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HomeMy WebLinkAboutSTRUCTURAL DESIGN DATA - 23-00218 - Tom Luthy Storage - Shell OnlyDate: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 1 of 27 6/12/2023 LCC 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 Name: Titan-Luthy 60x100 Builder PO #: Jobsite: South Hwy 191 City, State: Rexburg, Idaho 83440 County: Madison Country: United States TABLE OF CONTENTS Letter of Certification…………………………………………………………………………………………………………………..2 Underwriters Laboratory UL-90 Letter………………………………………………………………………………………………...4 Reactions – Summary Report w/Controlling Load Comb……………………………………………………………………………..5 06/14/2023 BlueScope Buildings North America 7031 Albert Pick Road - Suite 200 Greensboro, NC 27409 Christopher J. Falin Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 2 of 27 6/12/2023 LCC reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Letter of Certification Contact: Kent Smith Project: Luthy Name: TITAN STEEL LLC Builder PO #: Address: 3152 Folson Lane Jobsite: South Hwy 191 City, State: Rexburg, Idaho 83440 City, State: Rexburg, Idaho 83440 Country: United States County, Country: Madison, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width Length (sq. ft.)(sq. ft.)(sq. ft.)Height Height 2 Pitch Pitch Height Shop 85/0/0 100/0/0 6650 7978 6956 23/6/8 20/0/0 0.5000:12 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: 2.05 psf Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):4.00 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: 36.60 %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: 0.3678 Ground Elevation Factor: Ke: 0.8385 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: 4867.0 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: 12/0/0 Ordinary Steel Moment Frames Velocity Pressure: qz: 21.76, (C&C) 21.76 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: 0.1051 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: 0.1051 x W Load Notes Application of Specified Minimum Uniform Roof Snow loads, “SMS”: - The specified minimum uniform roof snow will be applied as a separate roof load check, combined with dead loads only. - It is considered the net sloped roof load, i.e., none of the other snow load related factors such as Importance, Thermal, Unobstructed Slippery, Exposure, etc., would apply. - It is not considered in conjunction with the bracing second order effects. Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 3 of 27 6/12/2023 LCC 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 design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. ________________________________________________ Date: ________________ Engineer's Seal: Engineer in responsible charge 06/14/2023 BlueScope Buildings North America 7031 Albert Pick Road - Suite 200 Greensboro, NC 27409 Christopher J. Falin Christopher J. Falin 06/14/2023 Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 4 of 27 6/12/2023 LCC reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Underwriters Laboratory UL-90 Letter Contact: Kent Smith Project: Luthy Name: TITAN STEEL LLC Builder PO #: Address: 3152 Folson Lane Jobsite: South Hwy 191 City, State: Rexburg, Idaho 83440 City, State: Rexburg, Idaho 83440 County, Country: Madison, United States The goods listed herein are purchased subject to the BlueScope Buildings terms and conditions of sale and the limitations contained therein. Roof Covering Shape Location Type Thickness Spacing Shop Wall: 3,Canopy: 3 Panel Rib 26 Ice Damming & UL90 Uplift Shop Roof: A Panel Rib 26 Ice Damming & UL90 Uplift Panel Rib Roof UL-90 Certification This is to certify that the VP Buildings PANEL RIB ROOF SYSTEM, when installed in accordance with VP Buildings Basic Erection Guide and Standard Erection Details (SEDs), will meet Underwriters Laboratories UL Class 90 Uplift Rating. The Panel Rib roof system has been tested in accordance with UL test procedure 580 and is listed under Construction No’s. 64 or 253. VP BUILDINGS Inc. 3200 Players Club Circle, Memphis TN 38125-8843 By:_______________________________ 06/14/2023 BlueScope Buildings North America 7031 Albert Pick Road - Suite 200 Greensboro, NC 27409 Christopher J. Falin Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 5 of 27 6/12/2023 LCC reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Reactions - Summary Report w/Controlling Load Comb Shape: Shop Builder Contact: Kent Smith Project: Luthy Name: TITAN STEEL LLC Builder PO #: Address: 3152 Folson Lane Jobsite: South Hwy 191 City, State Zip: Rexburg, Idaho 83440 City, State Zip: Rexburg, Idaho 83440 Country: United States County, Country: Madison, United States 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: 2.05 psf Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):4.00 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: 36.60 %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: 0.3678 Ground Elevation Factor: Ke: 0.8385 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: 4867.0 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: 12/0/0 Ordinary Steel Moment Frames Velocity Pressure: qz: 21.76, (C&C) 21.76 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: 0.1051 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: 0.1051 x W Load Notes Application of Specified Minimum Uniform Roof Snow loads, “SMS”: - The specified minimum uniform roof snow will be applied as a separate roof load check, combined with dead loads only. - It is considered the net sloped roof load, i.e., none of the other snow load related factors such as Importance, Thermal, Unobstructed Slippery, Exposure, etc., would apply. - It is not considered in conjunction with the bracing second order effects. Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 6 of 27 6/12/2023 LCC reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width Length (sq. ft.)(sq. ft.)(sq. ft.)Height Height 2 Pitch Pitch Height Shop 85/0/0 100/0/0 6650 7978 6956 23/6/8 20/0/0 0.5000:12 Overall Shape Description Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht.Eave Ht. 2 Pitch Pitch 2 Dist. to Ridge Peak Height A A-1 J-1 85/0/0 26/0/0 20/0/0 23/6/8 0.5000:12 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 " 30'-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: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 7 of 27 6/12/2023 LCC 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 Frame ID:Portal Frame Frame Type:Portal Frame 25'-0" 22 ' - 6 " Hx Vy H z Hx Vy H z G-4 G-3 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 Load Description Desc.Hx Vy Hx Vy D Material Dead Weight Frm 0.03 0.74 -0.03 0.74 -- CG Collateral Load for Gravity Cases Frm ------ S>Snow -Notional Right Frm ------ <S Snow - Notional Left Frm ------ SD Snow Drift Load Frm ------ W1>Wind Load, Case 1, Right Frm ------ <W1 Wind Load, Case 1, Left Frm ------ W2>Wind Load, Case 2, Right Frm ------ <W2 Wind Load, Case 2, Left Frm ------ WPL Wind Load, || Ridge, Left Frm ------ WPR Wind Load, || Ridge, Right Frm ------ MW Minimum Wind Load -Wall: 1 Frm ------ MW Minimum Wind Load - Wall: 2 Frm ------ MW Minimum Wind Load -Wall: 3 Frm ------ MW Minimum Wind Load -Wall: 4 Frm ------ MW Minimum Wind Load - Wall: 5 Frm ------ MW Minimum Wind Load -Wall: 6 Frm ------ CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm ------ E>Seismic Load, Right Frm ------ EG+Vertical Seismic Effect, Additive Frm ------ <E Seismic Load, Left Frm ------ EG-Vertical Seismic Effect, Subtractive Frm ------ WB1>Wind Brace Reaction, Case 1, Right Brc -5.13 -9.88 -5.13 9.88 -- <WB1 Wind Brace Reaction, Case 1, Left Brc 4.68 9.02 4.69 -9.02 -- WB2>Wind Brace Reaction, Case 2, Right Brc -5.22 -10.06 -5.23 10.06 -- <WB2 Wind Brace Reaction, Case 2, Left Brc 4.76 9.18 4.77 -9.18 -- WB3>Wind Brace Reaction, Case 3, Right Brc -5.28 -10.17 -5.29 10.17 -- <WB3 Wind Brace Reaction, Case 3, Left Brc 4.83 9.30 4.84 -9.30 -- WB4>Wind Brace Reaction, Case 4, Right Brc -5.28 -10.17 -5.29 10.17 -- <WB4 Wind Brace Reaction, Case 4, Left Brc 4.83 9.30 4.84 -9.30 -- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 8 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 2 Brc -2.22 -4.27 -2.22 4.27 -- MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 4 Brc 3.09 5.94 3.09 -5.94 -- MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ------ MWB Minimum Wind Bracing Reaction - Wall: 6 Brc -1.29 -2.48 -1.29 2.48 -- EB>Seismic Brace Reaction, Right Brc -2.88 -5.54 -2.88 5.54 -- <EB Seismic Brace Reaction, Left Brc 2.92 5.62 2.92 -5.62 -- 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 3.15 66 2.92 68 ----5.66 66 6.32 68 ---- 25/0/0 G-3 3.20 65 2.89 69 ----5.14 69 6.84 65 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: G X-Loc 0/0/0 25/0/0 Grid1 -Grid2 G-4 G-3 Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 65 D + CG + WPL + WB4>-3.14 -5.37 -3.20 6.84 --- 66 D + CU + WPL + WB4>-3.15 -5.66 -3.19 6.55 --- 68 D + CG + WPL + <WB4 2.92 6.32 2.88 -4.84 --- 69 D + CU + WPL + <WB4 2.91 6.02 2.89 -5.14 --- ASD Load Combinations - Framing No.Origin Factor Application Description 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> 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 Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 9 of 27 6/12/2023 LCC 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 ID:Portal Frame Frame Type:Portal Frame 24'-0" 20 ' - 0 " Hx Vy H z Hx Vy H z A-1 A-2 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 Load Description Desc.Hx Vy Hx Vy D Material Dead Weight Frm 0.03 0.62 -0.03 0.62 -- CG Collateral Load for Gravity Cases Frm ------ S>Snow -Notional Right Frm ------ <S Snow - Notional Left Frm ------ SD Snow Drift Load Frm ------ W1>Wind Load, Case 1, Right Frm ------ <W1 Wind Load, Case 1, Left Frm ------ W2>Wind Load, Case 2, Right Frm ------ <W2 Wind Load, Case 2, Left Frm ------ WPL Wind Load, || Ridge, Left Frm ------ WPR Wind Load, || Ridge, Right Frm ------ MW Minimum Wind Load -Wall: 1 Frm ------ MW Minimum Wind Load - Wall: 2 Frm ------ MW Minimum Wind Load -Wall: 3 Frm ------ MW Minimum Wind Load -Wall: 4 Frm ------ MW Minimum Wind Load - Wall: 5 Frm ------ MW Minimum Wind Load -Wall: 6 Frm ------ CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm ------ E>Seismic Load, Right Frm ------ EG+Vertical Seismic Effect, Additive Frm ------ <E Seismic Load, Left Frm ------ EG-Vertical Seismic Effect, Subtractive Frm ------ WB1>Wind Brace Reaction, Case 1, Right Brc 4.05 7.23 4.03 -7.23 -- <WB1 Wind Brace Reaction, Case 1, Left Brc -3.52 -6.28 -3.51 6.28 -- WB2>Wind Brace Reaction, Case 2, Right Brc 4.13 7.38 4.12 -7.38 -- <WB2 Wind Brace Reaction, Case 2, Left Brc -3.58 -6.40 -3.57 6.40 -- WB3>Wind Brace Reaction, Case 3, Right Brc 4.21 7.51 4.19 -7.51 -- <WB3 Wind Brace Reaction, Case 3, Left Brc -3.79 -6.77 -3.78 6.77 -- WB4>Wind Brace Reaction, Case 4, Right Brc 4.20 7.51 4.19 -7.51 -- <WB4 Wind Brace Reaction, Case 4, Left Brc -3.79 -6.77 -3.78 6.77 -- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 10 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 2 Brc 2.06 3.69 2.06 -3.69 -- MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 4 Brc -2.13 -3.80 -2.13 3.80 -- MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ------ MWB Minimum Wind Bracing Reaction - Wall: 6 Brc 0.46 0.83 0.46 -0.83 -- EB>Seismic Brace Reaction, Right Brc 2.89 5.17 2.89 -5.17 -- <EB Seismic Brace Reaction, Left Brc -2.85 -5.09 -2.84 5.09 -- 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 2.57 99 2.66 77 ----4.26 99 5.32 77 ---- 24/0/0 A-2 2.61 95 2.61 81 ----4.33 81 5.25 95 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: A X-Loc 0/0/0 24/0/0 Grid1 -Grid2 A-1 A-2 Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 77 D + CG + E> + EG+ + EB>2.66 5.32 2.60 -4.08 --- 81 D + CU + E> + EG-+ EB>2.65 5.07 2.61 -4.33 --- 95 D + CG + E> + EG+ + <EB -2.56 -4.01 -2.61 5.25 --- 99 D + CU + E> + EG- + <EB -2.57 -4.26 -2.60 5.00 --- ASD Load Combinations - Framing No.Origin Factor Application Description 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> 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> 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 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 Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 11 of 27 6/12/2023 LCC 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 ID:Portal Frame Frame Type:Portal Frame 25'-0" 20 ' - 0 " Hx Vy H z Hx Vy H z A-3 A-4 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 Load Description Desc.Hx Vy Hx Vy D Material Dead Weight Frm 0.03 0.62 -0.03 0.62 -- CG Collateral Load for Gravity Cases Frm ------ S>Snow -Notional Right Frm ------ <S Snow - Notional Left Frm ------ SD Snow Drift Load Frm ------ W1>Wind Load, Case 1, Right Frm ------ <W1 Wind Load, Case 1, Left Frm ------ W2>Wind Load, Case 2, Right Frm ------ <W2 Wind Load, Case 2, Left Frm ------ WPL Wind Load, || Ridge, Left Frm ------ WPR Wind Load, || Ridge, Right Frm ------ MW Minimum Wind Load -Wall: 1 Frm ------ MW Minimum Wind Load - Wall: 2 Frm ------ MW Minimum Wind Load -Wall: 3 Frm ------ MW Minimum Wind Load -Wall: 4 Frm ------ MW Minimum Wind Load - Wall: 5 Frm ------ MW Minimum Wind Load -Wall: 6 Frm ------ CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm ------ E>Seismic Load, Right Frm ------ EG+Vertical Seismic Effect, Additive Frm ------ <E Seismic Load, Left Frm ------ EG-Vertical Seismic Effect, Subtractive Frm ------ WB1>Wind Brace Reaction, Case 1, Right Brc 3.99 6.80 3.97 -6.80 -- <WB1 Wind Brace Reaction, Case 1, Left Brc -3.47 -5.91 -3.46 5.91 -- WB2>Wind Brace Reaction, Case 2, Right Brc 4.07 6.94 4.05 -6.94 -- <WB2 Wind Brace Reaction, Case 2, Left Brc -3.53 -6.02 -3.52 6.02 -- WB3>Wind Brace Reaction, Case 3, Right Brc 4.14 7.06 4.13 -7.06 -- <WB3 Wind Brace Reaction, Case 3, Left Brc -3.74 -6.37 -3.72 6.37 -- WB4>Wind Brace Reaction, Case 4, Right Brc 4.14 7.06 4.13 -7.06 -- <WB4 Wind Brace Reaction, Case 4, Left Brc -3.74 -6.37 -3.72 6.37 -- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 12 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 2 Brc 2.03 3.47 2.03 -3.47 -- MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 4 Brc -2.09 -3.58 -2.09 3.58 -- MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ------ MWB Minimum Wind Bracing Reaction - Wall: 6 Brc 0.46 0.78 0.46 -0.78 -- EB>Seismic Brace Reaction, Right Brc 2.85 4.86 2.84 -4.86 -- <EB Seismic Brace Reaction, Left Brc -2.80 -4.78 -2.80 4.78 -- 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 2.53 99 2.62 77 ----3.98 99 5.04 77 ---- 25/0/0 A-4 2.57 95 2.57 81 ----4.05 81 4.97 95 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: A X-Loc 0/0/0 25/0/0 Grid1 -Grid2 A-3 A-4 Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 77 D + CG + E> + EG+ + EB>2.62 5.04 2.56 -3.81 --- 81 D + CU + E> + EG-+ EB>2.61 4.79 2.57 -4.05 --- 95 D + CG + E> + EG+ + <EB -2.52 -3.74 -2.57 4.97 --- 99 D + CU + E> + EG- + <EB -2.53 -3.98 -2.56 4.72 --- ASD Load Combinations - Framing No.Origin Factor Application Description 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> 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> 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 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 Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 13 of 27 6/12/2023 LCC 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 Frame ID:Portal Frame Frame Type:Portal Frame 24'-0" 23 ' - 6 1 / 2 " Hx Vy H z Hx Vy H z J-2 J-1 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 Load Description Desc.Hx Vy Hx Vy D Material Dead Weight Frm 0.02 0.60 -0.02 0.60 -- CG Collateral Load for Gravity Cases Frm ------ S>Snow -Notional Right Frm ------ <S Snow - Notional Left Frm ------ SD Snow Drift Load Frm ------ W1>Wind Load, Case 1, Right Frm ------ <W1 Wind Load, Case 1, Left Frm ------ W2>Wind Load, Case 2, Right Frm ------ <W2 Wind Load, Case 2, Left Frm ------ WPL Wind Load, || Ridge, Left Frm ------ WPR Wind Load, || Ridge, Right Frm ------ MW Minimum Wind Load -Wall: 1 Frm ------ MW Minimum Wind Load - Wall: 2 Frm ------ MW Minimum Wind Load -Wall: 3 Frm ------ MW Minimum Wind Load -Wall: 4 Frm ------ MW Minimum Wind Load - Wall: 5 Frm ------ MW Minimum Wind Load -Wall: 6 Frm ------ CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm ------ E>Seismic Load, Right Frm ------ EG+Vertical Seismic Effect, Additive Frm ------ <E Seismic Load, Left Frm ------ EG-Vertical Seismic Effect, Subtractive Frm ------ WB1>Wind Brace Reaction, Case 1, Right Brc -2.16 -4.53 -2.16 4.53 -- <WB1 Wind Brace Reaction, Case 1, Left Brc 2.01 4.21 2.01 -4.21 -- WB2>Wind Brace Reaction, Case 2, Right Brc -2.19 -4.60 -2.19 4.60 -- <WB2 Wind Brace Reaction, Case 2, Left Brc 2.04 4.28 2.04 -4.28 -- WB3>Wind Brace Reaction, Case 3, Right Brc -2.19 -4.59 -2.19 4.59 -- <WB3 Wind Brace Reaction, Case 3, Left Brc 2.03 4.25 2.03 -4.25 -- WB4>Wind Brace Reaction, Case 4, Right Brc -2.19 -4.59 -2.19 4.59 -- <WB4 Wind Brace Reaction, Case 4, Left Brc 2.03 4.26 2.03 -4.26 -- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 14 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 2 Brc -0.72 -1.50 -0.72 1.50 -- MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 4 Brc 1.31 2.75 1.31 -2.75 -- MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ------ MWB Minimum Wind Bracing Reaction - Wall: 6 Brc -0.72 -1.52 -0.72 1.52 -- EB>Seismic Brace Reaction, Right Brc -1.15 -2.42 -1.15 2.42 -- <EB Seismic Brace Reaction, Left Brc 1.20 2.51 1.20 -2.51 -- 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 1.30 54 1.25 56 ----2.40 54 3.16 56 ---- 24/0/0 J-1 1.34 53 1.21 57 ----2.21 57 3.36 53 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: J X-Loc 0/0/0 24/0/0 Grid1 -Grid2 J-2 J-1 Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 53 D + CG + WPR + WB2>-1.30 -2.17 -1.34 3.36 --- 54 D + CU + WPR + WB2>-1.30 -2.40 -1.33 3.12 --- 56 D + CG + WPR + <WB2 1.25 3.16 1.20 -1.97 --- 57 D + CU + WPR + <WB2 1.24 2.93 1.21 -2.21 --- ASD Load Combinations - Framing No.Origin Factor Application Description 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> 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 Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 15 of 27 6/12/2023 LCC 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 ID:FL1 Frame Type:Continuous Beam, End Posts 15'-0"15'-0"15'-0"15'-0"25'-0" 85'-0" 20 ' - 0 " 23 ' - 6 1 / 2 " Hx Vy H z Hx Vy Hz Hx Vy Hz Hx Vy H z Hx Vy H z Hx Vy Hz A JEBCGJ 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 X-Loc 0/0/0 15/0/0 30/0/0 45/0/0 Grid1 - Grid2 1-A 1-B 1-C 1-E Base Plate W x L (in.)8 X 13 8 X 13 8 X 13 8 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"100'-0"100'-0"100'-0" Load Type Load Description Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy D Material Dead Weight Frm 0.14 -1.30 --0.23 --0.28 --2.65 CG Collateral Load for Gravity Cases Frm 0.27 -1.20 --------2.66 S>Snow -Notional Right Frm 1.53 -12.99 --------24.32 <S Snow - Notional Left Frm 1.53 - 12.99 -------- 24.32 SD Snow Drift Load Frm 0.08 --0.05 --------0.44 W1>Wind Load, Case 1, Right Frm 4.91 --3.01 -3.47 --3.55 --3.33 -11.41 <W1 Wind Load, Case 1, Left Frm -4.52 - -9.96 - -3.12 -- -3.21 -- -3.01 -17.78 W2>Wind Load, Case 2, Right Frm 4.20 --0.74 ---------6.09 <W2 Wind Load, Case 2, Left Frm -5.24 --7.69 ---------12.46 WPL Wind Load, || Ridge, Left Frm 1.26 1.43 -8.22 -------- -18.20 WPR Wind Load, || Ridge, Right Frm 1.29 -1.43 -4.84 ---------10.23 MW Minimum Wind Load -Wall: 1 Frm ------------ MW Minimum Wind Load - Wall: 2 Frm ------------ MW Minimum Wind Load -Wall: 3 Frm -4.22 --0.80 --------0.32 MW Minimum Wind Load -Wall: 4 Frm ------------ MW Minimum Wind Load - Wall: 5 Frm 2.57 -1.22 -------- -0.79 MW Minimum Wind Load -Wall: 6 Frm ------------ CU Collateral Load for Wind Cases Frm ------------ S Snow Load Frm 1.53 - 12.99 -------- 24.32 E>Seismic Load, Right Frm 3.03 -1.23 -0.31 --0.31 --0.31 -0.57 EG+Vertical Seismic Effect, Additive Frm 0.04 -0.24 --------0.51 <E Seismic Load, Left Frm -3.03 - -1.23 - -0.31 -- -0.31 -- -0.31 0.57 EG-Vertical Seismic Effect, Subtractive Frm -0.04 --0.24 ---------0.51 WB1>Wind Brace Reaction, Case 1, Right Brc ------------ <WB1 Wind Brace Reaction, Case 1, Left Brc ------------ WB2>Wind Brace Reaction, Case 2, Right Brc ------------ <WB2 Wind Brace Reaction, Case 2, Left Brc ------------ WB3>Wind Brace Reaction, Case 3, Right Brc ------------ <WB3 Wind Brace Reaction, Case 3, Left Brc ------------ WB4>Wind Brace Reaction, Case 4, Right Brc ------------ <WB4 Wind Brace Reaction, Case 4, Left Brc ------------ Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 16 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ------------ MWB Minimum Wind Bracing Reaction -Wall: 2 Brc ------------ MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ------------ MWB Minimum Wind Bracing Reaction -Wall: 4 Brc ------------ MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ------------ MWB Minimum Wind Bracing Reaction - Wall: 6 Brc ------------ EB>Seismic Brace Reaction, Right Brc ------------ <EB Seismic Brace Reaction, Left Brc ------------ Type Interior Column Exterior Column X-Loc 60/0/0 85/0/0 Grid1 - Grid2 1-G 1-J 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 Load Description Desc.Hx Hz Vy Hx Hz Vy D Material Dead Weight Frm --0.27 -0.14 -1.23 -- CG Collateral Load for Gravity Cases Frm ----0.27 -2.51 -- S>Snow -Notional Right Frm ----1.53 -8.31 -- <S Snow - Notional Left Frm --- -1.53 -8.31 -- SD Snow Drift Load Frm ----0.08 -0.40 -- W1>Wind Load, Case 1, Right Frm -4.87 -3.32 --4.48 -- <W1 Wind Load, Case 1, Left Frm - -4.39 - -1.46 - -6.07 -- W2>Wind Load, Case 2, Right Frm --0.02 -4.04 --2.53 -- <W2 Wind Load, Case 2, Left Frm -0.02 --0.74 --4.12 -- WPL Wind Load, || Ridge, Left Frm --- -0.63 2.75 -6.73 -- WPR Wind Load, || Ridge, Right Frm ----1.26 -2.75 -3.83 -- MW Minimum Wind Load -Wall: 1 Frm -------- MW Minimum Wind Load - Wall: 2 Frm -------- MW Minimum Wind Load -Wall: 3 Frm ----0.77 -0.47 -- MW Minimum Wind Load -Wall: 4 Frm -------- MW Minimum Wind Load - Wall: 5 Frm ---3.11 - -0.43 -- MW Minimum Wind Load -Wall: 6 Frm -------- CU Collateral Load for Wind Cases Frm -------- S Snow Load Frm --- -1.53 -8.31 -- E>Seismic Load, Right Frm -0.30 -1.03 --0.56 -- EG+Vertical Seismic Effect, Additive Frm ----0.04 -0.29 -- <E Seismic Load, Left Frm - -0.30 - -1.03 -0.56 -- EG-Vertical Seismic Effect, Subtractive Frm ---0.04 --0.29 -- WB1>Wind Brace Reaction, Case 1, Right Brc -------- <WB1 Wind Brace Reaction, Case 1, Left Brc -------- WB2>Wind Brace Reaction, Case 2, Right Brc -------- <WB2 Wind Brace Reaction, Case 2, Left Brc -------- WB3>Wind Brace Reaction, Case 3, Right Brc -------- <WB3 Wind Brace Reaction, Case 3, Left Brc -------- WB4>Wind Brace Reaction, Case 4, Right Brc -------- <WB4 Wind Brace Reaction, Case 4, Left Brc -------- MWB Minimum Wind Bracing Reaction -Wall: 1 Brc -------- MWB Minimum Wind Bracing Reaction -Wall: 2 Brc -------- MWB Minimum Wind Bracing Reaction - Wall: 3 Brc -------- MWB Minimum Wind Bracing Reaction -Wall: 4 Brc -------- MWB Minimum Wind Bracing Reaction -Wall: 5 Brc -------- MWB Minimum Wind Bracing Reaction - Wall: 6 Brc -------- EB>Seismic Brace Reaction, Right Brc -------- <EB Seismic Brace Reaction, Left Brc -------- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 17 of 27 6/12/2023 LCC 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 Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 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 3.06 25 3.77 28 0.86 15 0.86 14 5.19 23 15.50 1 ---- 15/0/0 1-B ----1.87 11 2.08 10 --0.23 1 ---- 30/0/0 1-C ----1.93 11 2.13 10 --0.28 1 ---- 45/0/0 1-E ----1.81 11 2.00 10 9.33 26 30.07 3 ---- 60/0/0 1-G ----2.63 11 2.92 10 --0.27 1 ---- 85/0/0 1-J 2.22 29 2.34 24 1.65 15 1.65 14 3.30 26 12.44 3 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note: All reactions are based on 1st order structural analysis. 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 Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k) 1 D + CG + S>1.94 -15.50 --0.23 --0.28 --29.63 --0.27 3 D + CG + S> + SD 2.02 -15.44 --0.23 --0.28 --30.07 --0.27 10 D + CG + W1>3.36 -0.70 -2.08 0.23 -2.13 0.28 -2.00 -1.54 -2.92 0.27 11 D + CG + <W1 -2.30 --3.47 --1.87 0.23 --1.93 0.28 --1.81 -5.36 --2.63 0.27 14 D + CG + WPL 1.17 0.86 -2.43 --0.23 --0.28 ---5.61 --0.27 15 D + CG + WPR 1.19 -0.86 -0.40 --0.23 --0.28 -- -0.83 --0.27 23 D + CU + <W1 -2.63 --5.19 --1.87 0.14 --1.93 0.17 --1.81 -9.07 --2.63 0.16 24 D + CU + W2>2.60 -0.34 --0.14 --0.17 ---2.06 --0.01 0.16 25 D + CU + <W2 -3.06 - -3.83 --0.14 --0.17 -- -5.88 -0.01 0.16 26 D + CU + WPL 0.84 0.86 -4.15 --0.14 --0.17 ---9.33 --0.16 28 D + CG + S + W1>3.77 -10.89 -1.56 0.23 -1.60 0.28 -1.50 18.41 -2.19 0.27 29 D + CG + S + <W1 -0.47 -7.77 - -1.41 0.23 - -1.44 0.28 - -1.36 15.55 - -1.97 0.27 X-Loc 85/0/0 Grid1 - Grid2 1-J Ld Description Hx Hz Vy Cs (application factor not shown) (k)(k) (k) 1 D + CG + S>-1.94 -12.04 ---- 3 D + CG + S> + SD -2.02 -12.44 ---- 10 D + CG + W1>1.58 -1.05 ---- 11 D + CG + <W1 -1.29 -0.09 ---- 14 D + CG + WPL -0.79 1.65 -0.30 ---- 15 D + CG + WPR -1.17 -1.65 1.43 ---- 23 D + CU + <W1 -0.96 --2.90 ---- 24 D + CU + W2>2.34 --0.78 ---- 25 D + CU + <W2 -0.53 - -1.73 ---- 26 D + CU + WPL -0.46 1.65 -3.30 ---- 28 D + CG + S + W1>-0.06 -7.95 ---- 29 D + CG + S + <W1 -2.22 -7.24 ---- ASD Load Combinations - Framing No.Origin Factor Application Description 1 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 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 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 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 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 Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 18 of 27 6/12/2023 LCC 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 X-Loc Grid Description 0/0/0 A-1 Portal Frame is next to column. See portal frame section for reactions 85/0/0 J-1 Portal Frame is next to column. See portal frame section for reactions Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 19 of 27 6/12/2023 LCC 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 ID:FL2 Frame Type:Continuous Beam 35'-0"24'-0"26'-0" 85'-0" 20 ' - 0 " 23 ' - 6 1 / 2 " Hx Vy H z Hx Vy Hz Hx Vy Hz Hx Vy H z A JDFJ 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 8 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 Load Description Desc.Hx Vy Hx Vy Hx Hz Vy Hx Hz Vy D Material Dead Weight Frm 0.12 1.96 -2.96 --1.72 -0.12 -1.12 CG Collateral Load for Gravity Cases Frm 0.23 2.19 -2.50 --2.09 -0.23 -2.22 S>Snow -Notional Right Frm 1.35 21.11 -31.97 --14.76 -1.35 -6.95 <S Snow - Notional Left Frm 1.35 21.11 -31.97 -- 14.76 -1.35 -6.95 SD Snow Drift Load Frm 0.03 0.03 --0.08 --0.64 -0.03 -0.14 W1>Wind Load, Case 1, Right Frm 8.08 -1.84 --17.80 1.19 --1.71 3.81 --5.33 <W1 Wind Load, Case 1, Left Frm -5.82 -14.24 --14.94 -1.74 - -12.02 -1.95 - -4.30 W2>Wind Load, Case 2, Right Frm 6.29 1.43 --10.12 2.24 -0.93 4.43 --3.44 <W2 Wind Load, Case 2, Left Frm -7.61 -10.97 --7.26 -0.69 --9.38 -1.33 --2.41 WPL Wind Load, || Ridge, Left Frm 3.18 -9.94 --19.67 -1.94 2.62 -8.51 -0.62 2.75 -6.14 WPR Wind Load, || Ridge, Right Frm 2.97 -6.25 --11.98 -1.90 -2.62 -4.88 -1.19 -2.75 -3.56 MW Minimum Wind Load -Wall: 1 Frm 1.79 1.35 --1.86 2.33 -1.16 0.55 --0.65 MW Minimum Wind Load - Wall: 2 Frm ---------- MW Minimum Wind Load -Wall: 3 Frm -7.99 -2.83 -4.35 ---3.19 -1.40 -1.67 MW Minimum Wind Load -Wall: 4 Frm ---------- MW Minimum Wind Load - Wall: 5 Frm 2.66 1.97 --2.60 --1.36 3.02 - -0.74 MW Minimum Wind Load -Wall: 6 Frm ---------- CU Collateral Load for Wind Cases Frm ---------- S Snow Load Frm 1.35 21.11 -31.97 -- 14.76 -1.35 -6.95 E>Seismic Load, Right Frm 4.40 2.92 --4.08 0.14 -2.77 1.37 --1.47 EG+Vertical Seismic Effect, Additive Frm 0.03 0.41 -0.59 --0.34 -0.03 -0.19 <E Seismic Load, Left Frm -4.40 -2.92 -4.08 -0.14 - -2.77 -1.37 -1.47 EG-Vertical Seismic Effect, Subtractive Frm -0.03 -0.41 --0.59 ---0.34 0.03 --0.19 WB1>Wind Brace Reaction, Case 1, Right Brc ---------- <WB1 Wind Brace Reaction, Case 1, Left Brc ---------- WB2>Wind Brace Reaction, Case 2, Right Brc ---------- <WB2 Wind Brace Reaction, Case 2, Left Brc ---------- WB3>Wind Brace Reaction, Case 3, Right Brc ---------- <WB3 Wind Brace Reaction, Case 3, Left Brc ---------- WB4>Wind Brace Reaction, Case 4, Right Brc ---------- <WB4 Wind Brace Reaction, Case 4, Left Brc ---------- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 20 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ---------- MWB Minimum Wind Bracing Reaction -Wall: 2 Brc ---------- MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ---------- MWB Minimum Wind Bracing Reaction -Wall: 4 Brc ---------- MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ---------- MWB Minimum Wind Bracing Reaction - Wall: 6 Brc ---------- EB>Seismic Brace Reaction, Right Brc ---------- <EB Seismic Brace Reaction, Left Brc ---------- Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 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 4.79 20 5.20 12 ----7.37 25 25.29 3 ---- 35/0/0 2-D --------10.03 28 37.43 1 ---- 59/0/0 2-F 1.17 16 1.40 18 1.57 17 1.57 16 6.18 25 19.22 3 ---- 85/0/0 2-J 2.25 31 2.58 26 1.65 17 1.65 16 3.01 28 10.43 3 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 35/0/0 59/0/0 85/0/0 Grid1 -Grid2 2-A 2-D 2-F 2-J Ld Description Hx Vy Hx Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown)(k)(k)(k)(k)(k)(k)(k)(k)(k) (k) 1 D + CG + S>1.71 25.26 -37.43 --18.57 -1.71 -10.29 - 3 D + CG + S> + SD 1.74 25.29 -37.36 -- 19.22 -1.74 - 10.43 - 12 D + CG + W1>5.20 3.04 --5.22 0.71 -2.79 1.93 -0.15 - 16 D + CG + WPL 2.27 -1.81 --6.34 -1.17 1.57 -1.30 -0.73 1.65 -0.34 - 17 D + CG + WPR 2.14 0.40 --1.73 -1.14 -1.57 0.88 -1.07 -1.65 1.20 - 18 MW -Wall: 1 1.07 0.81 --1.12 1.40 -0.70 0.33 --0.39 - 20 MW -Wall: 3 -4.79 -1.70 -2.61 ---1.92 -0.84 -1.00 - 25 D + CU + <W1 -3.42 -7.37 --7.19 -1.04 - -6.18 -1.24 - -1.90 - 26 D + CU + W2>3.85 2.03 --4.29 1.35 -1.59 2.58 --1.39 - 28 D + CU + WPL 1.98 -4.79 --10.03 -1.17 1.57 -4.08 -0.45 1.65 -3.01 - 31 D + CG + S + <W1 -1.25 13.57 -22.72 -0.78 -9.47 -2.25 -6.62 - ASD Load Combinations - Framing No.Origin Factor Application Description 1 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 12 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 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 20 System 1.000 0.6 MW MW -Wall: 3 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> 28 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1 Bracing X-Loc Grid Description 0/0/0 A-2 Portal Frame is next to column. See portal frame section for reactions 85/0/0 J-2 Portal Frame is next to column. See portal frame section for reactions Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 21 of 27 6/12/2023 LCC 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 ID:FL3 Frame Type:Continuous Beam 35'-0"25'-0" 60'-0" 20 ' - 0 " 22 ' - 6 " Hx Vy H z Hx Vy H zHx Vy H z A GDG 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 Load Description Desc.Hx Vy Hx Vy Hx Vy D Material Dead Weight Frm 0.08 2.02 -2.95 -0.08 0.98 - CG Collateral Load for Gravity Cases Frm 0.09 2.12 -2.79 -0.09 0.83 - S>Snow -Notional Right Frm 1.03 21.63 -32.19 -1.03 9.70 - <S Snow - Notional Left Frm 1.03 21.63 -32.19 -1.03 9.70 - SD Snow Drift Load Frm ---0.01 -0.73 - W1>Wind Load, Case 1, Right Frm 9.44 -1.68 --14.72 2.64 -4.02 - <W1 Wind Load, Case 1, Left Frm -6.54 -13.97 --14.66 -2.69 -5.11 - W2>Wind Load, Case 2, Right Frm 7.69 1.98 --7.99 4.30 -1.48 - <W2 Wind Load, Case 2, Left Frm -8.29 -10.31 --7.93 -1.03 -2.58 - WPL Wind Load, || Ridge, Left Frm 3.24 -9.86 --16.69 -2.74 -5.94 - WPR Wind Load, || Ridge, Right Frm 2.99 -6.46 --10.00 -3.00 -3.96 - MW Minimum Wind Load -Wall: 1 Frm 6.03 3.90 --3.90 4.65 -- MW Minimum Wind Load - Wall: 2 Frm ------- MW Minimum Wind Load -Wall: 3 Frm -8.90 -2.66 -2.14 -0.68 0.52 - MW Minimum Wind Load -Wall: 4 Frm ------- MW Minimum Wind Load - Wall: 5 Frm ------- MW Minimum Wind Load -Wall: 6 Frm ------- CU Collateral Load for Wind Cases Frm ------- S Snow Load Frm 1.03 21.63 -32.19 -1.03 9.70 - E>Seismic Load, Right Frm 5.40 2.94 --2.32 0.87 -0.51 - EG+Vertical Seismic Effect, Additive Frm 0.02 0.41 -0.62 -0.02 0.18 - <E Seismic Load, Left Frm -5.40 -2.94 -2.32 -0.87 0.51 - EG-Vertical Seismic Effect, Subtractive Frm -0.02 -0.41 --0.62 0.02 -0.18 - WB1>Wind Brace Reaction, Case 1, Right Brc ------- <WB1 Wind Brace Reaction, Case 1, Left Brc ------- WB2>Wind Brace Reaction, Case 2, Right Brc ------- <WB2 Wind Brace Reaction, Case 2, Left Brc ------- WB3>Wind Brace Reaction, Case 3, Right Brc ------- <WB3 Wind Brace Reaction, Case 3, Left Brc ------- WB4>Wind Brace Reaction, Case 4, Right Brc ------- <WB4 Wind Brace Reaction, Case 4, Left Brc ------- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 22 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ------- MWB Minimum Wind Bracing Reaction -Wall: 2 Brc ------- MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ------- MWB Minimum Wind Bracing Reaction -Wall: 4 Brc ------- MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ------- MWB Minimum Wind Bracing Reaction - Wall: 6 Brc ------- EB>Seismic Brace Reaction, Right Brc ------- <EB Seismic Brace Reaction, Left Brc ------- Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 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 5.34 18 5.83 10 ----7.17 23 25.78 1 ---- 35/0/0 3-D --------8.25 26 37.94 3 ---- 60/0/0 3-G 2.29 33 2.79 16 ----2.97 26 12.24 3 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 35/0/0 60/0/0 Grid1 - Grid2 3-A 3-D 3-G Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k)(k)(k) 1 D + CG + S>1.20 25.78 -37.93 -1.20 11.51 -- 3 D + CG + S> + SD 1.20 25.78 -37.94 -1.20 12.24 -- 10 D + CG + W1>5.83 3.14 --3.09 1.42 -0.60 -- 16 MW -Wall: 1 3.62 2.34 --2.34 2.79 --- 18 MW -Wall: 3 -5.34 -1.59 -1.28 -0.41 0.31 -- 23 D + CU + <W1 -3.88 -7.17 --7.03 -1.66 -2.48 -- 26 D + CU + WPL 1.99 -4.70 --8.25 -1.69 -2.97 -- 33 D + CG + S + WPR 2.29 17.46 -25.38 -2.29 7.31 -- ASD Load Combinations - Framing No.Origin Factor Application Description 1 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 10 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 16 System 1.000 0.6 MW MW - Wall: 1 18 System 1.000 0.6 MW MW -Wall: 3 23 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 WPL D + CU + WPL 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR Bracing X-Loc Grid Description 0/0/0 A-3 Portal Frame is next to column. See portal frame section for reactions 60/0/0 G-3 Portal Frame is next to column. See portal frame section for reactions Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 23 of 27 6/12/2023 LCC 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 ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 20 ' - 0 " 22 ' - 6 " Hx Vy H z Hx Vy H z A GG 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 Load Description Desc.Hx Vy Hx Vy D Material Dead Weight Frm 1.24 3.44 -1.24 3.08 -- CG Collateral Load for Gravity Cases Frm 1.22 3.22 -1.22 2.41 -- S>Snow -Notional Right Frm 13.96 34.34 -13.96 27.92 -- <S Snow - Notional Left Frm 13.96 34.34 -13.96 27.92 -- SD Snow Drift Load Frm 0.26 0.34 -0.26 0.86 -- W1>Wind Load, Case 1, Right Frm 1.79 -8.30 10.10 -12.89 -- <W1 Wind Load, Case 1, Left Frm -12.84 -21.42 2.74 -14.41 -- W2>Wind Load, Case 2, Right Frm 3.09 -1.85 9.02 -6.64 -- <W2 Wind Load, Case 2, Left Frm -11.54 -14.97 1.67 -8.16 -- WPL Wind Load, || Ridge, Left Frm -4.77 -18.12 4.71 -16.48 -- WPR Wind Load, || Ridge, Right Frm -1.76 -11.17 1.36 -10.03 -- MW Minimum Wind Load -Wall: 1 Frm 3.48 2.29 7.21 -2.29 -- MW Minimum Wind Load - Wall: 2 Frm ------ MW Minimum Wind Load -Wall: 3 Frm -6.90 -1.73 -2.49 1.73 -- MW Minimum Wind Load -Wall: 4 Frm ------ MW Minimum Wind Load - Wall: 5 Frm ------ MW Minimum Wind Load -Wall: 6 Frm ------ CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm 13.96 34.34 -13.96 27.92 -- E>Seismic Load, Right Frm 3.97 2.26 3.33 -2.14 -- EG+Vertical Seismic Effect, Additive Frm 0.27 0.65 -0.27 0.53 -- <E Seismic Load, Left Frm -3.97 -2.26 -3.33 2.14 -- EG-Vertical Seismic Effect, Subtractive Frm -0.27 -0.65 0.27 -0.53 -- WB1>Wind Brace Reaction, Case 1, Right Brc ------ <WB1 Wind Brace Reaction, Case 1, Left Brc ------ WB2>Wind Brace Reaction, Case 2, Right Brc ------ <WB2 Wind Brace Reaction, Case 2, Left Brc ------ WB3>Wind Brace Reaction, Case 3, Right Brc ------ <WB3 Wind Brace Reaction, Case 3, Left Brc ------ WB4>Wind Brace Reaction, Case 4, Right Brc ------ <WB4 Wind Brace Reaction, Case 4, Left Brc ------ Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 24 of 27 6/12/2023 LCC 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 Minimum Wind Bracing Reaction -Wall: 1 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 2 Brc ------ MWB Minimum Wind Bracing Reaction - Wall: 3 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 4 Brc ------ MWB Minimum Wind Bracing Reaction -Wall: 5 Brc ------ MWB Minimum Wind Bracing Reaction - Wall: 6 Brc ------ EB>Seismic Brace Reaction, Right Brc ------ <EB Seismic Brace Reaction, Left Brc ------ Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 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 6.96 20 16.69 3 ----10.79 20 41.33 3 ---- 60/0/0 4-G 16.69 3 5.31 19 ----8.05 23 34.27 3 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 60/0/0 Grid1 -Grid2 4-A 4-G Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 3 D + CG + S> + SD 16.69 41.33 -16.69 34.27 --- 19 D + CU + W1>1.82 -2.92 5.31 -5.89 --- 20 D + CU + <W1 -6.96 -10.79 0.90 -6.80 --- 23 D + CU + WPL -2.12 -8.81 2.08 -8.05 --- ASD Load Combinations - Framing No.Origin Factor Application Description 3 System 1.000 1.0 D + 1.0 CG + 1.0 S> + 1.0 SD D + CG + S> + SD 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 23 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL Bracing X-Loc Grid Description 0/0/0 A-4 Portal Frame is next to column. See portal frame section for reactions 60/0/0 G-4 Portal Frame is next to column. See portal frame section for reactions Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 25 of 27 6/12/2023 LCC 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 ID:FL5 Frame Type:Continuous Beam, End Posts 15'-0"15'-0"15'-0"15'-0" 60'-0" 20 ' - 0 " 22 ' - 6 " Hx Vy H z Hx Vy H zHx Vy H zHx Vy H z Hx Vy H z A GCBEG 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 X-Loc 0/0/0 15/0/0 30/0/0 45/0/0 Grid1 - Grid2 5-A 5-B 5-C 5-E Base Plate W x L (in.)9 X 13 8 X 13 8 X 13 8 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"100'-0"100'-0"100'-0" Load Type Load Description Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy D Material Dead Weight Frm 0.08 -0.95 --0.29 --1.76 --0.36 CG Collateral Load for Gravity Cases Frm 0.07 -0.98 -----1.47 --- S>Snow -Notional Right Frm 0.81 -9.73 -----16.92 --- <S Snow - Notional Left Frm 0.81 -9.73 ----- 16.92 --- SD Snow Drift Load Frm 0.17 -0.74 -----3.49 --- W1>Wind Load, Case 1, Right Frm 5.30 --0.05 -5.18 --3.28 -10.23 -5.54 - <W1 Wind Load, Case 1, Left Frm -4.74 - -9.00 - -4.67 -- -2.95 -10.40 - -5.00 - W2>Wind Load, Case 2, Right Frm 4.56 -1.57 -0.03 ----6.67 -0.02 - <W2 Wind Load, Case 2, Left Frm -5.49 --7.38 --0.04 ----6.85 --0.03 - WPL Wind Load, || Ridge, Left Frm 1.33 1.43 -5.97 ----- -12.41 --- WPR Wind Load, || Ridge, Right Frm 1.38 -1.43 -3.60 ------6.80 --- MW Minimum Wind Load -Wall: 1 Frm 2.76 -2.38 ------2.32 --- MW Minimum Wind Load - Wall: 2 Frm ---- -0.02 ----- -0.02 - MW Minimum Wind Load -Wall: 3 Frm -4.28 --1.64 -----1.43 --- MW Minimum Wind Load -Wall: 4 Frm ------------ MW Minimum Wind Load - Wall: 5 Frm ------------ MW Minimum Wind Load -Wall: 6 Frm ------------ CU Collateral Load for Wind Cases Frm ------------ S Snow Load Frm 0.81 -9.73 ----- 16.92 --- E>Seismic Load, Right Frm 2.41 -1.77 -0.42 --0.24 -1.51 -0.29 - EG+Vertical Seismic Effect, Additive Frm 0.02 -0.16 -----0.32 --- <E Seismic Load, Left Frm -2.41 - -1.77 - -0.42 -- -0.24 1.51 - -0.29 - EG-Vertical Seismic Effect, Subtractive Frm -0.02 --0.16 ------0.32 --- Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 26 of 27 6/12/2023 LCC reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 Type Exterior Column X-Loc 60/0/0 Grid1 - Grid2 5-G 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 Load Description Desc.Hx Vy D Material Dead Weight Frm -0.08 0.83 --- CG Collateral Load for Gravity Cases Frm -0.07 0.55 --- S>Snow - Notional Right Frm -0.81 6.44 --- <S Snow -Notional Left Frm -0.81 6.44 --- SD Snow Drift Load Frm -0.17 1.55 --- W1>Wind Load, Case 1, Right Frm 2.71 -3.09 --- <W1 Wind Load, Case 1, Left Frm -1.97 -4.67 --- W2>Wind Load, Case 2, Right Frm 3.54 -1.53 --- <W2 Wind Load, Case 2, Left Frm -1.14 -3.12 --- WPL Wind Load, || Ridge, Left Frm -1.18 -5.05 --- WPR Wind Load, || Ridge, Right Frm -1.51 -2.98 --- MW Minimum Wind Load -Wall: 1 Frm 2.92 -0.05 --- MW Minimum Wind Load - Wall: 2 Frm ----- MW Minimum Wind Load -Wall: 3 Frm -0.71 0.21 --- MW Minimum Wind Load -Wall: 4 Frm ----- MW Minimum Wind Load - Wall: 5 Frm ----- MW Minimum Wind Load -Wall: 6 Frm ----- CU Collateral Load for Wind Cases Frm ----- S Snow Load Frm -0.81 6.44 --- E>Seismic Load, Right Frm 0.79 -0.19 --- EG+Vertical Seismic Effect, Additive Frm -0.02 0.12 --- <E Seismic Load, Left Frm -0.79 0.19 --- EG-Vertical Seismic Effect, Subtractive Frm 0.02 -0.12 --- Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 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 3.25 25 3.33 10 0.86 15 0.86 14 4.83 23 12.40 3 ---- 15/0/0 5-B ----2.80 11 3.11 10 --0.29 1 ---- 30/0/0 5-C ----1.77 11 1.97 10 6.39 26 23.63 3 ---- 45/0/0 5-E ----3.00 11 3.33 10 --0.36 1 ---- 60/0/0 5-G 1.64 29 2.08 24 ----2.53 26 9.37 3 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note: All reactions are based on 1st order structural analysis. 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 Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k) 1 D + CG + S>0.96 -11.66 --0.29 --20.14 --0.36 -0.96 7.82 3 D + CG + S> + SD 1.12 - 12.40 --0.29 -- 23.63 --0.36 -1.12 9.37 10 D + CG + W1>3.33 -1.90 -3.11 0.29 -1.97 -2.91 -3.33 0.36 1.48 -0.47 11 D + CG + <W1 -2.70 --3.47 --2.80 0.29 --1.77 -3.01 --3.00 0.36 -1.33 -1.42 14 D + CG + WPL 0.95 0.86 -1.65 --0.29 -- -4.22 --0.36 -0.85 -1.64 15 D + CG + WPR 0.98 -0.86 -0.23 --0.29 ---0.85 --0.36 -1.06 -0.40 23 D + CU + <W1 -2.80 --4.83 --2.80 0.17 --1.77 -5.18 --3.00 0.22 -1.23 -2.30 24 D + CU + W2>2.78 -1.51 -0.02 0.17 -- -2.95 -0.01 0.22 2.08 -0.42 25 D + CU + <W2 -3.25 --3.86 --0.02 0.17 ---3.05 --0.02 0.22 -0.73 -1.37 26 D + CU + WPL 0.84 0.86 -3.01 --0.17 ---6.39 --0.22 -0.75 -2.53 29 D + CG + S + <W1 -1.38 -5.18 - -2.10 0.29 - -1.33 11.23 - -2.25 0.36 -1.64 4.11 Date: 6/12/2023 23-001454-01_FOR CONSTRUCTION Reactions Rev 0 Time:08:39 PM Page: 27 of 27 6/12/2023 LCC reviewed File: Titan-Luthy 60x100 Version: 2023.2 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.Pricing: 2023.1.6 ASD Load Combinations - Framing No.Origin Factor Application Description 1 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 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 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 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 29 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W1 D + CG + S + <W1