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HomeMy WebLinkAboutSTRUCTURAL DESIGNS - 23-00694 - 4821 Thunderbird Loop - New Commercial - Shell OnlyDate: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 1 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Venture Builders Name: Venture Builders 70x190 Rev. 4 Builder PO #: Jobsite: City, State: Rexburg, Idaho 83440 County: Madison Country: United States Prepared By: Rakeem Walden TABLE OF CONTENTS Building Loading - Expanded Report ................................................................................................................................................ 2 Bracing - Summary Report ............................................................................................................................................................. 19 Secondary - Summary Report ......................................................................................................................................................... 35 Framing - Summary Report ............................................................................................................................................................ 49 Covering - Summary Report ......................................................................................................................................................... 109 Appendix .............................................................................................................................................................................................. 111 09/11/2023 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 2 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Building Loading - Expanded Report Shape: Shop Loads and Codes - Shape: Shop City:Rexburg County:Madison State:Idaho Country:United States Building Code: 2020 Idaho State Building Code Structural: 16AISC -ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 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 2.438 psf Entire Frm Covering Weight -24 SSR 1.20 + Secondary Weight 1.24 : Roof: A A D 1.200 psf Entire Pur Covering Weight -24 SSR 1.20 : Roof: A Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 115.00 (Vasd: 89.08) mph Gust Factor: G: 1.0000 Wind Enclosure: Enclosed Least Horiz. Dimension: 70/0/0 Height Used: 19/2/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windborne Debris Region Site Elevation: 0.0 ft Parts / Portions Zone Strip Width: a: 7/0/0 Primary Zone Strip Width: 2a: 14/0/0 The 'Envelope Procedure' is Used Topographic Factor: Kzt: 1.0000 Parts and Portions Directionality Factor: Kd: 0.8500 Parts Wind Exposure Factor: 0.894 Ground Elevation Factor: Ke: 1.0000 Velocity Pressure (C&C): qz:25.72 psf Primaries Primaries Wind Exposure: C - Kz: 0.894 Velocity Pressure: qz: 25.72 psf Snow Load Ground Snow Load: pg: 50.00 psf Rain Surcharge: 0.00 Flat Roof Snow: pf: 35.00 psf Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): ps: 35.00 psf Thermal Factor: Heated -Ct: 1.00 Specified Minimum Roof Snow: 35.00 psf (USR)Unobstructed, Slippery Snow Accumulation Factor: 1.000 Slope Reduction: Cs: 1.00 Snow Importance: Is: 1.000 Slope Used: 4.764 deg. ( 1.0000:12 ) Ground / Roof Conversion: 0.70 Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 45.90 %g Ordinary Steel Moment Frames Mapped MCE Acceleration: S1: 15.50 %g Redundancy Factor: Rho: 1.30 -USR Site Class: Stiff soil (D) - Default Fundamental Period: Ta: 0.3330 Seismic Importance: Ie: 1.000 R-Factor: 3.50 Design Acceleration Parameter: Sds: 0.4384 Overstrength Factor: Omega: 3.00 Design Acceleration Parameter: Sd1: 0.2366 Deflection Amplification Factor: Cd: 3.00 Seismic Design Category: D Base Shear: V: 0.1253x W % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Longitudinal Direction Parameters Diaphragm Condition: Rigid Ordinary Steel Concentric Braced Frames Fundamental Period Height Used: 22/1/0 Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2037 R-Factor: 3.25 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1349x W Side Type Mag Units Shape Applied to Description 1 E 0.106 psf Entire Frm Seismic: Covering Weight -0.85 NBVP -Panel : Wall: 1 1 E 0.115 psf Entire Brc Seismic: Covering Weight -0.85 NBVP -Panel : Wall: 1 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 3 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 1 E 12.214 psf Rect Frm Seismic: Covering Weight -97.50 NBVP -Masonry : Wall: 1 1 E 13.153 psf Rect Brc Seismic: Covering Weight -97.50 NBVP -Masonry : Wall: 1 1 E 0.089 psf Spec Frm Seismic: Secondary Weight 0.71 : Wall: 1 1 E 0.096 psf Spec Brc Seismic: Secondary Weight 0.71 : Wall: 1 2 E 0.106 psf Entire Frm Seismic: Covering Weight -0.85 NBVP -Panel : Wall: 2 2 E 0.115 psf Entire Brc Seismic: Covering Weight -0.85 NBVP -Panel : Wall: 2 2 E 12.214 psf Rect Frm Seismic: Covering Weight - 97.50 NBVP - Masonry : Wall: 2 2 E 13.153 psf Rect Brc Seismic: Covering Weight -97.50 NBVP -Masonry : Wall: 2 2 E 0.118 psf Rect Frm Seismic: Secondary Weight 0.94 : Wall: 2 2 E 0.127 psf Rect Brc Seismic: Secondary Weight 0.94 : Wall: 2 3 E 0.106 psf Entire Frm Seismic: Covering Weight -0.85 NBVP -Panel : Wall: 3 3 E 0.115 psf Entire Brc Seismic: Covering Weight -0.85 NBVP -Panel : Wall: 3 3 E 12.214 psf Rect Frm Seismic: Covering Weight - 97.50 NBVP - Masonry : Wall: 3 3 E 13.153 psf Rect Brc Seismic: Covering Weight -97.50 NBVP -Masonry : Wall: 3 3 E 0.089 psf Spec Frm Seismic: Secondary Weight 0.71 : Wall: 3 3 E 0.096 psf Spec Brc Seismic: Secondary Weight 0.71 : Wall: 3 4 E 0.106 psf Entire Frm Seismic: Covering Weight - 0.85 NBVP - Panel : Wall: 4 4 E 0.115 psf Entire Brc Seismic: Covering Weight -0.85 NBVP -Panel : Wall: 4 4 E 12.214 psf Rect Frm Seismic: Covering Weight -97.50 NBVP -Masonry : Wall: 4 4 E 13.153 psf Rect Brc Seismic: Covering Weight - 97.50 NBVP - Masonry : Wall: 4 4 E 0.111 psf Rect Frm Seismic: Secondary Weight 0.89 : Wall: 4 4 E 0.120 psf Rect Brc Seismic: Secondary Weight 0.89 : Wall: 4 A E 1.871 psf Entire Frm Seismic: Covering Weight -24 SSR 1.20 + Secondary Weight 1.24 + 7.000 Snow + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 2.015 psf Entire Brc Seismic: Covering Weight -24 SSR 1.20 + Secondary Weight 1.24 + 7.000 Snow + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 6.138 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 6.610 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 15.032 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 16.188 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 15.032 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 16.188 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 15.032 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 16.188 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 15.032 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 16.188 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 15.032 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 16.188 plf Line Brc Seismic Effect From OHD Line Load : Roof: A A E 15.032 plf Line Frm Seismic Effect From OHD Line Load : Roof: A A E 16.188 plf Line Brc Seismic Effect From OHD Line Load : Roof: A 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 Girts are supporting:Metal Wall Panels Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D +1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 4 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 L>D + CG + L> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 11 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^D + CG + ASL^ 12 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 13 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 14 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 15 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 16 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 17 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 18 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 19 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 4) 20 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 21 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 4) 22 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 23 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 24 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 25 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 29 System 1.000 0.6 MW MW -Wall: 1 30 System 1.000 0.6 MW MW -Wall: 2 31 System 1.000 0.6 MW MW - Wall: 3 32 System 1.000 0.6 MW MW -Wall: 4 33 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 34 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 35 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 36 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 37 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1>D + CG + L + W1> 38 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W1 39 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2>D + CG + L + W2> 40 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 41 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 42 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 43 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 44 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 45 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 46 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 47 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 48 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 49 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 50 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 51 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 52 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 53 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 54 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 55 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 56 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 57 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 58 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 59 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 60 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 61 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 62 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 63 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 64 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 65 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 66 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1>D + CG + L + WPR + WB1> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 5 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 72 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB1 74 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 75 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>D + CG + L + WPL + WB3> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 80 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 82 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 83 System Derived 1.000 0.6 MWB MWB -Wall: 1 84 System Derived 1.000 0.6 MWB MWB - Wall: 2 85 System Derived 1.000 0.6 MWB MWB -Wall: 3 86 System Derived 1.000 0.6 MWB MWB -Wall: 4 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 95 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 96 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 97 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 98 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 99 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 100 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 101 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 102 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 103 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 104 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 105 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 106 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 107 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 108 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 109 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 110 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 111 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 112 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 113 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 114 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 115 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 116 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 117 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 118 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 119 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ 120 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 121 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 122 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Design Load Combinations - Bracing No.Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W1>D + W1> 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 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW -Wall: 2 11 System 1.000 0.6 MW MW -Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E>D + E> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 6 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 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>D + CG + W1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 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 + 0.6 W3>D + CG + W3> 20 System Derived 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>D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3>D + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4>D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3>D + CG + S + W3> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4>D + CG + S + W4> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 39 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+D + CG + E> + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+D + CG + <E + EG+ 41 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG-D + CG + E> + EG- 42 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG-D + CG + <E + EG- 43 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 E> + 0.525 EG+D + CG + S + E> + EG+ 44 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <E + 0.525 EG+D + CG + S + <E + EG+ Design Load Combinations - Purlin No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 3 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 7) 4 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 7) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 3 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 4 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 5 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 6 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1>D + CG + <W2 + WB1> 13 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1>D + CU + W1> + WB1> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1>D + CG + S + W1> + WB1> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1>D + CG + S + <W2 + WB1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB1 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB1 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB1 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB1 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2>D + CG + <W2 + WB2> 21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2>D + CU + W1> + WB2> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2>D + CG + S + W1> + WB2> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2>D + CG + S + <W2 + WB2> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB2 27 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 28 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3>D + CG + <W2 + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3>D + CU + W1> + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3>D + CG + S + W1> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3>D + CG + S + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB3 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 7 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB3 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4>D + CG + <W2 + WB4> 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4>D + CU + W1> + WB4> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4>D + CG + S + W1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4>D + CG + S + <W2 + WB4> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB4 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB4 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 44 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 EB> + 0.525 EG+D + CG + S + EB> + EG+ 45 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+D + CG + EB> + EG+ 46 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG-D + CU + EB> + EG- 47 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <EB + 0.525 EG+D + CG + S + <EB + EG+ 48 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+D + CG + <EB + EG+ 49 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG-D + CU + <EB + EG- Design Load Combinations - Girt No.Origin Factor Application Description 1 System 1.000 1.0 CG + 0.6 W1>CG + W1> 2 System 1.000 1.0 CG + 0.6 <W2 CG + <W2 Design Load Combinations - Roof - Panel No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 S D + S 2 System 1.000 1.0 D + 0.6 <W2 D + <W2 3 System 1.000 0.6 D + 0.6 W1>D + W1> Design Load Combinations - Wall - Panel No.Origin Factor Application Description 1 System 1.000 0.6 W1>W1> 2 System 1.000 0.6 <W2 <W2 Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 60 180 0.42 W1>W1> 4 System 1.000 60 180 0.42 <W1 <W1 5 System 1.000 60 180 0.42 W2>W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System Derived 1.000 60 180 0.42 WB1>WB1> 10 System Derived 1.000 60 180 0.42 <WB1 <WB1 11 System Derived 1.000 60 180 0.42 WB2>WB2> 12 System Derived 1.000 60 180 0.42 <WB2 <WB2 13 System Derived 1.000 60 180 0.42 WB3>WB3> 14 System Derived 1.000 60 180 0.42 <WB3 <WB3 15 System Derived 1.000 60 180 0.42 WB4>WB4> 16 System Derived 1.000 60 180 0.42 <WB4 <WB4 17 System 1.000 10 0 1.0 E> + 1.0 EG-E> + EG- 18 System 1.000 10 0 1.0 <E + 1.0 EG-<E + EG- 19 System Derived 1.000 10 0 1.0 EB>EB> 20 System Derived 1.000 10 0 1.0 <EB <EB Deflection Load Combinations - Purlin No.Origin Factor Deflection Application Description 1 System 1.000 180 1.0 S S 2 System 1.000 180 0.42 W1>W1> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No.Origin Factor Deflection Application Description 1 System 1.000 90 0.42 W1>W1> 2 System 1.000 90 0.42 <W2 <W2 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 8 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Deflection Load Combinations - Roof - Panel No.Origin Factor Def H Def V Application Description 1 System 1.000 60 60 1.0 S S 2 System 1.000 60 60 0.42 <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 ASL^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 US1*Unbalanced Snow Load 1, Shifted Right *US1 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 PF1 Partial Load, Full, 1 Span PH1 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. Roof Snow -Notional Right <SMS Specified Min. Roof Snow -Notional Left PS1 Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W1>Wind Load, Case 1, Right <W1 Wind Load, Case 1, Left W2>Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3>Wind Load, Case 3, Right <W3 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, || Ridge, Right WPL Wind Load, || Ridge, Left WPA1 Wind Parallel -Ref A, Case 1 WPA2 Wind Parallel -Ref A, Case 2 WPB1 Wind Parallel -Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel -Ref C, Case 2 WPD1 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 WB2>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 E>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*Alternate 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, Left, 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 1 <*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 *AL>(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 *AL(3)Aux Live, Left, Aisle 3 AL*>(4)Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4)Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4)Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4)Auxiliary Live Load, Left, Left, 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 ALB>Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB>Wind, Aux Live Bracing Reaction, Right Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 9 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1)Aux Live Bracing Reaction, Right, Aisle 1 <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, Left, Aisle 1 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 <WALB(2)Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3)Aux Live Bracing Reaction, Right, Aisle 3 <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 U0 User Defined Load U1 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 UB1 User Brace Reaction -1 UB2 User Brace Reaction -2 UB3 User Brace Reaction -3 UB4 User Brace Reaction -4 UB5 User Brace Reaction - 5 UB6 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 User Applied Surface Loads (Local Coordinate System) Side Shape Units Type Description Mag X-Loc Y-Loc Frm Brc Grt Pur Pnl Supp.Dir.Loc. A LN plf CG OHD Line Load 49.00 34/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 34/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 48/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 48/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 58/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 58/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 72/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 72/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 111/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 111/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 125/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 125/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 141/4/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 141/4/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 155/4/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 49.00 155/4/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 2/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 2/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 25/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 25/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 80/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 80/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 104/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 104/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 164/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 164/0/0 14/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 188/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG OHD Line Load 120.00 188/0/0 14/0/0 Y N N Y N N IN OF Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 10 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 1 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k WPR Weak Axis 1.78 12/6/0 NA NA N IN 1.000 WA 1 k WPL Weak Axis -1.78 12/6/0 NA NA N OUT 1.000 WA User Defined Frame Line Loads for Cross Section: 1 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -112.94 0/0/0 -112.94 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.71 0/0/0 -4.71 14/0/0 N DOWN 1.000 OF 1 3 3 3 3 420 0 0 20 0 1 20 0 2 14'-0"21'-0"20'-0"15'-0" 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E ADCB Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 11 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 2 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -32.67 0/0/0 -32.67 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.08 0/0/0 -4.08 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -7.06 0/0/0 -7.06 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.29 0/0/0 -115.29 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 12 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 3 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -16.33 0/0/0 -16.33 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -44.92 0/0/0 -44.92 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -35.48 0/0/0 -35.48 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -11.83 0/0/0 -11.83 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 13 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 4 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k U1 Torsional Racking Force 6.90 24/0/0 NA NA N RIGHT 1.000 CL 1 k U2 Torsional Racking Force -6.90 24/0/0 NA NA N LEFT 1.000 CL User Defined Frame Line Loads for Cross Section: 4 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -13.52 0/0/0 -13.52 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -37.17 0/0/0 -37.17 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.38 0/0/0 -115.38 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.62 0/0/0 -4.62 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 14 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 5 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k U1 Torsional Racking Force 6.90 24/0/0 NA NA N RIGHT 1.000 CL 1 k U2 Torsional Racking Force -6.90 24/0/0 NA NA N LEFT 1.000 CL User Defined Frame Line Loads for Cross Section: 5 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -38.98 0/0/0 -38.98 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -15.59 0/0/0 -15.59 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.62 0/0/0 -4.62 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.38 0/0/0 -115.38 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 15 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 6 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -10.02 0/0/0 -10.02 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -33.41 0/0/0 -33.41 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -37.03 0/0/0 -37.03 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -13.10 0/0/0 -13.10 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 16 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 7 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -11.97 0/0/0 -11.97 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -35.90 0/0/0 -35.90 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.47 0/0/0 -115.47 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -6.79 0/0/0 -6.79 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 17 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 8 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k WPR Weak Axis 1.78 12/6/0 NA NA N IN 1.000 WA 1 k WPL Weak Axis -1.78 12/6/0 NA NA N OUT 1.000 WA User Defined Frame Line Loads for Cross Section: 8 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.53 0/0/0 -4.53 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -113.21 0/0/0 -113.21 14/0/0 N DOWN 1.000 OF 1 3 3 3 3 420 0 0 20 0 1 20 0 2 14'-0"21'-0"20'-0"15'-0" 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E ADCB Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 18 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 <*> <*> <*> 70 ' - 0 " 190'-0" 1 2 6"26'-6"28'-8"29'-4"26'-0"29'-0"24'-0"25'-6"6" 3 4 ABL B C D EBL 1 BL 2 3 4 5 6 7 8 BL <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier’s engineer. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 19 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Bracing - Summary Report Shape: Shop Loads and Codes - Shape: Shop City:Rexburg County:Madison State:Idaho Country:United States Building Code: 2020 Idaho State Building Code Structural: 16AISC -ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2018 International Building Code Cold Form: 16AISI -ASD f'c: 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: 2.44 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: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 35.00 psf Mapped MCE Acceleration: Ss: 45.90 %g Primaries Wind Exposure: C -Kz: 0.894 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 15.50 %g Parts Wind Exposure Factor: 0.894 Rain Surcharge: 0.00 Site Class: Stiff soil (D) - Default Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed -Ce: 1.00 Design Acceleration Parameter: Sds: 0.4384 Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2366 Thermal Factor: Heated -Ct: 1.00 Seismic Design Category: D NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Snow Load: 7.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 20.00 Site Elevation: 0.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 14/0/0 Fundamental Period Height Used: 22/1/0 Parts / Portions Zone Strip Width: a: 7/0/0 Velocity Pressure: qz: 25.72, (C&C) 25.72 psf Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3330 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1253 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2037 R-Factor: 3.25 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1349 x W 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 Girts are supporting:Metal Wall Panels Design Load Combinations - Bracing No.Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W1>D + W1> 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 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW -Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW -Wall: 4 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 20 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 13 System 1.000 1.0 D + 0.7 E>D + 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 W1>D + CG + W1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 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 + 0.6 W3>D + CG + W3> 20 System Derived 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>D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3>D + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4>D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3>D + CG + S + W3> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4>D + CG + S + W4> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 39 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+D + CG + E> + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+D + CG + <E + EG+ 41 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG-D + CG + E> + EG- 42 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG-D + CG + <E + EG- 43 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 E> + 0.525 EG+D + CG + S + E> + EG+ 44 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <E + 0.525 EG+D + CG + S + <E + EG+ Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 21 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 (1) 1.80 (2) 3.37 (3) 3.51 (4) 2.81 (5) 1.34 (6) 2.38 (7) 2.02 (8) 2.11 (9) 1.69 (10) 1.69 (11) 13.57 (12) 3.06 (13) 3.18 (14) 2.72 (15) 2.83 3BSE2410611 (16) 20.2405RS3001(1 ) -5 .9 3 (E )05RS3001 (2) -5.92 (E) (17) 8.6103RS3211(3 ) -0 .5 2 (E )03RS3211 (4) -0.50 (E) (18) 8.5106RS3211(5 ) -7 .4 4 (E )06R S3211 (6) -7.42 (E) 3BSA2400611 (19) 16.6207RU2807(7 ) -1 2 .0 6 (E )07RU2807(8) -12.04 (E) SBX001 (20) 34.83 (21) 4.12 (22) 3.32 (23) 3.46 (24) 2.96 SBX002 (25) 35.78 (26) 2.57 (27) 2.02 (28) 2.11 (29) 1.76 (30) 1.83 (31) 1.80 (32) 3.37 (33) 3.51 (34) 2.81 (35) 1.34 6"25'-6"24'-0"29'-0"26'-0"29'-4"28'-8"26'-6"6" 14 ' - 0 9 / 1 6 " 21 ' - 0 7 / 8 " 20 ' - 0 1 3 / 1 6 " 15 ' - 0 5 / 8 " X Y Diagonal Bracing Member Design Summary: Roof A Mem.Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No.Shape (ft) Axial (k)Factor Factor Ratio Load Case Status 1 R 0.625 30.02 30.0 -5.93 1.0000 1.0000 0.799 1.0D+0.7E>passed 2 R 0.625 30.02 30.0 -5.92 1.0000 1.0000 0.797 1.0D+0.7<E passed 3 R 0.375 32.87 36.2 -0.52 1.0000 1.0000 0.204 1.0D+1.0CG+0.7<E+0.7EG+ passed 4 R 0.375 32.87 36.2 -0.50 1.0000 1.0000 0.197 1.0D+1.0CG+0.7E>+0.7EG+passed 5 R 0.75 32.87 36.2 -7.44 1.0000 1.0000 0.684 1.0D+1.0CG+0.7<E+0.7EG+passed 6 R 0.75 32.87 36.2 -7.42 1.0000 1.0000 0.683 1.0D+1.0CG+0.7E>+0.7EG+passed 7 R 0.875 28.55 28.7 -12.06 1.0000 1.0000 0.807 1.0D+1.0CG+0.7<E+0.7EG+ passed 8 R 0.875 28.55 28.7 -12.04 1.0000 1.0000 0.806 1.0D+1.0CG+0.7E>+0.7EG+passed Mem.End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.188, Load Case Max Rod Capacity Controls, Factored F = 11.25, E factor = 1.000, 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 = 0.188, Load Case Max Rod Capacity Controls, Factored F = 11.25, E factor = 1.000, 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. 2 Left Slot: Web Thk = 0.188, Load Case Max Rod Capacity Controls, Factored F = 11.25, E factor = 1.000, 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 = 0.188, Load Case Max Rod Capacity Controls, Factored F = 11.25, E factor = 1.000, 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. 3 Left Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 1.05, 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 = 0.188, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 1.05, 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. 4 Left Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 1.01, 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 = 0.188, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 1.01, 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. 5 Left Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 14.88, 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 = 0.188, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 14.88, 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. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 22 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 6 Left Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 14.84, 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 = 0.188, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 14.84, 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. 7 Left Clevis Connection Per DP 3.15.2, SQW5.0x5.0x0.375, Design angle = 26.7 deg, flange offset = 5.000 in., SQWTo Web and Clip Weld 3/16" 1- side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 26.7 deg, flange offset = 6.413 in., SQW To Web and Clip Weld 3/16" 1-side Fillet 8 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 26.7 deg, flange offset = 6.413 in., SQW To Web and Clip Weld 3/16" 1-side Fillet Right Clevis Connection Per DP 3.15.2, SQW5.0x5.0x0.375, Design angle = 26.7 deg, flange offset = 5.000 in., SQWTo Web and Clip Weld 3/16" 1- side Fillet Strut Bracing Member Design Summary: Roof A Mem.Bracing Length Design Seismic Stress Stress Governing Design Description No.Shape (ft)Axial (k)Factor Factor Ratio Load Case Status 16 FF 2.875x0.113x10 26.00 6.75 3.0000 1.0000 0.933 1.0D+1.0CG+0.7<E+0.7EG+ passed Eave Strut, Collector 19 FF 2.625x0.113x8.5 26.00 8.31 2.0000 1.0000 0.950 1.0D+1.0CG+0.7<E+0.7EG+passed Braced Bay Strut 20 3P 8x3/8x3/16x10 26.00 11.61 3.0000 1.0000 0.771 1.0D+1.0CG+0.7E>+0.7EG+passed Eave Strut, Collector 25 3P 9x3/8x3/16x12 29.33 11.93 3.0000 1.0000 0.725 1.0D+1.0CG+0.7E>+0.7EG+ passed Eave Strut, Collector Mem.End Strut Connection Design Information 16 Left Clip 12.00x5.00x0.375 w/ (2) 0.750in. A325T, Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Side Clip To Flange Weld 0.188 One Side => PASSED. Right Clip 12.00x5.00x0.375 w/ (2) 0.750in. A325T, Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Side Clip To Flange Weld 0.188 One Side => PASSED. 19 Left Clip 10.00x10.00x0.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Side Clip To Flange Weld 0.188 One Side => PASSED. Right Clip 10.00x10.00x0.375 w/ (2) 3/4", Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Side Clip To Flange Weld 0.188 One Side => PASSED. 20 Left Clip 3MZG0740607000002B (2) Rows of (2) 0.750in. ASTM A325N, Axial 34.83k, Vertical Shear 0.54k, Bolt Shear Stress Ratio 2.92/4.00 = 0.73 OK, Bolt Bearing Min Web Thickness 0.111in. < Strut Web Thickness 0.188in. OK, Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740607000002B (2) Rows of (2) 0.750in. ASTM A325N, Axial 34.83k, Vertical Shear 0.54k, Bolt Shear Stress Ratio 2.92/4.00 = 0.73 OK, Bolt Bearing Min Web Thickness 0.111in. < Strut Web Thickness 0.188in. OK, Clip Weld Fillet Both Sides 0.188in. 25 Left Clip 3MZG0740610000003B (2) Rows of (3) 0.750in. ASTM A325N, Axial 35.78k, Vertical Shear 19.67k, Bolt Shear Stress Ratio 3.42/4.04 = 0.85 OK, Bolt Bearing Min Web Thickness 0.128in. < Strut Web Thickness 0.188in. OK, Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740610000003B (2) Rows of (3) 0.750in. ASTM A325N, Axial 35.78k, Vertical Shear 19.67k, Bolt Shear Stress Ratio 3.42/4.04 = 0.85 OK, Bolt Bearing Min Web Thickness 0.128in. < Strut Web Thickness 0.188in. OK, Clip Weld Fillet Both Sides 0.188in. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 23 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 0 4 R S 2 7 1 1 (1) -3.2 4 (W )04 R S 2610 (2) -3.24 ( W ) 15'-0"20'-0"21'-0"14'-0" 19 ' - 2 " 5' - 1 0 " X Y Diagonal Bracing Member Design Summary: Endwall 1 Mem.Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No.Shape (ft)Axial (k)Factor Factor Ratio Load Case Status 1 R 0.5 27.86 46.5 -3.24 1.0000 1.0000 0.707 1.0D+1.0CG+0.6<W3 passed 2 R 0.5 26.76 44.2 -3.24 1.0000 1.0000 0.707 1.0D+1.0CG+0.6W4>passed Mem.End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 3.99, 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 = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 3.99, 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. 2 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 3.82, 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 = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 3.82, 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. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 24 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 1 1 R U 3 2 0 5 (1 ) -1 5 .2 0 (E )11RU3205 (2) -15.24 (E) 6"26'-6"28'-8"29'-4"26'-0"29'-0"24'-0"25'-6"6" 19 ' - 2 " X Y Diagonal Bracing Member Design Summary: Sidewall 2 Mem.Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No.Shape (ft)Axial (k)Factor Factor Ratio Load Case Status 1 R 1.125 32.36 33.2 -15.20 1.3000 1.0000 0.800 1.0D+1.0CG+0.7<E+0.7EG+ passed 2 R 1.125 32.36 33.2 -15.24 1.3000 1.0000 0.802 1.0D+1.0CG+0.7E>+0.7EG+passed Mem.End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2, SQW5.0x5.0x0.375, Design angle = 31.1 deg, , dimA = 5.438 in., SQW Weld 0.19 Fillet Both Sides Right Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Conrac Weld FAILED -> Web Stiffener and Opposite Conrac Weld Added 2 Left Clevis Connection Per DP 3.15.2, SQW5x5x0.500, Weld To Flange 0.313 Both Sides, Conrac Weld FAILED -> Web Stiffener and Opposite Conrac Weld Added Right Clevis Connection Per DP 3.15.2, SQW5.0x5.0x0.375, Design angle = 31.1 deg, , dimA = 5.438 in., SQW Weld 0.19 Fillet Both Sides Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 25 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 0 4 R S 2 8 0 8 (1 ) -3.4 1 (W ) 0 4 R S 2 9 1 0 (2) -3.4 1 ( W ) 14'-0"21'-0"20'-0"15'-0" 19 ' - 2 " 5' - 1 0 " X Y Diagonal Bracing Member Design Summary: Endwall 3 Mem.Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No.Shape (ft)Axial (k)Factor Factor Ratio Load Case Status 1 R 0.5 28.61 45.1 -3.41 1.0000 1.0000 0.742 1.0D+1.0CG+0.6W4>passed 2 R 0.5 29.79 47.4 -3.41 1.0000 1.0000 0.742 1.0D+1.0CG+0.6<W3 passed Mem.End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 4.04, 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 = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 4.04, 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. 2 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 4.21, 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 = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 4.21, 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. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 26 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 1CX015 2RBX017 3 4CX016 6"25'-6"24'-0"29'-0"26'-0"29'-4"28'-8"26'-6"6" 25 ' - 0 " X Y Portal Frame to Main Frame Connection Design Information, Wall 4, bay 3 Left Portal Clip Design Left Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0600607000002B 3MZE0600616700002B Horizontal Shear 12.91 Horizontal Shear 12.91 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.54 PASSED.Bolt Group Shear Strength Ratio 0.54 PASSED. Clip Buckling Min Thickness 0.203 PASSED.Clip Buckling Min Thickness 0.24 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED.Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na PASSED.Web Rupture Min Thickness 0.036 PASSED. Right Portal Clip Design Right Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0600607000002B 3MZE0600616700002B Horizontal Shear 13.95 Horizontal Shear 13.95 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.58 PASSED.Bolt Group Shear Strength Ratio 0.58 PASSED. Clip Buckling Min Thickness 0.203 PASSED.Clip Buckling Min Thickness 0.24 PASSED. Clip Weld Fillet Both Sides 0.188 PASSED.Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na PASSED.Web Rupture Min Thickness 0.039 PASSED. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 27 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 28 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Cross Section: E 29'-0" 1127'-8" 3 4 1 HFB 1 HFB X Y 1 2 3 4 23 ' - 7 7 / 1 6 " 2 Dimension Key 1 8" 2 1'-3 1/2" Frame Clearances Horiz. Clearance between members 1(CX015) and 4(CX016): 22'-10" Vert. Clearance at member 1(CX015): 21'-8 5/16" Vert. Clearance at member 4(CX016): 21'-8 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 29 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 0/0/0 0/0/0 Portal Frame 0.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW -Wall: 2 17 System 1.000 0.6 MW MW -Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 33 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 34 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 37 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 38 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 39 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 41 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 42 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 43 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 44 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 45 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 59 System Derived 1.000 0.6 MWB MWB -Wall: 1 60 System Derived 1.000 0.6 MWB MWB -Wall: 2 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 30 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 61 System Derived 1.000 0.6 MWB MWB -Wall: 3 62 System Derived 1.000 0.6 MWB MWB -Wall: 4 63 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 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 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 75 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 76 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 77 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 78 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 79 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 80 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 81 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 83 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 84 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 86 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 87 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 88 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 89 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 90 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 91 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 92 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 93 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 94 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 95 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ 96 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 97 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 98 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Frame Member Sizes Mem.Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 8.00 0.3750 0.1875 29.00 29.00 23.62 983.8 55.00 55.00 BP KN 3P 2 8.00 0.3750 0.1875 20.00 20.00 13.81 415.2 55.00 55.00 KN SS 3P 3 8.00 0.3750 0.1875 20.00 20.00 13.79 414.6 55.00 55.00 SS KN 3P 4 8.00 0.3750 0.1875 29.00 29.00 23.62 983.8 55.00 55.00 BP KN 3P Total Frame Weight = 2797.5 (p)(Includes all plates) Boundary 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 29/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: E Type Exterior Column Exterior Column X-Loc 0/0/0 29/0/0 Grid1 - Grid2 E-3 E-4 Base Plate W x L (in.)9 X 30 9 X 30 Base Plate Thickness (in.)0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 1.000 4 - 1.000 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 0.06 1.31 -0.06 1.31 --- CG Frm ------- WPL Frm ------- U1 Frm ------- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 31 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 WPR Frm ------- U2 Frm ------- CU Frm ------- S>Frm ------- <S Frm ------- W2>Frm ------- <W2 Frm ------- MW -Wall: 1 Frm ------- MW -Wall: 2 Frm ------- MW - Wall: 3 Frm ------- MW -Wall: 4 Frm ------- W1>Frm ------- <W1 Frm ------- S Frm ------- E>Frm ------- EG+Frm ------- <E Frm ------- EG-Frm ------- WB1>Brc -3.83 -7.16 -3.82 7.16 --- <WB1 Brc 3.72 6.95 3.71 -6.95 --- WB3>Brc -3.79 -7.08 -3.78 7.08 --- <WB3 Brc 3.79 7.07 3.77 -7.07 --- MWB - Wall: 1 Brc -2.56 -4.79 -2.56 4.79 --- MWB -Wall: 2 Brc ------- MWB -Wall: 3 Brc 2.56 4.79 2.56 -4.79 --- MWB -Wall: 4 Brc ------- EB>Brc -6.34 -11.85 -6.33 11.85 --- <EB Brc 6.40 11.96 6.39 -11.96 --- WB2>Brc -3.98 -7.43 -3.97 7.43 --- <WB2 Brc 3.88 7.24 3.86 -7.24 --- WB4>Brc -3.80 -7.08 -3.78 7.08 --- <WB4 Brc 3.79 7.07 3.77 -7.07 --- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 2.6 2.6 CG 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 U1 0.0 0.0 0.0 0.0 WPR 0.0 0.0 0.0 0.0 U2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S>0.0 0.0 0.0 0.0 <S 0.0 0.0 0.0 0.0 W2>0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 MW - Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 0.0 0.0 0.0 0.0 MW -Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 0.0 0.0 0.0 0.0 W1>0.0 0.0 0.0 0.0 <W1 0.0 0.0 0.0 0.0 S 0.0 0.0 0.0 0.0 E>0.0 0.0 0.0 0.0 EG+0.0 0.0 0.0 0.0 <E 0.0 0.0 0.0 0.0 EG-0.0 0.0 0.0 0.0 WB1>7.7 7.7 0.0 0.0 <WB1 7.4 7.4 0.0 0.0 WB3>7.6 7.6 0.0 0.0 <WB3 7.6 7.6 0.0 0.0 MWB -Wall: 1 5.1 5.1 0.0 0.0 MWB -Wall: 2 0.0 0.0 0.0 0.0 MWB - Wall: 3 5.1 5.1 0.0 0.0 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 32 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 MWB -Wall: 4 0.0 0.0 0.0 0.0 EB>12.7 12.7 0.0 0.0 <EB 12.8 12.8 0.0 0.0 WB2>7.9 7.9 0.0 0.0 <WB2 7.7 7.7 0.0 0.0 WB4>7.6 7.6 0.0 0.0 <WB4 7.6 7.6 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing 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 E-3 13.28 76 13.50 93 ----24.11 76 26.43 93 ---- 29/0/0 E-4 13.35 75 13.38 94 ----24.34 94 26.20 75 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff.Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to No.(in.)(in.)(in.)Rods (in.)(in.)(in.) Type Flange Web 0/0/0 E-3 1 0.375 9 30 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 29/0/0 E-4 4 0.375 9 30 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k)(k)Case (k)(k)Case (k)(k)Case (k)(k)(k)Case 0/0/0 14.15 -24.20 76 14.15 -24.20 76 12.67 26.56 93 ---35 29/0/0 14.27 -24.43 94 14.27 -24.43 94 12.53 26.33 75 ---91 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc.Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.432 76 0.354 76 0.408 76 -0 0.089 93 0.773 76 0.070 93 0.273 76 0.309 76 29/0/0 0.435 94 0.358 94 0.413 94 -0 0.088 75 0.780 94 0.069 75 0.275 94 0.312 94 Web Stiffener Summary Mem.Stiff.Desc.Loc.Web Depth h/t a/h a Thick.Width Side Welding No.No.(ft)(in.)(in.)(in.)(in.)Description 1 1 S11 (S10) Alternate Web Thick.= 0.2500 0.3125 3.500 Opposite Fillet W-OS-0.1250 Alternate Web Min.Weld Size =0.1250 To Flange,Flange Special,Bolting Plate 1 2 S3 21.92 28.250 N/A N/A N/A 0.3750 3.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 4 1 S11 (S10) Alternate Web Thick.= 0.2500 0.3125 3.500 Opposite Fillet W-OS-0.1250 Alternate Web Min.Weld Size = 0.1250 To Flange,Flange Special,Bolting Plate 4 2 S3 21.92 28.250 N/A N/A N/A 0.3750 3.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick.Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No.No.(in.)(in.)(in.)(in.)(in.)ID Desc.(in.)ID Desc.(in.) 1 2 KN(Face)0.750 8.00 26.25 1.000 A325N/PT 3.50 42 Ext/Gusset 4.00/2.75 32 Extended 4.00/2.75 Gusset Out 3.125 x 0.2500 x 5.50 SP-BS-0.1875, 2 1 KN(Face)0.750 8.00 26.25 1.000 A325N/PT 3.50 42 Ext/Gusset 4.00/2.75 42 Ext/Gusset 4.00/2.75 Gusset In 3.125 x 0.2500 x 5.50 SP-BS-0.1875,Gusset Out 3.125 x 0.2500 x 5.50 SP-BS-0.1875, 3 2 KN(Face)0.750 8.00 26.25 1.000 A325N/PT 3.50 42 Ext/Gusset 4.00/2.75 42 Ext/Gusset 4.00/2.75 Gusset In 3.125 x 0.2500 x 5.50 SP-BS-0.1875,Gusset Out 3.125 x 0.2500 x 5.50 SP-BS-0.1875, 4 2 KN(Face)0.750 8.00 26.25 1.000 A325N/PT 3.50 42 Ext/Gusset 4.00/2.75 32 Extended 4.00/2.75 Gusset Out 3.125 x 0.2500 x 5.50 SP-BS-0.1875, Moment Connections: Outside Flange Required Strength Strength Ratios * Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 33 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Mem.Jt.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 96 -0.6 25.5 3451.3 AISC DG-16/Thick plate 0.935 0.146 0.943 0.000 0.000 0.088 0.959 0.719 2 1 96 -0.6 25.5 3451.3 AISC DG-16/Thick plate 0.935 0.146 0.943 0.000 0.000 0.088 0.959 0.719 3 2 78 0.4 25.3 3421.9 AISC DG-16/Thick plate 0.932 0.145 0.943 0.000 0.000 0.087 0.959 0.719 4 2 78 0.4 25.3 3421.9 AISC DG-16/Thick plate 0.932 0.145 0.943 0.000 0.000 0.087 0.959 0.719 Inside Flange Required Strength Strength Ratios * Mem.Jt. 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 79 0.4 24.7 3403.0 AISC DG-16/Thick plate 0.930 0.141 0.943 0.000 0.000 0.085 0.959 0.719 2 1 79 0.4 24.7 3403.0 AISC DG-16/Thick plate 0.930 0.141 0.943 0.000 0.000 0.085 0.959 0.719 3 2 97 -0.6 24.9 3436.9 AISC DG-16/Thick plate 0.933 0.143 0.943 0.000 0.000 0.086 0.959 0.719 4 2 97 -0.6 24.9 3436.9 AISC DG-16/Thick plate 0.933 0.143 0.943 0.000 0.000 0.086 0.959 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No. No.Type Type Size (in.) Side Notes Type Size (in.) Side Notes Type Size (in.) Side Notes Type Size (in.) Side Notes 1 2 KN(Face)Fillet 0.3125 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Face)Fillet 0.3125 Both -Fillet 0.3125 Both -Fillet 0.1250 Both ----- 3 2 KN(Face)Fillet 0.3125 Both - Fillet 0.3125 Both - Fillet 0.1250 Both ----- 4 2 KN(Face)Fillet 0.3125 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 22/7/14 22/7/14 HFB4106 0.000 1 4 22/7/14 22/7/14 HFB4106 0.000 1 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 21.95 29.00 81 -12.2 -1559.5 0.0 56.5 1883.0 340.7 0.95 1 18.29 29.00 81 -5.9 41.7 0.14 2 1.21 20.00 81 -0.1 -1509.6 0.0 59.4 1861.0 346.6 0.81 2 1.21 20.00 81 11.3 42.2 0.27 3 11.41 20.00 63 0.3 -1496.7 0.0 303.5 1866.3 346.6 0.80 3 11.41 20.00 63 -11.2 42.2 0.27 4 21.95 29.00 63 -12.1 -1542.3 0.0 56.5 1883.0 340.7 0.94 4 18.29 29.00 63 5.9 41.7 0.14 Parameters Used for Axial and Flexural Design Mem.Loc.Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 21.95 263.42 263.4 263.4 11.30 3.00 1581.43 32.02 109.06 8.00 123.28 12.25 0.34 6558.30 1.66 1.00 1.00 0.61 2 1.21 274.00 274.0 274.0 9.61 3.00 689.24 32.01 68.92 8.00 76.25 12.17 0.32 3082.14 2.27 1.00 1.07 0.92 3 11.41 274.00 274.0 274.0 9.61 2.53 689.24 32.01 68.92 8.00 76.25 12.17 0.32 3082.14 2.27 1.00 1.07 1.00 4 21.95 263.42 263.4 263.4 11.30 3.00 1581.43 32.02 109.06 8.00 123.28 12.25 0.34 6558.30 1.66 1.00 1.00 0.61 Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 S S 2 System 1.000 60 180 0.42 W1>W1> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2>W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System Derived 1.000 60 180 0.42 WB1>WB1> 9 System Derived 1.000 60 180 0.42 <WB1 <WB1 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 34 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 10 System Derived 1.000 60 180 0.42 WB2>WB2> 11 System Derived 1.000 60 180 0.42 <WB2 <WB2 12 System Derived 1.000 60 180 0.42 WB3>WB3> 13 System Derived 1.000 60 180 0.42 <WB3 <WB3 14 System Derived 1.000 60 180 0.42 WB4>WB4> 15 System Derived 1.000 60 180 0.42 <WB4 <WB4 16 System 1.000 10 0 1.0 E> + 1.0 EG-E> + EG- 17 System 1.000 10 0 1.0 <E + 1.0 EG-<E + EG- 18 System Derived 1.000 10 0 1.0 EB>EB> 19 System Derived 1.000 10 0 1.0 <EB <EB Controlling Frame Deflection Ratios for Cross Section: E Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/471 )0.580 4 2 10 WB2> Max. Vertical Deflection for Span 1 ( L/99999 )0.002 4 2 15 <WB4 * 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. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 5.761 (k/in) Fundamental Period (calculated) (T): 1.346 (sec.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 35 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Secondary - Summary Report Loads and Codes - Shape: Shop City:Rexburg County:Madison State:Idaho Country:United States Building Code: 2020 Idaho State Building Code Structural: 16AISC -ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 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: 2.44 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: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 35.00 psf Mapped MCE Acceleration: Ss: 45.90 %g Primaries Wind Exposure: C - Kz: 0.894 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 15.50 %g Parts Wind Exposure Factor: 0.894 Rain Surcharge: 0.00 Site Class: Stiff soil (D)-Default Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed -Ce: 1.00 Design Acceleration Parameter: Sds: 0.4384 Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2366 Thermal Factor: Heated -Ct: 1.00 Seismic Design Category: D NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Snow Load: 7.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 20.00 Site Elevation: 0.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 14/0/0 Fundamental Period Height Used: 22/1/0 Parts / Portions Zone Strip Width: a: 7/0/0 Velocity Pressure: qz: 25.72, (C&C) 25.72 psf Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3330 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1253 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2037 R-Factor: 3.25 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1349 x W Design Load Combinations - Purlin No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 3 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 7) 4 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 7) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 3 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 4 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 5 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 6 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1>D + CG + <W2 + WB1> 13 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1>D + CU + W1> + WB1> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1>D + CG + S + W1> + WB1> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1>D + CG + S + <W2 + WB1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB1 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB1 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB1 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB1 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2>D + CG + <W2 + WB2> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 36 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2>D + CU + W1> + WB2> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2>D + CG + S + W1> + WB2> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2>D + CG + S + <W2 + WB2> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB2 27 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 28 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3>D + CG + <W2 + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3>D + CU + W1> + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3>D + CG + S + W1> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3>D + CG + S + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB3 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB3 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4>D + CG + <W2 + WB4> 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4>D + CU + W1> + WB4> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4>D + CG + S + W1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4>D + CG + S + <W2 + WB4> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB4 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB4 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 44 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 EB> + 0.525 EG+D + CG + S + EB> + EG+ 45 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+D + CG + EB> + EG+ 46 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG-D + CU + EB> + EG- 47 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <EB + 0.525 EG+D + CG + S + <EB + EG+ 48 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+D + CG + <EB + EG+ 49 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG-D + CU + <EB + EG- Design Load Combinations - Girt No.Origin Factor Application Description 1 System 1.000 1.0 CG + 0.6 W1>CG + W1> 2 System 1.000 1.0 CG + 0.6 <W2 CG + <W2 Deflection Load Combinations - Purlin No.Origin Factor Deflection Application Description 1 System 1.000 180 1.0 S S 2 System 1.000 180 0.42 W1>W1> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No.Origin Factor Deflection Application Description 1 System 1.000 90 0.42 W1>W1> 2 System 1.000 90 0.42 <W2 <W2 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 37 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 1 Teton Steel PBR 70'-0" 19 ' - 2 " 25 ' - 0 " 15'-0"20'-0"21'-0"14'-0" A E CL D CL C CL B 1,1 1,2 1,3 1,4 2,1 2,2 2,3 2,4 3,1 3,2 3,3 3,4 4,2 1W1B0 1W1B1 1W1B2 1W1B3 7' - 2 1 / 4 " 2@ 5 ' - 0 " 1 2 1 1 1 1 1 1 1 1 1 1 Dimension Key 1 1'-11 3/4" 2 3'-0 1/4" Maximum Secondary Designs for Shape Shop on Side 1 Detail Exterior Interior Exterior Des Len Description -Fy(ksi)Design Lap %%%%Ld Lap %%%%Ld %%%%Ld Lap Id (ft)Status (in.) Bnd Shr Cmb Wcp Cs (in.)Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.91 0.00 0.00 0.00 1 1,2 20.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.00 0.00 0.00 1 1,3 21.00 8.50x0.068 C Sim-60.0 Yes 0.0 0.91 0.06 0.73 0.00 1 1,4 14.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 2,1 15.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.89 0.00 0.44 0.00 1 2,2 20.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.92 0.00 0.00 0.00 1 2,3 21.00 8.50x0.060 Z Sim-60.0 Yes 0.0 1.01 0.00 0.00 0.00 1 2,4 14.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.71 0.00 0.39 0.00 1 3,1 15.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.69 0.00 0.34 0.00 1 3,2 20.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.85 0.00 0.00 0.00 1 3,3 21.00 8.50x0.060 Z Sim-60.0 Yes 0.0 1.02 0.00 0.00 0.00 1 3,4 14.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.71 0.00 0.39 0.00 1 4,2 14.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.53 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape Shop on Side 1 Design Id Segment Deflection(in.)Ratio Location(ft) Load Case Description 1 1 0.30 ( L/607 )7.50 1 0.42W1> 1 2 0.87 ( L/276 )25.00 1 0.42W1> 1 3 0.93 ( L/272 )45.50 1 0.42W1> 1 4 0.23 ( L/737 )63.00 1 0.42W1> 2 1 0.25 ( L/724 )7.50 1 0.42W1> 2 2 0.71 ( L/336 )25.00 1 0.42W1> 2 3 0.86 ( L/292 )45.50 1 0.42W1> 2 4 0.19 ( L/880 )63.00 1 0.42W1> 3 1 0.19 ( L/931 )7.50 1 0.42W1> 3 2 0.67 ( L/361 )25.00 1 0.42W1> 3 3 0.87 ( L/291 )45.50 1 0.42W1> 3 4 0.19 ( L/880 )63.00 1 0.42W1> 4 1 0.42 ( L/566 )10.00 1 0.42W1> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 38 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 4 2 0.14 ( L/1178 )26.75 1 0.42W1> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 39 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 2 Teton Steel PBR Teton Steel PBR Teton Steel PBR Teton Steel PBR 190'-0" 19 ' - 2 " 1 26'-6"28'-8"29'-4"26'-0"29'-0"24'-0"25'-6"1 8 BL 1 BLCLCL 2 CL 3 CL 4 CL 5 CL 6 CL 7 CL 1,1 2, 1 2, 1 3,1 3,2 3,3 3,4 3,5 3,6 3,7 4,1 4,2 4,3 4,4 4,5 4,6 4,75,1 5,1 5,1 5,1 5,1 5,1 5,16,1 6,1 6,1 6,1 6,1 6,1 6,1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 8,1 8,2 8,3 8,4 8,5 8,6 8,7 9,1 9,1 10 , 1 10 , 1 10 , 1 10 , 1 2 2 2 2 2 222 2 2 2 2 1W2B1 2 222 2 2 2 2 1W2B2 2 222 2 2 2 2 1W2B3 2 2 2 2 2 222 2 2 2 2 1W2B4 2 222 2 2 2 2 1W2B5 2 2 2 2 2 222 2 2 2 2 1W2B6 2 2 2 2 1W2B7 2 222 1W2B77' - 2 1 / 4 " 2@ 5 ' - 0 " 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1FO1FO1FO1FO1FO1FO1FO1 SECONDARY ELEVATION AT A Dimension Key 1 6" 2 1'-11 3/4" 3 3'-4" 4 2'-4" 5 9 3/4" 6 2'-0" Maximum Secondary Designs for Shape Shop on Side 2 Detail Exterior Interior Exterior Des Len Description -Fy(ksi)Design Lap %%%%Ld Lap %%%%Ld %%%%Ld Lap Id (ft)Status (in.)Bnd Shr Cmb Wcp Cs (in.)Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 3.33 8.50x0.000 WD Sim-***Yes 0.0 2,1 6.19 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.00 0.03 0.00 1 3,1 27.00 8.50x0.060 BB Sim-60.0 Yes 0.0 0.95 0.04 0.73 0.00 1 3,2 28.67 8.50x0.060 BB Sim-60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 3,3 29.33 8.50x0.060 BB Sim-60.0 Yes 0.0 0.91 0.00 0.00 0.00 1 3,4 26.00 8.50x0.060 BB Sim-60.0 Yes 0.0 0.75 0.00 0.00 0.00 1 3,5 29.00 8.50x0.060 BB Sim-60.0 Yes 0.0 0.89 0.00 0.00 0.00 1 3,6 24.00 8.50x0.060 BB Sim-60.0 Yes 0.0 0.64 0.00 0.00 0.00 1 3,7 26.00 8.50x0.060 BB Sim-60.0 Yes 0.0 0.81 0.04 0.65 0.00 1 4,1 27.00 8.50x0.060 Z Con-60.0 Yes 34.5 1.00 0.46 0.94 0.00 1 0.62 0.26 0.67 0.00 1 34.5 4,2 28.67 8.50x0.060 Z Con-60.0 Yes 22.5 0.62 0.23 0.66 0.00 1 22.5 0.96 0.39 0.88 0.00 1 0.52 0.22 0.57 0.00 1 22.5 4,3 29.33 8.50x0.060 Z Con-60.0 Yes 16.5 0.52 0.23 0.57 0.00 1 16.5 0.93 0.42 0.88 0.00 1 0.47 0.23 0.52 0.00 1 16.5 4,4 26.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.47 0.20 0.51 0.00 1 10.5 0.99 0.38 0.90 0.00 1 0.49 0.21 0.53 0.00 1 10.5 4,5 29.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.49 0.23 0.54 0.00 1 10.5 0.96 0.43 0.91 0.00 1 0.43 0.22 0.49 0.00 1 10.5 4,6 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.43 0.19 0.47 0.00 1 10.5 1.00 0.36 0.89 0.00 1 0.48 0.20 0.52 0.00 1 10.5 4,7 26.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.48 0.24 0.54 0.00 1 10.5 0.98 0.03 0.77 0.00 1 5,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 1 6,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 7,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.04 0.04 0.00 1 8,1 27.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.84 0.35 0.78 0.00 1 0.42 0.18 0.46 0.00 1 10.5 8,2 28.67 8.50x0.060 Z Con-60.0 Yes 22.5 0.42 0.16 0.45 0.00 1 10.5 0.87 0.31 0.77 0.00 1 0.37 0.16 0.40 0.00 1 10.5 8,3 29.33 8.50x0.060 Z Con-60.0 Yes 16.5 0.37 0.17 0.40 0.00 1 10.5 0.74 0.31 0.68 0.00 1 0.33 0.16 0.37 0.00 1 10.5 8,4 26.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.33 0.14 0.36 0.00 1 10.5 0.71 0.28 0.64 0.00 1 0.35 0.15 0.38 0.00 1 10.5 8,5 29.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.35 0.16 0.38 0.00 1 10.5 0.69 0.31 0.65 0.00 1 0.31 0.16 0.35 0.00 1 10.5 8,6 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.31 0.13 0.33 0.00 1 10.5 0.71 0.26 0.64 0.00 1 0.34 0.14 0.37 0.00 1 10.5 8,7 26.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.39 0.00 1 10.5 1.03 0.02 0.55 0.00 1 9,1 3.33 8.50x0.000 WD Sim-***Yes 0.0 10,1 6.19 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.03 0.00 1 Maximum Secondary Deflections for Shape Shop on Side 2 Design Id Segment Deflection(in.)Ratio Location(ft) Load Case Description 1 1 0.00 ( L/0 )0.00 0 1.0CG+0.6W1> 2 1 ----- 3 1 1.35 ( L/235 )13.50 1 0.42W1> 3 2 1.74 ( L/198 )41.50 1 0.42W1> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 40 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 3 3 1.90 ( L/185 )70.17 1 0.42W1> 3 4 1.23 ( L/253 )98.00 1 0.42W1> 3 5 1.82 ( L/191 )125.50 1 0.42W1> 3 6 0.90 ( L/320 )152.00 1 0.42W1> 3 7 1.11 ( L/275 )177.00 1 0.42W1> 4 1 0.99 ( L/322 )11.50 1 0.42W1> 4 2 0.26 ( L/1305 )41.88 1 0.42W1> 4 3 0.78 ( L/453 )70.54 1 0.42W1> 4 4 0.15 ( L/2131 )97.88 1 0.42W1> 4 5 0.88 ( L/394 )125.88 1 0.42W1> 4 6 -0.09 ( L/3062 )159.38 1 0.42W1> 4 7 1.03 ( L/298 )178.38 1 0.42W1> 5 1 ----- 6 1 ----- 7 1 ----- 8 1 0.75 ( L/424 )12.00 1 0.42W1> 8 2 0.25 ( L/1381 )41.88 1 0.42W1> 8 3 0.57 ( L/614 )70.54 1 0.42W1> 8 4 0.11 ( L/2897 )97.88 1 0.42W1> 8 5 0.63 ( L/553 )125.88 1 0.42W1> 8 6 -0.07 ( L/4250 )159.38 1 0.42W1> 8 7 0.73 ( L/416 )178.38 1 0.42W1> 9 1 0.00 ( L/0 )0.00 0 1.0CG+0.6W1> 10 1 ----- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 41 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 3 Teton Steel PBR 70'-0" 25 ' - 0 " 19 ' - 2 " 14'-0"21'-0"20'-0"15'-0" E A CL D CL C CL B 1,1 1,2 1,3 1,4 2,1 2,2 2,3 2,4 3,1 3,2 3,3 3,4 4,1 1W3B0 1W3B1 1W3B2 1W3B3 7' - 2 1 / 4 " 3@ 5 ' - 0 " 1 1 1 1 1 1 1 1 1 1 1 Dimension Key 1 2'-9 3/4" Maximum Secondary Designs for Shape Shop on Side 3 Detail Exterior Interior Exterior Des Len Description -Fy(ksi)Design Lap %%%%Ld Lap %%%%Ld %%%%Ld Lap Id (ft)Status (in.)Bnd Shr Cmb Wcp Cs (in.)Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 14.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.74 0.00 0.00 0.00 1 1,2 21.00 8.50x0.068 C Sim-60.0 Yes 0.0 0.91 0.06 0.73 0.00 1 1,3 20.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.97 0.00 0.00 0.00 1 1,4 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.93 0.00 0.00 0.00 1 2,1 14.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.71 0.00 0.39 0.00 1 2,2 21.00 8.50x0.060 Z Sim-60.0 Yes 0.0 1.01 0.00 0.00 0.00 1 2,3 20.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.92 0.00 0.00 0.00 1 2,4 15.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.90 0.00 0.44 0.00 1 3,1 14.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.71 0.00 0.39 0.00 1 3,2 21.00 8.50x0.060 Z Sim-60.0 Yes 0.0 1.02 0.00 0.00 0.00 1 3,3 20.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.85 0.00 0.00 0.00 1 3,4 15.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.70 0.00 0.34 0.00 1 4,1 14.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.53 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape Shop on Side 3 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 0.23 ( L/737 )7.00 1 0.42W1> 1 2 0.93 ( L/272 )24.50 1 0.42W1> 1 3 0.87 ( L/276 )45.00 1 0.42W1> 1 4 0.30 ( L/607 )62.50 1 0.42W1> 2 1 0.19 ( L/880 )7.00 1 0.42W1> 2 2 0.86 ( L/292 )24.50 1 0.42W1> 2 3 0.71 ( L/336 )45.00 1 0.42W1> 2 4 0.25 ( L/724 )62.50 1 0.42W1> 3 1 0.19 ( L/880 )7.00 1 0.42W1> 3 2 0.87 ( L/291 )24.50 1 0.42W1> 3 3 0.67 ( L/361 )45.00 1 0.42W1> 3 4 0.19 ( L/931 )62.50 1 0.42W1> 4 1 0.14 ( L/1178 )7.00 1 0.42W1> 4 2 0.42 ( L/566 )24.00 1 0.42W1> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 42 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 43 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4 Teton Steel PBRTeton Steel PBRTeton Steel PBRTeton Steel PBRTeton Steel PBR Teton Steel PBRTeton Steel PBRTeton Steel PBRTeton Steel PBR Teton Steel PBR 190'-0" 25 ' - 0 " 1 25'-6"24'-0"29'-0"26'-0"29'-4"28'-8"26'-6"1 1 BL 8 BLCLCL 2 CL 3 CL 4 CL 5 CL 6 CL 7 CL 1,1 2,1 2,1 3,1 4, 1 5, 1 6,1 6,2 6,3 6,4 6,5 6,6 6,77, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 7, 1 8,1 8,19,1 10 , 1 10 , 1 10 , 1 10 , 1 11,1 12,1 12,1 12,1 12,1 13,1 13,2 14 , 1 15 , 1 16 , 1 16 , 1 16 , 1 16 , 1 16 , 1 16 , 1 16 , 1 16 , 1 17,1 18,1 19,1 20,1 21 , 1 22 , 1 23,1 24 , 1 25 , 1 26,1 27,1 27,2 28,1 29,1 29,2 30,1 30,2 31 , 1 32 , 1 32 , 1 33,1 34,1 35 , 1 36,1 37,1 37,1 38 , 1 39 , 1 40,122 2 2 2 222 1W4B1 2 7 2 7 2 2 2 2 2 22 2 2 2 22 1W4B2 2 2 2 2 2 2 2 2 2 2 22 1W4B3 2 2 2 2 2 2 22 1W4B4 2 2 2 2 2 22 2 2 2 22 1W4B5 2 7 2 7 2 2 2 2 2 22 2 2 2 22 1W4B6 2 2 2 2 22 1W4B7 2 2 1W4B77' - 2 1 / 4 " 3@ 5 ' - 0 " 2 1 1 1 2 1 1 1 1 SECONDARY ELEVATION AT E Dimension Key 1 6" 2 2'-9 3/4" 3 2'-0" 4 1'-0" 5 2'-4" 6 3'-4" Maximum Secondary Designs for Shape Shop on Side 4 Detail Exterior Interior Exterior Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft)Status (in.)Bnd Shr Cmb Wcp Cs (in.)Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 2.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.04 0.04 0.00 1 2,1 2.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.00 0.04 0.04 0.00 1 3,1 23.00 8.50x0.088 C Sim-60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 4,1 21.19 8.50x0.113 C Sim-60.0 Yes 0.0 0.85 0.00 0.89 0.00 1 5,1 21.19 8.50x0.113 C Sim-60.0 Yes 0.0 0.90 0.00 0.95 0.00 1 6,1 26.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.73 0.82 1.01 0.00 1 0.44 0.49 0.66 0.00 1 10.5 6,2 24.00 8.50x0.060 Z Con-60.0 Yes 16.5 0.47 0.14 0.41 0.00 1 16.5 0.95 0.29 0.81 0.00 1 0.28 0.13 0.31 0.00 1 16.5 6,3 29.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.28 0.16 0.32 0.00 1 10.5 0.95 0.00 0.00 0.00 1 0.40 0.17 0.44 0.00 1 10.5 6,4 26.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.40 0.46 0.61 0.00 1 10.5 0.43 0.90 1.00 0.00 1 0.39 0.46 0.60 0.00 1 10.5 6,5 29.33 8.50x0.060 Z Con-60.0 Yes 10.5 0.39 0.17 0.42 0.00 1 10.5 0.78 0.32 0.72 0.00 1 0.34 0.16 0.38 0.00 1 10.5 6,6 28.67 8.50x0.060 Z Con-60.0 Yes 10.5 0.34 0.15 0.38 0.00 1 10.5 0.98 0.32 0.86 0.00 1 0.46 0.14 0.48 0.00 1 10.5 6,7 27.00 8.50x0.068 Z Con-60.0 Yes 16.5 0.46 0.42 0.62 0.00 1 16.5 0.52 0.69 0.85 0.00 1 7,1 2.81 8.50x0.060 C Sim-60.0 Yes 0.0 8,1 3.33 8.50x0.000 WD Sim-***Yes 0.0 9,1 9.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.16 0.16 0.00 1 10,1 6.19 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.03 0.00 1 11,1 9.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.17 0.00 0.12 0.00 1 12,1 14.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.42 0.00 0.00 0.00 1 13,1 25.00 8.50x0.079 Z Con-60.0 Yes 10.5 1.00 0.22 0.85 0.00 1 0.64 0.10 0.64 0.00 1 10.5 13,2 30.00 8.50x0.113 Z Con-60.0 Yes 46.5 0.64 0.12 0.65 0.00 1 46.5 0.97 0.17 0.90 0.00 1 14,1 16.19 8.50x0.060 C Sim-60.0 Yes 0.0 0.85 0.00 0.00 0.00 1 15,1 16.19 8.50x0.068 C Sim-60.0 Yes 0.0 0.98 0.00 0.00 0.00 1 16,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 17,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.17 0.17 0.00 1 18,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.14 0.14 0.00 1 19,1 10.00 8.50x0.113 Z Sim-60.0 Yes 0.0 0.06 0.00 0.00 0.00 1 20,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.12 0.12 0.00 1 21,1 16.19 8.50x0.068 C Sim-60.0 Yes 0.0 0.98 0.00 0.00 0.00 1 22,1 16.19 8.50x0.068 C Sim-60.0 Yes 0.0 0.94 0.00 0.82 0.00 1 23,1 24.00 8.50x0.088 C Sim-60.0 Yes 0.0 1.00 0.00 0.00 0.00 1 24,1 21.19 8.50x0.113 C Sim-60.0 Yes 0.0 0.88 0.00 0.92 0.00 1 25,1 21.19 8.50x0.113 C Sim-60.0 Yes 0.0 0.88 0.00 0.92 0.00 1 26,1 7.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.12 0.12 0.00 1 27,1 9.33 8.50x0.060 C Sim-60.0 Yes 0.0 0.33 0.00 0.00 0.00 1 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 44 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 27,2 7.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.14 0.00 0.00 0.00 1 28,1 7.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.10 0.10 0.00 1 29,1 9.33 8.50x0.079 Z Sim-60.0 Yes 0.0 0.18 0.00 0.00 0.00 1 29,2 7.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.12 0.00 0.00 0.00 1 30,1 30.33 8.50x0.098 Z Con-60.0 Yes 34.5 0.90 0.16 0.78 0.00 1 0.73 0.10 0.74 0.00 1 34.5 30,2 29.67 8.50x0.098 Z Con-60.0 Yes 46.5 0.73 0.12 0.74 0.00 1 46.5 1.03 0.08 0.85 0.00 1 31,1 16.19 8.50x0.073 C Sim-60.0 Yes 0.0 0.89 0.00 0.80 0.00 1 32,1 16.19 8.50x0.068 C Sim-60.0 Yes 0.0 0.94 0.00 0.83 0.00 1 33,1 8.67 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.15 0.15 0.00 1 34,1 8.67 8.50x0.060 Z Sim-60.0 Yes 0.0 0.15 0.00 0.11 0.00 1 35,1 16.19 8.50x0.068 C Sim-60.0 Yes 0.0 0.97 0.00 0.00 0.00 1 36,1 2.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.04 0.04 0.00 1 37,1 2.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.00 0.04 0.04 0.00 1 38,1 21.19 8.50x0.113 C Sim-60.0 Yes 0.0 0.88 0.00 0.92 0.00 1 39,1 21.19 8.50x0.113 C Sim-60.0 Yes 0.0 0.94 0.00 0.98 0.00 1 40,1 24.00 8.50x0.088 C Sim-60.0 Yes 0.0 1.00 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape Shop on Side 4 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 ----- 2 1 ----- 3 1 0.18 ( L/1500 )11.50 1 0.42W1> 4 1 1.12 ( L/227 )10.50 1 0.42W1> 5 1 1.19 ( L/213 )10.50 1 0.42W1> 6 1 0.98 ( L/312 )11.50 1 0.42W1> 6 2 -0.17 ( L/1700 )31.88 1 0.42W1> 6 3 0.59 ( L/586 )63.88 1 0.42W1> 6 4 0.13 ( L/2357 )92.38 1 0.42W1> 6 5 0.54 ( L/650 )119.88 1 0.42W1> 6 6 0.14 ( L/2414 )147.21 1 0.42W1> 6 7 0.90 ( L/353 )178.38 1 0.42W1> 7 1 ----- 8 1 0.00 ( L/0 )0.00 0 1.0CG+0.6W1> 9 1 0.00 ( L/4509 )5.00 1 0.42W1> 10 1 ----- 11 1 0.00 ( L/5075 )5.00 1 0.42W1> 12 1 0.06 ( L/2902 )7.00 1 0.42W1> 13 1 -0.20 ( L/1430 )20.00 1 0.42W1> 13 2 1.68 ( L/207 )41.38 1 0.42W1> 14 1 0.51 ( L/383 )8.00 1 0.42W1> 15 1 0.61 ( L/316 )8.00 1 0.42W1> 16 1 ----- 17 1 0.00 ( L/4825 )6.00 1 0.42W1> 18 1 0.00 ( L/6345 )3.50 1 0.42W1> 19 1 ----- 20 1 0.00 ( L/7614 )3.50 1 0.42W1> 21 1 0.61 ( L/317 )8.00 1 0.42W1> 22 1 0.59 ( L/330 )8.00 1 0.42W1> 23 1 0.22 ( L/1339 )12.00 1 0.42W1> 24 1 1.16 ( L/219 )10.50 1 0.42W1> 25 1 1.16 ( L/219 )10.50 1 0.42W1> 26 1 ----- 27 1 0.04 ( L/2573 )4.50 1 0.42W1> 27 2 0.00 ( L/5982 )12.83 1 0.42W1> 28 1 ----- 29 1 0.00 ( L/4133 )4.50 1 0.42W1> 29 2 0.00 ( L/7178 )12.83 1 0.42W1> 30 1 0.73 ( L/480 )11.50 1 0.42W1> 30 2 1.47 ( L/233 )47.21 1 0.42W1> 31 1 0.60 ( L/326 )8.00 1 0.42W1> 32 1 0.59 ( L/329 )8.00 1 0.42W1> 33 1 0.00 ( L/5185 )4.00 1 0.42W1> 34 1 0.00 ( L/5789 )4.00 1 0.42W1> 35 1 0.61 ( L/320 )8.00 1 0.42W1> 36 1 ----- 37 1 ----- 38 1 1.16 ( L/218 )10.50 1 0.42W1> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 45 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 39 1 1.24 ( L/206 )10.50 1 0.42W1> 40 1 0.22 ( L/1330 )12.00 1 0.42W1> Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 46 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Roof: A 6"25'-6"24'-0"29'-0"26'-0"29'-4"28'-8"26'-6"6"14 ' - 0 9 / 1 6 " 21 ' - 0 7 / 8 " 20 ' - 0 1 3 / 1 6 " 15 ' - 0 5 / 8 " 1,1 1,2 1,3 1,4 1,5 1,6 1,7 2,1 2,2 2,3 2,4 2,5 2,6 2,7 2,1 2,2 2,3 2,4 2,5 2,6 2,7 3,1 3,2 3,3 3,4 3,5 3,6 3,7 3,1 3,2 3,3 3,4 3,5 3,6 3,7 3,1 3,2 3,3 3,4 3,5 3,6 3,7 3,1 3,2 3,3 3,4 3,5 3,6 3,7 3,1 3,2 3,3 3,4 3,5 3,6 3,7 3,1 3,2 3,3 3,4 3,5 3,6 3,7 3,1 3,2 3,3 3,4 3,5 3,6 3,7 3,1 3,2 3,3 3,4 3,5 3,6 3,73,1 3,2 3,3 3,4 3,5 3,6 3,7 4,1 4,2 4,3 4,4 4,5 4,6 4,7 5,1 5,2 5,3 5,4 5,5 5,6 5,7 6,1 6,2 6,3 6,4 6,5 6,6 6,7 7,1 7,2 7,3 7,4 7,5 7,6 7,7 8,1 8,2 8,3 8,4 8,5 8,6 8,7 X Y Maximum Secondary Designs for Shape Shop 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 Wcp Cs (in.)Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 26.00 10.00x0.068 Z Con-60.0 Yes 46.5 0.00 0.02 0.68 1.02 2 0.52 0.37 0.80 0.89 6 22.5 1,2 24.00 10.00x0.060 Z Con-60.0 Yes 34.5 0.52 0.28 0.80 0.89 6 22.5 0.93 0.59 0.98 0.00 6 0.57 0.36 0.87 0.97 7 22.5 1,3 29.00 10.00x0.060 Z Con-60.0 Yes 46.5 0.57 0.39 0.87 0.97 7 22.5 0.85 0.69 1.00 0.00 7 0.57 0.33 0.84 0.91 8 22.5 1,4 26.00 10.00x0.068 Z Con-60.0 Yes 34.5 0.57 0.34 0.84 0.91 8 34.5 0.84 0.41 0.81 0.00 8 0.56 0.34 0.83 0.91 9 34.5 1,5 29.33 10.00x0.060 Z Con-60.0 Yes 34.5 0.56 0.33 0.83 0.91 9 22.5 0.86 0.68 0.99 0.00 10 0.63 0.34 0.87 0.90 10 22.5 1,6 28.67 10.00x0.068 Z Con-60.0 Yes 46.5 0.63 0.33 0.87 0.90 10 34.5 0.99 0.49 0.96 0.00 11 0.60 0.28 0.83 0.86 11 34.5 1,7 27.00 10.00x0.068 Z Con-60.0 Yes 46.5 0.60 0.33 0.83 0.86 11 22.5 0.00 0.45 0.68 1.03 3 2,1 26.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.86 0.00 0.00 0.00 2 0.63 0.22 0.80 0.76 6 46.5 2,2 24.00 10.00x0.068 Z Con-60.0 Yes 34.5 0.63 0.17 0.80 0.76 6 22.5 0.91 0.67 1.01 0.00 6 0.77 0.30 1.02 1.03 7 22.5 2,3 29.00 10.00x0.088 Z Con-60.0 Yes 46.5 0.77 0.34 1.02 1.03 7 46.5 0.98 0.43 0.92 0.00 7 0.76 0.29 1.00 0.99 8 46.5 2,4 26.00 10.00x0.079 Z Con-60.0 Yes 34.5 0.76 0.30 1.00 0.99 8 34.5 1.01 0.47 0.95 0.00 9 0.73 0.30 0.97 0.97 9 34.5 2,5 29.33 10.00x0.088 Z Con-60.0 Yes 34.5 0.73 0.29 0.97 0.97 9 34.5 0.99 0.42 0.92 0.00 10 0.78 0.26 0.95 0.87 10 34.5 2,6 28.67 10.00x0.088 Z Con-60.0 Yes 46.5 0.78 0.25 0.95 0.87 10 34.5 1.02 0.41 0.93 0.00 10 0.69 0.16 0.81 0.71 11 34.5 2,7 27.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.69 0.19 0.81 0.71 11 46.5 0.87 0.00 0.71 0.00 3 3,1 26.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.99 0.00 0.79 0.00 2 0.66 0.25 0.83 0.79 6 46.5 3,2 24.00 10.00x0.073 Z Con-60.0 Yes 34.5 0.66 0.21 0.83 0.79 6 34.5 1.02 0.54 1.00 0.00 7 0.74 0.31 1.00 1.01 7 34.5 3,3 29.00 10.00x0.079 Z Con-60.0 Yes 46.5 0.74 0.35 1.00 1.01 7 34.5 1.01 0.00 0.78 0.00 7 0.77 0.33 1.00 0.99 8 34.5 3,4 26.00 10.00x0.079 Z Con-60.0 Yes 34.5 0.77 0.30 1.00 0.99 8 34.5 1.01 0.48 0.95 0.00 8 0.75 0.30 0.99 0.97 9 34.5 3,5 29.33 10.00x0.088 Z Con-60.0 Yes 34.5 0.75 0.32 0.99 0.97 9 34.5 0.96 0.00 0.74 0.00 9 0.78 0.28 0.97 0.91 10 34.5 3,6 28.67 10.00x0.088 Z Con-60.0 Yes 46.5 0.78 0.27 0.97 0.91 10 46.5 0.96 0.37 0.87 0.00 10 0.73 0.20 0.85 0.76 11 46.5 3,7 27.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.73 0.22 0.85 0.76 11 46.5 1.02 0.00 0.81 0.00 3 4,1 26.00 8.50x0.079 EZ Sim-60.0 Yes 0.0 0.70 0.00 0.78 0.00 23 4,2 24.00 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.91 0.00 1.03 0.00 23 4,3 29.00 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.17 0.00 0.76 0.00 48 4,4 26.00 8.50x0.079 EZ Sim-60.0 Yes 0.0 0.80 0.00 0.00 0.00 1 4,5 29.33 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.69 0.00 0.00 0.00 1 4,6 28.67 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.66 0.00 0.00 0.00 1 4,7 27.00 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.62 0.01 0.53 0.00 1 5,1 26.00 10.00x0.113 Z Con-60.0 Yes 46.5 1.01 0.00 0.80 0.00 2 0.65 0.25 0.84 0.81 6 46.5 5,2 24.00 10.00x0.073 Z Con-60.0 Yes 34.5 0.65 0.21 0.84 0.81 6 16.5 0.98 0.54 0.98 0.00 7 0.67 0.26 0.90 0.90 7 16.5 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 47 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 5,3 29.00 10.00x0.088 Z Con-60.0 Yes 46.5 0.67 0.29 0.90 0.90 7 34.5 1.02 0.42 0.95 0.00 7 0.72 0.28 0.93 0.89 8 34.5 5,4 26.00 10.00x0.079 Z Con-60.0 Yes 34.5 0.72 0.26 0.93 0.89 8 34.5 1.02 0.48 0.96 0.00 8 0.76 0.31 1.01 1.00 9 34.5 5,5 29.33 10.00x0.088 Z Con-60.0 Yes 34.5 0.76 0.33 1.01 1.00 9 34.5 0.97 0.00 0.76 0.00 9 0.79 0.28 0.98 0.92 10 34.5 5,6 28.67 10.00x0.088 Z Con-60.0 Yes 46.5 0.79 0.27 0.98 0.92 10 46.5 0.98 0.38 0.89 0.00 10 0.74 0.20 0.87 0.77 11 46.5 5,7 27.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.74 0.22 0.87 0.77 11 46.5 1.03 0.00 0.81 0.00 3 6,1 26.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.99 0.00 0.79 0.00 2 0.66 0.25 0.83 0.79 6 46.5 6,2 24.00 10.00x0.073 Z Con-60.0 Yes 34.5 0.66 0.21 0.83 0.79 6 34.5 1.02 0.54 1.00 0.00 7 0.74 0.31 1.00 1.01 7 34.5 6,3 29.00 10.00x0.079 Z Con-60.0 Yes 46.5 0.74 0.35 1.00 1.01 7 34.5 1.01 0.00 0.78 0.00 7 0.77 0.33 1.00 0.99 8 34.5 6,4 26.00 10.00x0.079 Z Con-60.0 Yes 34.5 0.77 0.30 1.00 0.99 8 34.5 1.01 0.48 0.95 0.00 8 0.75 0.30 0.99 0.97 9 34.5 6,5 29.33 10.00x0.088 Z Con-60.0 Yes 34.5 0.75 0.32 0.99 0.97 9 34.5 0.96 0.00 0.74 0.00 9 0.78 0.28 0.97 0.91 10 34.5 6,6 28.67 10.00x0.088 Z Con-60.0 Yes 46.5 0.78 0.27 0.97 0.91 10 46.5 0.96 0.37 0.87 0.00 10 0.73 0.20 0.85 0.76 11 46.5 6,7 27.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.73 0.22 0.85 0.76 11 46.5 1.02 0.00 0.81 0.00 3 7,1 26.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.99 0.00 0.79 0.00 2 0.66 0.25 0.83 0.79 6 46.5 7,2 24.00 10.00x0.073 Z Con-60.0 Yes 34.5 0.66 0.21 0.83 0.79 6 34.5 1.02 0.54 1.00 0.00 7 0.74 0.31 1.00 1.01 7 34.5 7,3 29.00 10.00x0.079 Z Con-60.0 Yes 46.5 0.74 0.35 1.00 1.01 7 34.5 1.01 0.00 0.78 0.00 7 0.77 0.33 1.00 0.99 8 34.5 7,4 26.00 10.00x0.079 Z Con-60.0 Yes 34.5 0.77 0.30 1.00 0.99 8 34.5 1.01 0.48 0.95 0.00 8 0.75 0.30 0.99 0.97 9 34.5 7,5 29.33 10.00x0.088 Z Con-60.0 Yes 34.5 0.75 0.32 0.99 0.97 9 34.5 0.96 0.00 0.74 0.00 9 0.78 0.28 0.97 0.91 10 34.5 7,6 28.67 10.00x0.088 Z Con-60.0 Yes 46.5 0.78 0.27 0.97 0.91 10 46.5 0.96 0.37 0.87 0.00 10 0.73 0.20 0.85 0.76 11 46.5 7,7 27.00 10.00x0.113 Z Con-60.0 Yes 46.5 0.73 0.22 0.85 0.76 11 46.5 1.02 0.00 0.81 0.00 3 8,1 26.00 10.00x0.113 EZ Sim-60.0 Yes 0.0 0.97 0.00 0.83 0.00 1 8,2 24.00 10.00x0.113 EZ Sim-60.0 Yes 0.0 0.89 0.05 0.71 0.00 1 8,3 29.00 10.00x0.113 EZ Sim-60.0 Yes 0.0 0.77 0.00 0.00 0.00 1 8,4 26.00 10.00x0.113 EZ Sim-60.0 Yes 0.0 1.01 0.00 0.00 0.00 1 8,5 29.33 10.00x0.113 EZ Sim-60.0 Yes 0.0 0.78 0.00 0.00 0.00 1 8,6 28.67 10.00x0.113 EZ Sim-60.0 Yes 0.0 0.75 0.00 0.00 0.00 1 8,7 27.00 10.00x0.113 EZ Sim-60.0 Yes 0.0 0.83 0.02 0.57 0.00 1 Maximum Secondary Deflections for Shape Shop on Side A Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 -0.86 ( L/354 )11.50 1 1.0S 1 2 0.12 ( L/2323 )30.88 1 1.0S 1 3 -0.81 ( L/429 )64.38 1 1.0S 1 4 0.07 ( L/4522 )82.38 1 1.0S 1 5 -0.72 ( L/489 )119.38 1 1.0S 1 6 -0.21 ( L/1629 )148.21 1 1.0S 1 7 -0.88 ( L/363 )177.88 1 1.0S 2 1 -1.05 ( L/292 )11.50 1 1.0S 2 2 0.15 ( L/1953 )31.38 1 1.0S 2 3 -1.08 ( L/323 )64.38 1 1.0S 2 4 -0.11 ( L/2789 )92.38 1 1.0S 2 5 -0.98 ( L/360 )119.38 1 1.0S 2 6 -0.32 ( L/1065 )148.21 1 1.0S 2 7 -1.04 ( L/307 )177.88 1 1.0S 3 1 -1.18 ( L/259 )11.50 1 1.0S 3 2 0.19 ( L/1519 )31.88 1 1.0S 3 3 -1.21 ( L/289 )64.38 1 1.0S 3 4 -0.10 ( L/3105 )92.38 1 1.0S 3 5 -1.07 ( L/329 )119.38 1 1.0S 3 6 -0.27 ( L/1280 )148.21 1 1.0S 3 7 -1.18 ( L/269 )177.88 1 1.0S 4 1 -1.53 ( L/200 )13.50 1 1.0S 4 2 -1.57 ( L/183 )38.00 1 1.0S 4 3 -1.81 ( L/192 )64.50 1 1.0S 4 4 -1.65 ( L/189 )92.00 1 1.0S 4 5 -1.89 ( L/186 )119.50 1 1.0S 4 6 -1.73 ( L/199 )148.83 1 1.0S 4 7 -1.26 ( L/252 )176.00 1 1.0S 5 1 -1.19 ( L/258 )11.50 1 1.0S 5 2 0.16 ( L/1857 )31.38 1 1.0S 5 3 -1.13 ( L/309 )64.38 1 1.0S 5 4 -0.11 ( L/2961 )92.38 1 1.0S 5 5 -1.07 ( L/330 )119.38 1 1.0S 5 6 -0.27 ( L/1278 )148.21 1 1.0S 5 7 -1.18 ( L/269 )177.88 1 1.0S 6 1 -1.18 ( L/259 )11.50 1 1.0S 6 2 0.19 ( L/1519 )31.88 1 1.0S 6 3 -1.21 ( L/289 )64.38 1 1.0S Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 48 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 6 4 -0.10 ( L/3105 )92.38 1 1.0S 6 5 -1.07 ( L/329 )119.38 1 1.0S 6 6 -0.27 ( L/1280 )148.21 1 1.0S 6 7 -1.18 ( L/269 )177.88 1 1.0S 7 1 -1.18 ( L/259 )11.50 1 1.0S 7 2 0.19 ( L/1519 )31.88 1 1.0S 7 3 -1.21 ( L/289 )64.38 1 1.0S 7 4 -0.10 ( L/3105 )92.38 1 1.0S 7 5 -1.07 ( L/329 )119.38 1 1.0S 7 6 -0.27 ( L/1280 )148.21 1 1.0S 7 7 -1.18 ( L/269 )177.88 1 1.0S 8 1 -1.51 ( L/202 )13.50 1 1.0S 8 2 -1.19 ( L/242 )38.00 1 1.0S 8 3 -1.79 ( L/195 )64.50 1 1.0S 8 4 -1.64 ( L/190 )92.00 1 1.0S 8 5 -1.87 ( L/188 )119.50 1 1.0S 8 6 -1.70 ( L/202 )148.83 1 1.0S 8 7 -1.24 ( L/256 )176.00 1 1.0S Purlin Anchorage Forces for Shape Shop, Roof A, Panel Type is SSR, Pitch = 1.000:12 AR Clip if req'd - PC7 Bay Thickness Load(psf)Ld Case # Purlins Length Simple?Diaphragm Width Allowable Defl Actual Defl 1 0.113 -39.07 1 15 26.00 N 70.24 1.733 0.598 2 0.073 -39.07 1 15 24.00 N 70.24 1.600 0.439 3 0.079 -39.07 1 15 29.00 N 70.24 1.933 0.701 4 0.079 -39.07 1 15 26.00 N 70.24 1.733 0.529 5 0.088 -39.07 1 15 29.33 N 70.24 1.956 0.705 6 0.088 -39.07 1 15 28.67 N 70.24 1.911 0.665 7 0.113 -39.07 1 15 27.00 N 70.24 1.800 0.655 Reference Frm-Line Located @ Force per Anch. Line(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 0.55U 0.24U (k)1.14W 2 2, 0 2.205 103.235 0.022 0.008 0.357 BR.1 0.14T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.2 0.14T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.3 0.14T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.4 0.14T (in-k)4.35 1 1, 0 0.022 0.000 0.000 2(26.00)Frame 1.46U 0.59U (k)1.14W 2 2, 0 5.841 116.468 0.022 0.013 0.605 BR.1 0.11T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.2 0.11T (in-k)4.35 1 1, 0 0.022 0.000 0.000 3(50.00)Frame 2.06U 0.91U (k)1.14W 2 2, 0 8.234 102.695 0.022 0.015 0.699 BR.1 0.11T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.2 0.11T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.3 0.11T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.4 0.11T (in-k)4.35 1 1, 0 0.022 0.000 0.000 4(79.00)Frame 2.01U 0.88U (k)1.14W 2 2, 0 8.044 104.375 0.022 0.015 0.699 BR.1 0.07T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.2 0.07T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.3 0.07T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.4 0.07T (in-k)4.35 1 1, 0 0.022 0.000 0.000 5(105.00)Frame 1.76U 0.76U (k)1.14W 2 2, 0 7.053 107.294 0.022 0.012 0.571 BR.1 0.10T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.2 0.10T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.3 0.10T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.4 0.10T (in-k)4.35 1 1, 0 0.022 0.000 0.000 6(134.33)Frame 1.68U 0.71U (k)1.14W 2 2, 0 6.709 110.078 0.022 0.012 0.541 BR.1 0.09T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.2 0.09T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.3 0.09T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.4 0.09T (in-k)4.35 1 1, 0 0.022 0.000 0.000 7(163.00)Frame 1.37U 0.55U (k)1.14W 2 2, 0 5.483 120.443 0.022 0.011 0.518 BR.1 0.20T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.2 0.20T (in-k)4.35 1 1, 0 0.022 0.000 0.000 BR.3 0.20T (in-k)4.35 1 1, 0 0.022 0.000 0.000 8(190.00) Frame 0.60U 0.27U (k)1.14W 2 2, 0 2.407 103.241 0.022 0.008 0.390 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 49 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Framing - Summary Report Loads and Codes - Shape: Shop City:Rexburg County:Madison State:Idaho Country:United States Building Code: 2020 Idaho State Building Code Structural: 16AISC -ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 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: 2.44 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: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 35.00 psf Mapped MCE Acceleration: Ss: 45.90 %g Primaries Wind Exposure: C - Kz: 0.894 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 15.50 %g Parts Wind Exposure Factor: 0.894 Rain Surcharge: 0.00 Site Class: Stiff soil (D)-Default Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed -Ce: 1.00 Design Acceleration Parameter: Sds: 0.4384 Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2366 Thermal Factor: Heated -Ct: 1.00 Seismic Design Category: D NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Snow Load: 7.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 20.00 Site Elevation: 0.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 14/0/0 Fundamental Period Height Used: 22/1/0 Parts / Portions Zone Strip Width: a: 7/0/0 Velocity Pressure: qz: 25.72, (C&C) 25.72 psf Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3330 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1253 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2037 R-Factor: 3.25 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1349 x W 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 Girts are supporting:Metal Wall Panels Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 50 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 0/6/0 Frame Cross Section: 1 14'-0"21'-0"20'-0"15'-0" E BL A BL CL D CL C CL B 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 1 1 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 GF B GF B GF B GF B GF B GF B GF B GF B 3 4 11 @ 5'-0" 5 6 7 8 1 GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX001) and 12(CX002): 66'-10" Vert. Clearance at member 1(CX001): 23'-3 5/16" Vert. Clearance at member 12(CX002): 17'-8 7/16" Vert. Clearance at member 13(EPX001): 22'-2 15/16" Vert. Clearance at member 14(EPX002): 20'-5 15/16" Vert. Clearance at member 15(EPX003): 18'-9 15/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 51 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 0/6/0 13/3/0 Post & Beam 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 L>D + CG + L> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 11 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^D + CG + ASL^ 12 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 13 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 14 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 15 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 16 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 17 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 18 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 19 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 4) 20 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 21 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 4) 22 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 23 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 24 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 3 25 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 29 System 1.000 0.6 MW MW -Wall: 1 30 System 1.000 0.6 MW MW -Wall: 2 31 System 1.000 0.6 MW MW - Wall: 3 32 System 1.000 0.6 MW MW -Wall: 4 33 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 34 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 35 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 36 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 37 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1>D + CG + L + W1> 38 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W1 39 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2>D + CG + L + W2> 40 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 41 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 42 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 43 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 44 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 45 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 46 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 47 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 48 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 49 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 50 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 51 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 52 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 53 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 54 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 55 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 56 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 57 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 58 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 59 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 60 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 52 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 61 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 62 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 63 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 64 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 65 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 66 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1>D + CG + L + WPR + WB1> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 72 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB1 74 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 75 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>D + CG + L + WPL + WB3> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 80 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 82 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 83 System Derived 1.000 0.6 MWB MWB - Wall: 1 84 System Derived 1.000 0.6 MWB MWB -Wall: 2 85 System Derived 1.000 0.6 MWB MWB -Wall: 3 86 System Derived 1.000 0.6 MWB MWB -Wall: 4 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 95 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 96 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 97 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 98 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 99 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 100 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 101 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 102 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 103 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 104 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 105 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 106 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 107 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 108 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 109 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 110 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 111 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 112 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 113 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 114 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 115 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 116 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 8.00 0.3750 0.1644 11.00 11.00 23.10 604.9 55.00 55.00 BP CP 3P 2 5.00 0.1875 0.1345 9.00 9.00 8.42 93.1 55.00 55.00 SS SS 3P 3 5.00 0.1875 0.1345 9.00 9.00 4.63 47.8 55.00 55.00 SS SS 3P 4 5.00 0.1875 0.1345 9.00 9.00 5.35 55.2 55.00 55.00 SS SS 3P 5 5.00 0.1875 0.1345 9.00 9.00 12.89 138.2 55.00 55.00 SS SP 3P 6 5.00 0.1875 0.1345 9.00 9.00 2.84 34.3 55.00 55.00 SP SS 3P 7 5.00 0.1875 0.1345 9.00 9.00 5.34 55.1 55.00 55.00 SS SS 3P Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 53 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 8 5.00 0.1875 0.1345 9.00 9.00 11.82 126.2 55.00 55.00 SS SP 3P 9 5.00 0.1875 0.1345 9.00 9.00 2.90 34.0 55.00 55.00 SP SS 3P 10 5.00 0.1875 0.1345 9.00 9.00 7.50 77.5 55.00 55.00 SS SS 3P 11 5.00 0.1875 0.1345 9.00 9.01 7.20 81.4 55.00 55.00 SS SS 3P 12 5.00 0.1875 0.1345 10.00 10.00 17.39 195.5 55.00 55.00 BP CP 3P 13 5.00 0.1875 0.1345 10.00 10.00 21.24 244.9 55.00 55.00 BP CP 3P 14 5.00 0.1875 0.1345 10.00 10.00 19.49 226.1 55.00 55.00 BP CP 3P 15 5.00 0.1875 0.1345 10.00 10.00 17.83 208.1 55.00 55.00 BP CP 3P Total Frame Weight = 2222.3 (p)(Includes all plates) Frame Member Releases Member Joint 1 Joint 2 1 No Yes 12 No Yes 13 No Yes 14 No Yes 15 No Yes Boundary 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 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 12 70/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 13 14/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 35/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 55/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: 1 Type Exterior Column Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 14/0/0 35/0/0 55/0/0 70/0/0 Grid1 - Grid2 1-E 1-D 1-C 1-B 1-A Base Plate W x L (in.)9 X 12 8 X 11 8 X 11 8 X 11 8 X 11 Base Plate Thickness (in.)0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 4 - 0.750 4 - 0.750 4 - 0.750 Column Base Elev.101'-0"101'-0"101'-0"101'-0"101'-0" Load Type Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy D Frm --0.82 --1.04 --1.13 --0.99 -0.44 CG Frm --1.03 --1.62 --0.78 --0.75 -0.24 WPL Frm 2.53 -0.93 -1.79 ---7.56 ---8.59 ---7.40 -1.90 -2.57 U1 Frm -------------- WPR Frm 2.52 0.93 -0.95 -- -4.38 -- -4.96 -- -4.28 -1.90 -1.56 U2 Frm -------------- CU Frm -------------- L>Frm --1.44 --4.76 --5.27 --4.72 -1.63 <L Frm --1.44 --4.76 --5.27 --4.72 -1.63 ASL^Frm ---0.53 --3.20 --2.68 --1.72 -2.07 ^ASL Frm --1.97 --1.56 --2.59 --3.00 --0.43 S>Frm --2.46 --8.72 --9.93 --8.53 -2.83 <S Frm --2.46 --8.72 --9.93 --8.53 -2.83 W2>Frm -2.88 --0.50 ---2.01 ---2.32 ---2.00 -0.64 -0.71 <W2 Frm 0.85 - -1.57 -- -5.22 -- -5.95 -- -5.09 2.17 -1.47 MW -Wall: 1 Frm -------------- MW -Wall: 2 Frm ---0.22 --------0.01 1.81 0.21 MW - Wall: 3 Frm -------------- MW -Wall: 4 Frm -2.41 --0.02 --0.02 -------- W1>Frm -1.49 --1.00 -4.47 -4.35 -4.77 -4.97 -3.81 -4.28 -1.69 -1.54 <W1 Frm 2.24 - -2.07 - -4.02 -7.56 - -4.30 -8.59 - -3.43 -7.38 1.12 -2.31 L Frm --1.44 --4.76 --5.27 --4.72 -1.63 S Frm --2.46 --8.72 --9.93 --8.53 -2.83 E>Frm -0.03 -0.16 -0.04 --0.04 --0.03 --0.03 - EG+Frm --0.12 --0.25 --0.19 --0.17 -0.06 <E Frm 0.03 --0.16 --0.04 ---0.04 ---0.03 -0.03 - EG-Frm ---0.12 ---0.25 ---0.19 ---0.17 --0.06 WB1>Brc ------ -3.50 - -3.36 --3.36 -- <WB1 Brc -----0.01 --3.84 3.69 --3.85 -- WB3>Brc -------3.50 --3.36 --3.36 -- <WB3 Brc -----0.01 --3.84 3.69 - -3.85 -- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 54 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 MWB -Wall: 1 Brc -------------- MWB -Wall: 2 Brc --------2.73 2.62 --2.73 -- MWB - Wall: 3 Brc -------------- MWB -Wall: 4 Brc -------2.62 --2.52 --2.52 -- EB>Brc -------1.93 --1.86 --1.85 -- <EB Brc --------2.01 1.93 --2.01 -- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 4.4 4.4 CG 0.0 0.0 4.4 4.4 WPL 1.0 1.0 27.9 27.9 U1 0.0 0.0 0.0 0.0 WPR 0.0 0.0 16.1 16.1 U2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L>0.0 0.0 17.8 17.8 <L 0.0 0.0 17.8 17.8 ASL^0.0 0.0 9.1 9.1 ^ASL 0.0 0.0 8.7 8.7 S>0.0 0.0 32.5 32.5 <S 0.0 0.0 32.5 32.5 W2>8.1 8.1 7.5 7.5 <W2 4.8 4.8 19.3 19.3 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 4.5 4.5 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 5.1 5.1 0.0 0.0 W1>8.1 8.1 16.1 16.1 <W1 4.8 4.8 27.9 27.9 L 0.0 0.0 17.8 17.8 S 0.0 0.0 32.5 32.5 E>2.1 2.1 0.0 0.2 EG+0.1 0.0 0.8 0.8 <E 2.1 2.1 0.0 0.2 EG-0.1 0.0 0.8 0.8 WB1>0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 0.0 0.0 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 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 1st order structural analysis. 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-E 1.73 25 1.52 27 0.56 27 0.56 28 0.75 34 4.71 18 ---- 14/0/0 1-D ----2.41 34 2.68 33 3.91 35 11.73 22 ---- 35/0/0 1-C 4.02 99 --2.58 34 2.86 33 6.49 76 12.18 23 ---- 55/0/0 1-B --4.02 114 2.06 34 2.29 33 6.16 80 10.68 24 ---- 70/0/0 1-A 1.14 27 1.30 26 ----1.28 35 3.80 19 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff.Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 55 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 1-E 1 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 14/0/0 1-D 13 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 35/0/0 1-C 14 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 55/0/0 1-B 15 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 1-A 12 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k)Case (k) (k)Case (k) (k)Case (k) (k) (k)Case 0/0/0 1.73 1.55 25 1.35 -0.75 34 -4.70 18 0.56 -0.58 1.52 80 14/0/0 2.68 -1.98 33 --3.91 76 -11.73 22 ---76 35/0/0 2.86 -2.30 33 0.02 -6.49 76 -12.18 23 2.08 -6.49 0.02 76 55/0/0 2.29 -1.98 33 0.02 -6.16 80 -10.68 24 2.20 -6.16 0.02 80 70/0/0 1.30 -0.21 26 1.14 -1.28 80 -3.80 19 ---91 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc.Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.094 25 0.020 34 -0 -0 0.039 18 0.021 34 0.031 18 0.053 18 0.058 25 14/0/0 0.145 33 0.102 76 -0 -0 0.121 22 0.121 76 0.223 22 0.161 22 0.116 22 35/0/0 0.155 33 0.169 76 -0 -0 0.125 23 0.202 76 0.232 23 0.168 23 0.120 23 55/0/0 0.124 33 0.160 80 -0 -0 0.110 24 0.191 80 0.203 24 0.147 24 0.105 24 70/0/0 0.070 26 0.033 80 -0 -0 0.039 19 0.040 80 0.072 19 0.052 19 0.047 26 Web Stiffener Summary Mem.Stiff.Desc.Loc.Web Depth h/t a/h a Thick.Width Side Welding No.No.(ft)(in.)(in.)(in.)(in.)Description 2 1 S2 1.21 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 4 1 S2 0.42 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 7 1 S2 0.42 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 10 1 S2 0.42 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 11 1 S2 6.84 8.634 64.19 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick. Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No.No.(in.)(in.)(in.)(in.)(in.)ID Desc.(in.)ID Desc.(in.) 1 2 CP 0.375 9.00 12.04 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 5 2 SP 0.250 6.00 12.38 0.750 F1852X/PT 4.00 31 Extended 3.75 11 Flush 5.03 6 1 SP 0.250 6.00 12.38 0.750 F1852X/PT 4.00 31 Extended 3.75 11 Flush 5.03 8 2 SP 0.250 6.00 10.00 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 9 1 SP 0.250 6.00 10.00 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 12 2 CP 0.375 6.00 11.03 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 13 2 CP 0.375 6.00 11.00 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 14 2 CP 0.375 6.00 11.00 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 15 2 CP 0.375 6.00 11.00 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt.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 5 2 24 -0.3 2.6 69.5 AISC DG-16/Thin plate 0.134 0.028 0.619 0.303 0.449 0.055 0.719 0.516 6 1 24 -0.3 2.6 69.5 AISC DG-16/Thin plate 0.134 0.028 0.619 0.303 0.449 0.055 0.719 0.516 8 2 19 -0.2 2.1 31.5 AISC DG-16/Thin plate 0.154 0.034 0.514 0.000 0.000 0.065 0.719 0.516 9 1 19 -0.2 2.1 31.5 AISC DG-16/Thin plate 0.154 0.034 0.514 0.000 0.000 0.065 0.719 0.516 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 5 2 80 2.2 1.6 21.8 AISC DG-16/Thin plate 0.158 0.027 0.528 0.000 0.000 0.051 0.719 0.516 6 1 80 2.2 1.6 21.8 AISC DG-16/Thin plate 0.158 0.027 0.528 0.000 0.000 0.051 0.719 0.516 8 2 14 -0.2 1.9 16.3 AISC DG-16/Thin plate 0.078 0.030 0.262 0.000 0.000 0.058 0.719 0.516 9 1 14 -0.2 1.9 16.3 AISC DG-16/Thin plate 0.078 0.030 0.262 0.000 0.000 0.058 0.719 0.516 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 56 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem.Jt.Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No.No.Cs (k)(k)Cs (k)(k)Tension Shear V + T Bending Yielding Bearing Weld Weld 1 2 25 -1.7 1.8 34 0.9 1.4 0.027 0.084 0.000 0.018 0.004 0.023 0.049 0.062 12 2 26 0.3 1.3 80 1.2 1.0 0.037 0.059 0.000 0.038 0.019 0.032 0.055 0.047 13 2 33 2.0 2.6 76 3.9 0.0 0.123 0.122 0.000 0.126 0.063 0.066 0.171 0.097 14 2 33 2.3 2.8 34 4.5 2.5 0.141 0.130 0.000 0.145 0.072 0.070 0.178 0.103 15 2 33 2.0 2.2 35 3.8 0.0 0.121 0.103 0.000 0.124 0.062 0.056 0.156 0.082 Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 5 2 SP Fillet 0.1250 Both - Fillet 0.1250 Both - Fillet 0.1250 Both ----- 6 1 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 8 2 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 9 1 SP Fillet 0.1250 Both - Fillet 0.1250 Both - Fillet 0.1250 Both ----- 12 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 13 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 14 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 15 2 CP Fillet 0.1875 One - Fillet 0.1875 One - Fillet 0.1875 One ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 2 5/10/15 6/0/0 GFB1107 0.045 18 3 1/10/6 11/0/0 GFB1107 0.136 20 4 2/2/14 16/0/0 GFB1107 0.228 22 5 11/10/11 31/0/0 GFB1107 0.100 24 7 1/2/0 36/0/0 GFB1107 0.455 24 8 10/9/14 51/0/0 GFB1107 0.044 21 10 1/1/2 56/0/0 GFB1107 0.351 24 11 4/1/2 66/6/0 GFB1107 0.054 19 12 16/2/4 17/2/4 GFB2000 0.022 0 Top OF Post Summary X-Loc Grid Top Reaction Conn. Force Condition Flg Mn Moment Rb Allow Shear Comp FB Force R1 FB Angle R2 Min Purlin FB Typ Purlin Bearing Bolt Shear FB/WSF Bearing 14/0/0 1-D 2.67 0.91 Std 64.45 2.70 N 0.40 28.03 0.113 GFB 4.75 4.71 3.07 N 0.63 28.03 0.098 GFB 4.12 4.71 3.07 35/0/0 1-C 2.86 1.09 Std 64.45 4.44 N 0.22 28.03 0.098 GFB 4.12 4.71 3.07 N 1.01 28.03 0.098 GFB 4.12 4.71 3.07 55/0/0 1-B 2.29 0.53 Std 64.45 4.74 N 0.10 28.03 0.098 GFB 4.12 4.71 3.07 N 0.50 28.03 0.098 GFB 4.12 4.71 3.07 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 11.50 11.00 2 -1.3 -104.3 76.7 67.5 565.8 356.1 0.41 1 0.00 11.00 25 1.7 33.5 0.05 2 4.73 9.00 18 -0.0 95.1 0.0 66.3 292.8 58.4 0.33 2 0.49 9.00 18 3.0 21.8 0.14 3 5.02 9.00 22 -0.5 -222.1 0.0 66.3 292.8 58.4 0.76 3 5.02 9.00 22 -5.6 21.8 0.26 4 1.85 9.00 22 0.4 -104.1 0.0 89.8 136.3 58.4 0.77 4 0.00 9.00 22 5.8 21.8 0.27 5 6.89 9.00 22 -0.1 147.2 0.0 18.2 292.8 58.4 0.51 5 12.89 9.00 23 -4.3 21.8 0.20 6 3.22 9.00 23 -0.5 -260.7 0.0 60.6 292.8 58.4 0.89 6 3.22 9.00 23 -6.0 21.8 0.28 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 57 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 7 0.78 9.00 24 0.4 -141.1 0.0 89.8 150.3 58.4 0.94 7 0.00 9.00 23 5.9 21.8 0.27 8 5.82 9.00 24 -0.1 130.8 0.0 18.2 292.8 58.4 0.45 8 11.82 9.00 24 -3.7 21.8 0.17 9 3.29 9.00 24 -0.5 -200.6 0.0 62.0 292.8 58.4 0.69 9 3.29 9.00 24 -5.5 21.8 0.25 10 0.00 9.00 24 0.4 -200.6 0.0 100.2 292.8 58.4 0.69 10 0.00 9.00 24 5.0 21.8 0.23 11 1.36 9.00 19 -0.0 95.1 0.0 35.8 292.9 58.4 0.32 11 6.42 9.01 19 -2.8 21.8 0.13 12 11.19 10.00 2 0.3 -52.5 0.0 104.6 106.4 57.4 0.49 12 0.00 10.00 26 -1.3 21.7 0.06 13 10.81 10.00 33 2.0 -174.0 0.0 104.6 207.1 57.4 0.85 13 0.00 10.00 33 -2.7 21.7 0.12 14 9.94 10.00 33 2.3 -170.8 0.0 104.6 207.9 57.4 0.83 14 0.00 10.00 33 -2.9 21.7 0.13 15 9.10 10.00 33 2.0 -124.9 0.0 104.6 207.1 57.4 0.61 15 0.00 10.00 33 -2.3 21.7 0.11 Parameters Used for Axial and Flexural Design Mem.Loc.Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 11.50 267.31 267.3 267.3 7.69 3.00 184.16 32.00 33.48 8.00 36.19 12.07 0.30 903.23 1.00 1.00 1.08 1.00 2 4.73 148.64 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.23 1.00 1.11 0.83 3 5.02 148.64 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.24 1.00 1.11 0.83 4 1.85 252.87 180.0 180.0 3.04 0.70 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.23 1.00 1.11 1.00 5 6.89 252.87 180.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.47 1.00 1.11 1.00 6 3.22 252.87 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.51 1.00 1.11 0.87 7 0.78 240.83 180.0 180.0 3.04 0.70 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.35 1.00 1.11 1.00 8 5.82 240.83 180.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.66 1.00 1.11 1.00 9 3.29 240.83 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.67 1.00 1.11 0.86 10 0.00 162.44 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.67 1.00 1.11 1.00 11 1.36 162.44 126.0 49.5 3.04 0.94 43.62 3.91 9.69 1.56 10.77 2.38 0.03 75.90 1.42 1.00 1.11 0.97 12 11.19 200.47 194.3 194.3 3.17 0.94 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.01 1.00 1.12 1.00 13 10.81 259.45 134.3 134.3 3.17 0.94 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.03 1.00 1.12 1.00 14 9.94 238.45 134.3 134.3 3.17 0.94 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.03 1.00 1.12 1.00 15 9.10 218.45 134.3 134.3 3.17 0.94 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.03 1.00 1.12 1.00 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 58 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 1 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k WPR Weak Axis 1.78 12/6/0 NA NA N IN 1.000 WA 1 k WPL Weak Axis -1.78 12/6/0 NA NA N OUT 1.000 WA User Defined Frame Line Loads for Cross Section: 1 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -112.94 0/0/0 -112.94 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.71 0/0/0 -4.71 14/0/0 N DOWN 1.000 OF 1 3 3 3 3 420 0 0 20 0 1 20 0 2 14'-0"21'-0"20'-0"15'-0" 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E ADCB Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 60 180 0.42 W1>W1> 4 System 1.000 60 180 0.42 <W1 <W1 5 System 1.000 60 180 0.42 W2>W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 10 0 1.0 E> + 1.0 EG-E> + EG- 10 System 1.000 10 0 1.0 <E + 1.0 EG-<E + EG- Controlling Frame Deflection Ratios for Cross Section: 1 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/18393 )0.011 12 2 8 WPR Max. Vertical Deflection for Span 1 ( L/6258 )-0.025 3 2 2 S Max. Vertical Deflection for Span 2 ( L/899 )-0.280 5 1 2 S Max. Vertical Deflection for Span 3 ( L/1518 )-0.158 8 1 2 S Max. Vertical Deflection for Span 4 ( L/1609 )-0.103 11 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 59 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 26/0/0 Frame Cross Section: 2 E BL A BL 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 2 1 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 (2 ) G F B GF B GF B GF B GF B GF B (2 ) G F B 3 4 11 @ 5'-0" 5 6 7 8 1 (2)GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX004): 62'-9" Vert. Clearance at member 1(CX003): 20'-5 1/16" Vert. Clearance at member 6(CX004): 15'-7 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 60 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 26/0/0 24/9/0 Rigid Frame 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW -Wall: 2 17 System 1.000 0.6 MW MW -Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 33 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 34 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 37 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 38 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 39 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 41 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 42 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 43 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 44 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 45 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ Frame Member Sizes Mem.Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 10.00 0.5000 0.1875 12.00 34.00 24.10 1275.1 55.00 55.00 BP KN 3P 2 6.00 0.5000 0.1875 41.27 31.00 14.38 556.4 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1875 31.00 39.00 19.81 775.6 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1875 39.00 31.00 20.19 789.7 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.1875 31.00 36.00 14.40 457.7 55.00 55.00 SS KN 3P 6 8.00 0.3750 0.1875 12.00 36.00 18.39 731.9 55.00 55.00 BP KN 3P Total Frame Weight = 4586.5 (p) (Includes all plates) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.)Displacement Y(in.)Displacement ZZ(rad.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 61 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 70/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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 Type Exterior Column Exterior Column X-Loc 0/0/0 70/0/0 Grid1 -Grid2 2-E 2-A Base Plate W x L (in.)12 X 13 9 X 13 Base Plate Thickness (in.)0.500 0.375 Anchor Rod Qty/Diam. (in.)4 -0.750 4 -0.750 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 1.73 4.51 -1.73 3.97 --- CG Frm 1.54 4.63 -1.54 2.79 --- WPL Frm -6.84 -20.97 5.76 -20.26 --- U1 Frm ------- WPR Frm -2.40 -12.70 2.62 -12.85 --- U2 Frm ------- CU Frm ------- S>Frm 14.92 30.32 -14.92 30.32 --- <S Frm 14.92 30.32 -14.92 30.32 --- W2>Frm -9.58 -7.03 -2.52 -2.47 --- <W2 Frm -3.90 -11.84 11.33 -13.34 --- MW - Wall: 1 Frm ------- MW -Wall: 2 Frm 2.37 1.37 6.38 -1.37 --- MW -Wall: 3 Frm ------- MW - Wall: 4 Frm -6.62 -1.83 -3.28 1.83 --- W1>Frm -11.38 -15.06 -0.72 -10.49 --- <W1 Frm -5.70 -19.87 13.13 -21.37 --- S Frm 14.92 30.32 -14.92 30.32 --- E>Frm -1.92 -0.92 -2.44 1.21 --- EG+Frm 0.32 0.78 -0.32 0.62 --- <E Frm 1.92 0.92 2.44 -1.21 --- EG-Frm -0.32 -0.78 0.32 -0.62 --- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 8.5 8.5 CG 0.0 0.0 7.4 7.4 WPL 1.1 1.1 41.2 41.2 U1 0.0 0.0 0.0 0.0 WPR 0.2 0.2 25.5 25.6 U2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S>0.0 0.0 60.6 60.6 <S 0.0 0.0 60.6 60.6 W2>12.1 12.1 9.5 9.5 <W2 7.4 7.4 25.2 25.2 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 8.7 8.7 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 9.9 9.9 0.0 0.0 W1>12.1 12.1 25.5 25.6 <W1 7.4 7.4 41.2 41.2 S 0.0 0.0 60.6 60.6 E>4.4 4.4 0.0 0.3 EG+0.1 0.0 1.4 1.4 <E 4.4 4.4 0.0 0.3 EG-0.1 0.0 1.4 1.4 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 62 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 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 2-E 5.79 19 18.19 9 ----9.88 21 39.46 9 ---- 70/0/0 2-A 18.19 9 6.84 20 ----10.44 20 37.07 9 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff. Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 2-E 1 0.500 12 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 2-A 6 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k)Case (k) (k)Case (k) (k)Case (k) (k) (k)Case 0/0/0 18.38 39.56 10 3.05 -9.87 21 18.38 39.56 10 ---0 70/0/0 18.40 37.04 9 6.83 -10.44 20 18.40 37.04 9 ---0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc.Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.996 10 0.257 21 -0 -0 0.229 10 0.111 21 0.239 10 0.381 10 0.564 10 70/0/0 0.997 9 0.272 20 0.292 20 -0 0.287 9 0.311 20 0.255 9 0.398 9 0.556 9 Web Stiffener Summary Mem.Stiff.Desc.Loc.Web Depth h/t a/h a Thick.Width Side Welding No. No.(ft)(in.)(in.)(in.)(in.)Description 1 1 S3 20.38 33.000 N/A N/A N/A 0.3750 4.500 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 6 1 S9 15.35 34.878 186.02 N/A N/A 0.3125 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick.Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No.No.(in.)(in.)(in.)(in.)(in.)ID Desc.(in.)ID Desc.(in.) 1 2 KN(Face) 0.750 10.00 41.40 0.875 F1852X/PT 4.00 14 Flush (0)2.50/2.50 12 Flush (0)2.50/2.50 2 1 KN(Face)0.750 8.00 41.35 0.875 F1852X/PT 4.00 14 Flush (0)2.50/2.50 12 Flush (0)2.50/2.50 3 2 SP 0.625 6.00 38.98 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 4 1 SP 0.625 6.00 38.98 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 5 2 KN(Face)0.625 6.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 6 2 KN(Face)0.625 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt. 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 10 -16.5 35.0 3839.6 AISC DG-16/Thin plate 0.561 0.166 0.710 0.000 0.000 0.084 1.000 0.719 2 1 10 -16.5 35.0 3839.6 AISC DG-16/Thin plate 0.561 0.166 0.710 0.000 0.000 0.084 1.000 0.719 3 2 21 8.0 0.8 797.9 AISC DG-16/Thin plate 0.387 0.008 0.428 0.000 0.000 0.005 1.000 0.719 4 1 21 8.0 0.8 797.9 AISC DG-16/Thin plate 0.387 0.008 0.428 0.000 0.000 0.005 1.000 0.719 5 2 9 -21.2 31.0 2784.6 AISC DG-16/Thin plate 0.597 0.200 0.927 0.000 0.000 0.113 1.000 0.719 6 2 9 -21.2 31.0 2784.6 AISC DG-16/Thin plate 0.597 0.200 0.927 0.000 0.000 0.113 1.000 0.719 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 21 8.7 9.7 1230.9 AISC DG-16/Thin plate 0.412 0.076 0.377 0.000 0.000 0.045 1.000 0.719 2 1 21 8.7 9.7 1230.9 AISC DG-16/Thin plate 0.412 0.076 0.377 0.000 0.000 0.045 1.000 0.719 3 2 10 -18.1 2.4 2963.4 AISC DG-16/Thin plate 0.599 0.015 0.920 0.000 0.000 0.009 1.000 0.719 4 1 10 -18.1 2.4 2963.4 AISC DG-16/Thin plate 0.599 0.015 0.920 0.000 0.000 0.009 1.000 0.719 5 2 20 6.2 9.2 953.1 AISC DG-16/Thin plate 0.481 0.099 0.520 0.000 0.000 0.063 1.000 0.719 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 63 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 6 2 20 6.2 9.2 953.1 AISC DG-16/Thin plate 0.481 0.099 0.520 0.000 0.000 0.063 1.000 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 3 2 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 4 1 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 5 2 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 6 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 2 2/4/4 6/0/0 (2)GFB4017 0.973 10 3 0/9/12 16/0/0 GFB3077 0.165 25 3 10/9/12 26/0/0 GFB3096 0.394 9 4 1/0/1 36/0/0 GFB4017 0.451 9 4 11/0/1 46/0/0 GFB3096 0.425 10 5 0/9/13 56/0/0 GFB3077 0.288 10 5 9/11/4 65/1/7 (2)GFB3116 0.718 9 6 12/2/4 12/2/4 (2)GFB3077 0.989 9 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 20.44 34.00 10 -40.3 -4101.1 0.0 159.0 5963.6 749.1 0.86 1 20.44 34.00 10 -16.7 41.9 0.40 2 1.48 41.27 10 -16.5 -3839.6 0.0 211.4 5006.8 308.7 0.81 2 1.48 41.27 10 35.0 41.6 0.84 3 15.82 37.39 9 -17.7 2764.2 0.0 86.1 3441.0 233.3 0.92 3 0.00 31.00 10 22.7 41.7 0.54 4 6.01 36.62 10 -18.6 2842.6 0.0 87.2 3326.2 233.0 0.97 4 20.19 31.00 9 -19.7 41.7 0.47 5 11.66 36.00 9 -21.2 -2784.6 0.0 160.4 3560.2 233.0 0.85 5 11.66 36.00 9 -31.0 41.5 0.75 6 12.21 30.72 9 -38.2 -2346.9 0.0 141.1 3448.3 341.0 0.88 6 15.66 36.00 9 15.9 41.5 0.38 Parameters Used for Axial and Flexural Design Mem.Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 20.44 245.31 245.3 245.3 16.19 5.00 3367.35 83.35 198.08 16.67 218.55 25.29 0.91 23385.2 9 1.65 0.97 1.00 0.67 2 1.48 755.46 25.1 25.1 13.54 3.00 3503.92 18.02 170.01 6.01 197.99 9.35 0.59 7470.74 1.10 0.89 1.00 0.56 3 15.82 755.46 120.0 60.0 11.29 2.25 2251.00 13.52 121.73 4.51 143.91 7.07 0.29 4529.73 1.02 0.92 1.00 0.61 4 6.01 755.46 120.0 60.0 11.11 2.25 2115.70 13.52 117.46 4.51 138.54 7.06 0.29 4295.56 1.01 0.93 1.00 0.62 5 11.66 755.46 20.6 20.6 11.11 2.25 2112.22 13.52 117.35 4.51 138.40 7.06 0.29 4289.49 1.10 0.92 1.00 0.56 6 12.21 187.93 146.5 146.5 11.62 3.00 1801.26 32.02 117.29 8.00 133.11 12.26 0.35 7367.97 1.66 0.98 1.00 0.60 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 64 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 2 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -32.67 0/0/0 -32.67 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.08 0/0/0 -4.08 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -7.06 0/0/0 -7.06 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.29 0/0/0 -115.29 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 S S 2 System 1.000 60 180 0.42 W1>W1> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2>W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 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- Controlling Frame Deflection Ratios for Cross Section: 2 Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/546 )0.373 6 2 2 W1> Max. Vertical Deflection for Span 1 ( L/399 )-1.967 4 1 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 12.598 (k/in) Fundamental Period (calculated) (T): 0.532 (sec.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 65 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 50/0/0 Frame Cross Section: 3 E BL A BL 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 3 1 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 (2 ) G F B GF B GF B GF B GF B GF B GF B (2 ) G F B 3 4 11 @ 5'-0" 5 6 7 8 1 (2)GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX005) and 6(CX006): 62'-9" Vert. Clearance at member 1(CX005): 20'-5 1/16" Vert. Clearance at member 6(CX006): 15'-7 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 66 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 50/0/0 26/6/0 Rigid Frame 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D +1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW -Wall: 2 17 System 1.000 0.6 MW MW -Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 33 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 34 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 37 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 38 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 39 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 41 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 42 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 43 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 44 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 45 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 59 System Derived 1.000 0.6 MWB MWB -Wall: 1 60 System Derived 1.000 0.6 MWB MWB -Wall: 2 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 67 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 61 System Derived 1.000 0.6 MWB MWB -Wall: 3 62 System Derived 1.000 0.6 MWB MWB -Wall: 4 63 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 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 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 75 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 76 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 77 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 78 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 86 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 87 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 90 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 91 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 92 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Frame Member Sizes Mem.Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 10.00 0.5000 0.1875 12.00 34.00 24.10 1304.5 55.00 55.00 BP KN 3P 2 6.00 0.5000 0.1875 41.27 31.00 14.36 578.0 55.00 55.00 KN SS 3P 3 6.00 0.5000 0.1875 31.00 39.00 19.81 897.7 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1875 39.00 31.00 20.19 814.2 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.1875 31.00 36.00 14.39 479.9 55.00 55.00 SS KN 3P 6 8.00 0.3750 0.1875 12.00 36.00 18.39 742.1 55.00 55.00 BP KN 3P Total Frame Weight = 4816.4 (p)(Includes all plates) Boundary 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 6 70/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: 3 Type Exterior Column Exterior Column X-Loc 0/0/0 70/0/0 Grid1 - Grid2 3-E 3-A Base Plate W x L (in.)12 X 13 9 X 13 Base Plate Thickness (in.)0.500 0.375 Anchor Rod Qty/Diam. (in.)4 -1.000 4 -1.000 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 1.80 4.73 -1.80 4.15 --- CG Frm 1.51 4.17 -1.51 2.91 --- WPL Frm -6.45 -21.08 5.49 -20.45 --- U1 Frm ------- WPR Frm -2.19 -13.03 2.50 -13.23 --- U2 Frm ------- CU Frm ------- S>Frm 15.66 32.46 -15.66 32.46 --- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 68 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 <S Frm 15.66 32.46 -15.66 32.46 --- W2>Frm -9.54 -6.81 -2.53 -2.26 --- <W2 Frm -3.62 -11.42 11.04 -12.93 --- MW -Wall: 1 Frm ------- MW -Wall: 2 Frm 2.59 1.46 6.77 -1.46 --- MW -Wall: 3 Frm ------- MW - Wall: 4 Frm -7.13 -1.96 -3.47 1.96 --- W1>Frm -11.40 -15.41 -0.68 -10.85 --- <W1 Frm -5.48 -20.01 12.90 -21.52 --- S Frm 15.66 32.46 -15.66 32.46 --- E>Frm -2.04 -0.96 -2.52 1.26 --- EG+Frm 0.33 0.77 -0.33 0.66 --- <E Frm 2.04 0.96 2.52 -1.26 --- EG-Frm -0.33 -0.77 0.33 -0.66 --- WB1>Brc ------- <WB1 Brc ------- WB3>Brc ------- <WB3 Brc ------- MWB -Wall: 1 Brc ------- MWB - Wall: 2 Brc ------- MWB -Wall: 3 Brc ------- MWB -Wall: 4 Brc ------- EB>Brc ------- <EB Brc ------- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 8.9 8.9 CG 0.0 0.0 7.1 7.1 WPL 1.0 1.0 41.5 41.5 U1 0.0 0.0 0.0 0.0 WPR 0.3 0.3 26.2 26.3 U2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S>0.0 0.0 64.9 64.9 <S 0.0 0.0 64.9 64.9 W2>12.1 12.1 9.1 9.1 <W2 7.4 7.4 24.3 24.3 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 9.4 9.4 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 10.6 10.6 0.0 0.0 W1>12.1 12.1 26.2 26.3 <W1 7.4 7.4 41.5 41.5 S 0.0 0.0 64.9 64.9 E>4.6 4.6 0.0 0.3 EG+0.1 0.0 1.4 1.4 <E 4.6 4.6 0.0 0.3 EG-0.1 0.0 1.4 1.4 WB1>0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 0.0 0.0 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 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 1st order structural analysis. 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 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 69 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 (k)(k)(k)(k)(k)(k)(in-k)(in-k) 0/0/0 3-E 5.76 19 18.98 9 ----9.81 21 41.36 9 ---- 70/0/0 3-A 18.98 9 6.66 20 ----10.42 20 39.53 9 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff.Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 3-E 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 3-A 6 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k)(k)Case (k)(k)Case (k)(k)Case (k)(k)(k)Case 0/0/0 19.18 41.48 10 2.77 -9.80 21 19.18 41.48 10 ---80 70/0/0 19.20 39.48 9 6.65 -10.42 20 19.20 39.48 9 ---91 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.585 10 0.143 21 -0 -0 0.241 10 0.111 21 0.250 10 0.400 10 0.588 10 70/0/0 0.585 9 0.152 20 -20 -0 0.305 9 0.311 20 0.293 9 0.424 9 0.581 9 Web Stiffener Summary Mem.Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No.No.(ft)(in.)(in.)(in.)(in.)Description 1 1 S3 20.38 33.000 N/A N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 6 1 S9 15.35 34.878 186.02 N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick.Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No. No. (in.) (in.) (in.) (in.) (in.)ID Desc. (in.)ID Desc. (in.) 1 2 KN(Face)1.000 10.00 41.40 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 2 1 KN(Face)1.000 8.00 41.33 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 3 2 SP 0.750 8.00 38.97 0.875 F1852X/PT 4.00 12 Flush (0)2.50 13 Flush (0)2.50/2.50 4 1 SP 0.750 8.00 38.98 0.875 F1852X/PT 4.00 12 Flush (0)2.50 13 Flush (0)2.50/2.50 5 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 6 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt.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 10 -17.2 36.9 4003.8 AISC DG-16/Thin plate 0.569 0.168 0.529 0.000 0.000 0.079 1.000 0.719 2 1 10 -17.2 36.9 4003.8 AISC DG-16/Thin plate 0.569 0.168 0.529 0.000 0.000 0.079 1.000 0.719 3 2 21 8.1 0.8 811.9 AISC DG-16/Thin plate 0.299 0.006 0.275 0.000 0.000 0.004 1.000 0.719 4 1 21 8.1 0.8 811.9 AISC DG-16/Thin plate 0.299 0.006 0.275 0.000 0.000 0.004 1.000 0.719 5 2 9 -22.2 33.1 2876.2 AISC DG-16/Thin plate 0.600 0.214 0.663 0.000 0.000 0.101 1.000 0.719 6 2 9 -22.2 33.1 2876.2 AISC DG-16/Thin plate 0.600 0.214 0.663 0.000 0.000 0.101 1.000 0.719 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 21 8.8 9.6 1203.2 AISC DG-16/Thick plate 0.512 0.058 0.968 0.000 0.000 0.030 1.000 0.719 2 1 21 8.8 9.6 1203.2 AISC DG-16/Thick plate 0.512 0.058 0.968 0.000 0.000 0.030 1.000 0.719 3 2 9 -19.0 2.4 3257.2 AISC DG-16/Thin plate 0.657 0.015 0.717 0.000 0.000 0.008 1.000 0.719 4 1 9 -19.0 2.4 3257.2 AISC DG-16/Thin plate 0.656 0.015 0.714 0.000 0.000 0.008 1.000 0.719 5 2 20 6.1 9.1 927.1 AISC DG-16/Thick plate 0.634 0.098 0.944 0.000 0.000 0.052 1.000 0.719 6 2 20 6.1 9.1 927.1 AISC DG-16/Thick plate 0.634 0.098 0.944 0.000 0.000 0.052 1.000 0.719 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 70 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 2 1 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 3 2 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 4 1 SP CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 5 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 6 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 2 2/4/0 6/0/0 (2)GFB4017 1.011 10 3 0/9/12 16/0/0 GFB3077 0.200 9 3 15/9/12 31/0/0 GFB3116 0.503 9 4 1/0/1 36/0/0 GFB4017 0.464 9 4 6/0/1 41/0/0 GFB3116 0.471 10 4 16/0/1 51/0/0 GFB3077 0.337 10 5 0/9/13 56/0/0 GFB3077 0.292 10 5 9/11/4 65/1/7 (2)GFB3116 0.736 9 6 12/2/4 12/2/4 (2)GFB3077 1.031 9 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 20.44 34.00 10 -42.2 -4283.9 0.0 159.0 5963.6 749.1 0.90 1 20.44 34.00 10 -17.4 41.9 0.42 2 1.48 41.27 10 -17.2 -4003.8 0.0 211.4 5006.9 308.7 0.84 2 1.48 41.27 10 36.9 41.6 0.89 3 15.82 37.39 9 -18.5 3042.2 0.0 60.4 4506.4 307.4 0.91 3 0.00 31.00 10 24.3 42.1 0.58 4 3.51 37.61 10 -19.3 3242.7 0.0 160.3 3435.8 233.3 1.00 4 20.19 31.00 9 -21.1 41.7 0.50 5 11.66 36.00 9 -22.2 -2876.2 0.0 160.4 3560.2 233.0 0.88 5 11.66 36.00 9 -33.1 41.5 0.80 6 12.21 30.72 9 -40.7 -2437.3 0.0 141.1 3448.3 341.0 0.92 6 15.66 36.00 9 16.5 41.5 0.40 Parameters Used for Axial and Flexural Design Mem.Loc.Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 20.44 245.31 245.3 245.3 16.19 5.00 3367.35 83.35 198.08 16.67 218.55 25.29 0.91 23385.2 9 1.65 0.97 1.00 0.67 2 1.48 755.46 25.1 25.1 13.54 3.00 3503.94 18.02 170.01 6.01 197.99 9.35 0.59 7470.78 1.10 0.89 1.00 0.56 3 15.82 755.46 180.0 60.0 12.75 3.00 2724.65 18.02 147.35 6.01 170.14 9.32 0.58 5996.21 1.38 0.93 1.00 0.60 4 3.51 755.46 60.0 60.0 11.35 2.25 2291.56 13.52 122.99 4.51 145.50 7.07 0.29 4599.41 1.01 0.92 1.00 0.55 5 11.66 755.46 20.6 20.6 11.11 2.25 2112.22 13.52 117.35 4.51 138.40 7.06 0.29 4289.49 1.10 0.92 1.00 0.56 6 12.21 187.93 146.5 146.5 11.62 3.00 1801.26 32.02 117.29 8.00 133.11 12.26 0.35 7367.97 1.66 0.98 1.00 0.60 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 71 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 3 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -16.33 0/0/0 -16.33 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -44.92 0/0/0 -44.92 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -35.48 0/0/0 -35.48 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -11.83 0/0/0 -11.83 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 S S 2 System 1.000 60 180 0.42 W1>W1> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2>W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 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- Controlling Frame Deflection Ratios for Cross Section: 3 Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/543 )0.375 6 2 2 W1> Max. Vertical Deflection for Span 1 ( L/387 )-2.030 4 1 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 12.781 (k/in) Fundamental Period (calculated) (T): 0.540 (sec.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 72 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 79/0/0 Frame Cross Section: 4 E BL A BL 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 4 1 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 (2 ) G F B GF B GF B GF B GF B GF B GF B (2 ) G F B 3 4 11 @ 5'-0" 5 6 7 8 1 (2)GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX007) and 6(CX008): 62'-9" Vert. Clearance at member 1(CX007): 20'-5 1/16" Vert. Clearance at member 6(CX008): 15'-7 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 73 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 79/0/0 27/6/0 Rigid Frame 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW -Wall: 2 17 System 1.000 0.6 MW MW -Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 33 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 34 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 37 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 38 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 39 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 41 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 42 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 43 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 44 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 45 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 59 System Derived 1.000 0.6 MWB MWB -Wall: 1 60 System Derived 1.000 0.6 MWB MWB -Wall: 2 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 74 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 61 System Derived 1.000 0.6 MWB MWB -Wall: 3 62 System Derived 1.000 0.6 MWB MWB -Wall: 4 63 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 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 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 75 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 76 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 77 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 78 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 86 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 87 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 90 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 91 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 92 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Frame Member Sizes Mem.Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 10.00 0.5000 0.1875 12.00 34.00 24.10 1304.5 55.00 55.00 BP KN 3P 2 6.00 0.5000 0.1875 41.27 31.00 14.36 578.0 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1875 31.00 39.00 19.81 800.0 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1875 39.00 31.00 20.19 814.2 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.1875 31.00 36.00 14.39 479.9 55.00 55.00 SS KN 3P 6 8.00 0.3750 0.1875 12.00 36.00 18.39 742.1 55.00 55.00 BP KN 3P Total Frame Weight = 4718.7 (p)(Includes all plates) Boundary 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 6 70/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: 4 Type Exterior Column Exterior Column X-Loc 0/0/0 70/0/0 Grid1 - Grid2 4-E 4-A Base Plate W x L (in.)12 X 13 9 X 13 Base Plate Thickness (in.)0.500 0.375 Anchor Rod Qty/Diam. (in.)4 -1.000 4 -1.000 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 1.85 4.75 -1.85 4.20 --- CG Frm 1.70 5.07 -1.70 3.09 --- WPL Frm -6.87 -21.88 5.88 -21.22 --- U1 Frm -3.01 -2.27 -3.89 2.27 --- WPR Frm -2.38 -13.52 2.71 -13.73 --- U2 Frm 3.01 2.27 3.89 -2.27 --- CU Frm ------- S>Frm 16.58 33.69 -16.58 33.69 --- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 75 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 <S Frm 16.58 33.69 -16.58 33.69 --- W2>Frm -9.89 -7.07 -2.64 -2.34 --- <W2 Frm -3.91 -11.85 11.61 -13.42 --- MW -Wall: 1 Frm ------- MW -Wall: 2 Frm 2.63 1.52 7.09 -1.52 --- MW -Wall: 3 Frm ------- MW - Wall: 4 Frm -7.36 -2.03 -3.64 2.03 --- W1>Frm -11.90 -15.99 -0.64 -11.26 --- <W1 Frm -5.91 -20.76 13.61 -22.33 --- S Frm 16.58 33.69 -16.58 33.69 --- E>Frm -2.13 -1.02 -2.70 1.34 --- EG+Frm 0.35 0.86 -0.35 0.69 --- <E Frm 2.13 1.02 2.70 -1.34 --- EG-Frm -0.35 -0.86 0.35 -0.69 --- WB1>Brc ------- <WB1 Brc ------- WB3>Brc ------- <WB3 Brc ------- MWB -Wall: 1 Brc ------- MWB - Wall: 2 Brc ------- MWB -Wall: 3 Brc ------- MWB -Wall: 4 Brc ------- EB>Brc ------- <EB Brc ------- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 8.9 8.9 CG 0.0 0.0 8.2 8.2 WPL 1.0 1.0 43.1 43.1 U1 6.9 6.9 0.0 0.0 WPR 0.3 0.3 27.2 27.2 U2 6.9 6.9 0.0 0.0 CU 0.0 0.0 0.0 0.0 S>0.0 0.0 67.4 67.4 <S 0.0 0.0 67.4 67.4 W2>12.5 12.5 9.4 9.4 <W2 7.7 7.7 25.3 25.3 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 9.7 9.7 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 11.0 11.0 0.0 0.0 W1>12.5 12.5 27.2 27.2 <W1 7.7 7.7 43.1 43.1 S 0.0 0.0 67.4 67.4 E>4.8 4.8 0.0 0.3 EG+0.1 0.0 1.5 1.5 <E 4.8 4.8 0.0 0.3 EG-0.1 0.0 1.5 1.5 WB1>0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 0.0 0.0 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 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 1st order structural analysis. 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 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 76 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 (k)(k)(k)(k)(k)(k)(in-k)(in-k) 0/0/0 4-E 6.03 19 20.13 9 ----10.64 5 43.50 9 ---- 70/0/0 4-A 20.13 9 7.06 20 ----10.88 20 40.98 9 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff.Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 4-E 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 4-A 6 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k)(k)Case (k)(k)Case (k)(k)Case (k)(k)(k)Case 0/0/0 20.35 43.61 10 5.30 -10.61 5 20.35 43.61 10 ---80 70/0/0 20.37 40.94 9 7.05 -10.87 20 20.37 40.94 9 ---91 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.620 10 0.155 5 -0 -0 0.253 10 0.120 5 0.263 10 0.420 10 0.624 10 70/0/0 0.621 9 0.159 20 -20 -0 0.317 9 0.324 20 0.317 9 0.440 9 0.615 9 Web Stiffener Summary Mem.Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No.No.(ft)(in.)(in.)(in.)(in.)Description 1 1 S3 20.38 33.000 N/A N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 6 1 S9 15.35 34.878 186.02 N/A N/A 0.3750 4.000 Both SP-BS-0.3750,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick.Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No. No. (in.) (in.) (in.) (in.) (in.)ID Desc. (in.)ID Desc. (in.) 1 2 KN(Face)1.000 10.00 41.40 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 2 1 KN(Face)1.000 8.00 41.33 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 3 2 SP 0.750 8.00 38.97 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 4 1 SP 0.750 8.00 38.98 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 5 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 6 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt.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 10 -18.2 38.7 4256.2 AISC DG-16/Thin plate 0.605 0.176 0.562 0.000 0.000 0.083 1.000 0.719 2 1 10 -18.2 38.7 4256.2 AISC DG-16/Thin plate 0.605 0.176 0.562 0.000 0.000 0.083 1.000 0.719 3 2 21 8.6 0.8 828.6 AISC DG-16/Thin plate 0.392 0.008 0.310 0.000 0.000 0.004 1.000 0.719 4 1 21 8.6 0.8 828.6 AISC DG-16/Thin plate 0.392 0.008 0.310 0.000 0.000 0.004 1.000 0.719 5 2 9 -23.5 34.3 3080.7 AISC DG-16/Thin plate 0.644 0.222 0.712 0.000 0.000 0.104 1.000 0.719 6 2 9 -23.5 34.3 3080.7 AISC DG-16/Thin plate 0.644 0.222 0.712 0.000 0.000 0.104 1.000 0.719 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 5 4.6 10.8 1859.9 AISC DG-16/Thick plate 0.608 0.065 0.968 0.000 0.000 0.034 1.000 0.719 2 1 5 4.6 10.8 1859.9 AISC DG-16/Thick plate 0.608 0.065 0.968 0.000 0.000 0.034 1.000 0.719 3 2 10 -20.1 2.7 3287.3 AISC DG-16/Thin plate 0.649 0.017 0.709 0.000 0.000 0.008 1.000 0.719 4 1 10 -20.1 2.7 3287.3 AISC DG-16/Thin plate 0.649 0.017 0.709 0.000 0.000 0.008 1.000 0.719 5 2 7 11.9 9.2 1297.7 AISC DG-16/Thin plate 0.662 0.099 0.513 0.000 0.000 0.053 1.000 0.719 6 2 7 11.9 9.2 1297.7 AISC DG-16/Thin plate 0.662 0.099 0.513 0.000 0.000 0.053 1.000 0.719 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 77 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 2 1 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 3 2 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 4 1 SP CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 5 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 6 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 2 2/4/0 6/0/0 (2)GFB4017 1.079 10 3 0/9/12 16/0/0 GFB3077 0.254 25 3 10/9/12 26/0/0 GFB3096 0.414 9 4 1/0/1 36/0/0 GFB4017 0.469 9 4 6/0/1 41/0/0 GFB3116 0.494 10 4 16/0/1 51/0/0 GFB3077 0.541 10 5 0/9/13 56/0/0 GFB3077 0.476 10 5 9/11/4 65/1/7 (2)GFB3116 0.794 9 6 12/2/4 12/2/4 (2)GFB3077 1.095 9 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 20.44 34.00 10 -44.4 -4546.3 0.0 159.0 5963.6 749.1 0.96 1 20.44 34.00 10 -18.5 41.9 0.44 2 1.48 41.27 10 -18.2 -4256.2 0.0 211.4 5006.9 308.7 0.89 2 1.48 41.27 10 38.7 41.6 0.93 3 15.82 37.39 9 -19.6 3065.8 0.0 86.1 3441.4 233.3 1.02 3 0.00 31.00 10 25.1 41.7 0.60 4 1.01 38.60 9 -20.3 3299.5 0.0 84.4 3727.8 233.7 1.03 4 20.19 31.00 9 -21.9 41.7 0.52 5 11.66 36.00 9 -23.5 -3080.7 0.0 160.4 3560.2 233.0 0.94 5 11.66 36.00 9 -34.3 41.5 0.83 6 12.21 30.72 9 -42.2 -2599.1 0.0 141.1 3448.3 341.0 0.97 6 15.66 36.00 9 17.6 41.5 0.42 Parameters Used for Axial and Flexural Design Mem.Loc.Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 20.44 245.31 245.3 245.3 16.19 5.00 3367.35 83.35 198.08 16.67 218.55 25.29 0.91 23385.2 9 1.65 0.97 1.00 0.67 2 1.48 755.46 25.1 25.1 13.54 3.00 3503.94 18.02 170.01 6.01 197.99 9.35 0.59 7470.78 1.10 0.89 1.00 0.56 3 15.82 755.46 120.0 60.0 11.29 2.25 2251.00 13.52 121.73 4.51 143.91 7.07 0.29 4529.73 1.02 0.92 1.00 0.61 4 1.01 755.46 120.0 60.0 11.58 2.25 2476.12 13.52 128.62 4.51 152.59 7.08 0.29 4913.66 1.07 0.90 1.00 0.54 5 11.66 755.46 20.6 20.6 11.11 2.25 2112.22 13.52 117.35 4.51 138.40 7.06 0.29 4289.49 1.10 0.92 1.00 0.56 6 12.21 187.93 146.5 146.5 11.62 3.00 1801.26 32.02 117.29 8.00 133.11 12.26 0.35 7367.97 1.66 0.98 1.00 0.60 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 78 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 4 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k U1 Torsional Racking Force 6.90 24/0/0 NA NA N RIGHT 1.000 CL 1 k U2 Torsional Racking Force -6.90 24/0/0 NA NA N LEFT 1.000 CL User Defined Frame Line Loads for Cross Section: 4 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -13.52 0/0/0 -13.52 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -37.17 0/0/0 -37.17 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.38 0/0/0 -115.38 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.62 0/0/0 -4.62 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 S S 2 System 1.000 60 180 0.42 W1>W1> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2>W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 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- Controlling Frame Deflection Ratios for Cross Section: 4 Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/524 )0.389 6 2 2 W1> Max. Vertical Deflection for Span 1 ( L/359 )-2.186 4 1 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 12.583 (k/in) Fundamental Period (calculated) (T): 0.560 (sec.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 79 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 105/0/0 Frame Cross Section: 5 E BL A BL 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 5 1 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 (2 ) G F B GF B GF B GF B GF B GF B GF B (2 ) G F B 3 4 11 @ 5'-0" 5 6 7 8 1 (2)GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX009) and 6(CX010): 62'-9" Vert. Clearance at member 1(CX009): 20'-5 1/16" Vert. Clearance at member 6(CX010): 15'-7 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 80 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 105/0/0 27/8/0 Rigid Frame 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW -Wall: 2 17 System 1.000 0.6 MW MW -Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 33 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 34 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 37 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 38 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 39 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 41 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 42 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 43 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 44 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 45 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 59 System Derived 1.000 0.6 MWB MWB -Wall: 1 60 System Derived 1.000 0.6 MWB MWB -Wall: 2 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 81 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 61 System Derived 1.000 0.6 MWB MWB -Wall: 3 62 System Derived 1.000 0.6 MWB MWB -Wall: 4 63 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 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 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 75 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 76 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 77 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 78 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 86 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 87 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 90 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 91 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 92 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Frame Member Sizes Mem.Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 10.00 0.5000 0.1875 12.00 34.00 24.10 1304.5 55.00 55.00 BP KN 3P 2 6.00 0.5000 0.1875 41.27 31.00 14.36 578.0 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1875 31.00 39.00 19.81 800.0 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1875 39.00 31.00 20.19 814.2 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.1875 31.00 36.00 14.39 479.9 55.00 55.00 SS KN 3P 6 8.00 0.3750 0.1875 12.00 36.00 18.39 742.1 55.00 55.00 BP KN 3P Total Frame Weight = 4718.7 (p)(Includes all plates) Boundary 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 6 70/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: 5 Type Exterior Column Exterior Column X-Loc 0/0/0 70/0/0 Grid1 - Grid2 5-E 5-A Base Plate W x L (in.)12 X 13 9 X 13 Base Plate Thickness (in.)0.500 0.375 Anchor Rod Qty/Diam. (in.)4 -1.000 4 -1.000 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Hz Vy D Frm 1.85 4.76 -1.85 -4.22 --- CG Frm 1.71 5.13 -1.71 -3.11 --- WPL Frm -6.91 -22.01 5.91 --21.35 --- U1 Frm -3.01 -2.27 -3.89 -2.27 --- WPR Frm -2.40 -13.60 2.73 - -13.81 --- U2 Frm 3.01 2.27 3.89 --2.27 --- CU Frm -------- S>Frm 16.68 33.89 -16.68 - 33.89 --- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 82 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 <S Frm 16.68 33.89 -16.68 -33.89 --- W2>Frm -9.95 -7.11 -2.65 --2.35 --- <W2 Frm -3.93 -11.92 11.68 - -13.50 --- MW -Wall: 1 Frm -------- MW -Wall: 2 Frm 2.65 1.53 7.13 --1.53 --- MW -Wall: 3 Frm -------- MW - Wall: 4 Frm -7.40 -2.05 -3.67 -2.05 --- W1>Frm -11.97 -16.09 -0.64 --11.32 --- <W1 Frm -5.95 -20.89 13.70 --22.47 --- S Frm 16.68 33.89 -16.68 - 33.89 --- E>Frm -2.15 -1.02 -2.72 -1.35 --- EG+Frm 0.36 0.87 -0.36 -0.69 --- <E Frm 2.15 1.02 2.72 - -1.35 --- EG-Frm -0.36 -0.87 0.36 --0.69 --- WB1>Brc 0.11 0.06 -0.11 -8.25 -5.45 --- <WB1 Brc -0.05 -0.05 0.05 -5.45 --- WB3>Brc 0.12 0.06 -0.12 -8.62 -5.70 --- <WB3 Brc -0.06 -0.05 0.06 -5.69 --- MWB -Wall: 1 Brc 0.10 0.05 -0.10 -7.24 -4.78 --- MWB - Wall: 2 Brc -------- MWB -Wall: 3 Brc -0.05 -0.04 0.05 -4.78 --- MWB -Wall: 4 Brc -------- EB>Brc 0.23 0.12 -0.23 -16.71 -11.04 --- <EB Brc -0.11 -0.10 0.11 -11.03 --- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 9.0 9.0 CG 0.0 0.0 8.2 8.2 WPL 1.0 1.0 43.3 43.4 U1 6.9 6.9 0.0 0.0 WPR 0.3 0.3 27.4 27.4 U2 6.9 6.9 0.0 0.0 CU 0.0 0.0 0.0 0.0 S>0.0 0.0 67.8 67.8 <S 0.0 0.0 67.8 67.8 W2>12.6 12.6 9.5 9.5 <W2 7.8 7.8 25.4 25.4 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 9.8 9.8 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 11.1 11.1 0.0 0.0 W1>12.6 12.6 27.4 27.4 <W1 7.8 7.7 43.3 43.4 S 0.0 0.0 67.8 67.8 E>4.9 4.9 0.0 0.3 EG+0.1 0.0 1.6 1.6 <E 4.9 4.9 0.0 0.3 EG-0.1 0.0 1.6 1.6 WB1>0.0 0.0 5.4 5.4 <WB1 0.0 0.0 5.4 5.4 WB3>0.0 0.0 5.6 5.6 <WB3 0.0 0.0 5.6 5.6 MWB - Wall: 1 0.0 0.0 4.7 4.7 MWB -Wall: 2 0.0 0.0 0.0 0.0 MWB -Wall: 3 0.0 0.0 4.7 4.7 MWB - Wall: 4 0.0 0.0 0.0 0.0 EB>0.0 0.0 10.9 10.9 <EB 0.0 0.0 10.9 10.9 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. 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 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 83 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 (k)(k)(k)(k)(k)(k)(in-k)(in-k) 0/0/0 5-E 6.07 19 20.25 9 ----10.71 5 43.78 9 ---- 70/0/0 5-A 20.25 9 7.11 20 35.09 75 --21.14 76 41.22 9 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff.Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 5-E 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 5-A 6 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k)(k)Case (k)(k)Case (k)(k)Case (k)(k)(k)Case 0/0/0 20.47 43.90 10 5.32 -10.68 5 20.47 43.90 10 ---80 70/0/0 20.50 41.18 9 1.33 -21.13 76 20.50 41.18 9 35.09 -21.13 1.33 76 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.624 10 0.156 5 -0 -0 0.255 10 0.120 5 0.265 10 0.423 10 0.628 10 70/0/0 0.857 76 0.309 76 0.698 76 -0 0.318 9 0.630 76 0.322 9 0.443 9 0.619 9 Web Stiffener Summary Mem.Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No.No.(ft)(in.)(in.)(in.)(in.)Description 1 1 S3 20.38 33.000 N/A N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 6 1 S9 15.35 34.878 186.02 N/A N/A 0.3750 4.000 Both SP-BS-0.3750,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick.Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No. No. (in.) (in.) (in.) (in.) (in.)ID Desc. (in.)ID Desc. (in.) 1 2 KN(Face)1.000 10.00 41.40 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 2 1 KN(Face)1.000 8.00 41.33 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 3 2 SP 0.750 8.00 38.97 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 4 1 SP 0.750 8.00 38.98 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 5 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 6 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt.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 10 -18.3 39.0 4281.9 AISC DG-16/Thin plate 0.608 0.177 0.566 0.000 0.000 0.084 1.000 0.719 2 1 10 -18.3 39.0 4281.9 AISC DG-16/Thin plate 0.608 0.177 0.566 0.000 0.000 0.084 1.000 0.719 3 2 57 8.7 0.8 838.6 AISC DG-16/Thick plate 0.593 0.009 0.961 0.000 0.000 0.005 1.000 0.719 4 1 57 8.7 0.8 838.6 AISC DG-16/Thick plate 0.593 0.009 0.961 0.000 0.000 0.005 1.000 0.719 5 2 9 -23.6 34.5 3099.6 AISC DG-16/Thin plate 0.648 0.223 0.716 0.000 0.000 0.105 1.000 0.719 6 2 9 -23.6 34.5 3099.6 AISC DG-16/Thin plate 0.648 0.223 0.716 0.000 0.000 0.105 1.000 0.719 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 5 4.6 10.9 1867.5 AISC DG-16/Thick plate 0.609 0.066 0.968 0.000 0.000 0.034 1.000 0.719 2 1 5 4.6 10.9 1867.5 AISC DG-16/Thick plate 0.609 0.066 0.968 0.000 0.000 0.034 1.000 0.719 3 2 10 -20.2 2.7 3307.4 AISC DG-16/Thin plate 0.653 0.017 0.713 0.000 0.000 0.008 1.000 0.719 4 1 10 -20.2 2.7 3307.4 AISC DG-16/Thin plate 0.653 0.017 0.713 0.000 0.000 0.008 1.000 0.719 5 2 7 11.9 9.3 1301.7 AISC DG-16/Thin plate 0.664 0.100 0.515 0.000 0.000 0.053 1.000 0.719 6 2 7 11.9 9.3 1301.7 AISC DG-16/Thin plate 0.664 0.100 0.515 0.000 0.000 0.053 1.000 0.719 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 84 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 2 1 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 3 2 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 4 1 SP CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 5 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 6 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 2 2/4/0 6/0/0 (2)GFB4017 1.085 10 3 0/9/12 16/0/0 GFB3077 0.254 25 3 10/9/12 26/0/0 GFB3096 0.416 9 4 1/0/1 36/0/0 GFB4017 0.472 9 4 6/0/1 41/0/0 GFB3116 0.497 10 4 16/0/1 51/0/0 GFB3077 0.543 10 5 0/9/13 56/0/0 GFB3077 0.477 10 5 9/11/4 65/1/7 (2)GFB3116 0.799 9 6 12/2/4 12/2/4 (2)GFB3077 1.102 9 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 20.44 34.00 10 -44.7 -4574.1 0.0 159.0 5963.6 749.1 0.96 1 20.44 34.00 10 -18.6 41.9 0.44 2 1.48 41.27 10 -18.3 -4281.9 0.0 211.4 5006.9 308.7 0.90 2 1.48 41.27 10 39.0 41.6 0.94 3 15.82 37.39 9 -19.7 3084.6 0.0 86.1 3441.4 233.3 1.03 3 0.00 31.00 10 25.3 41.7 0.61 4 1.01 38.60 9 -20.4 3319.5 0.0 84.4 3727.6 233.7 1.03 4 20.19 31.00 9 -22.0 41.7 0.53 5 11.66 36.00 9 -23.6 -3099.6 0.0 160.4 3560.2 233.0 0.94 5 11.66 36.00 9 -34.5 41.5 0.83 6 12.21 30.72 9 -42.5 -2615.2 0.0 141.1 3448.3 341.0 0.98 6 15.66 36.00 9 17.7 41.5 0.43 Parameters Used for Axial and Flexural Design Mem.Loc.Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 20.44 245.31 245.3 245.3 16.19 5.00 3367.35 83.35 198.08 16.67 218.55 25.29 0.91 23385.2 9 1.65 0.97 1.00 0.67 2 1.48 755.46 25.1 25.1 13.54 3.00 3503.94 18.02 170.01 6.01 197.99 9.35 0.59 7470.78 1.10 0.89 1.00 0.56 3 15.82 755.46 120.0 60.0 11.29 2.25 2251.00 13.52 121.73 4.51 143.91 7.07 0.29 4529.73 1.02 0.92 1.00 0.61 4 1.01 755.46 120.0 60.0 11.58 2.25 2476.12 13.52 128.62 4.51 152.59 7.08 0.29 4913.66 1.07 0.90 1.00 0.54 5 11.66 755.46 20.6 20.6 11.11 2.25 2112.22 13.52 117.35 4.51 138.40 7.06 0.29 4289.49 1.10 0.92 1.00 0.56 6 12.21 187.93 146.5 146.5 11.62 3.00 1801.26 32.02 117.29 8.00 133.11 12.26 0.35 7367.97 1.66 0.98 1.00 0.60 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 85 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 5 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k U1 Torsional Racking Force 6.90 24/0/0 NA NA N RIGHT 1.000 CL 1 k U2 Torsional Racking Force -6.90 24/0/0 NA NA N LEFT 1.000 CL User Defined Frame Line Loads for Cross Section: 5 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -38.98 0/0/0 -38.98 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -15.59 0/0/0 -15.59 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.62 0/0/0 -4.62 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.38 0/0/0 -115.38 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 S S 2 System 1.000 60 180 0.42 W1>W1> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2>W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 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- Controlling Frame Deflection Ratios for Cross Section: 5 Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/521 )0.391 6 2 2 W1> Max. Vertical Deflection for Span 1 ( L/357 )-2.199 4 1 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 12.795 (k/in) Fundamental Period (calculated) (T): 0.557 (sec.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 86 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 134/4/0 Frame Cross Section: 6 E BL A BL 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 6 1 HFB HFB 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 (2 ) G F B GF B GF B GF B GF B GF B (2 ) G F B 3 4 11 @ 5'-0" 5 6 7 8 1 (2)GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX011) and 6(CX012): 62'-9" Vert. Clearance at member 1(CX011): 20'-5 1/16" Vert. Clearance at member 6(CX012): 15'-7 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 87 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 134/4/0 29/0/0 Rigid Frame 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW -Wall: 2 17 System 1.000 0.6 MW MW -Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 33 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 34 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 37 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 38 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 39 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 41 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 42 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 43 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 44 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 45 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 59 System Derived 1.000 0.6 MWB MWB -Wall: 1 60 System Derived 1.000 0.6 MWB MWB -Wall: 2 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 88 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 61 System Derived 1.000 0.6 MWB MWB -Wall: 3 62 System Derived 1.000 0.6 MWB MWB -Wall: 4 63 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 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 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 75 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 76 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 77 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 78 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 86 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 87 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 90 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 91 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 92 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Frame Member Sizes Mem.Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 8.00 0.5000 0.1875 12.00 34.00 24.10 1110.8 55.00 55.00 BP KN 3P 2 6.00 0.5000 0.1875 41.27 31.00 14.36 578.0 55.00 55.00 KN SS 3P 3 6.00 0.5000 0.1875 31.00 39.00 19.81 918.8 55.00 55.00 SS SP 3P 4 6.00 0.5000 0.1875 39.00 31.00 20.19 934.8 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.1875 31.00 36.00 14.39 479.9 55.00 55.00 SS KN 3P 6 8.00 0.3750 0.1875 12.00 36.00 18.39 742.1 55.00 55.00 BP KN 3P Total Frame Weight = 4764.5 (p)(Includes all plates) Boundary 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 6 70/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: 6 Type Exterior Column Exterior Column X-Loc 0/0/0 70/0/0 Grid1 - Grid2 6-E 6-A Base Plate W x L (in.)9 X 13 9 X 13 Base Plate Thickness (in.)0.375 0.375 Anchor Rod Qty/Diam. (in.)4 -1.000 4 -1.000 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Hz Vy D Frm 1.85 4.83 -1.85 -4.43 --- CG Frm 1.55 4.24 -1.55 -3.16 --- WPL Frm -6.56 -23.07 5.51 --22.38 --- U1 Frm -------- WPR Frm -2.10 -14.25 2.45 - -14.48 --- U2 Frm -------- CU Frm -------- S>Frm 16.36 35.52 -16.36 - 35.53 --- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 89 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 <S Frm 16.36 35.52 -16.36 -35.53 --- W2>Frm -10.16 -7.46 -3.06 --2.47 --- <W2 Frm -3.73 -12.49 11.85 - -14.15 --- MW -Wall: 1 Frm -------- MW -Wall: 2 Frm 2.73 1.60 7.52 --1.60 --- MW -Wall: 3 Frm -------- MW - Wall: 4 Frm -7.65 -2.15 -3.95 -2.15 --- W1>Frm -12.00 -16.86 -1.22 --11.87 --- <W1 Frm -5.57 -21.90 13.69 --23.55 --- S Frm 16.36 35.52 -16.36 - 35.53 --- E>Frm -2.15 -1.03 -2.80 -1.37 --- EG+Frm 0.34 0.81 -0.34 -0.72 --- <E Frm 2.15 1.03 2.80 - -1.37 --- EG-Frm -0.34 -0.81 0.34 --0.72 --- WB1>Brc -0.05 -0.05 0.05 -5.44 --- <WB1 Brc 0.04 0.02 -0.04 8.26 -5.42 --- WB3>Brc -0.05 -0.05 0.05 -5.69 --- <WB3 Brc 0.04 0.02 -0.04 8.63 -5.66 --- MWB -Wall: 1 Brc -0.04 -0.04 0.04 -4.78 --- MWB - Wall: 2 Brc -------- MWB -Wall: 3 Brc 0.03 0.02 -0.03 7.25 -4.75 --- MWB -Wall: 4 Brc -------- EB>Brc -0.10 -0.10 0.10 - 11.02 --- <EB Brc 0.07 0.04 -0.07 16.73 -10.97 --- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 9.3 9.3 CG 0.0 0.0 7.4 7.4 WPL 1.0 1.0 45.4 45.4 U1 0.0 0.0 0.0 0.0 WPR 0.3 0.3 28.7 28.7 U2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S>0.0 0.0 71.0 71.0 <S 0.0 0.0 71.0 71.0 W2>13.2 13.2 9.9 9.9 <W2 8.1 8.1 26.6 26.6 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 10.2 10.2 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 11.6 11.6 0.0 0.0 W1>13.2 13.2 28.7 28.7 <W1 8.1 8.1 45.4 45.4 S 0.0 0.0 71.0 71.0 E>4.9 4.9 0.0 0.3 EG+0.1 0.0 1.5 1.5 <E 4.9 4.9 0.0 0.3 EG-0.1 0.0 1.5 1.5 WB1>0.0 0.0 5.4 5.4 <WB1 0.0 0.0 5.4 5.4 WB3>0.0 0.0 5.6 5.6 <WB3 0.0 0.0 5.6 5.6 MWB - Wall: 1 0.0 0.0 4.7 4.7 MWB -Wall: 2 0.0 0.0 0.0 0.0 MWB -Wall: 3 0.0 0.0 4.7 4.7 MWB - Wall: 4 0.0 0.0 0.0 0.0 EB>0.0 0.0 10.9 10.9 <EB 0.0 0.0 10.9 10.9 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. 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 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 90 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 (k)(k)(k)(k)(k)(k)(in-k)(in-k) 0/0/0 6-E 6.09 19 19.76 9 ----10.98 54 44.59 9 ---- 70/0/0 6-A 19.76 9 7.11 20 --35.13 90 20.88 91 43.11 9 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff.Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 6-E 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 6-A 6 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k)(k)Case (k)(k)Case (k)(k)Case (k)(k)(k)Case 0/0/0 19.95 44.75 10 2.84 -10.96 54 19.95 44.75 10 ---80 70/0/0 19.98 43.03 9 1.02 -20.88 91 19.98 43.03 9 35.13 -20.88 1.02 91 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.608 10 0.160 54 -0 -0 0.346 10 0.321 54 0.386 10 0.517 10 0.613 10 70/0/0 0.857 91 0.306 91 0.690 91 -0 0.333 9 0.623 91 0.354 9 0.463 9 0.606 9 Web Stiffener Summary Mem.Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No.No.(ft)(in.)(in.)(in.)(in.)Description 1 1 S3 20.39 33.000 N/A N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 6 1 S9 15.35 34.878 186.02 N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick.Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No. No. (in.) (in.) (in.) (in.) (in.)ID Desc. (in.)ID Desc. (in.) 1 2 KN(Face)1.000 8.00 41.40 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 2 1 KN(Face)1.000 8.00 41.33 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 3 2 SP 1.000 8.00 38.97 1.000 F1852X/PT 5.00 12 Flush (0)2.75 13 Flush (0)2.75/2.75 4 1 SP 1.000 8.00 38.97 1.000 F1852X/PT 5.00 12 Flush (0)2.75 13 Flush (0)2.75/2.75 5 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 6 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt.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 10 -17.7 40.1 4128.5 AISC DG-16/Thin plate 0.586 0.182 0.545 0.000 0.000 0.086 1.000 0.719 2 1 10 -17.7 40.1 4128.5 AISC DG-16/Thin plate 0.586 0.182 0.545 0.000 0.000 0.086 1.000 0.719 3 2 54 8.7 0.8 953.6 AISC DG-16/Thick plate 0.473 0.005 0.961 0.000 0.000 0.003 1.000 0.719 4 1 54 8.7 0.8 953.6 AISC DG-16/Thick plate 0.473 0.005 0.961 0.000 0.000 0.003 1.000 0.719 5 2 9 -23.2 36.2 2928.2 AISC DG-16/Thin plate 0.609 0.234 0.673 0.000 0.000 0.110 1.000 0.719 6 2 9 -23.2 36.2 2928.2 AISC DG-16/Thin plate 0.609 0.234 0.673 0.000 0.000 0.110 1.000 0.719 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 54 9.4 10.6 1260.3 AISC DG-16/Thick plate 0.524 0.064 0.968 0.000 0.000 0.033 1.000 0.719 2 1 54 9.4 10.6 1260.3 AISC DG-16/Thick plate 0.524 0.064 0.968 0.000 0.000 0.033 1.000 0.719 3 2 10 -19.7 2.8 3786.2 AISC DG-16/Thin plate 0.579 0.013 0.539 0.000 0.000 0.006 1.000 0.719 4 1 10 -19.7 2.8 3786.2 AISC DG-16/Thin plate 0.579 0.013 0.539 0.000 0.000 0.006 1.000 0.719 5 2 20 6.5 10.1 976.1 AISC DG-16/Thick plate 0.651 0.108 0.944 0.000 0.000 0.058 1.000 0.719 6 2 20 6.5 10.1 976.1 AISC DG-16/Thick plate 0.651 0.108 0.944 0.000 0.000 0.058 1.000 0.719 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 91 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 2 1 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 3 2 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 4 1 SP CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 5 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 6 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 1 12/2/4 12/2/4 HFB2066 3.615 10 C 1 17/2/4 17/2/4 HFB3077 3.324 10 2 2/4/0 6/0/0 (2)GFB4017 1.028 10 3 0/9/12 16/0/0 GFB3077 0.206 9 3 15/9/12 31/0/0 GFB3116 0.583 9 4 1/0/1 36/0/0 GFB4017 0.591 10 4 11/0/1 46/0/0 GFB3096 0.564 10 5 0/9/13 56/0/0 GFB3077 0.354 10 5 9/11/4 65/1/7 (2)GFB3116 0.735 9 6 12/2/4 12/2/4 (2)GFB3077 1.070 9 (C) - Bearing on Secondary exceeded Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 20.44 34.00 10 -45.5 -4454.4 0.0 302.0 5218.9 537.6 0.93 1 20.44 34.00 10 -18.1 41.9 0.43 2 1.48 41.27 10 -17.7 -4128.5 0.0 211.4 5006.9 308.7 0.87 2 1.48 41.27 10 40.1 41.6 0.96 3 15.82 37.39 9 -19.2 3552.3 0.0 60.4 4506.4 307.4 1.02 3 0.00 31.00 10 26.5 42.1 0.63 4 6.01 36.62 10 -20.2 3649.4 0.0 120.7 4125.1 307.2 0.97 4 20.19 31.00 9 -23.0 42.1 0.55 5 11.66 36.00 9 -23.2 -2928.2 0.0 160.4 3560.2 233.0 0.89 5 11.66 36.00 9 -36.2 41.5 0.87 6 12.21 30.72 9 -44.3 -2510.8 0.0 141.1 3448.3 341.0 0.96 6 15.66 36.00 9 17.0 41.5 0.41 Parameters Used for Axial and Flexural Design Mem.Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 20.44 245.31 39.0 39.0 14.19 4.00 2806.18 42.68 165.07 10.67 185.05 16.29 0.74 11975.7 5 1.00 0.96 1.00 0.67 2 1.48 755.46 25.1 25.1 13.54 3.00 3503.94 18.02 170.01 6.01 197.99 9.35 0.59 7470.78 1.11 0.89 1.00 0.56 3 15.82 755.46 180.0 60.0 12.75 3.00 2724.65 18.02 147.35 6.01 170.14 9.32 0.58 5996.21 1.34 0.93 1.00 0.60 4 6.01 755.46 120.0 60.0 12.57 3.00 2564.55 18.02 142.38 6.01 164.08 9.31 0.58 5685.24 1.01 0.94 1.00 0.65 5 11.66 755.46 20.6 20.6 11.11 2.25 2112.22 13.52 117.35 4.51 138.40 7.06 0.29 4289.49 1.11 0.92 1.00 0.56 6 12.21 187.93 146.5 146.5 11.62 3.00 1801.26 32.02 117.29 8.00 133.11 12.26 0.35 7367.97 1.66 0.98 1.00 0.60 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 92 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 6 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -10.02 0/0/0 -10.02 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -33.41 0/0/0 -33.41 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -37.03 0/0/0 -37.03 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -13.10 0/0/0 -13.10 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 S S 2 System 1.000 60 180 0.42 W1>W1> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2>W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 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- Controlling Frame Deflection Ratios for Cross Section: 6 Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/473 )0.430 6 2 2 W1> Max. Vertical Deflection for Span 1 ( L/356 )-2.206 4 1 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 12.488 (k/in) Fundamental Period (calculated) (T): 0.569 (sec.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 93 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 163/0/0 Frame Cross Section: 7 E BL A BL 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 7 1 HFB 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 (2 ) G F B GF B GF B GF B GF B GF B GF B (2 ) G F B 3 4 11 @ 5'-0" 5 6 7 8 1 (2)GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX013) and 6(CX014): 62'-9" Vert. Clearance at member 1(CX013): 20'-5 1/16" Vert. Clearance at member 6(CX014): 15'-7 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 94 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 163/0/0 27/7/0 Rigid Frame 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW -Wall: 2 17 System 1.000 0.6 MW MW -Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 33 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 34 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 35 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 37 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 38 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 39 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 41 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 42 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 43 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 44 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 45 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ Frame Member Sizes Mem.Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 10.00 0.5000 0.1875 12.00 34.00 24.10 1304.5 55.00 55.00 BP KN 3P 2 6.00 0.5000 0.1875 41.27 31.00 14.36 578.0 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1875 31.00 39.00 19.81 800.0 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1875 39.00 31.00 20.19 814.2 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.1875 31.00 36.00 14.39 479.9 55.00 55.00 SS KN 3P 6 8.00 0.3750 0.1875 12.00 36.00 18.39 742.1 55.00 55.00 BP KN 3P Total Frame Weight = 4718.7 (p) (Includes all plates) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.)Displacement Y(in.)Displacement ZZ(rad.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 95 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 70/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: 7 Type Exterior Column Exterior Column X-Loc 0/0/0 70/0/0 Grid1 -Grid2 7-E 7-A Base Plate W x L (in.)12 X 13 9 X 13 Base Plate Thickness (in.)0.500 0.375 Anchor Rod Qty/Diam. (in.)4 -1.000 4 -1.000 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 1.85 4.75 -1.85 4.21 --- CG Frm 1.70 5.07 -1.70 3.10 --- WPL Frm -7.52 -23.18 6.35 -22.40 --- U1 Frm ------- WPR Frm -2.63 -14.08 2.90 -14.24 --- U2 Frm ------- CU Frm ------- S>Frm 16.63 33.79 -16.63 33.79 --- <S Frm 16.63 33.79 -16.63 33.79 --- W2>Frm -10.58 -7.74 -2.78 -2.70 --- <W2 Frm -4.29 -13.02 12.49 -14.68 --- MW - Wall: 1 Frm ------- MW -Wall: 2 Frm 2.64 1.52 7.11 -1.52 --- MW -Wall: 3 Frm ------- MW - Wall: 4 Frm -7.38 -2.04 -3.66 2.04 --- W1>Frm -12.58 -16.68 -0.78 -11.64 --- <W1 Frm -6.30 -21.96 14.50 -23.62 --- S Frm 16.63 33.79 -16.63 33.79 --- E>Frm -2.14 -1.02 -2.71 1.35 --- EG+Frm 0.36 0.86 -0.36 0.69 --- <E Frm 2.14 1.02 2.71 -1.35 --- EG-Frm -0.36 -0.86 0.36 -0.69 --- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 9.0 9.0 CG 0.0 0.0 8.2 8.2 WPL 1.2 1.2 45.6 45.6 U1 0.0 0.0 0.0 0.0 WPR 0.3 0.3 28.3 28.3 U2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S>0.0 0.0 67.6 67.6 <S 0.0 0.0 67.6 67.6 W2>13.4 13.4 10.4 10.4 <W2 8.2 8.2 27.7 27.7 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 9.8 9.8 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 11.0 11.0 0.0 0.0 W1>13.4 13.4 28.3 28.3 <W1 8.2 8.2 45.6 45.6 S 0.0 0.0 67.6 67.6 E>4.9 4.9 0.0 0.3 EG+0.1 0.0 1.6 1.6 <E 4.9 4.9 0.0 0.3 EG-0.1 0.0 1.6 1.6 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 96 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 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 7-E 6.44 19 20.19 9 ----11.05 21 43.61 9 ---- 70/0/0 7-A 20.19 9 7.59 20 ----11.65 20 41.10 9 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff. Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 7-E 1 0.500 12 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 7-A 6 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k)Case (k) (k)Case (k) (k)Case (k) (k) (k)Case 0/0/0 20.40 43.73 10 3.38 -11.04 21 20.40 43.73 10 ---0 70/0/0 20.43 41.05 9 7.57 -11.64 20 20.43 41.05 9 ---0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc.Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.622 10 0.162 21 -0 -0 0.254 10 0.124 21 0.264 10 0.421 10 0.626 10 70/0/0 0.623 9 0.170 20 -20 -0 0.318 9 0.347 20 0.319 9 0.441 9 0.617 9 Web Stiffener Summary Mem.Stiff.Desc.Loc.Web Depth h/t a/h a Thick.Width Side Welding No. No.(ft)(in.)(in.)(in.)(in.)Description 1 1 S3 20.38 33.000 N/A N/A N/A 0.3750 4.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1875 6 1 S9 15.35 34.878 186.02 N/A N/A 0.3750 4.000 Both SP-BS-0.3750,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick.Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No.No.(in.)(in.)(in.)(in.)(in.)ID Desc.(in.)ID Desc.(in.) 1 2 KN(Face) 1.000 10.00 41.40 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 2 1 KN(Face)1.000 8.00 41.33 1.000 F1852X/PT 5.00 13 Flush (0)2.75/2.75 12 Flush (0)2.75/2.75 3 2 SP 0.750 8.00 38.97 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 4 1 SP 0.750 8.00 38.98 0.750 F1852X/PT 4.00 12 Flush (0)2.00 14 Flush (0)2.00/2.00 5 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 6 2 KN(Face)0.750 8.00 36.00 0.750 F1852X/PT 4.00 14 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt. 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 10 -18.2 38.8 4268.7 AISC DG-16/Thin plate 0.606 0.176 0.564 0.000 0.000 0.084 1.000 0.719 2 1 10 -18.2 38.8 4268.7 AISC DG-16/Thin plate 0.606 0.176 0.564 0.000 0.000 0.084 1.000 0.719 3 2 21 9.0 0.8 886.7 AISC DG-16/Thick plate 0.609 0.009 0.961 0.000 0.000 0.005 1.000 0.719 4 1 21 9.0 0.8 886.7 AISC DG-16/Thick plate 0.609 0.009 0.961 0.000 0.000 0.005 1.000 0.719 5 2 9 -23.5 34.4 3089.4 AISC DG-16/Thin plate 0.646 0.222 0.714 0.000 0.000 0.105 1.000 0.719 6 2 9 -23.5 34.4 3089.4 AISC DG-16/Thin plate 0.646 0.222 0.714 0.000 0.000 0.105 1.000 0.719 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 21 9.6 10.7 1366.4 AISC DG-16/Thick plate 0.544 0.065 0.968 0.000 0.000 0.034 1.000 0.719 2 1 21 9.6 10.7 1366.4 AISC DG-16/Thick plate 0.544 0.065 0.968 0.000 0.000 0.034 1.000 0.719 3 2 10 -20.1 2.7 3297.1 AISC DG-16/Thin plate 0.651 0.017 0.711 0.000 0.000 0.008 1.000 0.719 4 1 10 -20.1 2.7 3297.1 AISC DG-16/Thin plate 0.651 0.017 0.711 0.000 0.000 0.008 1.000 0.719 5 2 20 6.9 10.2 1058.3 AISC DG-16/Thick plate 0.677 0.110 0.944 0.000 0.000 0.058 1.000 0.719 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 97 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 6 2 20 6.9 10.2 1058.3 AISC DG-16/Thick plate 0.677 0.110 0.944 0.000 0.000 0.058 1.000 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 3 2 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 4 1 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 5 2 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 6 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 1 17/2/4 17/2/4 HFB3077 3.528 10 B 2 2/4/0 6/0/0 (2)GFB4017 1.082 10 3 0/9/12 16/0/0 GFB3077 0.184 25 3 10/9/12 26/0/0 GFB3096 0.437 9 4 1/0/1 36/0/0 GFB4017 0.502 9 4 6/0/1 41/0/0 GFB3116 0.514 10 4 16/0/1 51/0/0 GFB3077 0.368 10 5 0/9/13 56/0/0 GFB3077 0.318 10 5 9/11/4 65/1/7 (2)GFB3116 0.796 9 6 12/2/4 12/2/4 (2)GFB3077 1.098 9 (B) - (2) Washers req'd at Secondary Connection Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 17.20 30.52 10 -44.6 -3861.1 0.0 209.3 5324.8 748.3 0.86 1 20.44 34.00 10 -18.5 41.9 0.44 2 1.48 41.27 10 -18.2 -4268.7 0.0 211.4 5006.9 308.7 0.90 2 1.48 41.27 10 38.8 41.6 0.93 3 15.82 37.39 9 -19.7 3074.7 0.0 86.1 3441.5 233.3 1.02 3 0.00 31.00 10 25.2 41.7 0.60 4 1.01 38.60 9 -20.4 3309.3 0.0 84.4 3727.9 233.7 1.03 4 20.19 31.00 9 -21.9 41.7 0.53 5 11.66 36.00 9 -23.5 -3089.4 0.0 160.4 3560.2 233.0 0.94 5 11.66 36.00 9 -34.4 41.5 0.83 6 12.21 30.72 9 -42.3 -2606.5 0.0 141.1 3448.3 341.0 0.97 6 15.66 36.00 9 17.6 41.5 0.42 Parameters Used for Axial and Flexural Design Mem.Loc.Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 17.20 245.31 206.5 206.5 15.53 5.00 2654.36 83.35 173.97 16.67 190.92 25.26 0.90 18773.4 4 1.65 0.98 1.00 0.70 2 1.48 755.46 25.1 25.1 13.54 3.00 3503.94 18.02 170.01 6.01 197.99 9.35 0.59 7470.78 1.10 0.89 1.00 0.56 3 15.82 755.46 120.0 60.0 11.29 2.25 2251.00 13.52 121.73 4.51 143.91 7.07 0.29 4529.73 1.02 0.92 1.00 0.61 4 1.01 755.46 120.0 60.0 11.58 2.25 2476.12 13.52 128.62 4.51 152.59 7.08 0.29 4913.66 1.07 0.90 1.00 0.54 5 11.66 755.46 20.6 20.6 11.11 2.25 2112.22 13.52 117.35 4.51 138.40 7.06 0.29 4289.49 1.10 0.92 1.00 0.56 6 12.21 187.93 146.5 146.5 11.62 3.00 1801.26 32.02 117.29 8.00 133.11 12.26 0.35 7367.97 1.66 0.98 1.00 0.60 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 98 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Line Loads for Cross Section: 7 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -11.97 0/0/0 -11.97 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -35.90 0/0/0 -35.90 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -115.47 0/0/0 -115.47 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -6.79 0/0/0 -6.79 14/0/0 N DOWN 1.000 OF 1 3 4 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E A Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 S S 2 System 1.000 60 180 0.42 W1>W1> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2>W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 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- Controlling Frame Deflection Ratios for Cross Section: 7 Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/494 )0.412 6 2 2 W1> Max. Vertical Deflection for Span 1 ( L/358 )-2.192 4 1 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 12.599 (k/in) Fundamental Period (calculated) (T): 0.561 (sec.) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 99 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Wall: 4, Frame at: 189/6/0 Frame Cross Section: 8 14'-0"21'-0"20'-0"15'-0" E BL A BL CL D CL C CL B 70'-0" FRAME CROSS SECTION AT FRAME LINE(S) 8 1 7' - 2 1 / 4 " 3 @ 5 ' - 0 " 2 GF B GF B GF B GF B GF B GF B GF B GF B 3 4 11 @ 5'-0" 5 6 7 8 1 GFB 7' - 2 1 / 4 " 9 10 25 ' - 0 " 19 ' - 2 " X Y 70'-2 15/16" 1.0000:12 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Dimension Key 1 8 1/2" 2 2'-9 3/4" 3 2 @ 1'-0" 4 4'-0" 5 4'-1 7/16" 6 1'-4 9/16" 7 2'-8 15/16" 8 1'-0" 9 2 @ 5'-0" 10 1'-11 3/4" Frame Clearances Horiz. Clearance between members 1(CX001) and 12(CX002): 66'-10" Vert. Clearance at member 1(CX001): 23'-3 5/16" Vert. Clearance at member 12(CX002): 17'-8 7/16" Vert. Clearance at member 13(EPX004): 22'-2 15/16" Vert. Clearance at member 14(EPX005): 20'-5 15/16" Vert. Clearance at member 15(EPX006): 18'-9 15/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 100 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 189/6/0 13/9/0 Post & Beam 90.0000 -Stress Check Design Load Combinations - Framing No.Origin Factor Application Description 1 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U1 D + CG + WPL 2 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U1 D + CG + WPR 3 User 1.000 1.0 D + 1.0 CG + 0.6 WPL + 1.0 U2 D + CG + WPL 4 User 1.000 1.0 D + 1.0 CG + 0.6 WPR + 1.0 U2 D + CG + WPR 5 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U1 D + CU + WPL 6 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U1 D + CU + WPR 7 User 1.000 1.0 D + 1.0 CU + 0.6 WPL + 1.0 U2 D + CU + WPL 8 User 1.000 1.0 D + 1.0 CU + 0.6 WPR + 1.0 U2 D + CU + WPR 9 System 1.000 1.0 D + 1.0 CG + 1.0 L>D + CG + L> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 11 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^D + CG + ASL^ 12 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 13 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 14 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 15 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 16 System 1.000 1.0 D + 1.0 CG + 1.0 S>D + CG + S> 17 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 18 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 19 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 4) 20 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 21 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 4) 22 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 23 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 24 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 3 25 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 29 System 1.000 0.6 MW MW -Wall: 1 30 System 1.000 0.6 MW MW -Wall: 2 31 System 1.000 0.6 MW MW - Wall: 3 32 System 1.000 0.6 MW MW -Wall: 4 33 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 34 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 35 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 36 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 37 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1>D + CG + L + W1> 38 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W1 39 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2>D + CG + L + W2> 40 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 41 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 42 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 43 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 44 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 45 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 46 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 47 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 48 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 49 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 50 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 51 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 52 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 53 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 54 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 55 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 56 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 57 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 58 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 59 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 60 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 101 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 61 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 62 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 63 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 64 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 65 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 66 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB1>D + CG + L + WPR + WB1> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 72 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB1 D + CG + L + WPR + <WB1 74 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 75 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3>D + CG + L + WPL + WB3> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 80 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 82 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 83 System Derived 1.000 0.6 MWB MWB - Wall: 1 84 System Derived 1.000 0.6 MWB MWB -Wall: 2 85 System Derived 1.000 0.6 MWB MWB -Wall: 3 86 System Derived 1.000 0.6 MWB MWB -Wall: 4 87 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 92 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 93 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>D + CU + <E + EG- + EB> 94 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 95 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 96 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB>D+CG+S+E>+EG++EB> 97 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB>D+CG+S+<E+EG++EB> 98 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB>D+CG+S+<E+EG++EB> 99 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 100 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 101 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 102 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 103 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 104 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 105 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 106 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 107 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 108 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 109 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 110 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 111 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 112 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 <EB D+CG+S+<E+EG++<EB 113 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG++<EB 114 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 115 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 116 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth1 Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No.(in.)(in.)(in.)(in.)(in.)(ft)(p)(ksi)(ksi)Jt.1 Jt.2 1 8.00 0.3750 0.1644 11.00 11.00 23.10 604.9 55.00 55.00 BP CP 3P 2 5.00 0.1875 0.1345 9.00 9.00 8.42 93.1 55.00 55.00 SS SS 3P 3 5.00 0.1875 0.1345 9.00 9.00 4.63 47.8 55.00 55.00 SS SS 3P 4 5.00 0.1875 0.1345 9.00 9.00 5.35 55.3 55.00 55.00 SS SS 3P 5 5.00 0.1875 0.1345 9.00 9.00 12.89 138.1 55.00 55.00 SS SP 3P 6 5.00 0.1875 0.1345 9.00 9.00 2.84 34.3 55.00 55.00 SP SS 3P 7 5.00 0.1875 0.1345 9.00 9.00 5.35 55.2 55.00 55.00 SS SS 3P Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 102 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 8 5.00 0.1875 0.1345 9.00 9.00 11.82 126.1 55.00 55.00 SS SP 3P 9 5.00 0.1875 0.1345 9.00 9.00 2.90 34.0 55.00 55.00 SP SS 3P 10 5.00 0.1875 0.1345 9.00 9.00 7.51 77.6 55.00 55.00 SS SS 3P 11 5.00 0.1875 0.1345 9.00 9.01 7.18 81.3 55.00 55.00 SS SS 3P 12 5.00 0.1875 0.1345 10.00 10.00 17.39 195.5 55.00 55.00 BP CP 3P 13 5.00 0.1875 0.1345 10.00 10.00 21.24 244.9 55.00 55.00 BP CP 3P 14 5.00 0.1875 0.1345 10.00 10.00 19.49 226.1 55.00 55.00 BP CP 3P 15 5.00 0.1875 0.1345 10.00 10.00 17.83 208.1 55.00 55.00 BP CP 3P Total Frame Weight = 2222.3 (p)(Includes all plates) Frame Member Releases Member Joint 1 Joint 2 1 No Yes 12 No Yes 13 No Yes 14 No Yes 15 No Yes Boundary 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 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 12 70/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 13 14/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 35/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 55/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 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: 8 Type Exterior Column Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 14/0/0 35/0/0 55/0/0 70/0/0 Grid1 - Grid2 8-E 8-D 8-C 8-B 8-A Base Plate W x L (in.)9 X 12 8 X 11 8 X 11 8 X 11 8 X 11 Base Plate Thickness (in.)0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 4 - 0.750 4 - 0.750 4 - 0.750 Column Base Elev.101'-0"101'-0"101'-0"101'-0"101'-0" Load Type Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy D Frm --0.82 --1.07 --1.16 --1.01 -0.45 CG Frm --1.04 --1.65 --0.81 --0.78 -0.25 WPL Frm 2.63 -0.93 -1.84 ---7.80 ---8.86 ---7.63 -1.97 -2.65 U1 Frm -------------- WPR Frm 2.61 0.93 -0.98 -- -4.52 -- -5.13 -- -4.43 -1.97 -1.61 U2 Frm -------------- CU Frm -------------- L>Frm --1.50 --4.91 --5.41 --4.87 -1.69 <L Frm --1.50 --4.91 --5.41 --4.87 -1.69 ASL^Frm ---0.55 --3.29 --2.74 --1.79 -2.14 ^ASL Frm --2.05 --1.62 --2.66 --3.08 --0.44 S>Frm --2.56 --9.05 --10.31 --8.85 -2.94 <S Frm --2.56 --9.05 --10.31 --8.85 -2.94 W2>Frm -2.98 --0.51 ---2.07 ---2.39 ---2.05 -0.66 -0.73 <W2 Frm 0.87 - -1.62 -- -5.37 -- -6.12 -- -5.24 2.24 -1.51 MW -Wall: 1 Frm -------------- MW -Wall: 2 Frm ---0.23 --------0.01 1.88 0.22 MW - Wall: 3 Frm -------------- MW -Wall: 4 Frm -2.50 --0.02 --0.02 -------- W1>Frm -1.53 --1.03 -4.47 -4.49 -4.77 -5.13 -3.81 -4.42 -1.74 -1.59 <W1 Frm 2.32 - -2.14 - -4.02 -7.79 - -4.30 -8.86 - -3.43 -7.61 1.15 -2.38 L Frm --1.50 --4.91 --5.41 --4.87 -1.69 S Frm --2.56 --9.05 --10.31 --8.85 -2.94 E>Frm -0.03 -0.17 -0.04 --0.04 --0.03 --0.03 - EG+Frm --0.12 --0.26 --0.20 --0.18 -0.06 <E Frm 0.03 --0.17 --0.04 ---0.04 ---0.03 -0.03 - EG-Frm ---0.12 ---0.26 ---0.20 ---0.18 --0.06 WB1>Brc ---3.60 - -3.58 --3.58 ----- <WB1 Brc -----4.09 -3.81 --4.09 ----- WB3>Brc ---3.60 --3.58 --3.58 ----- <WB3 Brc -----4.09 -3.81 - -4.09 ----- Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 103 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 MWB -Wall: 1 Brc -------------- MWB -Wall: 2 Brc -----2.92 -2.72 --2.93 ----- MWB - Wall: 3 Brc -------------- MWB -Wall: 4 Brc ---2.72 --2.70 --2.70 ----- EB>Brc ---2.01 --1.99 --1.99 ----- <EB Brc -----2.15 -2.01 --2.16 ----- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 4.5 4.5 CG 0.0 0.0 4.5 4.5 WPL 1.1 1.1 28.8 28.8 U1 0.0 0.0 0.0 0.0 WPR 0.0 0.0 16.7 16.7 U2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L>0.0 0.0 18.4 18.4 <L 0.0 0.0 18.4 18.4 ASL^0.0 0.0 9.4 9.4 ^ASL 0.0 0.0 9.0 9.0 S>0.0 0.0 33.7 33.7 <S 0.0 0.0 33.7 33.7 W2>8.3 8.3 7.7 7.7 <W2 5.0 5.0 19.9 19.9 MW -Wall: 1 0.0 0.0 0.0 0.0 MW -Wall: 2 4.6 4.6 0.0 0.0 MW - Wall: 3 0.0 0.0 0.0 0.0 MW -Wall: 4 5.3 5.3 0.0 0.0 W1>8.3 8.3 16.7 16.7 <W1 5.0 5.0 28.8 28.8 L 0.0 0.0 18.4 18.4 S 0.0 0.0 33.7 33.7 E>2.1 2.1 0.0 0.2 EG+0.1 0.0 0.8 0.8 <E 2.1 2.1 0.0 0.2 EG-0.1 0.0 0.8 0.8 WB1>0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 0.0 0.0 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 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 1st order structural analysis. 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 8-E 1.79 25 1.58 27 0.56 27 0.56 28 0.79 34 4.83 18 ---- 14/0/0 8-D --4.18 99 2.41 34 2.68 33 6.19 76 12.13 22 ---- 35/0/0 8-C 4.18 114 --2.58 34 2.86 33 7.07 80 12.63 23 ---- 55/0/0 8-B ----2.06 34 2.29 33 3.97 35 11.07 24 ---- 70/0/0 8-A 1.18 27 1.34 26 ----1.32 35 3.93 19 ---- 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 Gage and pitch standards are based on ACI-318 Appendix D criteria for "cast-in-place" anchor rods (Min space = 4*drod) X-Loc Grid Mem.Thickness Width Length Stiff.Num. Of Rod Diam.Pitch Gage Hole Welds to Welds to Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 104 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 No.(in.)(in.)(in.)Rods (in.)(in.)(in.)Type Flange Web 0/0/0 8-E 1 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 14/0/0 8-D 13 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 35/0/0 8-C 14 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 55/0/0 8-B 15 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 70/0/0 8-A 12 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k)Case (k) (k)Case (k) (k)Case (k) (k) (k)Case 0/0/0 1.79 1.56 25 1.39 -0.79 34 -4.82 18 0.56 -0.61 1.58 76 14/0/0 2.68 -2.05 33 0.02 -6.19 76 -12.13 22 2.15 -6.19 0.02 76 35/0/0 2.86 -2.38 33 0.02 -7.07 80 -12.63 23 2.27 -7.07 0.02 80 55/0/0 2.29 -2.05 33 --3.98 80 -11.07 24 ---80 70/0/0 1.34 -0.22 26 1.18 -1.33 76 -3.93 19 ---91 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc.Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.097 25 0.021 34 -0 -0 0.040 18 0.022 34 0.032 18 0.055 18 0.059 25 14/0/0 0.145 33 0.161 76 -0 -0 0.125 22 0.192 76 0.231 22 0.167 22 0.120 22 35/0/0 0.155 33 0.184 80 -0 -0 0.130 23 0.220 80 0.240 23 0.174 23 0.125 23 55/0/0 0.124 33 0.103 80 -0 -0 0.114 24 0.124 80 0.211 24 0.152 24 0.109 24 70/0/0 0.073 26 0.035 76 -0 -0 0.040 19 0.041 76 0.075 19 0.054 19 0.048 26 Web Stiffener Summary Mem.Stiff.Desc.Loc.Web Depth h/t a/h a Thick.Width Side Welding No.No.(ft)(in.)(in.)(in.)(in.)Description 2 1 S2 1.21 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 4 1 S2 0.42 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 7 1 S2 0.42 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 10 1 S2 0.42 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 11 1 S2 6.83 8.634 64.19 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 Bolted End-Plate Connections (Plate Fy = 55.00 ksi) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem.Jt.Type Thick. Width Length Diam.Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches 1st/2nd No.No.(in.)(in.)(in.)(in.)(in.)ID Desc.(in.)ID Desc.(in.) 1 2 CP 0.375 9.00 12.04 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 5 2 SP 0.250 6.00 12.38 0.750 F1852X/PT 4.00 31 Extended 3.75 11 Flush 5.03 6 1 SP 0.250 6.00 12.38 0.750 F1852X/PT 4.00 31 Extended 3.75 11 Flush 5.03 8 2 SP 0.250 6.00 10.00 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 9 1 SP 0.250 6.00 10.00 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 12 2 CP 0.375 6.00 11.03 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 13 2 CP 0.375 6.00 11.00 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 14 2 CP 0.375 6.00 11.00 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 15 2 CP 0.375 6.00 11.00 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strength Strength Ratios * Mem.Jt.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 5 2 24 -0.3 2.7 72.1 AISC DG-16/Thin plate 0.140 0.029 0.642 0.303 0.449 0.057 0.719 0.516 6 1 24 -0.3 2.7 72.1 AISC DG-16/Thin plate 0.140 0.029 0.642 0.303 0.449 0.057 0.719 0.516 8 2 19 -0.2 2.2 32.7 AISC DG-16/Thin plate 0.160 0.035 0.533 0.000 0.000 0.068 0.719 0.516 9 1 19 -0.2 2.2 32.7 AISC DG-16/Thin plate 0.160 0.035 0.533 0.000 0.000 0.068 0.719 0.516 Inside Flange Required Strength Strength Ratios * Mem.Jt.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 5 2 76 2.3 1.7 22.4 AISC DG-16/Thin plate 0.163 0.027 0.544 0.000 0.000 0.052 0.719 0.516 6 1 76 2.3 1.7 22.4 AISC DG-16/Thin plate 0.163 0.027 0.544 0.000 0.000 0.052 0.719 0.516 8 2 14 -0.2 1.9 16.7 AISC DG-16/Thin plate 0.080 0.031 0.269 0.000 0.000 0.060 0.719 0.516 9 1 14 -0.2 1.9 16.7 AISC DG-16/Thin plate 0.080 0.031 0.269 0.000 0.000 0.060 0.719 0.516 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 105 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem.Jt.Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No.No.Cs (k)(k)Cs (k)(k)Tension Shear V + T Bending Yielding Bearing Weld Weld 1 2 25 -1.7 1.8 34 0.9 1.4 0.028 0.087 0.000 0.019 0.005 0.023 0.051 0.064 12 2 26 0.3 1.3 76 1.2 1.0 0.039 0.061 0.000 0.040 0.020 0.033 0.057 0.048 13 2 33 2.1 2.6 35 4.0 0.0 0.127 0.122 0.000 0.130 0.065 0.066 0.177 0.097 14 2 33 2.4 2.8 34 4.6 2.5 0.145 0.130 0.000 0.149 0.075 0.070 0.184 0.103 15 2 33 2.0 2.2 80 4.0 0.0 0.125 0.103 0.000 0.128 0.064 0.056 0.161 0.082 Bolted End-Plate Connections Weld Data: Mem.Jt.Outside Flange Inside Flange Web WS_P_01 Web Weld No.No.Type Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes Type Size (in.)Side Notes 1 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 5 2 SP Fillet 0.1250 Both - Fillet 0.1250 Both - Fillet 0.1250 Both ----- 6 1 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 8 2 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 9 1 SP Fillet 0.1250 Both - Fillet 0.1250 Both - Fillet 0.1250 Both ----- 12 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 13 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 14 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 15 2 CP Fillet 0.1875 One - Fillet 0.1875 One - Fillet 0.1875 One ----- Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k)Load Case Design Note 2 5/10/15 6/0/0 GFB1107 0.047 18 3 1/10/6 11/0/0 GFB1107 0.142 20 4 2/2/14 16/0/0 GFB1107 0.236 22 5 11/10/10 31/0/0 GFB1107 0.102 24 7 1/2/0 36/0/0 GFB1107 0.472 24 8 10/9/13 51/0/0 GFB1107 0.046 21 10 1/1/2 56/0/0 GFB1107 0.364 24 11 4/1/0 66/6/0 GFB1107 0.056 19 12 16/2/4 17/2/4 GFB2000 0.023 0 Top OF Post Summary X-Loc Grid Top Reaction Conn. Force Condition Flg Mn Moment Rb Allow Shear Comp FB Force R1 FB Angle R2 Min Purlin FB Typ Purlin Bearing Bolt Shear FB/WSF Bearing 14/0/0 8-D 2.67 0.91 Std 64.45 2.70 N 0.40 28.03 0.113 GFB 4.75 4.71 3.07 N 0.63 28.03 0.098 GFB 4.12 4.71 3.07 35/0/0 8-C 2.86 1.09 Std 64.45 4.44 N 0.22 28.03 0.098 GFB 4.12 4.71 3.07 N 1.01 28.03 0.098 GFB 4.12 4.71 3.07 55/0/0 8-B 2.29 0.53 Std 64.45 4.74 N 0.10 28.03 0.098 GFB 4.12 4.71 3.07 N 0.50 28.03 0.098 GFB 4.12 4.71 3.07 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) 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 Vr 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 11.50 11.00 2 -1.3 -108.1 76.7 67.5 565.8 356.1 0.42 1 0.00 11.00 25 1.8 33.5 0.05 2 4.73 9.00 18 -0.0 97.9 0.0 66.3 292.8 58.4 0.33 2 0.49 9.00 18 3.1 21.8 0.14 3 5.02 9.00 22 -0.5 -229.9 0.0 66.3 292.8 58.4 0.79 3 5.02 9.00 22 -5.8 21.8 0.27 4 1.85 9.00 22 0.4 -107.6 0.0 89.8 136.3 58.4 0.79 4 0.00 9.00 22 6.0 21.8 0.28 5 6.89 9.00 22 -0.1 152.8 0.0 18.2 292.8 58.4 0.52 5 12.89 9.00 23 -4.4 21.8 0.20 6 3.22 9.00 23 -0.5 -270.5 0.0 60.6 292.8 58.4 0.93 6 3.22 9.00 23 -6.3 21.8 0.29 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 106 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 7 0.78 9.00 24 0.4 -146.3 0.0 89.8 150.4 58.4 0.98 7 0.00 9.00 23 6.1 21.8 0.28 8 5.82 9.00 24 -0.1 135.6 0.0 18.2 292.8 58.4 0.47 8 11.82 9.00 24 -3.8 21.8 0.18 9 3.29 9.00 24 -0.5 -207.9 0.0 62.0 292.8 58.4 0.71 9 3.29 9.00 24 -5.7 21.8 0.26 10 0.00 9.00 24 0.4 -207.9 0.0 100.2 292.8 58.4 0.71 10 0.00 9.00 24 5.1 21.8 0.24 11 1.35 9.00 19 -0.0 98.7 0.0 35.8 292.9 58.4 0.34 11 6.41 9.01 19 -2.9 21.8 0.13 12 11.19 10.00 2 0.3 -54.4 0.0 104.6 106.5 57.4 0.51 12 0.00 10.00 26 -1.3 21.7 0.06 13 11.19 10.00 33 2.1 -173.8 0.0 94.5 207.3 57.4 0.85 13 0.00 10.00 33 -2.7 21.7 0.12 14 9.94 10.00 33 2.4 -170.8 0.0 104.6 208.1 57.4 0.83 14 0.00 10.00 33 -2.9 21.7 0.13 15 9.10 10.00 43 -6.4 -93.6 0.0 31.2 202.0 57.4 0.62 15 0.00 10.00 33 -2.3 21.7 0.11 Parameters Used for Axial and Flexural Design Mem.Loc.Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Aeff/ 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 Ag 1 11.50 267.31 267.3 267.3 7.69 3.00 184.16 32.00 33.48 8.00 36.19 12.07 0.30 903.23 1.00 1.00 1.08 1.00 2 4.73 148.64 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.23 1.00 1.11 0.83 3 5.02 148.64 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.24 1.00 1.11 0.83 4 1.85 252.87 180.0 180.0 3.04 0.70 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.23 1.00 1.11 1.00 5 6.89 252.87 180.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.47 1.00 1.11 1.00 6 3.22 252.87 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.51 1.00 1.11 0.87 7 0.78 240.83 180.0 180.0 3.04 0.70 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.35 1.00 1.11 1.00 8 5.82 240.83 180.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.66 1.00 1.11 1.00 9 3.29 240.83 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.67 1.00 1.11 0.86 10 0.00 162.44 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.67 1.00 1.11 1.00 11 1.35 162.44 126.0 49.5 3.04 0.94 43.62 3.91 9.69 1.56 10.77 2.38 0.03 75.90 1.41 1.00 1.11 0.97 12 11.19 200.47 194.3 194.3 3.17 0.94 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.01 1.00 1.12 1.00 13 11.19 259.45 134.3 134.3 3.17 0.70 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.03 1.00 1.12 1.00 14 9.94 238.45 134.3 134.3 3.17 0.94 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.03 1.00 1.12 1.00 15 9.10 218.45 134.3 134.3 3.17 0.94 55.13 3.91 11.03 1.56 12.31 2.39 0.03 94.08 1.00 1.00 1.12 0.96 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 107 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 User Defined Frame Point Loads for Cross Section: 8 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 1 k WPR Weak Axis 1.78 12/6/0 NA NA N IN 1.000 WA 1 k WPL Weak Axis -1.78 12/6/0 NA NA N OUT 1.000 WA User Defined Frame Line Loads for Cross Section: 8 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 3 plf CG OHD Line Load (Shop)->Resolved From Plane -4.53 0/0/0 -4.53 14/0/0 N DOWN 1.000 OF 3 plf CG OHD Line Load (Shop)->Resolved From Plane -113.21 0/0/0 -113.21 14/0/0 N DOWN 1.000 OF 1 3 3 3 3 420 0 0 20 0 1 20 0 2 14'-0"21'-0"20'-0"15'-0" 70'-0" 25 ' - 0 " 19 ' - 2 " X Y E ADCB Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 60 180 0.42 W1>W1> 4 System 1.000 60 180 0.42 <W1 <W1 5 System 1.000 60 180 0.42 W2>W2> 6 System 1.000 60 180 0.42 <W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 10 0 1.0 E> + 1.0 EG-E> + EG- 10 System 1.000 10 0 1.0 <E + 1.0 EG-<E + EG- Controlling Frame Deflection Ratios for Cross Section: 8 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/17755 )0.012 12 2 8 WPR Max. Vertical Deflection for Span 1 ( L/6030 )-0.026 3 2 2 S Max. Vertical Deflection for Span 2 ( L/866 )-0.291 5 1 2 S Max. Vertical Deflection for Span 3 ( L/1461 )-0.164 8 1 2 S Max. Vertical Deflection for Span 4 ( L/1549 )-0.107 11 1 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 such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 108 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 109 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 Covering - Summary Report Shape: Shop Loads and Codes - Shape: Shop City:Rexburg County:Madison State:Idaho Country:United States Building Code: 2020 Idaho State Building Code Structural: 16AISC -ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2018 International Building Code Cold Form: 16AISI - ASD f'c: 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: 2.44 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: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 35.00 psf Mapped MCE Acceleration: Ss: 45.90 %g Primaries Wind Exposure: C -Kz: 0.894 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 15.50 %g Parts Wind Exposure Factor: 0.894 Rain Surcharge: 0.00 Site Class: Stiff soil (D) - Default Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed -Ce: 1.00 Design Acceleration Parameter: Sds: 0.4384 Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2366 Thermal Factor: Heated -Ct: 1.00 Seismic Design Category: D NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Snow Load: 7.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 20.00 Site Elevation: 0.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 14/0/0 Fundamental Period Height Used: 22/1/0 Parts / Portions Zone Strip Width: a: 7/0/0 Velocity Pressure: qz: 25.72, (C&C) 25.72 psf Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3330 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1253 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2037 R-Factor: 3.25 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1349 x W Covering Design Loads - Wall: 1 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Not designed 22.22 0/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed 16.67 0/0/0 -1.000 IN 1.080 End Zone psf W1>Not designed 22.22 63/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed 16.67 63/0/0 -1.000 IN 1.080 Interior Area psf W1>Not designed 18.06 7/0/0 -1.000 OUT -1.170 Interior Area psf <W2 Not designed 16.67 7/0/0 -1.000 IN 1.080 Covering Design Loads - Wall: 2 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Not designed 22.22 0/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed 16.67 0/0/0 -1.000 IN 1.080 End Zone psf W1>Not designed 22.22 183/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed 16.67 183/0/0 -1.000 IN 1.080 Interior Area psf W1>Not designed 18.06 7/0/0 -1.000 OUT -1.170 Interior Area psf <W2 Not designed 16.67 7/0/0 -1.000 IN 1.080 Covering Design Loads - Wall: 3 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Not designed 22.22 0/0/0 -1.000 OUT -1.440 Date: 9/8/2023 23-022291-01_For Constructions Calculations Rev 0 Time:04:33 PM Page: 110 of 110 File: Venture Builders 70x190 Rev. 4 Version: 2023.3 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.8 End Zone psf <W2 Not designed 16.67 0/0/0 -1.000 IN 1.080 End Zone psf W1>Not designed 22.22 63/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed 16.67 63/0/0 -1.000 IN 1.080 Interior Area psf W1>Not designed 18.06 7/0/0 -1.000 OUT -1.170 Interior Area psf <W2 Not designed 16.67 7/0/0 -1.000 IN 1.080 Covering Design Loads - Wall: 4 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Not designed 22.22 0/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed 16.67 0/0/0 -1.000 IN 1.080 End Zone psf W1>Not designed 22.22 183/0/0 -1.000 OUT -1.440 End Zone psf <W2 Not designed 16.67 183/0/0 -1.000 IN 1.080 Interior Area psf W1>Not designed 18.06 7/0/0 -1.000 OUT -1.170 Interior Area psf <W2 Not designed 16.67 7/0/0 -1.000 IN 1.080 Covering Design Loads - Roof: A Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. Entire Surface psf S Standard Spacing is Adequate 36.08 0/0/0 142.000 0.25 IN 0.997 Corner Zone psf <W2 Standard Spacing is Adequate 8.61 28/0/0 142.000 0.06 IN 0.480 Corner Zone psf W1>Standard Spacing is Adequate 28.03 28/0/0 43.000 0.65 OUT -1.863 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 8.61 14/0/0 142.000 0.06 IN 0.480 Exterior Edge Zone psf W1>Standard Spacing is Adequate 19.75 14/0/0 43.000 0.46 OUT -1.327 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 8.61 176/0/0 142.000 0.06 IN 0.480 Exterior Edge Zone psf W1>Standard Spacing is Adequate 19.75 176/0/0 43.000 0.46 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.61 162/0/0 142.000 0.06 IN 0.480 Corner Zone psf W1>Standard Spacing is Adequate 28.03 162/0/0 43.000 0.65 OUT -1.863 Interior Edge Zone psf <W2 Standard Spacing is Adequate 8.61 14/0/0 142.000 0.06 IN 0.480 Interior Edge Zone psf W1>Standard Spacing is Adequate 19.03 14/0/0 43.000 0.44 OUT -1.280 Side Zone psf <W2 Standard Spacing is Adequate 8.61 176/0/0 142.000 0.06 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 19.03 176/0/0 43.000 0.44 OUT -1.280 Interior Edge Zone psf <W2 Standard Spacing is Adequate 8.61 176/0/0 142.000 0.06 IN 0.480 Interior Edge Zone psf W1>Standard Spacing is Adequate 19.03 176/0/0 43.000 0.44 OUT -1.280 Interior Edge Zone psf <W2 Standard Spacing is Adequate 8.61 28/0/0 142.000 0.06 IN 0.480 Interior Edge Zone psf W1>Standard Spacing is Adequate 19.03 28/0/0 43.000 0.44 OUT -1.280 Interior Area psf <W2 Standard Spacing is Adequate 8.61 14/0/0 142.000 0.06 IN 0.480 Interior Area psf W1>Standard Spacing is Adequate 19.03 14/0/0 43.000 0.44 OUT -1.280 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 NBVP -Panel 0 Not Applicable Not Applicable Left to Right Not Applicable 0/0/0 Location: 2 NBVP - Masonry 8"psf = 97.50 Supported by others=yes Wall: 2 NBVP -Panel 0 Not Applicable Not Applicable Left to Right Not Applicable 0/0/0 Location: 2 NBVP -Masonry 8"psf = 97.50 Supported by others=yes Wall: 3 NBVP - Panel 0 Not Applicable Not Applicable Left to Right Not Applicable 0/0/0 Location: 2 NBVP -Masonry 8"psf = 97.50 Supported by others=yes Wall: 4 NBVP -Panel 0 Not Applicable Not Applicable Left to Right Not Applicable 0/0/0 Location: 2 NBVP -Masonry 8"psf = 97.50 Supported by others=yes Roof: A SSR 24 Galvalume Standard Color System Generated Not Applicable 51/0/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl.Ice Damming Wall: 1 Not Applicable Not Applicable Not Applicable Yes None No Yes Location: 2 Not Applicable Wall: 2 Not Applicable Not Applicable Not Applicable Yes None No Yes Location: 2 Not Applicable Wall: 3 Not Applicable Not Applicable Not Applicable Yes None No Yes Location: 2 Not Applicable Wall: 4 Not Applicable Not Applicable Not Applicable Yes None No Yes Location: 2 Not Applicable Roof: A Stainless Steel Capped Standard Option Ice Damming Yes Thermal Block No Yes CODE SUMMARY Section: CS-ID STATE & LOCAL BUILDING CODES Page 1 of 1 Idaho Revision & Date 5 (1/21) When printed, this document becomes uncontrolled. Verify current revision number with controlled, on-line document. Author: Myron Kottwitz Page 1 1/19/2022 Official Building Code Title: 2020 Idaho State Building Code State Code Website: Idaho Division of Building Safety Effective Date: January 1, 2021 Model Code Reference: IBC 18 State Amendments: State Amendments (See page 8 of linked document for IBC amendments.) Note that this is a “soft adoption” and some jurisdictions may still accept 2015 IBC design. ID Code Adoption Notice Code Overview and Interpretations: There are no official state structural amendments. Snow Loads (1608.0) The code rules indicate that snow loads are per ASCE7. However, much of the state is in a "CS" zone so the ASCE7 reference is not helpful. See the following document published by the Idaho Association of Building Officials. Design Load Guidelines Document and Revision History REV. # DATE NAME DESCRIPTION 0 9/01/2009 Allen Harrold Original document 1 01/10/2011 Al Harrold Update to IBC 09 2 09/17/2013 Al Harrold Update to IBC 12 3 06/26/2014 Al Harrold Added a link to the Interactive Ground Snow Load Map that was produced by the University of Idaho. 4 12/04/2017 Al Harrold Update to IBC 15 (Effective 1/1/18) 5 1/19/2022 Myron Kottwitz Update to IBC 18 (Effective 1/1/21) Job No: Page: Prepared By: Reviewed By: Rev:2.9 06/23 Ground Snow pg (psf) =50.0 Eave to ridge distance (windward side)W (ft) =70.0 Roof Pitch (leeward side) /12 =1 4.76° Unbalanced snow is not required for monoslope roofs (Risk Category) Occupancy =IBC Table 1604.5 Roof Exposure =Table 7.3-1 Terrain Category (Exposure) =Table 7.3-1 & Sect. 26.7.3 Thermal Condition =Table 7.3-2 Monoslope, Hip or Gabled Roof =7.3.4 & 7.5.1 Type of Roof Surface =7.4 & Fig. 7.4-1 Exposure factor Ce =1.0 7.3.1 & Table 7.3-1 Thermal factor Ct =1 7.3.2 & Table 7.3-2 Importance factor Is =1.0 7.3.3 & Table 1.5-2 Flat Roof Snow pf = 0.7 Ce Ct Is pg (psf) =35.0 Eq. 7.3-1 Minimum Snow pm (psf) =20.0 7.3.4 = 20*Is Slope factor Cs =1.000 Figure 7,4-1 and Commentary C7.4 Sloped Roof Snow ps = Cs pf (psf) =35.0 Eq. 7.4-1 Rain on Snow Surcharge =0.0 7.10 N/A Snow density  (pcf) =20.50 Eq. 7.7-1 20 Height of snow drift hd (ft) =0.00 Fig. 7.6-1 N/A ROOF SNOW LOAD pr (psf) =35.00 7.5.1 W= 70' 35 psf - Ext spans & 17.5 psf - Int spans 4.76°17.5 psf - Ext spans & 35 psf - Int spans 35 psf - Adj spans & 17.5 psf other spans Balanced 35.0 psf = hd /sqrt(S) Unbalanced - N/A 0 psf = Total (max.) Normal heated structure Monoslope Unobstructed Slippery Surfaces Unsymmetrical (II) Standard Partially Exposed Wind Exposure C Roof Snow Loading ROW 08/30/23Date: Partial Loading on Continuous Members Roof Snow Loading 2018 International Building Code ASCE 7-16 Chapter 7 DP Section 1.4.4 Case 3 Wind direction Case 1 Case 2 on purlins & frames 23-022291-01 Notes: Job No: Page: Date: Prepared By:ROW Reviewed By: Rev:2.9 06/23 Notes: ASD Load factor (0.6) is included in all loadings (pressure/suction) (Risk Category) Occupancy Width W (ft) =70 Basic Wind Speed Vult (mph) =115 Fig. 26.5-1B Exposure Category C Length L (ft) =190 Topographic Effects Envelope Eave Height He (ft) =19.125 Exposure Factor Kz =0.89 K1 =0.00 Internal Pressure Coeff.GCpi =0.18 Table 26.13-1 Roof Pitch /12 =1 = 4.76° Topographic Factor Kzt =1.00 K2 =0.00 Gust Factor G =0.85 Sect. 26.11.1 High Eave (ft) =25.0 Directionality Factor Kd =0.85 K3 =0.00 Site Elevation =0 Feet above S.L.Roof Shape Monoslope Ground Elev. Factor Ke =1.000 FALSE Velocity Pressure qh (psf) =25.71 Eq. 26.10-1 Mean Roof Height Hm (ft) =19.1 Height z (ft) =C&C Edge Zone a (ft) =7.0 qz (psf) =25.71 ROOF Wind Effective Area (ft2) =10 Figure 30.3-5A OVERHANG Zone +GCp -GCp GCpi Zone -GCp Suction +/-Coeff.p (psf)Coeff.p (psf)TRUE p (psf) 1 0.30 -1.10 0.18 0.48 7.4 -1.28 -19.7 AISI Red.0.67 1 -1.70 -26.2 2 0.30 -1.30 0.18 0.48 7.4 -1.48 -19.7 2 -2.30 -23.8 2'0.30 -1.60 0.18 0.48 7.4 -1.78 -19.7 2'-3.50 -36.2 3 0.30 -1.80 0.18 0.48 7.4 -1.98 -20.5 3 -3.20 -33.1 3'0.30 -2.60 0.18 0.48 7.4 -2.78 -28.7 3'-4.10 -42.4 WALLS Wind Effective Area (ft2) =10 Figure 30.3-1 Zone +GCp -GCp GCpi +/-Coeff.p (psf)Coeff.p (psf) 4 0.90 -0.99 0.18 1.08 16.7 -1.17 -18.0 5 0.90 -1.26 0.18 1.08 16.7 -1.44 -22.2 SECONDARY LOADING Tributary Width (ft) =5 Member Length (ft) =25 Trib. width used (ft2) =8.3 ROOF Wind Effective Area (ft2) =208.3 Figure 30.3-5A OVERHANG Zone +GCp -GCp GCpi Zone -GCp Suction +/-Coeff.p (psf)Coeff.p (psf)p (psf) 1 0.20 -1.10 0.18 0.38 5.9 -1.28 -19.7 1 -1.33 -20.5 2 0.20 -1.20 0.18 0.38 5.9 -1.38 -21.3 2 -1.37 -21.1 2'0.20 -1.50 0.18 0.38 5.9 -1.68 -25.9 2'-2.08 -32.2 3 0.20 -1.20 0.18 0.38 5.9 -1.38 -21.3 3 -1.57 -24.2 3'0.20 -1.60 0.18 0.38 5.9 -1.78 -27.5 3'-1.65 -25.4 Tributary Width (ft) =5 Member Length (ft) =25 Trib. width used (ft2) =8.3 WALLS Wind Effective Area (ft2) =208.3 Figure 30.3-1 Zone +GCp -GCp GCpi +/-Coeff.(psf)Coeff.p (psf) 4 0.69 -0.78 0.18 0.87 13.4 -0.96 -14.8 5 0.69 -0.84 0.18 0.87 13.4 -1.02 -15.7 Min. wind of ± 9.6 psf is required for wind-only LC Sect. 30.2.2 Suction Suction Pressure Wind C&C Wind Loading -Components & Cladding 23-022291-01 2018 International Building Code - ASD Design Basis 08/30/23 ASCE7-16: Ch. 30 DP 1.4.5 (II) Standard Enclosed Pressure Suction MINIMUM WIND LOAD - C&C PANEL LOADING Pressure Suction Pressure Standing Seam Roof Parapet Rev.: # of Spans  = L /60  = L /60 1 or 2 1.50 1.50 ------------ 1 or 2 2.00 2.00 ------------ 1 or 2 2.50 2.50 ------------ 1 or 2 3.00 3.00 ------------ 1 or 2 3.25 3.25 ------------ 1 or 2 3.50 3.50 ------------ 1 or 2 3.75 3.75 ------------ 1 or 2 4.00 4.00 ------------ 1 or 2 4.25 4.25 ------------ 1 or 2 4.50 4.50 ------------ 1 or 2 4.75 4.75 ------------ 1 or 2 5.00 5.00 ------------ 3 1.50 1.50 1.50 --------- 3 2.00 2.00 2.00 --------- 3 2.50 2.50 2.50 --------- 3 3.00 3.00 3.00 --------- 3 3.25 3.25 3.25 --------- 3 3.50 3.50 3.50 --------- 3 3.75 3.75 3.75 --------- 3 4.00 4.00 4.00 --------- 3 4.25 4.25 4.25 --------- 3 4.50 4.50 4.50 --------- 3 4.75 4.75 4.75 --------- 3 5.00 5.00 5.00 --------- ≥ 4 1.50 1.50 1.50 1.50 etc.--- ≥ 4 2.00 2.00 2.00 2.00 etc.--- ≥ 4 2.50 2.50 2.50 2.50 etc.--- ≥ 4 3.00 3.00 3.00 3.00 etc.--- ≥ 4 3.25 3.25 3.25 3.25 etc.--- ≥ 4 3.50 3.50 3.50 3.50 etc.--- ≥ 4 3.75 3.75 3.75 3.75 etc.--- ≥ 4 4.00 4.00 4.00 4.00 etc.--- ≥ 4 4.25 4.25 4.25 4.25 etc.--- ≥ 4 4.50 4.50 4.50 4.50 etc.--- ≥ 4 4.75 4.75 4.75 4.75 etc.--- ≥ 4 5.00 5.00 5.00 5.00 etc.--- in.0.929 ksi ksi 0.279 ksi psf 0.811 1.00 1285 298 0.7 Reviewed By: Span Lengths, ft. # 4# 1 Suction (-) Loads # 5 1.5 or 3 38 38 372 38 38 --- 1370 --- 2584 4087 5196 17536 202 4.75 or 9.5 4.50 4.5 or 9 5 or 10 43 43 41566 --- 38 439 516 38 38 202 1386 178 38 2069 Notes: Panel suction loads derieved from full scale ASTM E1592 tests. Refer to DP 25.5. Panel :24 Ga. 17.00 43 13.00 --- --- 43 2743 202 4338 202 15.00 16.00 10.50 2192 18.00 1122 13.50 187 10.00 6.00 15.00 974 82814.25 43 43 8.00 11772 44124 142 --- 710 47327904 --- --- 157 329 172 1156 --- 202 1827 2660 ASD 7/2/2021 816 4.25 or 8.5 --- 13930 5877 279 --- 43 43 376 6.00 3286 ---9.75 3.5 or 7 ASD - Panel Available Strength (psf) Connection VP Buildings 9293 22027 1734 Pressure (+) Loads Reference: 23-022291-01 Page: Date: Prepared By: 21 1 Equal Roof Support Spaces - Supported In VISION 2 or 4 (ft.) Panel 4 or 8 3 or 6 2.5 or 5 --- 178 178 --- 38 3.25 or 6.5 --- 3.75 or 7.5 178 38 ---3009 1097 --- DP 25.5 Deflection Deflection# 2 Panel# 3 24 Ga. SSR w/ Standard Clip Length 43 12.75 43 43 --- --- --- ---7.50 --- --- 9.00 43 --- --- --- 43 43 43 --- 38 43 38 --- 43 12.00 11.25 ROW 8/30/23 2166 27531741 189 4758 892 735 612 5678 178 11090 26286 232 348 465 1162 151 138 125 164 968 595 694 8978 Panel# 6 ASD - Available Strength 5515 2197 1786 18615 1539 202 3272 43 43 --- --- 202 12.00 14.00 3488 218 202 Fy =Ix (+) =0.2835 in.4 / ft. width E = 65 6027 9531 1390 2327 1. Panel available strength (resistance) load values are based on bending, shear, web crippling, combined bending and shear, and connection Web Crippling - End: Sx (-) =0.0749 in.3 / ft. width kips / ft. width panel 20.00 43 Allowable Strength = Allowable Strength = 3. Ix (+) used for (+) positive load deflections. Ix (-) used for (-) suction load deflections. lbs.per ft. width of panel from 0.06 in. secondary 2. Panel self-weight not included. Pullover Allowable Strength = Pullout Allowable Strength = 4. Load reduction factor =used for (-) suction deflection determinations. lbs. per ft. width of panel Fastener : #1/4-14 Clip Struct., Carbon Fastener Spacing = Weight =1.20 Flexure: Compression on Inside of Panel 29500 Fu = per foot width of panel kips / ft. width panelIx (-) =in.4 / ft. width Web Crippling - Int.: 0.1255 43 1472 1033 19.00 43 50 kips / ft. width panel --- strengths (resistances), as applicable, in accordance with the 2012 AISI Specification using ASD Allowable Strength Design format. tbase =0.023 Sx (+) =0.1093 Allowable Strength =in.3 / ft. width Shear: 1634 187 1940--- 43 Flexure: Compression on Outside of Panel 157 2824 172 1227 --- 1191753 43 ---142 --- 202 --- 879 202 3473 1309 1682 Job No. 1410 When printed, this document becomes uncontrolled. Verify current revision number with controlled, on-line document. Pressure: 8.608 Suction Interior: 19.03 Suction Side:19.03 Suction Edge Zone: 19.03 Suction Corner: 28.02 Roof A MATERIAL SPECIFICATIONS LOAD TABLES Refer to Trim Pamphlet for Material Availability PB R APPLICATION DETAILS TETON STEEL PBR 2380 E 24th N. | Idaho Falls, Idaho 83401 | 208.528.6600 Available Gauges: 26 (24 by Special Order) Weight: 2.67lbs/LnFt (26), 3.58lbs/LnFt (24) Substrate: G-90, Grade 80 (26), AZ50, Grade 50 (24) Available Materials: Painted & Galvalume Paint System: Storm ShieldTM, CeranamelTMXT- 40S, Certied Cool, Energy Star ® Rated, Silicone Modied Polyester Warranties: CeranamelTMXT-40S – 40 Years Galvalume – 20 years Minimum Slope: 3:12 .5:12 with Mastic Tape and Stitch Screws installed 1’0” up the panel at all overlaps Testing: t6-8JOE6QMJGU $MBTT t6-$MBTT)BJM*NQBDU t6-$MBTT"'JSF3BUJOH Fastener Guide: 8PPEGBTUTDSFXTBSFEFTJHOFEGPSVTFXJUI dimensional lumber. 8BGFSTDSFXTBSFEFTJHOFEGPSVTFXJUI QMZXPPETIFFUJOH 04# BOEXBGFSXPPE w minimum thickness) #12 Tek Screws are designed to be used with structural steel up to 3/16” in thickness Fastener Application: Screws are to be applied next to every rib and then up the panel, no more than 5’0”. On low TMPQFSPPGT .BTUJD5BQFNVTUCFBQQMJFE between the panel side laps with Stitch Screws installed every 1’0” up the panel. **At the eave or end laps, a double screw pattern should be used with screws applied to both sides of the rib* Please Note: It is the responsibility of the builder to ensure that purlins are adequately spaced to meet specic engineering requirements. *Notes: **Teton Steel is neither partially or solely responsible for improper installation or defects as a result of installation** Screw Patterns: EAVES & END LAPS 12” 36” Coverage 1¼” anti siphon groove 26 Gauge (0.0181"), Fy = 60 ksi, Fu = 61.5 ksi SPAN TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0 NEGATIVE WIND LOAD 133.48 75.08 48.05 33.37 24.52 18.77 14.83 LIVE LOAD/DEFLECTION 119.08 52.22 26.74 15.47 9.74 6.53 4.58 NEGATIVE WIND LOAD 114.41 66.59 43.33 30.37 22.44 17.24 13.66 LIVE LOAD/DEFLECTION 105.60 71.09 46.37 32.55 24.07 18.51 13.88 NEGATIVE WIND LOAD 138.49 81.62 53.46 37.61 27.86 21.44 17.00 LIVE LOAD/DEFLECTION 120.00 86.91 57.11 34.86 21.95 14.71 10.33 NEGATIVE WIND LOAD 130.70 76.70 50.12 35.22 26.06 20.05 15.89 LIVE LOAD/DEFLECTION 115.50 81.75 53.58 37.71 23.77 15.93 11.18 24 Gauge (0.0223"), Fy = 50 ksi, Fu = 60 ksi SPAN TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0 NEGATIVE WIND LOAD 126.37 71.08 45.49 31.59 23.21 17.77 14.04 LIVE LOAD/DEFLECTION 125.69 70.70 38.51 22.28 14.03 9.40 6.60 NEGATIVE WIND LOAD 120.59 69.04 44.56 31.09 22.91 17.57 13.90 LIVE LOAD/DEFLECTION 117.33 69.40 44.80 31.25 23.03 17.66 13.97 NEGATIVE WIND LOAD 148.17 85.44 55.34 38.68 28.53 21.90 17.34 LIVE LOAD/DEFLECTION 133.33 85.87 55.62 38.89 28.68 19.34 13.58 NEGATIVE WIND LOAD 139.13 80.03 51.77 36.16 26.66 20.46 16.19 LIVE LOAD/DEFLECTION 128.33 80.43 52.04 36.35 26.81 20.57 14.45 SPAN IN FEET 1-span 2-span 3-span 1-span 2-span 3-span 4-span 4-span LOAD TYPE LOAD TYPE SPAN IN FEET *Notes: 1. Strength Calculations based on the 2012 AISI Standard “North American Specication for the Design of Cold-formed Steel Structural Members.” 2. Allowable loads are applicable for uniform loading and spans without overhangs. 3. LIVE LOAD/DEFLECTION load capacities are for those loads that push the panel against its support. The applicable limit states are exure, shear, combined shear and exure, web crippling at end and interior supports, and a deection limit of L/180 under strength-level loads. 4. NEGATIVE WIND LOAD capacities are for those loads that pull the panel away from its supports. The applicable limit states are exure, shear, combined shear and exure, and a deection limit of L/60 under 10-year wind loading. 5. Panel pullover and Screw pullout capacity must be checked separately using the screws employed for each particular application when utilizing this load chart. 6. Eective yield strength has been determined in accordance with section A2.3.2 of the 2012 NAS specication. 7. The use of any accessories other than those provided by the manufacturer may damage panels, void all warranties and will void all engineering data. 8. This material is subject to change without notice please contact Teton Steel for most current data. 5IF&OHJOFFSJOHEBUBDPOUBJOFEIFSFJOJTGPSUIFFYQSFTTFEVTFPGDVTUPNFSTBOEEFTJHOQSPGFTTJPOBMT"MPOHXJUIUIJTEBUB  JUJTSFDPNNFOEFEUIBUUIFEFTJHOQSPGFTTJPOBMIBWFBDPQZPGUIFNPTUDVSSFOUWFSTJPOPGUIFNorth American Specication for the Design of Cold-Formed Steel Structural Members published by the American Iron and Steel *OTUJUVUFUPGBDJMJUBUFEFTJHO5IF4QFDJöDBUJPODPOUBJOTUIFEFTJHODSJUFSJBGPSDPMEGPSNFETUFFMDPNQPOFOUT"MPOHXJUIUIF 4QFDJöDBUJPO UIFEFTJHOFSTIPVMESFGFSFODFUIFNPTUDVSSFOUCVJMEJOHDPEFBQQMJDBCMFUPUIFQSPKFDUKPCTJUFJOPSEFSUP EFUFSNJOFFOWJSPONFOUBMMPBET*GGVSUIFSJOGPSNBUJPOPSHVJEBODFSFHBSEJOHDPMEGPSNFEEFTJHOQSBDUJDFTJTEFTJSFE QMFBTF DPOUBDUUIFNBOVGBDUVSFS Walls with 5 feet spacing girts and 3-4 span. Girts 17 gage (0.060) > 26 gauge (0.0181) Pressure: 16.66 Suction Interior: 18.05 Suction Endzone:22.22 23-022291 9/5/2023 ROW Eave Height =25 ft BWP = 25.723 psf Coefficients =0.79 (From ASCE 7-10 for Edge Zone - Enclosed) New BWP = 20.32117 psf Trib Width =7 ft Line Load = 142.25 plf Point Load =1778.10 lb (Apply to Weak Axis in VPC) w =85.35 plf Line Load (weak axis) e =7.5 in (d/2)+2 d =11 in Depth of Column bf =8in Flange Width tf =0.375 in Flange Thickness MT =53.343 lb (w*e) PF =58.192 plf MT/d LFM =54.555 K-in (PF*L2)/8 Sx =4.000 in (tf*bf2)/6 FBF =13.639 LFM/Sx Fb =33 ksi 0.6*Fy S.R. =0.41 FBF/Fb CSR From VPC =0.4 Total SR =0.81 < 1.03 (OK) Torsional Check Bluescope Buildings Job # Date Prepared by: Weak Axis & Torsion Check Auto User Input Weak Axis Loading on Corner Column Job/File # Page: Date: ROW Rev:3 Aug-2015 X Y Deflections X (+)X (-)Y (+)Y (-) Applied Force F (kips) =11.495 10.67 max (in)1.150 1.150 0.580 0.580 2 2 1 Center of Mass CM (ft) =13.0 35.0 avg (in)0.661 0.661 0.572 0.572 CM override >FALSE max/avg 1.74 1.74 1.01 1.01 Center of Rigidity CR (ft) =13.0 7.5 Ax 2.104 2.104 1.000 1.000 Horizontal Structural Irregularity (ASCE 7: Table 12.3-1) Inherent torsion Mt (k-ft) =0 -316 Ax override X-direction >> Type 1b irregularity J (k-ft2/in) =22625 Y-direction >> OK 5% Transverse Lines of Resistance (Frames || to Y-axis)1: direct 2: shear 3: +/-shear Shear Combined (+)Shear Combined (-)Amplified Combined Shear Longitudinal Load Contribution Design Force Bay (ft)FL xi (ft)Ky (k/in)x Ky xr (ft)xr 2 Ky shear inh. torsion accid. tors.Fyi+ (kips)y+ (in)Fyi- (kips)y-(in)Fyi+% (kips)Fyi-% (kips)Fyi+X (kips)Fyi-X (kips)Fyi max (kips) 1 0 9.321 0 13 1575 5.3 0.0 -0.1 5.3 0.56 5.4 0.58 5.3 5.4 -1.7 -1.7 5.9 26 2 26 9.321 242.346 -13 1575.249 5.3 0.0 0.1 5.4 0.58 5.3 0.56 5.4 5.3 1.7 1.7 5.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SUM>Length=26 18.642 242.346 3150 10.7 1.14 10.7 1.14 10.7 10.7 0.0 0.0 Longitudinal Lines of Resistance (Frames || to X-axis)1: direct 2: shear 3: +/-shear Shear Combined (+)Shear Combined (-)Amplified Combined Shear Transv. Loading Contribution Design Force Space (ft)FL yi (ft)Kx (k/in)y Kx yr (ft)yr 2 Kx shear inh. torsion accid. tors.Fxi+ (kips)x+ (in)Fxi- (kips)x-(in)Fxi+% (kips)Fxi-% (kips)Fxi+Y (kips)Fxi-Y (kips)Fxi max (kips) 1 0 37.18 0 7.48258 2082 10.3 -3.9 0.0 6.4 0.17 6.4 0.17 6.4 6.4 -0.2 0.2 2.1 70 2 70 4.45 311.5 -62.5174 17392.50112 1.2 3.9 0.0 5.1 1.15 5.1 1.15 5.1 5.1 0.2 -0.2 1.7 0 362.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SUM>Width=70 41.63 311.5 19474.17487 11.5 1.32 11.5 1.32 11.5 11.5 0.0 0.0 Notes: Design Tool Rigid Diaphragm Torsional Analysis for Seismic Design DP 5.3.1 Diaphragm Condition (Flexibility) MBMA Seismic Design Guide (1st Ed) - Design Example #3 09/08/23 23-02229-01 Prepared By: Reviewed By: None X Y X&Y OFFSET None X+Y%X% +Y X%+Y% Orthogonal Effects Import IBC/ASCE-7 NBC Canada Code Job: 23-022291-01 Date: 9-5-2023 Prepared By: ROW Seismic Category D Frame Weight Floor Area (Square Feet)=𝑆𝑜𝑞𝑎𝑙𝐹𝑞𝑎𝑙𝑒𝑞𝑤𝑞.−(𝐶𝑙𝑙𝑠𝑙𝑙𝑤𝑠+𝐸𝑙𝑑𝑙𝑙𝑠𝑠𝑤𝑠 2 ) 𝑆𝑞𝑞𝑎𝑞𝑒𝐹𝑒𝑒𝑞=32173−8700 13300 = 1.764 𝑝𝑠𝑓 Purlin Weight Roof Area (Square Feet)=21610 13346 = 1.619𝑝𝑠𝑓 Estimated (Frame + Purlin Weight) = (2.5 psf + 1.24) = 3.74 psf Actual Weight = (1.746psf + 1.619 psf) = 3.383 psf Actual Weight 3.383 psf < Estimated Weight 3.74 psf Job: 23-022291-01 Date: 9-5-2023 Prepared By: ROW Roof Diaphragm Check: Load case (1.0D + 0.7E>) Maximum roof diaphragm deflection: D = 1.45 - (1.61” + 0.33”)/2 = 0.48 inches Back Sidewall (OCBF, Rod) Deflection: Load case (1.0D + 0.7E>) OCBF = 0.32 inches Front Sidewall (OCBF, Rod) Deflection: Load case (1.0D + 0.7E>) PF = 1.61 inches AVG = 0.5(0.32 + 1.61) = 0.965 inches D > 2(AVG) 0.48” > 2(0.965”) 0.48” > 1.93” (Not Flexible) AVG > 0.5(D) 0.965” > 0.5(0.48”) 0.965” > 0.24” (Rigid) Roof Diaphragm is Rigid Job: 23-022291-01 Date: 9-5-2023 Prepared By: ROW Rigid Diaphragm Check Actual Weight = (Frame Wt. + Bracing Wt. + Secondary Wt. + Cover Wt.) Actual Weight = 32173 + 5675 + 31091 + 16274 = 85213 Actual Weight/ Floor Area = 85213/13300 = 6.406 psf Applied Force Y-Direction = Total Weight x Cs (Frames) = 85213 x 0.1253 = 10677.18 = 10.67 kips Applied Force X-Direction = Total Weight x Cs (Bracing) = 85213 x 0.1349 = 11495.23 = 11.495 kips Frame Report (K value from Frame report) Frame Line Frame Lateral Stiffness K(k/in) 4 9.321 5 9.321 From Bracing Analysis (Load Case 1.0D + 0.7E) Side Wall Max Deflection(in) Reactions P(k) K(k/in) 2 0.32 11.9 37.18 4 1.61 3.59*2 4.45 Transverse Design Force 4 5.9 5 5.9 Longitudinal Design Force 2 2.1 4 1.7 Job No. Page: Date: Prepared By:ROW Reviewed By: Rev:1 09/22 Member Properties Design Parameters Member length L ft 24.10 Flange width bf in 10 Flange thickness tf in 0.5 1 Web thickness tw in 0.1875 Zx (in 3) Depth:Left end d(1)in 12 …….63.2 Maximum Strength Ratio 1 Right end d(2)34 …….218.5 Yield strength Fy ksi 55 Conversion factor s 1.50 Material overstrength Ry 1.1 TRUE Weld Strength FALSE Filler metal strength FEXX ksi 70 Nominal strength Fw ksi 42 weld metal strength Seismic-force resisting system OMF Weld size aw in 0.125 SAW fillet weld (BBNA standard)Diaphragm condition Flexible Weld size - User 0 SAW fillet weld (User override)Member expected behavior is Min Inelastic Weld Effective Area Aw in 2 /in 0.0884 per Sec J2.2a Overstrength factor o 2.50 Resistance factor 0.75 Strain hardening factor 1.10 Weld Strength Rw kips/in 1.856 Design per AISC 360 (ASD) & AISC 341-16 Required Shear Strength Elastic Elastic Overstr.Inelastic (Shear normal to member axis)Non-Seismic Seismic Seismic Strength Left end FALSE V(1)kips 21.46 0.0 33.5 Right end TRUE V(2)kips 21.46 0.0 33.5 FALSE Reinforcing weld location Opposite Side Not Required L d v Strength Governing Case Fillet Weld ft in kips/in Ratio in/16 Start location 0.00 0.00 0.000 0.00 n/a End locoation 0.00 0.00 0.000 0.00 n/a Show >TRUE TRUE TRUE TRUE Governing Ratio (When Reinforcement Required) FALSE FALSE Notes : High Side Columns PTW Flange-to-Web Fillet Weld Submerged Arc Weld (SAW) Process … T-Joint 23-02229-01 09/05/23 Ref:nDP 3.5 ASD LRFD LSD (Canada) Design Method (Select) AISC 341-16 Section D1.6 Check Fixed Fixed 0 5 10 15 20 25 30 35 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0 50 100 150 200 250 300 Me m b e r D e p t h d ( i n ) Sh e a r F l o w S t r e n g t h R a t i o AP # along member length (from Start/Left end) Overstrength Included Capacity Limited Strength (Use where applicable) Elastic Non-Seismic (or Low Seismic)Elastic Seismic Seismic Overstrength Seismic Inelastic 9/5/2023 1:42 PM Job No. Page: Date: Prepared By:ROW Reviewed By: Rev:1 09/22 Member Properties Design Parameters Member length L ft 18.39 Flange width bf in 8 Flange thickness tf in 0.375 1 Web thickness tw in 0.1875 Zx (in 3) Depth:Left end d(1)in 12 …….40.8 Maximum Strength Ratio 1 Right end d(2)36 …….165.1 Yield strength Fy ksi 55 Conversion factor s 1.50 Material overstrength Ry 1.1 TRUE Weld Strength FALSE Filler metal strength FEXX ksi 70 Nominal strength Fw ksi 42 weld metal strength Seismic-force resisting system OMF Weld size aw in 0.125 SAW fillet weld (BBNA standard)Diaphragm condition Flexible Weld size - User 0 SAW fillet weld (User override)Member expected behavior is Min Inelastic Weld Effective Area Aw in 2 /in 0.0884 per Sec J2.2a Overstrength factor o 2.50 Resistance factor 0.75 Strain hardening factor 1.10 Weld Strength Rw kips/in 1.856 Design per AISC 360 (ASD) & AISC 341-16 Required Shear Strength Elastic Elastic Overstr.Inelastic (Shear normal to member axis)Non-Seismic Seismic Seismic Strength Left end FALSE V(1)kips 22 0.0 33.2 Right end TRUE V(2)kips 22 0.0 33.2 FALSE Reinforcing weld location Opposite Side Not Required L d v Strength Governing Case Fillet Weld ft in kips/in Ratio in/16 Start location 0.00 0.00 0.000 0.00 n/a End locoation 0.00 0.00 0.000 0.00 n/a Show >TRUE TRUE TRUE TRUE Governing Ratio (When Reinforcement Required) FALSE FALSE Notes : Low Side Columns PTW Flange-to-Web Fillet Weld Submerged Arc Weld (SAW) Process … T-Joint 23-02229-01 09/10/23 Ref:nDP 3.5 ASD LRFD LSD (Canada) Design Method (Select) AISC 341-16 Section D1.6 Check Fixed Fixed 0 5 10 15 20 25 30 35 40 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 0 10 20 30 40 50 60 70 80 90 Me m b e r D e p t h d ( i n ) Sh e a r F l o w S t r e n g t h R a t i o AP # along member length (from Start/Left end) Overstrength Included Capacity Limited Strength (Use where applicable) Elastic Non-Seismic (or Low Seismic)Elastic Seismic Seismic Overstrength Seismic Inelastic 9/10/2023 2:10 PM Torsional Bracing Check (Racking Forces) Accidental torsion Loads Case: 1.0D+0.6W2> 0.64+1.58+1.96+1.95+1.08+0.12+0.3+0.37+0.4+0.31= 8.71’-kips Torsional moment = Applied force x Eccentricity Eccentricity = center of force – center of resistance Center of Resistance from Wall 2 = [ 1.79x70’ + 5.12x0’ ] / 8.71k = 14.385’ Eccentricity = 70’/2 – 14.385’ = 20.614’ Torsional Moment = 8.71 k x 20.14’ = 179.55 ‘-k Racking Force = 179.55 ‘-k / 26’ bay = 6.9 k W2>= (8.1 k x 0.6)/2 = 2.43k (Frame Report -Sum of Forces with ReacƟons Check – Framing) 6.9k > 2.43k (NOT OK, MUST ADD LOAD TO FRAMES) in in Available bolt strength = 5.3 kips in k Loads shown are per fastener in k k k k k k k k k in stress ratio 1in in 1in 1 Washers are standard in (8) #1/4-14 SD Screws (55307) k k (2) WBBC2 Clip in Standard detail is (2) WBBC2 clips k in See SED BR06K3 Ref. DP 2.11.3 k stress ratio Alternate Flange Brace Connection Job No:23-022291-01 Page: KMA1 + WBBC2 Date:09/10/23 Prepared By:ROW Reviewed By: DesAid Revision 4.1 Notes:Frame at: 134'-4" (High Side Column) Purlin Bearing Strength 4 4 w/o Washer w/ Washer NOTES & WARNINGS 0.060 4.73 6.30 1 0.068 5.36 7.14 3 0.073 5.75 7.67 0.079 6.22 8.30 1.94 0.088 6.93 9.24 0.098 7.72 10.29 0.113 8.90 11.87 0.25 0.25 0.89 -0.42 in-k Ώ =2.5 26.00 in2 0.29 0.29 Ώ = Ǿ =0.29 0.29 0.290.29 3.0 Vc =1.89 0.89 k Ǿ = 2 2.16 k Stress ratio 1.02 0.72 k 0.4 stress ratio 0.30 k 0.99 V (ASD) T (ASD) 4 Purlin Bolt Forces ASD M =3.84 in-k 2.5 IBOLTS 4.50 in2 FALSE VM 1.28 k PH = 2.31 VH 0.58 k FB Force (PFB) =3.165 VV 0.54 k  =43 deg VBOLT 1.94 k Top 0.7505 rad 0.75 VBOLT 0.89 k Bottom Purlin Thickness (in)0.06 No. WBBC2 Clips 2 PV =2.16 0.75 Screw Pull-Out Strength DP 3.7 0.060 0.89 0.068 1.01 0.073 1.09 0.079 1.18 0.088 1.31 0.098 1.46 0.113 1.68 Clip Shear Rupture Strength V (ASD)4.00 0.79 Screw Pattern Data M = IFAS Screw Strength Pss = Pts =  KMA1 (t = .1345") PFB Washers? in in Available bolt strength = 5.3 kips in k Loads shown are per fastener in k k k k k k k k k in stress ratio 1in in 1in 1 Washers are standard in (8) #1/4-14 SD Screws (55307) k k (2) WBBC2 Clip in Standard detail is (2) WBBC2 clips k in See SED BR06K3 Ref. DP 2.11.3 k stress ratio Alternate Flange Brace Connection Job No:23-022291-01 Page: KMA1 + WBBC2 Date:09/10/23 Prepared By:ROW Reviewed By: DesAid Revision 4.1 Notes:Frame at: 163'-0" (High Side Column) Purlin Bearing Strength 4 4 w/o Washer w/ Washer NOTES & WARNINGS 0.060 4.73 6.30 1 0.068 5.36 7.14 3 0.073 5.75 7.67 0.079 6.22 8.30 2.48 0.088 6.93 9.24 0.098 7.72 10.29 0.113 8.90 11.87 0.31 0.30 1.17 0.65 in-k Ώ =2.5 26.00 in2 0.25 0.24 Ώ = Ǿ =0.35 0.35 0.350.35 3.0 Vc =3.09 1.46 k Ǿ = 2 2.69 k Stress ratio 0.80 0.90 k 0.39 stress ratio 0.49 k 0.64 V (ASD) T (ASD) 4 Purlin Bolt Forces ASD M =5.17 in-k 2.5 IBOLTS 4.50 in2 FALSE VM 1.72 k PH = 2.77 VH 0.69 k FB Force (PFB) =3.528 VV 0.55 k  =38.24 deg VBOLT 2.48 k Top 0.6674 rad 0.75 VBOLT 1.17 k Bottom Purlin Thickness (in)0.098 No. WBBC2 Clips 2 PV =2.18 0.75 Screw Pull-Out Strength DP 3.7 0.060 0.89 0.068 1.01 0.073 1.09 0.079 1.18 0.088 1.31 0.098 1.46 0.113 1.68 Clip Shear Rupture Strength V (ASD)4.00 0.88 Screw Pattern Data M = IFAS Screw Strength Pss = Pts =  KMA1 (t = .1345") PFB Washers?