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DesignReport-Motorsports-2Design ReportCastino Architecture 4108 E. Hillcrest Drive Yakima, WA 98901 SBS 11.5 sp3 03/11/2020 202562 Order Release SBS 11.5 sp3 Service Rep Joe Simas District Manager Joe Hanson Purchaser N/A Shipping Point Atwater, CA Sec. to Pri. Connection Welded Clips Estimate Date 11/18/2019 Project ID TEMCO Storage Bldg Codes And Loads Project Use Category Governmental Building Code 2015 IBC Jobsite Address Highway 507 Yelm, WA, 98580 County Pierce Live/Wind Live Load 20.000 psf Trib. Area Reduction Allowed No Wind Exposure Exposure C Wind Category N/A Miles From Coastline N/A Rain Intensity 4.0000 in/hr Snow Ground Snow Load 15.000 psf Min Roof Snow Load 25.000 psf Snow Exposure Fully Exposed Rain Load N/A Elevation Above Sea Level N/A Seismic Spectral Response(Ss)129.60 % Spectral Response(Sh)N/A Spectral Response(S1)50.50 % Spectral Response(S2)N/A Accelerated Coefficient(Aa)N/A Velocity Coefficient(Av)N/A % of Snow Load for Seismic Normal Seismic Zone N/A Near Source Factor N/A Design Seismic for Schools N/A Soil Type (D) Stiff Soil *Note -Snow Exposure could be updated by the application to a per building value based on input entered into this project. Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 1 of 28 Preliminary(not for construction) Preliminary(not for construction) New Building A - Main Building Label A Structure New - Priced Attachment No Type Stand Alone Frame Type Single Slope Elevation A Sidewall Geometry Width 83'-3"Length 100'-0" SWA Eave Height 21'-6 5/8" Roof Slope 0.000000 / 12 Distance To Ridge 0'-0" Girts 8.0" - Exterior SWC Eave Height 16'-0" Roof Slope 0.800000 / 12 Distance To Ridge 83'-3" Girts 8.0" - Exterior EWB Type Expandable Frame Girts 10.0" - Exterior User Specified Setback System Standard 1'-2" Designed Setback 1'-2" Gable Flash Yes Insulation Trim No EWD Type Non-Expandable Frame Girts 8.0" - Exterior User Specified Setback System Standard 1'-2" Designed Setback 1'-2" Gable Flash Yes Insulation Trim No Purlins 10.0" Z LBP Min Depth N/A LBP Max Depth N/A Steel Shop Coat Red Bolt Finish Plated Pregalvanized Secondary Yes Hot-Dipped Primary No Seal Welds N/A Frame Bolt Washers No Spacing SWA Bay Spacing (EWB-EWD)20'-6", 29'-6", 29'-6", 20'-6" Roof Bay Spacing (EWB-EWD)20'-6", 29'-6", 29'-6", 20'-6" SWC Bay Spacing (EWD-EWB)20'-6", 29'-6", 29'-6", 20'-6" SWA Soldier Column Recesses (EWB-EWD)N/A SWC Soldier Column Recesses (EWD-EWB)N/A EWB Column Spacing (SWC-SWA)18'-8", 16'-0", 16'-0", 16'-0", 16'-7" EWD Column Spacing (SWA-SWC)28'-0", 28'-0", 27'-3" EWB Column Recesses (SWC-SWA)0.0", 0.0", 0.0", 0.0", 0.0", 0.0" EWD Column Recesses (SWA-SWC)0.0", 0.0", 0.0", 0.0" *Note -Negative column recess raises the base of the column above the finished floor. SWA Girt Spacings (Base to Eave)System Standard 7'-6", 6'-0", 3'-11", SWC Girt Spacings (Base to Eave)System Standard 7'-6", 4'-2", 2'-4", EWB Girt Spacings (Base to Peak)System Standard 7'-6", 6'-0", 5'-6 3/4", EWD Girt Spacings (Base to Peak)System Standard Designed Purlin Spacings on the Slope - SWA (Eave to Peak) Designed Purlin Spacings on the Slope - SWC (Eave to Peak)2@4'-9 1/8", 14@4'-11 1/8" Frame Groups Group Number 1 (Clearspan) Frame Lines 1, 2, 3, 4, 5 SWA Column Tapered Allowed Unbraced To Elevation N/A Max Column Web Depth 60.0" Max Rafter Web Depth 60.0" Exterior Column Elevation At Finished Floor SWC Column Tapered Allowed Unbraced To Elevation N/A Max Column Web Depth 60.0" Max Rafter Web Depth 60.0" Exterior Column Elevation At Finished Floor Loads, Wind Enclosure, Deflections & Sidesway Building Loads Roof Snow Load By Design 25.000 psf Risk Factor II - Normal Thermal Condition Above Freezing Seismic Design Category D Wind Speed 110.00 mph Importance Factors Snow Is 1.00 Wind Iw N/A Seismic Ie 1.00 Designed Snow Exposure Fully Exposed Wind Enclosure Enclosure Calculated - Enclosed Are Framed Openings enclosed with materials that are designed to withstand the wind load and wind borne debris (if applicable)?Yes Are all Open Areas for Other enclosed with materials that are designed to withstand the wind load and wind borne debris (if applicable)? Yes Open Building Condition Obstructed flow Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 2 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Loads, Wind Enclosure, Deflections & Sidesway Continued... Uniform Collateral Loads Ceiling Load 0.000 psf Ceiling Type N/A Brittle Wall/Dryvit No Other 5.000 psf Deflections Purlins Live L/150 Code Limit Snow L/180 Code Limit Wind L/180 Code Limit Total Gravity L/120 Code Limit Total Uplift N/A Roof Panel Live L/60 Code Limit Snow L/60 Code Limit Wind L/60 Code Limit Total Gravity L/60 Code Limit Total Uplift L/60 Code Limit Rafters Live L/180 Code Limit Snow L/180 Code Limit Wind L/180 Code Limit Total Gravity L/120 Code Limit Total Uplift N/A Girts L/90 Code Limit Wall Panel L/60 Code Limit Endwall Columns L/120 Code Limit Sidesway Portal Frame Serviceability Wind H/60 Code Limit Seismic H/40 Code Limit (by Manfacturer H/50) Crane H/100 Code Limit Frame Live H/60 Code Limit Snow H/60 Code Limit Serviceability Wind H/60 Code Limit Total Gravity H/60 Code Limit Total Seismic H/40 Code Limit *Note -(By Manufacturer)Limits values are based on Star’s interpretation of serviceability limits as outlined in building code,AISC Design Guide #3,MBMA publications, CSSBI publications and industry practice.It is the Builder’s responsibility to confirm the acceptability of these values with the Architect/Engineer of record for the project. *Note -Code deflection limits are based on the applicable building code,user defined loading and the manufacturer’s interpretation of what the minimum value should be. *Note -It is the responsibility of the Builder to interpret all aspects of the End Customer's specifications and incorporate the appropriate specifications,design criteria,and design loads into the Order Documents submitted to Star Building Systems. *Note -The material supplied by building manufacturer has been designed with the following minimum deflection criteria.The actual deflection may be less depending upon actual load and member length.The frame sidesway for wind load is based upon a representation of the 10-year Mean Recurrence Interval wind load. Bracing SWA Full Height Portal Frame (EWB to EWD) @ Bays 2 Roof Rod (EWB to EWD) @ Bays 2, 3 LBP Bracing Location N/A SWC 1 Tier Rod (EWD to EWB) @ Bays 2 EWB None (SWC to SWA) @ Bays No Bays EWD None (SWA to SWC) @ Bays No Bays Purlins Purlin Flange Bracing (TBA) SWA Girts Sag Angles SWC Girts Sag Angles EWB Girts Sag Angles EWD Girts Sag Angles Rafter Flange Braces Double Clip Override Rafter Flange Brace rqmts No Column Flange Braces Double Clip Override Column Flange Brace rqmts No Portal Frames SWA Rod Tiers Above N/A Max Column Web Depth 60.0000" Max Rafter Web Depth 60.0000" EWB Rod Tiers Above N/A Max Column Web Depth N/A Max Rafter Web Depth N/A SWC Rod Tiers Above N/A Max Column Web Depth N/A Max Rafter Web Depth N/A EWD Rod Tiers Above N/A Max Column Web Depth N/A Max Rafter Web Depth N/A Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 3 of 28 Preliminary(not for construction) Roof Panel (8,362 sqft) Type Double-Lok Thickness N/A Width 24" Gauge 24 Color S300 Snow White Valspar Code 431R539 Yield (KSI)50 Finish Warranty Yes Perforation Guarantee N/A R Value N/A Grooves of Factory Applied Sealant N/A Options SS Clip Type High Thermal (Up to 12" Blkt. Insulation) Thermal Blocks 3/8" Thick Non-Handed Erection N/A Direction N/A FM-4471 Roof Panel Anchorage No Roof Nav Number 16871-0-0 UL90 No UL Letter No Ridge Pan No Alignment Strip No Eave Panel Extension No Purchase Hand Crimper to ship with PanelsNo Fastener Information Type Self-Drilling Head Finish Long-Life Length Standard Weathertightness Warranty Type None Term N/A Wall Panel (4,784 sqft) Type PBR Thickness N/A Width 36" Gauge 26 Color S300 Slate Gray Valspar Code 432R1144 Yield (KSI)80 Finish Warranty No R Value N/A Grooves of Factory Applied Sealant N/A Options Reverse Rolled No Washers No Concrete Notch No Foam Tape (If applicable)No Fastener Information Type Self-Drilling Head Finish Long-Life Length 2" Base Condition Framing Galvanized Angle Trim F406 Vertical Lip Base Trim Closure Base Inside Closure Trim SWA Options Trim Type Eave Box Trim Gutter Type N/A Gutter Type by Design N/A Downspout Drops N/A Downspout Height N/A Include Elbow N/A SWC Options Trim Type Gutters and Downspouts Gutter Type Northern Gutter Type by Design Northern Downspout Drops 4 Downspout Height 16'-0" Include Elbow Yes Color Selections Eave S300 Slate Gray Eave Valspar Code 432R1144 Gable S300 Slate Gray Gable Valspar Code 432R1144 Corner S300 Slate Gray Corner Valspar Code 432R1144 Base S300 Slate Gray Base Valspar Code 432R1144 All Other S300 Slate Gray All Other Valspar Code 432R1144 Gutters S300 Slate Gray Gutters Valspar Code 432R1144 Downspouts S300 Slate Gray Downspouts Valspar Code 432R1144 Roof to Roof N/A Roof to Wall N/A Walk Doors S300 Slate Gray Walk Doors Valspar Code 432R1144 Trim Profile Cascading Downspout Type Roll Form All Trim Yield (KSI)50 Trim for roof system with Sig 300 color is 24 gauge. Trim for wall system with Sig 300 color is 24 gauge. *Note -Gutters selected may differ from the Gutters designed. Design Data Frame(s): Portal - Bay 2 Inside Clearance 24'-8 7/8"Peak Clearance 18'-0 3/16" Peak Rafter Depth 26.88" Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 4 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): Portal - Bay 2 Continued... Column 1 (Portal) Elevation: A Column Depth Base 22.50" Knee 22.63" Knee Rafter Depth 26.88" Clearance 18'-0 3/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 22.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 34.70 Kips -32.32 Kips Horizontal 22.63 Kips -22.78 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (Portal) Elevation: A Column Depth Base 22.50" Knee 22.63" Knee Rafter Depth 26.88" Clearance 18'-0 3/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 22.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 34.71 Kips -32.31 Kips Horizontal 21.67 Kips -21.51 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Design Data Frame(s): 1 Inside Clearance 74'-7 15/16"Peak Clearance 0'-0" Peak Rafter Depth 0.88" Column 1 (SWC) Column Depth Base 10.69" Knee 40.56" Knee Rafter Depth 37.69" Clearance 12'-3 3/16" Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 10.69" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 29.84 Kips -6.90 Kips Horizontal 26.89 Kips -7.02 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (SWA) Column Depth Base 10.88" Knee 42.81" Knee Rafter Depth 42.00" Clearance 16'-10" Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 10.88" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 30.11 Kips -7.09 Kips Horizontal 7.16 Kips -26.80 Kips Logitudinal 0.00 Kips 0.00 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 5 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 1 Continued... Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -15.631 Kips -13.966 Kips 0.000 Kips Lateral Primary Wind Load 2 -8.644 Kips -9.088 Kips 0.000 Kips Lateral Primary Wind Load 3 -10.995 Kips -7.862 Kips 0.000 Kips Lateral Primary Wind Load 4 -4.008 Kips -2.984 Kips 0.000 Kips Lateral Seismic Load -0.937 Kips -2.693 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -15.219 Kips -9.635 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -12.010 Kips -9.675 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -8.232 Kips -4.756 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -5.023 Kips -4.797 Kips 0.000 Kips LWL1D -6.520 Kips -4.128 Kips 0.000 Kips LWL2D -5.146 Kips -4.145 Kips 0.000 Kips LWL3D -3.527 Kips -2.038 Kips 0.000 Kips LWL4D -2.152 Kips -2.055 Kips 0.000 Kips MWL1 -0.920 Kips -3.646 Kips 0.000 Kips MWL2 0.920 Kips 3.646 Kips 0.000 Kips Roof Collateral Load 4.265 Kips 3.854 Kips 0.000 Kips Roof Dead Load 4.133 Kips 3.434 Kips 0.000 Kips Roof Live Load 17.061 Kips 15.417 Kips 0.000 Kips Roof Snow Load 21.326 Kips 19.272 Kips 0.000 Kips WL1D -6.697 Kips -5.983 Kips 0.000 Kips WL2D -3.703 Kips -3.893 Kips 0.000 Kips WL3D -4.711 Kips -3.368 Kips 0.000 Kips WL4D -1.717 Kips -1.278 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -11.572 Kips 9.440 Kips 0.000 Kips Lateral Primary Wind Load 2 -4.642 Kips 4.562 Kips 0.000 Kips Lateral Primary Wind Load 3 -16.213 Kips 15.370 Kips 0.000 Kips Lateral Primary Wind Load 4 -9.283 Kips 10.492 Kips 0.000 Kips Lateral Seismic Load 0.937 Kips -1.995 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -11.983 Kips 9.824 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -15.198 Kips 9.865 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -5.053 Kips 4.946 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -8.268 Kips 4.987 Kips 0.000 Kips LWL1D -5.134 Kips 4.209 Kips 0.000 Kips LWL2D -6.511 Kips 4.227 Kips 0.000 Kips LWL3D -2.165 Kips 2.119 Kips 0.000 Kips LWL4D -3.542 Kips 2.137 Kips 0.000 Kips MWL1 0.920 Kips -3.423 Kips 0.000 Kips MWL2 -0.920 Kips 3.423 Kips 0.000 Kips Roof Collateral Load 4.268 Kips -3.854 Kips 0.000 Kips Roof Dead Load 4.392 Kips -3.434 Kips 0.000 Kips Roof Live Load 17.072 Kips -15.417 Kips 0.000 Kips Roof Snow Load 21.339 Kips -19.272 Kips 0.000 Kips WL1D -4.958 Kips 4.044 Kips 0.000 Kips WL2D -1.989 Kips 1.955 Kips 0.000 Kips WL3D -6.946 Kips 6.585 Kips 0.000 Kips WL4D -3.977 Kips 4.495 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 6 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 2 Inside Clearance 74'-5 3/4"Peak Clearance 0'-0" Peak Rafter Depth 1.13" Column 1 (SWC) Column Depth Base 11.63" Knee 42.63" Knee Rafter Depth 42.69" Clearance 11'-10 1/4" Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 11.63" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 35.40 Kips -10.06 Kips Horizontal 32.13 Kips -8.44 Kips Logitudinal 0.00 Kips -24.18 Kips Column 2 (SWA) Column Depth Base 12.13" Knee 43.13" Knee Rafter Depth 42.00" Clearance 16'-9 13/16" Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 12.13" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 35.72 Kips -8.53 Kips Horizontal 8.63 Kips -32.02 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Brace Downward forces due to Longitudinal Wind 3.406 Kips -0.023 Kips 0.000 Kips Brace Downward forces due to Seismic 6.582 Kips -0.045 Kips 0.000 Kips Brace Upward forces due to Longitudinal Wind -3.406 Kips 0.031 Kips -6.255 Kips Brace Upward forces due to Seismic -6.582 Kips 0.060 Kips -12.089 Kips Lateral Primary Wind Load 1 -18.631 Kips -16.731 Kips 0.000 Kips Lateral Primary Wind Load 2 -10.304 Kips -10.862 Kips 0.000 Kips Lateral Primary Wind Load 3 -13.099 Kips -9.442 Kips 0.000 Kips Lateral Primary Wind Load 4 -4.772 Kips -3.573 Kips 0.000 Kips Lateral Seismic Load -1.101 Kips -3.218 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -18.140 Kips -11.573 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -14.310 Kips -11.645 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -9.814 Kips -5.704 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -5.984 Kips -5.776 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 7 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 2 Continued... Individual Loads - Unfactored Continued... LWL1D -7.772 Kips -4.958 Kips 0.000 Kips LWL2D -6.131 Kips -4.989 Kips 0.000 Kips LWL3D -4.204 Kips -2.444 Kips 0.000 Kips LWL4D -2.564 Kips -2.474 Kips 0.000 Kips MWL1 -1.096 Kips -4.370 Kips 0.000 Kips MWL2 1.096 Kips 4.370 Kips 0.000 Kips Roof Collateral Load 5.081 Kips 4.621 Kips 0.000 Kips Roof Dead Load 4.772 Kips 4.002 Kips 0.000 Kips Roof Live Load 20.325 Kips 18.483 Kips 0.000 Kips Roof Snow Load 25.406 Kips 23.104 Kips 0.000 Kips WL1D -7.982 Kips -7.168 Kips 0.000 Kips WL2D -4.415 Kips -4.653 Kips 0.000 Kips WL3D -5.612 Kips -4.045 Kips 0.000 Kips WL4D -2.045 Kips -1.531 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Brace Downward forces due to Longitudinal Wind -0.013 Kips 0.023 Kips 0.000 Kips Brace Downward forces due to Seismic -0.025 Kips 0.045 Kips 0.000 Kips Brace Upward forces due to Longitudinal Wind 0.013 Kips -0.031 Kips 0.000 Kips Brace Upward forces due to Seismic 0.025 Kips -0.060 Kips 0.000 Kips Lateral Primary Wind Load 1 -13.777 Kips 11.341 Kips 0.000 Kips Lateral Primary Wind Load 2 -5.524 Kips 5.472 Kips 0.000 Kips Lateral Primary Wind Load 3 -19.313 Kips 18.386 Kips 0.000 Kips Lateral Primary Wind Load 4 -11.060 Kips 12.517 Kips 0.000 Kips Lateral Seismic Load 1.101 Kips -2.310 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -14.267 Kips 11.799 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -18.101 Kips 11.871 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -6.015 Kips 5.930 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -9.849 Kips 6.002 Kips 0.000 Kips LWL1D -6.113 Kips 5.055 Kips 0.000 Kips LWL2D -7.755 Kips 5.086 Kips 0.000 Kips LWL3D -2.577 Kips 2.541 Kips 0.000 Kips LWL4D -4.220 Kips 2.572 Kips 0.000 Kips MWL1 1.096 Kips -4.050 Kips 0.000 Kips MWL2 -1.096 Kips 4.050 Kips 0.000 Kips Roof Collateral Load 5.082 Kips -4.621 Kips 0.000 Kips Roof Dead Load 5.092 Kips -4.002 Kips 0.000 Kips Roof Live Load 20.329 Kips -18.483 Kips 0.000 Kips Roof Snow Load 25.411 Kips -23.104 Kips 0.000 Kips WL1D -5.902 Kips 4.859 Kips 0.000 Kips WL2D -2.367 Kips 2.344 Kips 0.000 Kips WL3D -8.274 Kips 7.877 Kips 0.000 Kips WL4D -4.739 Kips 5.362 Kips 0.000 Kips Design Data Frame(s): 3 Inside Clearance 73'-8 13/16"Peak Clearance 0'-0" Peak Rafter Depth 0.94" Column 1 (SWC) Column Depth Base 12.88" Knee 42.88" Knee Rafter Depth 43.00" Clearance 11'-9 15/16" Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 12.88" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 42.59 Kips -11.82 Kips Horizontal 39.42 Kips -9.47 Kips Logitudinal 0.00 Kips -24.18 Kips Column 2 (SWA) Column Depth Base 12.69" Knee 51.81" Knee Rafter Depth 50.00" Clearance 16'-1 1/16" Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 8 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 3 Continued... Column 2 (SWA) Continued... Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 12.69" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 42.84 Kips -10.45 Kips Horizontal 10.70 Kips -39.35 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Brace Downward forces due to Longitudinal Wind 3.408 Kips -0.029 Kips 0.000 Kips Brace Downward forces due to Seismic 6.585 Kips -0.057 Kips 0.000 Kips Brace Upward forces due to Longitudinal Wind -3.408 Kips 0.037 Kips -6.255 Kips Brace Upward forces due to Seismic -6.585 Kips 0.071 Kips -12.089 Kips Lateral Primary Wind Load 1 -22.519 Kips -20.626 Kips 0.000 Kips Lateral Primary Wind Load 2 -12.455 Kips -13.317 Kips 0.000 Kips Lateral Primary Wind Load 3 -15.831 Kips -11.876 Kips 0.000 Kips Lateral Primary Wind Load 4 -5.767 Kips -4.567 Kips 0.000 Kips Lateral Seismic Load -1.284 Kips -3.679 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -21.925 Kips -14.448 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -17.295 Kips -14.454 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -11.862 Kips -7.139 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -7.231 Kips -7.145 Kips 0.000 Kips LWL1D -9.394 Kips -6.190 Kips 0.000 Kips LWL2D -7.410 Kips -6.193 Kips 0.000 Kips LWL3D -5.082 Kips -3.059 Kips 0.000 Kips LWL4D -3.098 Kips -3.061 Kips 0.000 Kips MWL1 -1.324 Kips -5.188 Kips 0.000 Kips MWL2 1.324 Kips 5.188 Kips 0.000 Kips Roof Collateral Load 6.141 Kips 5.710 Kips 0.000 Kips Roof Dead Load 5.633 Kips 4.840 Kips 0.000 Kips Roof Live Load 24.566 Kips 22.841 Kips 0.000 Kips Roof Snow Load 30.707 Kips 28.551 Kips 0.000 Kips WL1D -9.648 Kips -8.837 Kips 0.000 Kips WL2D -5.336 Kips -5.705 Kips 0.000 Kips WL3D -6.782 Kips -5.088 Kips 0.000 Kips WL4D -2.471 Kips -1.957 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Brace Downward forces due to Longitudinal Wind -0.015 Kips 0.029 Kips 0.000 Kips Brace Downward forces due to Seismic -0.028 Kips 0.057 Kips 0.000 Kips Brace Upward forces due to Longitudinal Wind 0.015 Kips -0.037 Kips 0.000 Kips Brace Upward forces due to Seismic 0.028 Kips -0.071 Kips 0.000 Kips Lateral Primary Wind Load 1 -16.610 Kips 14.112 Kips 0.000 Kips Lateral Primary Wind Load 2 -6.653 Kips 6.804 Kips 0.000 Kips Lateral Primary Wind Load 3 -23.315 Kips 22.680 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 9 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 3 Continued... Individual Loads - Unfactored Continued... Lateral Primary Wind Load 4 -13.358 Kips 15.372 Kips 0.000 Kips Lateral Seismic Load 1.284 Kips -2.894 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -17.203 Kips 14.719 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -21.850 Kips 14.727 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -7.246 Kips 7.411 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -11.894 Kips 7.419 Kips 0.000 Kips LWL1D -7.370 Kips 6.306 Kips 0.000 Kips LWL2D -9.361 Kips 6.309 Kips 0.000 Kips LWL3D -3.104 Kips 3.175 Kips 0.000 Kips LWL4D -5.096 Kips 3.179 Kips 0.000 Kips MWL1 1.324 Kips -4.986 Kips 0.000 Kips MWL2 -1.324 Kips 4.986 Kips 0.000 Kips Roof Collateral Load 6.138 Kips -5.710 Kips 0.000 Kips Roof Dead Load 5.900 Kips -4.840 Kips 0.000 Kips Roof Live Load 24.552 Kips -22.841 Kips 0.000 Kips Roof Snow Load 30.690 Kips -28.551 Kips 0.000 Kips WL1D -7.116 Kips 6.046 Kips 0.000 Kips WL2D -2.850 Kips 2.915 Kips 0.000 Kips WL3D -9.989 Kips 9.717 Kips 0.000 Kips WL4D -5.723 Kips 6.586 Kips 0.000 Kips Design Data Frame(s): 4 Inside Clearance 74'-5 3/4"Peak Clearance 0'-0" Peak Rafter Depth 1.13" Column 1 (SWC) Column Depth Base 11.63" Knee 42.63" Knee Rafter Depth 42.69" Clearance 11'-10 1/4" Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 11.63" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 35.40 Kips -10.06 Kips Horizontal 32.13 Kips -8.44 Kips Logitudinal 0.00 Kips -24.18 Kips Column 2 (SWA) Column Depth Base 12.13" Knee 43.13" Knee Rafter Depth 42.00" Clearance 16'-9 13/16" Anchor Rods Quantity 4 Diameter 1.00" Gauge 4.00" Base Plate Length 12.13" Width 8.00" Thickness 0.63" Maximum Reactions Vertical 35.72 Kips -8.53 Kips Horizontal 8.63 Kips -32.02 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 10 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 4 Continued... Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Brace Downward forces due to Longitudinal Wind 3.406 Kips -0.023 Kips 0.000 Kips Brace Downward forces due to Seismic 6.582 Kips -0.045 Kips 0.000 Kips Brace Upward forces due to Longitudinal Wind -3.406 Kips 0.031 Kips -6.255 Kips Brace Upward forces due to Seismic -6.582 Kips 0.060 Kips -12.089 Kips Lateral Primary Wind Load 1 -18.631 Kips -16.731 Kips 0.000 Kips Lateral Primary Wind Load 2 -10.304 Kips -10.862 Kips 0.000 Kips Lateral Primary Wind Load 3 -13.099 Kips -9.442 Kips 0.000 Kips Lateral Primary Wind Load 4 -4.772 Kips -3.573 Kips 0.000 Kips Lateral Seismic Load -1.101 Kips -3.218 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -18.140 Kips -11.573 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -14.310 Kips -11.645 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -9.814 Kips -5.704 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -5.984 Kips -5.776 Kips 0.000 Kips LWL1D -7.772 Kips -4.958 Kips 0.000 Kips LWL2D -6.131 Kips -4.989 Kips 0.000 Kips LWL3D -4.204 Kips -2.444 Kips 0.000 Kips LWL4D -2.564 Kips -2.474 Kips 0.000 Kips MWL1 -1.096 Kips -4.370 Kips 0.000 Kips MWL2 1.096 Kips 4.370 Kips 0.000 Kips Roof Collateral Load 5.081 Kips 4.621 Kips 0.000 Kips Roof Dead Load 4.772 Kips 4.002 Kips 0.000 Kips Roof Live Load 20.325 Kips 18.483 Kips 0.000 Kips Roof Snow Load 25.406 Kips 23.104 Kips 0.000 Kips WL1D -7.982 Kips -7.168 Kips 0.000 Kips WL2D -4.415 Kips -4.653 Kips 0.000 Kips WL3D -5.612 Kips -4.045 Kips 0.000 Kips WL4D -2.045 Kips -1.531 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Brace Downward forces due to Longitudinal Wind -0.013 Kips 0.023 Kips 0.000 Kips Brace Downward forces due to Seismic -0.025 Kips 0.045 Kips 0.000 Kips Brace Upward forces due to Longitudinal Wind 0.013 Kips -0.031 Kips 0.000 Kips Brace Upward forces due to Seismic 0.025 Kips -0.060 Kips 0.000 Kips Lateral Primary Wind Load 1 -13.777 Kips 11.341 Kips 0.000 Kips Lateral Primary Wind Load 2 -5.524 Kips 5.472 Kips 0.000 Kips Lateral Primary Wind Load 3 -19.313 Kips 18.386 Kips 0.000 Kips Lateral Primary Wind Load 4 -11.060 Kips 12.517 Kips 0.000 Kips Lateral Seismic Load 1.101 Kips -2.310 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -14.267 Kips 11.799 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -18.101 Kips 11.871 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -6.015 Kips 5.930 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -9.849 Kips 6.002 Kips 0.000 Kips LWL1D -6.113 Kips 5.055 Kips 0.000 Kips LWL2D -7.755 Kips 5.086 Kips 0.000 Kips LWL3D -2.577 Kips 2.541 Kips 0.000 Kips LWL4D -4.220 Kips 2.572 Kips 0.000 Kips MWL1 1.096 Kips -4.050 Kips 0.000 Kips MWL2 -1.096 Kips 4.050 Kips 0.000 Kips Roof Collateral Load 5.082 Kips -4.621 Kips 0.000 Kips Roof Dead Load 5.092 Kips -4.002 Kips 0.000 Kips Roof Live Load 20.329 Kips -18.483 Kips 0.000 Kips Roof Snow Load 25.411 Kips -23.104 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 11 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 4 Continued... Individual Loads - Unfactored Continued... WL1D -5.902 Kips 4.859 Kips 0.000 Kips WL2D -2.367 Kips 2.344 Kips 0.000 Kips WL3D -8.274 Kips 7.877 Kips 0.000 Kips WL4D -4.739 Kips 5.362 Kips 0.000 Kips Design Data Frame(s): 5 Inside Clearance 76'-0"Peak Clearance 0'-0" Peak Rafter Depth 0.63" Column 1 (SWC) Column Depth Base 8.56" Knee 30.56" Knee Rafter Depth 29.56" Clearance 12'-10 11/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.56" Width 6.00" Thickness 0.38" Maximum Reactions Vertical 16.06 Kips -5.51 Kips Horizontal 14.08 Kips -4.99 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (SWA) Column Depth Base 8.56" Knee 37.63" Knee Rafter Depth 34.00" Clearance 17'-6 9/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.56" Width 6.00" Thickness 0.38" Maximum Reactions Vertical 16.20 Kips -5.71 Kips Horizontal 5.67 Kips -14.04 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -11.655 Kips -10.287 Kips 0.000 Kips Lateral Primary Wind Load 2 -7.964 Kips -7.778 Kips 0.000 Kips Lateral Primary Wind Load 3 -7.670 Kips -5.422 Kips 0.000 Kips Lateral Primary Wind Load 4 -3.979 Kips -2.913 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 12 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Design Data Frame(s): 5 Continued... Individual Loads - Unfactored Continued... Lateral Seismic Load -0.539 Kips -1.514 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -11.268 Kips -7.099 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -8.417 Kips -7.112 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -7.577 Kips -4.590 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -4.726 Kips -4.603 Kips 0.000 Kips LWL1D -4.828 Kips -3.041 Kips 0.000 Kips LWL2D -3.606 Kips -3.047 Kips 0.000 Kips LWL3D -3.246 Kips -1.967 Kips 0.000 Kips LWL4D -2.025 Kips -1.972 Kips 0.000 Kips MWL1 -0.486 Kips -1.920 Kips 0.000 Kips MWL2 0.486 Kips 1.920 Kips 0.000 Kips Roof Collateral Load 2.255 Kips 1.993 Kips 0.000 Kips Roof Dead Load 2.475 Kips 1.969 Kips 0.000 Kips Roof Live Load 9.018 Kips 7.972 Kips 0.000 Kips Roof Snow Load 11.273 Kips 9.965 Kips 0.000 Kips WL1D -4.993 Kips -4.407 Kips 0.000 Kips WL2D -3.412 Kips -3.332 Kips 0.000 Kips WL3D -3.286 Kips -2.323 Kips 0.000 Kips WL4D -1.705 Kips -1.248 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -8.146 Kips 6.692 Kips 0.000 Kips Lateral Primary Wind Load 2 -4.483 Kips 4.183 Kips 0.000 Kips Lateral Primary Wind Load 3 -12.136 Kips 11.412 Kips 0.000 Kips Lateral Primary Wind Load 4 -8.473 Kips 8.903 Kips 0.000 Kips Lateral Seismic Load 0.539 Kips -1.133 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -8.533 Kips 7.520 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -11.389 Kips 7.533 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -4.870 Kips 5.011 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -7.727 Kips 5.024 Kips 0.000 Kips LWL1D -3.656 Kips 3.222 Kips 0.000 Kips LWL2D -4.880 Kips 3.227 Kips 0.000 Kips LWL3D -2.087 Kips 2.147 Kips 0.000 Kips LWL4D -3.310 Kips 2.153 Kips 0.000 Kips MWL1 0.486 Kips -1.816 Kips 0.000 Kips MWL2 -0.486 Kips 1.816 Kips 0.000 Kips Roof Collateral Load 2.255 Kips -1.993 Kips 0.000 Kips Roof Dead Load 2.619 Kips -1.969 Kips 0.000 Kips Roof Live Load 9.018 Kips -7.972 Kips 0.000 Kips Roof Snow Load 11.273 Kips -9.965 Kips 0.000 Kips WL1D -3.490 Kips 2.867 Kips 0.000 Kips WL2D -1.921 Kips 1.792 Kips 0.000 Kips WL3D -5.199 Kips 4.889 Kips 0.000 Kips WL4D -3.630 Kips 3.814 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 13 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Endwall EWB Column 2 (Hot Rolled) Anchor Rods 4 Anchor Rods Diameter 0.63" Column Depth 7.89" Flange Width 3.94" Base Plate Width 6.00" Base Plate Length 8.00" Base Plate Thickness 0.38" Column 3 (Hot Rolled) Anchor Rods 4 Anchor Rods Diameter 0.63" Column Depth 9.87" Flange Width 3.96" Base Plate Width 6.00" Base Plate Length 9.87" Base Plate Thickness 0.38" Column 4 (Hot Rolled) Anchor Rods 4 Anchor Rods Diameter 0.63" Column Depth 7.99" Flange Width 4.00" Base Plate Width 6.00" Base Plate Length 8.00" Base Plate Thickness 0.38" Column 5 (Hot Rolled) Anchor Rods 4 Anchor Rods Diameter 0.63" Column Depth 7.89" Flange Width 3.94" Base Plate Width 6.00" Base Plate Length 8.00" Base Plate Thickness 0.38" Individual Loads - Unfactored Column 2 (Hot Rolled)Vertical Horizontal Longitudinal Dead Load 0.164 Kips 0.000 Kips 0.000 Kips Seismic Force Inward 0.000 Kips 0.000 Kips 0.147 Kips Seismic Force Outward 0.000 Kips 0.000 Kips -0.147 Kips Wind Load as Inward Pressure 0.000 Kips 0.000 Kips 2.829 Kips Wind Load as Outward Pressure 0.000 Kips 0.000 Kips -3.129 Kips Column 3 (Hot Rolled)Vertical Horizontal Longitudinal Dead Load 0.210 Kips 0.000 Kips 0.000 Kips Seismic Force Inward 0.000 Kips 0.000 Kips 0.145 Kips Seismic Force Outward 0.000 Kips 0.000 Kips -0.145 Kips Wind Load as Inward Pressure 0.000 Kips 0.000 Kips 2.785 Kips Wind Load as Outward Pressure 0.000 Kips 0.000 Kips -3.080 Kips Column 4 (Hot Rolled)Vertical Horizontal Longitudinal Dead Load 0.241 Kips 0.000 Kips 0.000 Kips Seismic Force Inward 0.000 Kips 0.000 Kips 0.154 Kips Seismic Force Outward 0.000 Kips 0.000 Kips -0.154 Kips Wind Load as Inward Pressure 0.000 Kips 0.000 Kips 2.941 Kips Wind Load as Outward Pressure 0.000 Kips 0.000 Kips -3.254 Kips Column 5 (Hot Rolled)Vertical Horizontal Longitudinal Dead Load 0.196 Kips 0.000 Kips 0.000 Kips Seismic Force Inward 0.000 Kips 0.000 Kips 0.166 Kips Seismic Force Outward 0.000 Kips 0.000 Kips -0.166 Kips Wind Load as Inward Pressure 0.000 Kips 0.000 Kips 3.147 Kips Wind Load as Outward Pressure 0.000 Kips 0.000 Kips -3.484 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 14 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building A - Main Building Continued... Endwall EWD Column 2 (Hot Rolled) Anchor Rods 4 Anchor Rods Diameter 0.63" Column Depth 8.14" Flange Width 5.25" Base Plate Width 6.00" Base Plate Length 8.14" Base Plate Thickness 0.38" Column 3 (Hot Rolled) Anchor Rods 4 Anchor Rods Diameter 0.63" Column Depth 8.14" Flange Width 5.25" Base Plate Width 6.00" Base Plate Length 8.14" Base Plate Thickness 0.38" Individual Loads - Unfactored Column 2 (Hot Rolled)Vertical Horizontal Longitudinal Dead Load 0.339 Kips 0.000 Kips 0.000 Kips Seismic Force Inward 0.000 Kips 0.000 Kips 0.912 Kips Seismic Force Outward 0.000 Kips 0.000 Kips -0.912 Kips Wind Load as Inward Pressure 0.000 Kips 0.000 Kips 5.008 Kips Wind Load as Outward Pressure 0.000 Kips 0.000 Kips -5.565 Kips Column 3 (Hot Rolled)Vertical Horizontal Longitudinal Dead Load 0.306 Kips 0.000 Kips 0.000 Kips Seismic Force Inward 0.000 Kips 0.000 Kips 0.811 Kips Seismic Force Outward 0.000 Kips 0.000 Kips -0.811 Kips Wind Load as Inward Pressure 0.000 Kips 0.000 Kips 4.476 Kips Wind Load as Outward Pressure 0.000 Kips 0.000 Kips -4.971 Kips Design Notes Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 15 of 28 Preliminary(not for construction) New Building B - Office Lean-to Label B Structure New - Priced Attachment Yes Type Attachment Frame Type Single Slope Elevation A Sidewall Geometry Width 36'-9"Length 100'-0" SWA Eave Height 24'-0" Roof Slope 0.000000 / 12 Distance To Ridge 0'-0" Girts 8.0" - Exterior SWC Eave Height 21'-6 5/8" Roof Slope 0.800000 / 12 Distance To Ridge 36'-9" Girts 8.0" - Exterior EWB Type Expandable Frame Girts 10.0" - Exterior User Specified Setback System Standard 1'-2" Designed Setback 1'-3" Gable Flash Yes Insulation Trim No EWD Type Expandable Frame Girts 8.0" - Exterior User Specified Setback System Standard 1'-2" Designed Setback 1'-2" Gable Flash Yes Insulation Trim No Purlins 10.0" Z LBP Min Depth N/A LBP Max Depth N/A Steel Shop Coat Red Bolt Finish Plated Pregalvanized Secondary Yes Hot-Dipped Primary No Seal Welds N/A Frame Bolt Washers No Attachment Attached To Building A - Main Building Wall A Offset 100'-0" Location Attachment Wall Sidewall Start Column N/A Stop Column N/A *Note -The sheeting and secondary is removed on this building (child building)at the attachment area.The sheeting and secondary remain on the building it attaches to (parent building)unless an Open Area is shown in accessories of the parent building. Spacing SWA Bay Spacing (EWB-EWD)20'-6", 29'-6", 29'-6", 20'-6" Roof Bay Spacing (EWB-EWD)20'-6", 29'-6", 29'-6", 20'-6" SWC Bay Spacing (EWD-EWB)20'-6", 29'-6", 29'-6", 20'-6" SWA Soldier Column Recesses (EWB-EWD)N/A SWC Soldier Column Recesses (EWD-EWB)N/A EWB Column Spacing (SWC-SWA)36'-9" EWD Column Spacing (SWA-SWC)36'-9" EWB Column Recesses (SWC-SWA)0.0", 0.0" EWD Column Recesses (SWA-SWC)0.0", 0.0" *Note -Negative column recess raises the base of the column above the finished floor. SWA Girt Spacings (Base to Eave)System Standard SWC Girt Spacings (Base to Eave)System Standard EWB Girt Spacings (Base to Peak)System Standard EWD Girt Spacings (Base to Peak)System Standard Designed Purlin Spacings on the Slope - SWA (Eave to Peak) Designed Purlin Spacings on the Slope - SWC (Eave to Peak)2@4'-4 5/8", 5@4'-8 1/8" Frame Groups Group Number 1 (Clearspan) Frame Lines 1, 2, 3, 4, 5 SWA Column Tapered Allowed Unbraced To Elevation N/A Max Column Web Depth 60.0" Max Rafter Web Depth 60.0" Exterior Column Elevation At Finished Floor SWC Column Tapered Allowed Unbraced To Elevation N/A Max Column Web Depth 60.0" Max Rafter Web Depth 60.0" Exterior Column Elevation At Finished Floor Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 16 of 28 Preliminary(not for construction) Loads, Wind Enclosure, Deflections & Sidesway Building Loads Roof Snow Load By Design 25.000 psf Risk Factor II - Normal Thermal Condition Heated Seismic Design Category D Wind Speed 110.00 mph Importance Factors Snow Is 1.00 Wind Iw N/A Seismic Ie 1.00 Designed Snow Exposure Fully Exposed Wind Enclosure Enclosure Calculated - Enclosed Are Framed Openings enclosed with materials that are designed to withstand the wind load and wind borne debris (if applicable)?Yes Are all Open Areas for Other enclosed with materials that are designed to withstand the wind load and wind borne debris (if applicable)? Yes Open Building Condition Obstructed flow Uniform Collateral Loads Ceiling Load 0.000 psf Ceiling Type N/A Brittle Wall/Dryvit No Other 5.000 psf Deflections Purlins Live L/150 Code Limit Snow L/180 Code Limit Wind L/180 Code Limit Total Gravity L/120 Code Limit Total Uplift N/A Roof Panel Live L/60 Code Limit Snow L/60 Code Limit Wind L/60 Code Limit Total Gravity L/60 Code Limit Total Uplift L/60 Code Limit Rafters Live L/180 Code Limit Snow L/180 Code Limit Wind L/180 Code Limit Total Gravity L/120 Code Limit Total Uplift N/A Girts L/90 Code Limit Wall Panel L/60 Code Limit Endwall Columns L/120 Code Limit Sidesway Portal Frame Serviceability Wind H/60 Code Limit Seismic H/40 Code Limit (by Manfacturer H/50) Crane H/100 Code Limit Frame Live H/60 Code Limit Snow H/60 Code Limit Serviceability Wind H/60 Code Limit Total Gravity H/60 Code Limit Total Seismic H/40 Code Limit (by Manufacturer H/50) *Note -(By Manufacturer)Limits values are based on Star’s interpretation of serviceability limits as outlined in building code,AISC Design Guide #3,MBMA publications, CSSBI publications and industry practice.It is the Builder’s responsibility to confirm the acceptability of these values with the Architect/Engineer of record for the project. *Note -Code deflection limits are based on the applicable building code,user defined loading and the manufacturer’s interpretation of what the minimum value should be. *Note -It is the responsibility of the Builder to interpret all aspects of the End Customer's specifications and incorporate the appropriate specifications,design criteria,and design loads into the Order Documents submitted to Star Building Systems. *Note -The material supplied by building manufacturer has been designed with the following minimum deflection criteria.The actual deflection may be less depending upon actual load and member length.The frame sidesway for wind load is based upon a representation of the 10-year Mean Recurrence Interval wind load. Bracing SWA Full Height Portal Frame (EWB to EWD) @ Bays 2 Roof Rod (EWB to EWD) @ Bays 2 LBP Bracing Location N/A SWC Full Height Portal Frame (EWD to EWB) @ Bays 3 EWB None (SWC to SWA) @ Bays No Bays EWD None (SWA to SWC) @ Bays No Bays Purlins Purlin Flange Bracing (TBA) SWA Girts Sag Angles SWC Girts Sag Angles EWB Girts None EWD Girts None Rafter Flange Braces Double Clip Override Rafter Flange Brace rqmts No Column Flange Braces Double Clip Override Column Flange Brace rqmts No Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 17 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Bracing Continued... Portal Frames SWA Rod Tiers Above N/A Max Column Web Depth 60.0000" Max Rafter Web Depth 60.0000" EWB Rod Tiers Above N/A Max Column Web Depth N/A Max Rafter Web Depth N/A SWC Rod Tiers Above N/A Max Column Web Depth 60.0000" Max Rafter Web Depth 60.0000" EWD Rod Tiers Above N/A Max Column Web Depth N/A Max Rafter Web Depth N/A Roof Panel (3,701 sqft) Type Double-Lok Thickness N/A Width 24" Gauge 24 Color S300 Snow White Valspar Code N/A Yield (KSI)50 Finish Warranty Yes Perforation Guarantee N/A R Value N/A Grooves of Factory Applied Sealant N/A Options SS Clip Type High Thermal (Up to 12" Blkt. Insulation) Thermal Blocks None Non-Handed Erection N/A Direction N/A FM-4471 Roof Panel Anchorage No Roof Nav Number N/A UL90 No UL Letter No Ridge Pan No Alignment Strip No Eave Panel Extension No Purchase Hand Crimper to ship with PanelsNo Fastener Information Type Self-Drilling Head Finish Long-Life Length Standard Weathertightness Warranty Type None Term N/A Wall Panel (0 sqft) Type PBR Thickness N/A Width 36" Gauge 26 Color S300 Slate Gray Valspar Code N/A Yield (KSI)80 Finish Warranty No R Value N/A Grooves of Factory Applied Sealant N/A Options Reverse Rolled No Washers Yes Concrete Notch No Foam Tape (If applicable)No Fastener Information Type Self-Drilling Head Finish Long-Life Length 2" Base Condition Framing Galvanized Angle Trim F406 Vertical Lip Base Trim Closure Base Inside Closure Trim SWA Options Trim Type Eave Box Trim Gutter Type N/A Gutter Type by Design N/A Downspout Drops N/A Downspout Height N/A Include Elbow N/A SWC Options Trim Type Eave Box Trim Gutter Type N/A Gutter Type by Design N/A Downspout Drops N/A Downspout Height N/A Include Elbow N/A Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 18 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Trim Continued... Color Selections Eave S300 Slate Gray Eave Valspar Code N/A Gable S300 Slate Gray Gable Valspar Code N/A Corner S300 Slate Gray Corner Valspar Code N/A Base S300 Slate Gray Base Valspar Code N/A All Other S300 Slate Gray All Other Valspar Code N/A Gutters N/A Downspouts N/A Roof to Roof N/A Roof to Wall N/A Walk Doors S200 Polar White Walk Doors Valspar Code PMW1614 Trim Profile Cascading Downspout Type Roll Form All Trim Yield (KSI)50 Trim for roof system with Sig 300 color is 24 gauge. Trim for wall system with Sig 300 color is 24 gauge. *Note -Gutters selected may differ from the Gutters designed. Design Data Frame(s): Portal - Bay 2 Inside Clearance 24'-9"Peak Clearance 21'-0" Peak Rafter Depth 20.50" Column 1 (Portal) Elevation: A Column Depth Base 22.50" Knee 22.50" Knee Rafter Depth 20.50" Clearance 21'-0" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 22.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 20.05 Kips -18.02 Kips Horizontal 11.38 Kips -11.49 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (Portal) Elevation: A Column Depth Base 22.50" Knee 22.50" Knee Rafter Depth 20.50" Clearance 21'-0" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 22.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 20.05 Kips -18.01 Kips Horizontal 10.96 Kips -10.85 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Design Data Frame(s): Portal - Bay 3 Inside Clearance 24'-9"Peak Clearance 21'-0" Peak Rafter Depth 20.50" Column 1 (Portal) Elevation: C Column Depth Base 22.50" Knee 22.50" Knee Rafter Depth 20.50" Clearance 21'-0" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 22.50" Width 8.00" Thickness 0.38" Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 19 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): Portal - Bay 3 Continued... Column 1 (Portal) Elevation: C Continued... Maximum Reactions Vertical 20.05 Kips -18.02 Kips Horizontal 11.38 Kips -11.49 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (Portal) Elevation: C Column Depth Base 22.50" Knee 22.50" Knee Rafter Depth 20.50" Clearance 21'-0" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 22.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 20.05 Kips -18.01 Kips Horizontal 10.96 Kips -10.85 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Design Data Frame(s): 1 Inside Clearance 32'-7"Peak Clearance 0'-0" Peak Rafter Depth 0.50" Column 1 (SWC) Column Depth Base 8.50" Knee 15.56" Knee Rafter Depth 18.00" Clearance 19'-3 7/8" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 13.17 Kips -4.56 Kips Horizontal 5.94 Kips -4.81 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (SWA) Column Depth Base 8.50" Knee 15.56" Knee Rafter Depth 17.50" Clearance 21'-6 1/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 13.22 Kips -5.04 Kips Horizontal 3.95 Kips -5.01 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 20 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): 1 Continued... Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -9.364 Kips -4.198 Kips 0.000 Kips Lateral Primary Wind Load 2 -6.072 Kips -5.302 Kips 0.000 Kips Lateral Primary Wind Load 3 -2.688 Kips 3.862 Kips 0.000 Kips Lateral Primary Wind Load 4 0.604 Kips 2.758 Kips 0.000 Kips Lateral Seismic Load -1.532 Kips -1.356 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -7.206 Kips 1.857 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -5.650 Kips 1.856 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -3.914 Kips 0.753 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -2.358 Kips 0.752 Kips 0.000 Kips LWL1D -3.087 Kips 0.796 Kips 0.000 Kips LWL2D -2.420 Kips 0.795 Kips 0.000 Kips LWL3D -1.677 Kips 0.323 Kips 0.000 Kips LWL4D -1.010 Kips 0.322 Kips 0.000 Kips MWL1 -2.706 Kips -4.093 Kips 0.000 Kips MWL2 2.706 Kips 4.093 Kips 0.000 Kips Roof Collateral Load 1.883 Kips 0.332 Kips 0.000 Kips Roof Dead Load 1.763 Kips 0.245 Kips 0.000 Kips Roof Live Load 7.534 Kips 1.327 Kips 0.000 Kips Roof Snow Load 9.417 Kips 1.658 Kips 0.000 Kips WL1D -4.012 Kips -1.798 Kips 0.000 Kips WL2D -2.602 Kips -2.271 Kips 0.000 Kips WL3D -1.151 Kips 1.655 Kips 0.000 Kips WL4D 0.259 Kips 1.182 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -3.539 Kips -2.864 Kips 0.000 Kips Lateral Primary Wind Load 2 -0.288 Kips -1.760 Kips 0.000 Kips Lateral Primary Wind Load 3 -10.215 Kips 4.618 Kips 0.000 Kips Lateral Primary Wind Load 4 -6.964 Kips 5.722 Kips 0.000 Kips Lateral Seismic Load 1.532 Kips -1.118 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -5.697 Kips -1.761 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -7.253 Kips -1.759 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -2.446 Kips -0.656 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -4.002 Kips -0.655 Kips 0.000 Kips LWL1D -2.441 Kips -0.754 Kips 0.000 Kips LWL2D -3.108 Kips -0.754 Kips 0.000 Kips LWL3D -1.048 Kips -0.281 Kips 0.000 Kips LWL4D -1.715 Kips -0.281 Kips 0.000 Kips MWL1 2.706 Kips -3.779 Kips 0.000 Kips MWL2 -2.706 Kips 3.779 Kips 0.000 Kips Roof Collateral Load 1.883 Kips -0.332 Kips 0.000 Kips Roof Dead Load 1.815 Kips -0.245 Kips 0.000 Kips Roof Live Load 7.534 Kips -1.327 Kips 0.000 Kips Roof Snow Load 9.417 Kips -1.658 Kips 0.000 Kips WL1D -1.516 Kips -1.227 Kips 0.000 Kips WL2D -0.123 Kips -0.754 Kips 0.000 Kips WL3D -4.377 Kips 1.978 Kips 0.000 Kips WL4D -2.984 Kips 2.451 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 21 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): 2 Inside Clearance 32'-1"Peak Clearance 0'-0" Peak Rafter Depth 0.50" Column 1 (SWC) Column Depth Base 8.50" Knee 19.56" Knee Rafter Depth 18.50" Clearance 19'-3 11/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 15.56 Kips -5.50 Kips Horizontal 7.16 Kips -5.74 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (SWA) Column Depth Base 8.56" Knee 17.63" Knee Rafter Depth 18.00" Clearance 21'-5 7/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.56" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 15.67 Kips -6.06 Kips Horizontal 4.57 Kips -5.92 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -11.150 Kips -5.157 Kips 0.000 Kips Lateral Primary Wind Load 2 -7.233 Kips -6.433 Kips 0.000 Kips Lateral Primary Wind Load 3 -3.191 Kips 4.518 Kips 0.000 Kips Lateral Primary Wind Load 4 0.726 Kips 3.241 Kips 0.000 Kips Lateral Seismic Load -1.818 Kips -1.630 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -8.577 Kips 2.130 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -6.722 Kips 2.129 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -4.660 Kips 0.854 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -2.805 Kips 0.852 Kips 0.000 Kips LWL1D -3.675 Kips 0.913 Kips 0.000 Kips LWL2D -2.880 Kips 0.912 Kips 0.000 Kips LWL3D -1.997 Kips 0.366 Kips 0.000 Kips LWL4D -1.202 Kips 0.365 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 22 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): 2 Continued... Individual Loads - Unfactored Continued... MWL1 -3.226 Kips -4.914 Kips 0.000 Kips MWL2 3.226 Kips 4.914 Kips 0.000 Kips Roof Collateral Load 2.241 Kips 0.435 Kips 0.000 Kips Roof Dead Load 1.988 Kips 0.311 Kips 0.000 Kips Roof Live Load 8.965 Kips 1.738 Kips 0.000 Kips Roof Snow Load 11.207 Kips 2.173 Kips 0.000 Kips WL1D -4.777 Kips -2.209 Kips 0.000 Kips WL2D -3.099 Kips -2.756 Kips 0.000 Kips WL3D -1.367 Kips 1.936 Kips 0.000 Kips WL4D 0.311 Kips 1.389 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -4.218 Kips -3.255 Kips 0.000 Kips Lateral Primary Wind Load 2 -0.343 Kips -1.978 Kips 0.000 Kips Lateral Primary Wind Load 3 -12.178 Kips 5.582 Kips 0.000 Kips Lateral Primary Wind Load 4 -8.302 Kips 6.859 Kips 0.000 Kips Lateral Seismic Load 1.818 Kips -1.305 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -6.791 Kips -2.015 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -8.646 Kips -2.014 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -2.916 Kips -0.738 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -4.771 Kips -0.737 Kips 0.000 Kips LWL1D -2.909 Kips -0.863 Kips 0.000 Kips LWL2D -3.704 Kips -0.863 Kips 0.000 Kips LWL3D -1.249 Kips -0.316 Kips 0.000 Kips LWL4D -2.044 Kips -0.316 Kips 0.000 Kips MWL1 3.226 Kips -4.462 Kips 0.000 Kips MWL2 -3.226 Kips 4.462 Kips 0.000 Kips Roof Collateral Load 2.245 Kips -0.435 Kips 0.000 Kips Roof Dead Load 2.077 Kips -0.311 Kips 0.000 Kips Roof Live Load 8.981 Kips -1.738 Kips 0.000 Kips Roof Snow Load 11.227 Kips -2.173 Kips 0.000 Kips WL1D -1.807 Kips -1.395 Kips 0.000 Kips WL2D -0.147 Kips -0.848 Kips 0.000 Kips WL3D -5.217 Kips 2.391 Kips 0.000 Kips WL4D -3.557 Kips 2.938 Kips 0.000 Kips Design Data Frame(s): 3 Inside Clearance 32'-1 15/16"Peak Clearance 0'-0" Peak Rafter Depth 0.50" Column 1 (SWC) Column Depth Base 8.56" Knee 18.63" Knee Rafter Depth 20.50" Clearance 19'-1 9/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.56" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 18.73 Kips -6.70 Kips Horizontal 8.35 Kips -6.69 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (SWA) Column Depth Base 8.56" Knee 17.81" Knee Rafter Depth 20.00" Clearance 21'-3 7/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.56" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 18.85 Kips -7.36 Kips Horizontal 5.64 Kips -7.20 Kips Logitudinal 0.00 Kips 0.00 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 23 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): 3 Continued... Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -13.486 Kips -6.106 Kips 0.000 Kips Lateral Primary Wind Load 2 -8.748 Kips -7.635 Kips 0.000 Kips Lateral Primary Wind Load 3 -3.859 Kips 5.413 Kips 0.000 Kips Lateral Primary Wind Load 4 0.879 Kips 3.884 Kips 0.000 Kips Lateral Seismic Load -2.165 Kips -1.900 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -10.375 Kips 2.556 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -8.129 Kips 2.555 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -5.637 Kips 1.027 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -3.392 Kips 1.026 Kips 0.000 Kips LWL1D -4.445 Kips 1.095 Kips 0.000 Kips LWL2D -3.483 Kips 1.095 Kips 0.000 Kips LWL3D -2.415 Kips 0.440 Kips 0.000 Kips LWL4D -1.453 Kips 0.440 Kips 0.000 Kips MWL1 -3.900 Kips -5.848 Kips 0.000 Kips MWL2 3.900 Kips 5.848 Kips 0.000 Kips Roof Collateral Load 2.710 Kips 0.505 Kips 0.000 Kips Roof Dead Load 2.324 Kips 0.357 Kips 0.000 Kips Roof Live Load 10.840 Kips 2.020 Kips 0.000 Kips Roof Snow Load 13.550 Kips 2.525 Kips 0.000 Kips WL1D -5.778 Kips -2.616 Kips 0.000 Kips WL2D -3.748 Kips -3.271 Kips 0.000 Kips WL3D -1.653 Kips 2.319 Kips 0.000 Kips WL4D 0.377 Kips 1.664 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -5.081 Kips -4.057 Kips 0.000 Kips Lateral Primary Wind Load 2 -0.405 Kips -2.528 Kips 0.000 Kips Lateral Primary Wind Load 3 -14.709 Kips 6.790 Kips 0.000 Kips Lateral Primary Wind Load 4 -10.032 Kips 8.319 Kips 0.000 Kips Lateral Seismic Load 2.165 Kips -1.604 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -8.193 Kips -2.417 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -10.438 Kips -2.416 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -3.516 Kips -0.888 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -5.762 Kips -0.886 Kips 0.000 Kips LWL1D -3.510 Kips -1.036 Kips 0.000 Kips LWL2D -4.472 Kips -1.035 Kips 0.000 Kips LWL3D -1.506 Kips -0.380 Kips 0.000 Kips LWL4D -2.468 Kips -0.380 Kips 0.000 Kips MWL1 3.900 Kips -5.480 Kips 0.000 Kips MWL2 -3.900 Kips 5.480 Kips 0.000 Kips Roof Collateral Load 2.711 Kips -0.505 Kips 0.000 Kips Roof Dead Load 2.436 Kips -0.357 Kips 0.000 Kips Roof Live Load 10.843 Kips -2.020 Kips 0.000 Kips Roof Snow Load 13.554 Kips -2.525 Kips 0.000 Kips WL1D -2.177 Kips -1.738 Kips 0.000 Kips WL2D -0.173 Kips -1.083 Kips 0.000 Kips WL3D -6.302 Kips 2.909 Kips 0.000 Kips WL4D -4.298 Kips 3.564 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 24 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): 4 Inside Clearance 32'-1"Peak Clearance 0'-0" Peak Rafter Depth 0.50" Column 1 (SWC) Column Depth Base 8.50" Knee 19.56" Knee Rafter Depth 18.50" Clearance 19'-3 11/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 15.56 Kips -5.50 Kips Horizontal 7.16 Kips -5.74 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (SWA) Column Depth Base 8.56" Knee 17.63" Knee Rafter Depth 18.00" Clearance 21'-5 7/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.56" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 15.67 Kips -6.06 Kips Horizontal 4.57 Kips -5.92 Kips Logitudinal 0.00 Kips 0.00 Kips Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -11.150 Kips -5.157 Kips 0.000 Kips Lateral Primary Wind Load 2 -7.233 Kips -6.433 Kips 0.000 Kips Lateral Primary Wind Load 3 -3.191 Kips 4.518 Kips 0.000 Kips Lateral Primary Wind Load 4 0.726 Kips 3.241 Kips 0.000 Kips Lateral Seismic Load -1.818 Kips -1.630 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -8.577 Kips 2.130 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -6.722 Kips 2.129 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -4.660 Kips 0.854 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -2.805 Kips 0.852 Kips 0.000 Kips LWL1D -3.675 Kips 0.913 Kips 0.000 Kips LWL2D -2.880 Kips 0.912 Kips 0.000 Kips LWL3D -1.997 Kips 0.366 Kips 0.000 Kips LWL4D -1.202 Kips 0.365 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 25 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): 4 Continued... Individual Loads - Unfactored Continued... MWL1 -3.226 Kips -4.914 Kips 0.000 Kips MWL2 3.226 Kips 4.914 Kips 0.000 Kips Roof Collateral Load 2.241 Kips 0.435 Kips 0.000 Kips Roof Dead Load 1.988 Kips 0.311 Kips 0.000 Kips Roof Live Load 8.965 Kips 1.738 Kips 0.000 Kips Roof Snow Load 11.207 Kips 2.173 Kips 0.000 Kips WL1D -4.777 Kips -2.209 Kips 0.000 Kips WL2D -3.099 Kips -2.756 Kips 0.000 Kips WL3D -1.367 Kips 1.936 Kips 0.000 Kips WL4D 0.311 Kips 1.389 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -4.218 Kips -3.255 Kips 0.000 Kips Lateral Primary Wind Load 2 -0.343 Kips -1.978 Kips 0.000 Kips Lateral Primary Wind Load 3 -12.178 Kips 5.582 Kips 0.000 Kips Lateral Primary Wind Load 4 -8.302 Kips 6.859 Kips 0.000 Kips Lateral Seismic Load 1.818 Kips -1.305 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -6.791 Kips -2.015 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -8.646 Kips -2.014 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -2.916 Kips -0.738 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -4.771 Kips -0.737 Kips 0.000 Kips LWL1D -2.909 Kips -0.863 Kips 0.000 Kips LWL2D -3.704 Kips -0.863 Kips 0.000 Kips LWL3D -1.249 Kips -0.316 Kips 0.000 Kips LWL4D -2.044 Kips -0.316 Kips 0.000 Kips MWL1 3.226 Kips -4.462 Kips 0.000 Kips MWL2 -3.226 Kips 4.462 Kips 0.000 Kips Roof Collateral Load 2.245 Kips -0.435 Kips 0.000 Kips Roof Dead Load 2.077 Kips -0.311 Kips 0.000 Kips Roof Live Load 8.981 Kips -1.738 Kips 0.000 Kips Roof Snow Load 11.227 Kips -2.173 Kips 0.000 Kips WL1D -1.807 Kips -1.395 Kips 0.000 Kips WL2D -0.147 Kips -0.848 Kips 0.000 Kips WL3D -5.217 Kips 2.391 Kips 0.000 Kips WL4D -3.557 Kips 2.938 Kips 0.000 Kips Design Data Frame(s): 5 Inside Clearance 32'-7"Peak Clearance 0'-0" Peak Rafter Depth 0.50" Column 1 (SWC) Column Depth Base 8.50" Knee 15.56" Knee Rafter Depth 18.00" Clearance 19'-3 7/8" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 13.17 Kips -4.56 Kips Horizontal 5.94 Kips -4.81 Kips Logitudinal 0.00 Kips 0.00 Kips Column 2 (SWA) Column Depth Base 8.50" Knee 15.56" Knee Rafter Depth 17.50" Clearance 21'-6 1/16" Anchor Rods Quantity 4 Diameter 0.75" Gauge 4.00" Base Plate Length 8.50" Width 8.00" Thickness 0.38" Maximum Reactions Vertical 13.22 Kips -5.04 Kips Horizontal 3.95 Kips -5.01 Kips Logitudinal 0.00 Kips 0.00 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 26 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Data Frame(s): 5 Continued... Combined Load Combination Reactions control the design of the anchor rods.These load combinations were determined from the appropriate IBC section regarding load combinations using allowable stress design.The load combinations of these reactions may not be the controlling combinations required for the design of the produced foundation. It is the responsibility of the foundation engineer to determine the load combinations which are required for the design of the foundation. Column 1 (SWC) --> Individual Loads - Unfactored Column 1 (SWC)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -9.364 Kips -4.198 Kips 0.000 Kips Lateral Primary Wind Load 2 -6.072 Kips -5.302 Kips 0.000 Kips Lateral Primary Wind Load 3 -2.688 Kips 3.862 Kips 0.000 Kips Lateral Primary Wind Load 4 0.604 Kips 2.758 Kips 0.000 Kips Lateral Seismic Load -1.532 Kips -1.356 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -7.206 Kips 1.857 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -5.650 Kips 1.856 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -3.914 Kips 0.753 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -2.358 Kips 0.752 Kips 0.000 Kips LWL1D -3.087 Kips 0.796 Kips 0.000 Kips LWL2D -2.420 Kips 0.795 Kips 0.000 Kips LWL3D -1.677 Kips 0.323 Kips 0.000 Kips LWL4D -1.010 Kips 0.322 Kips 0.000 Kips MWL1 -2.706 Kips -4.093 Kips 0.000 Kips MWL2 2.706 Kips 4.093 Kips 0.000 Kips Roof Collateral Load 1.883 Kips 0.332 Kips 0.000 Kips Roof Dead Load 1.763 Kips 0.245 Kips 0.000 Kips Roof Live Load 7.534 Kips 1.327 Kips 0.000 Kips Roof Snow Load 9.417 Kips 1.658 Kips 0.000 Kips WL1D -4.012 Kips -1.798 Kips 0.000 Kips WL2D -2.602 Kips -2.271 Kips 0.000 Kips WL3D -1.151 Kips 1.655 Kips 0.000 Kips WL4D 0.259 Kips 1.182 Kips 0.000 Kips Column 2 (SWA)Vertical Horizontal Longitudinal Lateral Primary Wind Load 1 -3.539 Kips -2.864 Kips 0.000 Kips Lateral Primary Wind Load 2 -0.288 Kips -1.760 Kips 0.000 Kips Lateral Primary Wind Load 3 -10.215 Kips 4.618 Kips 0.000 Kips Lateral Primary Wind Load 4 -6.964 Kips 5.722 Kips 0.000 Kips Lateral Seismic Load 1.532 Kips -1.118 Kips 0.000 Kips Longitudinal Primary Wind Load 1 -5.697 Kips -1.761 Kips 0.000 Kips Longitudinal Primary Wind Load 2 -7.253 Kips -1.759 Kips 0.000 Kips Longitudinal Primary Wind Load 3 -2.446 Kips -0.656 Kips 0.000 Kips Longitudinal Primary Wind Load 4 -4.002 Kips -0.655 Kips 0.000 Kips LWL1D -2.441 Kips -0.754 Kips 0.000 Kips LWL2D -3.108 Kips -0.754 Kips 0.000 Kips LWL3D -1.048 Kips -0.281 Kips 0.000 Kips LWL4D -1.715 Kips -0.281 Kips 0.000 Kips MWL1 2.706 Kips -3.779 Kips 0.000 Kips MWL2 -2.706 Kips 3.779 Kips 0.000 Kips Roof Collateral Load 1.883 Kips -0.332 Kips 0.000 Kips Roof Dead Load 1.815 Kips -0.245 Kips 0.000 Kips Roof Live Load 7.534 Kips -1.327 Kips 0.000 Kips Roof Snow Load 9.417 Kips -1.658 Kips 0.000 Kips WL1D -1.516 Kips -1.227 Kips 0.000 Kips WL2D -0.123 Kips -0.754 Kips 0.000 Kips WL3D -4.377 Kips 1.978 Kips 0.000 Kips WL4D -2.984 Kips 2.451 Kips 0.000 Kips Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 27 of 28 Preliminary(not for construction)Preliminary(not for construction) New Building B - Office Lean-to Continued... Design Notes Printed: 3/11/2020 2:30:16 PM Motorsports-2.sbs Page 28 of 28