. 1.0 CG + 0.6 WPL,+ 0.6'<WB4 + CG + WPL + <W134 59 System Derived 1.000.6 D + 0.6 CU + 0.6 VOL + 0.6 <W134. + CU + WPL + <WB4 60 -System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 . + CG + L + WPL +'<WB4 File: 16-026816-01 Version: 2016.2a - Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 12/5/2016 BL/TLER 16-026816-01 Calculations Package Time: 11:04 AM ..._. Yage:, 46 of 61 61 System Derived 1.000 .6 MWB IIWB - Wall: 1 62 System Derived 1.000 .6 MWB Wall: 2 63 System Derived 1.000 .6 MWB MWI3 - Wall: 3 64 System Derived 1.000 .6 MWI3 MWI3 - Wall: 4 65 System Derived 1.000 1,0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>. D + CG + <E + EG+ + EB>. 69 System Derived 1.000 .6 D + 0.6 CU + 0.213 E> + 0.7 EG- + 0.91 EB> + CU + E> + EG- + EB> 70 System Derived 1.000 .6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 11 System" Derived 1:000 .6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 " .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0. CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 Special 1.000 16 D + 0.6 CU .+ 1.75 EB> + 0.7 EG- + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + P> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG +'091 E> + 0.7 EG+ + 0.273 <EB D + CG + Ei + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB . 79 . System Derived 1.000 .6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 6.91 <EB D + CU +. E> + EG- + <EB " 80 System Derived 1.000 .6 D + 0.6 CU + 6.91 E> + 0.7 EG- + 0.273 <EB " .. + CU + E> + EG= + <EB 81 System Derived 1.000 .6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG- + <EB " 82 System Derived 1.000 .6 D + 6.6 CU + 0.91 ?E + 0.7 EG= + 0.273 <EB D + CU + <E + EG -4 <EB" " 83 Special 1:000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special' 1.000 .6 D + 0.6 CU + 1.75 <EB +,0.7 EG- D + CU + <EB + EG - 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 1) 86 System 1.000 LOP D + 1.0 CG + 1;0 <L. D + CG + <L (Set 1) 87 System 1.000 1.0 D + 1.0 CG + 0.6 W 1 > D + CG + W 1 > (Set 1) " 88 System 1.000 1.0 D + 1.0 CG + 0.61<W 1 D + CG + <W l (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set l ) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1:000 1.0 D +.11.0 CG '+ 0.6 WPL D + CG + WPL (Set 1) 92 System - 1.000 1..0 D + 1.0 CG.+ 0.6 WPR +. CG + WPR (Set 1) . 93' System 1.000 .6 MW MW - Wall: 1 (Set 1) 94 System 1.000 .6 MW MW - Wall: 2 (Set 1) 95 System 1:000 .6 MW* MW - Wall: 3 (Set 1) " 96 System 1.000 .6 MW - Wall: 4 (Set l ) 97 System 1.000 .6D+0.6CU+0.6W1>D +CU+WI>(Set l) 98 System 1.000 .6P + 0.6 CU + 0.6 <W 1 D + CU + <W1 (Set 1) . 99 System 1.000 .6 D + 0.6.CU + 0:6 W2> D + CU + W2> (Set l ) 100 System 1.000 .6 D + 0.6 CU + 0.6 <W2 + CU + <W2 (Set 1) 101 System 1.000 .6 D + 0:6 CU + 0.6 WPL D + CU + WPL (Set l ) 102 System 1.000 .6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W1 > (Set 1) 104 System 1.000 1,0 D + 1.0'00 + 0.75 L + 0.45 <W 1 D + CG + L +'<Wl (Set.l) 105 System 1.000 1.0 D + 1.O CG + 0.75 L + 0.45 W2>D + CG.+C + W2> (Set 1) 106 System .1:000 1.0 D +.1.0, CG + 0.75 L + 0.45 <W2 D +"CG + L + <W2 (Set 1) 107 System 1.000 1.0 D + 1:0. CG + 0.75 L + 0.45 VOLD + CG + L +WPL• (Set 1) 108 System ••" 1.000, 1.0D+I.0CG+0.75L+0.45WPR ..D +C,G.+L+WPR (Set l) 1 Y09 S stem 1.000 1.0 D +•1:0 CG + 0.91 E> + 0.7 EG+ .+ + CG Fj + EG+ (Set l)• " 110' .. . System .. .1.000 1.0 D +.1'.0 CG + 0.91 <E + 0.7 EG+. D + CG + <E +. EG+ (Set 1) 111 System 1.000. .6 D '+ 0:6 CU "+ 0.91 E> + 0.7. EG- "<E + CU + E> + EG- (Set l )' . 112 System: 1.000 .6 D + 0.6 CU + 0.91 + 0.7 EG- + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D +.1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 114 Special 1.000 1".0 D + LO CG + 1.75 <E + 6.7 EG+ + CG + <E + EG+"(Set l ) 115 Special 1.000 .6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG- (Set 1) 116 Special 1.000 .6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) . 117 ONE Connection 1.000 1.0 D + 1.0 CG +. 2.45 E> + 0.7 EG+ D + CG + E> + EG+ (Set "1) 118 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0:7 EG+ D + CG + <E +. EG+ (Set 1) 119 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 120 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 1.0D+1.0CG+0.6WPR +0.6WB1> + CG + WPR + WBI > (Set 1) 122 System Derived 'System 1.000 .6D+0.6CU+0.6WPR +0.6WB1> +CU+WPR+WB1>(Set l). 123 Derived 1.000 1.OD+I.0CG +0.75L+0:45WPR +0.45WB I> D +CG.+L+WPR +WB1>(Set 1)_, 124 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6<WBI D + CG + WPR + <WB I (Set 1) " 125 System Derived1.000 .6D+0.6CU+0.6WPR+0.6<WBl + .CU +WPR +<WB1.(Set 1)' 126 System Derived 1.000. 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W131 D + CG +. L + WPR +"<WB I (Set 1) " Ir System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>+ CG.+.WPR +, WB2> (Set 1) ] 28 System Derived 1.000 .6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CU + WPR'+ WB2> (Set 1) File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 12/5/2016 Butler fftn fact„i,4r 16-026816-01 Calculations Package Time:11:04 AM Page: 47 of 61 147 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 1) Weight ...Fig 130 System Derived 1.000 .1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG +.WPR + <WB2 (Set 1) No. 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 1) D + CG .+ E> + EG++ EB> (Set 1) 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L +•WPR + <WB2 (Set 1) 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 1) 1.000 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) System Derived 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L + WPL + WB3> (Set 1) 153 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL.+ <WB3 (Set 1) KN 137 System Derived 1.000. .6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 0.1345 138 System Derived. 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 + CG + L + WPL + <WB3 (Set 1) + CU + <E + EG- + EB> (Set 1) .139 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> ' + CG + WPL + WB4> (Set 1) .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>' 140 System Derived 1.000 .6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) 1.000 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 1) Special 142 System Derived 1.000 1.0 D +'1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 1) 159 143 System Derived 1.000 .6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 (Set 1) 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <WB4 (Set 1) 145 System Derived 1.000 .6 MWB N4WB - Wall: I (Set 1) D + CG + <E + EG+ + <EB (Set 1) 146 System Derived 1.000 .6 MWB MWB - Wall: 2 (Set 1) Mem.. , 147 System Derived 1.006 1.61 MWB MWB - Wall: 3 (Set 1) +CU+Fj+EG-+<EB(Set l) Weight ...Fig 148 System Derived 1.000 .6 MWB N4WB - Wall: 4 (Set 1) No. + CU + <E + EG- + <EB (Set 1) 149' System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> +0.7 EG++ 0.91 EB> D + CG .+ E> + EG++ EB> (Set 1) .6 D +• 0.6 CU + 0.91 <E + 0.7 EG- +.0.273 <EB (ksi '150 System Derived 1..000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D +;CG + Fa + EG++ EB> (Set 1) 1.000 1.0 D + 1.0 CG + 1,.75 <EB + 0.7 EG+ 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D+CG + <E + EG+ + EB> (Set 1) Special 1.000 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0:273 EB> D +, CG + <E + EG+ + EB> (Set 1) 0.1345. 0.1345 153 System Derived 1.000 .6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> (Set 1) 55.00 KN 154 System Derived 1.000 .6 D + 0.6 CU + 0.91 E> + 0.7 EG- +.0.273 EB> + CU + E>+ EG- + EB> (Set 1) 0.1345 9.00 155 System Derived 1:000 .6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> (Set 1) SS KN 156 System Derived 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>' D + CU + <E + EG- + EB> (Set 1) 9.00 9.00. 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set l ) KN • 3P 158 Special 1.000 .6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG .+ 0.273 E> + 0.7 EG+ + 0.91 <EB + CG + Ej + EG+ + <EB (Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + Ej + EG+ + <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB (Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB D + CG + <E + EG++ <EB (Set 1) • 163. 164 System Derived S stem Derived 1.000 1 000 .6 D + 0.6. CU + 6.273 E> + 03 EG- + 0.91 <EB 6 D + 0 6 CU + 0 91 r, + 0 7 EG + n,)73 <EB ' D + CO + E> + EG- + <EB (Set 1) Mem.. , Fig Width y Web'Thk Depthl Depth2, +CU+Fj+EG-+<EB(Set l) Weight ...Fig Fy 165 System Derived 1.000 .6 D + 0.6 CU + 0.273.<E + 0.7 EG- + 0.91 <EB No. + CU + <E + EG- + <EB (Set 1) in. in. 166 . " . System Derived 1.000 .6 D +• 0.6 CU + 0.91 <E + 0.7 EG- +.0.273 <EB (ksi D + CU + <E + EG- +. <EB (Set 1) R.1 ]t.2 167 Special 1.000 1.0 D + 1.0 CG + 1,.75 <EB + 0.7 EG+ 0.1345 + CG + <EB + EG+ (Set 1), 9.00 10.32. 168 Special 1.000 D.6 D + 0.6 CU + 1.75 <E&+0,7 EG-- KN' +. CU + <EB + EG- Set l 2 .5.00 0.1345. 0.1345 9.00 IR -6- Mhp.Ci-. 76.3 .55.00 ' 55.00 Mem.. , Fig Width Fig Thk Web'Thk Depthl Depth2, Length Weight ...Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft(p) - (ksi ksi R.1 ]t.2 1 5.00' 0,1345 0.1345 "9.00' 9.00 10.32. 104:5. ' 55:00 .' 55.00' . ' BP. KN' 3P 2 .5.00 0.1345. 0.1345 9.00 :.9+00 8,92 76.3 .55.00 ' 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9,00 9.68 82.3. 55.00 55.00 SS KN 3P 4 • 5.00 0.1345, 0.1345 • 9.00 9.00. T1.09 1 11.0 . 55.00 . 55.00 BP KN • 3P totalframeWeight=3"14.1 (p)• .(includes all plates) Rnnndnry r-litinn Rnmmory .. .. .. .. .. -Member ' . X -Loc Y -Loc .' - Supp. X - ..Su . Y- % Moment.. - Displacement X in. Dis Iacement Y in. ' . Displacement ZZ rad. 1 4 0/0/0 0/0/0 20/0/0 0 Yes 1 Yes Yes No Yes No 0/0/0 0/0/0 0.0000 0/0/0 0/0/0 0.0000 • Base Plate Thickness 'Anchor Rod Qty/Diam. Column Base Elev. eurcER Date: 12/5/2016 16-026816-01 Calculati6ns Package Time.: 11:0.4 AM Bulla,"I: W. '1-0 ' 1.60 Page:. 48 of 61 Values shown are resisting forces of the foundation. • Hz Base Connection Design is Based on 3000.00 (psi) Concrete ' . Hx Reactions'- Unfactored Load T at Frame Cross Section: 4 '. . r Type Exterior Column Exterior Column " X -Loc 0/0/0 20/0/0 Frm'',' 0.09' Gridl - Grid2 4-B 4-A 0.58' Base Plate W x L (in.) 8 X 10 8 X 10 Base Plate Thickness 'Anchor Rod Qty/Diam. Column Base Elev. (m:) (in.) 0.375 4-0.150 1001-011. 0.07• 0:375. 4-,0.750 100'-0" ' 1.60 Load T Desc.. ' Hx • Hz V ' ' . Hx Hz '. . 407. D' Frm'',' 0.09' 0.58' .-0.09. 0.58. <WB4 ;' .. Brc CG Frm 0.11 . • 0.59 -0.11 1.59 0.59 L> ' . Frm . 0.57 Brc 3.18 .457. " 3.18 <L Frm 0.57 3.18-0.57 MWB' . Brc 3.18. Wl>. .. Frm .-0.77 -5.32 1.24 =5.92 MWB Brc . <W 1 Frm -0.56 -3.90 0.91 1.67 4.34 W2> Frm . -0.10 Brc -0.72 .0.17 -0.80 <W2 Frm . 0.10 0.69 -416 Brc 0.77 . -0.08 WPL' .Frm' . -0:56-3.90 0.91. 4.34 .. . ; = .. • . .. WPR Frin 0.77 ' . 5.32 1.24 _ 5.92 :. File: 16-026816-01 Frm Version: 2016.2a Butler Mantifac4uring, adivision of BlueScope Buildings North America, Inc: ' " MW Fn -n.. 1.16 1.24 .2.58 -1.24; MW. Frm MW Frm -2.60 -1.15 -1.01 1.15 CU Frm L Frin 0.57 3.18 -0.57 ' . - 3.18 E> Frin -0.25 -0.28 -0.22 0.26 EG+ Frm 0.03 0.16 -0.03. 0.16. <E Frin 0.25 0.28 0'.22 -0.26 •' „ EG- Frm • -0.03 -0.16 0.03 -0.16 WB1> . 'Brc ., _" -0.08 <WBI •. Brc - 0.08 1'.75 WB2> Brc , c -0.08 -5WB2 Brc.- - 0.08 1.76' WB3> Brc 7 -0.07 51,'VB3 Brc 0.07• 1.60 WB4> Brc, '. . 407. :. .. ' <WB4 ;' .. Brc 0.07 - . • 1.59 MWB Brc -0.08 " MWB' . Brc . MWB Brc . - =0.08.. 1.67 MWB . Brc EB>. .. Brc -0.08 <EB' 'Brc' = 0.08' _ 1'.84. File: 16-026816-01 Version: 2016.2a Butler Mantifac4uring, adivision of BlueScope Buildings North America, Inc: ' " aur�ER Date: 12/5/2016 Butler Manufeeturlr4 16-026816-01 Calculations Package Titne:11:04 AM r Page:. 49 of 61 Sum of Forces with Reactions Check - Framing Load Type Horizontal. Load Reaction k k Vertical ' Load Reaction k ; k D 0.0 0.0 1.2 1.2 ' CG,' 0.0 0:0 1.2 '1.2 L> 0.0 . 0.0 6.4 6.4 .. <L.. 0:0 0.0 6.4 6.4: ' Wl> 0.5 0.5 11.2 11.2 . <Wl 0.3. '0.3 8.2 8.2 W2> 0.1 0.1 1.5 1.5 - <W2 . 0:1 0.1' 1.5 ' 1.5 WPL 0.3 0.3 - 8.2: 8.2 ` WPR 0.5 0.5 11.2 11.2 MW 0.0 0.0 0.0 0.0 MW 3.7 3.7 0.0 0.0 . MW 0.0 0.0 .0.0. 0.0 MW.. .' 3.6 3.6 0.0, 0.0'. .. CO 0.0 0.0 0.0, ' 0.0 L . U. � . .. 0.0 '6.4' 6.4: •.. F> .0.5 0.5 .0.0: 0.0•. EG+. .' 0.0 .0.0 0.3. 0.3 <E 0.5, 0.5 0.0 0.0 EG- . ' 0.0 .. 0.0 0.3 ,' 0.3 WBI> 0.0 0.0 0.0 0.0 <WB1 '. 0.0 0.0 0.0.. . 6.0. .. WB2> 0.0 0.0 .• 0.0 0.0 <WB2... 0.0 .0.0 0.0 0.0., WB3> 0.0 0.0 0.0 0.0 <WB3 '. 0.01 0.0 0.0 0.0. . \VB4>. 0.0, 0.0 . 0.0 '0.0 <WB4 0.0 0.0 '. 0.0 0.01 .. MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0'. MWB. .. 0.0 0,0 0.0 0.0 MWB 0.0 0.0 0.0` 0.0 �• EB>' 0.0 . 0.0. 0.0 0.0• <EB .. .. 0.0 0.0 '. . 0.0 .. 0.0. . . Maximum Combined Reactions Summary with Factored Loads - Framing . • Note: All reactions.are based on 1 st order. structural anal sis: ' . . X -Loc "Grid ' Hrz left Load Hrz Right Load Hit In • Load HrzOut' Load Uplift; •Load Hole. • Vrt Down Load Mom cw' Load Mom ccw Load ".. in. .. .(in:) ", (-Hx) Case , (Hx)" Case Hz Case. - (Hz). ' Case ,V Case V' Case Mzz Case Mzz Case 0.750 ' : • 5.0 k, Std k OS -0:1875 k 4-A•. k '.0.375 k. •` 10 k) 4.. (in-k "5.0` • in=k Std' 0/0/0. 4-B ': I'.56 : 12 0.77 1' ., `. 0:15`._ `73 • ''0.15 83 ; 2.85. 13 ` .4:35' • ''1,' 20/0/0 4-A, 0:77 1 1.55 10: 3.22 .83.' 3.210 ' 13 4:36 • I .. Base Plate Summary ... Base Connection Design is -Based on 3000.00 (psi) Concrete ' , • .' • ,' Plate Fy =.55.00 ksi Grade A36 Anchor Rods used to'determine quantity and'diameter .. . Gaize & Ditch standards are based on ACI -31.8 Appendix D criteria for "cast -in- lace" anchor rods in space =.4Mrod " X -Loc Grid. Mem. Thickness Width- Length Stiff. Num. Of Rod Diam: 'Pitch. ' Gage , Hole. • Weldsto. Welds to Load ' No. in. ' ".. in. .. .(in:) ", . : '.., 'Rods FFlange: ". (in:)'. in. " in.: Type ' Web ' 0/0/0 4-B :1 0.375 ;8 107, No ' 4 ' 0.750 ' : • 5.0 5.0• Std OS -0a 875. OS -0:1875 20/0/0 4-A•. .•4'. '.0.375 •8' '; 10 No. 4.. 0.750 •' "5.0` • ' 5.0 Std' OS -0.1875 OS 0.]875 Pinned Base Plate Conoection'Loadin Maximum Shear Case Maximum Tension Case," Maximum Cornp, Case Maximum B cingfWA Case.' ' X -Loc . Shear '. Axial . Load Shear' Tension Load` Shear. Comp '' Load Shear' • ''. Axial .. rame Shea Load ' k .. k Case . k k .` .. Case k k Case k ' k . ' . ' k . Case . 0/0/0 1.59 ' . --0.70 '77 0.41-2.86 13 0:79 4.39 .67 . ',= 0 20/0/0 1.58. '-035- -. 75 . 0:69 -3.19.. ' . 13. 0.79" 4.4 ] 66 0" B/1TLER Date: 12/5/2016 Butler Manufacturing- 16-02681.6-01 Calculations Package Time: 11:04 AM Page: 50 of 61 Races Plata f`nn nwrrinn Cfranafh AoHnc X -Loc Rod Load Rod Load Rod Load Rod Load Conc Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V + T Case BendingCase 9.54 Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.069 77 0.074 13 N/A 0 4.000 0 0.050 • 67 0.092 13 0.092 67 0.054 67 . .0.062 77 20/0/0 0.068 75 0.083 13 Flush 2.50/2.50 0 2 0 0.050 66 0.103 13 0.092 66 0.055 66 0.061 75 WPh Ctiffvnvr V- Mem. Stiff.. Dese. Loc. Web Depth h/t A a Thick. Width Side Welding No. No. Pitches Ist/2nd Configuration Pitches Ist/2nd ft in. Web in. in. in. in. in. Description 1 1 S9 9.54 8.746, 65.03 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 1 2 S2 7.27 8.747 65.03 N/A N/A 0.3750 4.000 Near F -BS -0.1875,W -OS -0.1875,F -BS -0.1875 4 1 S3 10.28 8.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Rnitod Fnd-Prafa 1 .-tinnc !Plat. ]Vo = Cr M 1-I Moment Connections: . Flange Outside Required StrengthStrengthRatios a Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. . No. Cs k k) (in -k) Proc. • Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 72 -0.3 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 ' 0.000 0.056 _0.516 0.516 2 1 72 -0.3 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 0.000 0.056 0.516 0.516 3 2 72 -0.1 1.7 89.7 AISC DG-16/I'hin plate 0.382 0.035 0.617 0.000 0.000 0.056 0.516 0.516 4 2 72 -0.1 1.7 89.7 AISC DG-16/Thin plate 0.382 0.035 0.617 0.000 0.000 0.056 0.516 0.516 Inside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. Web in. in. in. in. k in. ID. Desc. in. ID .. Dese.. in. 1 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face). 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11, Flush 2.50/2.50 3 2 KN(Face) 0.375 6.00 9.99 0.750 A325N/PT 3.00 11 Flush '2.50/2.50 11 Flush 2.50/2.50 4 2 KN(Face) 0.375 6.00 10.01 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Moment Connections: . Flange Outside Required StrengthStrengthRatios a Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. . No. Cs k k) (in -k) Proc. • Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 72 -0.3 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 ' 0.000 0.056 _0.516 0.516 2 1 72 -0.3 1.7 92.5 AISC DG-16/Thin plate 0.390 0.034 0.631 0.000 0.000 0.056 0.516 0.516 3 2 72 -0.1 1.7 89.7 AISC DG-16/I'hin plate 0.382 0.035 0.617 0.000 0.000 0.056 0.516 0.516 4 2 72 -0.1 1.7 89.7 AISC DG-16/Thin plate 0.382 0.035 0.617 0.000 0.000 0.056 0.516 0.516 Inside Flange Required Stren Design Strength.. atios Mem. it. Ld Axial Shear. Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear BendingYieldingRupture AW Axial Shear -x AA A-; TearingWeld Mcx Weld 1 2 77 -0.6 0.7 72.9 AISC DG-16/Thin plate . 0.302 ' 0.015 0.487 0.000 0.000 0.024 0.516 '0.516 2 1 77 -0.6 0.7 72.9 AISC DG-16/Thin plate 0.302 0.015 0.487 0.000 0.000 0.024 0.516 0.516 3 2 13 0.6 .2.8 76.1 AISC DG-16/Thin plate 0.336 0.057 0.544 0.000 0.000 0.092 0.516 0.516 4 2 13 0.6 2.8 76.1 .AISC DG-16/Thin plate 0.336 0.057 0.544 0.000 .0.000 0.092 0.516 0.516 Inside Flange Required Stren Design Strength.. atios Mem. it. Ld Axial Shear. Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear BendingYieldingRupture AW Axial Shear -x AA A-; TearingWeld Mcx Weld 1 2 77 -0.6 0.7 72.9 AISC DG-16/Thin plate . 0.302 ' 0.015 0.487 0.000 0.000 0.024 0.516 '0.516 2 1 77 -0.6 0.7 72.9 AISC DG-16/Thin plate 0.302 0.015 0.487 0.000 0.000 0.024 0.516 0.516 3 2 13 0.6 .2.8 76.1 AISC DG-16/Thin plate 0.336 0.057 0.544 0.000 0.000 0.092 0.516 0.516 4 2 13 0.6 2.8 76.1 .AISC DG-16/Thin plate 0.336 0.057 0.544 0.000 .0.000 0.092 0.516 0.516 Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Note Ratios Mom Flan a Brace Summary Member From Member Joint 1 From Side Point l . Part Axial Load r FB k Load Case Desi 2 3/7/3 15/0/0 (2)GFB2037 0.053 75 3 5/0/0 2 GFB2037 0.047. 77 ; - re Frame Design Member Summa Controlling Load Case and Maximum Combined Stsses r Member (Locations 'are from Joint 1. Controlling Cases.' Required Stren Available Strength Stren Depth + Axial Axial Shear Mom -z Mo AW Axial Shear -x AA A-; Vc File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: Axial Mem. Loc. Depth + Shear Pr Vt Mrx Mry Pc Vc Mcx Mcy + Shear No. ft ' in. Flexure k k in -k in -k k k in -k . in -k . Flexure . 1 9.60 9.00 67 -4.4 -90.5 0.0 28.7 169.5 39.0 0.61 1 0.00 9.00 77 1.6 20.9 0.08 2 8.56 9.00 66 -0.8 106.4 0.0 27.3 169.5 39.0 0.64 2 0.36 9.00 67. 3.7 20.9 0.18 3 0.21 9.00 66 -0.8 106.6 0.0 27.3 169:5 39.0 0.64 3 .8.90 9.00 66 3.7 20.9 0.18 4 10.31 9.00 66 -4.4 -97.8 0.0 26.3 169.5 39.0 0.66 4 0.00 9.00 75 -1.6 . .. 20.9. 0.08 • File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: I , ,� i surtER Date:' 12/5/2016 Butler ��;t-t� ing 16-026816-01 Calculations Package Time: 11:04 AM - Page: 51 of 61' Parameters Used for Axial and Flexural Design + -Mem.- Loc. • Lx- I Ly/Lt Lb Ag Afn Nx -' Iyy. . -SX., Sy ZX • . Zy, J. Cw -Cb "Rpg , Rpc Qs Qa No. ft in. • in. • in. in.2 in.2 in.4 in.4 in.3 in:3 in.3 in.3 in.4 . iri.6 W2 6 System 1'.000 60 180 1 9.60 115.21 '115.2 .115.2 2.52 0.67: 33.89 2.80 7.53 ' '1.12 8.53 1.72 0.02 " 55.09 1:65 1:00 " 1.13 .0.67 0.95 ,2 8.56 205.18 120.0 60.0 2.52 0.67 33.89 , 2.80' 7.53 1.12 8.53 1.72. 0.02 55.09 1.08 1.00 1.13 0.67 0.96 3 0.21 205.18 120.0 .' '60.0 2.52 0.67 33.89. 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.08 1.00 1.13 0.67 0.96 4 10.31 123.76 123:8 123.8 2.52 0.67 33.89 .2.80 7.53 1.12. 8.53 ' .1.72. 0.02 55.09 1.64 1.00 1.13 0.67 0.97 Deflection Load Combinations- raming. No: Origin 1 . I Application -Description Deflection Load Combinations- raming. No: Origin Factor. DefH J.DefV I Application -Description 1 ' . System 1.000 ' 01 •180 ' 1.0 ti (' W807) . -0.148 - 2 System ' 1.000 60 180 .42 W I Wl>W 3' System l .000 60 180 .42 <W 1 <Wl 4 System 1.000 • .. 60 180' .42 W2> • W2> - 5 System 1.000 . 60 _ 180 .42 <W2 W2 6 System 1'.000 60 180 .42 WPL. q WPL 7. System ' 1.000 60 180 ' .42 WPR WPR 8 ' System ' • 1.000•• 10 0 1.0.E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- - ' . E + EG - 10 System 1.000 ' ' .0 180 1.0 L L (Set 1) I Y System 1.000. 60," • 180. .42 W lW I> (Set, l ) 12 System 1.000 10 • '.180 .42 <W I . • -• W l (Set I),'. 13 System 1.000 60 180.'.42 W2> [.42 W2> (Set 1) 14 System 1.000 60 180 .42 <W2 <W2 (Set 1) 15' '' System 1.000 60 180 . WPL WPL (Set l ) 16 System 1..000 60 180 T.42 WPR WPR (Set 1) . - . 17 System . 1..000, 10 ' 0 1.0 E> + 1.0 EG ' E> + EG= (Set I) .18 „ System 1-.000 10 6 1.0 <E +.1.0 EG- ." kE + EG- Set 1 Controlling Frame Deflection Ratios for Cross Section: 4 Description . Ratio Deflection in. .Member joint. 'Load Case Load Case Desai tion . • , a i. Horizontal Deflection (' W807) . -0.148 - 1 •2 0 • " ' MW - Wall: 3 ax. Vertical Deflection for Span 1 L/678 -0.316 .. 3 • 1 0 MW 'Wall: 4, ' Negative horizontal, deflection. is left .. ; • Negative vertical,deflection i,s'down - Lateral deflections of,primary frames are calculated one bare frame basis and do not include resistance from systems suctf as roof and endwal l diaphragms or partial :base fixity." Therefore; these deflections may be considerably overstated. c Frame Lateral Stiffness (K): 0.000 (k/in) Fundamental Period (calculated) (T): 0.000 (sec.) - File: 16-026816-01 Version: 2016.2a Butler Manufacturing, a division of BlueScope.Buildmgs North America, Inc. ; i B[/TLER a Date '.12/5/2016 _ 16=02681.6-01 Calculations Package Time: 11:04 AM ' Page: 52 of 61 Wall: 4,.Frame at: 79/6/0 Frame Cross Section:'S LL CO LL 'YIs.. 'Dimension Key - ey1 1. 8 1'r2" Frame Clearances t P Horiz. Clearance between members 1(GX001) and 4(CX002):'1 T-1" • • ' Vert. Clearance at member I(CX001).'9'-611/16"- Vert. Clearance at member'4(CX002): 10'-3 1/4" i ; ' , . • > Finished Floor Elevation= 100'-0" (Unless NotedOtherwise) . . File: 16-026816-61 Version: '2016.2a "' Butler 'Mariufacturing,•a- divisio of BlueScope Buildings North America, Inc: •1'•�• •. •• • •.• • } , • �.' •.. a ,- !• ..' •• .. ' eur�Esz Date: 12/5/2016 Buller Manufactu l"? 16-026816-01 Calculations Package Time:11:04 AM Page: 53 of 61 Frame Location Desi n Parameters: Location [Avg.'Bay Space I Description " Anle Group Trib. Override Design Status 79/6/0 1 10/3/0 Stora a Rigid Endwall #2 EW 3 90.0000 Stress Check Design: Load Combinations - Framing. No. Ori in Factor • A lication Descri on 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1>' +CG+WI> . . 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 : + CG + <W1 - 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1'.000 1.0 D + 1.0 CG +' 0.6 WPR + CG + WPR 9 System 1.000 .6 MW Wall: 1 . 10 • System 1.000 M .6 W . Wall: 2. I1 System 1.000 .6 MW Wall: 3 12 System • 1.000 .6 MW' Wall: 4 .. . 13 System 1.000 .6 D + 0.6 CU + 0.6 W1 > +CU +.WI> 14 System 1.000 .6 D + 0.6 CU + 0.6 <W 1 +CU + <W 1 15 System. 1.000 .6 D + 0.6 CU+ 0.6 W2> + CU + W 2> . 16 System 1.000 .6 D + 0.6 CU + 0.6 <W2 ' • +CU + <W2 17 System 1.000 .6 D + 0.6 CU + 0.6 WPL + CU + WPL ' 18 System 1.000 :6 D + 0.6 CU + 0.6 WPR + CU + WPR ` 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 6.45 W 1 > + CG + L + W1 > 20 System 1.060 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W1 21 System 1.006 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG .+ L + W2> 22 System 1.006 1.0 D +'1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2. 23 System 1:000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WpL 24 System 1.000 1.6 D + 1.0 CG + 6.75 L + 0.45. WPR +. CG + L + WPR 25 System 1.000 1.0 D + 1.0. CG +•0.91 E>.+ 0.7 EG+ + CG + E> + EG+ . 26 • System 1.000 1.0 D + 1.0 CG + 0.91 <E .+ 0.7 EG+ + CG + <E + EG+ 27 System 1:000 ;6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + E>,+ EG - 28 System 1.000 .6 D + 0.6 CU + 0.91 '4E + 0.7. EG-, + CU + <E + EG- ` 29 Special 1.600 1.0 D +1.0 CG + 1.75 F> + 0.7 EG+ + CG + E> + EG+ ' 30 Special 1.000 1.0 D + 1.0 CG + l .75 <E + 0.7 EG+ + CG + <E + EG+ 31 Special 1.000 .6 D + 0.6 CU + 1.75 F>+ 0.7 EG- + CU + E> + EG -" 32 Special 1.000. .6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG- . 33 OMF Connection 1.000 1:0 D + 1.0 CG + 2.45 E> + 0.7 EG+ + CG + E> + EG+ . 34 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ - 35 OMF Connection 1:000 ;6 D + 0:6• CU + 2.45 E? + 0.7 EG- + CU + E>.+ EG - 36 OMF Connection 1.000 , .6 D + 0.6'CU.+2.45'<E'+ 0.7 EG- +. CU + <E + EG- Mem,'.' ..Fig. Width Fig Thk. Web Thk Depth Depth2. ,'Length . Weight ' Fig Fy - Web Fy Frame.MemberSizes . :Shape No.. .. in. Mem,'.' ..Fig. Width Fig Thk. Web Thk Depth Depth2. ,'Length . Weight ' Fig Fy - Web Fy Splice Codes :Shape No.. .. in. ' in: .' . in. (in.).. in. '. 11 • ksi ksi .' • ''Ji.l R.2 .' 1' ".. " 5.00' 0.1345 ' : ' • 0.1345. ' 9.00. 9.00 10:32• : 104.5. 55'.00 ' 55.00 "BP: KN :3P 2 5.00 0.1345: 0.1345 9.00 9,00 8.90 76.3 .55.00 . 55.00 KN SS 3P , 3 5.60 0.1345. 0.1345, 9.00 ' 9.00 - 9.66. 82.3 55.00 55.00 • SS • KN 3P 4 5.06 ' 6.1345 0.1345 9.00 9.00 11:09 111.0 55.00 . 55.60 BP KN 3P .. Total Frame Weight 374:1 (p) (Includesall 'plates)- Borinda Condition Summary Member X -Loc Y -Loc Supp. X ', ', Supp. Y.. Moment.. Displacement X in.. Displacement Y in. Displacement ZZ rad. 1 .0/0/0 0/0/0 . Yes . • Yes No 0/0/0' . 0/0/0 0.0000 • 4 20/0/0 0/0%0 ' Yes Yes No 0/0/0 0/0/0 0.0000 File: 16-026816-01 Version: 2016:2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: ' ' 5 aur�ER -Date: 12/5/2016 8rt1ar1��;„e��,,,� 16-026816-01 Calculations Package Time: 11:04 AM ..r. Page: 54 of 61 . Values shown are resisting forces ofthe foundation. Base Connection Design isBased'on 3000.00 (psi) Concrete Heactions - Unfactored Load T at Frame Cross Section: 5 Type ,' Exterior Column Exterior Column 0.3 ' . X -Loc ' 0/0/0. 20/0/0 Horizontal Gridl .- Grid2 5-B .. 5-A Vertical.. Base Plate W.x L (in.) . • • ' 8 X 10 8 X 10 Load - Base Plate Thickness'(in:) '0.375 0:375 " Load Anchor Rod QtY/Diam.' (in.)4-0.750 4 4.750'. Reaction , Column Base Elev. ' 1001-0" 100'-0".' k Load T ' Desc.. ' ' . 'Hx V . . ' Hx . V D D. ... � Frm ' . 0.05 0.38. -0.05 0.39 ... CG Frm " 0.06 0.31 ; -0.06 0.31 4.7.. L> Frm • 0.37, 2.05 -0.37 2.05 4.1 <L Frrn .037 2.05 -0.37 2.05 0.0 . Wl>" " Frm -0:47. -3.25 0.76 -3.62 1,9 <W 1 Frm -0.32' -2.23 0.52 ' -2.48 - - - W2> 'Frm -0.12 0.86 0.20 -0.96 .0/0/0 <W2 Frm.. 0.02 0.15 -0.04 '0.17 0.0 • .. WPL Frm ,. ..-0i32 -2.23 0.52 '' -2.48 '0.0. WPR Frm -0.47 . -3.25 0.76. 3.62 0.0 . MW" F ,20/0/0 F> 0.2'. M;W Frm,. 0.60: 0.64 1.34 -0.64 EG+.. ' . ." MW. - • Frrn 0.2 0.2 N MW Frin _1.35. -0.59. -0.52 0.59 0.0 CU Frm ; 0.0 , 0.0' 0.2 L Frm.- 0.37 2.05 -0.37 2.05 E>. Frm " -0.13 '-0. 14 -0.11 0.13 EG+ Frm 0.02 0.08 -0.02 0.08 ' <E Frm: 0.13 0.14 0.11 -0.13; EG- Frin -0.02 _ -0.08 0.02.-. -0.08 Sum of Forces with Reactions Check-,Framin Wl>' 0.3 ' . 0.3 Horizontal 6.9' . Vertical.. Load Type. Load - Reaction; Load 4.7 • . Reaction , W2>. :. k k k 1.8. k•. •. D 0.0 0.0 ' 0.8 0.3 0.8' CG 0:00.0 0.2.' 0.6_ 4.7.. 0.6 L>.. .0:0 0.0 4.1 6.9 : ... 4.1• <L ' 0.0 .• 0.0 . 4.1 0.0. 4.1, Maximum Combined Reactions Summay With Factored'Loads -Framing. • Nnte-'All resctinns are hased'nn, I qt miler striinmral analvsis - • ' - X -Loc Wl>' 0.3 ' . 0.3 6.9 6.9' . Hrz In <W.l . 0:2' :... 0.2 4'.7 4.7 • . W2>. :. Al. .0.1 .. 1.8 '... 1.8. <W2' ..• " . 0.0 0.0 . ' 0.3 , . 0.3 (-Hz) WPL '.. .. .. 0.2 .. 0.2.' 4.7 4.7.. ,. .. WPR 0:3 0.3' ". . 6'9 6.9 : ... MW.. ., .0.0 :. 0.0' '0.0'. 0.0. k MW' 1,9 ,, 1.9' . 0.0 .• .0.0. • ''' MW .' .. .. 0.0',' .. 0.0 . 0.0 0.0 .. .0/0/0 MW .. 1.9 .. 1.9 0.0 0.0 • .. CU, 0.0 0.0 '0.0. 0.0 L 0.0. . 0.0 . 4.1 " 4.1' ." ,20/0/0 F> 0.2'. 0.2 0.0 -0.0 EG+.. ' . ." 0.0.. 0.0 0.2 0.2 ' 2:74.. <E .. :. .' ' '... ' ..0.2 :. , ', 0.2 '0.0" . 0.0 EG- 0.0 , 0.0' 0.2 0.2 ' Maximum Combined Reactions Summay With Factored'Loads -Framing. • Nnte-'All resctinns are hased'nn, I qt miler striinmral analvsis - • ' - X -Loc .Grid H¢ left Load Hrz Right Load Hrz In Load Ha Our Load . Uplift; LoadFt(Dwn Load Mom cw, Load Mom ccw. Load (-Hx) . Case. (Hx) Case (-Hz) Case . (Hz) Case (-Vy) Case) Case (-Mzz) Case (Mzz) Case k k k k" ,. :. k, in -k .0/0/0 5-13 0:81.' 12 0148 " 1 -1.72 13 ,20/0/0 5-A 0.48 ' . 1 0.80 -10 1.94. .13- ' 2:74.. . 1 . Bur�Err Date: 12/5/2016 Butler Menufactutlnp_ 16-026816-01 Calculations Package Time: 11:04 AM Page: 55 of 61 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gave & itch standards are based on.ACI-318 Appendix D criteria for "cast -in- lace" anchor rods in space = 4'drod X -Loc Grid Mem. Thickness Width Length Stiff. Num: Of I Rod Diam.. Pitch . Gage Hole Welds to Welds to Load Shear No. in. ii No. k Rods in. in. in. Type Flanpe Web 0/0/0 5-B 1 0.375 8 10 No 4 0.750 S.0 5.0 Std 0S0.1875 , OS -0.1875 20/0/0 5-A 4 0.375.. .8 10 No 4 0.750. 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strenjjth Ratios 'X -Loc Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracin' A Case .X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shea Load No. k k Case k k Case k k . Case k k k Case 0/0/0 0.81 70.36 12 0.25. -1.73 13 0:49 2.74 2 . N/A 0 2.000 0 20/0/0 0.81 -0.39 10 0.42 -1.93 13 0.49 2.75 1 20/0/0 0.035 10 • 0 Base Plate Connection Strenjjth Ratios 'X -Loc Rod • Load Rod Load Rod. Load Rod Load Conc. Load Plate Load 'Plate Load Flange Load Web Load No. Shear Case Tension Case V+.T Case Bending Case Bearing Case Tension Case Comp Case Weld Case . Weld Case 0/0/0 0.035 12 0.045 13 . N/A 0 2.000 0 0.031 2 0.056 1 13 0.057 . 2 0.034. 2. 0.038 Y 20/0/0 0.035 10 • 0.050' 13 ' 0.516 0 2 0 0.031. 1 . 0.062 •13 : 0.058• • 1 0.034 ' : 1 • 0:038. 1. . WPh Crirr.nP Q. v - Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. .Width Side Welding No. No: No. ft in:in. in. in: in. No. in. in:. 1 Description 1 1 S9 9.54 8.746 65.03 N/A N/A 0.1875 2.000 Both SP-BS-0.I875;W-BS-0.I250,FZS-0.1250 4 1 S3 10.28 8.731 N/A N/A . N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 linlfPd Rnd_Plurn C.-tinnc lDlorn Fv = GC nn L-il Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange: Mem. it. Type Thick. Width Length' Diarri. Spec/Joint Gages In/Out Configuration. . Pitches Ist/2nd Configuration . Pitches 1st/2nd No. No. Bearing in. in. in: in. No. in. ID I Desc:in. ID Desc. .' in. 1 2 KN(Face) • 0:3.75 6.00 ' 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 Tl Flush 2:50 ' ' 2 1 KN(Face) 0.375 6.00 10.00 " 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 'I'l Flush 2.50/2.50 3 2 KN(Face) 0.375 6.00 9.99 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 4 2 .1 KN(Face) 0.375 6.00.. 10.01 0.150 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Outside Flange Required Stren Design StrengthRatios'' Mem. Jt. Ld Axial Shear' Moment Bolt Bolt Plate Shear Shear Bearing Flange 'Web No. No. Cs k k in -k) Proc. Tension Shear . Bending Yielding Rupture Tearing Weld Weld 1 2 34 -0.2 0.9 48:2 AISC DG-16/Thin plate 0.203 0.018 0.329 0.000 0.000 ' 0.030 0.516 0.516 2 1' 34 -0.2 0.9 '48.2 AISC DG-16/thin plate 0.203 0.018 0.329 0.000 0.000 •0.030 0.516 ' 0.516 3 2 1 -0.4 2:3 53.4 AISC DG-16/Thin plate. 0.222 0.047 0.358 0.000 0.000 0.075 0.516 0.516 ..4 2' 1' -0.4 2.3 53.4 AISC DG-16/Thin plate 0:222 0.047 0:358 ..0.000. .. 0.600 0.075 0.516 0.516 0:516 •Inside Flange Required Strength„ Design .. ' .. Strength Ratios Mem: A. Ld Axial Shear. Moment' Bolt :Bolt : Plate Shear Shear. Bearing Flange • Web No. No.. Cs (k)' k) (in -k) Proc. Tension .Shear' Bending Yielding Rupture Tearing Weld Weld 1 2 12 -0.3 0.4 37.4 AISC DG-16/Thin plate 0.155 0.008 0.250 0.000 0.000, 0.012 0.516 0.516 2' 1 12 .-0.3 0.4 37.4 AISCDG-16/Thin plate 0.155 ' 0.008 0.250 0.000 0.000 0.012 0.516 .0.516 3 2 13 0.3 1.7 46.8 AISC DG-16/Thin plate 0.207 0.035 0.334 0.000 0.000 0.656 0:516 0.516 .4 2 '13 0.3 : 1.7 . 46.8 . AISC DG- 16/Phin plate 1 0.207 0.035 0.334 0.000 . 0.000.. 0:056 .0.516 0.516 Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace mmary .From Member Joint l .. From Side Point 1 ..Part •' . ".. Axial Load r FB k Load Case Design Note.. 2 3/7/3 15/0/0 GFB2037 • 0.054 1 ' 3 .. . • • 5/5/0 .. 5/0/0 • GF9 File: 16-026816-01 Version: 2016.2a Butler Manufacturing, 'a division. of BlueScope Buildings North America, Inc. ' 2037 ' ..0.049 ' : 2• • Bur�ER Date: 12/5/2016 Butter Manufacturing _. 16-026816-01 Calculations Package T1t,ne:ll:oa AIv1 Page:. 56 of 61, Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Parameters Used for Axial and Flexural Design Mem. Controll ing, Cases Required Strength Available Strength Strength.Ratios .• Ag • Afn' Ixx Axial Sx Axial Shear Mom -x Mom -y . Axial Shear Mom -x MoZy . Axial - Qa Mem. Loc. Depth' + Shear. Pr ' Vr Mrx Mry Pc Vc Mcx ' Mcy + Shear No. ft. in. Flexure R'. k. k in -k in -k, k*. k in -k in -k Flexure 7.53 1 '9.60 9.00 2 55.09 -2.7 • 1,00 -56.1 0.0 28.7 2 169.5 :39.0 0.38 60.0 l • 0.00 9:00 2.80 : 12 .. 1.12 0.8 1'.72 0.02 55.09 '20;9 1.00 1.13 0.67 0.04 2 ' 8.56 9:00 1 60.0 -0.5 0.67 65.6 ' " 0.0 27:3 1:12 169.5 39.0 0:40 55.09 2 0.36 9.00 0.67 2 4 2.3 123:76 . 123.8 .123.8 20.9 0.67 . '33.89 2.80 7.53: 3 0.21 9.00 I . -'55.09'. -0.5 • 1.00 65.7 0*0 27.3 169.5 39,0 0.40 .3 8.90 9.00 I, -2.3 20:9 6.11 4 10.31 9:00 ] 2.8 ' -60.4 0.0 26.3 ' 169.5 39.0 0:41 4 0.00 9.00 10: -0.8 20.9 0.04. Parameters Used for Axial and Flexural Design Mem. Loc. Lx • Ly/Lt Lb Ag • Afn' Ixx lyy• Sx Sy ZX 'Zy, _ J Cw' Cb Rpg Rpc Qs Qa No. ft . in: in. in.. ` in:2 in:2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 7 System' 1.000 60 180 W .42 PR R'. 1 9.60 115.21. 115.2 115.2 2.52 ' 0.67 • :33189 ''. 2.80. 7.53 1:12. . 8.53. .1-32 0.02, 55.09 1.66 • 1,00 ' ' .1.13 0.67 2 8.56 205.18 120.0 60.0 . 2.52. 0.67 .33.89 2.80 7.53 1.12 8.53 1'.72 0.02 55.09 1.08 1.00 1.13 0.67 ' 0.96 3 '. 0.21 20 205.1"8,126.0 60.0 2.52 0.67 " 33.89 2.80 7.53. 1:12 ' 8:53 1:72. 0.02 55.09 ,1.08 • 1.00 1.13 0.67 0.96 4 10.31 123:76 . 123.8 .123.8 `. 2.52: 0.67 . '33.89 2.80 7.53: 1.12 8.53 1.72 ' ." 0.02 . -'55.09'. 1.65,' • 1.00 . •1.13 •0.67 " 0.97 Deflection Load Combinations - Framing No. Origin. . ' ' Factor'l Def H' Def V 1. : A lication. --:. Desai tion' ; . • • ' I System 1.000 0 180 1.0 L 2 System :... 1.000 - 66 ' :-180 .42 W l> 1>: .3 System' 1.000 60 180 .42 <W1 , W 1 . 4 System 1.000. 60 180' .42 W2> 2> 5 System 1'.000 60 - 180 .42 <W2 - W2 6 System .. 1.000; 60 •180. .42.WPLWPL: 7 System' 1.000 60 180 W .42 PR R'. 8 System . 1.000 10' ' . 0'- 1.0 E> + 1.0, EG- + EG-', 9 -System 1'.000 -10, 0 1.0 <E + 1.0 EG- ' E + EG - Controlling FramDeflection. .. .. ., • • • • ` e Defiection.Ratios•for Cross Section:.5 • • ' '•. Description .. Ratio Deflection in: Member Joint I Load Case Load Case Description • ' ax. Horizontal Deflection. ( 14/1321) . -0.090 1 2: 7 WPR Max. Vertical Deflection for S ar .l L/1057. -0.202'3 1 . 1 L ' • Negative horizontal deflection is left: • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems'such as roof and endwall diaphragms or partial base fixity: 3herefore, these deflections may be considerably overstated: Frame Lateral Stiffness (K): 1.676 (k/in) Fundamental Period (calculated) {T) 0.308 (sec.) " File: 16-026816-01 Version:. 2016.2a Butler- Manufacturing, 'a division. of BlueScope Buildings North America, Inc. Zone'' ' ' . Units T aur�ER "Actual ' Date:' 12/5/2016 16-02681.6-01 Calculations Package Time: 11:04 AM . _ • 'Dir. Coef. Entire Surface psf.. Page: 57 of 61. . Covering -Summary Report 20.93 0/0/0 Shape:'Ag Storage '0.30' .. IN .Loads and Codes - Shape: Ag Storage Comer Zone. psf City: Chico County: Butte, State:' Califomia Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: • I OAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: -2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete ' Building Risk/Occupancy Category::Il (Standard Occupancy Structure) Comer Zone Dead and CollateralLoads W i> ' Roof Live Load Collateral Gravity:3.00 psf Roof Covering+ Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible. .Collateral Uplift:. 0.00, psf, Frame Weight (assumed for seismic):2.50.psf -3.356 Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph.' • Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent 69.000 0.18. Force Procedure• The'Envelope Procedureis Used Flat Roof Snow: pf. 0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g - Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf. .• Mapped MCE Acceleration: S1: 27.00 %g .Parts Wind Eicposure Factor: 0.849 Rain Sumharge:,0.00 Site Class: Stiffsoil (D) ' Wind Enclosure: Partially Enclosed Exposure Factor: 2 Partially Exposed -. Ce: 1..06 Seismic' Importance: Ie: 1.000 Topographic Factor: Kzt` 1.0000 Snow Importance: Is: 1.000. Design Acceleration Parameter: Sds: 0.5390 12:35 Themial Factor: Unheated - CN 1.20.Design Acceleration Parameter. Shc : 0.3348 . NOT Windbome Debris Region Ground/ Roof Conversion: 0.70 Seismic Design Categoy: D , Base Elevation: 0/0/0 " psf Seismic Snow Load: 0:00 psf Primary Zone Strip Width: 2a: 8/8/0 30.94 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: N/A 0.48 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.3.5 psf Comer Zone. Fundamental Period Height Used: 11/5/0 , <W2,. Staridard Spacing is Adequate. Transverse Direction Parameters 75/8/0 69.000 Ordinary Steel Moment Frames' ' IN 0.850 Redundancy Factor: Rho: 130 psf•• Wl> Fundamental Period' Ta; 0. 1964' 44.36 :.- , • R Factor• 3.50 ' OUT Overstrength Factor: Omega: 2.50 Side Zone psf Deflection Amplification Factor: Cd: 3.00 Standard' Spacing is Adequate 12.35 Base Shear: V: 0.1540'x W 69.000 -0.18. Longitudinal Direction Parameters 0.850 Side Zone Ordinary Steel Concentric Braced Frames W 1> Standard Spacing is Adequate Redundancy Factor- Rho: 1.30 4/4/0 64.000 Fundamental Period: Ta: 0:1242 ' , ., -2.350 R'Factor• 3.25 psf <W2. .. Overstrength Factor: Omega: 2.50 12.35 • 4/4/0 Deflection Amplification Factor: Cd: 3.25 • . : � � • Base Shear: V: 0:1658 x W :. .. . . Covering Design Loads - Roof: A psf • W 1> Zone'' ' ' . Units T Description " . "Actual ' . Loci .• ' Allow. Ratio • 'Dir. Coef. Entire Surface psf.. L• Standard Spacing is Adequate 20.93 0/0/0 69.000 '0.30' .. IN 0.999 Comer Zone. psf <W2 . 'Standard Spacing is Adequate ", . 12:35 4/4/0 69.000 •0.18. IN ' 0.850 Comer Zone psf W i> ' Standard Spacing is Adequate' • • 44.36 4/4/0 64.000 .0.69• OUT' -3.356 Side Zone psf <W2 Standard Spacing is Adequate 12.35 4/4/0 69.000 0.18. IN • 0.850 Side Zone psf WI- Standard Spacing is Adequate :, 30.94 .4/4/0 64.000 0.48', • OUT -2.350 Side Zone psf' <W2 Standard Spacing is Adequate 12:35 75/8/0 . 69.000 0.18 IN 0.850 Side Zone psf W 1> Standard Spacing is Adequate ' 30.94 75/8/0: 64.000 0.48 OUT. -2.350 Comer Zone. psf ' , <W2,. Staridard Spacing is Adequate. 12.35 75/8/0 69.000 •0.18. IN 0.850 Comer Zone psf•• Wl> Standard Spacing is Adequate 44.36 75/8/0 64.000 0.69' OUT -3.350 Side Zone psf <W2 Standard' Spacing is Adequate 12.35 4/4/0 69.000 -0.18. IN 0.850 Side Zone psf W 1> Standard Spacing is Adequate 30.94 4/4/0 64.000 0.48 OUT -2.350 Interior Area psf <W2. Standard Spacing is.Adequate 12.35 • 4/4/0 69.000 0.18 IN 0.850 Interior Area psf • W 1> Standard Sp acingis Adequate 20.22 .4/4/0. -64.0001 032. OUT -1.550 Wall/Roof Type Thickness Finish' .. Color. Direction Gable Dir Max. Length all: 1 Open Exposed to wind Wall: 2 Open Wall: 3 Open Exposed to wind Wall: 4 •oof: Open A Butlerib II Unpunched 26 AIZn Plain AIZn' .'S stem Generated Not Applicable 41/0/0 ' Fastener Data Wall/Roof, T r '.. • , ' . Len "... Spacing :". Washers . •Insul. Block Mod. Ctrl: Ice Damming all:.l None: Wall: 2. None: all:3 None. Wall: 4 None. Roof A Hex CS SDS; CS SDM. 'SDS; SDM Stitch Standard Option Yes • None No No Stitch .1. 4: - - B.". H Leaf' Date: 12/5/2016 eB�Manllfact�ta; . 16-026816-01 Calculations Package Time: 11:04 AM r Page:. 59 of 61 tlefleiawh. Appendix L -Panel loads check: Paul . - Roof A A -LI 60 Suction - a. L/ 60 Panela0ual load max= 44.3551 psf. . Panel load allowable= 64. psf ,1.50 • 1.50. - - _ _ • 64.0>44.3551 Ok .210 Pressure (+) 218 Panel actual load max -20.0326 psf . .2;. 1'2 Panel7oad allowable= 69 psf . 299 69.0>20.9326 Ok IS73 '(67 1903 2.5.5' 1 tm2 130.1 2.501, - _, 1' _ ,1W - - . .0.50, 26.Ga. Butlerit3O 0 Roof' 96 .ea ft. NaeTmlo P.P• I ' . Butler Manufactuila ~ ' ASD • Canal AvaltaDle Strength (psi) too Dm:. WIWID .. . . pnpele0 Br. . - . , ..-Eptia/Supppil Sfucas • . • • .IOD 420. 39v7.j 1a2 Rw.: t5 67t7RD16 RK-- EP223 . pmel . ,Spm R • B.". H Leaf' , Pre.oae M tnffi , . Vryta•• ,617 I • 6r l 6,4 I' 65 1 66 .. ASD.. Armee Strength tlefleiawh. ASD _ - DaflKdm Paul . - DO -di- A -LI 60 "" pmel. a. L/ 60 . IM ' • Sp+Ths td or! .. 1w7 ,1.50 • 1.50. - - _ _ /53 .210 f"O 218 4273 . .2;. 1'2 2.00 2.00 '- I - I _ 1 - 299 101 • IS73 '(67 1903 2.5.5' 1 tm2 130.1 2.501, - _, 1' _ ,1W - 137' .0.50, : Nf 96 -3046„ 11.2 3.001 3.001. - 1 .- I - I - 143 109. 'S53 too SIC 325. 6.6 1 ior2 3m 1 3.231 1 - I - -I _ 124 IDI 426 .IOD 420. 39v7.j 1a2 ,- 3.10 j 3.SD 1, 1 1 1 103 04' 3w tb 336 323,i7,3 j ta! 3.73 j 3.73 j - j -, j _' j _ n 97• u{ _ 97 273 '•iwex •tv! •1.75 ar 0.S � lor2 ,1.00•IA0• - - - - 425 � 123 � - I. - 1 - 1 '04 � 76. ei. - 7H ..tW � n tis. 118• /.0046 '1 tor! {.301 /.sti1 •_ I _ 1 - I _ - 167 t04 ',7/ .151: CT5>9.5 I tae '{.ts 14.73 I _ I - 1 = I. _ at ' m 61' 133 5.,0. /erg 0.60 ` SAO 51 .v6 57: It$- • IAD I r 1, ' 1:50 1 1.50 1 1.50 j- .. 1. - I ._ , • St3 .. 219 . AM .. 247 ,.sm 6.60 •. j . •.3 2.00 j 200 j 200 j -. j j _ = 326 ' ' 161. 7733 193 7.60. 3 , , LSO LSD • 2.SD • - - - l 1. l I I •211 •.. iii, •1510 ' 111 'ITi2. 9.00 3 _ . _ 3.00 3A0 � _ 172 loo • 1047 111 11p9 0.T5 3 ap.l 320 I,u31 .140 Im - QI 111 •. -'791 10.56 1 '' 1 3.70 I iso 1756 f - j' - j •_ 131 91 'No •t04 633 1173• j..3 3.73 j 3.77j7.70 j-- j -.j'= !t397.•' .636 96 .ate.. aero j 3 1:00 -0e l• {•04 I -' I - I - �w /2 • 117 03 423 1270 7 125 ' 423 ' {ss ' I I I 92 .. 71 106 67 715. lino .- 7 I _. •{.30 I.50 { - U 13. 3104 Q 100 1421 I . 3 4.76 4.75 0470 10. .•60 7e{ ID HI 15.00`.1-'7 5.0a16A010.001-.1•_'I•_ .. Go '.' m .226-• 77 .. :2/1• 1/ :'G.00,2 .1 1.301.1.30 1.561 .(�I _ .SD W3 21o. '5101' 231 ON, aoo j s{ 2,00,1 2.00 j !ao j 20D j .m. I _ 721 . 164, ST52 179 tell LOAD, ' j -'L-{ uo 12.30 I. z50 j iSD j es. j , - . 222 V ' !nl is au- • 1200j 2 �. 3A0 j •7A0. j 106 j' 2DO j' etc, j • 1 163 108. .. 1112. 119 1070 . 1917 13.00 t/ I 175 •3.23" 373.• 04]5 am - 1, I 121 101 • 67{ 110 11A0 ' e / ' 3,50 � L30 SM �. . - . 12391 ' 700 IO2 674 ' 15AD • !,64' '175'! 0.76 3.75 3.75 109 of 760, 05` 16.00..1 2{ {.00 1 {.Op 1. IAD 11.00 I atz I _ if '8 160 89 151. ITAO '1.1{ {]51 /]3.1 4131 {25 1 lz l •- 96 .77 391 04 375, 15.00 1 lit '{.SD 1 1.56 1. /.50 1 4.50 1 ltc I - To . '73 . 329 . • 79' 317 19.00 1{1.73 {.73 1.73 {.75 etc TD 6'o 290 73 270 MAO !{ !AO � 3.00 � G. 304 �Gounty,Name' Snow Wind Rain ' Seismic, S Wi Wz Wo` Ws 11 12. County-Seat Y.. CALIFORNIA Alameda. 0(2400)y 100' 410 - 115 = ' ;72 _ X2.1843 f 1 Oakland �r X1.698 0:671 _ -, 8/12 Alpine , CS 100' 110' 1,15' 72'' 3.32. 4.91 s Markleevill' 1.903. • 0.7:10 6 Amadora_ s0(1500) 100�Zl-1 ''_115'V72�_ 2:62 3.68 Jackson. - 0:432' 0:224, 61.12_" Butte 0(1500) 100 110 11.5 72 3.30 4.68 Oroville 0.597 0.260 16 BC/TLER Date: 12/5/2016 Butler „an;�nu,ino 16-.026816=01.Calculations Package Time: 11:04 AM Page:. 61 of 61, . .Table 5a: Z- and C-section Alloniable and De"sign Web Crippling Strength [Resistance], kips. End = One Flarice Loadinsr USA and Mexico Canada " Design . Nominat stranotn aei.ntae strenon iWin St nom Fnetw d ResWtl Section • .Thickness P. : (ASD) P / f),; (LRFD) 4 P„ (LSD) 0,,; P. (In.) (kip) (kip) (kip) ' (kip) • u 0.060 '1.96 .1.12 1.67 1.47 • a' 6.073 2.89 1.65• 2.45 2.16 N -6 0.098 • ' 5.09 2:91' 4.33 3.82 n 0.113 6.67. 3.61 11.09 5.67 5.00 0.060 '1.91 JL, 1.62 1.43 u 0.068' 2,44 1.40 248 1.83 {.7 a 0.073 2.81 1.6.1 2,39 2.11 N 0.079 3:28 1.88 179 2.46 0.088 .4.05 2.31 .3.44 3.04 Cd 0.098 4.98. 2.85, 4.23 3.73 0.113 6.54 3.74 5.56 4.90 • 0.060 1.85 ' .. 1.06 1.58 1.39 • . 0.068 ' • 2.38 '1.36 2.03 1.79 `0 0.073'11 2.74 1.57. 2.33 2.06 N '0 '6.0 79 3.21, 1.83 2.73 2.40 o 0.088 3.96 2.26 3.37 2.97 0.098 4.88 2.79 4.15 3.66 0.113 6.42 7 3.67 5.45 4.81 0.068 2.33 1.33 1:98 1.74 N 0.073 2.68 1.53 - 2.28 2.01 ° 0.086 3.88 .2.22 3.30 2.91 0.113 6.31 3.60: 5,36 4.73 Table 5b: Z. and C -Section Allowable and Design Web Crippling Strength. [Resistance], kips .. ; Interior - One Flanae-Loadino . USA and:Mexico; Canada " Design Nominol etrer!gW ' At"ble 61ft-Oh • Deslpn etrenplh, F-tomd R.Wsto- Section- 4 Thickness • P;, '(ASD) P. / C1 (LRFD) 4,. P. (LSD) 4 P. (kip) • (kip)` (kl;) (kip) J, 0.060 2.73 • • '. .1..65, 2.46 2.18 0 0.073 4.27 2.59 3.84 3.41- 6 0.098 8.13 4.93 .. 7.31 6.50 n ,0.113 11A0., "6.67. 9.90 8.80 01.060) • 2.69,` :. L63 2.42 2.15 u 0.0.68, 3.59 '2.18 ' I 3.23 2.88 `o 0.073 4:22 2.56 3.80 3.38 N 0.079' 5.03 3.05 ' 4.53 4'.02 0.088 6.38 3.86 5.74 5.10 m 0.098 6.05 4.60 7.24 6.44 .0.113'. 10.90. 6.61" 9.81_w 8.72 0.060 " 2.66 " 1.61 2.40 2.13 • . 0.068 ' • 3.55- 2.15 3.20 2.84 e 6.073 4.17• 2.53'.3.76 3.34 ^! 0.079,' 4.98 ..3:02. 4.48 3.98 o 0.088 ,. 6.31 3,.63 5.68 5.05 0.098 7.9 7 • . 4.83 7.18 6.38 0.113 .. 10.81 6.55 9.73 8.65 0.068 152 " 2.13 3.17 2.81 ° N .0.0.73., 4.13 . 2.50 3.72 3.31 .n 0.088 6.26 - 3.79 5.63 5,01 '0.113,- 10.72• 6.50 9.65 8.58