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Home My WebLink AboutSTRUCTURAL DESIGN - 23-00218 - Tom Luthy Storage - Shell OnlyDate: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 1 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Luthy 60x100x20 (LS)/25x26 Name: Titan-Luthy 60x100 Builder PO #: Jobsite: South Hwy 191 City, State: Rexburg, Idaho 83440 County: Madison Country: United States TABLE OF CONTENTS Building Loading - Expanded Report ................................................................................................................................................ 2 Bracing - Summary Report ............................................................................................................................................................. 18 Secondary - Summary Report ......................................................................................................................................................... 62 Framing - Summary Report ............................................................................................................................................................ 87 Covering - Summary Report ......................................................................................................................................................... 145 Appendix ..................................................................................................................................................................................... 151 06/27/2023 BlueScope Buildings North America 7031 Albert Pick Road - Suite 200 Greensboro, NC 27409 Christopher J. Falin Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 2 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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):3.80 psf - USR Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description 3:1 D 5.562 psf Entire Frm Covering Weight - 26 Panel Rib 0.91 + Liner Weight - 26 Panel Rib 0.91 + Secondary Weight 3.74 : Wall: 3, Canopy: 1 3:1 D 1.820 psf Entire Pur Covering Weight -26 Panel Rib 0.91 + Liner Weight -26 Panel Rib 0.91 : Wall: 3, Canopy: 1 A D 2.021 psf Entire Frm Covering Weight - 26 Panel Rib 0.91 + Secondary Weight 1.11 : Roof: A A D 0.910 psf Entire Pur Covering Weight -26 Panel Rib 0.91 : Roof: A Roof Live Load Roof Live Load: 20.00 psf Not Reducible Wind Load Wind Speed: Vult: 115.00 (Vasd: 89.08) mph Gust Factor: G: 1.0000 Wind Enclosure: Enclosed Least Horiz. Dimension: 85/0/0 Height Used: 20/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windborne Debris Region Site Elevation: 4858.0 ft Parts / Portions Zone Strip Width: Primary Zone Strip Width: 2a: 16/0/0 Walls, a: 8/0/0 Roof(s), 0.6h: N/A Topographic Factor: Kzt: 1.0000 Directionality Factor: Kd: 0.8500 The 'Envelope Procedure' is Used Ground Elevation Factor: Ke: 0.8387 Parts and Portions Primaries Parts Wind Exposure Factor: 0.902 Primaries Wind Exposure: C - Kz: 0.902 Velocity Pressure (C&C): qz:21.77 psf Velocity Pressure: qz: 21.77 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)Obstructed or Not Slippery Snow Accumulation Factor: 1.000 Slope Reduction: Cs: 1.00 Snow Importance: Is: 1.000 Slope Used: 2.386 deg. ( 0.5000:12 ) Ground / Roof Conversion: 0.70 Snow Load @ Wall: 3 - Canopy: 1 Ground Snow Load: 50.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Flat Roof Snow: 42.00 psf Thermal Category (Factor): Unheated (1.20) Snow Uniform 70.00 psf Obstructed or Not Slippery Specified Minimum Roof Snow: 35.00 psf (USR)Rain Surcharge: 0.00 Snow Accumulation Factor: 1.000 Slope Reduction: 1.00 Snow Importance: 1.000 Slope Used: 2.386 ( 0.5000:12 ) Ground / Roof Conversion: 0.70 Snow Drift on Roof A Snow Drift Number: 1 Snow Drift (from Wall 1, Shape Shop) Basic Snow Density: 20.50 lb/ft3 Average Height: 2/3/6 Snow Uniform: 1/8/8 Upper Roof Slope: 0.000 ( 0.0000:12 ) Start -74/0/0 End 0/0/0 Wall Start Height: 2/3/6 Wall End Height: 2/3/6 Snow Drift Height: 0/6/14 Snow Drift Height: 0/6/14 Snow Drift Width: 4/7/2 Snow Drift Width: 4/7/2 Upper Roof Width: 63/0/0 Upper Roof Width: 63/0/0 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 11.77 psf Drifting Snow: 11.77 psf Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 3 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Max Applied Drift Load: 46.77 psf Max Applied Drift Load: 46.77 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof A Snow Drift Number: 2 Snow Drift (from Wall 1, Shape Shop) Basic Snow Density: 20.50 lb/ft3 Average Height: 2/1/14 Snow Uniform: 1/8/8 Upper Roof Slope: 0.000 ( 0.0000:12 ) Start -74/0/0 End -74/0/0 Wall Start Height: 1/6/6 Wall End Height: 2/9/6 Snow Drift Height: 0/0/0 Snow Drift Height: 1/0/14 Snow Drift Width: 0/0/0 Snow Drift Width: 8/7/2 Upper Roof Width: 100/0/0 Upper Roof Width: 100/0/0 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 0.00 psf Drifting Snow: 22.02 psf Max Applied Drift Load: 35.00 psf Max Applied Drift Load: 57.02 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof A Snow Drift Number: 3 Snow Drift (from Wall 1, Shape Shop) Basic Snow Density: 20.50 lb/ft3 Average Height: 2/10/14 Snow Uniform: 1/8/8 Upper Roof Slope: 0.000 ( 0.0000:12 ) Start -74/0/0 End -74/0/0 Wall Start Height: 2/3/6 Wall End Height: 3/6/6 Snow Drift Height: 0/6/14 Snow Drift Height: 1/9/14 Snow Drift Width: 4/7/2 Snow Drift Width: 14/7/2 Upper Roof Width: 100/0/0 Upper Roof Width: 100/0/0 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 11.77 psf Drifting Snow: 37.39 psf Max Applied Drift Load: 46.77 psf Max Applied Drift Load: 72.39 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof A Snow Drift Number: 4 Snow Drift (from Wall 1, Shape Shop) Basic Snow Density: 20.50 lb/ft3 Average Height: 2/0/0 Snow Uniform: 1/8/8 Upper Roof Slope: 0.000 ( 0.0000:12 ) Start 26/0/0 End 26/0/0 Wall Start Height: 1/5/8 Wall End Height: 2/6/8 Snow Drift Height: 0/0/0 Snow Drift Height: 0/10/0 Snow Drift Width: 0/0/0 Snow Drift Width: 6/8/2 Upper Roof Width: 100/0/0 Upper Roof Width: 100/0/0 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 0.00 psf Drifting Snow: 17.10 psf Max Applied Drift Load: 35.00 psf Max Applied Drift Load: 52.10 psf Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Snow Drift on Roof A Snow Drift Number: 5 Snow Drift (from Wall 1, Shape Shop) Basic Snow Density: 20.50 lb/ft3 Average Height: 1/9/2 Snow Uniform: 1/8/8 Upper Roof Slope: 0.000 ( 0.0000:12 ) Start 0/0/0 End 0/0/0 Wall Start Height: 1/2/14 Wall End Height: 2/3/6 Snow Drift Height: 0/0/0 Snow Drift Height: 0/6/14 Snow Drift Width: 0/0/0 Snow Drift Width: 4/7/2 Upper Roof Width: 26/0/0 Upper Roof Width: 26/0/0 Sliding Snow: 0.00 psf Sliding Snow: 0.00 psf Drifting Snow: 0.00 psf Drifting Snow: 11.77 psf Max Applied Drift Load: 35.00 psf Max Applied Drift Load: 46.77 psf Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 4 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Truncated Snow: 0.00 psf Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Truncated Width: 0/0/0 Proximity: 0/0/0 Proximity: 0/0/0 Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 37.00 %g Ordinary Steel Moment Frames Mapped MCE Acceleration: S1: 14.20 %g Redundancy Factor: Rho: 1.30 -USR Site Class: Stiff soil (D)-Default Fundamental Period: Ta: 0.3292 Seismic Importance: Ie: 1.000 R-Factor: 3.50 Design Acceleration Parameter: Sds: 0.3710 Overstrength Factor: Omega: 3.00 Design Acceleration Parameter: Sd1: 0.2192 Deflection Amplification Factor: Cd: 3.00 Seismic Design Category: D Base Shear: V: 0.1060x W % Snow Used in Seismic: 20.00 -USR Seismic Snow Load: 7.00 psf Longitudinal Direction Parameters Diaphragm Condition: Rigid Ordinary Steel Moment Frames Fundamental Period Height Used: 21/9/4 Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060x W Side Type Mag Units Shape Applied to Description 1 E 4.700 k Point Frm Rigid diaphragm load 1 E 0.096 psf Entire Frm Brc Seismic: Covering Weight -26 Panel Rib 0.91 : Wall: 1 1 E 8.798 psf Rect Frm Brc Seismic: Covering Weight - 83.00 NBVP - Masonry : Wall: 1 1 E 0.096 psf Rect Frm Brc Seismic: Covering Weight -26 Panel Rib 0.91 : Wall: 1 1 E 0.085 psf Rect Frm Brc Seismic: Secondary Weight 0.81 : Wall: 1 2 E 0.096 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib 0.91 : Wall: 2 2 E 8.798 psf Rect Frm Brc Seismic: Covering Weight -83.00 NBVP -Masonry : Wall: 2 2 E 8.798 psf Rect Frm Brc Seismic: Covering Weight -83.00 NBVP -Masonry : Wall: 2 2 E 0.096 psf Rect Frm Brc Seismic: Covering Weight - 26 Panel Rib 0.91 : Wall: 2 2 E 0.096 psf Rect Frm Brc Seismic: Covering Weight -26 Panel Rib 0.91 : Wall: 2 2 E 0.068 psf Spec Frm Brc Seismic: Secondary Weight 0.64 : Wall: 2 3 E 0.096 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib 0.91 : Wall: 3 3 E 8.798 psf Rect Frm Brc Seismic: Covering Weight -83.00 NBVP -Masonry : Wall: 3 3 E 0.096 psf Rect Frm Brc Seismic: Secondary Weight 0.91 : Wall: 3 3:1 E 2.794 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib 0.91 + Liner Weight - 26 Panel Rib 0.91 + Secondary Weight 3.74 + 14.000 Snow + (Includes 3.000 Collateral 3.800 Frame Weight) : Wall: 3, Canopy: 1 3:1 E 2.794 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib 0.91 + Liner Weight - 26 Panel Rib 0.91 + Secondary Weight 3.74 + 14.000 Snow + (Includes 3.000 Collateral 3.800 Frame Weight) : Wall: 3, Canopy: 1 4 E 0.096 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib 0.91 : Wall: 4 4 E 8.798 psf Rect Frm Brc Seismic: Covering Weight -83.00 NBVP -Masonry : Wall: 4 4 E 8.798 psf Rect Frm Brc Seismic: Covering Weight -83.00 NBVP -Masonry : Wall: 4 4 E 0.096 psf Rect Frm Brc Seismic: Covering Weight - 26 Panel Rib 0.91 : Wall: 4 4 E 0.095 psf Spec Frm Brc Seismic: Secondary Weight 0.90 : Wall: 4 5 E 0.096 psf Entire Frm Brc Seismic: Covering Weight -26 Panel Rib 0.91 : Wall: 5 5 E 8.798 psf Rect Frm Brc Seismic: Covering Weight - 83.00 NBVP - Masonry : Wall: 5 5 E 0.096 psf Rect Frm Brc Seismic: Covering Weight -26 Panel Rib 0.91 : Wall: 5 5 E 0.102 psf Rect Frm Brc Seismic: Secondary Weight 0.96 : Wall: 5 6 E 0.096 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib 0.91 : Wall: 6 6 E 8.798 psf Rect Frm Brc Seismic: Covering Weight -83.00 NBVP -Masonry : Wall: 6 6 E 0.096 psf Rect Frm Brc Seismic: Covering Weight -26 Panel Rib 0.91 : Wall: 6 6 E 0.156 psf Spec Frm Brc Seismic: Secondary Weight 1.47 : Wall: 6 A E 0.700 k Point Brc Rigid Diaphragm load A E 0.300 k Point Brc Rigid Diaphragm load A E 0.300 k Point Brc Rigid Diaphragm load A E 1.677 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib 0.91 + Secondary Weight 1.11 + 7.000 Snow + (Includes 3.000 Collateral 3.800 Frame Weight) : Roof: A A E 1.677 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib 0.91 + Secondary Weight 1.11 + 7.000 Snow + (Includes 3.000 Collateral 3.800 Frame Weight) : Roof: A A E 6.360 plf Line Frm Brc Pur Seismic Effect From Hanging Load : Roof: A A E 2.120 plf Line Frm Brc Pur Seismic Effect From Hanging Load : Roof: A A E 6.360 plf Line Frm Brc Pur Seismic Effect From Hanging Load : Roof: A Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 5 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 A E 6.360 plf Line Frm Brc Pur Seismic Effect From Hanging Load : Roof: A A E 6.360 plf Line Frm Brc Pur Seismic Effect From Hanging 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 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 4) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 4) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 3 12 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 13 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 14 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 15 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 16 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 17 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 18 System 1.000 0.6 MW MW - Wall: 1 19 System 1.000 0.6 MW MW -Wall: 2 20 System 1.000 0.6 MW MW -Wall: 3 21 System 1.000 0.6 MW MW - Wall: 4 22 System 1.000 0.6 MW MW -Wall: 5 23 System 1.000 0.6 MW MW -Wall: 6 24 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 25 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 26 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 27 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 28 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 29 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 36 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 37 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 38 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 39 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 40 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 41 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 42 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 46 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 47 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 48 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 49 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 50 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 51 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 52 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 53 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 6 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 60 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2> 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 63 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 64 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 70 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 71 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 72 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 73 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 75 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 78 System Derived 1.000 0.6 MWB MWB -Wall: 1 79 System Derived 1.000 0.6 MWB MWB -Wall: 2 80 System Derived 1.000 0.6 MWB MWB - Wall: 3 81 System Derived 1.000 0.6 MWB MWB -Wall: 4 82 System Derived 1.000 0.6 MWB MWB -Wall: 5 83 System Derived 1.000 0.6 MWB MWB - Wall: 6 84 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 86 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 87 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 88 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 89 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB>D + CU + E> + EG- + EB> 90 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 92 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> 93 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> 94 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> 95 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> 96 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 97 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 98 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 99 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 100 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 101 OMF Connection 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+ 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 118 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 119 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 7 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 0.6 MW MW - Wall: 5 14 System 1.000 0.6 MW MW -Wall: 6 15 System 1.000 1.0 D + 0.7 E>D + E> 16 System 1.000 1.0 D + 0.7 <E D + <E 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3>D + CG + W3> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 23 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4>D + CG + W4> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3>D + CU + W3> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 31 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4>D + CU + W4> 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3>D + CG + S + W3> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W3 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4>D + CG + S + W4> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 41 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+D + CG + E> + EG+ 42 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+D + CG + <E + EG+ 43 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG-D + CG + E> + EG- 44 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG-D + CG + <E + EG- 45 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 E> + 0.525 EG+D + CG + S + E> + EG+ 46 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 + 1.0 SD D + CG + S + SD 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 4 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 7) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 7) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 3 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 4 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 5 12 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 6 13 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB1>D + CG + W1> + WB1> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1>D + CG + <W2 + WB1> 15 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1>D + CU + W1> + WB1> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB1>D + CU + <W2 + WB1> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 8 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 17 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1>D + CG + S + W1> + WB1> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1>D + CG + S + <W2 + WB1> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB1 D + CG + W1> + <WB1 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB1 21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB1 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB1 D + CU + <W2 + <WB1 23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB1 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB1 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2>D + CG + W1> + WB2> 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2>D + CG + <W2 + WB2> 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2>D + CU + W1> + WB2> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2>D + CU + <W2 + WB2> 29 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2>D + CG + S + W1> + WB2> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2>D + CG + S + <W2 + WB2> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 D + CG + W1> + <WB2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB2 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB2 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3>D + CG + W1> + WB3> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3>D + CG + <W2 + WB3> 39 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3>D + CU + W1> + WB3> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3>D + CU + <W2 + WB3> 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3>D + CG + S + W1> + WB3> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3>D + CG + S + <W2 + WB3> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 D + CG + W1> + <WB3 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB3 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB3 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4>D + CG + W1> + WB4> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4>D + CG + <W2 + WB4> 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4>D + CU + W1> + WB4> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4>D + CU + <W2 + WB4> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4>D + CG + S + W1> + WB4> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4>D + CG + S + <W2 + WB4> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 D + CG + W1> + <WB4 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB4 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 61 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 EB> + 0.525 EG+D + CG + S + EB> + EG+ 62 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+D + CG + EB> + EG+ 63 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG-D + CU + EB> + EG- 64 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <EB + 0.525 EG+D + CG + S + <EB + EG+ 65 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+D + CG + <EB + EG+ 66 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 + 1.0 SD D + S + SD 2 System 1.000 1.0 D + 1.0 S D + S 3 System 1.000 1.0 D + 0.6 <W2 D + <W2 4 System 1.000 0.6 D + 0.6 W1>D + W1> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 9 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 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 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 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 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 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 10 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 <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 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 11 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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. 1 PT k E Rigid diaphragm load 4.70 25/0/0 21/6/0 Y N N N N N IN OF A LN plf CG Hanging Load 60.00 -50/0/0 25/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 60.00 0/0/0 25/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 20.00 -74/0/0 85/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 20.00 26/0/0 85/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 60.00 0/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 60.00 26/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 60.00 1/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 60.00 1/0/0 25/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 60.00 25/0/0 0/0/0 Y N N Y N N IN OF A LN plf CG Hanging Load 60.00 25/0/0 25/0/0 Y N N Y N N IN OF A PT k E Rigid Diaphragm load 0.70 -10/0/0 85/0/0 N Y N N N N RIGHT OF A PT k E Rigid Diaphragm load 0.30 -10/0/0 25/0/0 N Y N N N N RIGHT OF A PT k E Rigid Diaphragm load 0.30 12/6/0 0/0/0 N Y N N N N RIGHT OF Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 12 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 WPL Weak Axis Load 2.30 8/7/3 NA NA N IN 1.000 WA 1 k WPR Weak Axis Load -2.30 8/7/3 NA NA N OUT 1.000 WA 2 p CG Hanging Load->Resolved From Plane -260.42 85/0/0 NA NA N DOWN 1.000 OF 2 p CG Hanging Load->Resolved From Plane -781.25 0/0/0 NA NA N DOWN 1.000 OF 4 k WPL Weak Axis Load 2.70 6/1/0 NA NA N IN 1.000 WA 4 k WPR Weak Axis Load -2.70 6/1/0 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. 2 plf CG Hanging Load->Resolved From Plane -60.00 0/0/0 -60.00 25/0/0 N DOWN 1.000 OF 1 2 2 4 10 0 0 20 0 0 20 0 1 20 0 2 10000 30 0 1 6 15'-0"15'-0"15'-0"15'-0"25'-0" 85'-0" 20 ' - 0 " 23 ' - 6 1 / 2 " X Y A JEBCGJ Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 13 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 User Defined Frame Point Loads for Cross Section: 2 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 2 k W1> Parapet Shear load -1.50 26/0/0 NA NA N LEFT 1.000 OF 2 k W2>Parapet Shear load -1.50 26/0/0 NA NA N LEFT 1.000 OF 2 k <W1 Parapet Shear load 1.50 26/0/0 NA NA N RIGHT 1.000 OF 2 k <W2 Parapet Shear load 1.50 26/0/0 NA NA N RIGHT 1.000 OF 2 in-k W1>Parapet Moment load 16.64 26/0/0 NA NA N OUT 1.000 OF 2 in-k W2>Parapet Moment load 16.64 26/0/0 NA NA N OUT 1.000 OF 2 in-k <W1 Parapet Moment load -16.64 26/0/0 NA NA N IN 1.000 OF 2 in-k <W2 Parapet Moment load -16.64 26/0/0 NA NA N IN 1.000 OF 2 p CG Hanging Load->Resolved From Plane -490.00 85/0/0 NA NA N DOWN 1.000 OF 2 p CG Hanging Load->Resolved From Plane -781.25 0/0/0 NA NA N DOWN 1.000 OF 4 k WPL Weak Axis Load 2.70 6/1/0 NA NA N IN 1.000 WA 4 k WPR Weak Axis Load -2.70 6/1/0 NA NA N OUT 1.000 WA 1001 k WPL Weak Axis Load 4.90 11/3/0 NA NA N IN 1.000 WA 1001 k WPR Weak Axis Load -4.90 11/3/0 NA NA N OUT 1.000 WA 1001 k D Parapet post weight -0.50 20/0/0 NA NA N DOWN 1.000 OF User Defined Frame Line Loads for Cross Section: 2 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir. Coef.Loc. 2 plf CG Hanging Load->Resolved From Plane -60.00 0/0/0 -60.00 25/0/0 N DOWN 1.000 OF 1 222 4 10 0 0 10 0 1 10000 30 0 1 6 35'-0"24'-0"26'-0" 85'-0" 20 ' - 0 " 23 ' - 6 1 / 2 " X Y A JDFJ Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 14 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 User Defined Frame Point Loads for Cross Section: 3 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 3 p CG Hanging Load->Resolved From Plane -500.00 59/11/12 NA NA N DOWN 1.000 OF 1 33 4 10 0 0 10000 30 0 0 0 35'-0"25'-0" 60'-0" 20 ' - 0 " 22 ' - 6 " X Y A GDG Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 15 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 User Defined Frame Point Loads for Cross Section: 4 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 3 p CG Hanging Load->Resolved From Plane -490.00 59/11/12 NA NA N DOWN 1.000 OF 4 k E>Rigid diaphragm load->Resolved From Plane -4.70 21/6/0 NA NA N LEFT 1.000 OF 4 k <E Rigid diaphragm load->Resolved From Plane 4.70 21/6/0 NA NA N RIGHT 1.000 OF 1 3 4 10000 30 0 0 0 60'-0" 20 ' - 0 " 22 ' - 6 " X Y A GG Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 16 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 WPL Weak Axis Load 2.30 8/7/3 NA NA N IN 1.000 WA 1 k WPR Weak Axis Load -2.30 8/7/3 NA NA N OUT 1.000 WA 1 k D Parapet weight -0.50 17/3/0 NA NA N DOWN 1.000 OF 1 k WPL Parapet Wind load 2.20 17/6/0 NA NA N IN 1.000 WA 1 k WPR Parapet Wind load -2.20 17/6/0 NA NA N OUT 1.000 WA 3 p CG Hanging Load->Resolved From Plane -260.42 59/11/12 NA NA N DOWN 1.000 OF 1000 k D Parapet post weight -0.50 18/3/0 NA NA N DOWN 1.000 OF 1000 k <W1 Parapet wind load 4.50 18/6/0 NA NA N RIGHT 1.000 OF 1000 k <W2 Parapet wind load 4.50 18/6/0 NA NA N RIGHT 1.000 OF 1000 k W1> Parapet wind load -4.50 18/6/0 NA NA N LEFT 1.000 OF 1000 k W2>Parapet wind load -4.50 18/6/0 NA NA N LEFT 1.000 OF 1 33 4 10 0 0 20 0 0 20 0 1 100 00 30 0 0 0 15'-0"15'-0"15'-0"15'-0" 60'-0" 20 ' - 0 " 22 ' - 6 " X Y A GCBEG Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 17 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 1 74'-0" 1'-0"24'-0"25'-0"24'-0" 2 60 ' - 0 " 3 100'-0" 45'- 0 1 /8 " 40 ' - 0 1 / 8 " 35 ' - 0 " 24 ' - 0 " 26 ' - 0 " 35 ' - 0 " 25 ' - 0 " 30 ' - 0 3 / 1 6 " 3 0'-0 3/16" 4 85 ' - 0 " 5 26'-0" 1'-0"24'-0"1'-0" 6 25 ' - 0 " A BL B C D E FG BL J BL 5 BL 4 3 2 BL 1 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: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 18 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: 2.02 psf Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.80 psf -USR 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: 37.00 %g Primaries Wind Exposure: C -Kz: 0.902 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 14.20 %g Parts Wind Exposure Factor: 0.902 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: 0.3710 Ground Elevation Factor: Ke: 0.8387 Snow Importance: Is:1.000 Design Acceleration Parameter: Sd1: 0.2192 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 Obstructed or Not Slippery % Snow Used in Seismic: 20.00 -USR Site Elevation: 4858.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 16/0/0 Fundamental Period Height Used: 21/9/4 Parts / Portions Zone Strip Width: Walls, a: 8/0/0 Transverse Direction Parameters Roof(s), 0.6h: N/A Ordinary Steel Moment Frames Velocity Pressure: qz: 21.77, (C&C) 21.77 psf Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 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: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 19 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 0.6 MW MW - Wall: 5 14 System 1.000 0.6 MW MW -Wall: 6 15 System 1.000 1.0 D + 0.7 E>D + E> 16 System 1.000 1.0 D + 0.7 <E D + <E 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3>D + CG + W3> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 23 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4>D + CG + W4> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3>D + CU + W3> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 31 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4>D + CU + W4> 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3>D + CG + S + W3> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG + S + <W3 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4>D + CG + S + W4> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 41 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+D + CG + E> + EG+ 42 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+D + CG + <E + EG+ 43 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG-D + CG + E> + EG- 44 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG-D + CG + <E + EG- 45 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 E> + 0.525 EG+D + CG + S + E> + EG+ 46 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: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 20 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 (1) 2.13 (2) 3.99 (3) 3.45 (4) 3.59 (5) 2.17 (6) 4.5103RT2805(1 ) -1 .2 9 (W )03RT2805 (2) -1.11 (E) (7) 3.9903RS2900(3 ) -0 .8 5 (W )03RS2900 (4) -0.90 (W) (8) 4.6203RS2900(5 ) -2 .0 0 (W )03RS2900 (6) -2.18 (W) (9) 6.9504RT2903(7 ) -3 .3 8 (W )04RT2903 (8) -3.75 (W) (10) 4.30 (11) 5.80 (12) 0.89 (13) 0.77 (14) 0.80 (15) 1.04 (16) 1.91 0 3 R U 3 3 0 3 (9) -1.2 8 (W ) 0 3 R U 3 3 0 3 (1 0) -0.9 9 ( W ) 3BSA2200714 (17) 3.9603RT2801(1 1 ) -1 .1 6 (W )03RT2801 (12) -1.07 (E) (18) 2.5803RS2801(1 3 ) -0 .7 9 (W )03RS2801(14) -0.87 (W) (19) 3.1503RS2801(1 5 ) -2 .0 0 (W )03RS2801(16) -2.22 (W) (20) 5.1604RT2805(1 7 ) -3 .3 6 (W )04RT2805(18) -3.77 (W) (21) 5.25 1'-0"24'-0"25'-0"24'-0"1'-0"24'-0"1'-0" 25 ' - 0 1 / 4 " 1' - 0 " 14 ' - 0 1 / 8 " 10 ' - 0 1 / 8 " 4' - 1 0 5 / 1 6 " 1" 3/ 4 " 15 ' - 0 1 / 8 " 15 ' - 0 1 / 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 0.375 28.36 30.1 -1.29 1.0000 1.0000 0.505 0.6MW Wall 2 passed 2 R 0.375 28.36 30.1 -1.11 1.0000 1.0000 0.432 1.0D+1.0CG+0.7<E+0.7EG+ passed 3 R 0.375 28.96 27.9 -0.85 1.0000 1.0000 0.332 1.0D+0.6<W1 passed 4 R 0.375 28.96 27.9 -0.90 1.0000 1.0000 0.351 1.0D+1.0CG+0.6W2>passed 5 R 0.375 28.96 27.9 -2.00 1.0000 1.0000 0.783 1.0D+1.0CG+0.6<W4 passed 6 R 0.375 28.96 27.9 -2.18 1.0000 1.0000 0.854 1.0D+1.0CG+0.6W3>passed 7 R 0.5 29.20 32.8 -3.38 1.0000 1.0000 0.737 1.0D+1.0CG+0.6<W3 passed 8 R 0.5 29.20 32.8 -3.75 1.0000 1.0000 0.817 1.0D+1.0CG+0.6W4>passed 9 R 0.375 33.22 46.2 -1.28 1.0000 1.0000 0.501 0.6MW Wall 2 passed 10 R 0.375 33.22 46.2 -0.99 1.0000 1.0000 0.387 0.6MW Wall 6 passed 11 R 0.375 28.06 31.1 -1.16 1.0000 1.0000 0.455 0.6MW Wall 2 passed 12 R 0.375 28.06 31.1 -1.07 1.0000 1.0000 0.417 1.0D+1.0CG+0.7<E+0.7EG+passed 13 R 0.375 28.08 28.9 -0.79 1.0000 1.0000 0.309 0.6D+0.6CU+0.6<W3 passed 14 R 0.375 28.08 28.9 -0.87 1.0000 1.0000 0.339 1.0D+1.0CG+0.6W2>passed 15 R 0.375 28.08 28.9 -2.00 1.0000 1.0000 0.783 1.0D+1.0CG+0.6<W3 passed 16 R 0.375 28.08 28.9 -2.22 1.0000 1.0000 0.868 1.0D+1.0CG+0.6W3>passed 17 R 0.5 28.35 33.8 -3.36 1.0000 1.0000 0.733 1.0D+1.0CG+0.6<W4 passed 18 R 0.5 28.35 33.8 -3.77 1.0000 1.0000 0.821 1.0D+1.0CG+0.6W3>passed Mem.End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 30.1 deg, flange offset = 6.986 in., SQW To Web and Clip Weld 3/16" 1-side Fillet Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 2.16, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 21 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 2 Left Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 2.21, 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 Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 30.1 deg, flange offset = 7.111 in., SQW To Web and Clip Weld 3/16" 1-side Fillet 3 Left Slot: Web Thk = 0.188, Load Case 1.0D+0.6<W1, Factored F = 0.85, 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 = 0.134, Load Case 1.0D+0.6<W1, Factored F = 0.85, 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. 4 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.6W2>, Factored F = 0.90, 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 = 0.134, Load Case 1.0D+1.0CG+0.6W2>, Factored F = 0.90, 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. 5 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 2.27, 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 = 2.27, 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. 6 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 2.20, 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 = 2.20, 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 Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 4.63, 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 Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 31.6 deg, flange offset = 7.049 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 = 31.6 deg, flange offset = 7.049 in., SQW To Web and Clip Weld 3/16" 1-side Fillet Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 4.57, 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. 9 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 46.2 deg, flange offset = 7.049 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 = 46.2 deg, flange offset = 5.000 in., SQWTo Web and Clip Weld 3/16" 1- side Fillet 10 Left Clevis Connection Per DP 3.15.2, SQW5.0x5.0x0.375, Design angle = 46.2 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 = 46.2 deg, flange offset = 6.799 in., SQW To Web and Clip Weld 3/16" 1-side Fillet 11 Left Clevis Connection Per DP 3.15.2, SQW5.0x5.0x0.375, Design angle = 31.1 deg, flange offset = 5.000 in., SQWTo Web and Clip Weld 3/16" 1- side Fillet Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 2.08, 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. 12 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 2.14, 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 Clevis Connection Per DP 3.15.2, SQW5.0x5.0x0.375, Design angle = 31.1 deg, flange offset = 5.000 in., SQWTo Web and Clip Weld 3/16" 1- side Fillet 13 Left Slot: Web Thk = 0.134, Load Case 0.6D+0.6CU+0.6<W3, Factored F = 0.79, 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 = 0.134, Load Case 0.6D+0.6CU+0.6<W3, Factored F = 0.79, 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. 14 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.6W2>, Factored F = 0.87, 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 = 0.134, Load Case 1.0D+1.0CG+0.6W2>, Factored F = 0.87, 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. 15 Left Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 2.40, 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 = 2.40, 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. 16 Left Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 2.33, 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 = 2.33, 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. 17 Left Slot: Web Thk = 0.188, Load Case 1.0D+1.0CG+0.7<E+0.7EG+, Factored F = 4.86, 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 Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 32.6 deg, flange offset = 7.049 in., SQW To Web and Clip Weld 3/16" 1-side Fillet 18 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.0x0.375, Design angle = 32.6 deg, flange offset = 7.049 in., SQW To Web and Clip Weld 3/16" 1-side Fillet Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 22 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Right Slot: Web Thk = 0.134, Load Case 1.0D+1.0CG+0.7E>+0.7EG+, Factored F = 4.77, 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. 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 17 FF 2.625x0.079x8.5 24.00 1.32 3.0000 1.0000 0.312 1.0D+1.0CG+0.7<E+0.7EG+ passed Braced Bay Strut, Collector Mem.End Strut Connection Design Information 17 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. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 23 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 CX011 RBX014 CX011 1'-0"24'-0"25'-0"24'-0" 22 ' - 6 " X Y Portal Frame to Main Frame Connection Design Information, Wall 1, bay 2 Left Portal Clip Design Left Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0740614300002B Horizontal Shear 4.41 Horizontal Shear 4.41 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.18 PASSED.Bolt Group Shear Strength Ratio 0.18 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.015 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 24 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Right Portal Clip Design Right Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0740614500002B Horizontal Shear 4.19 Horizontal Shear 4.19 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.18 PASSED.Bolt Group Shear Strength Ratio 0.18 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.014 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 25 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Cross Section: G 25'-0" 1123'-8" 4 3 1 HFB 1 HFB X Y 1 2 3 4 21 ' - 4 1 5 / 1 6 " 2 Dimension Key 1 8" 2 1'-0 1/2" Frame Clearances Horiz. Clearance between members 1(CX011) and 4(CX011): 20'-10" Vert. Clearance at member 1(CX011): 19'-9 1/16" Vert. Clearance at member 4(CX011): 19'-9 1/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 26 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW -Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW -Wall: 4 15 System 1.000 0.6 MW MW -Wall: 5 16 System 1.000 0.6 MW MW - Wall: 6 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 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 WPR + 0.6 WB2>D + CG + WPR + WB2> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 27 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 66 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 69 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 71 System Derived 1.000 0.6 MWB MWB - Wall: 1 72 System Derived 1.000 0.6 MWB MWB -Wall: 2 73 System Derived 1.000 0.6 MWB MWB -Wall: 3 74 System Derived 1.000 0.6 MWB MWB - Wall: 4 75 System Derived 1.000 0.6 MWB MWB -Wall: 5 76 System Derived 1.000 0.6 MWB MWB -Wall: 6 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>D + CU + <E + EG- + EB> 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 85 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> 86 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> 87 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> 88 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> 89 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 90 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 91 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 92 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 93 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 94 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 95 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 99 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 100 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 103 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 104 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 105 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 106 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 107 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 108 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 109 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ 110 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 111 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 112 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 0.2500 0.1345 17.00 17.00 21.41 499.9 55.00 55.00 BP KN 3P 2 6.00 0.3125 0.1345 17.00 17.00 11.80 233.5 55.00 55.00 KN SS 3P 3 6.00 0.3125 0.1345 17.00 17.00 11.80 233.5 55.00 55.00 KN SS 3P 4 8.00 0.2500 0.1345 17.00 17.00 21.41 499.9 55.00 55.00 BP KN 3P Total Frame Weight = 1466.8 (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 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 28 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 29 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: G Type Exterior Column Exterior Column X-Loc 0/0/0 25/0/0 Grid1 - Grid2 G-4 G-3 Base Plate W x L (in.)9 X 18 9 X 18 Base Plate Thickness (in.)0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 0.02 0.67 -0.02 0.67 --- CG Frm ------- S>Frm ------- <S Frm ------- SD Frm ------- W1>Frm ------- <W1 Frm ------- W2>Frm ------- <W2 Frm ------- WPL Frm ------- WPR Frm ------- MW -Wall: 1 Frm ------- MW - Wall: 2 Frm ------- MW -Wall: 3 Frm ------- MW -Wall: 4 Frm ------- MW - Wall: 5 Frm ------- MW -Wall: 6 Frm ------- CU Frm ------- S Frm ------- E>Frm ------- EG+Frm ------- <E Frm ------- EG-Frm ------- WB1>Brc -4.23 -8.15 -4.24 8.15 --- <WB1 Brc 3.87 7.46 3.88 -7.46 --- WB2>Brc -4.30 -8.29 -4.31 8.29 --- <WB2 Brc 3.94 7.58 3.94 -7.58 --- WB3>Brc -4.36 -8.40 -4.37 8.40 --- <WB3 Brc 3.99 7.68 3.99 -7.68 --- WB4>Brc -4.36 -8.40 -4.37 8.40 --- <WB4 Brc 3.99 7.68 3.99 -7.68 --- MWB -Wall: 1 Brc ------- MWB -Wall: 2 Brc -1.84 -3.54 -1.84 3.54 --- MWB - Wall: 3 Brc ------- MWB -Wall: 4 Brc 2.56 4.93 2.56 -4.93 --- MWB -Wall: 5 Brc ------- MWB - Wall: 6 Brc -1.07 -2.07 -1.07 2.07 --- EB>Brc -2.02 -3.89 -2.02 3.89 --- <EB Brc 2.05 3.94 2.05 -3.94 --- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 30 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 1.3 1.3 CG 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 SD 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 W2>0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 WPR 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 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 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 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>8.5 8.5 0.0 0.0 <WB1 7.8 7.8 0.0 0.0 WB2>8.6 8.6 0.0 0.0 <WB2 7.9 7.9 0.0 0.0 WB3>8.7 8.7 0.0 0.0 <WB3 8.0 8.0 0.0 0.0 WB4>8.7 8.7 0.0 0.0 <WB4 8.0 8.0 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 3.7 3.7 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 5.1 5.1 0.0 0.0 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB -Wall: 6 2.1 2.1 0.0 0.0 EB>4.0 4.0 0.0 0.0 <EB 4.1 4.1 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 G-4 4.23 90 4.32 107 ----7.77 90 8.95 107 ---- 25/0/0 G-3 4.27 89 4.29 108 ----7.87 108 8.84 89 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 G-4 1 0.375 9 18 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 25/0/0 G-3 4 0.375 9 18 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 31 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 4.47 -7.80 90 4.47 -7.80 90 4.08 9.00 107 ---26 25/0/0 4.54 -7.91 108 4.54 -7.91 108 4.04 8.89 89 ---28 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 0.243 90 0.203 90 -0 -0 0.050 107 0.251 90 0.039 107 0.087 90 0.118 90 25/0/0 0.246 108 0.206 108 -0 -0 0.050 89 0.255 108 0.039 89 0.089 108 0.120 108 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.= 0.1644 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 19.97 16.500 N/A N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S11 (S10) Alternate Web Thick.= 0.1644 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 19.97 16.500 N/A N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-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 KN(Face)0.625 8.00 22.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 2 1 KN(Face)0.625 6.00 22.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 3 1 KN(Face)0.625 6.00 22.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 4 2 KN(Face)0.625 8.00 22.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 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 2 110 0.1 8.5 1039.1 AISC DG-16/Thin plate 0.960 0.091 0.757 0.367 0.542 0.073 0.902 0.516 2 1 110 0.1 8.5 1039.1 AISC DG-16/Thin plate 0.960 0.091 0.757 0.367 0.542 0.073 0.905 0.516 3 1 110 0.1 8.5 1039.1 AISC DG-16/Thin plate 0.960 0.091 0.757 0.367 0.542 0.073 0.905 0.516 4 2 110 0.1 8.5 1039.1 AISC DG-16/Thin plate 0.960 0.091 0.757 0.367 0.542 0.073 0.902 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 1 2 111 0.1 8.2 1031.4 AISC DG-16/Thin plate 0.957 0.088 0.752 0.364 0.538 0.071 0.895 0.516 2 1 111 0.1 8.2 1031.4 AISC DG-16/Thin plate 0.957 0.088 0.752 0.364 0.538 0.071 0.899 0.516 3 1 111 0.1 8.2 1031.4 AISC DG-16/Thin plate 0.957 0.088 0.752 0.364 0.538 0.071 0.899 0.516 4 2 111 0.1 8.2 1031.4 AISC DG-16/Thin plate 0.957 0.088 0.752 0.364 0.538 0.071 0.895 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) 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 0.1875 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Face)Fillet 0.2500 Both - Fillet 0.2500 Both - Fillet 0.1250 Both ----- 3 1 KN(Face)Fillet 0.2500 Both -Fillet 0.2500 Both -Fillet 0.1250 Both ----- 4 2 KN(Face)Fillet 0.1875 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 32 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 20/7/0 20/7/0 HFB3060 0.000 1 4 20/7/0 20/7/0 HFB3060 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 20.00 17.00 60 4.7 626.0 0.0 195.8 860.1 250.2 0.74 1 16.66 17.00 66 2.6 21.5 0.12 2 0.71 17.00 59 -0.1 629.7 0.0 25.2 694.3 175.4 0.91 2 11.13 17.00 65 -5.1 21.7 0.23 3 0.71 17.00 59 -0.1 -638.1 0.0 25.2 694.3 175.4 0.92 3 0.71 17.00 65 -5.3 21.7 0.24 4 20.00 17.00 59 -5.7 -639.8 0.0 48.1 860.1 250.2 0.80 4 16.66 17.00 65 2.7 21.5 0.12 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 20.00 239.96 240.0 240.0 6.22 1.69 330.93 21.34 38.93 5.33 42.65 8.07 0.10 1496.57 1.73 1.00 1.02 1.00 2 0.71 250.00 250.0 250.0 5.95 1.88 310.31 11.25 36.51 3.75 40.31 5.70 0.14 783.44 2.26 1.00 1.02 0.93 3 0.71 250.00 250.0 250.0 5.95 1.88 310.31 11.25 36.51 3.75 40.31 5.70 0.14 783.44 2.26 1.00 1.02 0.93 4 20.00 239.96 240.0 240.0 6.22 2.00 330.93 21.34 38.93 5.33 42.65 8.07 0.10 1496.57 1.66 1.00 1.02 0.57 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 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: G Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/158 )1.564 4 2 14 WB4> Max. Vertical Deflection for Span 1 ( L/60096 )0.004 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): 2.344 (k/in) Fundamental Period (calculated) (T): 1.298 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 33 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 CX012 RBX015 CX012 CX013 RBX016 CX013 1'-0"24'-0"25'-0"25'-0"24'-0"1'-0" 20 ' - 0 " X Y Portal Frame to Main Frame Connection Design Information, Wall 3, bay 1 Left Portal Clip Design Left Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0740614400002B Horizontal Shear 4.34 Horizontal Shear 4.34 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.18 PASSED.Bolt Group Shear Strength Ratio 0.18 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.014 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 34 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Right Portal Clip Design Right Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0740614400002B Horizontal Shear 4.55 Horizontal Shear 4.55 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.19 PASSED.Bolt Group Shear Strength Ratio 0.19 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.015 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 35 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Cross Section: A 24'-0" 1122'-8" 1 2 1 HFB 1 HFB X Y 1 2 3 4 19 ' - 0 1 / 1 6 " 2 Dimension Key 1 8" 2 1'-0 1/2" Frame Clearances Horiz. Clearance between members 1(CX012) and 4(CX012): 19'-10" Vert. Clearance at member 1(CX012): 17'-4 3/16" Vert. Clearance at member 4(CX012): 17'-4 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 36 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW -Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW -Wall: 4 15 System 1.000 0.6 MW MW -Wall: 5 16 System 1.000 0.6 MW MW - Wall: 6 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 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 WPR + 0.6 WB2>D + CG + WPR + WB2> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 37 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 66 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 69 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 71 System Derived 1.000 0.6 MWB MWB - Wall: 1 72 System Derived 1.000 0.6 MWB MWB -Wall: 2 73 System Derived 1.000 0.6 MWB MWB -Wall: 3 74 System Derived 1.000 0.6 MWB MWB - Wall: 4 75 System Derived 1.000 0.6 MWB MWB -Wall: 5 76 System Derived 1.000 0.6 MWB MWB -Wall: 6 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>D + CU + <E + EG- + EB> 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 85 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> 86 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> 87 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> 88 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> 89 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 90 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 91 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 92 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 93 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 94 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 95 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 99 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 100 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 103 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 104 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 105 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 106 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 107 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 108 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 109 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ 110 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 111 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 112 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 6.00 0.3125 0.1345 17.00 17.00 19.00 416.9 55.00 55.00 BP KN 3P 2 6.00 0.2500 0.1345 17.00 17.00 11.33 194.6 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.1345 17.00 17.00 11.31 194.3 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.1345 17.00 17.00 19.00 416.9 55.00 55.00 BP KN 3P Total Frame Weight = 1222.7 (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 4 24/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 38 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 39 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: A Type Exterior Column Exterior Column X-Loc 0/0/0 24/0/0 Grid1 - Grid2 A-1 A-2 Base Plate W x L (in.)8 X 18 8 X 18 Base Plate Thickness (in.)0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 0.02 0.57 -0.02 0.57 --- CG Frm ------- S>Frm ------- <S Frm ------- SD Frm ------- W1>Frm ------- <W1 Frm ------- W2>Frm ------- <W2 Frm ------- WPL Frm ------- WPR Frm ------- MW -Wall: 1 Frm ------- MW - Wall: 2 Frm ------- MW -Wall: 3 Frm ------- MW -Wall: 4 Frm ------- MW - Wall: 5 Frm ------- MW -Wall: 6 Frm ------- CU Frm ------- S Frm ------- E>Frm ------- EG+Frm ------- <E Frm ------- EG-Frm ------- WB1>Brc 3.66 6.53 3.65 -6.53 --- <WB1 Brc -3.19 -5.70 -3.18 5.70 --- WB2>Brc 3.71 6.64 3.71 -6.64 --- <WB2 Brc -3.24 -5.79 -3.23 5.79 --- WB3>Brc 3.79 6.77 3.78 -6.77 --- <WB3 Brc -3.41 -6.10 -3.41 6.10 --- WB4>Brc 3.79 6.77 3.78 -6.77 --- <WB4 Brc -3.41 -6.10 -3.41 6.10 --- MWB -Wall: 1 Brc ------- MWB -Wall: 2 Brc 1.90 3.41 1.90 -3.41 --- MWB - Wall: 3 Brc ------- MWB -Wall: 4 Brc -1.95 -3.49 -1.95 3.49 --- MWB -Wall: 5 Brc ------- MWB - Wall: 6 Brc 0.41 0.74 0.41 -0.74 --- EB>Brc 2.12 3.78 2.11 -3.78 --- <EB Brc -2.09 -3.74 -2.09 3.74 --- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 1.1 1.1 CG 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 SD 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 W2>0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 WPR 0.0 0.0 0.0 0.0 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 40 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 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 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>7.3 7.3 0.0 0.0 <WB1 6.4 6.4 0.0 0.0 WB2>7.4 7.4 0.0 0.0 <WB2 6.5 6.5 0.0 0.0 WB3>7.6 7.6 0.0 0.0 <WB3 6.8 6.8 0.0 0.0 WB4>7.6 7.6 0.0 0.0 <WB4 6.8 6.8 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 3.8 3.8 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 3.9 3.9 0.0 0.0 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB -Wall: 6 0.8 0.8 0.0 0.0 EB>4.2 4.2 0.0 0.0 <EB 4.2 4.2 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 A-1 4.38 108 4.47 89 ----7.51 108 8.51 89 ---- 24/0/0 A-2 4.41 107 4.43 90 ----7.61 90 8.42 107 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 A-1 1 0.375 8 18 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 24/0/0 A-2 4 0.375 8 18 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 4.60 -7.54 108 4.60 -7.54 108 4.26 8.55 89 ---26 24/0/0 4.65 -7.64 90 4.65 -7.64 90 4.21 8.46 107 ---28 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 0.249 108 0.196 108 -0 -0 0.054 89 0.281 108 0.064 89 0.104 89 0.165 108 24/0/0 0.252 90 0.199 90 -0 -0 0.053 107 0.284 90 0.063 107 0.103 107 0.167 90 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 17.56 16.375 N/A N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S3 17.56 16.375 N/A N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 41 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 2 1 KN(Face)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 3 1 KN(Face)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 4 2 KN(Face)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 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 92 -0.1 8.1 949.0 AISC DG-16/Thin plate 0.638 0.066 0.973 0.418 0.618 0.056 0.799 0.516 2 1 92 -0.1 8.1 949.0 AISC DG-16/Thin plate 0.638 0.066 0.973 0.418 0.618 0.056 0.799 0.516 3 1 92 -0.1 8.1 949.0 AISC DG-16/Thin plate 0.638 0.066 0.973 0.418 0.618 0.056 0.799 0.516 4 2 92 -0.1 8.1 949.0 AISC DG-16/Thin plate 0.638 0.066 0.973 0.418 0.618 0.056 0.799 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 1 2 93 -0.1 7.8 943.8 AISC DG-16/Thin plate 0.633 0.063 0.969 0.416 0.615 0.055 0.799 0.516 2 1 93 -0.1 7.8 943.8 AISC DG-16/Thin plate 0.633 0.063 0.969 0.416 0.615 0.055 0.799 0.516 3 1 93 -0.1 7.8 943.8 AISC DG-16/Thin plate 0.633 0.063 0.969 0.416 0.615 0.055 0.799 0.516 4 2 93 -0.1 7.8 943.8 AISC DG-16/Thin plate 0.633 0.063 0.969 0.416 0.615 0.055 0.799 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) 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 0.2500 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Face)Fillet 0.2500 Both -Fillet 0.2500 Both -Fillet 0.1250 Both ----- 3 1 KN(Face)Fillet 0.2500 Both - Fillet 0.2500 Both - Fillet 0.1250 Both ----- 4 2 KN(Face)Fillet 0.2500 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 18/2/2 18/2/2 HFB3060 0.000 1 4 18/2/2 18/2/2 HFB3060 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 17.59 17.00 59 -4.6 -487.9 0.0 34.0 685.2 175.4 0.78 1 14.66 17.00 59 -2.3 21.7 0.11 2 0.71 17.00 59 -0.1 -489.4 0.0 22.0 581.1 112.5 0.84 2 0.71 17.00 59 4.3 21.5 0.20 3 0.71 17.00 59 -0.1 482.5 0.0 22.0 581.1 112.5 0.83 3 10.61 17.00 59 4.1 21.5 0.19 4 17.59 17.00 62 -4.2 -439.1 0.0 34.0 685.4 175.4 0.70 4 14.66 17.00 60 -2.3 21.7 0.10 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 17.59 211.04 211.0 211.0 5.95 1.88 310.31 11.25 36.51 3.75 40.31 5.70 0.14 783.44 1.66 1.00 1.02 0.75 2 0.71 238.00 238.0 238.0 5.22 1.50 260.79 9.00 30.68 3.00 34.28 4.57 0.08 631.50 2.26 1.00 1.02 0.92 3 0.71 238.00 238.0 238.0 5.22 1.50 260.79 9.00 30.68 3.00 34.28 4.57 0.08 631.50 2.26 1.00 1.02 0.92 4 17.59 211.04 211.0 211.0 5.95 1.88 310.31 11.25 36.51 3.75 40.31 5.70 0.14 783.44 1.66 1.00 1.02 0.75 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 42 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 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: A Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/203 )-1.077 4 2 14 WB4> Max. Vertical Deflection for Span 1 ( L/78268 )-0.003 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): 2.953 (k/in) Fundamental Period (calculated) (T): 1.176 (sec.) Portal Frame to Main Frame Connection Design Information, Wall 3, 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 3MZE0440607000002B 3MZE0740614400002B Horizontal Shear 4.30 Horizontal Shear 4.30 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.18 PASSED.Bolt Group Shear Strength Ratio 0.18 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.014 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 43 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Right Portal Clip Design Right Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0740614400002B Horizontal Shear 4.64 Horizontal Shear 4.64 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.19 PASSED.Bolt Group Shear Strength Ratio 0.19 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.015 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 44 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Cross Section: A 25'-0" 1123'-8" 3 4 1 HFB 1 HFB X Y 1 2 3 4 19 ' - 0 1 / 1 6 " 2 Dimension Key 1 8" 2 1'-0 1/2" Frame Clearances Horiz. Clearance between members 1(CX013) and 4(CX013): 20'-10" Vert. Clearance at member 1(CX013): 17'-4 3/16" Vert. Clearance at member 4(CX013): 17'-4 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 45 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW -Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW -Wall: 4 15 System 1.000 0.6 MW MW -Wall: 5 16 System 1.000 0.6 MW MW - Wall: 6 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 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 WPR + 0.6 WB2>D + CG + WPR + WB2> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 46 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 66 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 69 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 71 System Derived 1.000 0.6 MWB MWB - Wall: 1 72 System Derived 1.000 0.6 MWB MWB -Wall: 2 73 System Derived 1.000 0.6 MWB MWB -Wall: 3 74 System Derived 1.000 0.6 MWB MWB - Wall: 4 75 System Derived 1.000 0.6 MWB MWB -Wall: 5 76 System Derived 1.000 0.6 MWB MWB -Wall: 6 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>D + CU + <E + EG- + EB> 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 85 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> 86 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> 87 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> 88 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> 89 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 90 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 91 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 92 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 93 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 94 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 95 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 99 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 100 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 103 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 104 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 105 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 106 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 107 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 108 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 109 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ 110 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 111 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 112 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 6.00 0.3125 0.1644 17.00 17.00 19.00 448.4 55.00 55.00 BP KN 3P 2 6.00 0.2500 0.1345 17.00 17.00 11.85 204.0 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.1345 17.00 17.00 11.78 202.7 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.1644 17.00 17.00 19.00 448.4 55.00 55.00 BP KN 3P Total Frame Weight = 1303.6 (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 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 47 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 48 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: A Type Exterior Column Exterior Column X-Loc 0/0/0 25/0/0 Grid1 - Grid2 A-3 A-4 Base Plate W x L (in.)8 X 18 8 X 18 Base Plate Thickness (in.)0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 0.03 0.61 -0.03 0.61 --- CG Frm ------- S>Frm ------- <S Frm ------- SD Frm ------- W1>Frm ------- <W1 Frm ------- W2>Frm ------- <W2 Frm ------- WPL Frm ------- WPR Frm ------- MW -Wall: 1 Frm ------- MW - Wall: 2 Frm ------- MW -Wall: 3 Frm ------- MW -Wall: 4 Frm ------- MW - Wall: 5 Frm ------- MW -Wall: 6 Frm ------- CU Frm ------- S Frm ------- E>Frm ------- EG+Frm ------- <E Frm ------- EG-Frm ------- WB1>Brc 3.67 6.26 3.66 -6.26 --- <WB1 Brc -3.20 -5.46 -3.19 5.46 --- WB2>Brc 3.73 6.36 3.72 -6.36 --- <WB2 Brc -3.25 -5.55 -3.24 5.55 --- WB3>Brc 3.81 6.49 3.79 -6.49 --- <WB3 Brc -3.43 -5.85 -3.42 5.85 --- WB4>Brc 3.81 6.49 3.79 -6.49 --- <WB4 Brc -3.43 -5.85 -3.42 5.85 --- MWB -Wall: 1 Brc ------- MWB -Wall: 2 Brc 1.91 3.26 1.91 -3.26 --- MWB - Wall: 3 Brc ------- MWB -Wall: 4 Brc -1.96 -3.34 -1.96 3.34 --- MWB -Wall: 5 Brc ------- MWB - Wall: 6 Brc 0.42 0.71 0.42 -0.71 --- EB>Brc 2.13 3.63 2.12 -3.63 --- <EB Brc -2.10 -3.58 -2.10 3.58 --- Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 1.2 1.2 CG 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 SD 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 W2>0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 WPR 0.0 0.0 0.0 0.0 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 49 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 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 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>7.3 7.3 0.0 0.0 <WB1 6.4 6.4 0.0 0.0 WB2>7.4 7.4 0.0 0.0 <WB2 6.5 6.5 0.0 0.0 WB3>7.6 7.6 0.0 0.0 <WB3 6.8 6.8 0.0 0.0 WB4>7.6 7.6 0.0 0.0 <WB4 6.8 6.8 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 3.8 3.8 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 3.9 3.9 0.0 0.0 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB -Wall: 6 0.8 0.8 0.0 0.0 EB>4.2 4.2 0.0 0.0 <EB 4.2 4.2 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 A-3 4.39 108 4.49 89 ----7.16 108 8.22 89 ---- 25/0/0 A-4 4.43 107 4.44 90 ----7.25 90 8.13 107 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 A-3 1 0.375 8 18 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 25/0/0 A-4 4 0.375 8 18 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 4.60 -7.19 108 4.60 -7.19 108 4.29 8.26 89 ---26 25/0/0 4.66 -7.28 90 4.66 -7.28 90 4.23 8.17 107 ---28 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 0.250 108 0.187 108 -0 -0 0.052 89 0.268 108 0.061 89 0.093 89 0.159 108 25/0/0 0.252 90 0.189 90 -0 -0 0.051 107 0.271 90 0.061 107 0.092 107 0.161 90 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 17.56 16.375 N/A N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S3 17.56 16.375 N/A N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 50 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 2 1 KN(Face)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 3 1 KN(Face)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 4 2 KN(Face)0.500 6.00 22.75 0.750 F1852X/PT 4.00 32 Extended 4.00/2.00 32 Extended 4.00/2.00 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 92 -0.2 7.8 955.6 AISC DG-16/Thin plate 0.642 0.063 0.979 0.420 0.622 0.054 0.799 0.631 2 1 92 -0.2 7.8 955.6 AISC DG-16/Thin plate 0.642 0.063 0.979 0.420 0.622 0.054 0.799 0.631 3 1 92 -0.2 7.8 955.6 AISC DG-16/Thin plate 0.642 0.063 0.979 0.420 0.622 0.054 0.799 0.631 4 2 92 -0.2 7.8 955.6 AISC DG-16/Thin plate 0.642 0.063 0.979 0.420 0.622 0.054 0.799 0.631 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 93 -0.2 7.5 949.8 AISC DG-16/Thin plate 0.637 0.061 0.975 0.418 0.618 0.052 0.799 0.631 2 1 93 -0.2 7.5 949.8 AISC DG-16/Thin plate 0.637 0.061 0.975 0.418 0.618 0.052 0.799 0.631 3 1 93 -0.2 7.5 949.8 AISC DG-16/Thin plate 0.637 0.061 0.975 0.418 0.618 0.052 0.799 0.631 4 2 93 -0.2 7.5 949.8 AISC DG-16/Thin plate 0.637 0.061 0.975 0.418 0.618 0.052 0.799 0.631 * 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 0.2500 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Face)Fillet 0.2500 Both -Fillet 0.2500 Both -Fillet 0.1250 Both ----- 3 1 KN(Face)Fillet 0.2500 Both - Fillet 0.2500 Both - Fillet 0.1250 Both ----- 4 2 KN(Face)Fillet 0.2500 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 18/2/2 18/2/2 HFB3060 0.000 1 4 18/2/2 18/2/2 HFB3060 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 17.59 17.00 59 -4.5 -490.6 0.0 35.8 691.9 177.7 0.77 1 14.66 17.00 65 -2.3 32.4 0.07 2 0.71 17.00 59 -0.1 -493.2 0.0 20.2 532.1 112.5 0.93 2 0.71 17.00 65 4.1 21.5 0.19 3 0.71 17.00 59 -0.1 485.5 0.0 20.2 532.1 112.5 0.92 3 11.09 17.00 65 3.9 21.5 0.18 4 17.59 17.00 62 -4.1 -440.9 0.0 35.8 692.1 177.7 0.69 4 14.66 17.00 60 -2.3 32.4 0.07 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 17.59 211.04 211.0 211.0 6.44 1.88 321.25 11.26 37.79 3.75 42.31 5.74 0.15 783.63 1.66 1.00 1.08 0.76 2 0.71 250.00 250.0 250.0 5.22 1.50 260.79 9.00 30.68 3.00 34.28 4.57 0.08 631.50 2.26 1.00 1.02 0.93 3 0.71 250.00 250.0 250.0 5.22 1.50 260.79 9.00 30.68 3.00 34.28 4.57 0.08 631.50 2.26 1.00 1.02 0.93 4 17.59 211.04 211.0 211.0 6.44 1.88 321.25 11.26 37.79 3.75 42.31 5.74 0.15 783.63 1.66 1.00 1.08 0.76 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 51 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 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: A Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/203 )-1.079 4 2 14 WB4> Max. Vertical Deflection for Span 1 ( L/92550 )-0.003 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): 2.956 (k/in) Fundamental Period (calculated) (T): 1.177 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 52 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 CX014 RBX017 CX014 1'-0"24'-0"1'-0" 23 ' - 6 1 / 2 " X Y Portal Frame to Main Frame Connection Design Information, Wall 5, bay 1 Left Portal Clip Design Left Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0740614400002B Horizontal Shear 2.18 Horizontal Shear 2.18 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.09 PASSED.Bolt Group Shear Strength Ratio 0.09 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.007 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 53 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Right Portal Clip Design Right Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of (2) 0.750" A325T 3MZE0440607000002B 3MZE0740614000002B Horizontal Shear 2.19 Horizontal Shear 2.19 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.09 PASSED.Bolt Group Shear Strength Ratio 0.09 PASSED. Clip Buckling Min Thickness 0.144 PASSED.Clip Buckling Min Thk (has SQW)na 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 0.007 PASSED. Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 54 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Cross Section: J 24'-0" 1122'-8" 2 1 1 HFB 1 HFB X Y 1 2 3 4 22 ' - 5 7 / 1 6 " 2 Dimension Key 1 8" 2 1'-0 1/2" Frame Clearances Horiz. Clearance between members 1(CX014) and 4(CX014): 20'-2" Vert. Clearance at member 1(CX014): 21'-2 9/16" Vert. Clearance at member 4(CX014): 21'-2 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 55 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW -Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW -Wall: 4 15 System 1.000 0.6 MW MW -Wall: 5 16 System 1.000 0.6 MW MW - Wall: 6 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 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 WPR + 0.6 WB2>D + CG + WPR + WB2> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 56 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 65 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 66 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 69 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 71 System Derived 1.000 0.6 MWB MWB - Wall: 1 72 System Derived 1.000 0.6 MWB MWB -Wall: 2 73 System Derived 1.000 0.6 MWB MWB -Wall: 3 74 System Derived 1.000 0.6 MWB MWB - Wall: 4 75 System Derived 1.000 0.6 MWB MWB -Wall: 5 76 System Derived 1.000 0.6 MWB MWB -Wall: 6 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>D + CU + <E + EG- + EB> 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 85 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> 86 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> 87 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> 88 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> 89 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 90 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 91 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 92 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 93 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 94 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 95 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 99 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 100 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 103 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 104 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 105 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 106 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 107 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 108 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 109 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <EB + 0.525 EG+D + CG + S + <EB + EG+ 110 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 111 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 112 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 6.00 0.3125 0.1345 15.00 15.00 22.45 461.9 55.00 55.00 BP KN 3P 2 6.00 0.2500 0.1345 12.00 12.00 11.32 170.2 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.1345 12.00 12.00 11.32 170.2 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.1345 15.00 15.00 22.45 461.9 55.00 55.00 BP KN 3P Total Frame Weight = 1264.3 (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 24/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 57 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 58 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: J Type Exterior Column Exterior Column X-Loc 0/0/0 24/0/0 Grid1 - Grid2 J-2 J-1 Base Plate W x L (in.)8 X 16 8 X 16 Base Plate Thickness (in.)0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 0.02 0.60 -0.02 0.60 --- CG Frm ------- S>Frm ------- <S Frm ------- SD Frm ------- W1>Frm ------- <W1 Frm ------- W2>Frm ------- <W2 Frm ------- WPL Frm ------- WPR Frm ------- MW -Wall: 1 Frm ------- MW - Wall: 2 Frm ------- MW -Wall: 3 Frm ------- MW -Wall: 4 Frm ------- MW - Wall: 5 Frm ------- MW -Wall: 6 Frm ------- CU Frm ------- S Frm ------- E>Frm ------- EG+Frm ------- <E Frm ------- EG-Frm ------- WB1>Brc -2.24 -4.70 -2.24 4.70 --- <WB1 Brc 2.09 4.39 2.09 -4.39 --- WB2>Brc -2.27 -4.76 -2.27 4.76 --- <WB2 Brc 2.12 4.45 2.12 -4.45 --- WB3>Brc -2.26 -4.74 -2.26 4.74 --- <WB3 Brc 2.10 4.39 2.09 -4.39 --- WB4>Brc -2.26 -4.74 -2.26 4.74 --- <WB4 Brc 2.10 4.39 2.10 -4.39 --- MWB -Wall: 1 Brc ------- MWB -Wall: 2 Brc -0.74 -1.55 -0.74 1.55 --- MWB - Wall: 3 Brc ------- MWB -Wall: 4 Brc 1.37 2.87 1.37 -2.87 --- MWB -Wall: 5 Brc ------- MWB - Wall: 6 Brc -0.76 -1.60 -0.76 1.60 --- EB>Brc -1.02 -2.13 -1.02 2.13 --- <EB Brc 1.04 2.18 1.04 -2.18 --- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 59 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 1.2 1.2 CG 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 SD 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 W2>0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 WPR 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 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 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 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>4.5 4.5 0.0 0.0 <WB1 4.2 4.2 0.0 0.0 WB2>4.5 4.5 0.0 0.0 <WB2 4.2 4.2 0.0 0.0 WB3>4.5 4.5 0.0 0.0 <WB3 4.2 4.2 0.0 0.0 WB4>4.5 4.5 0.0 0.0 <WB4 4.2 4.2 0.0 0.0 MWB - Wall: 1 0.0 0.0 0.0 0.0 MWB -Wall: 2 1.5 1.5 0.0 0.0 MWB -Wall: 3 0.0 0.0 0.0 0.0 MWB - Wall: 4 2.7 2.7 0.0 0.0 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB -Wall: 6 1.5 1.5 0.0 0.0 EB>2.0 2.0 0.0 0.0 <EB 2.1 2.1 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 J-2 2.12 90 2.20 107 ----4.11 90 5.18 107 ---- 24/0/0 J-1 2.15 89 2.17 108 ----4.22 108 5.07 89 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 J-2 1 0.375 8 16 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 24/0/0 J-1 4 0.375 8 16 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 60 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 2.25 -4.14 90 2.25 -4.14 90 2.07 5.23 107 ---26 24/0/0 2.31 -4.25 108 2.31 -4.25 108 2.03 5.11 89 ---28 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 0.122 90 0.108 90 -0 -0 0.037 107 0.154 90 0.044 107 0.067 107 0.091 90 24/0/0 0.125 108 0.111 108 -0 -0 0.036 89 0.158 108 0.043 89 0.065 89 0.094 108 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 21.42 14.375 N/A N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S3 21.42 14.375 N/A N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-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 KN(Face)0.500 6.00 17.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 2 1 KN(Face)0.500 6.00 17.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 3 1 KN(Face)0.500 6.00 17.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 4 2 KN(Face)0.500 6.00 17.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 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 2 110 -0.0 4.7 558.3 AISC DG-16/Thin plate 0.711 0.051 0.937 0.351 0.520 0.051 0.920 0.516 2 1 110 -0.0 4.7 558.3 AISC DG-16/Thin plate 0.711 0.051 0.937 0.351 0.520 0.051 0.920 0.516 3 1 110 -0.0 4.7 558.3 AISC DG-16/Thin plate 0.711 0.051 0.937 0.351 0.520 0.051 0.920 0.516 4 2 110 -0.0 4.7 558.3 AISC DG-16/Thin plate 0.711 0.051 0.937 0.351 0.520 0.051 0.920 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 1 2 111 -0.0 4.5 552.1 AISC DG-16/Thin plate 0.702 0.048 0.928 0.347 0.514 0.049 0.910 0.516 2 1 111 -0.0 4.5 552.1 AISC DG-16/Thin plate 0.702 0.048 0.928 0.347 0.514 0.049 0.910 0.516 3 1 111 -0.0 4.5 552.1 AISC DG-16/Thin plate 0.702 0.048 0.928 0.347 0.514 0.049 0.910 0.516 4 2 111 -0.0 4.5 552.1 AISC DG-16/Thin plate 0.702 0.048 0.928 0.347 0.514 0.049 0.910 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) 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 0.2500 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Face)Fillet 0.1875 Both - Fillet 0.1875 Both - Fillet 0.1250 Both ----- 3 1 KN(Face)Fillet 0.1875 Both -Fillet 0.1875 Both -Fillet 0.1250 Both ----- 4 2 KN(Face)Fillet 0.2500 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 61 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 1 21/10/0 21/10/0 HFB3060 0.000 1 4 21/10/0 21/10/0 HFB3060 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 21.45 15.00 56 -3.3 -336.2 0.0 24.7 444.4 176.0 0.82 1 17.88 15.00 54 1.4 21.8 0.06 2 0.63 12.00 53 0.1 345.1 0.0 137.3 434.5 118.8 0.79 2 10.71 12.00 53 -2.9 21.8 0.13 3 0.63 12.00 53 0.1 -353.0 0.0 137.3 434.5 118.8 0.81 3 0.63 12.00 53 -3.0 21.8 0.14 4 21.45 15.00 53 -3.5 -359.1 0.0 24.7 444.2 176.0 0.88 4 17.88 15.00 53 1.4 21.8 0.06 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 21.45 257.46 257.5 257.5 5.68 1.88 235.56 11.25 31.41 3.75 34.49 5.69 0.13 606.88 1.66 1.00 1.05 0.80 2 0.63 242.00 242.0 242.0 4.55 1.19 120.61 9.00 20.10 3.00 22.07 4.55 0.07 310.72 2.27 1.00 1.10 1.00 3 0.63 242.00 242.0 242.0 4.55 1.19 120.61 9.00 20.10 3.00 22.07 4.55 0.07 310.72 2.27 1.00 1.10 1.00 4 21.45 257.46 257.5 257.5 5.68 1.88 235.56 11.25 31.41 3.75 34.49 5.69 0.13 606.88 1.66 1.00 1.05 0.80 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 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: J Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/156 )1.686 4 2 10 WB2> Max. Vertical Deflection for Span 1 ( L/87118 )0.003 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): 1.131 (k/in) Fundamental Period (calculated) (T): 1.333 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 62 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: 2.02 psf Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.80 psf - USR 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: 37.00 %g Primaries Wind Exposure: C -Kz: 0.902 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 14.20 %g Parts Wind Exposure Factor: 0.902 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: 0.3710 Ground Elevation Factor: Ke: 0.8387 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2192 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 Obstructed or Not Slippery % Snow Used in Seismic: 20.00 -USR Site Elevation: 4858.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 16/0/0 Fundamental Period Height Used: 21/9/4 Parts / Portions Zone Strip Width: Walls, a: 8/0/0 Transverse Direction Parameters Roof(s), 0.6h: N/A Ordinary Steel Moment Frames Velocity Pressure: qz: 21.77, (C&C) 21.77 psf Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 x W Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 63 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Design Load Combinations - Purlin No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S + 1.0 SD D + CG + S + SD 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 4 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 7) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 7) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 3 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 4 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 5 12 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 6 13 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB1>D + CG + W1> + WB1> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB1>D + CG + <W2 + WB1> 15 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB1>D + CU + W1> + WB1> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB1>D + CU + <W2 + WB1> 17 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB1>D + CG + S + W1> + WB1> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB1>D + CG + S + <W2 + WB1> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB1 D + CG + W1> + <WB1 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB1 21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB1 D + CU + W1> + <WB1 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB1 D + CU + <W2 + <WB1 23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB1 D + CG + S + W1> + <WB1 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB1 D + CG + S + <W2 + <WB1 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2>D + CG + W1> + WB2> 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2>D + CG + <W2 + WB2> 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2>D + CU + W1> + WB2> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2>D + CU + <W2 + WB2> 29 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB2>D + CG + S + W1> + WB2> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2>D + CG + S + <W2 + WB2> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 D + CG + W1> + <WB2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB2 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W1> + <WB2 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3>D + CG + W1> + WB3> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3>D + CG + <W2 + WB3> 39 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3>D + CU + W1> + WB3> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3>D + CU + <W2 + WB3> 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3>D + CG + S + W1> + WB3> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3>D + CG + S + <W2 + WB3> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 D + CG + W1> + <WB3 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D + CU + W1> + <WB3 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S + W1> + <WB3 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4>D + CG + W1> + WB4> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4>D + CG + <W2 + WB4> 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4>D + CU + W1> + WB4> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4>D + CU + <W2 + WB4> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB4>D + CG + S + W1> + WB4> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4>D + CG + S + <W2 + WB4> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 D + CG + W1> + <WB4 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB4 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 D + CG + S + W1> + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 61 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 EB> + 0.525 EG+D + CG + S + EB> + EG+ 62 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+D + CG + EB> + EG+ 63 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG-D + CU + EB> + EG- 64 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <EB + 0.525 EG+D + CG + S + <EB + EG+ 65 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+D + CG + <EB + EG+ Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 64 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 66 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: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 65 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 1 Stem wall Stem wall Stem wall Stem wall 74'-0" 22 ' - 6 " 1 24'-0"25'-0"24'-0" 5 2 CL 3 CL 4 CL 1,1 1,2 1,3 2,1 2,2 2,3 3,1 3,2 3,3 4,1 5, 1 6, 17, 1 8, 1 8, 1 9, 1 9, 1 9, 1 9, 1 9, 1 9, 1 9, 1 9, 1 10,1 10,1 10,111 , 1 11 , 1 12 , 1 12 , 1 13 , 1 14 , 1 14 , 1 14 , 1 14 , 1 14 , 1 14 , 1 14 , 1 14 , 1 15,1 16,1 17 , 1 18 , 1 19 , 1 20,121 , 1 22 , 1 23 , 1 1W1B1 1 1 1 3 1 3 1 3 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 3 1 3 1 3 1 3 1 11 1 1W1B2 1 1 1 3 1 3 1 3 1 3 1 1 1 1 1 1 1 1 1 111 1 3 1 3 1 3 1 3 1 11 1 1W1B3 2 3 2@ 5 ' - 0 " 5' - 4 " FO1FO1 FO1FO1 Dimension Key 1 1'-0" 2 4'-0" 3 3'-2" 4 3'-0" 5 0'-0" 6 4'-6" 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 25.00 8.50x0.088 C Sim-60.0 Yes 0.0 0.94 0.00 0.00 0.00 1 1,2 25.00 8.50x0.073 C Sim-60.0 Yes 0.0 1.02 0.00 0.00 0.00 1 1,3 24.00 8.50x0.079 C Sim-60.0 Yes 0.0 0.97 0.00 0.00 0.00 1 2,1 25.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.74 0.00 0.00 0.00 1 0.37 0.19 0.41 0.00 1 10.5 2,2 25.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.37 0.16 0.40 0.00 1 10.5 0.73 0.29 0.65 0.00 2 0.39 0.17 0.42 0.00 1 10.5 2,3 24.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.39 0.20 0.44 0.00 1 10.5 0.62 0.37 0.72 0.00 1 3,1 25.00 8.50x0.079 C Sim-60.0 Yes 0.0 0.98 0.00 0.00 0.00 1 3,2 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.98 0.00 0.00 0.00 1 3,3 24.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.92 0.00 0.92 0.00 1 4,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 5,1 6.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.03 0.04 0.00 1 6,1 7.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.06 0.00 0.05 0.00 1 7,1 6.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.03 0.04 0.00 1 8,1 7.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.06 0.00 0.05 0.00 1 9,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 10,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 1 11,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 12,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.01 0.00 1 13,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 14,1 5.33 8.50x0.060 C Sim-60.0 Yes 0.0 15,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 1 16,1 4.50 8.50x0.060 Z Sim-60.0 Yes 0.0 0.05 0.00 0.03 0.00 1 17,1 6.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.11 0.04 0.12 0.00 1 18,1 7.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.16 0.00 0.13 0.00 1 19,1 6.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.03 0.05 0.00 1 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 66 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 20,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 21,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 22,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 23,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 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 1.01 ( L/284 )13.00 1 0.42W1> 1 2 1.83 ( L/164 )37.50 1 0.42W1> 1 3 1.68 ( L/171 )62.00 1 0.42W1> 2 1 0.59 ( L/485 )11.50 1 0.42W1> 2 2 -0.08 ( L/3856 )37.88 2 0.42<W2 2 3 0.64 ( L/449 )63.38 1 0.42W1> 3 1 1.02 ( L/281 )13.00 1 0.42W1> 3 2 1.57 ( L/192 )37.50 1 0.42W1> 3 3 1.37 ( L/211 )62.00 1 0.42W1> 4 1 ----- 5 1 ----- 6 1 ----- 7 1 ----- 8 1 ----- 9 1 ----- 10 1 ----- 11 1 ----- 12 1 ----- 13 1 ----- 14 1 ----- 15 1 ----- 16 1 ----- 17 1 0.00 ( L/8631 )3.00 1 0.42W1> 18 1 0.00 ( L/5173 )3.50 1 0.42W1> 19 1 ----- 20 1 ----- 21 1 ----- 22 1 ----- 23 1 ----- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 67 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 2 Stem wall 1' stem 20 ' - 0 " 22 ' - 6 " 15'-0"15'-0"15'-0"15'-0" A G CL C CL B CL E 1,1 1,2 1,3 1,4 2,1 2,2 2,3 2,4 3,1 3,2 3,3 3,4 1W2B0 1W2B1 1W2B2 1W2B3 7' - 2 " 2@ 5 ' - 0 " 1 Dimension Key 1 2'-10" 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 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.73 0.00 0.00 0.00 1 1,2 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 1,3 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 1,4 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.73 0.00 0.00 0.00 1 2,1 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.24 0.24 0.34 0.00 1 0.17 0.13 0.21 0.00 1 10.5 2,2 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.17 0.11 0.20 0.00 1 10.5 0.25 0.20 0.32 0.00 1 0.10 0.09 0.13 0.00 1 10.5 2,3 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.10 0.09 0.13 0.00 1 10.5 0.25 0.20 0.32 0.00 1 0.17 0.11 0.20 0.00 1 10.5 2,4 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.17 0.13 0.21 0.00 1 10.5 0.24 0.24 0.34 0.00 1 3,1 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.66 0.00 0.00 0.00 1 3,2 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.61 0.00 0.00 0.00 1 3,3 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 1 3,4 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.61 0.00 0.00 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 0.26 ( L/702 )7.50 1 0.42W1> 1 2 0.24 ( L/747 )22.50 1 0.42W1> 1 3 0.24 ( L/745 )37.50 1 0.42W1> 1 4 0.26 ( L/702 )52.50 1 0.42W1> 2 1 0.10 ( L/1806 )6.50 1 0.42W1> 2 2 0.00 ( L/9221 )23.38 1 0.42W1> 2 3 0.00 ( L/9550 )36.38 1 0.42W1> 2 4 0.10 ( L/1784 )53.38 1 0.42W1> 3 1 0.23 ( L/769 )7.50 1 0.42W1> 3 2 0.21 ( L/839 )22.50 1 0.42W1> 3 3 0.20 ( L/893 )37.50 1 0.42W1> 3 4 0.21 ( L/838 )52.50 1 0.42W1> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 68 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 3 Stem wall Stem wallStem wall Stem wall Stem wallStem wallStem wall Stem wall 100'-0" 20 ' - 0 " 1 24'-0"25'-0"25'-0"24'-0"1 1 BL 5 BL CL CL 2 CL 3 CL 4 CL 1,1 2,1 3,1 4,1 5,1 5,2 5,3 5,4 6, 1 7, 1 8,1 9,1 10,1 10,1 11 , 1 12 , 1 12 , 1 13,1 14,1 15,1 16,1 17 , 1 18,1 19,1 20,1 21 , 1 22 , 1 23,122 2 3 2 3 1W3B1 2 2 2 3 2 3 1W3B2 1W3B2 2 2 2 3 2 3 1W3B3 2 3 2 3 1W3B4 2 2 1W3B4 2 3 5' - 0 " 4 5 SECONDARY ELEVATION AT A Dimension Key 1 1'-0" 2 4'-0" 3 3'-2" 4 4'-3" 5 3'-7" 6 1'-6" 7 3'-0" 8 3'-6" 9 2'-0" 10 2'-6" 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 5.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.05 0.05 0.00 1 2,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.06 0.06 0.00 1 3,1 5.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.07 0.07 0.00 1 4,1 16.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.16 0.00 0.00 0.00 1 5,1 25.00 8.50x0.113 C Sim-60.0 Yes 0.0 0.91 0.00 0.00 0.00 1 5,2 25.00 8.50x0.088 C Sim-60.0 Yes 0.0 0.91 0.12 0.92 0.00 1 5,3 25.00 8.50x0.088 C Sim-60.0 Yes 0.0 0.91 0.12 0.92 0.00 1 5,4 25.00 8.50x0.113 C Sim-60.0 Yes 0.0 0.98 0.00 0.00 0.00 1 6,1 16.42 8.50x0.068 C Sim-60.0 Yes 0.0 0.80 0.00 0.91 0.00 1 7,1 16.42 8.50x0.068 C Sim-60.0 Yes 0.0 0.86 0.00 0.97 0.00 1 8,1 11.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.08 0.15 0.17 0.00 1 9,1 11.50 8.50x0.060 Z Sim-60.0 Yes 0.0 0.06 0.11 0.13 0.00 1 10,1 14.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.12 0.00 0.00 0.00 1 11,1 16.42 8.50x0.068 C Sim-60.0 Yes 0.0 0.86 0.00 0.96 0.00 1 12,1 16.42 8.50x0.060 C Sim-60.0 Yes 0.0 0.84 0.00 0.96 0.00 1 13,1 7.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.02 0.08 0.08 0.00 1 14,1 7.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.02 0.06 0.06 0.00 1 15,1 13.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.09 0.15 0.17 0.00 1 16,1 13.50 8.50x0.060 Z Sim-60.0 Yes 0.0 0.07 0.12 0.13 0.00 1 17,1 16.42 8.50x0.068 C Sim-60.0 Yes 0.0 0.85 0.00 0.95 0.00 1 18,1 3.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.03 0.03 0.00 1 19,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.04 0.04 0.00 1 20,1 3.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.01 0.04 0.04 0.00 1 21,1 16.42 8.50x0.068 C Sim-60.0 Yes 0.0 0.78 0.00 0.89 0.00 1 22,1 16.42 8.50x0.068 C Sim-60.0 Yes 0.0 0.88 0.00 0.99 0.00 1 23,1 16.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.16 0.00 0.00 0.00 1 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 69 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Maximum Secondary Deflections for Shape Shop on Side 3 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 ----- 2 1 ----- 3 1 ----- 4 1 0.06 ( L/3054 )8.00 1 0.42W1> 5 1 1.06 ( L/271 )13.00 1 0.42W1> 5 2 1.75 ( L/171 )37.00 1 0.42W1> 5 3 1.75 ( L/171 )63.00 1 0.42W1> 5 4 1.07 ( L/270 )86.50 1 0.42W1> 6 1 0.49 ( L/402 )8.00 1 0.42W1> 7 1 0.54 ( L/368 )8.00 1 0.42W1> 8 1 ----- 9 1 ----- 10 1 0.04 ( L/4523 )7.00 1 0.42W1> 11 1 0.52 ( L/377 )8.00 1 0.42W1> 12 1 0.49 ( L/402 )8.00 1 0.42W1> 13 1 ----- 14 1 ----- 15 1 ----- 16 1 ----- 17 1 0.52 ( L/378 )8.00 1 0.42W1> 18 1 ----- 19 1 ----- 20 1 ----- 21 1 0.48 ( L/407 )8.00 1 0.42W1> 22 1 0.54 ( L/367 )8.00 1 0.42W1> 23 1 0.06 ( L/3005 )8.00 1 0.42W1> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 70 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 4 Stem wall1' Stem 85'-0" 23 ' - 6 1 / 2 " 20 ' - 0 " 25'-0"15'-0"15'-0"15'-0"15'-0" J BL A BL CL E CL B CL C CL G 1,12,1 3, 1 4, 1 5,1 5,2 5,3 5,4 5,5 6, 1 6, 1 6, 1 6, 1 7,1 7,2 7,3 7,4 7,58,19, 1 9, 1 10,1 10,2 10,3 10,4 10,5 11,1 1 1 1 5 1 51 1 1 1 1 1 1 5 1 51 1 1 1 1W4B0 1W4B1 1W4B2 1W4B3 1W4B4 1 2 3@ 5 ' - 0 " 3 FO1 SECONDARY ELEVATION AT 1Dimension Key 1 4'-0" 2 3'-2" 3 1'-4 1/2" 4 0'-0" 5 1'-0" 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 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 2,1 10.50 8.50x0.060 Z Sim-60.0 Yes 0.0 0.24 0.00 0.00 0.00 1 3,1 6.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.12 0.06 0.13 0.00 1 4,1 6.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.03 0.04 0.00 1 5,1 25.00 8.50x0.073 C Sim-60.0 Yes 0.0 0.91 0.00 0.00 0.00 1 5,2 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 5,3 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 5,4 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 5,5 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.73 0.00 0.00 0.00 1 6,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 7,1 25.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.59 0.37 0.70 0.00 1 0.37 0.20 0.42 0.00 1 10.5 7,2 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.55 0.13 0.36 0.00 2 10.5 0.92 0.25 0.62 0.00 2 0.08 0.05 0.07 0.00 2 10.5 7,3 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.05 0.09 0.10 0.00 1 10.5 0.18 0.20 0.27 0.00 1 0.13 0.11 0.17 0.00 1 10.5 7,4 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.13 0.10 0.16 0.00 1 10.5 0.24 0.19 0.30 0.00 1 0.16 0.11 0.19 0.00 1 10.5 7,5 15.00 8.50x0.060 Z Con-60.0 Yes 10.5 0.16 0.13 0.21 0.00 1 10.5 0.34 0.00 0.00 0.00 1 8,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 1 9,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.01 0.00 1 10,1 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.94 0.00 0.00 0.00 1 10,2 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 1 10,3 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.54 0.00 0.33 0.00 1 10,4 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.50 0.00 0.31 0.00 1 10,5 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.51 0.00 0.00 0.00 1 11,1 25.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.81 0.00 0.81 0.00 2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 71 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Maximum Secondary Deflections for Shape Shop on Side 4 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 ----- 2 1 0.04 ( L/3083 )5.00 1 0.42W1> 3 1 0.00 ( L/8043 )3.00 1 0.42W1> 4 1 ----- 5 1 1.61 ( L/186 )12.50 1 0.42W1> 5 2 0.24 ( L/747 )32.50 1 0.42W1> 5 3 0.24 ( L/747 )47.50 1 0.42W1> 5 4 0.24 ( L/747 )62.50 1 0.42W1> 5 5 0.26 ( L/702 )77.50 1 0.42W1> 6 1 ----- 7 1 0.78 ( L/383 )11.00 1 0.42W1> 7 2 -0.10 ( L/1779 )29.88 1 0.42W1> 7 3 0.07 ( L/2483 )46.88 1 0.42W1> 7 4 ----- 7 5 0.11 ( L/1690 )78.38 1 0.42W1> 8 1 ----- 9 1 ----- 10 1 1.51 ( L/199 )12.50 1 0.42W1> 10 2 0.20 ( L/901 )32.50 1 0.42W1> 10 3 0.19 ( L/950 )47.50 1 0.42W1> 10 4 0.18 ( L/1014 )62.50 1 0.42W1> 10 5 0.18 ( L/1009 )77.50 1 0.42W1> 11 1 -1.28 ( L/235 )12.50 2 0.42<W2 11 2 ----- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 72 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 5 Stem wall Stem wall 1,1 2, 1 2, 1 3, 1 4, 1 5, 1 6, 1 7,1 8, 1 8, 1 8, 1 8, 1 9,1 10 , 1 10 , 1 10 , 1 10 , 1 11 , 1 11 , 1 11 , 1 11 , 1 12,1 13,114,1 15,116,1 17,1 18,1 1 1 1 1 1 2 1 2 1 2 1 2 1 1 1 1 1 1 1 1 1 11 1 1111 1W5B0 1 1 1 111 1W5B1 1W5B1 FO1 FO1 Dimension Key 1 1'-0" 2 4'-0" 3 3'-2" 4 4'-6" 5 1'-10 1/2" Maximum Secondary Designs for Shape Shop on Side 5 Detail Exterior Interior Exterior Des Len Description -Fy(ksi)Design Lap %%%%Ld Lap %%%%Ld %%%%Ld Lap Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 73 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 8.50x0.079 Z Sim-60.0 Yes 0.0 0.98 0.00 0.00 0.00 1 2,1 12.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.51 0.00 0.55 0.00 1 3,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 4,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.01 0.00 1 5,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 6,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.01 0.00 1 7,1 26.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.82 0.00 0.00 0.00 1 8,1 4.50 8.50x0.060 C Sim-60.0 Yes 0.0 9,1 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.58 0.00 0.00 0.00 1 10,1 1.38 8.50x0.060 C Sim-60.0 Yes 0.0 11,1 3.11 8.50x0.060 C Sim-60.0 Yes 0.0 12,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.11 0.00 0.07 0.00 1 13,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.14 0.00 0.00 0.00 1 14,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.12 0.00 0.07 0.00 1 15,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 16,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 1 17,1 8.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.11 0.00 0.07 0.00 1 18,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.12 0.00 0.07 0.00 1 Maximum Secondary Deflections for Shape Shop on Side 5 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 1.65 ( L/174 )13.00 1 0.42W1> 2 1 0.16 ( L/938 )6.00 1 0.42W1> 3 1 ----- 4 1 ----- 5 1 ----- 6 1 ----- 7 1 1.21 ( L/238 )13.00 1 0.42W1> 8 1 ----- 9 1 0.85 ( L/341 )12.00 1 0.42W1> 10 1 ----- 11 1 ----- 12 1 ----- 13 1 0.00 ( L/5559 )5.00 1 0.42W1> 14 1 0.00 ( L/9189 )4.50 1 0.42W1> 15 1 ----- 16 1 ----- 17 1 ----- 18 1 0.00 ( L/9189 )3.50 1 0.42W1> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 74 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 6 Stem wall Stem wall 23 ' - 6 1 / 2 " 1,1 2,1 3,14,1 5,1 6, 1 6, 1 7,1 8,19,1 10,1 11 , 1 11 , 1 12 , 1 13 , 1 14 , 1 14 , 1 14 , 1 14 , 1 15,1 3 3 3 3 3 3 3 333 3 5 3 5 3 5 3 5 3 3 3 3 3 3 3 3 1W6B0 FO1 FO1 Dimension Key 1 4'-0" 2 3'-2" 3 4" Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 75 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Maximum Secondary Designs for Shape Shop on Side 6 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 7.50 8.50x0.060 Z Sim-60.0 Yes 0.0 0.13 0.00 0.08 0.00 1 2,1 7.50 8.50x0.060 Z Sim-60.0 Yes 0.0 0.13 0.00 0.08 0.00 1 3,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.14 0.00 0.00 0.00 1 4,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.14 0.00 0.09 0.00 1 5,1 7.50 8.50x0.060 C Sim-60.0 Yes 0.0 0.14 0.00 0.09 0.00 1 6,1 12.17 8.50x0.060 C Sim-60.0 Yes 0.0 0.53 0.00 0.57 0.00 1 7,1 25.00 8.50x0.088 Z Sim-60.0 Yes 0.0 0.99 0.00 0.00 0.00 1 8,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 9,1 4.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 1 10,1 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.95 0.00 0.00 0.00 1 11,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.01 0.00 1 12,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 13,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.01 0.00 1 14,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 15,1 25.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.77 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape Shop on Side 6 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 0.00 ( L/8038 )3.50 1 0.42W1> 2 1 0.00 ( L/8038 )3.50 1 0.42W1> 3 1 0.00 ( L/5548 )5.00 1 0.42W1> 4 1 0.00 ( L/7091 )4.00 1 0.42W1> 5 1 0.00 ( L/7091 )4.00 1 0.42W1> 6 1 0.16 ( L/898 )6.00 1 0.42W1> 7 1 1.79 ( L/167 )12.50 1 0.42W1> 8 1 ----- 9 1 ----- 10 1 1.54 ( L/195 )12.50 1 0.42W1> 11 1 ----- 12 1 ----- 13 1 ----- 14 1 ----- 15 1 -1.21 ( L/248 )12.50 2 0.42<W2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 76 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Roof: A 1'-0"24'-0"25'-0"24'-0"1'-0"24'-0"1'-0" 25 ' - 0 1 / 4 " 1' - 0 " 14 ' - 0 1 / 8 " 10 ' - 0 1 / 8 " 4' - 1 0 5 / 1 6 " 1" 3/ 4 " 15 ' - 0 1 / 8 " 15 ' - 0 1 / 8 " 1,1 2,1 3,1 4,1 5,1 6,1 7,1 8,1 9,1 9,2 9,3 9,4 9,1 9,2 9,3 9,4 9,1 9,2 9,3 9,4 9,1 9,2 9,3 9,4 9,1 9,2 9,3 9,4 9,1 9,2 9,3 9,4 9,1 9,2 9,3 9,4 9,1 9,2 9,3 9,4 10,1 10,2 10,3 10,4 11,1 12,1 13,1 13,2 13,3 13,4 13,1 13,2 13,3 13,4 13,1 13,2 13,3 13,4 14,1 14,2 14,3 14,4 15,1 15,2 15,3 15,4 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 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 2,1 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 3,1 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 4,1 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 5,1 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 6,1 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 7,1 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 8,1 24.50 8.50x0.098 Z Sim-60.0 Yes 0.0 0.80 0.00 0.00 0.00 15 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 77 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 9,1 24.25 8.50x0.098 Z Con-60.0 Yes 34.5 0.88 0.00 0.00 0.00 1 0.70 0.16 0.78 0.64 1 34.5 9,2 25.00 8.50x0.088 Z Con-60.0 Yes 46.5 0.70 0.14 0.78 0.64 1 34.5 1.00 0.26 0.84 0.00 1 0.66 0.20 0.81 0.76 8 34.5 9,3 25.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.66 0.20 0.81 0.76 8 34.5 0.97 0.27 0.81 0.00 10 0.83 0.21 0.97 0.86 9 34.5 9,4 25.00 8.50x0.088 Z Con-60.0 Yes 46.5 0.83 0.23 0.97 0.86 9 46.5 0.88 0.00 0.88 0.00 10 10,1 24.25 8.50x0.098 Z Con-60.0 Yes 34.5 0.00 0.02 0.68 1.02 1 0.76 0.26 0.94 0.87 7 34.5 10,2 25.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.76 0.24 0.94 0.87 7 34.5 0.99 0.38 0.87 0.00 7 0.65 0.24 0.85 0.83 8 34.5 10,3 25.00 8.50x0.068 Z Con-60.0 Yes 46.5 0.65 0.24 0.85 0.83 8 34.5 0.92 0.27 0.77 0.00 10 0.82 0.26 1.01 0.94 9 34.5 10,4 25.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.82 0.28 1.01 0.94 9 46.5 0.02 0.32 0.63 0.93 10 11,1 24.25 8.50x0.113 Z Sim-60.0 Yes 0.0 0.62 0.00 0.00 0.00 1 13,1 24.25 8.50x0.098 Z Con-60.0 Yes 34.5 0.00 0.01 0.66 0.99 1 0.71 0.16 0.78 0.64 1 34.5 13,2 25.00 8.50x0.098 Z Con-60.0 Yes 46.5 0.71 0.14 0.78 0.64 1 34.5 0.69 0.16 1.00 0.00 30 0.62 0.16 0.74 0.66 8 34.5 13,3 25.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.62 0.16 0.74 0.66 8 34.5 0.97 0.27 0.81 0.00 10 0.82 0.21 0.97 0.86 9 34.5 13,4 25.00 8.50x0.088 Z Con-60.0 Yes 46.5 0.82 0.23 0.97 0.86 9 46.5 0.70 0.25 0.97 0.00 60 14,1 24.00 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.80 0.00 0.00 0.00 1 14,2 25.00 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.74 0.00 0.88 0.00 30 14,3 25.00 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.86 0.00 0.00 0.00 1 14,4 24.00 8.50x0.113 EZ Sim-60.0 Yes 0.0 0.79 0.00 0.00 0.00 1 15,1 24.00 8.50x0.088 Z Con-60.0 Yes 34.5 0.95 0.00 0.00 0.00 1 0.79 0.18 0.88 0.74 1 34.5 15,2 25.00 8.50x0.098 Z Con-60.0 Yes 46.5 0.79 0.16 0.88 0.74 1 46.5 0.95 0.21 0.82 0.00 1 0.69 0.18 0.83 0.75 1 46.5 15,3 25.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.69 0.19 0.83 0.75 1 46.5 0.56 0.00 1.03 0.00 33 0.64 0.17 0.71 0.58 1 46.5 15,4 25.00 8.50x0.113 Z Con-60.0 Yes 46.5 0.64 0.11 0.71 0.58 1 46.5 0.50 0.11 0.46 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 -1.46 ( L/197 )12.25 1 1.0S 2 1 -1.46 ( L/197 )12.25 1 1.0S 3 1 -1.46 ( L/197 )12.25 1 1.0S 4 1 -1.46 ( L/197 )12.25 1 1.0S 5 1 -1.46 ( L/197 )12.25 1 1.0S 6 1 -1.46 ( L/197 )12.25 1 1.0S 7 1 -1.46 ( L/197 )12.25 1 1.0S 8 1 -1.55 ( L/186 )12.25 1 1.0S 9 1 -1.16 ( L/247 )10.25 1 1.0S 9 2 -0.36 ( L/837 )38.13 1 1.0S 9 3 -0.43 ( L/698 )60.63 1 1.0S 9 4 -1.28 ( L/226 )88.13 1 1.0S 10 1 -1.23 ( L/234 )10.25 1 1.0S 10 2 -0.34 ( L/889 )38.13 1 1.0S 10 3 -0.37 ( L/804 )60.63 1 1.0S 10 4 -1.21 ( L/238 )88.13 1 1.0S 11 1 -1.33 ( L/219 )12.00 1 1.0S 13 1 -1.27 ( L/227 )10.25 1 1.0S 13 2 -0.30 ( L/1003 )38.13 1 1.0S 13 3 -0.44 ( L/687 )60.63 1 1.0S 13 4 -1.27 ( L/226 )88.13 1 1.0S 14 1 -1.46 ( L/198 )12.00 1 1.0S 14 2 -1.72 ( L/175 )36.50 1 1.0S 14 3 -1.72 ( L/175 )61.50 1 1.0S 14 4 -1.46 ( L/198 )86.00 1 1.0S 15 1 -1.35 ( L/214 )10.00 1 1.0S 15 2 -0.18 ( L/1628 )37.88 1 1.0S 15 3 -0.73 ( L/414 )61.38 1 1.0S 15 4 -0.45 ( L/637 )88.88 1 1.0S Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 78 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 SBX ATV(Id=12,1) 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 25000 8.00 0.2500 0.1345 8.50 8.50 12.25 211.6 55.00 55.00 SS SS 3P 25001 8.00 0.2500 0.1345 8.50 8.50 12.25 211.6 55.00 55.00 SS SS 3P Total Frame Weight = 423.2 (p)(Includes all plates) Spandrel Beam Connection Design (ASD) Connection Plate Bolt Group Edge Weld Beam Cope Mem.Jt.Type Thick.Height Length Fy Diam.Spec/Jt.Bolts Rows Gage Pitch 'a'Size Side C Depth Id No.in.in.in.ksi in.n r in.in.in.in.in.in. 12,1 1 0.000 0.00 0.00 0 0.000 0 0 0.00 0.00 0.00 (0)-0.0000 0.00 0.00 12,1 2 0.000 0.00 0.00 0 0.000 0 0 0.00 0.00 0.00 (0)-0.0000 0.00 0.00 Required Strength Available Strength Ratio Min. Thickness Mem.Jt.Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max.Description Beam Column Moment Group Shear Ratio Web Id No.Case k k in-k k Deg.C %%%%in.in. 12,1 1 -1 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 12,1 2 -1 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 24/6/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 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 25000 12.25 8.50 1 0.0 276.1 0.0 37.2 269.2 162.4 1.03 25000 0.00 8.50 1 4.0 22.2 0.18 25001 0.00 8.50 1 0.0 276.1 0.0 37.2 269.2 162.4 1.03 25001 12.25 8.50 1 -4.0 22.2 0.18 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 25000 12.25 294.00 294.0 294.0 5.08 2.00 73.82 21.33 17.37 5.33 18.65 8.04 0.09 363.03 1.14 1.00 1.07 1.00 25001 0.00 294.00 294.0 294.0 5.08 2.00 73.82 21.33 17.37 5.33 18.65 8.04 0.09 363.03 1.14 1.00 1.07 1.00 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 79 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 User Defined Frame Point Loads for Cross Section: SBX ATV(Id=12,1) Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 2 p CG Hanging Load->Resolved From Plane -269.44 0/3/0 NA NA N IN 1.000 CL 2 p CG Hanging Load->Resolved From Plane -269.44 24/3/0 NA NA N IN 1.000 CL User Defined Frame Line Loads for Cross Section: SBX ATV(Id=12,1) Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir.Coef.Loc. 2 plf CG Hanging Load->Resolved From Plane -113.72 0/0/0 -113.72 24/6/0 N IN 1.000 CL Deflection Load Combinations - Framing No.Origin Factor Def H Def V Application Description 1 System 1.000 180 180 1.0 S S 2 System 1.000 180 180 0.42 W1>W1> 3 System 1.000 180 180 0.42 <W2 <W2 Controlling Frame Deflection Ratios for Cross Section: SBX ATV(Id=12,1) Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( L/494 )-0.595 25001 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. Purlin Anchorage Forces for Shape Shop, Roof A, Panel Type is PR, Pitch = 0.500:12 AR Clip if req'd - EPC3 Bay Thickness Load(psf)Ld Case # Purlins Length Simple?Diaphragm Width Allowable Defl Actual Defl 1 0.098 -39.63 1 8 24.50 Y 85.07 0.817 0.053 2 0.098 -41.98 1 12 0.25 N 60.34 0.008 0.000 3 0.088 -40.61 1 12 25.00 N 60.05 0.833 0.089 4 0.073 -40.57 1 13 25.00 N 60.34 0.833 0.089 5 0.088 -39.05 1 14 24.00 Y 60.34 0.800 0.080 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 2.92U 0.63U (k)0.63W 3 3, 0 13.745 14.392 0.126 0.032 0.252 2(24.50)Frame 2.70U 0.60U (k)0.63W 1 1, 0 12.706 13.864 0.126 0.042 0.335 3(24.75)Frame 2.92U 0.07U (k)0.22 0 0, 0 13.724 25.299 0.126 0.015 0.117 4(49.75)Frame 5.29U 0.47U (k)0.56W 3 3, 0 24.897 28.184 0.126 0.019 0.149 5(0.00)Frame 5.11U 0.58U (k)0.60W 6 6, 0*24.035 24.831 0.126 0.039 0.311 6(0.00)Frame 2.96U 0.58U (k)0.60W 2 2, 0*13.947 14.471 0.126 0.043 0.344 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 80 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 3 - Canopy 1 1'-0"24'-0"25'-0"25'-0"24'-0"1'-0" 3' - 0 " 1,1 1,2 1,3 1,42,1 2,2 2,3 2,43,1 3,2XY 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 24.00 8.50x0.113 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 1,2 25.00 8.50x0.098 Z Sim-60.0 Yes 0.0 0.65 0.00 0.00 0.00 1 1,3 25.00 8.50x0.098 Z Sim-60.0 Yes 0.0 0.65 0.00 0.00 0.00 1 1,4 24.00 8.50x0.113 Z Sim-60.0 Yes 0.0 0.68 0.00 0.00 0.00 1 2,1 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.75 0.00 0.75 0.00 1 2,2 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.44 0.00 0.00 0.00 1 2,3 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.44 0.00 0.00 0.00 1 2,4 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.77 0.00 0.00 0.00 1 3,1 25.00 8.50x0.068 Z Sim-60.0 Yes 0.0 0.71 0.00 0.00 0.00 1 3,2 25.00 8.50x0.068 Z Sim-60.0 Yes 0.0 0.71 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 -1.53 ( L/188 )12.00 0 1.0D+1.0CG+1.0PF1 1 2 -1.56 ( L/192 )36.50 0 1.0D+1.0CG+1.0PF1 1 3 -1.56 ( L/192 )61.50 0 1.0D+1.0CG+1.0PF1 1 4 -1.53 ( L/188 )86.00 0 1.0D+1.0CG+1.0PF1 2 1 -1.41 ( L/204 )13.00 0 1.0D+1.0CG+1.0PF1 2 2 -0.85 ( L/353 )37.50 0 1.0D+1.0CG+1.0PF1 2 3 -0.85 ( L/353 )62.50 0 1.0D+1.0CG+1.0PF1 2 4 -1.44 ( L/200 )87.00 0 1.0D+1.0CG+1.0PF1 3 1 -1.48 ( L/202 )12.50 0 1.0D+1.0CG+1.0PF1 3 2 -1.48 ( L/202 )37.50 0 1.0D+1.0CG+1.0PF1 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 81 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 1 - Parapet 1 1'-0"24'-0"25'-0"24'-0"2' - 3 3 / 8 " 1,1 1,2 1,3 2,1 2,2 2,3 X Y 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 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.90 0.00 0.89 0.00 2 1,2 25.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.95 0.00 0.00 0.00 2 1,3 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.90 0.00 0.90 0.00 2 2,1 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.53 0.00 0.00 0.00 2 2,2 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.44 0.00 0.00 0.00 2 2,3 24.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.42 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape Shop on Side 1 Design Id Segment Deflection(in.)Ratio Location(ft) Load Case Description 1 1 -1.30 ( L/222 )12.00 2 0.42<W2 1 2 -1.50 ( L/200 )36.50 2 0.42<W2 1 3 -1.30 ( L/221 )61.00 2 0.42<W2 2 1 -0.78 ( L/368 )13.00 2 0.42<W2 2 2 -0.70 ( L/427 )37.50 2 0.42<W2 2 3 -0.62 ( L/466 )62.00 2 0.42<W2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 82 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 2 - Parapet 1 15'-0"15'-0" 7 1 / 2 " 7 1 / 2 " 1' - 6 3 / 8 " 1,1 1,2 X Y 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 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.43 0.00 0.43 0.00 2 1,2 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.38 0.00 0.38 0.00 2 Maximum Secondary Deflections for Shape Shop on Side 2 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 -0.25 ( L/719 )7.50 2 0.42<W2 1 2 -0.22 ( L/825 )22.50 2 0.42<W2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 83 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 2 - Parapet 2 15'-0"15'-0" 7 1 / 2 " 7 1 / 2 " 2' - 3 3 / 8 " 1,1 1,2 2,1 2,2 X Y 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 15.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.49 0.00 0.49 0.00 2 1,2 15.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.40 0.00 0.00 0.00 2 2,1 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.26 0.00 0.00 0.00 2 2,2 15.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.26 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape Shop on Side 2 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 -0.28 ( L/654 )7.50 2 0.42<W2 1 2 -0.23 ( L/796 )22.50 2 0.42<W2 2 1 -0.15 ( L/1181 )7.50 2 0.42<W2 2 2 -0.15 ( L/1187 )22.50 2 0.42<W2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 84 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 4 - Parapet 1 25'-0"1'-0" 1/ 2 " 1' - 0 1 / 2 " 1' - 5 1 / 2 " 1,1 X Y 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 26.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.61 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape Shop on Side 4 Design Id Segment Deflection(in.)Ratio Location(ft)Load Case Description 1 1 -0.97 ( L/308 )12.50 2 0.42<W2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 85 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 5 - Parapet 1 1'-0"24'-0"1'-0" 1' - 2 7 / 8 " 1,1 2,1 X Y Maximum Secondary Designs for Shape Shop on Side 5 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 8.50x0.060 C Sim-60.0 Yes 0.0 0.26 0.00 0.00 0.00 2 2,1 24.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.41 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape Shop on Side 5 Design Id Segment Deflection(in.)Ratio Location(ft) Load Case Description 1 1 -0.39 ( L/738 )13.00 2 0.42<W2 2 1 -0.59 ( L/486 )12.00 2 0.42<W2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 86 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 6 - Parapet 1 25'-0" 1' - 0 1 / 2 " 1' - 2 7 / 8 " 1,1 X Y Maximum Secondary Designs for Shape Shop on Side 6 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 25.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.56 0.00 0.56 0.00 2 Maximum Secondary Deflections for Shape Shop on Side 6 Design Id Segment Deflection(in.)Ratio Location(ft) Load Case Description 1 1 -0.90 ( L/333 )12.50 2 0.42<W2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 87 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: 2.02 psf Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.80 psf - USR 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: 37.00 %g Primaries Wind Exposure: C -Kz: 0.902 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 14.20 %g Parts Wind Exposure Factor: 0.902 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: 0.3710 Ground Elevation Factor: Ke: 0.8387 Snow Importance: Is:1.000 Design Acceleration Parameter: Sd1: 0.2192 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 Obstructed or Not Slippery % Snow Used in Seismic: 20.00 -USR Site Elevation: 4858.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 16/0/0 Fundamental Period Height Used: 21/9/4 Parts / Portions Zone Strip Width: Walls, a: 8/0/0 Transverse Direction Parameters Roof(s), 0.6h: N/A Ordinary Steel Moment Frames Velocity Pressure: qz: 21.77, (C&C) 21.77 psf Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 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: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 88 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 2, Frame at: 15/0/0 Frame Cross Section: B 1 2 X Y 30005 Dimension Key 1 1'-11 1/4" 2 2 5/8" Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 89 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 15/0/0 22/6/0 0.0000 -Automatic Design Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW -Wall: 3 14 System 1.000 0.6 MW MW -Wall: 4 15 System 1.000 0.6 MW MW - Wall: 5 16 System 1.000 0.6 MW MW -Wall: 6 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 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 Total Frame Weight = 0.0 (p) (Includes all plates) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 90 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 0.0 0.0 CG 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 SD 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 W2>0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 WPL 0.0 0.0 0.0 0.0 WPR 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 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 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 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 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 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 Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 0/0/0 B-5 16.85 1.14 32.0 2 1.42 12.70 N 0.27 12.70 N 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 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 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 91 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 92 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 2, Frame at: 45/0/0 Frame Cross Section: 24 ' - 9 3 / 8 " T . O . P . 1 2 3 X Y 30009 Dimension Key 1 3 1/2" 2 2'-4 3/4" 3 2 5/8" Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 93 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 45/0/0 22/6/0 0.0000 -Automatic Design Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW -Wall: 3 14 System 1.000 0.6 MW MW -Wall: 4 15 System 1.000 0.6 MW MW - Wall: 5 16 System 1.000 0.6 MW MW -Wall: 6 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 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 Total Frame Weight = 0.0 (p) (Includes all plates) Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 0.0 0.0 CG 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 SD 0.0 0.0 0.0 0.0 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 94 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 W1>0.0 0.0 0.0 0.0 <W1 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 WPL 0.0 0.0 0.0 0.0 WPR 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 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 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 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 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 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 Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 0/0/0 5-E 30.47 1.67 32.0 2 2.16 13.57 N 0.50 13.57 N 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 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 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- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 95 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 3, Frame at: 1/0/0 Frame Cross Section: 1 15'-0"15'-0"15'-0"15'-0"25'-0" A BL J BL CL B CL C CL E CL G 85'-0"1 2 FRAME CROSS SECTION AT FRAME LINE(S) 1 3 4 5 5' - 0 " 6 7 GF B GF B GF B GF B GF B GF B GF B GF B GF B GF B GF B 88 @ 2'-6 "9103 @ 4'-3"7 @ 4'-9 "611 3 1718 20 ' - 0 " X Y (2)GFB(2)GFB (2)GFB (2)GFB (2)GFB 85'-0 7 /8 " 0.50 00:12 20 30017 10001 1 2 3 4 5 6 7 8 91011 12 Dimension Key 1 3'-0" 2 19'-10 1/2" 3 8 1/2" 4 4'-0" 5 3'-2" 6 4'-3" 7 3'-7" 8 2'-2 7/8" 9 2'-9 3/8" 10 2'-2 5/8" 11 2 @ 3'-9 1/2" 12 2 @ 5'-0" 13 4'-6" 14 2'-2 1/2" 15 8 1/4" 16 2 5/8" 17 1'-6 3/8" 18 1'-5 11/16" 19 4" 20 3'-0" 0.5000:12 Frame Clearances Horiz. Clearance between members 1(CX001) and 8(CX002): 80'-9" Vert. Clearance at member 1(CX001): 17'-7 5/8" Vert. Clearance at member 8(CX002): 21'-2 5/8" Vert. Clearance at member 9(EPX001): 19'-5" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 96 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 1/0/0 13/0/0 FL1 90.0000 -Stress Check Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 3) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 10 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 11 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 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 <W2 D + CG + <W2 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 15 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 16 System 1.000 0.6 MW MW - Wall: 1 17 System 1.000 0.6 MW MW -Wall: 2 18 System 1.000 0.6 MW MW -Wall: 3 19 System 1.000 0.6 MW MW - Wall: 4 20 System 1.000 0.6 MW MW -Wall: 5 21 System 1.000 0.6 MW MW -Wall: 6 22 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 24 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 25 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 26 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 27 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 34 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 35 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 36 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 37 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 38 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 41 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 42 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 43 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 44 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 45 Special 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 + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 50 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 51 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 97 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 65 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 74 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 75 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 76 System Derived 1.000 0.6 MWB MWB - Wall: 1 77 System Derived 1.000 0.6 MWB MWB -Wall: 2 78 System Derived 1.000 0.6 MWB MWB -Wall: 3 79 System Derived 1.000 0.6 MWB MWB - Wall: 4 80 System Derived 1.000 0.6 MWB MWB -Wall: 5 81 System Derived 1.000 0.6 MWB MWB -Wall: 6 82 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 84 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 86 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 87 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 88 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB>D + CU + <E + EG- + EB> 89 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 90 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> 91 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> 92 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> 93 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> 94 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 95 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 96 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 105 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 106 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 107 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 108 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 109 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 110 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 111 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 10001 5.00 0.1345 0.1345 8.50 8.50 3.40 46.3 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1345 12.00 22.00 19.31 408.1 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 21.00 21.00 9.33 185.9 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 21.00 21.00 24.57 453.1 55.00 55.00 SS SP 3P 4 5.00 0.3125 0.1345 21.00 21.00 10.86 230.1 55.00 55.00 SP SS 3P 5 5.00 0.3125 0.1345 21.00 12.00 9.54 180.2 55.00 55.00 SS SP 3P 6 5.00 0.2500 0.1345 12.00 12.00 19.91 283.5 55.00 55.00 SP SS 3P 7 5.00 0.1875 0.1345 12.00 18.00 9.44 129.5 55.00 55.00 SS KN 3P 8 6.00 0.5000 0.1644 12.00 12.00 22.80 636.1 55.00 55.00 BP KN 3P 9 5.00 0.1875 0.1345 12.00 12.00 19.41 245.8 55.00 55.00 BP CP 3P Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 98 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 10 5.00 0.1875 0.1345 12.00 12.00 20.63 221.8 55.00 55.00 BP SS 3P 11 5.00 0.1875 0.1345 12.00 12.00 21.25 229.1 55.00 55.00 BP SS 3P 12 5.00 0.1875 0.1345 12.00 12.00 22.50 252.5 55.00 55.00 BP SS 3P Total Frame Weight = 3501.9 (p)(Includes all plates) Frame Member Releases Member Joint 1 Joint 2 9 No Yes 10 No Yes 11 No Yes 12 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 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 85/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 45/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 15/0/0 20/7/8 Yes No No 0/0/0 0/0/0 0.0000 11 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 30/0/0 21/3/0 Yes No No 0/0/0 0/0/0 0.0000 12 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 60/0/0 22/6/0 Yes No No 0/0/0 0/0/0 0.0000 10001 0/0/0 20/0/0 Yes Yes Yes 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 Interior Column X-Loc 0/0/0 15/0/0 30/0/0 45/0/0 60/0/0 Grid1 -Grid2 1-A 1-B 1-C 1-E 1-G Base Plate W x L (in.)9 X 13 8 X 13 8 X 13 8 X 13 8 X 13 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.100'-0"100'-0"100'-0"100'-0"100'-0" Load Type Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy D Frm 0.17 -1.29 --0.24 --0.25 --2.27 --0.29 CG Frm 0.33 -1.18 --------2.27 --- S>Frm 1.86 -12.35 --------20.96 --- <S Frm 1.86 -12.35 --------20.96 --- SD Frm 0.09 - -0.02 --------0.34 --- W1>Frm 4.47 --2.78 -3.16 --3.23 --3.08 -10.28 -4.43 - <W1 Frm -4.59 --9.57 --2.84 ---2.92 ---2.78 -15.06 --3.99 - W2>Frm 3.89 - -0.62 -------- -5.65 - -0.02 - <W2 Frm -5.16 --7.41 ---------10.43 -0.01 - WPL Frm 0.85 1.31 -7.82 ---------15.81 --- WPR Frm 1.02 -1.31 -4.58 -------- -8.90 --- MW -Wall: 1 Frm --------------- MW -Wall: 2 Frm --------------- MW - Wall: 3 Frm -3.98 - -0.85 --------0.57 --- MW -Wall: 4 Frm --------------- MW -Wall: 5 Frm 2.44 -1.21 ---------0.93 --- MW - Wall: 6 Frm --------------- CU Frm --------------- S Frm 1.86 -12.35 --------20.96 --- E>Frm 2.11 -0.88 -0.28 --0.28 --0.28 -0.57 -0.28 - EG+Frm 0.05 -0.24 --------0.43 --- <E Frm -2.11 --0.88 --0.28 ---0.28 ---0.28 0.57 --0.28 - EG-Frm -0.05 - -0.24 -------- -0.43 --- WB1>Brc --------------- <WB1 Brc --------------- WB2>Brc --------------- <WB2 Brc --------------- WB3>Brc --------------- <WB3 Brc --------------- WB4>Brc --------------- <WB4 Brc --------------- MWB - Wall: 1 Brc --------------- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 99 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 MWB -Wall: 2 Brc --------------- MWB -Wall: 3 Brc --------------- MWB - Wall: 4 Brc --------------- MWB -Wall: 5 Brc --------------- MWB -Wall: 6 Brc --------------- EB>Brc --------------- <EB Brc --------------- Type Exterior Column X-Loc 85/0/0 Grid1 -Grid2 1-J Base Plate W x L (in.)8 X 13 Base Plate Thickness (in.)0.375 Anchor Rod Qty/Diam. (in.)4 -0.750 Column Base Elev.100'-0" Load Type Desc.Hx Hz Vy D Frm -0.17 -1.31 ---- CG Frm -0.33 -2.53 ---- S>Frm -1.86 -8.16 ---- <S Frm -1.86 -8.16 ---- SD Frm -0.09 -0.39 ---- W1>Frm 3.02 --4.12 ---- <W1 Frm -0.85 --6.10 ---- W2>Frm 3.60 - -2.24 ---- <W2 Frm -0.28 --4.22 ---- WPL Frm -0.27 2.00 -6.51 ---- WPR Frm -0.99 -2.00 -3.70 ---- MW -Wall: 1 Frm ------- MW -Wall: 2 Frm ------- MW - Wall: 3 Frm -0.56 -0.29 ---- MW -Wall: 4 Frm ------- MW -Wall: 5 Frm 2.72 --0.28 ---- MW - Wall: 6 Frm ------- CU Frm ------- S Frm -1.86 -8.16 ---- E>Frm 0.60 - -0.23 ---- EG+Frm -0.05 -0.29 ---- <E Frm -0.60 -0.23 ---- EG-Frm 0.05 - -0.29 ---- WB1>Brc ------- <WB1 Brc ------- WB2>Brc ------- <WB2 Brc ------- WB3>Brc ------- <WB3 Brc ------- WB4>Brc ------- <WB4 Brc ------- MWB - Wall: 1 Brc ------- MWB -Wall: 2 Brc ------- MWB -Wall: 3 Brc ------- MWB - Wall: 4 Brc ------- MWB -Wall: 5 Brc ------- MWB -Wall: 6 Brc ------- EB>Brc ------- <EB Brc ------- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 100 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 5.7 4.9 CG 0.0 0.0 6.0 6.0 S>0.0 0.0 41.5 41.5 <S 0.0 0.0 41.5 41.5 SD 0.0 0.0 0.7 0.7 W1>7.5 7.5 17.2 17.2 <W1 5.4 5.4 30.7 30.7 W2>7.5 7.5 8.5 8.5 <W2 5.4 5.4 22.1 22.1 WPL 0.6 0.6 30.1 30.1 WPR 0.0 0.0 17.2 17.2 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 4.5 4.5 0.0 0.0 MW -Wall: 4 0.0 0.0 0.0 0.0 MW -Wall: 5 5.2 5.2 0.0 0.0 MW - Wall: 6 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 41.5 41.5 E>2.7 2.7 0.0 0.1 EG+0.0 0.0 1.0 1.0 <E 2.7 2.7 0.0 0.1 EG-0.0 0.0 1.0 1.0 WB1>0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB2>0.0 0.0 0.0 0.0 <WB2 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 WB4>0.0 0.0 0.0 0.0 <WB4 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 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB -Wall: 6 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-A 4.37 43 4.98 40 0.79 15 0.79 14 4.97 23 15.10 8 ---- 0/0/0 20/0/0 0.24 41 0.24 40 ----0.88 23 2.85 1 76 1 23 23 15/0/0 1-B ----1.70 11 1.90 10 --0.24 1 ---- 15/0/0 20/7/8 ----1.68 11 1.87 10 0.24 1 ------ 30/0/0 1-C ----1.75 11 1.94 10 --0.25 1 ---- 30/0/0 21/3/0 ----1.73 11 1.91 10 0.25 1 ------ 45/0/0 1-E ----1.67 11 1.85 10 8.13 26 25.84 3 ---- 60/0/0 1-G ----2.39 11 2.66 10 --0.29 1 ---- 60/0/0 22/6/0 ----2.03 11 2.12 10 0.27 1 ------ 85/0/0 1-J 2.46 3 2.05 24 1.20 15 1.20 14 3.12 26 12.40 3 ---- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 101 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 1-A 1 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 15/0/0 1-B 10 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 30/0/0 1-C 11 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 45/0/0 1-E 9 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 60/0/0 1-G 12 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 85/0/0 1-J 8 0.375 8 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 5.15 4.64 40 2.59 -4.92 23 2.42 14.73 4 0.79 -3.95 0.57 26 15/0/0 1.90 0.24 10 --0 -0.24 1 ---0 30/0/0 1.94 0.25 10 --0 -0.25 1 ---0 45/0/0 1.94 -4.80 22 0.05 -8.10 26 0.18 25.99 3 ---0 60/0/0 2.66 0.17 22 --0 -0.29 1 ---0 85/0/0 2.48 12.44 3 0.27 -3.11 26 2.48 12.44 3 1.20 -3.11 0.27 26 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 0.279 40 0.128 23 -0 -0 0.114 4 0.149 23 0.089 4 0.154 4 0.152 40 15/0/0 0.103 10 -0 -0 -0 0.002 1 -0 0.004 1 0.003 1 0.057 10 30/0/0 0.105 10 -0 -0 -0 0.002 1 -0 0.004 1 0.003 1 0.058 10 45/0/0 0.105 22 0.211 26 -0 -0 0.226 3 0.306 26 0.418 3 0.329 3 0.236 3 60/0/0 0.144 22 -0 -0 -0 0.003 1 -0 0.005 1 0.004 1 0.080 22 85/0/0 0.134 3 0.081 26 -0 -0 0.108 3 0.112 26 0.128 3 0.185 3 0.091 3 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 S9 1.83 20.535 152.67 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S2 10.36 20.375 151.49 N/A N/A 0.1875 2.000 Both F-BS-0.1250,W-OS-0.1250,F-BS-0.1250 8 1 S3 21.23 11.000 N/A N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-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 KN(Top)0.375 8.00 27.75 0.750 F1852X/PT 4.00 41 Ext/Gusset 4.00/4.00 41 Ext/Gusset 4.00/4.00 Gusset In 2.875 x 0.2500 x 5.13 SP-BS-0.1875,Gusset Out 2.875 x 0.2500 x 5.00 SP-BS-0.1875, 2 1 KN(Top) 0.375 6.00 27.75 0.750 F1852X/PT 4.00 41 Ext/Gusset 4.00 31 Extended 4.00 Gusset Out 2.875 x 0.2500 x 5.00 SP-BS-0.1875, 3 2 SP 0.375 6.00 22.00 0.750 F1852X/PT 4.00 11 Flush 14.50 12 Flush 2.00 4 1 SP 0.375 6.00 22.00 0.750 F1852X/PT 4.00 11 Flush 14.50 12 Flush 2.00 5 2 SP 0.375 6.00 15.40 0.750 F1852X/PT 4.00 31 Extended 4.00 11 Flush 7.59 6 1 SP 0.375 6.00 15.37 0.750 F1852X/PT 4.00 31 Extended 4.00 11 Flush 7.59 7 2 KN(Face) 0.625 6.00 18.99 0.750 F1852X/PT 4.00 12 Flush 2.00 11 Flush 10.13 8 2 KN(Face)0.625 6.00 19.04 0.750 F1852X/PT 4.00 12 Flush 2.00 11 Flush 10.13 9 2 CP 0.375 6.00 13.00 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 1 2 46 -4.6 4.3 927.3 AISC DG-16/Thin plate 0.679 0.046 0.985 0.000 0.000 0.063 0.959 0.516 2 1 46 -4.6 4.3 927.3 AISC DG-16/Thin plate 0.679 0.046 0.985 0.000 0.000 0.063 0.938 0.516 3 2 7 -2.4 4.4 339.7 AISC DG-16/Thin plate 0.571 0.071 0.885 0.000 0.000 0.091 0.959 0.516 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 102 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 4 1 7 -2.4 4.4 339.7 AISC DG-16/Thin plate 0.571 0.071 0.885 0.000 0.000 0.091 0.799 0.516 5 2 6 -1.8 4.3 246.4 AISC DG-16/Thin plate 0.339 0.046 0.705 0.337 0.499 0.062 0.799 0.516 6 1 6 -1.8 4.3 246.4 AISC DG-16/Thin plate 0.339 0.046 0.705 0.337 0.499 0.062 0.959 0.516 7 2 3 -2.1 10.1 616.2 AISC DG-16/Thin plate 0.610 0.109 0.655 0.000 0.000 0.069 0.779 0.631 8 2 3 -2.1 10.1 616.2 AISC DG-16/Thin plate 0.616 0.109 0.660 0.000 0.000 0.069 1.000 0.631 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 49 1.3 3.8 813.8 AISC DG-16/Thin plate 0.641 0.041 0.930 0.000 0.000 0.055 0.959 0.516 2 1 49 1.3 3.8 813.8 AISC DG-16/Thin plate 0.641 0.041 0.930 0.000 0.000 0.055 0.885 0.516 3 2 6 -0.6 7.6 364.5 AISC DG-16/Thin plate 0.343 0.082 0.864 0.000 0.000 0.087 0.959 0.516 4 1 6 -0.6 7.6 364.5 AISC DG-16/Thin plate 0.343 0.082 0.864 0.000 0.000 0.087 0.799 0.516 5 2 22 -0.4 0.9 66.3 AISC DG-16/Thin plate 0.223 0.014 0.346 0.000 0.000 0.018 0.799 0.516 6 1 22 -0.4 0.9 66.3 AISC DG-16/Thin plate 0.223 0.014 0.346 0.000 0.000 0.018 0.959 0.516 7 2 26 2.3 3.2 232.0 AISC DG-16/Thin plate 0.481 0.051 0.320 0.000 0.000 0.039 0.479 0.631 8 2 26 2.3 3.2 232.0 AISC DG-16/Thin plate 0.485 0.051 0.323 0.000 0.000 0.039 1.000 0.631 * 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 9 2 22 4.8 1.9 26 8.1 0.3 0.254 0.089 0.000 0.262 0.131 0.029 0.351 0.058 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(Top) Fillet 0.1250 Both - Fillet 0.1250 Both - Fillet 0.1250 Both ----- 2 1 KN(Top)Fillet 0.2500 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 3 2 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 4 1 SP Fillet 0.1875 Both - Fillet 0.1875 Both - Fillet 0.1250 Both ----- 5 2 SP Fillet 0.1875 Both -Fillet 0.1875 Both -Fillet 0.1250 Both ----- 6 1 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 7 2 KN(Face) Fillet 0.1875 Both - Fillet 0.1875 Both - Fillet 0.1250 Both ----- 8 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 9 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 7 7/11/7 2/2/14 GFB2055 0.656 7 C 7 0/5/7 9/8/14 GFB2050 0.144 3 6 5/0/15 25/0/4 GFB2014 0.161 7 5 8/1/12 31/5/14 GFB2050 0.551 0 4 10/6/1 39/11/14 GFB2066 1.502 6 4 5/9/1 44/8/14 GFB2107 0.829 0 3 20/9/15 54/2/14 GFB2107 0.234 6 3 16/0/15 58/11/14 GFB2107 0.315 6 3 6/6/15 68/5/14 GFB2107 0.437 6 3 1/9/15 73/2/14 GFB2107 0.476 6 2 3/1/6 81/3/6 GFB2097 0.765 10 9 7/2/0 7/2/0 (2)GFB2050 0.000 0 10 7/2/0 7/2/0 (2)GFB2050 0.000 0 11 7/2/0 7/2/0 (2)GFB2050 0.000 0 12 7/2/0 7/2/0 (2)GFB2050 0.000 0 12 17/2/0 17/2/0 (2)GFB2050 0.000 0 (C) - Bearing on Secondary exceeded 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 45/0/0 1-E 1.85 1.03 Std 0.00 0.00 N 1.54 48.16 0.088 GFB 3.70 4.71 3.07 15/0/0 1-B 1.87 1.04 Std 85.94 4.08 N 1.04 48.24 0.088 GFB 3.70 4.71 3.07 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 103 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 N 0.51 48.24 0.088 GFB 3.70 4.71 3.07 30/0/0 1-C 1.91 1.08 Std 85.94 6.39 N 1.35 48.24 0.088 GFB 3.70 4.71 3.07 N 0.28 48.24 0.088 GFB 3.70 4.71 3.07 60/0/0 1-G 2.12 0.78 Std 0.00 0.00 N 0.95 34.09 0.113 GFB 4.75 4.71 3.07 Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 85/0/0 1-J 5.89 0.79 18.0 2 0.99 17.05 N 0.20 17.05 N 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 10001 3.71 8.50 1 0.1 -83.4 0.0 80.9 162.4 26.1 0.51 10001 3.71 8.50 1 -3.1 21.6 0.14 1 17.65 22.00 30 -11.7 -779.2 0.0 54.5 1137.6 250.2 0.82 1 0.00 12.00 28 -4.2 21.8 0.19 2 0.86 21.00 30 -3.7 -810.0 0.0 82.6 1061.0 95.1 0.79 2 0.86 21.00 4 9.8 21.4 0.46 3 11.33 21.00 6 -1.0 1010.7 0.0 43.1 1023.0 95.1 1.00 3 24.57 21.00 9 -7.7 21.4 0.36 4 10.39 21.00 3 -1.6 -1304.3 0.0 99.2 1320.6 131.9 1.00 4 10.39 21.00 9 -13.4 21.5 0.62 5 0.11 20.90 3 -3.3 -1287.6 0.0 65.5 1279.7 131.9 1.03 5 0.00 21.00 4 12.4 21.5 0.58 6 10.36 12.00 7 -2.3 497.5 0.0 23.1 542.6 96.3 0.97 6 0.00 12.00 4 7.1 21.8 0.33 7 8.39 18.00 3 -2.1 -616.2 0.0 58.6 611.4 49.8 1.03 7 8.39 18.00 3 -10.1 21.4 0.47 8 21.26 12.00 3 -12.4 -655.5 0.0 41.7 796.1 299.5 1.03 8 19.42 12.00 3 2.6 34.1 0.08 9 10.14 12.00 3 -26.0 0.0 0.0 25.5 200.5 55.4 1.02 9 0.00 12.00 10 -1.8 21.6 0.09 10 10.31 12.00 10 -0.2 -117.3 0.0 21.7 168.9 55.4 0.70 10 0.00 12.00 22 -1.9 21.6 0.09 11 10.63 12.00 10 -0.3 -123.6 0.0 20.1 155.6 55.4 0.80 11 0.00 12.00 22 -1.9 21.6 0.09 12 11.25 12.00 10 -0.3 -178.3 0.0 35.8 292.5 55.4 0.61 12 0.00 12.00 22 -2.7 21.6 0.12 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 10001 3.71 44.54 44.5 44.5 2.45 0.67 29.78 2.80 7.01 1.12 7.90 1.72 0.01 49.05 1.00 1.00 1.13 1.00 1 17.65 211.81 211.8 211.8 6.89 2.00 584.48 21.34 53.13 5.33 59.04 8.10 0.10 2523.52 1.62 1.00 1.00 0.76 2 0.86 510.37 20.4 20.4 5.26 1.25 365.62 5.21 34.82 2.08 40.06 3.22 0.07 561.00 1.00 0.98 1.00 0.64 3 11.33 510.37 114.0 57.0 5.26 1.25 365.68 5.21 34.83 2.08 40.07 3.22 0.07 561.08 1.01 0.98 1.00 0.71 4 10.39 510.37 57.0 57.0 5.87 1.56 429.18 6.51 40.87 2.61 46.28 4.00 0.12 697.01 1.25 0.98 1.00 0.68 5 0.11 459.72 102.1 102.1 5.85 1.56 424.51 6.51 40.63 2.61 45.99 4.00 0.12 690.20 1.54 0.98 1.00 0.72 6 10.36 459.72 183.4 30.0 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.09 1.00 1.11 0.99 7 8.39 459.72 5.2 5.2 4.25 0.94 210.10 3.91 23.34 1.56 27.14 2.42 0.04 310.13 1.04 1.00 1.00 0.59 8 21.26 255.12 255.1 255.1 7.81 3.00 216.73 18.00 36.12 6.00 39.47 9.07 0.52 595.26 1.63 1.00 1.09 0.92 9 10.14 243.37 147.0 147.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.00 1.00 1.13 0.93 10 10.31 247.50 161.5 161.5 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.00 1.00 1.13 0.96 11 10.63 255.00 169.0 169.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.00 1.00 1.13 0.98 12 11.25 270.00 120.0 120.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.00 1.00 1.13 0.88 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 104 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 WPL Weak Axis Load 2.30 8/7/3 NA NA N IN 1.000 WA 1 k WPR Weak Axis Load -2.30 8/7/3 NA NA N OUT 1.000 WA 2 p CG Hanging Load->Resolved From Plane -260.42 85/0/0 NA NA N DOWN 1.000 OF 2 p CG Hanging Load->Resolved From Plane -781.25 0/0/0 NA NA N DOWN 1.000 OF 4 k WPL Weak Axis Load 2.70 6/1/0 NA NA N IN 1.000 WA 4 k WPR Weak Axis Load -2.70 6/1/0 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. 2 plf CG Hanging Load->Resolved From Plane -60.00 0/0/0 -60.00 25/0/0 N DOWN 1.000 OF 1 2 2 4 10 0 0 20 0 0 20 0 1 20 0 2 10000 30 0 1 6 15'-0"15'-0"15'-0"15'-0"25'-0" 85'-0" 20 ' - 0 " 23 ' - 6 1 / 2 " X Y A JEBCGJ 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: 1 Description Ratio Deflection (in.)Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/119 )-1.852 1 2 2 W1> Max. Vertical Deflection for Span 1 ( L/802 )-0.648 3 1 1 S Max. Vertical Deflection for Span 2 ( L/635 )-0.732 7 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): 1.376 (k/in) Fundamental Period (calculated) (T): 1.381 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 105 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 3, Frame at: 25/0/0 Frame Cross Section: 2 35'-0"24'-0"26'-0" A BL J BL85'-0"1 2 FRAME CROSS SECTION AT FRAME LINE(S) 2 3 GFB GFB GFB 7' - 2 " 5' - 0 " 4 5 GF B GF B GF B (2 ) G F B GF B (2 ) G F B GF B GF B GF B (2 ) G F B 68 @ 2'-6 "783 @ 4'-3"7 @ 4'-9 "49 3 171819 20 ' - 0 " X Y 85'-0 7/8" 0.5000:12 21 30017 10001 1 2 3 4 5 6 7 8 9 10 11 Dimension Key 1 3'-0" 2 19'-10 1/2" 3 8 1/2" 4 4'-3" 5 3'-7" 6 2'-2 7/8" 7 2'-9 3/8" 8 2'-2 5/8" 9 2 @ 3'-9 1/2" 10 4'-0" 11 3'-2" 12 2 @ 5'-0" 13 4'-6" 14 2'-2 1/2" 15 8 1/4" 16 2 5/8" 17 1'-6 3/8" 18 8 13/16" 19 8 7/8" 20 4" 21 3'-0" 0.5000:12 Frame Clearances Horiz. Clearance between members 1(CX003) and 9(CX004): 80'-7" Vert. Clearance at member 1(CX003): 17'-1 7/16" Vert. Clearance at member 9(CX004): 20'-9 1/8" Vert. Clearance at member 10(ICX001): 18'-9 3/16" Vert. Clearance at member 11(ICX002): 20'-8 3/4" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 106 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 25/0/0 24/6/0 FL2 90.0000 -Stress Check Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 4) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 1) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PH1 D + CG + PH1(Span 4) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 1 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 3 12 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 13 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 14 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 15 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 16 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 17 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 18 System 1.000 0.6 MW MW -Wall: 1 19 System 1.000 0.6 MW MW - Wall: 2 20 System 1.000 0.6 MW MW -Wall: 3 21 System 1.000 0.6 MW MW -Wall: 4 22 System 1.000 0.6 MW MW - Wall: 5 23 System 1.000 0.6 MW MW -Wall: 6 24 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 25 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 26 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 27 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 28 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 29 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 36 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 37 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 38 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 39 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 40 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 41 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 42 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 44 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 45 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 46 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 47 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 48 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 49 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 50 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 51 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 52 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 53 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 107 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 60 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2> 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 63 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 64 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 70 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 71 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 72 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 73 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 75 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 78 System Derived 1.000 0.6 MWB MWB -Wall: 1 79 System Derived 1.000 0.6 MWB MWB -Wall: 2 80 System Derived 1.000 0.6 MWB MWB - Wall: 3 81 System Derived 1.000 0.6 MWB MWB -Wall: 4 82 System Derived 1.000 0.6 MWB MWB -Wall: 5 83 System Derived 1.000 0.6 MWB MWB - Wall: 6 84 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 86 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 87 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 88 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB>D + CU + E> + EG-+ EB> 89 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB>D + CU + E> + EG- + EB> 90 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 91 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 EB>D + CU + <E + EG-+ EB> 92 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> 93 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> 94 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> 95 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> 96 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 97 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 98 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 101 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 102 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 <EB D + CU + E> + EG-+ <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 105 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 106 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 107 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 108 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 109 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 110 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 111 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 112 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 113 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 10001 5.00 0.1345 0.1345 8.50 8.50 3.40 46.3 55.00 55.00 SS SS 3P 1 5.00 0.2500 0.1345 12.00 24.00 19.29 318.0 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 27.00 18.00 9.32 206.4 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1875 18.00 18.00 15.00 309.6 55.00 55.00 SS SP 3P 4 5.00 0.3750 0.1345 18.00 24.00 10.34 242.2 55.00 55.00 SP SS 3P 5 5.00 0.3750 0.1345 24.00 12.00 12.96 277.5 55.00 55.00 SS SP 3P 6 5.00 0.1875 0.1345 12.00 12.00 11.10 139.6 55.00 55.00 SP SS 3P 7 5.00 0.1875 0.1345 12.00 12.00 8.86 103.6 55.00 55.00 SS SS 3P 8 5.00 0.1875 0.1345 12.00 24.00 16.06 236.9 55.00 55.00 SS KN 3P Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 108 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 9 8.00 0.2500 0.1644 12.00 12.00 22.80 493.2 55.00 55.00 BP KN 3P 10 8.00 0.2500 0.1345 10.00 10.00 19.27 366.0 55.00 55.00 BP CP 3P 11 6.00 0.5000 0.1644 10.00 10.00 20.75 545.2 55.00 55.00 BP CP 3P Total Frame Weight = 3284.5 (p)(Includes all plates) Frame Member Releases Member Joint 1 Joint 2 10 No Yes 11 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 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 85/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 35/0/0 -0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 11 59/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 0/0/0 20/0/0 Yes Yes Yes 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 Interior Column Interior Column Exterior Column X-Loc 0/0/0 35/0/0 59/0/0 85/0/0 Grid1 -Grid2 2-A 2-D 2-F 2-J Base Plate W x L (in.)8 X 13 9 X 11 8 X 11 9 X 13 Base Plate Thickness (in.)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 Column Base Elev.100'-0"99'-6"100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy Hx Hz Vy Hx Hz Vy D Frm 0.12 1.90 -2.78 --2.01 -0.11 -1.03 - CG Frm 0.20 1.95 -2.39 --1.87 -0.20 -2.16 - S>Frm 1.30 18.91 -30.00 -- 12.51 -1.29 -6.57 - <S Frm 1.30 18.91 -30.00 --12.51 -1.29 -6.57 - SD Frm 0.02 0.02 --0.05 --0.58 -0.02 -0.13 - W1>Frm 8.14 -0.67 --18.09 1.08 -0.18 4.17 - -5.69 - <W1 Frm -6.24 -13.64 --12.83 -1.58 --11.52 -2.33 --3.39 - W2>Frm 6.57 2.27 --10.93 2.04 -2.37 4.68 --3.90 - <W2 Frm -7.81 -10.70 --5.67 -0.62 - -9.33 -1.82 - -1.60 - WPL Frm 2.80 -8.88 --18.47 -1.77 2.45 -7.14 -0.47 2.00 -5.76 - WPR Frm 2.64 -5.61 --11.19 -1.73 -2.45 -4.11 -1.02 -2.00 -3.35 - MW - Wall: 1 Frm 1.54 1.24 --1.79 2.12 -1.22 0.58 - -0.67 - MW -Wall: 2 Frm ----------- MW -Wall: 3 Frm -7.07 -2.57 -4.12 ---3.22 -1.47 -1.67 - MW - Wall: 4 Frm ----------- MW -Wall: 5 Frm 2.34 1.85 --2.59 --1.50 2.82 --0.76 - MW -Wall: 6 Frm ----------- CU Frm ----------- S Frm 1.30 18.91 -30.00 --12.51 -1.29 -6.57 - E>Frm 3.16 2.15 --3.16 0.12 -2.32 1.16 --1.17 - EG+Frm 0.03 0.37 -0.55 --0.33 -0.03 -0.18 - <E Frm -3.16 -2.15 -3.16 -0.12 --2.32 -1.16 -1.17 - EG-Frm -0.03 -0.37 --0.55 ---0.33 0.03 --0.18 - WB1>Brc ----------- <WB1 Brc ----------- WB2>Brc ----------- <WB2 Brc ----------- WB3>Brc ----------- <WB3 Brc ----------- WB4>Brc ----------- <WB4 Brc ----------- MWB -Wall: 1 Brc ----------- MWB - Wall: 2 Brc ----------- MWB -Wall: 3 Brc ----------- MWB -Wall: 4 Brc ----------- MWB - Wall: 5 Brc ----------- MWB -Wall: 6 Brc ----------- EB>Brc ----------- <EB Brc ----------- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 109 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 7.7 7.7 CG 0.0 0.0 8.4 8.4 S>0.0 0.0 68.0 68.0 <S 0.0 0.0 68.0 68.0 SD 0.0 0.0 0.7 0.7 W1>13.5 13.4 24.3 24.3 <W1 10.3 10.2 41.4 41.4 W2>13.5 13.3 10.2 10.2 <W2 10.3 10.3 27.3 27.3 WPL 0.4 0.6 40.2 40.3 WPR 0.3 0.1 24.3 24.3 MW - Wall: 1 4.5 4.2 0.0 0.0 MW -Wall: 2 0.0 0.0 0.0 0.0 MW -Wall: 3 8.5 8.5 0.0 0.0 MW -Wall: 4 0.0 0.0 0.0 0.0 MW - Wall: 5 5.2 5.2 0.0 0.0 MW -Wall: 6 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 68.0 68.0 E>4.4 4.4 0.0 0.1 EG+0.1 0.0 1.4 1.4 <E 4.4 4.4 0.0 0.1 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 WB2>0.0 0.0 0.0 0.0 <WB2 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 WB4>0.0 0.0 0.0 0.0 <WB4 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 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB - Wall: 6 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 2-A 6.58 45 6.97 42 ----7.04 25 23.16 9 ---- 0/0/0 20/0/0 0.44 43 0.44 42 ----1.11 25 5.86 1 156 1 29 25 35/0/0 2-D --------9.42 28 36.39 10 ---- 59/0/0 2-F 1.06 16 1.27 18 1.47 17 1.47 16 5.71 25 19.08 11 ---- 85/0/0 2-J 2.77 43 2.74 26 1.20 17 1.20 16 2.84 28 9.89 3 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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-A 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 35/0/0 2-D 10 0.375 9 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 110 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 59/0/0 2-F 11 0.375 8 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 85/0/0 2-J 9 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 7.10 9.01 42 3.59 -6.91 25 0.82 22.13 9 ---26 35/0/0 0.96 38.20 10 0.06 -9.30 28 0.96 38.20 10 ---0 59/0/0 1.27 0.73 18 1.02 -5.55 25 0.12 18.70 11 1.47 -3.17 1.05 28 85/0/0 2.78 -1.73 26 0.37 -2.79 28 1.97 10.55 3 1.20 -2.79 0.37 28 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 0.385 42 0.180 25 -0 -0 0.193 9 0.261 25 0.356 9 0.318 9 0.209 42 35/0/0 0.052 10 0.242 28 -0 -0 0.349 10 0.231 28 0.340 10 0.421 10 0.228 10 59/0/0 0.081 28 0.144 25 -0 -0 0.192 11 0.169 25 0.228 11 0.291 11 0.096 11 85/0/0 0.151 26 0.073 28 -0 -0 0.082 3 0.085 28 0.064 3 0.104 3 0.085 3 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 10001 1 S5 2.24 8.231 61.20 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250 10001 2 S5 0.24 8.231 61.20 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250 2 1 S9 2.00 26.390 196.21 N/A N/A 0.3125 2.000 Both SP-BS-0.3125,W-BS-0.1250,F-OS-0.1250 4 1 S2 10.02 23.064 171.48 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-BS-0.1875 6 1 S2 10.68 11.625 86.43 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250,F-OS-0.1250 9 1 S3 20.73 11.500 N/A N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-BS-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 KN(Top) 0.625 6.00 24.00 0.750 F1852X/PT 4.00 12 Flush (0)2.00/2.00 12 Flush (0)2.00/2.00 2 1 KN(Top)0.625 6.00 24.00 0.750 F1852X/PT 4.00 12 Flush (0)2.00 12 Flush (0)2.00 3 2 SP 0.500 6.00 18.00 0.750 F1852X/PT 4.00 11 Flush (0)2.50 11 Flush (0)2.50 4 1 SP 0.500 6.00 18.02 0.750 F1852X/PT 4.00 11 Flush (0)2.50 11 Flush (0)2.50 5 2 SP 0.500 6.00 12.04 0.750 F1852X/PT 4.00 11 Flush (0)2.50 11 Flush (0)2.50 6 1 SP 0.500 6.00 12.00 0.750 F1852X/PT 4.00 11 Flush (0)2.50 11 Flush (0)2.50 8 2 KN(Face) 0.500 6.00 24.00 0.750 F1852X/PT 4.00 11 Flush (0)18.63 11 Flush (0)18.63 9 2 KN(Face)0.500 8.00 24.03 0.750 F1852X/PT 4.00 11 Flush (0)18.63 11 Flush (0)18.63 10 2 CP 0.375 9.00 11.00 0.500 A325/-3.00 11 Flush 3.00 11 Flush 3.00 11 2 CP 0.375 8.00 11.01 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 1 2 48 -8.8 5.7 1192.8 AISC DG-16/Thin plate 0.747 0.061 0.813 0.000 0.000 0.039 1.000 0.516 2 1 48 -8.8 5.7 1192.8 AISC DG-16/Thin plate 0.747 0.061 0.813 0.000 0.000 0.039 1.000 0.516 3 2 28 2.7 2.5 71.2 AISC DG-16/Thin plate 0.182 0.041 0.178 0.000 0.000 0.039 1.000 0.719 4 1 28 2.7 2.5 71.2 AISC DG-16/Thin plate 0.182 0.041 0.178 0.000 0.000 0.039 1.000 0.719 5 2 9 -1.8 3.8 127.6 AISC DG-16/Thin plate 0.361 0.061 0.357 0.000 0.000 0.058 1.000 0.516 6 1 9 -1.8 3.8 127.6 AISC DG-16/Thin plate 0.361 0.061 0.357 0.000 0.000 0.058 1.000 0.516 8 2 49 -1.4 4.3 623.3 AISC DG-16/Thin plate 0.858 0.070 0.856 0.000 0.000 0.067 1.000 0.631 9 2 49 -1.4 4.3 623.3 AISC DG-16/Thin plate 0.859 0.070 0.857 0.000 0.000 0.067 1.000 0.631 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 51 3.8 5.4 1141.9 AISC DG-16/Thin plate 0.814 0.058 0.887 0.000 0.000 0.037 1.000 0.516 2 1 51 3.8 5.4 1141.9 AISC DG-16/Thin plate 0.814 0.058 0.887 0.000 0.000 0.037 1.000 0.516 3 2 9 -0.4 9.6 419.1 AISC DG-16/Thin plate 0.795 0.155 0.778 0.000 0.000 0.148 1.000 0.719 4 1 9 -0.4 9.6 419.1 AISC DG-16/Thin plate 0.795 0.155 0.778 0.000 0.000 0.148 1.000 0.719 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 111 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 5 2 11 -1.0 0.9 198.8 AISC DG-16/Thin plate 0.596 0.014 0.590 0.000 0.000 0.013 1.000 0.516 6 1 11 -1.0 0.9 198.8 AISC DG-16/Thin plate 0.596 0.014 0.590 0.000 0.000 0.013 1.000 0.516 8 2 50 1.0 2.3 537.1 AISC DG-16/Thin plate 0.775 0.037 0.774 0.000 0.000 0.036 1.000 0.631 9 2 50 1.0 2.3 537.1 AISC DG-16/Thin plate 0.776 0.037 0.775 0.000 0.000 0.036 1.000 0.631 * 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 10 2 10 -38.2 0.3 28 9.3 0.1 0.292 0.012 0.000 0.185 0.070 0.003 0.410 0.010 11 2 35 -10.5 1.2 25 5.8 0.7 0.182 0.056 0.000 0.139 0.029 0.015 0.242 0.047 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(Top)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 2 1 KN(Top) 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 SP CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 6 1 SP CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 8 2 KN(Face)CJP 99.0000 CJP -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 9 2 KN(Face) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 10 2 CP Fillet 0.1875 One -Fillet 0.1875 One -Fillet 0.1875 One ----- 11 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 1 7/2/0 7/2/0 GFB2081 0.671 30 1 12/2/0 12/2/0 GFB2097 0.854 30 1 16/5/0 16/5/0 GFB3000 0.946 32 8 14/7/0 2/2/14 GFB2090 0.469 6 C 8 4/7/0 12/2/14 GFB2063 0.188 33 7 0/7/14 25/0/4 GFB2050 0.463 0 6 9/6/7 27/2/14 (2)GFB2050 0.200 11 5 9/9/0 39/11/14 GFB2063 0.495 10 5 0/3/0 49/5/14 (2)GFB3000 0.825 0 4 5/10/1 54/2/14 GFB2097 0.810 0 3 6/7/1 68/5/14 GFB2081 0.471 9 3 1/10/1 73/2/14 GFB2081 0.630 9 2 3/1/6 81/3/6 (2)GFB3000 0.378 24 (C) - Bearing on Secondary exceeded Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 85/0/0 2-J 5.89 0.79 18.0 2 0.99 13.57 N 0.20 13.57 N 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 10001 3.71 8.50 1 0.2 -156.3 0.0 80.9 162.4 26.1 0.96 10001 3.71 8.50 1 -5.9 21.6 0.27 1 16.42 23.49 32 -19.6 -809.3 0.0 87.6 1197.2 95.4 0.83 1 0.00 12.00 12 -5.1 21.8 0.24 2 8.35 18.00 10 -0.7 844.4 0.0 58.2 890.5 94.8 0.95 2 0.93 27.00 9 12.8 21.3 0.60 3 6.59 18.00 9 -0.8 963.4 0.0 26.6 982.3 98.7 1.00 3 15.00 18.00 10 -10.7 41.8 0.26 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 112 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 4 9.96 24.00 10 0.3 -1606.6 0.0 226.9 1751.3 158.2 0.92 4 9.96 24.00 10 -20.7 21.6 0.96 5 0.00 24.00 10 -2.8 -1606.2 0.0 120.9 1751.3 158.2 0.93 5 0.00 24.00 10 17.0 21.6 0.79 6 10.70 12.00 11 -0.5 -370.2 0.0 62.9 407.7 55.4 0.91 6 10.70 12.00 11 -9.7 21.6 0.45 7 0.00 12.00 11 -1.4 -370.2 0.0 62.7 407.7 55.4 0.92 7 0.00 12.00 11 7.9 21.6 0.37 8 15.01 24.00 33 -1.4 -547.6 0.0 69.1 863.1 50.1 0.64 8 15.01 24.00 3 -8.3 21.2 0.39 9 20.76 12.00 33 -7.9 -560.8 0.0 51.2 627.8 154.5 0.97 9 0.00 12.00 26 -2.7 32.6 0.08 10 16.06 10.00 10 -38.2 0.0 0.0 58.2 391.8 153.7 0.66 10 16.06 10.00 42 0.0 22.0 0.00 11 11.25 10.00 17 -1.4 69.8 -198.1 43.7 549.9 299.0 0.81 11 0.00 10.00 18 -1.3 32.6 0.04 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 10001 3.71 44.54 44.5 44.5 2.45 0.67 29.78 2.80 7.01 1.12 7.90 1.72 0.01 49.05 1.00 1.00 1.13 1.00 1 16.42 205.91 51.0 51.0 5.59 1.25 473.56 5.21 40.33 2.09 46.81 3.23 0.07 703.61 1.10 0.95 1.00 0.56 2 8.35 388.61 96.6 51.0 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.25 1.00 1.00 0.73 3 6.59 388.61 171.0 57.0 5.78 1.25 280.67 5.22 31.19 2.09 36.54 3.28 0.09 410.99 1.60 1.00 1.14 0.99 4 9.96 388.61 57.0 57.0 6.88 1.88 664.17 7.82 55.35 3.13 62.47 4.79 0.19 1090.78 1.23 0.96 1.00 1.00 5 0.00 288.61 57.0 57.0 6.88 1.88 664.17 7.82 55.35 3.13 62.47 4.79 0.19 1090.78 1.23 0.96 1.00 0.67 6 10.70 288.61 26.6 26.6 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.07 1.00 1.13 0.73 7 0.00 291.10 26.6 26.6 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.07 1.00 1.13 0.73 8 15.01 291.10 5.0 5.0 5.05 0.94 413.60 3.91 34.47 1.56 41.09 2.45 0.04 554.43 1.02 0.96 1.00 0.45 9 20.76 249.12 249.1 249.1 5.89 2.00 158.92 21.34 26.49 5.33 28.94 8.08 0.10 736.48 1.57 1.00 1.09 0.74 10 16.06 242.95 231.2 231.2 5.28 2.00 104.69 21.34 20.94 5.33 22.53 8.04 0.09 507.05 1.00 1.00 1.08 0.97 11 11.25 254.99 249.0 249.0 7.48 3.00 145.49 18.00 29.10 6.00 31.83 9.06 0.51 406.20 1.15 1.00 1.09 1.00 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 113 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 User Defined Frame Point Loads for Cross Section: 2 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 2 k W1> Parapet Shear load -1.50 26/0/0 NA NA N LEFT 1.000 OF 2 k W2>Parapet Shear load -1.50 26/0/0 NA NA N LEFT 1.000 OF 2 k <W1 Parapet Shear load 1.50 26/0/0 NA NA N RIGHT 1.000 OF 2 k <W2 Parapet Shear load 1.50 26/0/0 NA NA N RIGHT 1.000 OF 2 in-k W1>Parapet Moment load 16.64 26/0/0 NA NA N OUT 1.000 OF 2 in-k W2>Parapet Moment load 16.64 26/0/0 NA NA N OUT 1.000 OF 2 in-k <W1 Parapet Moment load -16.64 26/0/0 NA NA N IN 1.000 OF 2 in-k <W2 Parapet Moment load -16.64 26/0/0 NA NA N IN 1.000 OF 2 p CG Hanging Load->Resolved From Plane -490.00 85/0/0 NA NA N DOWN 1.000 OF 2 p CG Hanging Load->Resolved From Plane -781.25 0/0/0 NA NA N DOWN 1.000 OF 4 k WPL Weak Axis Load 2.70 6/1/0 NA NA N IN 1.000 WA 4 k WPR Weak Axis Load -2.70 6/1/0 NA NA N OUT 1.000 WA 1001 k WPL Weak Axis Load 4.90 11/3/0 NA NA N IN 1.000 WA 1001 k WPR Weak Axis Load -4.90 11/3/0 NA NA N OUT 1.000 WA 1001 k D Parapet post weight -0.50 20/0/0 NA NA N DOWN 1.000 OF User Defined Frame Line Loads for Cross Section: 2 Side Units Type Description Mag1 Loc1 Mag2 Loc2 Supp.Dir. Coef.Loc. 2 plf CG Hanging Load->Resolved From Plane -60.00 0/0/0 -60.00 25/0/0 N DOWN 1.000 OF 1 222 4 10 0 0 10 0 1 10000 30 0 1 6 35'-0"24'-0"26'-0" 85'-0" 20 ' - 0 " 23 ' - 6 1 / 2 " X Y A JDFJ Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 114 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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/92 )-2.367 1 2 2 W1> Max. Vertical Deflection for Span 1 ( L/496 )-0.803 3 1 1 S Max. Vertical Deflection for Span 2 ( L/2842 )-0.101 6 1 4 W2> Max. Vertical Deflection for Span 3 ( L/1227 )-0.242 8 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): 2.085 (k/in) Fundamental Period (calculated) (T): 1.434 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 115 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 3, Frame at: 50/0/0 Frame Cross Section: 3 35'-0"25'-0" A BL G BL60'-0"1 2 3 GFB GFB (2)GFB (2 ) G F B GF B (2 ) G F B GF B GF B GF B (2 ) G F B 63 @ 4'-3" 7 @ 4'-9"47 3 GFB GFB 111213 20 ' - 0 " X Y 60'-0 5 /8" 0.500 0:12 15 30001 10001 1 2 3 4 5 6 7 8 Dimension Key 1 3'-0" 2 19'-10 1/2" 3 8 1/2" 4 4'-3" 5 3'-7" 6 2'-2 5/8" 7 2 @ 3'-9 1/2" 8 2 @ 5'-0" 9 1'-8 3/4" 10 2 5/8" 11 1'-6 3/8" 12 8 13/16" 13 8 7/8" 14 4" 15 3'-0" 0.5000:12 Frame Clearances Horiz. Clearance between members 1(CX005) and 7(CX006): 55'-9" Vert. Clearance at member 1(CX005): 17'-4 1/2" Vert. Clearance at member 7(CX006): 20'-5 1/8" Vert. Clearance at member 8(ICX003): 18'-8 3/4" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 116 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 50/0/0 25/0/0 FL3 90.0000 -Stress Check Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 3) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2- Pattern 2 10 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 11 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 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 <W2 D + CG + <W2 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 15 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 16 System 1.000 0.6 MW MW - Wall: 1 17 System 1.000 0.6 MW MW -Wall: 2 18 System 1.000 0.6 MW MW -Wall: 3 19 System 1.000 0.6 MW MW - Wall: 4 20 System 1.000 0.6 MW MW -Wall: 5 21 System 1.000 0.6 MW MW -Wall: 6 22 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 24 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 25 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 26 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 27 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 34 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 35 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 36 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 37 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 38 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 41 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 42 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 43 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 44 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 45 Special 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 + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 50 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 51 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 117 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 65 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 74 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 75 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 76 System Derived 1.000 0.6 MWB MWB -Wall: 1 77 System Derived 1.000 0.6 MWB MWB - Wall: 2 78 System Derived 1.000 0.6 MWB MWB -Wall: 3 79 System Derived 1.000 0.6 MWB MWB -Wall: 4 80 System Derived 1.000 0.6 MWB MWB - Wall: 5 81 System Derived 1.000 0.6 MWB MWB -Wall: 6 82 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 84 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB>D + CG + <E + EG+ + EB> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>D + CG + <E + EG+ + EB> 86 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 87 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + E> + EG-+ EB> 88 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB>D + CU + <E + EG-+ EB> 89 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB>D + CU + <E + EG- + EB> 90 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> 91 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> 92 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> 93 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> 94 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 95 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 96 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 102 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 103 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 104 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 105 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 106 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 107 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 108 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 109 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 110 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 111 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 10001 5.00 0.1345 0.1345 8.50 8.50 3.40 46.3 55.00 55.00 SS SS 3P 1 5.00 0.2500 0.1345 12.00 22.00 19.30 312.6 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 24.00 24.00 9.32 205.6 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 24.00 24.00 15.00 336.8 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 24.00 24.00 10.34 216.0 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1345 24.00 12.00 8.73 144.5 55.00 55.00 SS SS 3P 6 5.00 0.1875 0.1345 12.00 14.99 15.22 188.8 55.00 55.00 SS KN 3P 7 5.00 0.1875 0.1345 12.00 12.00 21.76 279.8 55.00 55.00 BP KN 3P 8 8.00 0.2500 0.1345 10.00 10.00 19.25 365.6 55.00 55.00 BP CP 3P Total Frame Weight = 2095.9 (p) (Includes all plates) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 118 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Member Releases Member Joint 1 Joint 2 8 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 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 35/0/0 -0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 0/0/0 20/0/0 Yes Yes Yes 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 Interior Column Exterior Column X-Loc 0/0/0 35/0/0 60/0/0 Grid1 -Grid2 3-A 3-D 3-G Base Plate W x L (in.)8 X 13 9 X 11 8 X 13 Base Plate Thickness (in.)0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 4 - 0.750 Column Base Elev.100'-0"99'-6"100'-0" Load Type Desc.Hx Vy Hx Vy Hx Vy D Frm 0.06 1.95 -2.68 -0.06 0.88 -- CG Frm 0.07 1.92 -2.57 -0.07 0.74 -- S>Frm 0.76 19.49 -29.67 -0.76 8.59 -- <S Frm 0.76 19.49 -29.67 -0.76 8.59 -- SD Frm ---0.01 -0.66 -- W1>Frm 8.29 -1.61 --13.18 2.70 -3.77 -- <W1 Frm -5.68 -12.54 --13.72 -2.72 -4.42 -- W2>Frm 6.73 1.71 --7.05 4.17 -1.48 -- <W2 Frm -7.24 -9.22 --7.59 -1.24 -2.12 -- WPL Frm 2.90 -8.93 --15.26 -2.45 -5.35 -- WPR Frm 2.67 -5.87 --9.11 -2.68 -3.59 -- MW - Wall: 1 Frm 5.29 3.47 --3.37 4.43 -0.10 -- MW -Wall: 2 Frm -------- MW -Wall: 3 Frm -7.82 -2.31 -1.69 -0.89 0.62 -- MW - Wall: 4 Frm -------- MW -Wall: 5 Frm -------- MW -Wall: 6 Frm -------- CU Frm -------- S Frm 0.76 19.49 -29.67 -0.76 8.59 -- E>Frm 2.99 1.54 --1.14 0.72 -0.30 -- EG+Frm 0.01 0.37 -0.56 -0.01 0.16 -- <E Frm -2.99 -1.54 -1.14 -0.72 0.30 -- EG-Frm -0.01 -0.37 --0.56 0.01 -0.16 -- WB1>Brc -------- <WB1 Brc -------- WB2>Brc -------- <WB2 Brc -------- WB3>Brc -------- <WB3 Brc -------- WB4>Brc -------- <WB4 Brc -------- MWB -Wall: 1 Brc -------- MWB - Wall: 2 Brc -------- MWB -Wall: 3 Brc -------- MWB -Wall: 4 Brc -------- MWB - Wall: 5 Brc -------- MWB -Wall: 6 Brc -------- EB>Brc -------- <EB Brc -------- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 119 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 5.5 5.5 CG 0.0 0.0 5.2 5.2 S>0.0 0.0 57.7 57.7 <S 0.0 0.0 57.7 57.7 SD 0.0 0.0 0.7 0.7 W1>11.0 11.0 18.6 18.6 <W1 8.4 8.4 30.7 30.7 W2>10.9 10.9 6.8 6.8 <W2 8.5 8.5 18.9 18.9 WPL 0.4 0.4 29.5 29.5 WPR 0.0 0.0 18.6 18.6 MW -Wall: 1 9.7 9.7 0.0 0.0 MW - Wall: 2 0.0 0.0 0.0 0.0 MW -Wall: 3 8.7 8.7 0.0 0.0 MW -Wall: 4 0.0 0.0 0.0 0.0 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 57.7 57.7 E>3.7 3.7 0.0 0.1 EG+0.0 0.0 1.1 1.1 <E 3.7 3.7 0.0 0.1 EG-0.0 0.0 1.1 1.1 WB1>0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB2>0.0 0.0 0.0 0.0 <WB2 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 WB4>0.0 0.0 0.0 0.0 <WB4 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 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB -Wall: 6 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 3-A 6.25 43 6.42 40 ----6.36 23 23.92 8 ---- 0/0/0 20/0/0 0.45 41 0.45 40 ----1.06 23 5.98 1 159 1 28 23 35/0/0 3-D --------7.55 26 35.16 9 ---- 60/0/0 3-G 1.92 29 2.66 16 ----2.69 26 10.86 3 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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-A 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 35/0/0 3-D 8 0.375 9 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 60/0/0 3-G 7 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 120 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 6.51 0.65 41 3.29 -6.26 23 0.08 23.17 8 ---26 35/0/0 0.69 29.22 6 0.04 -7.51 26 0.69 35.75 9 ---0 60/0/0 2.66 -0.07 16 1.50 -2.68 26 0.92 11.00 3 ---28 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 0.353 41 0.163 23 -0 -0 0.202 8 0.236 23 0.373 8 0.333 8 0.197 41 35/0/0 0.037 6 0.195 26 -0 -0 0.327 9 0.187 26 0.294 9 0.394 9 0.213 9 60/0/0 0.144 16 0.070 26 -0 -0 0.096 3 0.101 26 0.177 3 0.139 3 0.103 3 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 10001 1 S5 2.24 8.231 61.20 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250 10001 2 S5 0.24 8.231 61.20 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250 2 1 S10 (S11) Alternate Web Thick.= 0.1644 0.1875 2.000 Opposite Fillet W-OS-0.1250 Alternate Web Min.Weld Size =0.1250 To Flange,Flange Special,Bolting Plate 2 2 S9 1.83 23.541 175.03 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S2 9.92 23.500 174.72 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-BS-0.1875 7 1 S3 20.44 11.625 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-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 KN(Top) 0.500 6.00 27.75 0.750 F1852X/PT 4.00 31 Extended 4.00/4.00 31 Extended 4.00/4.00 2 1 KN(Top)0.500 6.00 27.75 0.750 F1852X/PT 4.00 31 Extended 4.00 31 Extended 4.00 3 2 SP 0.375 6.00 27.37 0.750 F1852X/PT 4.00 11 Flush 15.59 33 Extended 4.00/2.00 4 1 SP 0.375 6.00 27.37 0.750 F1852X/PT 4.00 11 Flush 15.59 33 Extended 4.00/2.00 6 2 KN(Face)0.500 6.00 15.98 0.750 F1852X/PT 4.00 12 Flush 2.00 11 Flush 7.63 7 2 KN(Face)0.500 6.00 16.01 0.750 F1852X/PT 4.00 12 Flush 2.00 11 Flush 7.63 8 2 CP 0.375 9.00 11.01 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 1 2 48 -4.3 5.1 1097.0 AISC DG-16/Thin plate 0.720 0.055 0.910 0.337 0.499 0.056 0.799 0.516 2 1 48 -4.3 5.1 1097.0 AISC DG-16/Thin plate 0.720 0.055 0.910 0.337 0.499 0.056 0.799 0.516 3 2 22 -1.7 3.3 266.7 AISC DG-16/Thin plate 0.385 0.054 0.600 0.000 0.000 0.069 0.799 0.516 4 1 22 -1.7 3.3 266.7 AISC DG-16/Thin plate 0.385 0.054 0.600 0.000 0.000 0.069 0.959 0.516 6 2 47 0.3 1.9 271.1 AISC DG-16/Thin plate 0.365 0.020 0.581 0.000 0.000 0.016 0.719 0.516 7 2 47 0.3 1.9 271.1 AISC DG-16/Thin plate 0.365 0.020 0.581 0.000 0.000 0.016 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 1 2 49 2.5 5.1 1095.8 AISC DG-16/Thin plate 0.769 0.055 0.973 0.337 0.499 0.056 0.799 0.516 2 1 49 2.5 5.1 1095.8 AISC DG-16/Thin plate 0.769 0.055 0.973 0.337 0.499 0.056 0.799 0.516 3 2 6 0.6 9.4 822.7 AISC DG-16/Thin plate 0.331 0.061 0.948 0.343 0.508 0.064 0.814 0.516 4 1 6 0.6 9.4 822.7 AISC DG-16/Thin plate 0.331 0.061 0.948 0.343 0.508 0.064 0.812 0.516 6 2 48 -0.5 0.4 238.1 AISC DG-16/Thin plate 0.575 0.007 0.572 0.000 0.000 0.007 0.719 0.516 7 2 48 -0.5 0.4 238.1 AISC DG-16/Thin plate 0.575 0.007 0.572 0.000 0.000 0.007 0.719 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 121 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 8 2 9 -35.7 1.5 26 7.5 0.3 0.236 0.070 0.000 0.150 0.057 0.028 0.383 0.056 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(Top) Fillet 0.2500 Both - Fillet 0.2500 Both - Fillet 0.1250 Both ----- 2 1 KN(Top)Fillet 0.2500 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 3 2 SP Fillet 0.1875 Both -Fillet 0.1875 Both -Fillet 0.1250 Both ----- 4 1 SP Fillet 0.1250 Both - Fillet 0.1875 Both - Fillet 0.1250 Both ----- 6 2 KN(Face)Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 7 2 KN(Face)Fillet 0.1875 Both -CJP 99.0000 CJP -Fillet 0.1250 Both ----- 8 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 1 7/2/0 7/2/0 GFB2063 0.655 28 1 12/2/0 12/2/0 GFB2081 0.841 28 1 16/5/0 16/5/0 (2)GFB2097 0.427 30 6 13/9/4 2/2/10 (2)GFB2063 0.155 6 6 1/0/4 14/11/10 GFB2050 0.223 3 5 0/3/0 24/5/10 (2)GFB3000 0.544 0 4 5/10/1 29/2/10 GFB3000 0.443 0 3 6/7/1 43/5/10 GFB3000 0.581 6 3 1/10/1 48/2/10 GFB3000 0.691 6 2 3/1/6 56/3/2 (2)GFB3000 0.391 6 7 12/2/0 12/2/0 GFB2050 0.380 3 7 17/2/0 17/2/0 GFB2050 0.457 9 Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 60/0/0 3-G 28.39 2.07 18.0 2 3.03 12.70 N 0.95 12.70 N 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 10001 3.71 8.50 1 0.2 -159.5 0.0 80.9 162.4 26.1 0.98 10001 3.71 8.50 1 -6.0 21.6 0.28 1 16.42 21.44 30 -19.7 -753.7 0.0 88.1 1085.3 95.2 0.84 1 0.00 12.00 10 -5.0 21.8 0.23 2 8.42 24.00 6 -0.1 1133.3 0.0 53.1 1224.8 95.5 0.93 2 0.85 24.00 8 13.9 21.4 0.65 3 6.59 24.00 6 0.1 1336.1 0.0 192.1 1400.6 132.4 0.95 3 15.00 24.00 9 -9.9 21.5 0.46 4 9.96 24.00 9 0.9 -1200.5 0.0 186.8 1224.8 95.5 0.98 4 9.96 24.00 9 -20.1 21.4 0.94 5 0.00 24.00 9 -2.4 -1200.4 0.0 84.1 1224.8 95.5 0.99 5 0.00 24.00 4 15.2 21.4 0.71 6 5.27 13.11 7 -0.8 302.8 0.0 23.2 446.0 54.4 0.70 6 14.19 14.99 7 -8.9 21.4 0.41 7 12.17 12.00 3 -11.0 -176.2 0.0 25.7 332.2 55.4 0.90 7 0.00 12.00 16 -2.7 21.6 0.12 8 16.04 10.00 9 -35.8 0.0 0.0 58.3 392.6 153.7 0.61 8 16.04 10.00 40 0.0 22.0 0.00 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 122 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 10001 3.71 44.54 44.5 44.5 2.45 0.67 29.78 2.80 7.01 1.12 7.90 1.72 0.01 49.05 1.00 1.00 1.13 1.00 1 16.42 208.80 51.0 51.0 5.32 1.25 383.46 5.21 35.77 2.09 41.22 3.22 0.07 584.99 1.10 0.97 1.00 0.59 2 8.42 390.33 96.5 51.0 5.66 1.25 498.01 5.21 41.50 2.09 48.26 3.23 0.07 735.13 1.25 0.95 1.00 0.64 3 6.59 390.33 57.0 57.0 6.27 1.17 581.53 6.52 48.46 2.61 55.38 4.01 0.12 913.91 1.01 0.96 1.00 1.00 4 9.96 390.33 57.0 57.0 5.66 1.25 498.01 5.21 41.50 2.09 48.26 3.23 0.07 735.13 1.33 0.95 1.00 1.00 5 0.00 279.80 57.0 57.0 5.66 1.25 498.01 5.21 41.50 2.09 48.26 3.23 0.07 735.13 1.33 0.95 1.00 0.60 6 5.27 279.80 153.0 51.0 3.59 0.94 101.41 3.91 15.47 1.56 17.57 2.40 0.03 163.15 1.10 1.00 1.11 0.92 7 12.17 245.64 146.0 146.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.64 1.00 1.13 0.73 8 16.04 242.85 231.0 231.0 5.28 2.00 104.69 21.34 20.94 5.33 22.53 8.04 0.09 507.05 1.00 1.00 1.08 0.97 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 123 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 User Defined Frame Point Loads for Cross Section: 3 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 3 p CG Hanging Load->Resolved From Plane -500.00 59/11/12 NA NA N DOWN 1.000 OF 1 33 4 10 0 0 10000 30 0 0 0 35'-0"25'-0" 60'-0" 20 ' - 0 " 22 ' - 6 " X Y A GDG 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/93 )-2.352 1 2 2 W1> Max. Vertical Deflection for Span 1 ( L/686 )-0.583 3 1 1 S Max. Vertical Deflection for Span 2 ( L/1540 )-0.185 6 1 2 W1> * 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): 1.823 (k/in) Fundamental Period (calculated) (T): 1.401 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 124 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 3, Frame at: 75/0/0 Frame Cross Section: 4 A BL G BL 60'-0"1 2 FRAME CROSS SECTION AT FRAME LINE(S) 4 3 GFB (2)GFB (2 ) G F B GF B GF B GF B GF B (2 ) G F B 63 @ 4'-3" 7 @ 4'-9"47 3 GFB GFB GFB 111213 20 ' - 0 " X Y 60'-0 5 /8 " 0.500 0:12 15 30001 10001 1 2 3 4 5 6 Dimension Key 1 3'-0" 2 19'-10 1/2" 3 8 1/2" 4 4'-3" 5 3'-7" 6 2'-2 5/8" 7 2 @ 3'-9 1/2" 8 2 @ 5'-0" 9 1'-8 3/4" 10 2 5/8" 11 1'-6 3/8" 12 8 13/16" 13 8 7/8" 14 4" 15 3'-0" 0.5000:12 Frame Clearances Horiz. Clearance between members 1(CX007) and 6(CX008): 52'-11" Vert. Clearance at member 1(CX007): 15'-11 13/16" Vert. Clearance at member 6(CX008): 18'-5" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 125 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 75/0/0 24/6/0 Rigid Frame 90.0000 -Stress Check Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2) 7 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 9 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 11 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 13 System 1.000 0.6 MW MW - Wall: 1 14 System 1.000 0.6 MW MW -Wall: 2 15 System 1.000 0.6 MW MW -Wall: 3 16 System 1.000 0.6 MW MW - Wall: 4 17 System 1.000 0.6 MW MW -Wall: 5 18 System 1.000 0.6 MW MW -Wall: 6 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 W2>D + CU + W2> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 23 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 27 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 31 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 32 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 33 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 34 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 35 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 36 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 37 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 38 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 39 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 40 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 41 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 42 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 43 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 44 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 45 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 46 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 47 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 48 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 <E + 0.525 EG+D + CG + S + <E + EG+ 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB1>D + CG + WPR + WB1> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB1>D + CU + WPR + WB1> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB1>D + CG + S + WPR + WB1> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB1 D + CU + WPR + <WB1 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB1 D + CG + S + WPR + <WB1 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2>D + CU + WPR + WB2> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2>D + CG + S + WPR + WB2> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 126 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 D + CG + S + WPR + <WB2 61 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3>D + CG + WPL + WB3> 62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 63 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3>D + CG + S + WPL + WB3> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 65 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 66 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB3 D + CG + S + WPL + <WB3 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4>D + CG + WPL + WB4> 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4>D + CG + S + WPL + WB4> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 71 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 72 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 73 System Derived 1.000 0.6 MWB MWB -Wall: 1 74 System Derived 1.000 0.6 MWB MWB - Wall: 2 75 System Derived 1.000 0.6 MWB MWB -Wall: 3 76 System Derived 1.000 0.6 MWB MWB -Wall: 4 77 System Derived 1.000 0.6 MWB MWB - Wall: 5 78 System Derived 1.000 0.6 MWB MWB -Wall: 6 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB> 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB>D + CG + E> + EG+ + EB> 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 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB>D + CU + E> + EG- + EB> 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB>D + CU + 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 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB>D+CG+S+E>+EG++EB> 88 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> 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 Special 1.000 1.0 D + 1.0 CG + 2.1 EB> + 0.7 EG+D + CG + EB> + EG+ 92 Special 1.000 0.6 D + 0.6 CU + 2.1 EB> + 0.7 EG-D + CU + EB> + EG- 93 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 EB> + 0.525 EG+D + CG + S + EB> + EG+ 94 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 95 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 98 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 99 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 <EB D + CU + E> + EG-+ <EB 100 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG-+ <EB 101 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 102 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 103 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 104 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 105 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 106 Special 1.000 1.0 D + 1.0 CG + 2.1 <EB + 0.7 EG+D + CG + <EB + EG+ 107 Special 1.000 0.6 D + 0.6 CU + 2.1 <EB + 0.7 EG-D + CU + <EB + EG- 108 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 10001 5.00 0.1345 0.1345 8.50 8.50 3.40 46.3 55.00 55.00 SS SS 3P 1 6.00 0.3750 0.1644 12.00 30.00 19.30 465.8 55.00 55.00 BP KN 3P 2 6.00 0.2500 0.1875 41.00 21.00 14.32 484.1 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1345 21.00 28.00 14.84 414.1 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1345 28.00 19.00 14.83 407.2 55.00 55.00 SP SS 3P 5 6.00 0.2500 0.1875 19.00 38.00 14.62 362.8 55.00 55.00 SS KN 3P 6 6.00 0.3125 0.1875 12.00 38.00 21.76 699.8 55.00 55.00 BP KN 3P Total Frame Weight = 2880.1 (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 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 0/0/0 20/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 127 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 128 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 60/0/0 Grid1 - Grid2 4-A 4-G Base Plate W x L (in.)8 X 13 8 X 13 Base Plate Thickness (in.)0.375 0.375 Anchor Rod Qty/Diam. (in.)4 - 0.750 4 - 0.750 Column Base Elev.100'-0"100'-0" Load Type Desc.Hx Vy Hx Vy D Frm 1.08 3.30 -1.08 2.85 --- CG Frm 1.03 2.93 -1.03 2.19 --- S>Frm 11.74 31.21 -11.74 25.39 --- <S Frm 11.74 31.21 -11.74 25.39 --- SD Frm 0.22 0.31 -0.22 0.78 --- W1>Frm 1.98 -7.54 8.81 -11.71 --- <W1 Frm -11.16 -19.46 1.96 -13.08 --- W2>Frm 3.02 -1.68 7.99 -6.03 --- <W2 Frm -10.12 -13.60 1.14 -7.41 --- WPL Frm -3.90 -16.46 3.82 -14.97 --- WPR Frm -1.38 -10.14 1.00 -9.10 --- MW -Wall: 1 Frm 3.26 2.08 6.45 -2.08 --- MW - Wall: 2 Frm ------- MW -Wall: 3 Frm -6.21 -1.57 -2.32 1.57 --- MW -Wall: 4 Frm ------- MW - Wall: 5 Frm ------- MW -Wall: 6 Frm ------- CU Frm ------- S Frm 11.74 31.21 -11.74 25.39 --- E>Frm 4.55 2.65 3.78 -2.54 --- EG+Frm 0.22 0.59 -0.22 0.48 --- <E Frm -4.55 -2.65 -3.78 2.54 --- EG-Frm -0.22 -0.59 0.22 -0.48 --- WB1>Brc ------- <WB1 Brc ------- WB2>Brc ------- <WB2 Brc ------- WB3>Brc ------- <WB3 Brc ------- WB4>Brc ------- <WB4 Brc ------- MWB -Wall: 1 Brc ------- MWB -Wall: 2 Brc ------- MWB - Wall: 3 Brc ------- MWB -Wall: 4 Brc ------- MWB -Wall: 5 Brc ------- MWB - Wall: 6 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 6.2 6.2 CG 0.0 0.0 5.1 5.1 S>0.0 0.0 56.6 56.6 <S 0.0 0.0 56.6 56.6 SD 0.0 0.0 1.3 1.1 W1>11.1 10.8 19.2 19.2 <W1 8.7 9.2 32.5 32.5 W2>11.1 11.0 7.7 7.7 <W2 8.7 9.0 21.0 21.0 WPL 0.5 0.1 31.4 31.4 WPR 0.0 0.4 19.2 19.2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 129 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 MW -Wall: 1 9.7 9.7 0.0 0.0 MW -Wall: 2 0.0 0.0 0.0 0.0 MW - Wall: 3 8.5 8.5 0.0 0.0 MW -Wall: 4 0.0 0.0 0.0 0.0 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 56.6 56.6 E>8.3 8.3 0.0 0.1 EG+0.0 0.0 1.1 1.1 <E 8.3 8.3 0.0 0.1 EG-0.0 0.0 1.1 1.1 WB1>0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 WB2>0.0 0.0 0.0 0.0 <WB2 0.0 0.0 0.0 0.0 WB3>0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 WB4>0.0 0.0 0.0 0.0 <WB4 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 MWB -Wall: 5 0.0 0.0 0.0 0.0 MWB -Wall: 6 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 4-A 9.07 40 14.07 3 ----9.70 20 37.74 3 ---- 0/0/0 20/0/0 0.44 38 0.44 37 ----1.11 20 5.86 1 156 1 29 20 60/0/0 4-G 14.07 3 7.46 39 ----7.27 23 31.22 3 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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-A 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 60/0/0 4-G 6 0.375 8 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 14.26 37.81 4 6.04 -9.67 20 14.26 37.81 4 ---26 60/0/0 14.18 31.26 3 1.63 -7.27 23 14.18 31.26 3 ---28 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 0.773 4 0.252 20 0.259 20 -0 0.329 4 0.353 20 0.389 4 0.519 4 0.451 4 60/0/0 0.769 3 0.189 23 -0 -0 0.272 3 0.266 23 0.322 3 0.386 3 0.446 3 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 130 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 10001 1 S5 2.24 8.231 61.20 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250 10001 2 S5 0.24 8.231 61.20 N/A N/A 0.1875 2.000 Both F-OS-0.1250,W-OS-0.1250 2 1 S9 2.50 40.571 216.38 N/A N/A 0.5000 3.000 Both SP-BS-0.4375,W-BS-0.1250,F-OS-0.1250 6 1 S3 18.43 37.375 N/A N/A N/A 0.3125 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(Top) 0.500 6.00 35.75 0.750 F1852X/PT 4.00 33 Extended 4.00/2.00 31 Extended 4.00/2.00 2 1 KN(Top)0.500 6.00 35.75 0.750 F1852X/PT 4.00 33 Extended 4.00/2.00 31 Extended 4.00/2.00 3 2 SP 0.500 6.00 31.36 0.750 F1852X/PT 4.00 11 Flush 20.25 32 Extended 4.69/2.00 4 1 SP 0.500 6.00 31.35 0.750 F1852X/PT 4.00 11 Flush 20.25 32 Extended 4.69/2.00 5 2 KN(Face)0.625 6.00 41.38 0.750 F1852X/PT 4.00 32 Extended 4.63/2.00 12 Flush 2.00/2.00 6 2 KN(Face)0.625 6.00 41.42 0.750 F1852X/PT 4.00 32 Extended 4.63/2.00 12 Flush 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 4 -38.4 12.5 2416.9 AISC DG-16/Thin plate 0.524 0.081 0.920 0.459 0.678 0.064 0.906 0.719 2 1 4 -38.4 12.5 2416.9 AISC DG-16/Thin plate 0.524 0.081 0.920 0.459 0.678 0.064 0.906 0.719 3 2 23 6.2 0.0 423.9 AISC DG-16/Thin plate 0.610 0.000 0.608 0.000 0.000 0.000 0.959 0.516 4 1 23 6.2 0.0 423.9 AISC DG-16/Thin plate 0.610 0.000 0.608 0.000 0.000 0.000 0.959 0.516 5 2 3 -14.6 26.0 2426.5 AISC DG-16/Thin plate 0.634 0.210 0.602 0.335 0.496 0.144 0.799 0.719 6 2 3 -14.6 26.0 2426.5 AISC DG-16/Thin plate 0.635 0.210 0.602 0.335 0.496 0.144 0.828 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 46 4.4 7.8 1530.4 AISC DG-16/Thin plate 0.801 0.084 0.985 0.396 0.586 0.084 0.782 0.719 2 1 46 4.4 7.8 1530.4 AISC DG-16/Thin plate 0.801 0.084 0.985 0.396 0.586 0.084 0.782 0.719 3 2 4 -14.2 0.6 1796.5 AISC DG-16/Thin plate 0.643 0.005 0.978 0.426 0.630 0.004 0.842 0.516 4 1 4 -14.2 0.6 1796.5 AISC DG-16/Thin plate 0.643 0.005 0.978 0.426 0.630 0.004 0.842 0.516 5 2 45 -5.7 4.7 1523.9 AISC DG-16/Thin plate 0.590 0.051 0.652 0.000 0.000 0.033 0.726 0.719 6 2 45 -5.7 4.7 1523.9 AISC DG-16/Thin plate 0.590 0.051 0.652 0.000 0.000 0.033 0.799 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(Top)Fillet 0.2500 Both -Fillet 0.2500 Both -Fillet 0.1250 Both ----- 2 1 KN(Top) CJP 99.0000 CJP -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 3 2 SP Fillet 0.1875 Both -Fillet 0.2500 Both -Fillet 0.1250 Both ----- 4 1 SP Fillet 0.1875 Both -Fillet 0.2500 Both -Fillet 0.1250 Both ----- 5 2 KN(Face) Fillet 0.2500 Both - Fillet 0.1875 Both - Fillet 0.1250 Both ----- 6 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 7/2/0 7/2/0 GFB2097 1.703 4 1 12/2/0 12/2/0 (2)GFB3000 1.133 4 5 8/11/1 6/5/10 (2)GFB4027 0.485 32 5 0/5/1 14/11/10 GFB2081 0.401 3 4 1/0/0 29/2/10 GFB3021 0.449 0 3 1/7/1 43/5/10 GFB2097 0.479 4 2 11/1/14 48/2/10 GFB3021 0.517 0 2 3/1/6 56/3/2 (2)GFB4071 0.574 32 6 7/2/0 7/2/0 GFB2097 1.401 3 6 12/2/0 12/2/0 GFB4007 1.396 3 6 17/2/0 17/2/0 GFB4050 1.579 3 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 131 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 60/0/0 4-G 28.32 2.07 18.0 2 3.02 14.44 N 0.95 14.44 N 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 10001 3.71 8.50 1 0.2 -156.3 0.0 80.9 162.4 26.1 0.96 10001 3.71 8.50 1 -5.9 21.6 0.27 1 16.02 30.00 4 -38.4 -2416.9 0.0 167.8 2766.8 229.3 1.01 1 16.02 30.00 4 -12.5 32.0 0.39 2 1.11 41.00 4 -16.7 -2565.5 0.0 119.8 2702.7 115.9 1.02 2 1.11 41.00 4 26.4 41.1 0.64 3 11.09 26.23 4 -14.2 1692.2 0.0 52.1 2136.7 226.6 0.98 3 0.00 21.00 4 15.5 21.7 0.72 4 3.38 25.95 4 -13.9 1717.2 0.0 52.3 2208.0 226.5 0.96 4 14.84 19.00 3 -15.7 21.8 0.72 5 11.37 38.00 3 -14.6 -2426.5 0.0 118.0 2511.2 115.4 1.03 5 11.37 38.00 4 -26.1 41.2 0.63 6 17.20 36.18 3 -32.0 -2559.4 0.0 137.8 3050.5 181.7 0.98 6 18.49 38.00 3 12.3 41.3 0.30 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 10001 3.71 44.54 44.5 44.5 2.45 0.67 29.78 2.80 7.01 1.12 7.90 1.72 0.01 49.05 1.00 1.00 1.13 1.00 1 16.02 192.27 46.1 46.1 9.31 2.25 1330.24 13.51 88.68 4.50 101.82 6.95 0.25 2964.41 1.10 0.95 1.00 0.61 2 1.11 636.45 32.4 32.4 10.59 1.50 2283.41 9.02 111.39 3.01 138.01 4.86 0.15 3745.50 1.00 0.86 1.00 0.40 3 11.09 636.45 171.0 57.0 7.93 2.25 937.64 13.51 71.49 4.50 80.01 6.87 0.23 2257.27 1.01 0.95 1.00 0.75 4 3.38 636.45 171.1 57.0 7.89 2.25 915.33 13.51 70.54 4.50 78.90 6.86 0.23 2208.52 1.27 0.95 1.00 0.75 5 11.37 636.45 29.2 29.2 10.03 1.50 1892.78 9.02 99.62 3.01 122.54 4.83 0.15 3213.72 1.14 0.90 1.00 0.42 6 17.20 221.90 60.1 60.1 10.42 1.88 1908.17 11.27 105.49 3.76 126.50 5.94 0.20 3624.13 1.13 0.91 1.00 0.49 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 132 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 User Defined Frame Point Loads for Cross Section: 4 Side Units Type Description Mag1 Loc1 Offset H or V Supp.Dir.Coef.Loc. 3 p CG Hanging Load->Resolved From Plane -490.00 59/11/12 NA NA N DOWN 1.000 OF 4 k E>Rigid diaphragm load->Resolved From Plane -4.70 21/6/0 NA NA N LEFT 1.000 OF 4 k <E Rigid diaphragm load->Resolved From Plane 4.70 21/6/0 NA NA N RIGHT 1.000 OF 1 3 4 10000 30 0 0 0 60'-0" 20 ' - 0 " 22 ' - 6 " X Y A GG 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/454 )-0.464 1 2 4 W2> Max. Vertical Deflection for Span 1 ( L/340 )-1.957 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): 7.586 (k/in) Fundamental Period (calculated) (T): 1.030 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 133 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 3, Frame at: 99/0/0 Frame Cross Section: 5 15'-0"15'-0"15'-0"15'-0" A BL G BL CL B CL C CL E 60'-0"1 2 FRAME CROSS SECTION AT FRAME LINE(S) 5 3 GF B GF B GF B GF B GF B GF B GF B GF B 83 @ 4'-3" 7 @ 4'-9"69 3 GFB GFB 1314 20 ' - 0 " X Y (2)GFB(2)GFB (2)GFB 60'-0 5 /8" 0.500 0:12 16 30001 10001 1 2 3 4 5 6 7 8 910 11 Dimension Key 1 3'-0" 2 19'-10 1/2" 3 8 1/2" 4 4'-0" 5 3'-2" 6 4'-3" 7 3'-7" 8 2'-2 5/8" 9 2 @ 3'-9 1/2" 10 2 @ 5'-0" 11 1'-8 3/4" 12 2 5/8" 13 1'-6 3/8" 14 1'-5 11/16" 15 4" 16 3'-0" 0.5000:12 Frame Clearances Horiz. Clearance between members 1(CX009) and 8(CX010): 56'-0" Vert. Clearance at member 1(CX009): 17'-9 7/16" Vert. Clearance at member 8(CX010): 20'-9 1/8" Vert. Clearance at member 9(EPX005): 18'-7 1/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 134 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 99/0/0 13/0/0 FL5 90.0000 -Stress Check Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 1) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 2) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D + CG + PF1(Span 3) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2-Pattern 2 10 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 11 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 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 <W2 D + CG + <W2 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 15 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 16 System 1.000 0.6 MW MW - Wall: 1 17 System 1.000 0.6 MW MW -Wall: 2 18 System 1.000 0.6 MW MW -Wall: 3 19 System 1.000 0.6 MW MW - Wall: 4 20 System 1.000 0.6 MW MW -Wall: 5 21 System 1.000 0.6 MW MW -Wall: 6 22 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 23 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 24 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 25 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 26 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 27 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 28 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1>D + CG + S + W1> 29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 30 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2>D + CG + S + W2> 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 33 System 1.000 1.0 D + 1.0 CG +0.75 S + 0.45 WPR D + CG + S + WPR 34 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+D + CG + E> + EG+ 35 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+D + CG + <E + EG+ 36 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-D + CU + E> + EG- 37 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-D + CU + <E + EG- 38 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+D + CG + S + E> + EG+ 39 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+D + CG + S + <E + EG+ 40 Special 1.000 1.0 D + 1.0 CG + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 41 Special 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 42 Special 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 43 Special 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 44 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 45 Special 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 + 2.1 E> + 0.7 EG+D + CG + E> + EG+ 47 OMF Connection 1.000 1.0 D + 1.0 CG + 2.1 <E + 0.7 EG+D + CG + <E + EG+ 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 E> + 0.7 EG-D + CU + E> + EG- 49 OMF Connection 1.000 0.6 D + 0.6 CU + 2.1 <E + 0.7 EG-D + CU + <E + EG- 50 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.575 E> + 0.525 EG+D + CG + S + E> + EG+ 51 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 10001 5.00 0.1345 0.1345 8.50 8.50 3.40 46.3 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1345 12.00 19.00 19.30 396.5 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 19.00 12.00 9.32 144.0 55.00 55.00 KN SS 3P Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 135 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 3 5.00 0.1875 0.1345 12.00 12.00 10.00 124.9 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 12.00 24.00 10.42 158.6 55.00 55.00 SP SS 3P 5 5.00 0.1875 0.1345 24.00 12.00 8.91 136.9 55.00 55.00 SS SP 3P 6 5.00 0.1875 0.1345 12.00 12.00 10.66 132.6 55.00 55.00 SP SS 3P 7 5.00 0.1875 0.1345 12.00 11.00 9.31 106.8 55.00 55.00 SS KN 3P 8 5.00 0.1875 0.1345 12.00 12.00 21.76 279.4 55.00 55.00 BP KN 3P 9 5.00 0.1875 0.1345 12.00 12.00 18.59 235.9 55.00 55.00 BP CP 3P 10 5.00 0.1875 0.1345 12.00 12.00 20.63 230.5 55.00 55.00 BP SS 3P 11 5.00 0.2500 0.1345 12.00 12.00 21.88 286.6 55.00 55.00 BP SS 3P Total Frame Weight = 2279.0 (p)(Includes all plates) Frame Member Releases Member Joint 1 Joint 2 9 No Yes 10 No Yes 11 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 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 15/0/0 20/7/8 Yes No No 0/0/0 0/0/0 0.0000 11 45/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 45/0/0 21/10/8 Yes No No 0/0/0 0/0/0 0.0000 10001 0/0/0 20/0/0 Yes Yes Yes 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 Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 15/0/0 30/0/0 45/0/0 60/0/0 Grid1 -Grid2 5-A 5-B 5-C 5-E 5-G Base Plate W x L (in.)9 X 13 8 X 13 8 X 13 8 X 13 8 X 13 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.100'-0"100'-0"100'-0"100'-0"100'-0" Load Type Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy D Frm 0.06 -1.37 --0.26 --0.01 2.10 --0.33 -0.06 0.75 CG Frm 0.06 -0.88 -----1.34 ----0.06 0.50 S>Frm 0.68 -8.79 -----15.50 ----0.68 5.79 <S Frm 0.68 -8.79 -----15.50 ----0.68 5.79 SD Frm 0.14 -0.66 -----3.21 ----0.14 1.39 W1>Frm 4.96 -0.12 -4.71 --3.22 -9.63 -5.04 -2.32 -2.65 <W1 Frm -4.35 --8.23 --4.25 ---2.92 -9.36 --4.55 --1.76 -4.30 W2>Frm 4.25 -1.56 -0.02 --0.24 -6.34 -0.02 -3.11 -1.26 <W2 Frm -5.05 --6.79 --0.03 ---0.24 -6.07 --0.03 --0.97 -2.91 WPL Frm 1.28 1.59 -5.33 ------11.46 ----1.14 -4.51 WPR Frm 1.31 -1.59 -3.22 ----- -6.29 ----1.43 -2.65 MW -Wall: 1 Frm 2.57 -2.23 ------2.26 ---2.59 0.03 MW -Wall: 2 Frm -----0.02 ------0.01 --- MW - Wall: 3 Frm -3.97 - -1.59 -----1.49 ----0.56 0.10 MW -Wall: 4 Frm -------------- MW -Wall: 5 Frm -------------- MW - Wall: 6 Frm -------------- CU Frm -------------- S Frm 0.68 -8.79 -----15.50 ----0.68 5.79 E>Frm 1.50 -1.04 -0.38 --0.22 -0.95 -0.26 -0.46 -0.04 EG+Frm 0.01 -0.19 -----0.33 ----0.01 0.11 <E Frm -1.50 --1.04 --0.38 ---0.22 0.95 --0.26 --0.46 0.04 EG-Frm -0.01 - -0.19 ----- -0.33 ---0.01 -0.11 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 136 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 4.8 4.3 CG 0.0 0.0 2.7 2.7 S>0.0 0.0 30.1 30.1 <S 0.0 0.0 30.1 30.1 SD 0.0 0.0 5.3 5.3 W1>7.4 7.3 12.2 12.2 <W1 5.8 6.1 21.9 21.9 W2>7.4 7.4 6.0 6.0 <W2 5.8 6.0 15.8 15.8 WPL 0.4 0.1 21.3 21.3 WPR 0.0 0.1 12.2 12.2 MW -Wall: 1 5.2 5.2 0.0 0.0 MW - Wall: 2 0.0 0.0 0.0 0.0 MW -Wall: 3 4.5 4.5 0.0 0.0 MW -Wall: 4 0.0 0.0 0.0 0.0 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 30.1 30.1 E>2.0 2.0 0.0 0.1 EG+0.0 0.0 0.6 0.6 <E 2.0 2.0 0.0 0.1 EG-0.0 0.0 0.6 0.6 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 5-A 3.13 43 3.29 40 0.95 15 0.95 14 4.12 23 11.69 3 ---- 0/0/0 20/0/0 0.24 41 0.24 40 ----0.88 23 2.85 1 76 1 23 23 15/0/0 5-B ----2.55 11 2.82 10 --0.26 1 ---- 15/0/0 20/7/8 ----2.99 11 3.08 10 0.24 1 ------ 30/0/0 5-C ----1.77 11 1.92 22 5.62 26 22.15 3 ---- 45/0/0 5-E ----2.73 11 3.02 10 --0.33 1 ---- 45/0/0 21/10/8 ----3.34 11 3.35 10 0.31 1 ------ 60/0/0 5-G 1.42 29 1.83 24 ----2.25 26 8.43 3 ---- 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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-A 1 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 15/0/0 5-B 10 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 30/0/0 5-C 9 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 45/0/0 5-E 11 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 60/0/0 5-G 8 0.375 8 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 3.32 4.77 40 2.48 -3.98 23 0.96 11.69 4 0.95 -2.40 0.78 26 15/0/0 2.82 0.16 22 --0 -0.26 1 ---0 30/0/0 2.07 -4.56 22 0.01 -5.59 26 0.12 22.37 3 ---0 45/0/0 3.02 0.20 22 --0 -0.33 1 ---0 60/0/0 1.84 -0.31 24 0.72 -2.25 26 0.96 8.44 3 ---28 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 137 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 138 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 0.180 40 0.103 23 -0 -0 0.090 4 0.121 23 0.071 4 0.122 4 0.097 40 15/0/0 0.153 22 -0 -0 -0 0.002 1 -0 0.004 1 0.003 1 0.085 22 30/0/0 0.112 22 0.145 26 -0 -0 0.195 3 0.211 26 0.360 3 0.284 3 0.203 3 45/0/0 0.164 22 -0 -0 -0 0.003 1 -0 0.005 1 0.005 1 0.092 22 60/0/0 0.100 24 0.059 26 -0 -0 0.073 3 0.085 26 0.136 3 0.107 3 0.080 3 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 S9 1.58 18.658 138.72 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 4 1 S2 10.01 23.218 172.62 N/A N/A 0.1875 2.000 Near F-BS-0.1250,W-OS-0.1250,F-BS-0.1250 8 1 S3 20.77 11.625 N/A N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-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 KN(Top)0.375 8.00 24.75 0.750 F1852X/PT 4.00 31 Extended 4.00 32 Extended 4.00/2.00 2 1 KN(Top) 0.375 6.00 24.75 0.750 F1852X/PT 4.00 31 Extended 4.00 32 Extended 4.00/2.00 3 2 SP 0.375 6.00 13.00 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 4 1 SP 0.375 6.00 13.04 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 5 2 SP 0.375 6.00 13.04 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 6 1 SP 0.375 6.00 13.00 0.750 F1852X/PT 4.00 11 Flush 2.50 11 Flush 2.50 7 2 KN(Face)0.500 6.00 14.36 0.750 F1852X/PT 4.00 31 Extended 4.50 11 Flush 5.75 8 2 KN(Face) 0.500 6.00 14.39 0.750 F1852X/PT 4.00 31 Extended 4.50 11 Flush 5.75 9 2 CP 0.375 6.00 12.50 0.500 A325/-3.00 11 Flush 3.00 11 Flush (0)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 1 2 46 -4.1 2.5 584.5 AISC DG-16/Thin plate 0.490 0.027 0.985 0.324 0.434 0.037 0.959 0.516 2 1 46 -4.1 2.5 584.5 AISC DG-16/Thin plate 0.490 0.027 0.985 0.324 0.434 0.037 0.675 0.516 3 2 7 -0.8 2.2 120.9 AISC DG-16/Thin plate 0.394 0.035 0.606 0.000 0.000 0.045 0.719 0.516 4 1 7 -0.8 2.2 120.9 AISC DG-16/Thin plate 0.394 0.035 0.606 0.000 0.000 0.045 0.719 0.516 5 2 6 -0.8 2.8 149.2 AISC DG-16/Thin plate 0.492 0.045 0.756 0.000 0.000 0.057 0.719 0.516 6 1 6 -0.8 2.8 149.2 AISC DG-16/Thin plate 0.492 0.045 0.756 0.000 0.000 0.057 0.719 0.516 7 2 3 -0.5 7.1 218.2 AISC DG-16/Thin plate 0.307 0.076 0.419 0.152 0.224 0.076 0.719 0.516 8 2 3 -0.5 7.1 218.2 AISC DG-16/Thin plate 0.307 0.076 0.419 0.152 0.224 0.076 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 1 2 49 1.8 2.4 553.4 AISC DG-16/Thin plate 0.371 0.020 0.921 0.324 0.440 0.023 0.959 0.516 2 1 49 1.8 2.4 553.4 AISC DG-16/Thin plate 0.371 0.020 0.921 0.324 0.440 0.023 0.705 0.516 3 2 6 -0.0 4.0 182.7 AISC DG-16/Thin plate 0.620 0.065 0.952 0.000 0.000 0.083 0.719 0.516 4 1 6 -0.0 4.0 182.7 AISC DG-16/Thin plate 0.620 0.065 0.952 0.000 0.000 0.083 0.719 0.516 5 2 7 -0.9 3.8 150.1 AISC DG-16/Thin plate 0.492 0.062 0.757 0.000 0.000 0.079 0.719 0.516 6 1 7 -0.9 3.8 150.1 AISC DG-16/Thin plate 0.492 0.062 0.757 0.000 0.000 0.079 0.719 0.516 7 2 48 -0.2 0.1 166.7 AISC DG-16/Thin plate 0.602 0.001 0.598 0.000 0.000 0.001 0.719 0.516 8 2 48 -0.2 0.1 166.7 AISC DG-16/Thin plate 0.602 0.001 0.598 0.000 0.000 0.001 0.719 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) 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 9 2 22 4.9 4.4 26 5.9 0.3 0.185 0.209 0.000 0.190 0.095 0.113 0.295 0.137 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 139 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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(Top)Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 2 1 KN(Top) Fillet 0.1875 Both -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 3 2 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 4 1 SP Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 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 ----- 7 2 KN(Face)Fillet 0.1250 Both -Fillet 0.1250 Both -Fillet 0.1250 Both ----- 8 2 KN(Face) Fillet 0.1875 Both -CJP 99.0000 CJP - Fillet 0.1250 Both ----- 9 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 7 7/10/4 2/2/10 GFB2050 0.337 30 6 5/9/2 14/11/10 GFB2015 0.239 0 6 1/0/2 19/8/10 GFB2050 0.197 30 5 0/5/1 29/2/10 GFB3006 0.679 0 4 6/1/1 33/11/10 GFB2094 0.492 0 3 6/7/1 43/5/10 GFB2050 0.311 0 3 1/10/1 48/2/10 GFB2050 0.481 6 2 3/1/6 56/3/2 GFB2081 0.648 12 8 12/2/0 12/2/0 GFB2050 0.313 3 8 17/2/0 17/2/0 GFB2050 0.408 3 9 7/2/0 7/2/0 (2)GFB2050 0.000 0 10 7/2/0 7/2/0 (2)GFB2050 0.000 0 11 7/2/0 7/2/0 (2)GFB2050 0.000 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 30/0/0 5-C 4.36 3.45 Stub - 1 80.91 3.45 -5.98 2.53 ----- 15/0/0 5-B 3.08 1.69 Std 64.45 3.06 N 1.37 34.22 0.088 GFB 3.70 4.71 3.07 N 0.68 34.22 0.098 GFB 4.12 4.71 3.07 45/0/0 5-E 3.35 1.96 Std 0.00 0.00 N 2.37 34.22 0.088 GFB 3.70 4.71 3.07 Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 60/0/0 5-G 18.10 1.32 18.0 2 1.93 12.70 N 0.61 12.70 N 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 10001 3.71 8.50 1 0.1 -83.4 0.0 80.9 162.4 26.1 0.51 10001 3.71 8.50 1 -3.1 21.6 0.14 1 8.60 15.38 14 1.0 -43.7 98.2 198.1 770.7 124.7 0.85 1 0.00 12.00 28 -3.3 21.8 0.15 2 0.75 19.00 30 -2.9 -657.5 0.0 65.5 657.0 49.9 1.02 2 0.75 19.00 4 6.2 21.3 0.29 3 1.84 12.00 6 -0.2 364.1 0.0 48.7 407.7 55.4 0.90 3 10.00 12.00 3 -4.4 21.6 0.20 4 9.97 24.00 3 -0.8 -864.7 0.0 59.2 863.1 50.1 1.01 4 9.97 24.00 3 -9.9 21.2 0.46 5 0.00 24.00 3 -1.9 -864.6 0.0 59.2 863.1 50.1 1.02 5 0.00 24.00 4 11.7 21.2 0.55 6 7.88 12.00 7 -0.7 315.1 0.0 23.8 407.7 55.4 0.79 6 0.00 12.00 4 4.9 21.6 0.23 7 7.85 11.05 3 -0.5 -181.8 0.0 24.3 252.5 56.4 0.73 7 8.29 11.00 3 -7.1 21.6 0.33 8 12.17 12.00 3 -8.4 -157.2 0.0 25.7 333.7 55.4 0.75 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 140 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 8 0.00 12.00 24 -1.8 21.6 0.08 9 18.25 12.00 3 -22.4 2.8 0.0 28.6 296.8 55.4 0.79 9 18.59 12.00 10 4.2 21.6 0.19 10 10.31 12.00 10 -0.3 -171.9 0.0 21.7 168.9 55.4 1.02 10 20.63 12.00 10 3.1 21.6 0.14 11 10.94 12.00 10 -0.3 -192.3 0.0 24.6 200.8 96.3 0.96 11 21.88 12.00 10 3.3 21.8 0.15 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 10001 3.71 44.54 44.5 44.5 2.45 0.67 29.78 2.80 7.01 1.12 7.90 1.72 0.01 49.05 1.00 1.00 1.13 1.00 1 8.60 213.65 213.7 213.7 6.00 2.00 265.93 21.34 34.58 5.33 37.71 8.07 0.10 1221.33 1.19 1.00 1.04 1.00 2 0.75 333.30 17.8 17.8 4.38 0.94 238.33 3.91 25.09 1.56 29.30 2.43 0.04 345.96 1.00 1.00 1.00 0.53 3 1.84 333.30 96.6 51.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.20 1.00 1.13 0.76 4 9.97 333.30 57.1 57.1 5.05 0.94 413.60 3.91 34.47 1.56 41.09 2.45 0.04 554.42 1.17 0.96 1.00 0.50 5 0.00 340.00 57.1 57.1 5.05 0.94 413.60 3.91 34.47 1.56 41.09 2.45 0.04 554.42 1.17 0.96 1.00 0.50 6 7.88 340.00 153.0 51.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.33 1.00 1.13 0.95 7 7.85 340.00 153.0 153.0 3.31 0.94 68.99 3.91 12.48 1.56 14.02 2.39 0.03 115.36 1.45 1.00 1.12 0.81 8 12.17 249.63 146.0 146.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.64 1.00 1.13 0.73 9 18.25 234.46 137.0 137.0 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.30 1.00 1.13 0.91 10 10.31 247.50 161.5 161.5 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 1.00 1.00 1.13 0.96 11 10.94 262.50 176.5 176.5 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.00 1.00 1.11 0.98 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 141 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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 WPL Weak Axis Load 2.30 8/7/3 NA NA N IN 1.000 WA 1 k WPR Weak Axis Load -2.30 8/7/3 NA NA N OUT 1.000 WA 1 k D Parapet weight -0.50 17/3/0 NA NA N DOWN 1.000 OF 1 k WPL Parapet Wind load 2.20 17/6/0 NA NA N IN 1.000 WA 1 k WPR Parapet Wind load -2.20 17/6/0 NA NA N OUT 1.000 WA 3 p CG Hanging Load->Resolved From Plane -260.42 59/11/12 NA NA N DOWN 1.000 OF 1000 k D Parapet post weight -0.50 18/3/0 NA NA N DOWN 1.000 OF 1000 k <W1 Parapet wind load 4.50 18/6/0 NA NA N RIGHT 1.000 OF 1000 k <W2 Parapet wind load 4.50 18/6/0 NA NA N RIGHT 1.000 OF 1000 k W1> Parapet wind load -4.50 18/6/0 NA NA N LEFT 1.000 OF 1000 k W2>Parapet wind load -4.50 18/6/0 NA NA N LEFT 1.000 OF 1 33 4 10 0 0 20 0 0 20 0 1 100 00 30 0 0 0 15'-0"15'-0"15'-0"15'-0" 60'-0" 20 ' - 0 " 22 ' - 6 " X Y A GCBEG 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/77 )-2.860 1 2 2 W1> Max. Vertical Deflection for Span 1 ( L/431 )0.792 3 1 2 W1> Max. Vertical Deflection for Span 2 ( L/620 )-0.557 7 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): 0.895 (k/in) Fundamental Period (calculated) (T): 1.453 (sec.) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 142 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Wall: 4, Frame at: 25/0/0 Frame Cross Section: 25 ' - 0 " T . O . P . 1 2 X Y 30013 Dimension Key 1 2'-3 3/8" 2 2 5/8" Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 143 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 25/0/0 32/6/0 0.0000 -Automatic Design Design Load Combinations - Framing 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 <S D + CG + <S 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 4 System 1.000 1.0 D + 1.0 CG + 1.0 <S + 1.0 SD D + CG + <S + SD 5 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW -Wall: 3 14 System 1.000 0.6 MW MW -Wall: 4 15 System 1.000 0.6 MW MW - Wall: 5 16 System 1.000 0.6 MW MW -Wall: 6 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2>D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 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 Total Frame Weight = 0.0 (p) (Includes all plates) Sum of Forces with Reactions Check - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k)(k)(k)(k) D 0.0 0.0 0.0 0.0 CG 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 SD 0.0 0.0 0.0 0.0 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 144 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 W1>0.0 0.0 0.0 0.0 <W1 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 WPL 0.0 0.0 0.0 0.0 WPR 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 MW -Wall: 5 0.0 0.0 0.0 0.0 MW - Wall: 6 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 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 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 & pitch standards are based on ACI-318 Appendix D criteria for ï¿½cast-in-placeï¿½ 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 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 Parapet Post Summary X-Loc Grid Moment Shear Attachme nt Length Parapet Size Reaction Column bearing Stiffener required? Allowable w/stiff Stiff Width Thickness Length 0/0/0 G-1 20.93 1.19 32.0 2 1.53 12.70 N 0.34 12.70 N 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 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 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- Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 145 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 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: 2.02 psf Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.80 psf -USR 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: 37.00 %g Primaries Wind Exposure: C -Kz: 0.902 Design Snow (Sloped): ps: 35.00 psf Mapped MCE Acceleration: S1: 14.20 %g Parts Wind Exposure Factor: 0.902 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: 0.3710 Ground Elevation Factor: Ke: 0.8387 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2192 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 Obstructed or Not Slippery % Snow Used in Seismic: 20.00 -USR Site Elevation: 4858.0 ft Diaphragm Condition: Rigid Primary Zone Strip Width: 2a: 16/0/0 Fundamental Period Height Used: 21/9/4 Parts / Portions Zone Strip Width: Walls, a: 8/0/0 Transverse Direction Parameters Roof(s), 0.6h: N/A Ordinary Steel Moment Frames Velocity Pressure: qz: 21.77, (C&C) 21.77 psf Redundancy Factor: Rho: 1.30 -USR Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 x W Longitudinal Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.3292 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1060 x W Covering Design Loads - Wall: 1 Zone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef. End Zone psf W1>Need Lower Girt -CHECK 18.81 0/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 0/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt - CHECK 18.81 66/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 66/0/0 20.000 0.71 IN 1.080 Interior Area psf W1>Standard Spacing is Adequate -CHECK 15.28 8/0/0 18.000 0.85 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate - CHECK 14.11 8/0/0 20.000 0.71 IN 1.080 Covering Design Loads - Wall: 2 Zone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef. End Zone psf W1>Need Lower Girt -CHECK 18.81 0/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate - CHECK 14.11 0/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt -CHECK 18.81 52/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 52/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt - CHECK 18.81 30/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 30/0/0 20.000 0.71 IN 1.080 Interior Area psf W1>Standard Spacing is Adequate -CHECK 15.28 8/0/0 18.000 0.85 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate - CHECK 14.11 8/0/0 20.000 0.71 IN 1.080 Covering Design Loads - Wall: 3 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 146 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Need Lower Girt -CHECK 18.81 0/0/0 39.000 0.48 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate - CHECK 14.11 0/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt -CHECK 18.81 92/0/0 39.000 0.48 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 92/0/0 20.000 0.71 IN 1.080 Interior Area psf W1>Standard Spacing is Adequate - CHECK 15.28 8/0/0 18.000 0.85 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate -CHECK 14.11 8/0/0 20.000 0.71 IN 1.080 Covering Design Loads - Wall: 4 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Need Lower Girt - CHECK 18.81 0/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 0/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt -CHECK 18.81 77/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate - CHECK 14.11 77/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt -CHECK 18.81 17/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 17/0/0 20.000 0.71 IN 1.080 Interior Area psf W1>Standard Spacing is Adequate - CHECK 15.28 8/0/0 18.000 0.85 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate -CHECK 14.11 8/0/0 20.000 0.71 IN 1.080 Covering Design Loads - Wall: 5 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Need Lower Girt - CHECK 18.81 0/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 0/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt -CHECK 18.81 18/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate - CHECK 14.11 18/0/0 20.000 0.71 IN 1.080 Interior Area psf W1>Standard Spacing is Adequate -CHECK 15.28 8/0/0 18.000 0.85 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate -CHECK 14.11 8/0/0 20.000 0.71 IN 1.080 Covering Design Loads - Wall: 6 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone psf W1>Need Lower Girt - CHECK 18.81 0/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate -CHECK 14.11 0/0/0 20.000 0.71 IN 1.080 End Zone psf W1>Need Lower Girt -CHECK 18.81 17/0/0 23.000 0.82 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate - CHECK 14.11 17/0/0 20.000 0.71 IN 1.080 Interior Area psf W1>Standard Spacing is Adequate -CHECK 15.28 8/0/0 18.000 0.85 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate -CHECK 14.11 8/0/0 20.000 0.71 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 35.88 -74/0/0 40.000 0.90 IN 0.999 Snow Drift Load psf SD Non-std Spacing: 4/6/0 Required 47.63 -74/0/0 49.000 0.97 IN 0.999 Snow Drift psf SD Non-std Spacing: 4/0/0 Required 57.88 -74/0/0 62.000 0.93 IN 0.999 Snow Drift psf SD Non-std Spacing: 3/6/0 Required 73.24 -74/0/0 80.000 0.92 IN 0.999 Snow Drift psf SD Non-std Spacing: 4/3/0 Required 52.97 26/0/0 55.000 0.96 IN 0.999 Snow Drift psf SD Non-std Spacing: 4/6/0 Required 47.63 0/0/0 49.000 0.97 IN 0.999 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 -62/0/0 47.000 0.93 OUT -3.380 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 -70/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 -70/0/0 47.000 0.93 OUT -3.380 Side Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 -62/0/0 34.000 0.94 OUT -2.480 Side Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 -62/0/0 34.000 0.94 OUT -2.480 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 -70/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 -70/0/0 47.000 0.93 OUT -3.380 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 -74/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 -74/0/0 47.000 0.93 OUT -3.380 Side Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 -62/0/0 34.000 0.94 OUT -2.480 Side Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 -62/0/0 34.000 0.94 OUT -2.480 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 14/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 14/0/0 47.000 0.93 OUT -3.380 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 22/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 22/0/0 47.000 0.93 OUT -3.380 Side Zone psf <W2 Standard Spacing is Adequate 7.18 14/0/0 40.000 0.18 IN 0.480 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 147 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Side Zone psf W1>Standard Spacing is Adequate 31.85 14/0/0 34.000 0.94 OUT -2.480 Side Zone psf <W2 Standard Spacing is Adequate 7.18 14/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 14/0/0 34.000 0.94 OUT -2.480 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 22/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 22/0/0 47.000 0.93 OUT -3.380 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 14/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 14/0/0 47.000 0.93 OUT -3.380 Side Zone psf <W2 Standard Spacing is Adequate 7.18 12/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 12/0/0 34.000 0.94 OUT -2.480 Side Zone psf <W2 Standard Spacing is Adequate 7.18 14/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 14/0/0 34.000 0.94 OUT -2.480 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 12/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 12/0/0 47.000 0.93 OUT -3.380 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 4/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 4/0/0 47.000 0.93 OUT -3.380 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 12/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 12/0/0 47.000 0.93 OUT -3.380 Side Zone psf <W2 Standard Spacing is Adequate 7.18 12/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 12/0/0 34.000 0.94 OUT -2.480 Corner Zone psf <W2 Standard Spacing is Adequate 7.18 -8/0/0 40.000 0.18 IN 0.480 Corner Zone psf W1>Non-std Spacing: 4/3/0 Required 43.60 -8/0/0 47.000 0.93 OUT -3.380 Side Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Side Zone psf W1>Standard Spacing is Adequate 31.85 -62/0/0 34.000 0.94 OUT -2.480 Misc. Edge Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Misc. Edge Zone psf W1>Standard Spacing is Adequate 24.01 -62/0/0 34.000 0.71 OUT -1.880 Misc. Edge Zone psf <W2 Standard Spacing is Adequate 7.18 -50/0/0 40.000 0.18 IN 0.480 Misc. Edge Zone psf W1>Standard Spacing is Adequate 24.01 -50/0/0 34.000 0.71 OUT -1.880 Misc. Edge Zone psf <W2 Standard Spacing is Adequate 7.18 -62/0/0 40.000 0.18 IN 0.480 Misc. Edge Zone psf W1>Standard Spacing is Adequate 24.01 -62/0/0 34.000 0.71 OUT -1.880 Misc. Edge Zone psf <W2 Standard Spacing is Adequate 7.18 2/0/0 40.000 0.18 IN 0.480 Misc. Edge Zone psf W1>Standard Spacing is Adequate 24.01 2/0/0 34.000 0.71 OUT -1.880 Misc. Edge Zone psf <W2 Standard Spacing is Adequate 7.18 2/0/0 40.000 0.18 IN 0.480 Misc. Edge Zone psf W1>Standard Spacing is Adequate 24.01 2/0/0 34.000 0.71 OUT -1.880 Misc. Edge Zone psf <W2 Standard Spacing is Adequate 7.18 2/0/0 40.000 0.18 IN 0.480 Misc. Edge Zone psf W1>Standard Spacing is Adequate 24.01 2/0/0 34.000 0.71 OUT -1.880 Misc. Edge Zone psf <W2 Standard Spacing is Adequate 7.18 2/0/0 40.000 0.18 IN 0.480 Misc. Edge Zone psf W1>Standard Spacing is Adequate 24.01 2/0/0 34.000 0.71 OUT -1.880 Interior Area psf <W2 Standard Spacing is Adequate 7.18 -50/0/0 40.000 0.18 IN 0.480 Interior Area psf W1>Standard Spacing is Adequate 13.56 -50/0/0 34.000 0.40 OUT -1.080 Covering Design Loads - Wall: 3 - Canopy: 1 Zone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef. Entire Surface psf S Non-std Spacing: 3/9/0 Required 70.85 0/0/0 70.000 1.01 IN 0.999 Corner Zone psf <W2 Standard Spacing is Adequate 4.83 0/0/0 40.000 0.12 IN 0.300 Corner Zone psf W1>Non-std Spacing: 4/6/0 Required 41.25 0/0/0 42.000 0.98 OUT -3.200 Corner Zone psf <W2 Standard Spacing is Adequate 4.83 88/0/0 40.000 0.12 IN 0.300 Corner Zone psf W1>Non-std Spacing: 4/6/0 Required 41.25 88/0/0 42.000 0.98 OUT -3.200 Side Zone psf <W2 Standard Spacing is Adequate 4.83 12/0/0 40.000 0.12 IN 0.300 Side Zone psf W1>Standard Spacing is Adequate 29.49 12/0/0 34.000 0.87 OUT -2.300 Covering Design Loads - Wall: 1 - Parapet: 1 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 0/0/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 0/0/0 40.000 0.33 IN 0.900 End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 65/6/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 65/6/0 40.000 0.33 IN 0.900 Interior Area in Extension psf W1>Standard Spacing is Adequate 12.98 8/6/0 34.000 0.38 OUT -0.990 Interior Area in Extension psf <W2 Standard Spacing is Adequate 13.21 8/6/0 40.000 0.33 IN 0.900 Covering Design Loads - Wall: 2 - Parapet: 1 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone in Extension psf W1>Standard Spacing is Adequate 16.37 0/0/0 34.000 0.48 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 12.99 0/0/0 40.000 0.32 IN 0.900 End Zone in Extension psf W1>Standard Spacing is Adequate 16.37 21/6/0 34.000 0.48 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 12.99 21/6/0 40.000 0.32 IN 0.900 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 148 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Interior Area in Extension psf W1>Standard Spacing is Adequate 12.74 8/6/0 34.000 0.37 OUT -0.990 Interior Area in Extension psf <W2 Standard Spacing is Adequate 12.99 8/6/0 40.000 0.32 IN 0.900 Covering Design Loads - Wall: 2 - Parapet: 2 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 0/0/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 0/0/0 40.000 0.33 IN 0.900 End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 21/6/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 21/6/0 40.000 0.33 IN 0.900 Interior Area in Extension psf W1>Standard Spacing is Adequate 12.98 8/6/0 34.000 0.38 OUT -0.990 Interior Area in Extension psf <W2 Standard Spacing is Adequate 13.21 8/6/0 40.000 0.33 IN 0.900 Covering Design Loads - Wall: 4 - Parapet: 1 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone in Extension psf W1>Standard Spacing is Adequate 16.70 -26/0/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.23 -26/0/0 40.000 0.33 IN 0.900 End Zone in Extension psf W1>Standard Spacing is Adequate 16.70 -8/6/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.23 -8/6/0 40.000 0.33 IN 0.900 Interior Area in Extension psf W1>Standard Spacing is Adequate 13.01 -17/6/0 34.000 0.38 OUT -0.990 Interior Area in Extension psf <W2 Standard Spacing is Adequate 13.23 -17/6/0 40.000 0.33 IN 0.900 Covering Design Loads - Wall: 5 - Parapet: 1 Zone Units Type Description Actual Loc1 Allow.Ratio Dir.Coef. End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 0/0/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 0/0/0 40.000 0.33 IN 0.900 End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 17/6/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 17/6/0 40.000 0.33 IN 0.900 Interior Area in Extension psf W1>Standard Spacing is Adequate 12.98 8/6/0 34.000 0.38 OUT -0.990 Interior Area in Extension psf <W2 Standard Spacing is Adequate 13.21 8/6/0 40.000 0.33 IN 0.900 Covering Design Loads - Wall: 6 - Parapet: 1 Zone Units Type Description Actual Loc1 Allow. Ratio Dir. Coef. End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 0/0/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 0/0/0 40.000 0.33 IN 0.900 End Zone in Extension psf W1>Standard Spacing is Adequate 16.67 16/6/0 34.000 0.49 OUT -1.260 End Zone in Extension psf <W2 Standard Spacing is Adequate 13.21 16/6/0 40.000 0.33 IN 0.900 Interior Area in Extension psf W1>Standard Spacing is Adequate 12.98 8/6/0 34.000 0.38 OUT -0.990 Interior Area in Extension psf <W2 Standard Spacing is Adequate 13.21 8/6/0 40.000 0.33 IN 0.900 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location: 2 NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location: 3 Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Parapet: 1 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Wall: 2 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location: 2 NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location: 3 NBVP - Masonry 8"psf = 83.00 Supported by others=yes Location: 4 Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Location: 5 Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Parapet: 2 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 149 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Parapet: 3 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location NBVP - Masonry 8"psf = 83.00 Supported by others=yes Location NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Wall: 3 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location: 2 NBVP -Masonry 8"psf = 83.00 Supported by others=yes Canopy: 1 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 35/0/0 Wall: 4 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location: 2 NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location: 3 NBVP - Masonry 8"psf = 83.00 Supported by others=yes Location: 4 Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Parapet: 4 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location NBVP - Masonry 8"psf = 83.00 Supported by others=yes Location NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Wall: 5 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location: 2 NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location: 3 Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Parapet: 5 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Wall: 6 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location: 2 NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location: 3 Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Parapet: 6 Panel Rib 26 KXL (Kynar)Cool Zinc Gray Left to Right Peak Out 40/0/0 Location NBVP -Masonry 8"psf = 83.00 Supported by others=yes Location Panel Rib 26 Special Request Cool Ebony Left to Right Peak Out 40/0/0 Roof: A Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 35/0/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl.Ice Damming Wall: 1 SS Capped Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Location: 3 SS Capped Standard Option Standard Option Yes None No Yes Parapet: 1 SS Capped Standard Option Standard Option Yes None No Yes Location Not Applicable Location SS Capped Standard Option Standard Option Yes None No Yes Wall: 2 SS Capped Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Location: 4 SS Capped Standard Option Standard Option Yes None No Yes Location: 5 SS Capped Standard Option Standard Option Yes None No Yes Parapet: 2 SS Capped Standard Option Standard Option Yes None No Yes Location Not Applicable Location Not Applicable Location SS Capped Standard Option Standard Option Yes None No Yes Location SS Capped Standard Option Standard Option Yes None No Yes Parapet: 3 SS Capped Standard Option Standard Option Yes None No Yes Location Not Applicable Location Not Applicable Location SS Capped Standard Option Standard Option Yes None No Yes Location SS Capped Standard Option Standard Option Yes None No Yes Wall: 3 SS Capped Standard Option Standard Option No None No Yes Location: 2 Not Applicable Canopy: 1 Stainless Steel Capped Standard Option Ice Damming & UL90 Uplift Yes None No Yes Wall: 4 SS Capped Standard Option Standard Option No None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Location: 4 SS Capped Standard Option Standard Option Yes None No Yes Parapet: 4 SS Capped Standard Option Standard Option No None No Yes Location Not Applicable Location Not Applicable Location SS Capped Standard Option Standard Option Yes None No Yes Wall: 5 SS Capped Standard Option Standard Option No None No Yes Location: 2 Not Applicable Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 150 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Location: 3 SS Capped Standard Option Standard Option Yes None No Yes Parapet: 5 SS Capped Standard Option Standard Option No None No Yes Location Not Applicable Location SS Capped Standard Option Standard Option Yes None No Yes Wall: 6 SS Capped Standard Option Standard Option No None No Yes Location: 2 Not Applicable Location: 3 SS Capped Standard Option Standard Option Yes None No Yes Parapet: 6 SS Capped Standard Option Standard Option No None No Yes Location Not Applicable Location SS Capped Standard Option Standard Option Yes None No Yes Roof: A Stainless Steel Capped Standard Option Ice Damming & UL90 Uplift Yes None No Yes Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 151 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Appendix Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 152 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 153 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Parapet post design Parapet posts at FL 5 Parapet post dimension= Width= 5in depth= 8.5in flange thickness= 0.25in web thickness= 0.1345in length= 7ft Parapet Height= 3.5ft Tributary length= 15ft Parapet tributary area= 3.5ft* 15ft= 52.5ft2 Wind Load= 22.773psf Gcp= 0.9- (-2.2)=3.1 = 0.9-(-1.2)= 2.1 Gravity load Panel ( front and liner) = 2panel*1psf * 15ft * 3.5ft=105lbs Girts= 2girts gage 17* 2.99plf* 15ft=90lbs Parapet post= 12.24plf* 7ft= 90lbs Total Weight= 285lbs Wind load Pressure= Gcp*Wind Load= 3.1*22.773psf= 70.6psf Load= 70.6psf * 15ft=1059plf ----> From Parapet post beam analysis Max Reaction= 4.73K Vmax= 4.63K < 21.5K so OK Mmax= 102.12K-in < 298K so OK Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 154 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Job No: Page: Date: Prepared By: Reviewed By: Rev:0 Jun-09 Description: Support Points beam length 7 ft first support 0.5 ft. second support 3 ft. Uniform loads:#1 #2 #3 starting value 1059 plf plf plf ending value 1059 plf plf plf starting: x =0 ft ft ft ending: x =7 ft ft ft Point loads:#1 #2 #3 magnitude k k k location ft ft ft Moment Loads #1 #2 #3 magnitude k"k"k" location ft ft ft Output reaction 1 kips ft. reaction 2 kips ft. max. moment k-in.ft. neg. moment k-in.ft. max stress ksi ft. max. shear kips ft. max. deflection in.ft. Deflection Ratio For beam design: 3-plate depth at max stress 0 in. shear at max stress 0 k 3-plate depth at max shear 0 in. Max allowable stress ksi overstressed segment start ft. overstressed segment end ft. none 2.99 0.0 0.00 4.63 0.00 -102.12 0.00 value 2.99 0.00 0.000 -1.48 location Parapet post at endwall 0.50 8.90 3.00 Note: The beam may be cantilevered at either end. 23-001454-01 Beam Analysis 06/26/23 0.00 500.00 1000.00 1500.00 0 2 4 6 8 Unif. load plus self wt -10.00 -5.00 0.00 5.00 0 2 4 6 8 Shear -150 -100 -50 0 0 1 2 3 4 5 6 7 8 Moment 0 0.2 0.4 0.6 0.8 1 0 2 4 6 8 Deflection 0.00 0.20 0.40 0.60 0.80 1.00 0 1 2 3 4 5 6 7 8 Moment Loads 0 0.5 1 0 2 4 6 8 Point Loads Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 155 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Parapet post design Use of standard bolted connection (4) 1/2" diam Rmax= 8.90K< (4)8.84 so OK Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 156 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Parapet post design Parapet posts at FL 5 Parapet post dimension= Width= 5in depth= 8.5in flange thickness= 0.25in web thickness= 0.1345in length= 2.5ft Parapet Height= 2.5ft Tributary length= 13ft Parapet tributary area= 3.5ft* 15ft= 32.5ft2 Wind Load= 22.773psf Gcp= 0.9- (-2.2)=3.1 = 0.9-(-1.2)= 2.1 Gravity load Panel ( front and liner) = 2panel*1psf * 15ft * 3.5ft=105lbs Girts= 2girts gage 17* 2.99plf* 15ft=90lbs Parapet post= 12.24plf* 2.5ft= 31lbs Total Weight= 226lbs Wind load Pressure= Gcp*Wind Load= 3.1*22.773psf= 70.59psf Load= 70.59psf * 13ft=917.7plf Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 157 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Vmax= 917.7plf* 2.5ft= 2.29K Mmax= 917.7plf * 2.5ft2 / 2= 34.41K-in 3 Required Strength:|----------6"----------| M (in-k) =34.41 INSIDE ROWS >1 2 3 4 1 bf =5" V (kips) =2.29 P (kips) =0.5 STIFFENER 0" Member Geometry:0.25" 1.75 ANALYSIS SIDE OTHER SIDE GUSSET 1.5" bf (in) =5 -|- -|- tf (in) =0.25 6.75" tw (in) =0.1345 STIFFENER d (in) =8.5 slope k =0.0000 GUSSET User Override:Application:Strength Ratios bp (in) =1 15.5%Bolt Tension tp (in) =0.5 4.7%Bolt Shear Fpy (ksi) =55 Design Procedure:15.1%Plate Bending Fpu (ksi) =70 0.0%Shear Yielding Flange Weld 3 0.0%Shear Rupture -|----------|- wfi (in) =Allowable Flexural Strength 3.2%Bearing/Tearing bwT (in) =228 (in-k)100.0%Flange Weld Design Summary wwT (in) =34.5%Web Weld Bolts:(2) - 0.75 in. Max. Ratio =1.03 Mnp/Mpl =1.081 Plate:0.5 in. Installation Y (in) =35.4 Cost Index  Tool Bolts:ASTM Grade db req (in) =#N/A  Washers 0 tp req (in) =0.195 Shear resisted by:Mq max =228 Messages: 2 # Compr Bolts 0 Flange & Web Welds: pso (in) =hg (in) =wfi (in) =CJP CJP psi (in) =tg (in) =bwT (in) =3 bs (in) =Lg (in) =wwT (in) =3/16 (2-sided) ts (in) =Fyf (ksi) =55 www (k) =3/16 (2-sided) g (in) =Fyw (ksi) =55 go (in) =Fys (ksi) =55 Stiffener:NONE Gusset:NONE pfi (in) =FlushL 0 Ls (in) =Lg (in) = pfo (in) =FEXX (ksi) =70 wsp (in) =wgp (in) = pb (in) =maxFillet (in) =0.625 wsw (in) =wgf (in) = pext (in) =minFillet (in) =0.1875 minFilletW (in) =0.1875 EXTENDED 0.0000 Weight 7.3 1 lbs 4 lbs 5 lbs 6 3.00 FLUSH EXTENDED 0.25 0.1875 10/21/22 FLUSH AISC 360 - Notes: parapet post connection at FL 2 7.719 Page: Date: Prepared By: Revision:4.51 Reviewed By: Bolted End-Plate Moment Connection AISC Design Guide #16 Method (Ref: nDP 3.1.1) 23-001454-01 OPTIMIZATION LIST >> Job No. 3/16 1.432 0.1345 TO F L A N G E 3/16 CJP ST A N D A R D WI D E 11 12 13 14 22 31 <IMF 32 33 41 <IMF 42 43 51 52 53 62 71 72 73 81 82 83 ASD LRFD LSD (Canada) Design Method 54 Configuration: Select Button OR Click on "Standard" / "Wide" for Auto-select OUTSIDE INSIDE Flange ST A N D A R D WI D E 1/2" 5/8" 3/4" 7/8 1" Bolt Diameter 1" 1/8 1" 1/4 1" 1/2 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 158 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Job No. Page: Date: Prepared By: Reviewed By: Rev:2.2 11/15 Notes: Required MEMBER d (in) =8.500 Strength FLANGE bf (in) =5 FI Pr (kips) tf (in) =0.25 0.25 4.5 WEB tw (in) =0.1345 8 Tension bp (in) =5 tp (in) =0.1345 Other Input: weld (in) =0.125 FALSE k (in) =0.375 N (in) =1 ↓ override ↓ Fy (ksi) =55 Fu (ksi) =70 E (ksi) =29,000 a (in) =25 Lb (in) =120 Cr (ksi) =960,000 Lat. Restraint W (in) =4 Web PZ check Flange Local Bending Web Local Yielding Web Local Crippling Web Sidesway Buckling Web Compression Buckling Web Panel Zone Shear SAW Web-to- Flange Weld Column web strength 1 AISC 360 Ref:J10.1 J10.2 J10.3 J10.4 J10.5 J10.6(a)DP 3.5 DP 3.8.1 TRUE TRUE TRUE TRUE TRUE FALSE TRUE TRUE 4 TRUE TRUE TRUE 21.48 21.27 16.01 1.67 1.50 2.00 1.76 1.67 1.67 2.00 1.67 Allowable Strength 8.00 kips 12.86 14.18 - - - - - - - - - - - - - - - - - - - - - - - - - - - -8.00 - - - - - - - Ratio 0.562 Reinforcement: NOT REQUIRED Nominal Allowable Required Strength 0.00 kips Strength Strength 1 ↓ override ↓Rn (kips)(kips) bs (in) =#N/A Axial Yielding #N/A 1.67 #N/A ts (in) =#N/A Shear Yielding #N/A 1.50 #N/A hs (in) =#N/A Shear Rupture #N/A 2.00 #N/A ws (in) =0.1875 FALSE Stiffener/Flange Weld #N/A 2.00 #N/A Fexx (ksi) =70 Web Base Metal #N/A 2.00 #N/A ww (in) =0.1875 Stiffener/Web Weld #N/A 2.00 #N/A Axial Compression #N/A 1.67 #N/A Allowable Stiffener Strength #N/A kips 1 Allowable Strength (Combined)#N/A kips Ratio #N/A tw dp(in) =0.1345 Flanges & Webs with Concentrated Forces Ref: DP 2.13, DP 3.8.1 and AISC Design Guide #13 Design Method = ASD Unit System Design Tool 23-001454-01 06/26/23 Compr. flange only Geometry Input: 3-Plate Double Symmetric - Plate Location: North America (DP2.13) 1.5''@3'' ↓ Stiffener-to-Web Weld (ww) ↓ Metal Building System Knee Area FLB WLY WC WSB WCB WPZS ASD LRFD LSD Design Method (Select) CWBForces (Select) Reinforcement Options N/A Partial Height Stiffeners (2-sides) Full Height Stiffeners (2-sides) Full Height Stiffener (1-side) Thicker Web Add Bracing (not automated) Single Concentrated Force > Tension Single Concentrated Force > Compression A Pair of Single Concentrated Forces -Compression Double Concentrated Force > Tension Double Concentrated Force > Compression A Pair of Double Concentrated Forces > Compression A Pair of Double Concentrated Forces > Shear Concentrated Force Parallel to Flange > Compression Conrac 2-sides Print (Default Printer) 2-sides Metric Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 159 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Job No: Page: Date: Prepared By: Reviewed By: Rev:0 Inputs PANEL WT 0.91 PSF SEC WT 12 PLF PSF APPLIED SECONDARY CG FT SECONDARY TRIB FT SECONDARY SPAN DOOR WEIGHT 400 LBS DOOR WEIGHT (IF UNKNOWN 8PSF ASSUMED) DOOR WIDTH 6 FT ~DOOR PSF = DOOR WT/DOOR AREA =9.298 PSF DOOR HEIGHT 7.17 FT SECONDARY WEIGHT 48 PLF Door location type: BLDG HEIGHT AT JAMB 1 17.61 FT TRACK LOADING REQUIRED? BLDG HEIGHT AT JAMB 2 (OR RIDGE)17.61 FT TRACK LOADING = DOOR PSF * W/2 PLF HANGING PANEL ABOVE OPEN w1=w2= 57.5 PLF to 57.5 PLF DOOR WEIGHT 1600 LBS DOOR WEIGHT (IF UNKNOWN 8PSF ASSUMED) DOOR WIDTH 16 FT ~DOOR PSF = DOOR WT/DOOR AREA =7.143 PSF DOOR HEIGHT 14 FT SECONDARY WEIGHT PLF Door location type: BLDG HEIGHT AT JAMB 1 20 FT TRACK LOADING REQUIRED? BLDG HEIGHT AT JAMB 2 (OR RIDGE)20 FT TRACK LOADING = DOOR PSF * W/2 PLF HANGING PANEL ABOVE OPEN w1=w2= 17.5 PLF to 17.5 PLF DOOR WEIGHT 500 LBS DOOR WEIGHT (IF UNKNOWN 8PSF ASSUMED) DOOR WIDTH 10 FT ~DOOR PSF = DOOR WT/DOOR AREA =7.143 PSF DOOR HEIGHT 7 FT SECONDARY WEIGHT PLF Door location type: BLDG HEIGHT AT JAMB 1 31 FT TRACK LOADING REQUIRED? BLDG HEIGHT AT JAMB 2 (OR RIDGE)31 FT TRACK LOADING = DOOR PSF * W/2 PLF HANGING PANEL ABOVE OPEN w1=w2= 33.8 PLF to 33.8 PLF TRACK LOADS - SECTIONAL DOORS (NO COILS, NO WINDLOCKS): HANGING LOADS - VISUAL SCENARIOS: 4 girts gage 17 Panel Rib gage 26Optional Override - Leave Blank Otherwise SECTIONAL DOOR LOADING CONSIDERATIONS 23-001454-01 Notes: Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 160 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame connection forces expressed in pounds. Lateral brace forces expressed in pounds. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 8.5Z0.098U Rafter 8.5Z0.088U 8.5Z0.073U Rafter 8.5Z0.088U Rafter 8.5Z0.098U Rafter 8.5Z0.088U 8.5Z0.073U Rafter Rafter 8.5Z0.088U 27.239 Rafter 8.5Z0.098U Rafter 8.5Z0.088U 8.5Z0.073U Rafter 8.5Z0.088U Rafter 8.5Z0.088U Rafter 17.240 Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter Rafter Rafter 54.239 Rafter 8.5Z0.098U Rafter 8.5Z0.088U 8.5Z0.073U Rafter 8.5Z0.088U 58.989 Rafter 8.5Z0.098U Rafter Rafter 8.5Z0.088U 8.5Z0.073U Rafter 8.5Z0.088U 68.489 Rafter 8.5Z0.098U Rafter 8.5Z0.088U 8.5Z0.073U Rafter 8.5Z0.088U Rafter63.739 Rafter 8.5Z0.098U Rafter 8.5Z0.088U 8.5Z0.073U Rafter 8.5Z0.088U Rafter Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter 8.5Z0.088U Rafter Rafter Rafter8.5Z0.073U Rafter 8.5Z0.088U Rafter Rafter8.5Z0.073U Rafter 8.5Z0.088U Rafter 9.740 Rafter 44.739 31.490 39.990 35.740 Bay Length (ft) Rafter 8.5Z0.073U Rafter 8.5Z0.088U 19.740 Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 8.5Z0.098U Rafter 8.5Z0.088U 22.240 Rafter 8.5Z0.098U N Purlin Type Endwall Extension (ft) 12.000 93.081 Rake Channel N Loading Load Type ASD Slope Length (ft) Version 2.11 Purlin Anchorage Ref: DP 4.7 Left Right Design Tool General Input Data Bay 2 Frame 3 Bay 3 Frame 4 Bay 4 40.57 PanelRib 26 ga. - 30 in Sidelap Geometry Roof Pitch (x:12)0.500 Notes: Reviewed By: 23-001454-01 Page:1 Date:6/15/2023 Prepared By: Job No. Sloped Unif Load-psf 25.000 7.240 Rafter 25.000 8.5Z0.088U Rafter 8.5Z0.073U Purlin Location (ft)Conn 4.740 Rafter 8.5Z0.098U 2.240 Rafter Expanded Layout Data Frame 1 Bay 1 Frame 2 Frame 5 12.000 0.000 0.000 Roof Panel Type Endwall Offset (in) 8.5 (in) Continuous Lapped 24.000 Rafter 8.5Z0.073U 8.5Z0.073U Rafter 41.98 Rafter 8.5Z0.088U Rafter 8.5Z0.088U Rafter 8.5Z0.098U Rafter Rafter Rafter 8.5Z0.088U Rafter Rafter 8.5Z0.098U Rafter 24.000 Conn ConnConn 8.5Z0.088U 40.61 8.5Z0.098U Rafter 39.05 8.5Z0.088U Rafter 8.5Z0.088U 8.5Z0.088U Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 12.240 8.5Z0.073U Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter 8.5Z0.088U 14.740 Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter Rafter Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter 8.5Z0.088U Rafter Rafter8.5Z0.088U Rafter 8.5Z0.088U Rafter 59.489 Rafter Rafter Rafter 73.239 Rafter 8.5Z0.098U Conn Rafter Rafter Rafter Rafter Rafter25.021 Rafter 8.5Z0.098U Rafter 8.5Z0.088U 8.5Z0.073U Rafter Rafter Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter 8.5Z0.088U Rafter 77.489 Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter 8.5Z0.088U Rafter Rafter81.281 Rafter 8.5Z0.098U Rafter 8.5Z0.088U Rafter 8.5Z0.073U Rafter 8.5Z0.088U Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 161 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 17 160 401 101 222 15 160 401 101 22216 160 401 101 222 13 160 401 101 22214 160 401 101 222 11 160 401 101 22212 160 401 101 222 9 160 401 101 22210 160 401 101 222 7 160 401 101 2228 160 401 101 222 5 160 401 101 2226 160 401 101 222 3 160 401 101 2224 160 401 101 222 Diaphragm Strength (lb/ft) 1 160 401 101 2222 160 401 101 222 Diaphragm Deflection (in) (lb)(lb)(lb)(lb)(lb)(lb)(lb)(lb)Brace No.Anchor No. 0.00 126.00 21.08 126.00 0.00 126.00 24.85 126.00 0.054 0.833 0.132 0.212 0.049 0.800 0.169 0.212 Actual Allow Actual Allow Actual Allow Actual Allow 22 23 Bay 3 Frame 4 Bay 4 Frame 5 401 120 275 201 534 166 401 120 275 201 534 166 40119 120 275 201 534 166 40120 120 275 201 534 166 40117 120 275 201 534 166 40118 120 275 201 534 166 40115 120 275 201 534 166 40116 120 275 201 534 166 40113 120 275 201 534 166 40114 120 275 201 534 166 40111 120 275 201 534 166 40112 120 275 201 534 166 4019 120 275 201 534 166 40110 120 275 201 534 166 4017 120 275 201 534 166 4018 120 275 201 534 166 4015 120 275 201 534 166 4016 120 275 201 534 166 4013 120 275 201 534 166 4014 120 275 201 201 534 166 22.43 534 166 4011 120 275 201 534 166 4012 120 275 Brace No.Anchor No. 29.75 126.00 0.00 126.00 25.86 126.00 0.00Diaphragm Strength (lb/ft) (lb)(lb)(lb)(lb)(lb)(lb)(lb) Diaphragm Deflection (in) Actual Allow Actual Allow Actual Allow Actual Allow Notes: Design Tool Purlin Anchorage Ref: DP 4.7 Job No.23-001454-01 Page:2 Date:6/15/2023 Prepared By: Reviewed By: Version 2.11 Results Frame 1 Bay 1 Frame 2 Bay 2 Frame 3 21 Allow 0.148 0.212 0.053 120 275 201 534 166 401 0.800 0.109 0.212 0.054 0.833 0.137 0.212 Actual 126.00 (lb)(lb)(lb) 126.00 101 22218 160 401 101 22219 160 401 20 160 401 101 22221 160 401 101 222 22 160 401 101 22223 160 401 101 222 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 162 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 163 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 ESTIMATED FRAME & PURLIN WEIGHT Estimated Frame Weight How-To Purlin Depth (in) 7" 8.5" 10" 11.5" ESTIMATED Area (ft2) Purlin Weight (plf) No. Purlin Lines Building Length (ft) 6650 4.53 17 100 Frame Secondary Total ESTIMATED weight (psf)2.50 1.16 3.66 ACTUAL Area (ft2) Purlin Weight (plf) No. Purlin Lines Building Length (ft) 6650 10388 Frame Secondary Total ACTUAL weight (psf)3.23 1.56 4.79 3.66 <4.79 Estimated weight=3.63 16625 Total Frame Weight (p) 21475 Estimated Weight 13 gage (plf) 4.36 4.53 5.15 6.06 Total Frame Weight (p) Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 164 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Frame Hx (Kips) > Design Force 1 2.7 2.4 OK 2 4.4 3.1 OK 3 3.7 2.2 OK 4 8.3 8.1 OK 5 2 0.6 OK Frame Hx (Kips) > Design Force A 8.4 8.2 OK G 4 4 OK J 2.1 2.1 OK Transversal Longitudinal Date: 6/22/2023 23-001454-01_Calculations Package Rev 0 Time:07:37 PM Page: 165 of 165 06/22/23 ATV Reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Description Units Description Units Description Units qh= 21.769 psf qh= 21.769 psf qh=21.769 psf Cpi=0.61 Cpi=0.61 Cpi=0.61 Cpi=0.18 Cpi=0.18 Cpi=0.18 Gcpe=0.79 Gcpe=0.79 Gcpe=0.79 Trib length=7.5 Trib length=12.5 Trib length=12.5 h=17.2ft h=22.5ft h=12.167 ft 1109.24 lbs 2418.40 lbs 1307.76 lbs =1.11 Kips =2.42 Kips =1.31 Kips Weak Axis Load Weak Axis Load Weak Axis Load 𝐺𝑐𝑝𝑒𝑊𝐿 2 =𝐺𝑐𝑝𝑒𝑊𝐿 2 =𝐺𝑐𝑝𝑒𝑊𝐿 2 = Description Units Number of flange braces 1.00 Flange brace load=0.83 K Total load=0.83 K load(cos 45)=0.59 K Panel Diaphragm Resistance=0.09 load/ resistance=6.39 ft length between FO 7.00 ft 6.39 <7 OK Panel diaphragm ( Flange braces)