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HomeMy WebLinkAboutSTRUCTURAL DESIGN - 21-00076 - Winder Station - New Commercial - Bldg ADate: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 1 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Luthy 60x200 Name: Tom Luthy 60x200 Builder PO #: Jobsite: 5101 W 5000 SOUTH City, State: Rexburg, Idaho 83440 County: Madison Country: United States TABLE OF CONTENTS Letter of Certification ....................................................................................................................................................................... 2 Reactions - Summary Report w/Controlling Load Comb .................................................................................................................. 4 01/06/2021 Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 2 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Letter of Certification Contact: Kent Smith Project: Luthy 60x200 Name: TITAN STEEL LLC Builder PO #: Address: 5101 W 5000 S Jobsite: 5101 W 5000 SOUTH 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 60/0/0 200/0/0 12000 8969 12010 18/6/0 16/0/0 0.500:12 Loads and Codes - Shape: Shop City:Rexburg County:Madison State:Idaho Country:United States Building Code: 2017 Idaho State Building Code Structural: 10AISC - ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD f'c: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 1.97 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 31.50 psf Mapped MCE Acceleration: Ss: 43.00 %g Wind Exposure: C - Kz: 0.860 Design Snow (Sloped): ps: 31.50 psf Mapped MCE Acceleration: S1: 14.30 %g Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.4174 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2124 NOT Windborne Debris Region Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: D Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 6.30 psf Primary Zone Strip Width: 2a: 12/0/0 Obstructed or Not Slippery % Snow Used in Seismic: 20.00 Parts / Portions Zone Strip Width: a: 6/0/0 Diaphragm Condition: Rigid Basic Wind Pressure: q: 24.76 psf Fundamental Period Height Used: 17/3/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.00 Fundamental Period: Ta: 0.2733 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1193 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1693 R-Factor: 3.25 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1284 x W Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 3 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 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. 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 01/06/2021 Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 4 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Reactions - Summary Report w/Controlling Load Comb Shape: Shop Builder Contact: Kent Smith Project: Luthy 60x200 Name: TITAN STEEL LLC Builder PO #: Address: 5101 W 5000 S Jobsite: 5101 W 5000 SOUTH 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: 2017 Idaho State Building Code Structural: 10AISC - ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD f'c: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 1.97 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 31.50 psf Mapped MCE Acceleration: Ss: 43.00 %g Wind Exposure: C - Kz: 0.860 Design Snow (Sloped): ps: 31.50 psf Mapped MCE Acceleration: S1: 14.30 %g Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.4174 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2124 NOT Windborne Debris Region Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: D Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 6.30 psf Primary Zone Strip Width: 2a: 12/0/0 Obstructed or Not Slippery % Snow Used in Seismic: 20.00 Parts / Portions Zone Strip Width: a: 6/0/0 Diaphragm Condition: Rigid Basic Wind Pressure: q: 24.76 psf Fundamental Period Height Used: 17/3/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.00 Fundamental Period: Ta: 0.2733 R-Factor: 3.50 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1193 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1693 R-Factor: 3.25 Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1284 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: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 5 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 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 60/0/0 200/0/0 12000 8969 12010 18/6/0 16/0/0 0.500:12 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 1-A 1-D 60/0/0 200/0/0 16/0/0 18/6/0 0.500:12 <*> <*><*> <*> 6 0 '-0 " 200'-0" 1 2 6"24'-6"25'-0"25'-0"25'-0"25'-0"25'-0"25'-0"24'-6"6" 3 4 A B L B C D B L 1 BL 2 3 4 5 6 7 8 9 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: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 6 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4 Frame ID:Portal Frame Frame Type:Portal Frame 25'-0" 1 8 '-6 " Hx Vy H z Hx Vy H z D-3 D-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: D Type Exterior Column Exterior Column X-Loc 0/0/0 25/0/0 Grid1 - Grid2 D-3 D-4 Base Plate W x L (in.)8 X 17 8 X 17 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 0.49 -0.03 0.49 -- CG Collateral Load for Gravity Cases Frm ------ SMS> Specified Min. Roof Snow - Notional Right Frm ------ <SMS Specified Min. Roof Snow - Notional Left 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 Frm ------ MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm ------ MW Minimum Wind Load 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 -0.93 -1.45 -0.93 1.45 -- <WB1 Wind Brace Reaction, Case 1, Left Brc 0.90 1.40 0.90 -1.40 -- WB2>Wind Brace Reaction, Case 2, Right Brc -0.97 -1.52 -0.97 1.52 -- <WB2 Wind Brace Reaction, Case 2, Left Brc 0.94 1.47 0.94 -1.47 -- WB3>Wind Brace Reaction, Case 3, Right Brc -0.94 -1.46 -0.94 1.46 -- <WB3 Wind Brace Reaction, Case 3, Left Brc 0.94 1.46 0.94 -1.46 -- WB4>Wind Brace Reaction, Case 4, Right Brc -0.94 -1.46 -0.94 1.46 -- <WB4 Wind Brace Reaction, Case 4, Left Brc 0.94 1.46 0.94 -1.46 -- MWB Minimum Wind Bracing Reaction Brc -0.73 -1.14 -0.73 1.14 -- MWB Minimum Wind Bracing Reaction Brc ------ MWB Minimum Wind Bracing Reaction Brc 0.73 1.14 0.73 -1.14 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 7 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. MWB Minimum Wind Bracing Reaction Brc ------ EB>Seismic Brace Reaction, Right Brc -1.66 -2.59 -1.66 2.59 -- <EB Seismic Brace Reaction, Left Brc 1.66 2.59 1.66 -2.59 -- SMS Specified Min. Roof Snow Frm ------ 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 D-3 1.15 75 1.19 89 ----1.52 75 2.30 89 ---- 25/0/0 D-4 1.19 71 1.15 93 ----1.52 93 2.30 71 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: D Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 25/0/0 Grid1 - Grid2 D-3 D-4 Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 71 D + CG + E> + EG+ + EB>-1.14 -1.33 -1.19 2.30 --- 75 D + CU + E> + EG- + EB>-1.15 -1.52 -1.18 2.11 --- 89 D + CG + E> + EG+ + <EB 1.19 2.30 1.14 -1.33 --- 93 D + CU + E> + EG- + <EB 1.18 2.11 1.15 -1.52 --- ASD Load Combinations - Framing No.Origin Factor Application Description 71 System Derived 1.000 1.0 D + 1.0 CG + 0.21 E> + 0.7 EG+ + 0.7 EB>D + CG + E> + EG+ + EB> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.21 E> + 0.7 EG- + 0.7 EB>D + CU + E> + EG- + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.21 E> + 0.7 EG+ + 0.7 <EB D + CG + E> + EG+ + <EB 93 System Derived 1.000 0.6 D + 0.6 CU + 0.21 E> + 0.7 EG- + 0.7 <EB D + CU + E> + EG- + <EB Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 8 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4 Frame ID:Portal Frame Frame Type:Portal Frame 25'-0" 1 8 '-6 " Hx Vy H z Hx Vy H z D-7 D-8 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: D Type Exterior Column Exterior Column X-Loc 0/0/0 25/0/0 Grid1 - Grid2 D-7 D-8 Base Plate W x L (in.)8 X 17 8 X 17 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 0.49 -0.03 0.49 -- CG Collateral Load for Gravity Cases Frm ------ SMS> Specified Min. Roof Snow - Notional Right Frm ------ <SMS Specified Min. Roof Snow - Notional Left 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 Frm ------ MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm ------ MW Minimum Wind Load 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 -0.93 -1.45 -0.93 1.45 -- <WB1 Wind Brace Reaction, Case 1, Left Brc 0.90 1.41 0.91 -1.41 -- WB2>Wind Brace Reaction, Case 2, Right Brc -0.97 -1.52 -0.97 1.52 -- <WB2 Wind Brace Reaction, Case 2, Left Brc 0.94 1.47 0.95 -1.47 -- WB3>Wind Brace Reaction, Case 3, Right Brc -0.94 -1.46 -0.94 1.46 -- <WB3 Wind Brace Reaction, Case 3, Left Brc 0.94 1.46 0.94 -1.46 -- WB4>Wind Brace Reaction, Case 4, Right Brc -0.94 -1.46 -0.94 1.46 -- <WB4 Wind Brace Reaction, Case 4, Left Brc 0.94 1.46 0.94 -1.46 -- MWB Minimum Wind Bracing Reaction Brc -0.73 -1.14 -0.73 1.14 -- MWB Minimum Wind Bracing Reaction Brc ------ MWB Minimum Wind Bracing Reaction Brc 0.73 1.14 0.73 -1.14 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 9 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. MWB Minimum Wind Bracing Reaction Brc ------ EB>Seismic Brace Reaction, Right Brc -1.66 -2.59 -1.66 2.59 -- <EB Seismic Brace Reaction, Left Brc 1.66 2.59 1.66 -2.59 -- SMS Specified Min. Roof Snow Frm ------ 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 D-7 1.15 75 1.19 89 ----1.52 75 2.30 89 ---- 25/0/0 D-8 1.19 71 1.15 93 ----1.52 93 2.30 71 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: D Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 25/0/0 Grid1 - Grid2 D-7 D-8 Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 71 D + CG + E> + EG+ + EB>-1.14 -1.33 -1.19 2.30 --- 75 D + CU + E> + EG- + EB>-1.15 -1.52 -1.18 2.11 --- 89 D + CG + E> + EG+ + <EB 1.19 2.30 1.14 -1.33 --- 93 D + CU + E> + EG- + <EB 1.18 2.11 1.15 -1.52 --- ASD Load Combinations - Framing No.Origin Factor Application Description 71 System Derived 1.000 1.0 D + 1.0 CG + 0.21 E> + 0.7 EG+ + 0.7 EB>D + CG + E> + EG+ + EB> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.21 E> + 0.7 EG- + 0.7 EB>D + CU + E> + EG- + EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.21 E> + 0.7 EG+ + 0.7 <EB D + CG + E> + EG+ + <EB 93 System Derived 1.000 0.6 D + 0.6 CU + 0.21 E> + 0.7 EG- + 0.7 <EB D + CU + E> + EG- + <EB Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 10 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 0/6/0 Frame ID:Post & Beam Frame Type:Post & Beam 22'-0"25'-0"13'-0" 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z Hx Vy H z Hx Vy H z D ACB 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 Exterior Column X-Loc 0/0/0 22/0/0 47/0/0 60/0/0 Grid1 - Grid2 1-D 1-C 1-B 1-A Base Plate W x L (in.)8 X 13 8 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.101'-0"101'-0"101'-0"101'-0" Load Type Load Description Desc.Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy D Material Dead Weight Frm -0.52 --1.13 --0.88 -0.29 CG Collateral Load for Gravity Cases Frm -0.11 --0.34 --0.27 -0.05 L>Live - Notional Right Frm -2.10 --6.11 --4.88 -1.08 <L Live - Notional Left Frm -2.10 --6.11 --4.88 -1.08 ASL^Alternate Span Live Load, Shifted Right Frm --0.38 --3.16 --3.67 --0.78 ^ASL Alternate Span Live Load, Shifted Left Frm -2.48 --2.94 --1.22 -1.86 SMS> Specified Min. Roof Snow - Notional Right Frm -3.94 -- 11.82 --9.29 -1.74 <SMS Specified Min. Roof Snow - Notional Left Frm -3.94 -- 11.82 --9.29 -1.74 W1>Wind Load, Case 1, Right Frm -0.96 -1.79 -4.13 -5.58 -3.19 -4.40 -1.26 -0.86 <W1 Wind Load, Case 1, Left Frm 1.47 -3.21 --3.72 -9.62 --2.87 -7.55 0.82 -1.36 W2>Wind Load, Case 2, Right Frm -1.89 -0.84 ---2.56 ---2.03 -0.47 -0.39 <W2 Wind Load, Case 2, Left Frm 0.55 -2.26 ---6.60 ---5.17 1.61 -0.89 WPL Wind Load, || Ridge, Left Frm 1.68 -3.11 ---9.62 ---7.57 -1.43 -1.45 WPR Wind Load, || Ridge, Right Frm 1.68 -1.77 ---5.59 ---4.40 -1.43 -0.87 MW Minimum Wind Load Frm ---------- MW Minimum Wind Load Frm --0.08 -----0.01 1.42 0.07 MW Minimum Wind Load Frm ---------- MW Minimum Wind Load Frm -1.67 ---0.01 ----- CU Collateral Load for Wind Cases Frm ---------- L Roof Live Load Frm -2.10 --6.11 --4.88 -1.08 S Snow Load Frm -3.54 -- 10.64 --8.36 -1.56 E>Seismic Load, Right Frm -0.02 0.05 -0.03 --0.03 --0.02 - EG+Vertical Seismic Effect, Additive Frm -0.05 --0.15 --0.12 -0.02 <E Seismic Load, Left Frm 0.02 -0.05 --0.03 ---0.03 -0.02 - EG-Vertical Seismic Effect, Subtractive Frm --0.05 ---0.15 ---0.12 --0.02 WB1>Wind Brace Reaction, Case 1, Right Brc ---2.51 --1.58 --1.58 -- <WB1 Wind Brace Reaction, Case 1, Left Brc ----1.73 2.59 --1.73 -- WB2>Wind Brace Reaction, Case 2, Right Brc ---2.65 --1.67 --1.67 -- <WB2 Wind Brace Reaction, Case 2, Left Brc ----1.64 2.45 --1.64 -- WB3>Wind Brace Reaction, Case 3, Right Brc ---2.51 --1.59 --1.59 -- <WB3 Wind Brace Reaction, Case 3, Left Brc ----1.75 2.59 --1.75 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 11 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. WB4>Wind Brace Reaction, Case 4, Right Brc ---2.65 --1.68 --1.68 -- <WB4 Wind Brace Reaction, Case 4, Left Brc ----1.66 2.45 --1.66 -- MWB Minimum Wind Bracing Reaction Brc ---------- MWB Minimum Wind Bracing Reaction Brc ----1.22 1.87 --1.22 -- MWB Minimum Wind Bracing Reaction Brc ---------- MWB Minimum Wind Bracing Reaction Brc ---1.87 --1.15 --1.15 -- EB>Seismic Brace Reaction, Right Brc ---1.19 --0.75 --0.75 -- <EB Seismic Brace Reaction, Left Brc ----0.80 1.20 --0.80 -- SMS Specified Min. Roof Snow Frm -3.94 -- 11.82 --9.29 -1.74 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-D 1.13 16 1.01 18 ----1.62 25 4.57 7 ---- 22/0/0 1-C 1.57 68 --2.23 15 2.48 14 6.10 85 13.29 7 ---- 47/0/0 1-B --1.54 64 1.72 15 1.91 14 5.06 81 10.43 7 ---- 60/0/0 1-A 0.86 18 0.97 17 ----0.69 28 2.21 4 ---- 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 22/0/0 47/0/0 60/0/0 Grid1 - Grid2 1-D 1-C 1-B 1-A Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k) 4 D + CG + ^ASL -3.12 --4.41 --2.36 -2.21 - 7 D + CG + SMS>-4.57 -- 13.29 -- 10.43 -2.08 - 14 D + CG + W1>-0.58 -0.44 -2.48 -1.88 -1.91 -1.50 -0.75 -0.17 - 15 D + CG + <W1 0.88 -1.30 --2.23 -4.30 --1.72 -3.38 0.49 -0.47 - 16 D + CG + W2>-1.13 0.13 ---0.07 ---0.07 -0.28 0.11 - 17 D + CG + <W2 0.33 -0.72 ---2.49 ---1.96 0.97 -0.19 - 18 D + CG + WPL 1.01 -1.23 ---4.30 ---3.40 -0.86 -0.53 - 25 D + CU + <W1 0.88 -1.62 --2.23 -5.09 --1.72 -4.00 0.49 -0.64 - 28 D + CU + WPL 1.01 -1.55 ---5.09 ---4.01 -0.86 -0.69 - 64 D + CG + WPR + <WB1 1.01 -0.43 ---0.85 1.54 0.02 -2.53 -0.86 -0.18 - 68 D + CG + WPR + WB2>1.01 -0.43 -1.57 -0.02 -2.89 ---0.50 -0.86 -0.18 - 81 D + CU + WPL + <WB3 1.01 -1.55 ---4.04 1.54 0.02 -5.06 -0.86 -0.69 - 85 D + CU + WPL + WB4>1.01 -1.55 -1.57 -0.02 -6.10 ---3.01 -0.86 -0.69 - ASD Load Combinations - Framing No.Origin Factor Application Description 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 14 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 15 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 W2>D + CG + W2> 17 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 18 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 25 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 28 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 64 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2> 81 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 85 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> Bracing X-Loc Grid Description 22/0/0 1-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 47/0/0 1-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 12 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 25/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z D A Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X-Loc 0/0/0 60/0/0 Grid1 - Grid2 2-D 2-A 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 1.34 2.66 -1.34 2.54 -- CG Collateral Load for Gravity Cases Frm 0.56 1.45 -0.56 0.82 -- SMS> Specified Min. Roof Snow - Notional Right Frm 15.47 25.91 -15.47 26.06 -- <SMS Specified Min. Roof Snow - Notional Left Frm 15.47 25.91 -15.47 26.06 -- W1>Wind Load, Case 1, Right Frm -9.40 -11.56 1.82 -9.34 -- <W1 Wind Load, Case 1, Left Frm -5.60 -15.58 13.38 -17.98 -- W2>Wind Load, Case 2, Right Frm -7.36 -5.09 -0.74 -2.55 -- <W2 Wind Load, Case 2, Left Frm -3.55 -9.11 10.83 -11.19 -- WPL Wind Load, || Ridge, Left Frm -6.66 -16.50 7.52 -17.06 -- WPR Wind Load, || Ridge, Right Frm -2.87 -10.16 3.78 -10.73 -- MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm 1.86 1.00 4.97 -1.00 -- MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm -5.09 -1.18 -2.24 1.18 -- CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm 13.92 23.32 -13.92 23.46 -- E>Seismic Load, Right Frm -1.14 -0.55 -1.32 0.64 -- EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 0.35 -- <E Seismic Load, Left Frm 1.14 0.55 1.32 -0.64 -- EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 -0.35 -- SMS Specified Min. Roof Snow Frm 15.47 25.91 -15.47 26.06 -- 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-D 4.83 13 17.38 1 ----8.31 17 30.02 1 ---- 60/0/0 2-A 17.38 1 7.22 14 ----9.27 14 29.42 1 ---- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 13 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 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 60/0/0 Grid1 - Grid2 2-D 2-A Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 1 D + CG + SMS>17.38 30.02 -17.38 29.42 --- 13 D + CU + W1>-4.83 -5.34 0.28 -4.08 --- 14 D + CU + <W1 -2.55 -7.75 7.22 -9.27 --- 17 D + CU + WPL -3.19 -8.31 3.71 -8.71 --- ASD Load Combinations - Framing No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 14 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 50/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z D A Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 3 Type Exterior Column Exterior Column X-Loc 0/0/0 60/0/0 Grid1 - Grid2 3-D 3-A Base Plate W x L (in.)9 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 Hz Vy D Material Dead Weight Frm 1.36 2.76 -1.36 -2.56 -- CG Collateral Load for Gravity Cases Frm 0.56 1.46 -0.56 -0.83 -- SMS> Specified Min. Roof Snow - Notional Right Frm 15.65 26.18 -15.65 - 26.32 -- <SMS Specified Min. Roof Snow - Notional Left Frm 15.65 26.18 -15.65 - 26.32 -- W1>Wind Load, Case 1, Right Frm -9.13 -11.29 1.89 --9.17 -- <W1 Wind Load, Case 1, Left Frm -5.34 -15.03 12.80 - -17.33 -- W2>Wind Load, Case 2, Right Frm -7.06 -4.76 -0.69 --2.31 -- <W2 Wind Load, Case 2, Left Frm -3.27 -8.49 10.22 - -10.47 -- WPL Wind Load, || Ridge, Left Frm -6.29 -15.90 7.17 - -16.45 -- WPR Wind Load, || Ridge, Right Frm -2.73 -9.95 3.64 - -10.51 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm 1.93 1.01 4.97 --1.01 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm -5.19 -1.19 -2.21 -1.19 -- CU Collateral Load for Wind Cases Frm ------- S Snow Load Frm 14.08 23.57 -14.08 - 23.68 -- E>Seismic Load, Right Frm -3.70 -2.03 -3.98 -2.12 -- EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 -0.35 -- <E Seismic Load, Left Frm 3.70 2.03 3.98 --2.12 -- EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 --0.35 -- WB1>Wind Brace Reaction, Case 1, Right Brc 0.05 0.03 -0.05 -2.95 -2.18 -- <WB1 Wind Brace Reaction, Case 1, Left Brc -0.04 -0.02 0.04 -2.14 -- WB2>Wind Brace Reaction, Case 2, Right Brc 0.06 0.03 -0.06 -2.95 -2.23 -- <WB2 Wind Brace Reaction, Case 2, Left Brc -0.04 -0.02 0.04 -2.17 -- WB3>Wind Brace Reaction, Case 3, Right Brc 0.06 0.03 -0.06 -3.06 -2.29 -- <WB3 Wind Brace Reaction, Case 3, Left Brc -0.04 -0.03 0.04 -2.29 -- WB4>Wind Brace Reaction, Case 4, Right Brc 0.06 0.03 -0.06 -3.06 -2.29 -- <WB4 Wind Brace Reaction, Case 4, Left Brc -0.04 -0.03 0.04 -2.29 -- MWB Minimum Wind Bracing Reaction Brc 0.05 0.02 -0.05 -2.68 -1.74 -- MWB Minimum Wind Bracing Reaction Brc ------- MWB Minimum Wind Bracing Reaction Brc -0.03 -0.02 0.03 -1.73 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 15 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. MWB Minimum Wind Bracing Reaction Brc ------- EB>Seismic Brace Reaction, Right Brc 0.11 0.06 -0.11 -6.09 -4.53 -- <EB Seismic Brace Reaction, Left Brc -0.07 -0.05 0.07 -4.50 -- SMS Specified Min. Roof Snow Frm 15.65 26.18 -15.65 - 26.32 -- 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-D 4.66 13 17.57 1 ----7.90 59 30.40 1 ---- 60/0/0 3-A 17.57 1 6.87 14 4.26 71 --9.71 56 29.70 1 ---- 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 60/0/0 Grid1 - Grid2 3-D 3-A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown)(k)(k)(k)(k)(k) 1 D + CG + SMS>17.57 30.40 -17.57 - 29.70 --- 13 D + CU + W1>-4.66 -5.12 0.32 --3.96 --- 14 D + CU + <W1 -2.39 -7.36 6.87 --8.86 --- 56 D + CU + WPL + WB3>-2.92 -7.87 3.45 -1.84 -9.71 --- 59 D + CU + WPL + <WB3 -2.98 -7.90 3.51 --6.96 --- 71 D + CG + E> + EG+ + EB>1.37 4.11 -2.99 -4.26 0.90 --- ASD Load Combinations - Framing No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 59 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 + 0.21 E> + 0.7 EG+ + 0.7 EB>D + CG + E> + EG+ + EB> Bracing X-Loc Grid Description 0/0/0 3-D Portal Frame is next to column. See portal frame section for reactions 60/0/0 3-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 16 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 75/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z D A 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-D 4-A Base Plate W x L (in.)9 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 Hz Vy D Material Dead Weight Frm 1.36 2.76 -1.36 -2.56 -- CG Collateral Load for Gravity Cases Frm 0.56 1.46 -0.56 -0.83 -- SMS> Specified Min. Roof Snow - Notional Right Frm 15.65 26.18 -15.65 - 26.32 -- <SMS Specified Min. Roof Snow - Notional Left Frm 15.65 26.18 -15.65 - 26.32 -- W1>Wind Load, Case 1, Right Frm -9.13 -11.29 1.89 --9.17 -- <W1 Wind Load, Case 1, Left Frm -5.34 -15.03 12.80 - -17.33 -- W2>Wind Load, Case 2, Right Frm -7.06 -4.76 -0.69 --2.31 -- <W2 Wind Load, Case 2, Left Frm -3.27 -8.49 10.22 - -10.47 -- WPL Wind Load, || Ridge, Left Frm -6.29 -15.90 7.17 - -16.45 -- WPR Wind Load, || Ridge, Right Frm -2.73 -9.95 3.64 - -10.51 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm 1.93 1.01 4.97 --1.01 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm -5.19 -1.19 -2.21 -1.19 -- CU Collateral Load for Wind Cases Frm ------- S Snow Load Frm 14.08 23.57 -14.08 - 23.68 -- E>Seismic Load, Right Frm -3.12 -1.69 -3.36 -1.78 -- EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 -0.35 -- <E Seismic Load, Left Frm 3.12 1.69 3.36 --1.78 -- EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 --0.35 -- WB1>Wind Brace Reaction, Case 1, Right Brc -0.04 -0.02 0.04 -2.17 -- <WB1 Wind Brace Reaction, Case 1, Left Brc 0.03 0.01 -0.03 2.95 -2.13 -- WB2>Wind Brace Reaction, Case 2, Right Brc -0.04 -0.02 0.04 -2.22 -- <WB2 Wind Brace Reaction, Case 2, Left Brc 0.03 0.01 -0.03 2.94 -2.16 -- WB3>Wind Brace Reaction, Case 3, Right Brc -0.04 -0.03 0.04 -2.29 -- <WB3 Wind Brace Reaction, Case 3, Left Brc 0.03 0.02 -0.03 3.06 -2.28 -- WB4>Wind Brace Reaction, Case 4, Right Brc -0.04 -0.03 0.04 -2.29 -- <WB4 Wind Brace Reaction, Case 4, Left Brc 0.03 0.02 -0.03 3.06 -2.28 -- MWB Minimum Wind Bracing Reaction Brc -0.03 -0.02 0.03 -1.73 -- MWB Minimum Wind Bracing Reaction Brc ------- MWB Minimum Wind Bracing Reaction Brc 0.02 0.01 -0.02 2.67 -1.72 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 17 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. MWB Minimum Wind Bracing Reaction Brc ------- EB>Seismic Brace Reaction, Right Brc -0.07 -0.05 0.07 -4.52 -- <EB Seismic Brace Reaction, Left Brc 0.06 0.03 -0.06 6.09 -4.48 -- SMS Specified Min. Roof Snow Frm 15.65 26.18 -15.65 - 26.32 -- 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-D 4.66 13 17.57 1 ----7.90 56 30.40 1 ---- 60/0/0 4-A 17.57 1 6.87 14 --4.26 86 9.70 59 29.70 1 ---- 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-D 4-A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown)(k)(k)(k)(k)(k) 1 D + CG + SMS>17.57 30.40 -17.57 - 29.70 --- 13 D + CU + W1>-4.66 -5.12 0.32 --3.96 --- 14 D + CU + <W1 -2.39 -7.36 6.87 --8.86 --- 56 D + CU + WPL + WB3>-2.98 -7.90 3.51 --6.96 --- 59 D + CU + WPL + <WB3 -2.94 -7.88 3.47 1.84 -9.70 --- 86 D + CG + E> + EG+ + <EB 1.46 4.16 -2.82 4.26 0.86 --- ASD Load Combinations - Framing No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 86 System Derived 1.000 1.0 D + 1.0 CG + 0.21 E> + 0.7 EG+ + 0.7 <EB D + CG + E> + EG+ + <EB Bracing X-Loc Grid Description 0/0/0 4-D Portal Frame is next to column. See portal frame section for reactions 60/0/0 4-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 18 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 100/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z D A Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5 Type Exterior Column Exterior Column X-Loc 0/0/0 60/0/0 Grid1 - Grid2 5-D 5-A 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 1.35 2.67 -1.35 2.56 -- CG Collateral Load for Gravity Cases Frm 0.57 1.46 -0.57 0.83 -- SMS> Specified Min. Roof Snow - Notional Right Frm 15.63 26.17 -15.63 26.33 -- <SMS Specified Min. Roof Snow - Notional Left Frm 15.63 26.17 -15.63 26.33 -- W1>Wind Load, Case 1, Right Frm -9.08 -11.29 1.84 -9.17 -- <W1 Wind Load, Case 1, Left Frm -5.37 -15.02 12.84 -17.34 -- W2>Wind Load, Case 2, Right Frm -7.01 -4.75 -0.74 -2.31 -- <W2 Wind Load, Case 2, Left Frm -3.31 -8.49 10.25 -10.48 -- WPL Wind Load, || Ridge, Left Frm -6.29 -15.90 7.16 -16.46 -- WPR Wind Load, || Ridge, Right Frm -2.73 -9.94 3.64 -10.51 -- MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm 1.88 1.01 5.02 -1.01 -- MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm -5.14 -1.19 -2.26 1.19 -- CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm 14.06 23.56 -14.06 23.69 -- E>Seismic Load, Right Frm -1.15 -0.56 -1.33 0.65 -- EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 0.35 -- <E Seismic Load, Left Frm 1.15 0.56 1.33 -0.65 -- EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 -0.35 -- SMS Specified Min. Roof Snow Frm 15.63 26.17 -15.63 26.33 -- 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-D 4.63 13 17.55 1 ----7.94 17 30.30 1 ---- 60/0/0 5-A 17.55 1 6.89 14 ----8.87 14 29.71 1 ---- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 19 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 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 60/0/0 Grid1 - Grid2 5-D 5-A Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 1 D + CG + SMS>17.55 30.30 -17.55 29.71 --- 13 D + CU + W1>-4.63 -5.17 0.29 -3.97 --- 14 D + CU + <W1 -2.41 -7.41 6.89 -8.87 --- 17 D + CU + WPL -2.96 -7.94 3.49 -8.34 --- ASD Load Combinations - Framing No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 20 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 125/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z D A Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 6 Type Exterior Column Exterior Column X-Loc 0/0/0 60/0/0 Grid1 - Grid2 6-D 6-A 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 1.35 2.67 -1.35 2.56 -- CG Collateral Load for Gravity Cases Frm 0.57 1.46 -0.57 0.83 -- SMS> Specified Min. Roof Snow - Notional Right Frm 15.63 26.17 -15.63 26.33 -- <SMS Specified Min. Roof Snow - Notional Left Frm 15.63 26.17 -15.63 26.33 -- W1>Wind Load, Case 1, Right Frm -9.08 -11.29 1.84 -9.17 -- <W1 Wind Load, Case 1, Left Frm -5.37 -15.02 12.84 -17.34 -- W2>Wind Load, Case 2, Right Frm -7.01 -4.75 -0.74 -2.31 -- <W2 Wind Load, Case 2, Left Frm -3.31 -8.49 10.25 -10.48 -- WPL Wind Load, || Ridge, Left Frm -6.29 -15.90 7.16 -16.46 -- WPR Wind Load, || Ridge, Right Frm -2.73 -9.94 3.64 -10.51 -- MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm 1.88 1.01 5.02 -1.01 -- MW Minimum Wind Load Frm ------ MW Minimum Wind Load Frm -5.14 -1.19 -2.26 1.19 -- CU Collateral Load for Wind Cases Frm ------ S Snow Load Frm 14.06 23.56 -14.06 23.69 -- E>Seismic Load, Right Frm -1.15 -0.56 -1.33 0.65 -- EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 0.35 -- <E Seismic Load, Left Frm 1.15 0.56 1.33 -0.65 -- EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 -0.35 -- SMS Specified Min. Roof Snow Frm 15.63 26.17 -15.63 26.33 -- 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 6-D 4.63 13 17.55 1 ----7.94 17 30.30 1 ---- 60/0/0 6-A 17.55 1 6.89 14 ----8.87 14 29.71 1 ---- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 21 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 6 Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 60/0/0 Grid1 - Grid2 6-D 6-A Ld Description Hx Vy Hx Vy Cs (application factor not shown)(k)(k)(k)(k) 1 D + CG + SMS>17.55 30.30 -17.55 29.71 --- 13 D + CU + W1>-4.63 -5.17 0.29 -3.97 --- 14 D + CU + <W1 -2.41 -7.41 6.89 -8.87 --- 17 D + CU + WPL -2.96 -7.94 3.49 -8.34 --- ASD Load Combinations - Framing No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 22 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 150/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z D A Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 7 Type Exterior Column Exterior Column X-Loc 0/0/0 60/0/0 Grid1 - Grid2 7-D 7-A Base Plate W x L (in.)9 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 Hz Vy D Material Dead Weight Frm 1.36 2.76 -1.36 -2.56 -- CG Collateral Load for Gravity Cases Frm 0.56 1.46 -0.56 -0.83 -- SMS> Specified Min. Roof Snow - Notional Right Frm 15.65 26.18 -15.65 - 26.32 -- <SMS Specified Min. Roof Snow - Notional Left Frm 15.65 26.18 -15.65 - 26.32 -- W1>Wind Load, Case 1, Right Frm -9.13 -11.29 1.89 --9.17 -- <W1 Wind Load, Case 1, Left Frm -5.34 -15.03 12.80 - -17.33 -- W2>Wind Load, Case 2, Right Frm -7.06 -4.76 -0.69 --2.31 -- <W2 Wind Load, Case 2, Left Frm -3.27 -8.49 10.22 - -10.47 -- WPL Wind Load, || Ridge, Left Frm -6.29 -15.90 7.17 - -16.45 -- WPR Wind Load, || Ridge, Right Frm -2.73 -9.95 3.64 - -10.51 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm 1.93 1.01 4.97 --1.01 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm -5.19 -1.19 -2.21 -1.19 -- CU Collateral Load for Wind Cases Frm ------- S Snow Load Frm 14.08 23.57 -14.08 - 23.68 -- E>Seismic Load, Right Frm -2.15 -1.12 -2.34 -1.21 -- EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 -0.35 -- <E Seismic Load, Left Frm 2.15 1.12 2.34 --1.21 -- EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 --0.35 -- WB1>Wind Brace Reaction, Case 1, Right Brc 0.05 0.02 -0.05 -2.95 -2.17 -- <WB1 Wind Brace Reaction, Case 1, Left Brc -0.04 -0.02 0.04 -2.14 -- WB2>Wind Brace Reaction, Case 2, Right Brc 0.05 0.02 -0.05 -2.94 -2.22 -- <WB2 Wind Brace Reaction, Case 2, Left Brc -0.04 -0.02 0.04 -2.17 -- WB3>Wind Brace Reaction, Case 3, Right Brc 0.05 0.02 -0.05 -3.06 -2.29 -- <WB3 Wind Brace Reaction, Case 3, Left Brc -0.04 -0.03 0.04 -2.29 -- WB4>Wind Brace Reaction, Case 4, Right Brc 0.05 0.02 -0.05 -3.06 -2.29 -- <WB4 Wind Brace Reaction, Case 4, Left Brc -0.04 -0.03 0.04 -2.29 -- MWB Minimum Wind Bracing Reaction Brc 0.04 0.02 -0.04 -2.68 -1.73 -- MWB Minimum Wind Bracing Reaction Brc ------- MWB Minimum Wind Bracing Reaction Brc -0.03 -0.02 0.03 -1.74 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 23 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. MWB Minimum Wind Bracing Reaction Brc ------- EB>Seismic Brace Reaction, Right Brc 0.10 0.05 -0.10 -6.09 -4.52 -- <EB Seismic Brace Reaction, Left Brc -0.07 -0.05 0.07 -4.50 -- SMS Specified Min. Roof Snow Frm 15.65 26.18 -15.65 - 26.32 -- 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 7-D 4.66 13 17.57 1 ----7.90 59 30.40 1 ---- 60/0/0 7-A 17.57 1 6.87 14 4.26 71 --9.71 56 29.70 1 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 7 Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 60/0/0 Grid1 - Grid2 7-D 7-A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown)(k)(k)(k)(k)(k) 1 D + CG + SMS>17.57 30.40 -17.57 - 29.70 --- 13 D + CU + W1>-4.66 -5.12 0.32 --3.96 --- 14 D + CU + <W1 -2.39 -7.36 6.87 --8.86 --- 56 D + CU + WPL + WB3>-2.93 -7.87 3.46 -1.84 -9.71 --- 59 D + CU + WPL + <WB3 -2.98 -7.90 3.51 --6.96 --- 71 D + CG + E> + EG+ + EB>1.69 4.29 -2.63 -4.26 0.72 --- ASD Load Combinations - Framing No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 59 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 + 0.21 E> + 0.7 EG+ + 0.7 EB>D + CG + E> + EG+ + EB> Bracing X-Loc Grid Description 0/0/0 7-D Portal Frame is next to column. See portal frame section for reactions 60/0/0 7-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 24 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 175/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z D A Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 8 Type Exterior Column Exterior Column X-Loc 0/0/0 60/0/0 Grid1 - Grid2 8-D 8-A Base Plate W x L (in.)9 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 Hz Vy D Material Dead Weight Frm 1.35 2.74 -1.35 -2.54 -- CG Collateral Load for Gravity Cases Frm 0.56 1.44 -0.56 -0.82 -- SMS> Specified Min. Roof Snow - Notional Right Frm 15.49 25.92 -15.49 - 26.05 -- <SMS Specified Min. Roof Snow - Notional Left Frm 15.49 25.92 -15.49 - 26.05 -- W1>Wind Load, Case 1, Right Frm -9.45 -11.56 1.87 --9.33 -- <W1 Wind Load, Case 1, Left Frm -5.55 -15.58 13.34 - -17.98 -- W2>Wind Load, Case 2, Right Frm -7.41 -5.09 -0.68 --2.55 -- <W2 Wind Load, Case 2, Left Frm -3.51 -9.11 10.79 - -11.19 -- WPL Wind Load, || Ridge, Left Frm -6.66 -16.51 7.53 - -17.05 -- WPR Wind Load, || Ridge, Right Frm -2.87 -10.17 3.78 - -10.73 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm 1.91 1.00 4.92 --1.00 -- MW Minimum Wind Load Frm ------- MW Minimum Wind Load Frm -5.14 -1.18 -2.19 -1.18 -- CU Collateral Load for Wind Cases Frm ------- S Snow Load Frm 13.94 23.33 -13.94 - 23.45 -- E>Seismic Load, Right Frm -2.23 -1.17 -2.43 -1.26 -- EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 -0.35 -- <E Seismic Load, Left Frm 2.23 1.17 2.43 --1.26 -- EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 --0.35 -- WB1>Wind Brace Reaction, Case 1, Right Brc -0.04 -0.02 0.04 -2.17 -- <WB1 Wind Brace Reaction, Case 1, Left Brc 0.03 0.01 -0.03 2.95 -2.13 -- WB2>Wind Brace Reaction, Case 2, Right Brc -0.04 -0.02 0.04 -2.22 -- <WB2 Wind Brace Reaction, Case 2, Left Brc 0.03 0.01 -0.03 2.95 -2.16 -- WB3>Wind Brace Reaction, Case 3, Right Brc -0.04 -0.03 0.04 -2.29 -- <WB3 Wind Brace Reaction, Case 3, Left Brc 0.03 0.02 -0.03 3.06 -2.28 -- WB4>Wind Brace Reaction, Case 4, Right Brc -0.04 -0.03 0.04 -2.29 -- <WB4 Wind Brace Reaction, Case 4, Left Brc 0.03 0.02 -0.03 3.06 -2.28 -- MWB Minimum Wind Bracing Reaction Brc -0.03 -0.02 0.03 -1.73 -- MWB Minimum Wind Bracing Reaction Brc ------- MWB Minimum Wind Bracing Reaction Brc 0.02 0.01 -0.02 2.69 -1.73 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 25 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. MWB Minimum Wind Bracing Reaction Brc ------- EB>Seismic Brace Reaction, Right Brc -0.07 -0.05 0.07 -4.52 -- <EB Seismic Brace Reaction, Left Brc 0.06 0.03 -0.06 6.09 -4.48 -- SMS Specified Min. Roof Snow Frm 15.49 25.92 -15.49 - 26.05 -- 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 8-D 4.86 13 17.40 1 ----8.27 56 30.10 1 ---- 60/0/0 8-A 17.40 1 7.20 14 --4.26 86 10.07 59 29.41 1 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 8 Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 60/0/0 Grid1 - Grid2 8-D 8-A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown)(k)(k)(k)(k)(k) 1 D + CG + SMS>17.40 30.10 -17.40 - 29.41 --- 13 D + CU + W1>-4.86 -5.29 0.32 --4.07 --- 14 D + CU + <W1 -2.52 -7.71 7.20 --9.26 --- 56 D + CU + WPL + WB3>-3.21 -8.27 3.73 --7.33 --- 59 D + CU + WPL + <WB3 -3.17 -8.25 3.69 1.84 -10.07 --- 86 D + CG + E> + EG+ + <EB 1.63 4.23 -2.61 4.26 0.73 --- ASD Load Combinations - Framing No.Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 86 System Derived 1.000 1.0 D + 1.0 CG + 0.21 E> + 0.7 EG+ + 0.7 <EB D + CG + E> + EG+ + <EB Bracing X-Loc Grid Description 0/0/0 8-D Portal Frame is next to column. See portal frame section for reactions 60/0/0 8-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 26 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Wall: 4, Frame at: 199/6/0 Frame ID:Post & Beam Frame Type:Post & Beam 22'-0"25'-0"13'-0" 60'-0" 1 8 '-6 " 1 6 '-0 " Hx Vy H z Hx Vy H z Hx Vy H z Hx Vy H z D ACB 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: 9 Type Exterior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 22/0/0 47/0/0 60/0/0 Grid1 - Grid2 9-D 9-C 9-B 9-A Base Plate W x L (in.)8 X 13 8 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.101'-0"101'-0"101'-0"101'-0" Load Type Load Description Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy D Material Dead Weight Frm --0.51 --1.09 --0.90 -0.29 CG Collateral Load for Gravity Cases Frm --0.68 --0.61 --0.20 -0.07 L>Live - Notional Right Frm --2.13 --6.05 --4.92 -1.07 <L Live - Notional Left Frm --2.13 --6.05 --4.92 -1.07 ASL^Alternate Span Live Load, Shifted Right Frm ---0.34 --3.07 --3.74 --0.81 ^ASL Alternate Span Live Load, Shifted Left Frm --2.46 --2.99 --1.18 -1.88 SMS> Specified Min. Roof Snow - Notional Right Frm --3.99 -- 11.71 --9.37 -1.71 <SMS Specified Min. Roof Snow - Notional Left Frm --3.99 -- 11.71 --9.37 -1.71 W1>Wind Load, Case 1, Right Frm -0.96 --1.82 -4.12 -5.53 -3.18 -4.44 -1.25 -0.85 <W1 Wind Load, Case 1, Left Frm 1.47 --3.26 --3.71 -9.53 --2.86 -7.61 0.82 -1.34 W2>Wind Load, Case 2, Right Frm -1.89 --0.85 ---2.53 ---2.05 -0.47 -0.38 <W2 Wind Load, Case 2, Left Frm 0.55 --2.29 ---6.54 ---5.21 1.61 -0.88 WPL Wind Load, || Ridge, Left Frm 1.68 -1.03 -3.15 ---9.53 ---7.63 -1.43 -1.43 WPR Wind Load, || Ridge, Right Frm 1.67 1.03 -1.80 ---5.54 ---4.44 -1.43 -0.86 MW Minimum Wind Load Frm ----------- MW Minimum Wind Load Frm ---0.08 -----0.01 1.42 0.07 MW Minimum Wind Load Frm ----------- MW Minimum Wind Load Frm -1.66 ----0.01 ----- CU Collateral Load for Wind Cases Frm ----------- L Roof Live Load Frm --2.13 --6.05 --4.92 -1.07 S Snow Load Frm --3.59 -- 10.54 --8.43 -1.54 E>Seismic Load, Right Frm -0.02 -0.05 -0.03 --0.03 --0.02 - EG+Vertical Seismic Effect, Additive Frm --0.10 --0.18 --0.12 -0.02 <E Seismic Load, Left Frm 0.02 --0.05 --0.03 ---0.03 -0.02 - EG-Vertical Seismic Effect, Subtractive Frm ---0.10 ---0.18 ---0.12 --0.02 WB1>Wind Brace Reaction, Case 1, Right Brc ---2.51 --1.58 --1.58 -- <WB1 Wind Brace Reaction, Case 1, Left Brc -----1.73 -2.59 --1.73 -- WB2>Wind Brace Reaction, Case 2, Right Brc ---2.65 --1.67 --1.67 -- <WB2 Wind Brace Reaction, Case 2, Left Brc -----1.64 -2.45 --1.64 -- WB3>Wind Brace Reaction, Case 3, Right Brc ---2.51 --1.59 --1.59 -- <WB3 Wind Brace Reaction, Case 3, Left Brc -----1.75 -2.59 --1.75 -- Date: 12/28/2020 20-026083-01_FOR CONSTRUCTION Reactions rev 0 Time:09:51 AM Page: 27 of 27 12/28/20 – NHL REVIEWED File: Tom Luthy 60x200 Version: 2020.4b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. WB4>Wind Brace Reaction, Case 4, Right Brc ---2.65 --1.68 --1.68 -- <WB4 Wind Brace Reaction, Case 4, Left Brc -----1.66 -2.45 --1.66 -- MWB Minimum Wind Bracing Reaction Brc ----------- MWB Minimum Wind Bracing Reaction Brc -----1.22 -1.87 --1.22 -- MWB Minimum Wind Bracing Reaction Brc ----------- MWB Minimum Wind Bracing Reaction Brc ---1.87 --1.15 --1.14 -- EB>Seismic Brace Reaction, Right Brc ---1.19 --0.75 --0.75 -- <EB Seismic Brace Reaction, Left Brc -----0.80 -1.20 --0.80 -- SMS Specified Min. Roof Snow Frm --3.99 -- 11.71 --9.37 -1.71 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 9-D 1.13 16 1.01 18 0.62 18 0.62 19 1.65 25 5.18 7 ---- 22/0/0 9-C --1.57 68 2.23 15 2.47 14 6.07 85 13.42 7 ---- 47/0/0 9-B 1.54 64 --1.72 15 1.91 14 5.09 81 10.46 7 ---- 60/0/0 9-A 0.86 18 0.96 17 ----0.68 28 2.24 4 ---- Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 9 Note: All reactions are based on 1st order structural analysis. X-Loc 0/0/0 22/0/0 47/0/0 60/0/0 Grid1 - Grid2 9-D 9-C 9-B 9-A Ld Description 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) 4 D + CG + ^ASL --3.65 --4.69 --2.28 -2.24 - 7 D + CG + SMS>--5.18 -- 13.42 -- 10.46 -2.08 - 14 D + CG + W1>-0.58 -0.09 -2.47 -1.61 -1.91 -1.57 -0.75 -0.14 - 15 D + CG + <W1 0.88 --0.77 --2.23 -4.01 --1.72 -3.47 0.49 -0.44 - 16 D + CG + W2>-1.13 -0.68 --0.19 ---0.13 -0.28 0.13 - 17 D + CG + <W2 0.33 --0.19 ---2.22 ---2.03 0.96 -0.16 - 18 D + CG + WPL 1.01 -0.62 -0.70 ---4.01 ---3.48 -0.86 -0.49 - 19 D + CG + WPR 1.00 0.62 0.11 ---1.62 ---1.57 -0.86 -0.15 - 25 D + CU + <W1 0.88 --1.65 --2.23 -5.06 --1.72 -4.03 0.49 -0.63 - 28 D + CU + WPL 1.01 -0.62 -1.58 ---5.06 ---4.04 -0.86 -0.68 - 64 D + CG + WPR + <WB1 1.00 0.62 0.11 ---0.58 -1.54 -0.02 -2.60 -0.86 -0.15 - 68 D + CG + WPR + WB2>1.00 0.62 0.11 1.57 0.02 -2.62 ---0.56 -0.86 -0.15 - 81 D + CU + WPL + <WB3 1.01 -0.62 -1.58 ---4.01 -1.54 -0.02 -5.09 -0.86 -0.68 - 85 D + CU + WPL + WB4>1.01 -0.62 -1.58 1.57 0.02 -6.07 ---3.03 -0.86 -0.68 - ASD Load Combinations - Framing No.Origin Factor Application Description 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS> 14 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1> 15 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 W2>D + CG + W2> 17 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 18 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 19 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 25 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 28 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 64 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1 68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2> 81 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 85 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4> Bracing X-Loc Grid Description 22/0/0 9-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 47/0/0 9-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.