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Home My WebLink About18204 59th Ave NE_BLD5945_2025 Permit Packet Coversheet Community and Economic Development City of Arlington â€¢ 18204 59th Avenue NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 Permit Number: BLD5945 Permit Type: Commercial Building Address: 18204 59th Ave Ne Completed (Month/Year): October 2024 Land Use Bonding or Assignment of Funds Issued Permit o Confidential Documents. Contact the Application City to obtain. Narrative As-Builts Legal Description Letters and Project Documents Vicinity Map Other: Site Plan Landscape Plan Civil Complete Streets Checklist Issued Permit Traffic Impact Analysis Application Snohomish County Traffic Mitigation Offer Other Applications WSDOT Traffic Offer Form Construction Calculation Worksheet Tree Survey Approved Plans Stormwater Drainage Report Review Comment Form Geotech Report Letters and Project Documents Critical Area Evaluation Form Other Agency Permits SEPA Checklist Reports: Public Notice Material o Drainage Report Pg: Water / Sewer Availability Certificate o Stormwater Pg: Unanticipated Discovery Plan Form o Geotech Pg: Aerial Photo of Site o All Other Reports Proposed Building Materials SEPA and Noticing Materials Lighting Plans and Lighting Cut Sheets As-Builts Color Elevations Other: Plat Map Title Report Building Lot Closures âœ” Issued Permit Preliminary Civil Plans âœ” Application Archaeological Survey Additional Applications o Confidential Documents. Contact the âœ” Approved Plans City to obtain. Letters and Project Documents Topography (Existing Conditions) âœ” Calculations CC&Râ€™s Project Specification Manuals Deeds / Easements / Conveyances Reports /Dedications Certificate of Occupancy Letters and Project Documents Other: Page 1 of 1 CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 18204 59TH AVE NE Permit #: 5945 PERMIT EXPIRES 180 DAYS AFTER Parcel #: 31052200200100 DATE OF ISSUANCE. Scope of Work: Two new carport/canopies for solar installation Valuation: 233764.00 OWNER APPLICANT CONTRACTOR CITY OF ARLINGTON Veregy Veregy 18204 59TH AVE NE 6406 Castlewat Ct, #100 6406 Castleway Ct. #100 ARLINGTON, WA 98223 Indianapolis, IN 46250 Indianapolis, Indiana 46250 317-402-3893 LIC: 604 821 266 EXP: 02/28/2025 LIC: VERGL*779Q9 EXP: 11/28/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2021 STORIES: 1 CONST. TYPE: DWELLING UNITS: 0 OCC GROUP: U; Utility BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. 06/18/2024 Applicant Signature Date Building Official Date CONDITIONS SEE REDLINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. ROOFS/CARPORTS ARE REQUIRED TO HAVE GUTTER DOWNSPOUT SYSTEM WITH ROOF DRAIN INFILTRATION. NORTH CANOPY DOWNPOUTS SHALL CONNECT TO A NEW INFILRTATION TRENCH PER CITY OF ARLINGTON STANDARD SD-140 - ATTACHED. SOUTH CANOPY DOWNSPOUTS CAN CONNECT TO THE EXISTING DRAINAGE SYSTEM ONSITE. NO ROOF DRAINAGE IS ALLOWED TO SHEET FLOW ACROSS THE PARKING AREA. ADHERE TO THE APPROVED PLANS. APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTONS. CALL FOR INSPECTIONS. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction. The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 06/20/2024 Processing/Technology $25.00 06/20/2024 Building Permit $2,622.70 06/20/2024 State Surcharge - Commercial $25.00 06/20/2024 Building Plan Review $1,706.04 Total Due: $4,378.74 Total Payment: $4,378.74 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington â€¢ 18204 59th Ave NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 The following information is required for Commercial, Multi-Family, and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. See ASSISTANCE BULLETIN #30 for detailed design requirements. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING; Incomplete applications will not be accepted. REQUIRED DOCUMENTS City of Arlington Commercial Tenant Improvement Permit Application Site Plan Architectural Plans Structural Plans Structural Calculations Mechanical System Modifications, (if applicable) Plumbing System Modifications, (if applicable) Project Specification Manuals, (if applicable) WSEC Compliance Forms, (if applicable) https://waenergycodes.com/ Special Inspection and Testing Agreement Deferred Submittal Request Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems. Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following, a Deferred Submittal Request MUST be completed. Deferred submittals require separate applications, plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. Reinforced Concrete Structural Steel and Welding Bolting in Concrete High-Strength Bolting Pre-stressed Concrete Spray-Applied Fireproofing Shotcrete Smoke-Control Systems Structural Masonry Other - Specify: ______________________________________ I acknowledge that all items designated as submittal requirements must accompany my Commercial Building Permit Application to be considered a complete submittal. COMMERCIAL BUILDING INSTALLATION, MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECK ALL THAT APPLY Automatic fire extinguishing systems Compressed gas systems Fire pumps Flammable and combustible liquids (tanks, piping etc.) Standpipe systems Hazardous materials Private fire hydrants Industrial ovens/furnace Fire alarm and detection systems Spraying or dipping operations High piled/rack storage Temporary membrane structure, tents (>200 sq. ft.) or canopies (>400 sq. ft.) Provide details on any of the above checked items: _________________________________________________________________________ ________________________________________________________________________________________ Type of Permit: Commercial Multi-Family Mixed-Use Property Address: Project Valuation: Lot #: Parcel ID No.: Subdivision: Project Scope of Work: IBC Construction Type: IBC Occupancy Type: Building/Space Square Footage: Number of Stories: Square Footage Per Floor: 1st 2nd 3rd 4th 5th 6th Primary Contact: Owner Architect Engineer Contractor Owner Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Architect Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Professional License Number: Expiration Date: Engineer Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Professional License Number: Expiration Date: Primary Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: REV03.2022 Page 2 of 6 COMMERCIAL BUILDING MECHANICAL SYSTEM INFORMATION Type of Permit: ï² New Installation Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: â€¢ New gas piping requires a pressure test hooking to any appliance â€¢ Sediment traps (drips) are required on all gas lines â€¢ Gas lines are required to be supported/secured per IFGS, Section 415 â€¢ Proper Combustion air and venting required for all appliances â€¢ A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 4 ï² Not Applicable Proposed Piping Material: ï² CSST ï²Brass ï²Black Steel ï²Galvanized Steel ï²Other Proposed Piping Size: ï²Â½â€ ï² â…â€ ï² Â¾â€ ï² 1â€ ï² 1Â½â€ ï² 2â€ Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) Type of Fixture No. of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = $ Air Cond. Unit â‰¤100Btu/h x $ 15.00 = $ Air Cond. Unit >100Btu/h x $ 25.00 = $ Air Cond. Unit >500Btu/hp x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler <100Btu/h >3hp x $ 15.00 = $ Boiler >1 million Btu/h<50hp x $ 25.00 = $ Boiler >1.5 million Btu/h<50hp x $ 50.00 = $ Boiler >100Btu/h 3-15hp x $ 15.00 = $ Boiler >500Btu/h 15-30hp x $ 25.00 = $ Commercial Hoods -Type I x $ 25.00 = $ Commercial Hoods -Type II x $ 50.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork (drawings required) x $ 25.00 = $ Evaporative Coolers x $ 15.00 = $ Exhaust/Ventilation Fans x $ 15.00 = $ Fireplace/Insert/Stove x $ 15.00 = $ Forced Air Heat â‰¤100 Btu/h x $ 15.00 = $ Forced Air Heat >100 Btu/h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC â‰¤100 Btu/h x $ 15.00 = $ Gas Fired AC >100 Btu/h x $ 25.00 = $ REV03.2022 Page 3 of 6 COMMERCIAL BUILDING MECHANICAL PERMIT FEES (per unit) Gas Fired AC > 500 Btu/h x $ 50.00 = $ Gas Piping â‰¤ 5 units x $ 15.00 = $ Gas Piping > 5 units (plus <5 units) x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $ 25.00 = $ Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance - regulated by $ 15.00 $ x = mechanical code, not otherwise specified Pkg. Units â‰¤100btu x $ 25.00 = $ Pkg. Units >100btu x $ 50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit â‰¤100Btu/h x $ 15.00 = $ Refrigeration Unit >100Btu/h x $ 25.00 = $ Refrigeration Unit >500Btu/h x $ 50.00 = $ Re-inspection fee (all) x $ 75.00 = $ Unit Heaters â‰¤ 100 Btu/h x $ 15.00 = $ Unit Heaters >100 Btu/h x $ 25.00 = $ VAV Boxes (Variable Air Volume, part of air $ 10.00 $ x = conditioning system) Wall Heaters - Gas Fired x $ 25.00 = $ Water Heater - Gas Fired x $ 25.00 = $ Permit Fee $ Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total $ PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY â€“ USE A SEPARATE SHEET, IF NECESSARY ï² SCHEMATIC IS TO SCALE ï² SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE: Any interior pressure regulators must be indicated REV03.2022 Page 4 of 6 COMMERCIAL BUILDING PLUMBING SYSTEM INFORMATION Plumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: ï² Fixture specifications and equipment with locations. ï² Location and type of all backflow assemblies for each fixture. ï² Calculations for Grease Interceptor. ï² Pipe size and location of sanitary and potable water systems. ï² Riser diagram of waste, vent, and rain water systems, including sizes. ï² Medical gas piping riser diagram, type of gas, storage room and size of piping. PLUMBING PERMIT FEES (per fixture) Commercial plumbing permits are required to submit line drawings. A plan review fee of 65% per Table 4-6 for plumbing permits will be assessed at time of submittal. Includes two (2) inspections with permit. Type of Fixture No. of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee $ 25.00 $25.00 Bath/Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker/Refrigerator x $ 15.00 = Irrigation â€“ per meter x $ 25.00 = Kitchen Sink & Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Piping â‰¤ 5 inlets/outlets x $ 60.00 = Med Gas Piping > 5 inlets/outlets (plus â‰¤ 5 x $ 5.00 = inlets/outlets) Miscellaneous â€“ regulated by plumbing x $ 15.00 = code, not otherwise specified Pretreatment Interceptor x $ 15.00 = REV03.2022 Page 5 of 6 COMMERCIAL BUILDING PLUMBING PERMIT FEES (per fixture) Re-inspection Fee (all) x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink (bar, service, etc.) x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater x $ 25.00 = Water Heater - Tankless x $ 25.00 = Permit Fee Table 4-6; Plan Review Fee Processing/Technology Fee $25.00 Total PROPOSED BUILDING USE ï² New ï² Retail ï² Medical ï² Automotive Based ï² Industrial ï² Office ï² Restaurant ï² Machine Shop ï² Other: ____________________________________ CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ï² Ice Machine ï² Dialysis Equip. ï² Air washers ï² Coffee Urn/Espresso ï² Hydrotherapy Equip. ï² Steam Generators ï² Carbonated Bev. ï² Dental Equip. ï² Dye Vats ï² Fume Hoods ï² Laboratory Equip. ï² Pressure Washers ï² Degreasers ï² Autoclave/Sterilizers ï² Cooling Towers ï² Hot Tub/Spa ï² Decorative Fountain ï² Fire Sprinkler ï² Aquarium ï² Swimming Pools ï² Sprinkler w/chemicals ï² Lawn Irrigation ï² Well on property ï² Other: ________________________ WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ï² Yes ï² No ï² Donâ€™t Know Does the plumbing system currently have an oil/water ï² Yes ï² No ï² Donâ€™t Know separator? Is water used in the business process (washing, rinsing, ï² Yes ï² No ï² Donâ€™t Know cooling)? Does your business require a NPDES permit? ï² Yes ï² No ï² Donâ€™t Know I hereby certify that I am the Owner, Applicant, Contractor, and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington, and the City of Arlington. A final inspection and approval shall be obtained when complete. Signature Print Name Date REV03.2022 Page 6 of 6 GSN KEY PLAN 2 SLOPE For: VEREGY SOLAR READY FC ARLINGTON MUNICIPAL AIRPORT 18204 59th Ave. NE, Arlington, WA, 98223 BAJA CONSTRUCTION CO., INC. 223 FOSTER ST., MARTINEZ CA 94553 1-800-366-9600 FAX: (925) 229-0161 1 SLOPE 2 1 24-2321 05/14/24 N IJT S-1 KEY PLAN SCALE: N.T.S. - GENERAL STRUCTURAL NOTES SCALE: N.T.S. - 1 4 A.1 - 3 6 S-4 S-4 2 2 S-4 S-4 FRAMING PLAN CROSS SECTION 1A 1A S-4 S-4 1 S-4 1 S-4 2 For: VEREGY SOLAR READY FC ARLINGTON MUNICIPAL AIRPORT 18204 59th Ave. NE, Arlington, WA, 98223 SCALE: 1 SCALE: 1 CROSS SECTION: CARPORT 1 4"=1'-0" A ELEVATION VIEW: CARPORT 1 4"=1'-0" A.1 2 6 A 3 223 FOSTER ST., MARTINEZ CA 94553 S-4 - S-4 BAJA CONSTRUCTION CO., INC. 1-800-366-9600 FAX: (925) 229-0161 4 S-4 1 2 S-4S-4 5 S-4 2 1 24-2321 05/14/24 IJT FRAMING AND FOUNDATION PLAN: CARPORT 1 SCALE: 18"=1'-0" 1 NOT USED S-22 4 B.1 - 3 S-4 6 S-4 2 2 S-4 S-4 FRAMING PLAN CROSS SECTION 1A 1A S-4 S-4 1 S-4 1 S-4 2 For: VEREGY SOLAR READY FC ARLINGTON MUNICIPAL AIRPORT 18204 59th Ave. NE, Arlington, WA, 98223 SCALE: 1 SCALE: 1 CROSS SECTION: CARPORT 2 4"=1'-0" B ELEVATION VIEW: CARPORT 2 4"=1'-0" B.1 2 6 B 1 2 S-4 - S-4S-4 BAJA CONSTRUCTION CO., INC. 223 FOSTER ST., MARTINEZ CA 94553 1-800-366-9600 FAX: (925) 229-0161 4 S-4 3 S-4 5 S-4 2 1 24-2321 05/14/24 IJT FRAMING AND FOUNDATION PLAN: CARPORT 2 SCALE: 18"=1'-0" 2 NOT USED S-33 4 B B B B SECTION B-B B1 B1 SECTION B-B SECTION B1-B1 DETAILS 1 SCHEDULE PIER FOOTING SCALE: N.T.S. 1 PIER FOOTING (OPTION) SCALE: N.T.S. 1 ALTERNATE SPREAD FOOTING SCALE: N.T.S. 1A BEAM TO COLUMN CONNECTION SCALE: 2"=1'-0" 2 For: VEREGY 18GA ANGLE BRACE SOLAR READY FC ARLINGTON MUNICIPAL AIRPORT 18204 59th Ave. NE, Arlington, WA, 98223 SCALE: 3 PURLIN TO BEAM CONNECTION 4"=1'-0" 3 DECK AND PURLIN END CLOSURE SCALE: N.T.S. 4 PURLIN BRACING SCALE: N.T.S. 5 CLOSURE TRIM SCALE: N.T.S. 6 MCELROY "MEGA-RIB" BAJA CONSTRUCTION CO., INC. 223 FOSTER ST., MARTINEZ CA 94553 1-800-366-9600 FAX: (925) 229-0161 POWERS "SB-DECK" PURLINS BEAMS & COLUMNS INSERT 10" x 3" W/ INSERTS 15.5"x2.25" (2) 16"x4" BOXED OR SKYLINE "RLD MBC - RETRO RIB" METAL SALES "IC72-PANEL" PURLINS BEAMS & COLUMNS 10" x 31 16"x73 2" 4" BOXED 2 1 24-2321 05/14/24 IJT S-4 MEMBER SCHEDULE SCALE: N.T.S. - MEMBER PROFILES (SEE MEMBER SCHEDULE FOR THICKNESS) SCALE: N.T.S. - 4 4 24 - 2321 ARLINGTON MUNICIPAL AIRPORT Structural Calculations Project Address: 18204 59TH AVE. NE, ARLINGTON, WA, 98223 Engineer: RA Checked By: JE Issue Date: March 13, 2024 03/14/2024 David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com TABLE OF CONTENTS PAGES DESIGN CRITERIA AND DESIGN LOADS 1 - 13 STRUCTURE KEY PLAN AND LAYOUT 14 PURLIN DESIGN 15 - 27 STEEL DECK STRUCTURE 28 BEAM DESIGN 29 - 44 LATERAL ANALYSIS FRAME DESIGN 45 - 75 FOOTING DESIGN 76 - 81 CONNECTION CHECK 82 - 83 David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com 1 of 83 PROJECT NAME: 24 - 2321 ARLINGTON MUNICIPAL AIRPORT PROJECT LOCATION: 18204 59TH AVE. NE, ARLINGTON, WA, 98223 ENGINEER: RA REVIEWER: JE DATE: 3/6/2024 Project Name: 24 - 2321 ARLINGTON MUNICIPAL AIRPORT Job Number: 240048 CODE International Building Code 2018 LOADS Roof: Dead Load DL : 5.0 psf Roof Live Load RLL: 20.0 psf Wind Risk Category II V : 100 MPH Exposure Category : C Importance Factor (Iw) : 1.00 Mean Roof Height : 15.0 ft G : 0.85 Kd : 0.85 Kzt : 1.0 Kz : 0.85 Enclosure Classification : Open Building Seismic Risk Category II Importance Factor (Ie): 1.00 Seismic Site Class: D - code default Seismic Design Category: D Ss : 1.045 S1 : 0.373 SDS : 0.836 SD1 : 0.479 R : 1.25 Î© : 1.25 Cd : 1.25 Cs : 0.669 Snow Load Pground : 25.0 psf Is : 1.00 Ct : 1.20 (Unheated and Open Air Structures) Exposure : C Ce : 0.9 Pmin : 20.0 psf Pf : 18.9 psf Cs : 1.00 Ps : 25.0 psf Phoenix, AZ 480-454-6408 www.unitedstr.com 2 of 83 PROJECT NAME: 24 - 2321 ARLINGTON MUNICIPAL AIRPORT PROJECT LOCATION: 18204 59TH AVE. NE, ARLINGTON, WA, 98223 ENGINEER: RA REVIEWER: JE DATE: 3/6/2024 Dead Load Steel Deck : 1.0 psf Purlins : 2.0 psf Beams: 1.5 psf Misc. : 0.5 psf Total Dead Load : 5.0 psf Material Strengths Concrete: Assumed f'c: 2500 psi Steel: Rebar: ASTM A615, Fy = 60ksi ASTM A706, Fy = 60ksi Bolts: ASTM A325N Anchor Rods: ASTM F1554 Gr. 55 W Section: ASTM A992, Fy = 50ksi M, S, C, MC, L Sections: ASTM A36, Fy = 36ksi HSS Rect. Section: ASTM A500 Gr. B, Fy = 46ksi HSS Round. Section: ASTM A500 Gr. B, Fy = 42ksi Light Gage Steel: Fy = 55ksi Soil: Allowable Soil Bearing: 5000 psf Allowable Lateral Bearing: 100 psf/ft *Values are assumed and taken from Table 1806.2 from IBC Phoenix, AZ 480-454-6408 www.unitedstr.com United Structural Design LLC JOB TITLE 24 - 2321 ARLINGTON MUNICIPAL AIRPORT 3 of 83 2058 S. Dobson Rd. Ste 10 Mesa, AZ JOB NO. SHEET NO. 480-454-6408 CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2018 Occupancy: Occupancy Group = U Utility & Miscellaneous Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (Î¸) 1.04 / 12 5.0 deg Building length 61.0 ft Least width 23.1 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 20.0 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf N/A Floor: Typical Floor N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A United Structural Design LLC JOB TITLE 24 - 2321 ARLINGTON MUNICIPAL AIRPORT 4 of 83 2058 S. Dobson Rd. Ste 10 Mesa, AZ JOB NO. SHEET NO. 480-454-6408 CALCULATED BY DATE CHECKED BY DATE Wind Loads : ASCE 7- 16 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category II Exposure Category C Enclosure Classif. Open Building Internal pressure +/-0.00 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography 0.00 Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft âˆ´ Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 = 1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 15.0 ft If building h/B>4 then may be flexible and should be investigated. B = 23.1 ft h/B = 0.65 Rigid structure (low rise bldg) /z (0.6h) = 15.0 ft G = 0.85 Using rigid structure formula Rigid Structure Flexible or Dynamically Sensitive Structure Ä“ = 0.20 Natural Frequency (Î·1) = 0.0 Hz â„“ = 500 ft Damping ratio (Î²) = 0 zmin = 15 ft /b = 0.65 c = 0.20 /Î± = 0.15 gQ, gv = 3.4 Vz = 84.4 Lz = 427.1 ft N1 = 0.00 Q = 0.94 Rn = 0.000 Iz = 0.23 Rh = 28.282 Î· = 0.000 h = 15.0 ft G = 0.89 use G = 0.85 RB = 28.282 Î· = 0.000 RL = 28.282 Î· = 0.000 gR = 0.000 R = 0.000 Gf = 0.000 United Structural Design LLC JOB TITLE 24 - 2321 ARLINGTON MUNICIPAL AIRPORT 5 of 83 2058 S. Dobson Rd. Ste 10 Mesa, AZ JOB NO. SHEET NO. 480-454-6408 CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building: All walls are at least 80% open. Ao â‰¥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao â‰¥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi â‰¤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao â‰¥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi â‰¤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level = 50.0 ft Ke = 0.9982 Constant = 0.00256 Adj Constant = 0.00256 United Structural Design LLC JOB TITLE 24 - 2321 ARLINGTON MUNICIPAL AIRPORT 6 of 83 2058 S. Dobson Rd. Ste 10 Mesa, AZ JOB NO. SHEET NO. 480-454-6408 CALCULATED BY DATE CHECKED BY DATE Wind Loads - Open Buildings: 0.25 â‰¤ h/L â‰¤ 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 5.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) = 18.4 psf Roof pressures - Wind Normal to Ridge Wind Direction Wind Load Æ” = 0 & 180 deg Flow Case Cnw Cnl Cn = 1.20 0.30 A Clear Wind p = 18.8 psf 4.7 psf Flow Cn = -1.10 -0.10 B p = -17.2 psf -1.6 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, Æ” = 90 deg Procedure not allowed h/L is less than 0.25 Horizontal Distance from Windward Wind Load Edge h = 15.0 ft Flow Case â‰¤ h >h â‰¤ 2h > 2h 2h = 30.0 ft Cn = -0.80 -0.60 -0.30 A Clear Wind p = -12.5 psf -9.4 psf -4.7 psf Flow Cn = 0.80 0.50 0.30 B p = 12.5 psf 7.8 psf 4.7 psf Fascia Panels -Horizontal pressures qp = 18.4 psf Windward fascia: 27.7 psf (GCpn = +1.5) Leeward fascia: -18.4 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 a = 3.0 ft a2 = 9.0 sf Base pressure (qh) = 18.4 psf 4a2 = 36.0 sf G = 0.85 Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative â‰¤ 9 sf 2.93 -3.89 2.20 -1.96 1.46 -1.30 CN >9, â‰¤ 36 sf 2.20 -1.96 2.20 -1.96 1.46 -1.30 > 36 sf 1.46 -1.30 1.46 -1.30 1.46 -1.30 â‰¤ 9 sf 45.9 psf -61.0 psf 34.4 psf -30.8 psf 22.9 psf -20.3 psf Wind >9, â‰¤ 36 sf 34.4 psf -30.8 psf 34.4 psf -30.8 psf 22.9 psf -20.3 psf pressure > 36 sf 22.9 psf -20.3 psf 22.9 psf -20.3 psf 22.9 psf -20.3 psf United Structural Design LLC JOB TITLE 24 - 2321 ARLINGTON MUNICIPAL AIRPORT 7 of 83 2058 S. Dobson Rd. Ste 10 Mesa, AZ JOB NO. SHEET NO. 480-454-6408 CALCULATED BY DATE CHECKED BY DATE Location of Wind Pressure Zones MAIN WIND FORCE RESISTING SYSTEM COMPONENTS AND CLADDING United Structural Design LLC JOB TITLE 24 - 2321 ARLINGTON MUNICIPAL AIRPORT 8 of 83 2058 S. Dobson Rd. Ste 10 Mesa, AZ JOB NO. SHEET NO. 480-454-6408 CALCULATED BY DATE CHECKED BY DATE Snow Loads : ASCE 7- 16 Nominal Snow Forces Roof slope = 5.0 deg Horiz. eave to ridge dist (W) = 23.1 ft Roof length parallel to ridge (L) = 61.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 0.9 Pf = 0.7*Ce*Ct*I*Pg = 18.9 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 18.9 psf Near ground level surface balanced snow load = 25.0 psf Rain on Snow Surcharge Angle 0.46 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 18.9 psf Minimum Snow Load Pm = 20.0 psf NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow Uniform Roof Design Snow Load = 20.0 psf use 25.0 load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Windward Snow Drifts 1 - Against walls, parapets, etc Up or downwind fetch lu = 0.0 ft Projection height h = 0.0 ft Projection width/length lp = 0.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.10 ft hd = 1.00 ft hc = -1.10 ft hc/hb <0.2 = -1.0 lp <15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -8.77 ft Surcharge load: pd = Î³*hd = 0.0 psf Balanced Snow load: = 18.9 psf 18.9 psf Windward Snow Drifts 2 - Against walls, parapets, etc Up or downwind fetch lu = 0.0 ft Projection height h = 0.0 ft Projection width/length lp = 0.0 ft Note: If bottom of projection is at least 2 feet Snow density g = 17.3 pcf above hb then snow drift is not required. Balanced snow height hb = 1.10 ft hd = 1.00 ft hc = -1.10 ft hc/hb <0.2 = -1.0 lp <15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -8.77 ft Surcharge load: pd = Î³*hd = 0.0 psf Balanced Snow load: = 18.9 psf 18.9 psf United Structural Design LLC JOB TITLE 24 - 2321 ARLINGTON MUNICIPAL AIRPORT 2058 S. Dobson Rd. Ste 10 9 of 83 Mesa, AZ JOB NO. SHEET NO. 480-454-6408 CALCULATED BY DATE CHECKED BY DATE Seismic Loads: IBC 2018 Strength Level Forces Risk Category : II Importance Factor (Ie) : 1.00 Site Class : D - code default Ss (0.2 sec) = 104.50 %g S1 (1.0 sec) = 37.30 %g A site specific ground motion analysis is required for seismically isolated structures or with damping systems, see ASCE7 11.4.8 Fa = 1.200 Sms = 1.254 SDS = 0.836 Design Category = D Fv = 1.927 Sm1 = 0.719 SD1 = 0.479 Design Category = D Seismic Design Category = D Redundancy Coefficient Ï = 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Steel ordinary cantilever column system System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) = 15.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.25 Over-Strength Factor (Î©o) = 1.25 Deflection Amplification Factor (Cd) = 1.25 SDS = 0.836 SD1 = 0.479 Seismic Load Effect (E) = Eh +/-Ev = Ï QE +/- 0.2SDS D = Qe +/- 0.167D QE = horizontal seismic force Special Seismic Load Effect (Em) = Emh +/- Ev = Î©o QE +/- 0.2SDS D = 1.25Qe +/-0.167D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = C h x = 0.152 sec x= 0.75 Tmax = CuTa = 0.213 sec T n User calculated fundamental period = T = 0.152 sec Long Period Transition Period (TL) = ASCE7 map = 6 sec Seismic response coef. (Cs) = SdsI/R = 0.669 ASCE7 11.4.8 exception 2 equations used but not less than Cs = 0.044SdsI = 0.037 USE Cs = 0.669 Design Base Shear V = 0.669W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Î”a = 0.020hsx where hsx is the story height below level x 10 of 83 ASCE Hazards Report Address: Standard: ASCE/SEI 7-16 Latitude: 48.185775 59th Ave NE Risk Category: II Longitude: -122.150895 Arlington, Washington Soil Class: D - Default (see Elevation: 65.08843687941784 ft 98223 Section 11.4.3) (NAVD 88) Wind Results: Wind Speed 98 Vmph 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1â€“CC.2-4, and Section 26.5.2 Date Accessed: Mon Feb 05 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.org/ Page 1 of 3 Mon Feb 05 2024 11 of 83 Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS : 1.045 SD1 : N/A S1 : 0.373 TL : 6 Fa : 1.2 PGA : 0.444 Fv : N/A PGA M : 0.532 SMS : 1.254 FPGA : 1.2 SM1 : N/A Ie : 1 SDS : 0.836 Cv : 1.309 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Feb 05 2024 Date Source: USGS Seismic Design Maps https://ascehazardtool.org/ Page 2 of 3 Mon Feb 05 2024 12 of 83 Snow Results: 2 Ground Snow Load, p : 17 lb/ft g Mapped Elevation: 65.1 ft Data Source: Date Accessed: Mon Feb 05 2024 Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported â€˜elevationâ€™ and â€˜mapped elevationâ€™ differ significantly from each other. The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided â€œas isâ€ and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. https://ascehazardtool.org/ Page 3 of 3 Mon Feb 05 2024 13 of 83 14 of 83 TYPICAL KEPLAN David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com 15 of 83 PURLIN DESIGN Purlin Span : 18.0 ft Purlin Tributary Width: 4.6 ft Dead Load Dead Load : 1.5 psf (Plus Self Weight) WDL : 6.9 plf 18.0 ft Roof Live Load Roof Live Load : 20.0 psf WRLL : 92.4 plf Snow Load Snow Load : 25.0 psf WSL : 115.5 plf Wind Load Wind Load : 22.9 psf WWL : 106.0 plf Wind Uplift Load : -20.3 psf WWL : -94.0 plf See Output for Purlin Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com 16 of 83 CFS Version 13.0.2 Page 1 Section: 10x3x14 Ga - 55 ksi.cfss akozic Channel 8x3.5x0.88x0.0579 USD Rev. Date: 12/22/2022 12:43:33 PM By: bbwil Printed: 2/12/2024 12:26:58 AM 17 of 83 CFS Version 13.0.2 Page 1 Section: 10x3x14 Ga - 55 ksi.cfss akozic Channel 8x3.5x0.88x0.0579 USD Rev. Date: 12/22/2022 12:43:33 PM By: bbwil Printed: 2/12/2024 12:26:58 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A1011 HSLAS Grade 55/1 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Torsion Constant Override, J 0 inâ´ Warping Constant Override, Cw 0 inâ¶ Stiffened Channel, Thickness 0.0689 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 270.000 0.18750 None 0.000 0.000 0.406 2 3.000 180.000 0.18750 Single 0.000 0.000 1.500 3 10.000 90.000 0.18750 Cee 0.000 0.000 5.000 4 3.000 0.000 0.18750 Single 0.000 0.000 1.500 5 0.813 -90.000 0.18750 None 0.000 0.000 0.406 18 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Purlin - McElroy - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:26:52 AM By: akozic Printed: 2/12/2024 12:26:58 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 10x3x14 Ga - 55 ksi.cfss 12/22/2022 12:43:33 PM Material Area Length Weight (inÂ²) (ft) (k) 1 A1011 HSLAS Grade 55/1 1.1691 18.000 0.071550 Total 18.000 0.071550 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 18.000 None 0.0000 0.0000 30.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XT 9.000 1.00 No 1.0000 3 XYT 18.000 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.00690 -0.00690 k/ft Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.09240 -0.09240 k/ft 19 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Purlin - McElroy - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:26:52 AM By: akozic Printed: 2/12/2024 12:26:58 AM Loading: Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.11550 -0.11550 k/ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.10600 -0.10600 k/ft Loading: Wind Uplift Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.09400 0.09400 k/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 Load Combination: D+0.6W+ Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: D+0.75(0.6W+ + S) Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 0.750 4 Wind Load 0.450 20 of 83 CFS Version 13.0.2 Page 3 Analysis: Typical Purlin - McElroy - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:26:52 AM By: akozic Printed: 2/12/2024 12:26:58 AM Load Combination: 0.6D+0.6W+ Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Uplift 0.600 Load Combination: D+0.6W- Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 Load Combination: D+0.6W+ + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 4 Snow Load 0.500 Load Combination: D+0.6W- + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 4 Snow Load 0.500 Load Combination: D+0.3W+ + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Wind Load 0.300 Load Combination: D+0.3W- + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Wind Uplift 0.300 21 of 83 CFS Version 13.0.2 Page 4 Analysis: Typical Purlin - McElroy - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:26:52 AM By: akozic Printed: 2/12/2024 12:26:58 AM Load Combination: D+S+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Earthquake 0.714 Load Combination: 0.9D+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 0.900 3 Earthquake 0.714 Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D+0.3W+ + S Design Parameters at 9.000 ft, Left side: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x3x14 Ga - 55 ksi.cfss Material Type: A1011 HSLAS Grade 55/1, Fy=55 ksi Cbx 1.2987 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 30.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.000 6.4061 0.000 0.0000 0.000 Applied 0.000 6.4061 0.000 0.0000 0.000 Strength 10.275 6.4763 3.068 1.3164 7.069 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.989 + 0.000 = 0.989 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.710 + 0.000)= 0.842 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 22 of 83 CFS Version 13.0.2 Page 1 Section: 10x3.5x14 Ga - 80 ksi.cfss akozic Channel 8x3.5x0.88x0.0579 USD Rev. Date: 12/21/2022 1:18:17 PM By: bbwil Printed: 2/12/2024 12:28:15 AM 23 of 83 CFS Version 13.0.2 Page 1 Section: 10x3.5x14 Ga - 80 ksi.cfss akozic Channel 8x3.5x0.88x0.0579 USD Rev. Date: 12/21/2022 1:18:17 PM By: bbwil Printed: 2/12/2024 12:28:15 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A653 HSLAS Grade 80 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 inâ´ Warping Constant Override, Cw 0 inâ¶ Stiffened Channel, Thickness 0.075 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 270.000 0.25000 None 0.000 0.000 0.313 2 3.500 180.000 0.25000 Single 0.000 0.000 1.750 3 10.000 90.000 0.25000 Cee 0.000 0.000 5.000 4 2.500 0.000 0.25000 Single 0.000 0.000 1.250 5 0.625 -90.000 0.25000 None 0.000 0.000 0.313 24 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Purlin - Powers - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:28:09 AM By: akozic Printed: 2/12/2024 12:28:15 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 10x3.5x14 Ga - 80 ksi.cfss 12/21/2022 1:18:17 PM Material Area Length Weight (inÂ²) (ft) (k) 1 A653 HSLAS Grade 80 1.2342 18.000 0.075535 Total 18.000 0.075535 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 18.000 None 0.0000 0.0000 30.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XT 9.000 1.00 No 1.0000 3 XYT 18.000 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.00690 -0.00690 k/ft Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.09240 -0.09240 k/ft 25 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Purlin - Powers - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:28:09 AM By: akozic Printed: 2/12/2024 12:28:15 AM Loading: Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.11550 -0.11550 k/ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.10600 -0.10600 k/ft Loading: Wind Uplift Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.09400 0.09400 k/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 Load Combination: D+0.6W+ Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: D+0.75(0.6W+ + S) Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 0.750 4 Wind Load 0.450 26 of 83 CFS Version 13.0.2 Page 3 Analysis: Typical Purlin - Powers - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:28:09 AM By: akozic Printed: 2/12/2024 12:28:15 AM Load Combination: 0.6D+0.6W+ Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Uplift 0.600 Load Combination: D+0.6W- Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 Load Combination: D+0.6W+ + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 4 Snow Load 0.500 Load Combination: D+0.6W- + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 4 Snow Load 0.500 Load Combination: D+0.3W+ + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Wind Load 0.300 Load Combination: D+0.3W- + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Wind Uplift 0.300 27 of 83 CFS Version 13.0.2 Page 4 Analysis: Typical Purlin - Powers - 2021 IBC Load Combinations.cfsa akozic 18 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:28:09 AM By: akozic Printed: 2/12/2024 12:28:15 AM Load Combination: D+S+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Earthquake 0.714 Load Combination: 0.9D+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 0.900 3 Earthquake 0.714 Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D+0.3W+ + S Design Parameters at 9.000 ft, Left side: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x3.5x14 Ga - 80 ksi.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.6667 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 30.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.000 6.4151 0.000 0.0000 0.000 Applied 0.000 6.4151 0.000 0.0000 0.000 Strength 8.073 7.0745 4.015 1.2126 10.575 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.907 + 0.000 = 0.907 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.414 + 0.000)= 0.643 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 28 of 83 PANEL STRUCTURE (COPY SECTION IMAGE HERE) David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com 29 of 83 BEAM DESIGN Beam Span1 : 18.25 ft Beam Trib Width : 18.0 ft Dead Load Dead Load : 3.5 psf (PLUS SELF WEIGHT) WDL : 63.0 plf Roof Live Load Roof Live Load : 20.0 psf Roof Live Load Reduced: 17.4 psf WRLL : 360.0 plf WRLL Reduced : 313.7 plf 18.3 ft Snow Load Snow Load : 25.0 psf WSL : 450.0 plf Wind Load Wind Load : 22.9 psf WWL : 413.1 plf See Output for Column Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com 30 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:20:46 AM 31 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:20:46 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A653 HSLAS Grade 70 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 70 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 175.51 inâ´ Warping Constant Override, Cw 234.02 inâ¶ Connector Spacing 0 in Left Channel, Thickness 0.1337 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 270.000 0.18750 None 0.000 0.000 0.406 2 4.000 180.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 0.000 0.18750 Single 0.000 0.000 2.000 5 0.813 -90.000 0.18750 None 0.000 0.000 0.406 Right Channel, Thickness 0.1337 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 -90.000 0.18750 None 0.000 0.000 0.406 2 4.000 0.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 180.000 0.18750 Single 0.000 0.000 2.000 5 0.813 270.000 0.18750 None 0.000 0.000 0.406 Left Insert, Thickness 0.1337 in Placement of Part from Origin: X to left edge -3.865 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.250 180.000 0.18750 None 0.000 0.000 1.125 2 15.500 -90.000 0.18750 None 0.000 0.000 7.750 3 2.250 0.000 0.18750 None 0.000 0.000 1.125 32 of 83 CFS Version 13.0.2 Page 2 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:20:46 AM Right Insert, Thickness 0.1337 in Placement of Part from Origin: X to right edge 3.865 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.250 0.000 0.18750 None 0.000 0.000 1.125 2 15.500 90.000 0.18750 None 0.000 0.000 7.750 3 2.250 180.000 0.18750 None 0.000 0.000 1.125 33 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi.cfss akozic Box 16x4x1x0.1337 USD Rev. Date: 2/12/2024 12:18:40 AM By: akozic Printed: 2/12/2024 12:20:46 AM 34 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi.cfss akozic Box 16x4x1x0.1337 USD Rev. Date: 2/12/2024 12:18:40 AM By: akozic Printed: 2/12/2024 12:20:47 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A1011 HSLAS Grade 70/1 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 70 ksi Tensile Strength, Fu 85 ksi Torsion Constant Override, J 175.51 inâ´ Warping Constant Override, Cw 234.02 inâ¶ Connector Spacing 0 in Left Channel, Thickness 0.1337 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 270.000 0.18750 None 0.000 0.000 0.406 2 4.000 180.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 0.000 0.18750 Single 0.000 0.000 2.000 5 0.813 -90.000 0.18750 None 0.000 0.000 0.406 Right Channel, Thickness 0.1337 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 -90.000 0.18750 None 0.000 0.000 0.406 2 4.000 0.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 180.000 0.18750 Single 0.000 0.000 2.000 5 0.813 270.000 0.18750 None 0.000 0.000 0.406 35 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:19:21 AM By: akozic Printed: 2/12/2024 12:20:47 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Double 16x4x10 Ga - 70 ksi - Insert.cfss 3/2/2021 3:03:37 PM 2 Double 16x4x10 Ga - 70 ksi.cfss 2/12/2024 12:18:40 AM Material Area Length Weight (inÂ²) (ft) (k) 1 A653 HSLAS Grade 70 11.810 4.500 0.18070 2 A1011 HSLAS Grade 70/1 6.592 13.600 0.30483 Total 18.100 0.48553 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 4.500 None 0.0000 0.0000 20.000 0.000 0.000 2 4.500 18.100 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYTRxRy 0.000 2.00 No 1.0000 2 XT 18.100 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.06300 -0.06300 k/ft Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.31370 -0.31370 k/ft 36 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:19:21 AM By: akozic Printed: 2/12/2024 12:20:47 AM Loading: Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.45000 -0.45000 k/ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.41380 -0.41380 k/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+0.6W+ Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: 0.6D+0.6W Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Load 0.600 Load Combination: D+0.6W- Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 37 of 83 CFS Version 13.0.2 Page 3 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:19:21 AM By: akozic Printed: 2/12/2024 12:20:47 AM Load Combination: D+0.6W+ + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 4 Snow Load 0.500 Load Combination: D+0.6W- + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 4 Snow Load 0.500 Load Combination: D+0.3W+ + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.300 4 Snow Load 1.000 Load Combination: D+0.3W- + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.300 4 Snow Load 1.000 Load Combination: D+S+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Earthquake Load 0.714 Load Combination: 0.9D+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 0.900 3 Earthquake Load 0.714 38 of 83 CFS Version 13.0.2 Page 4 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:19:21 AM By: akozic Printed: 2/12/2024 12:20:47 AM Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D+0.3W+ + S Design Parameters at 0.000 ft, Right side: Lx 18.100 ft Ly 18.100 ft Lt 18.100 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss Material Type: A653 HSLAS Grade 70, Fy=70 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.00 -108.22 12.02 0.00 0.00 Applied 0.00 -108.22 12.02 0.00 0.00 Strength 145.79 108.69 27.70 58.65 47.14 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.996 + 0.000 = 0.996 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.651 + 0.188)= 0.916 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 39 of 83 CFS Version 13.0.2 Page 1 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss akozic Channel 16x4x0.75x0.105 USD Rev. Date: 11/2/2022 10:24:28 AM By: akozic Printed: 2/12/2024 12:24:08 AM 40 of 83 CFS Version 13.0.2 Page 1 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss akozic Channel 16x4x0.75x0.105 USD Rev. Date: 11/2/2022 10:24:28 AM By: akozic Printed: 2/12/2024 12:24:08 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A653 HSLAS Grade 80 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 inâ´ Warping Constant Override, Cw 0 inâ¶ Stiffened Channel, Thickness 0.25 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 270.000 0.50000 None 0.000 0.000 0.375 2 4.000 180.000 0.50000 Single 0.000 0.000 2.000 3 16.000 90.000 0.50000 Cee 0.000 0.000 8.000 4 3.550 0.000 0.50000 Single 0.000 0.000 1.775 5 0.473 -35.000 0.50000 None 0.000 0.000 0.125 6 0.473 0.000 0.50000 None 0.000 0.000 0.125 7 0.473 35.000 0.50000 None 0.000 0.000 0.125 8 3.550 0.000 0.50000 Single 0.000 0.000 1.775 9 16.000 -90.000 0.50000 Cee 0.000 0.000 8.000 10 4.000 180.000 0.50000 Single 0.000 0.000 2.000 11 0.750 90.000 0.50000 None 0.000 0.000 0.375 Direct Strength Parameters Prequalified Section: Yes Compression: Pcrl/Py = 0.13471 Pcrd/Py =1000.00000 Positive Mx: Mcrl/My = 0.63278 Mcrd/My = 0.57077 Negative Mx: Mcrl/My = 0.81104 Mcrd/My = 0.60934 Positive My: Mcrl/My = 0.14311 Mcrd/My =1000.00000 Negative My: Mcrl/My = 0.14311 Mcrd/My =1000.00000 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 41 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:23:49 AM By: akozic Printed: 2/12/2024 12:24:08 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss 11/2/2022 10:24:28 AM Material Area Length Weight (inÂ²) (ft) (k) 1 A653 HSLAS Grade 80 11.636 18.100 0.71609 Total 18.100 0.71609 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 18.100 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYTRxRy 0.000 2.00 No 1.0000 2 XT 18.100 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.06300 -0.06300 k/ft Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.31370 -0.31370 k/ft 42 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:23:49 AM By: akozic Printed: 2/12/2024 12:24:08 AM Loading: Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.45000 -0.45000 k/ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.100 -0.41380 -0.41380 k/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+0.6W+ Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: 0.6D+0.6W Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Load 0.600 Load Combination: D+0.6W- Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 43 of 83 CFS Version 13.0.2 Page 3 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:23:49 AM By: akozic Printed: 2/12/2024 12:24:08 AM Load Combination: D+0.6W+ + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 4 Snow Load 0.500 Load Combination: D+0.6W- + 0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.600 4 Snow Load 0.500 Load Combination: D+0.3W+ + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.300 4 Snow Load 1.000 Load Combination: D+0.3W- + S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Uplift 0.300 4 Snow Load 1.000 Load Combination: D+S+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 4 Earthquake Load 0.714 Load Combination: 0.9D+E/1.4 Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 0.900 3 Earthquake Load 0.714 44 of 83 CFS Version 13.0.2 Page 4 Analysis: Typical Beam - AK.cfsa akozic 18.2 ft Span Simple Beam USD Rev. Date: 2/12/2024 12:23:49 AM By: akozic Printed: 2/12/2024 12:24:08 AM Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D+0.3W+ + S Design Parameters at 0.000 ft, Right side: Lx 18.100 ft Ly 18.100 ft Lt 18.100 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.6667 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.00 -110.85 12.25 0.00 0.00 Applied 0.00 -110.85 12.25 0.00 0.00 Strength 83.20 126.17 166.45 57.53 75.95 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.879 + 0.000 = 0.879 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.513 + 0.005)= 0.720 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 45 of 83 2D ANALYSIS AND COLUMN DESIGN Beam Span1 : 5.00 ft Beam Span2 : 18.20 ft Structure Clear Height : 10.0 ft Beam Trib Width : 18.0 ft Fascia Thickness T1 : 1.0 ft Structure Tilt : 5.0 deg 2D Analysis Nodes X Y 1: Base : 0.0000 0.0000 2: Beam/Column Intersection : 0.0000 11.4317 (COPY SECTION IMAGE HERE) 3: Left End Beam : -4.9813 11.0000 4: Right End Beam : 18.1320 13.0032 Dead Load Dead Load : 5.0 psf WDL : 90.0 plf Roof Live Load Roof Live Load : 15.6 psf WRLL : 281.7 plf Snow Load Snow Load : 25.0 psf WSL : 450.0 plf Wind Load Wind Direction Wind Direction Wind Flow Load Case Æ” = 0 deg Î³ = 180 deg Cnw Cnl Cnw Cnl A p = 18.8 psf 4.7 psf 0.00 B p = -17.2 psf -1.6 psf WIND 1 WIND 5 Fascia Shear Wnw = 338.5 plf Wnw = Vf = 0.8 k Wnl = 84.6 plf Wnl = WIND 2 WIND 6 Wnw = 84.6 plf Wnw = Wnl = 338.5 plf Wnl = WIND 3 WIND 7 Wnw = -310.3 plf Wnw = Wnl = -28.2 plf Wnl = WIND 4 WIND 8 Wnw = -28.2 plf Wnw = Wnl = -310.3 plf Wnl = Seismic Load Column Design WDL : 144.0 plf Strong Axis (From 2D Analysis) Weak Axis (Seismic) Cs : 0.669 Pu : 13.6 k Pu : 4.8 k Î©o = 1.250 Vu : 2.0 k Vu : 1.6 k VEQ : 2.2 k Mu : 94.2 k-ft Mu : 17.9 k-ft Ï : 1 (Weak Axis) VEQ : 2.9 k Ï : 1.3 (Strong Axis) See Output for Column Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com Current Date: 2/12/2024 12:37 AM 46 of 83 Units system: English File name: P:\2024\240048 - 24-2321 Carport Canopy\Calculations\04 - X Panel\2D Analysis.retx 47 of 83 Current Date: 2/12/2024 12:37 AM Units system: English File name: P:\2024\240048 - 24-2321 Carport Canopy\Calculations\04 - X Panel\2D Analysis.retx Geometry data Nodes Node X Y Z Rigid Floor [ft] [ft] [ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 -4.9813 11.00 0.00 0 2 0.00 11.4317 0.00 0 3 18.132 13.0032 0.00 0 4 0.00 0.00 0.00 0 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Restraints Node TX TY TZ RX RY RZ ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 4 1 1 1 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 1 1 3 Beam W 12X30 A992 Gr50 0.00 0.00 0.00 2 4 2 Column W 12X30 A992 Gr50 0.00 0.00 0.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Glossary Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Page1 48 of 83 Current Date: 2/12/2024 12:37 AM Units system: English File name: P:\2024\240048 - 24-2321 Carport Canopy\Calculations\04 - X Panel\2D Analysis.retx Load data Load Conditions Condition Description Comb. Category ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DL Dead Load No DL EQX Seismic - Strong Axis No EQ EQZ Seismic - Weak Axis No EQ RLL Roof Live Load No LLR SL Snow Load No SNOW W1 Wind 1 No WIND W2 Wind 2 No WIND W3 Wind 3 No WIND W4 Wind 4 No WIND W5 Wind 5 No WIND W6 Wind 6 No WIND W7 Wind 7 No WIND W8 Wind 8 No WIND D1 1.4DL Yes D10 1.2DL+1.6SL+0.5W7 Yes D11 1.2DL+1.6SL+0.5W8 Yes D12 1.2DL+W1 Yes D13 1.2DL+W2 Yes D14 1.2DL+W3 Yes D15 1.2DL+W4 Yes D16 1.2DL+W5 Yes D17 1.2DL+W6 Yes D18 1.2DL+W7 Yes D19 1.2DL+W8 Yes D2 1.2DL+1.6RLL Yes D20 1.2DL+0.5SL+W1 Yes D21 1.2DL+0.5SL+W2 Yes D22 1.2DL+0.5SL+W3 Yes D23 1.2DL+0.5SL+W4 Yes D24 1.2DL+0.5SL+W5 Yes D25 1.2DL+0.5SL+W6 Yes D26 1.2DL+0.5SL+W7 Yes D27 1.2DL+0.5SL+W8 Yes D28 0.9DL+W1 Yes D29 0.9DL+W2 Yes D3 1.2DL+1.6SL Yes D30 0.9DL+W3 Yes D31 0.9DL+W4 Yes D32 0.9DL+W5 Yes D33 0.9DL+W6 Yes D34 0.9DL+W7 Yes D35 0.9DL+W8 Yes D36 1.2DL+EQX Yes D37 1.2DL+EQZ Yes D38 1.2DL+EQX+0.2SL Yes D39 1.2DL+EQZ+0.2SL Yes D4 1.2DL+1.6SL+0.5W1 Yes D40 0.9DL+EQX Yes D41 0.9DL+EQZ Yes D5 1.2DL+1.6SL+0.5W2 Yes D6 1.2DL+1.6SL+0.5W3 Yes D7 1.2DL+1.6SL+0.5W4 Yes D8 1.2DL+1.6SL+0.5W5 Yes D9 1.2DL+1.6SL+0.5W6 Yes S1 DL Yes S10 DL+0.6W7 Yes S11 DL+0.6W8 Yes S12 DL+0.7EQX Yes S13 DL+0.7EQZ Yes S14 DL+0.75SL+0.45W1 Yes S15 DL+0.75SL+0.45W2 Yes Page1 49 of 83 S16 DL+0.75SL+0.45W3 Yes S17 DL+0.75SL+0.45W4 Yes S18 DL+0.75SL+0.45W5 Yes S19 DL+0.75SL+0.45W6 Yes S2 DL+RLL Yes S20 DL+0.75SL+0.45W7 Yes S21 DL+0.75SL+0.45W8 Yes S22 0.6DL+0.6W1 Yes S23 0.6DL+0.6W2 Yes S24 0.6DL+0.6W3 Yes S25 0.6DL+0.6W4 Yes S26 0.6DL+0.6W5 Yes S27 0.6DL+0.6W6 Yes S28 0.6DL+0.6W7 Yes S29 0.6DL+0.6W8 Yes S3 DL+SL Yes S30 DL+0.53EQX Yes S31 DL+0.53EQZ Yes S32 DL+0.53EQX+0.75SL Yes S33 DL+0.53EQZ+0.75SL Yes S34 0.6DL-0.7EQX Yes S35 0.6DL-0.7EQZ Yes S4 DL+0.6W1 Yes S5 DL+0.6W2 Yes S6 DL+0.6W3 Yes S7 DL+0.6W4 Yes S8 DL+0.6W5 Yes S9 DL+0.6W6 Yes ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Load on nodes Condition Node FX FY FZ MX MY MZ [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- EQX 2 2.90 0.00 0.00 0.00 0.00 0.00 EQZ 2 0.00 0.00 2.20 0.00 0.00 0.00 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Distributed force on members Condition Member Dir1 Val1 Val2 Dist1 % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ DL 1 Y -0.09 -0.09 0.00 Yes 100.00 Yes RLL 1 Y -0.282 -0.282 0.00 Yes 100.00 Yes SL 1 Y -0.45 -0.45 0.00 Yes 100.00 Yes W1 1 2 -0.339 -0.339 0.00 Yes 50.00 Yes 2 -0.085 -0.085 50.00 Yes 100.00 Yes W2 1 2 -0.339 -0.339 50.00 Yes 100.00 Yes 2 -0.085 -0.085 0.00 Yes 50.00 Yes W3 1 2 0.311 0.311 50.00 Yes 100.00 Yes 2 0.029 0.029 0.00 Yes 50.00 Yes W4 1 2 0.311 0.311 0.00 Yes 50.00 Yes 2 0.029 0.029 50.00 Yes 100.00 Yes ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MultX MultY MultZ ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ DL Dead Load No 0.00 -1.00 0.00 EQX Seismic - Strong Axis No 0.00 0.00 0.00 EQZ Seismic - Weak Axis No 0.00 0.00 0.00 RLL Roof Live Load No 0.00 0.00 0.00 Page2 50 of 83 SL Snow Load No 0.00 0.00 0.00 W1 Wind 1 No 0.00 0.00 0.00 W2 Wind 2 No 0.00 0.00 0.00 W3 Wind 3 No 0.00 0.00 0.00 W4 Wind 4 No 0.00 0.00 0.00 W5 Wind 5 No 0.00 0.00 0.00 W6 Wind 6 No 0.00 0.00 0.00 W7 Wind 7 No 0.00 0.00 0.00 W8 Wind 8 No 0.00 0.00 0.00 D1 1.4DL Yes 0.00 0.00 0.00 D10 1.2DL+1.6SL+0.5W7 Yes 0.00 0.00 0.00 D11 1.2DL+1.6SL+0.5W8 Yes 0.00 0.00 0.00 D12 1.2DL+W1 Yes 0.00 0.00 0.00 D13 1.2DL+W2 Yes 0.00 0.00 0.00 D14 1.2DL+W3 Yes 0.00 0.00 0.00 D15 1.2DL+W4 Yes 0.00 0.00 0.00 D16 1.2DL+W5 Yes 0.00 0.00 0.00 D17 1.2DL+W6 Yes 0.00 0.00 0.00 D18 1.2DL+W7 Yes 0.00 0.00 0.00 D19 1.2DL+W8 Yes 0.00 0.00 0.00 D2 1.2DL+1.6RLL Yes 0.00 0.00 0.00 D20 1.2DL+0.5SL+W1 Yes 0.00 0.00 0.00 D21 1.2DL+0.5SL+W2 Yes 0.00 0.00 0.00 D22 1.2DL+0.5SL+W3 Yes 0.00 0.00 0.00 D23 1.2DL+0.5SL+W4 Yes 0.00 0.00 0.00 D24 1.2DL+0.5SL+W5 Yes 0.00 0.00 0.00 D25 1.2DL+0.5SL+W6 Yes 0.00 0.00 0.00 D26 1.2DL+0.5SL+W7 Yes 0.00 0.00 0.00 D27 1.2DL+0.5SL+W8 Yes 0.00 0.00 0.00 D28 0.9DL+W1 Yes 0.00 0.00 0.00 D29 0.9DL+W2 Yes 0.00 0.00 0.00 D3 1.2DL+1.6SL Yes 0.00 0.00 0.00 D30 0.9DL+W3 Yes 0.00 0.00 0.00 D31 0.9DL+W4 Yes 0.00 0.00 0.00 D32 0.9DL+W5 Yes 0.00 0.00 0.00 D33 0.9DL+W6 Yes 0.00 0.00 0.00 D34 0.9DL+W7 Yes 0.00 0.00 0.00 D35 0.9DL+W8 Yes 0.00 0.00 0.00 D36 1.2DL+EQX Yes 0.00 0.00 0.00 D37 1.2DL+EQZ Yes 0.00 0.00 0.00 D38 1.2DL+EQX+0.2SL Yes 0.00 0.00 0.00 D39 1.2DL+EQZ+0.2SL Yes 0.00 0.00 0.00 D4 1.2DL+1.6SL+0.5W1 Yes 0.00 0.00 0.00 D40 0.9DL+EQX Yes 0.00 0.00 0.00 D41 0.9DL+EQZ Yes 0.00 0.00 0.00 D5 1.2DL+1.6SL+0.5W2 Yes 0.00 0.00 0.00 D6 1.2DL+1.6SL+0.5W3 Yes 0.00 0.00 0.00 D7 1.2DL+1.6SL+0.5W4 Yes 0.00 0.00 0.00 D8 1.2DL+1.6SL+0.5W5 Yes 0.00 0.00 0.00 D9 1.2DL+1.6SL+0.5W6 Yes 0.00 0.00 0.00 S1 DL Yes 0.00 0.00 0.00 S10 DL+0.6W7 Yes 0.00 0.00 0.00 S11 DL+0.6W8 Yes 0.00 0.00 0.00 S12 DL+0.7EQX Yes 0.00 0.00 0.00 S13 DL+0.7EQZ Yes 0.00 0.00 0.00 S14 DL+0.75SL+0.45W1 Yes 0.00 0.00 0.00 S15 DL+0.75SL+0.45W2 Yes 0.00 0.00 0.00 S16 DL+0.75SL+0.45W3 Yes 0.00 0.00 0.00 S17 DL+0.75SL+0.45W4 Yes 0.00 0.00 0.00 S18 DL+0.75SL+0.45W5 Yes 0.00 0.00 0.00 S19 DL+0.75SL+0.45W6 Yes 0.00 0.00 0.00 S2 DL+RLL Yes 0.00 0.00 0.00 S20 DL+0.75SL+0.45W7 Yes 0.00 0.00 0.00 S21 DL+0.75SL+0.45W8 Yes 0.00 0.00 0.00 S22 0.6DL+0.6W1 Yes 0.00 0.00 0.00 S23 0.6DL+0.6W2 Yes 0.00 0.00 0.00 S24 0.6DL+0.6W3 Yes 0.00 0.00 0.00 S25 0.6DL+0.6W4 Yes 0.00 0.00 0.00 S26 0.6DL+0.6W5 Yes 0.00 0.00 0.00 S27 0.6DL+0.6W6 Yes 0.00 0.00 0.00 S28 0.6DL+0.6W7 Yes 0.00 0.00 0.00 S29 0.6DL+0.6W8 Yes 0.00 0.00 0.00 Page3 51 of 83 S3 DL+SL Yes 0.00 0.00 0.00 S30 DL+0.53EQX Yes 0.00 0.00 0.00 S31 DL+0.53EQZ Yes 0.00 0.00 0.00 S32 DL+0.53EQX+0.75SL Yes 0.00 0.00 0.00 S33 DL+0.53EQZ+0.75SL Yes 0.00 0.00 0.00 S34 0.6DL-0.7EQX Yes 0.00 0.00 0.00 S35 0.6DL-0.7EQZ Yes 0.00 0.00 0.00 S4 DL+0.6W1 Yes 0.00 0.00 0.00 S5 DL+0.6W2 Yes 0.00 0.00 0.00 S6 DL+0.6W3 Yes 0.00 0.00 0.00 S7 DL+0.6W4 Yes 0.00 0.00 0.00 S8 DL+0.6W5 Yes 0.00 0.00 0.00 S9 DL+0.6W6 Yes 0.00 0.00 0.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Glossary Comb : Indicates if load condition is a load combination Page4 52 of 83 Current Date: 2/12/2024 12:38 AM Units system: English File name: P:\2024\240048 - 24-2321 Carport Canopy\Calculations\04 - X Panel\2D Analysis.retx Analysis result Members Maximum forces at members Condition : S1=DL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 0.00 0.00 0.00 0.00 -18.26 Min -3.12 0.00 0.00 0.00 0.00 -18.26 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S10=DL+0.6W7 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 0.00 0.00 0.00 0.00 -18.26 Min -3.12 0.00 0.00 0.00 0.00 -18.26 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S11=DL+0.6W8 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 0.00 0.00 0.00 0.00 -18.26 Min -3.12 0.00 0.00 0.00 0.00 -18.26 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S12=DL+0.7EQX Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 2.03 0.00 0.00 0.00 -18.26 Min -3.12 2.03 0.00 0.00 0.00 -41.47 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S13=DL+0.7EQZ Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 0.00 -1.54 0.00 0.00 -18.26 Min -3.12 0.00 -1.54 0.00 -17.60 -18.26 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Page1 53 of 83 Condition : S14=DL+0.75SL+0.45W1 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 9.61 0.00 0.00 0.00 0.00 Min -0.71 -3.00 0.00 0.00 0.00 -82.14 MEMBER 2 Max -12.81 0.19 0.00 0.00 0.00 -76.67 Min -13.15 0.19 0.00 0.00 0.00 -78.85 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S15=DL+0.75SL+0.45W2 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 10.20 0.00 0.00 0.00 0.00 Min -0.71 -2.43 0.00 0.00 0.00 -95.96 MEMBER 2 Max -12.81 0.19 0.00 0.00 0.00 -92.05 Min -13.15 0.19 0.00 0.00 0.00 -94.23 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S16=DL+0.75SL+0.45W3 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 6.48 0.00 0.00 0.00 0.00 Min -0.71 -2.18 0.00 0.00 0.00 -53.59 MEMBER 2 Max -8.84 -0.15 0.00 0.00 0.00 -47.75 Min -9.18 -0.15 0.00 0.00 0.00 -49.50 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S17=DL+0.75SL+0.45W4 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 7.15 0.00 0.00 0.00 0.00 Min -0.71 -1.56 0.00 0.00 0.00 -68.94 MEMBER 2 Max -8.84 -0.15 0.00 0.00 0.00 -64.82 Min -9.18 -0.15 0.00 0.00 0.00 -66.57 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S18=DL+0.75SL+0.45W5 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 8.19 0.00 0.00 0.00 0.00 Min -0.71 -2.25 0.00 0.00 0.00 -73.63 MEMBER 2 Max -10.61 0.00 0.00 0.00 0.00 -69.75 Min -10.95 0.00 0.00 0.00 0.00 -69.75 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S19=DL+0.75SL+0.45W6 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 8.19 0.00 0.00 0.00 0.00 Min -0.71 -2.25 0.00 0.00 0.00 -73.63 MEMBER 2 Max -10.61 0.00 0.00 0.00 0.00 -69.75 Min -10.95 0.00 0.00 0.00 0.00 -69.75 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Page2 54 of 83 Condition : S2=DL+RLL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.17 7.20 0.00 0.00 0.00 0.00 Min -0.62 -1.97 0.00 0.00 0.00 -64.69 MEMBER 2 Max -9.32 0.00 0.00 0.00 0.00 -61.28 Min -9.66 0.00 0.00 0.00 0.00 -61.28 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S20=DL+0.75SL+0.45W7 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 8.19 0.00 0.00 0.00 0.00 Min -0.71 -2.25 0.00 0.00 0.00 -73.63 MEMBER 2 Max -10.61 0.00 0.00 0.00 0.00 -69.75 Min -10.95 0.00 0.00 0.00 0.00 -69.75 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S21=DL+0.75SL+0.45W8 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 8.19 0.00 0.00 0.00 0.00 Min -0.71 -2.25 0.00 0.00 0.00 -73.63 MEMBER 2 Max -10.61 0.00 0.00 0.00 0.00 -69.75 Min -10.95 0.00 0.00 0.00 0.00 -69.75 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S22=0.6DL+0.6W1 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 3.18 0.00 0.00 0.00 0.00 Min -0.11 -1.36 0.00 0.00 0.00 -22.91 MEMBER 2 Max -4.61 0.25 0.00 0.00 0.00 -20.18 Min -4.81 0.25 0.00 0.00 0.00 -23.09 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S23=0.6DL+0.6W2 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 3.97 0.00 0.00 0.00 0.00 Min -0.11 -0.60 0.00 0.00 0.00 -41.34 MEMBER 2 Max -4.61 0.25 0.00 0.00 0.00 -40.69 Min -4.81 0.25 0.00 0.00 0.00 -43.60 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S24=0.6DL+0.6W3 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 0.00 0.00 0.00 0.00 15.15 Min -0.11 -1.33 0.00 0.00 0.00 -0.66 MEMBER 2 Max 0.69 -0.20 0.00 0.00 0.00 18.38 Min 0.49 -0.20 0.00 0.00 0.00 16.04 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Page3 55 of 83 Condition : S25=0.6DL+0.6W4 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 0.63 0.00 0.00 0.00 1.40 Min -0.11 -0.11 0.00 0.00 0.00 -5.36 MEMBER 2 Max 0.69 -0.20 0.00 0.00 0.00 -4.39 Min 0.49 -0.20 0.00 0.00 0.00 -6.72 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S26=0.6DL+0.6W5 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 1.29 0.00 0.00 0.00 0.00 Min -0.11 -0.35 0.00 0.00 0.00 -11.57 MEMBER 2 Max -1.67 0.00 0.00 0.00 0.00 -10.96 Min -1.87 0.00 0.00 0.00 0.00 -10.96 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S27=0.6DL+0.6W6 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 1.29 0.00 0.00 0.00 0.00 Min -0.11 -0.35 0.00 0.00 0.00 -11.57 MEMBER 2 Max -1.67 0.00 0.00 0.00 0.00 -10.96 Min -1.87 0.00 0.00 0.00 0.00 -10.96 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S28=0.6DL+0.6W7 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 1.29 0.00 0.00 0.00 0.00 Min -0.11 -0.35 0.00 0.00 0.00 -11.57 MEMBER 2 Max -1.67 0.00 0.00 0.00 0.00 -10.96 Min -1.87 0.00 0.00 0.00 0.00 -10.96 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S29=0.6DL+0.6W8 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 1.29 0.00 0.00 0.00 0.00 Min -0.11 -0.35 0.00 0.00 0.00 -11.57 MEMBER 2 Max -1.67 0.00 0.00 0.00 0.00 -10.96 Min -1.87 0.00 0.00 0.00 0.00 -10.96 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S3=DL+SL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.24 10.21 0.00 0.00 0.00 0.00 Min -0.88 -2.80 0.00 0.00 0.00 -91.75 MEMBER 2 Max -13.22 0.00 0.00 0.00 0.00 -86.91 Min -13.56 0.00 0.00 0.00 0.00 -86.91 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Page4 56 of 83 Condition : S30=DL+0.53EQX Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 1.54 0.00 0.00 0.00 -18.26 Min -3.12 1.54 0.00 0.00 0.00 -35.83 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S31=DL+0.53EQZ Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 0.00 -1.17 0.00 0.00 -18.26 Min -3.12 0.00 -1.17 0.00 -13.33 -18.26 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S32=DL+0.53EQX+0.75SL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 8.19 0.00 0.00 0.00 0.00 Min -0.71 -2.25 0.00 0.00 0.00 -73.63 MEMBER 2 Max -10.61 1.54 0.00 0.00 0.00 -69.75 Min -10.95 1.54 0.00 0.00 0.00 -87.32 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S33=DL+0.53EQZ+0.75SL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.19 8.19 0.00 0.00 0.00 0.00 Min -0.71 -2.25 0.00 0.00 0.00 -73.63 MEMBER 2 Max -10.61 0.00 -1.17 0.00 0.00 -69.75 Min -10.95 0.00 -1.17 0.00 -13.33 -69.75 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S34=0.6DL-0.7EQX Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 1.29 0.00 0.00 0.00 0.00 Min -0.11 -0.35 0.00 0.00 0.00 -11.57 MEMBER 2 Max -1.67 -2.03 0.00 0.00 0.00 12.25 Min -1.87 -2.03 0.00 0.00 0.00 -10.96 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S35=0.6DL-0.7EQZ Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.03 1.29 0.00 0.00 0.00 0.00 Min -0.11 -0.35 0.00 0.00 0.00 -11.57 MEMBER 2 Max -1.67 0.00 1.54 0.00 17.60 -10.96 Min -1.87 0.00 1.54 0.00 0.00 -10.96 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Page5 57 of 83 Condition : S4=DL+0.6W1 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 4.03 0.00 0.00 0.00 0.00 Min -0.19 -1.59 0.00 0.00 0.00 -30.63 MEMBER 2 Max -5.72 0.25 0.00 0.00 0.00 -27.49 Min -6.06 0.25 0.00 0.00 0.00 -30.40 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S5=DL+0.6W2 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 4.83 0.00 0.00 0.00 0.00 Min -0.19 -0.84 0.00 0.00 0.00 -49.06 MEMBER 2 Max -5.72 0.25 0.00 0.00 0.00 -47.99 Min -6.06 0.25 0.00 0.00 0.00 -50.91 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S6=DL+0.6W3 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 0.00 0.00 0.00 0.00 7.44 Min -0.19 -0.78 0.00 0.00 0.00 -1.24 MEMBER 2 Max -0.42 -0.20 0.00 0.00 0.00 11.07 Min -0.76 -0.20 0.00 0.00 0.00 8.74 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S7=DL+0.6W4 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 1.18 0.00 0.00 0.00 0.82 Min -0.19 0.00 0.00 0.00 0.00 -13.02 MEMBER 2 Max -0.42 -0.20 0.00 0.00 0.00 -11.69 Min -0.76 -0.20 0.00 0.00 0.00 -14.03 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S8=DL+0.6W5 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 0.00 0.00 0.00 0.00 -18.26 Min -3.12 0.00 0.00 0.00 0.00 -18.26 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Condition : S9=DL+0.6W6 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 0.05 2.14 0.00 0.00 0.00 0.00 Min -0.19 -0.59 0.00 0.00 0.00 -19.28 MEMBER 2 Max -2.78 0.00 0.00 0.00 0.00 -18.26 Min -3.12 0.00 0.00 0.00 0.00 -18.26 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Page6 58 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:40:02 AM 59 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:40:02 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A653 HSLAS Grade 70 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 70 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 175.51 inâ´ Warping Constant Override, Cw 234.02 inâ¶ Connector Spacing 0 in Left Channel, Thickness 0.1337 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 270.000 0.18750 None 0.000 0.000 0.406 2 4.000 180.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 0.000 0.18750 Single 0.000 0.000 2.000 5 0.813 -90.000 0.18750 None 0.000 0.000 0.406 Right Channel, Thickness 0.1337 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 -90.000 0.18750 None 0.000 0.000 0.406 2 4.000 0.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 180.000 0.18750 Single 0.000 0.000 2.000 5 0.813 270.000 0.18750 None 0.000 0.000 0.406 Left Insert, Thickness 0.1337 in Placement of Part from Origin: X to left edge -3.865 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.250 180.000 0.18750 None 0.000 0.000 1.125 2 15.500 -90.000 0.18750 None 0.000 0.000 7.750 3 2.250 0.000 0.18750 None 0.000 0.000 1.125 60 of 83 CFS Version 13.0.2 Page 2 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:40:02 AM Right Insert, Thickness 0.1337 in Placement of Part from Origin: X to right edge 3.865 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.250 0.000 0.18750 None 0.000 0.000 1.125 2 15.500 90.000 0.18750 None 0.000 0.000 7.750 3 2.250 180.000 0.18750 None 0.000 0.000 1.125 61 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Column - Strong Axis.cfsa akozic 15.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/12/2024 12:39:48 AM By: akozic Printed: 2/12/2024 12:40:02 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Vertical Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Double 16x4x10 Ga - 70 ksi - Insert.cfss 3/2/2021 3:03:37 PM Material Area Length Weight (inÂ²) (ft) (k) 1 A653 HSLAS Grade 70 11.810 11.500 0.46179 Total 11.500 0.46179 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 11.500 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.000 2.00 No 1.0000 2 XYTRxRy 11.500 2.00 No 1.0000 62 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Column - Strong Axis.cfsa akozic 15.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/12/2024 12:39:48 AM By: akozic Printed: 2/12/2024 12:40:02 AM Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.000 2.000 k, Width=1 in 2 Moment 90.000 0.000 71.000 k-ft 3 Axial 0.000 11.500 13.600 13.600 k Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D Design Parameters at 11.500 ft, Upper side: Lx 11.500 ft Ly 11.500 ft Lt 11.500 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss Material Type: A653 HSLAS Grade 70, Fy=70 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 13.60 94.00 2.00 0.00 0.00 Applied 13.60 95.43 2.00 0.00 0.00 Strength 141.26 108.69 27.70 58.65 47.14 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.096 + 0.878 + 0.000 = 0.974 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.507 + 0.005)= 0.715 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 63 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:40:24 AM 64 of 83 CFS Version 13.0.2 Page 1 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:40:24 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A653 HSLAS Grade 70 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 70 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 175.51 inâ´ Warping Constant Override, Cw 234.02 inâ¶ Connector Spacing 0 in Left Channel, Thickness 0.1337 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 270.000 0.18750 None 0.000 0.000 0.406 2 4.000 180.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 0.000 0.18750 Single 0.000 0.000 2.000 5 0.813 -90.000 0.18750 None 0.000 0.000 0.406 Right Channel, Thickness 0.1337 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.813 -90.000 0.18750 None 0.000 0.000 0.406 2 4.000 0.000 0.18750 Single 0.000 0.000 2.000 3 16.000 90.000 0.18750 Cee 0.000 0.000 8.000 4 4.000 180.000 0.18750 Single 0.000 0.000 2.000 5 0.813 270.000 0.18750 None 0.000 0.000 0.406 Left Insert, Thickness 0.1337 in Placement of Part from Origin: X to left edge -3.865 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.250 180.000 0.18750 None 0.000 0.000 1.125 2 15.500 -90.000 0.18750 None 0.000 0.000 7.750 3 2.250 0.000 0.18750 None 0.000 0.000 1.125 65 of 83 CFS Version 13.0.2 Page 2 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss akozic Box 16x4x1x0.1337 With Insert USD Rev. Date: 3/2/2021 3:03:37 PM By: JHood Printed: 2/12/2024 12:40:24 AM Right Insert, Thickness 0.1337 in Placement of Part from Origin: X to right edge 3.865 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.250 0.000 0.18750 None 0.000 0.000 1.125 2 15.500 90.000 0.18750 None 0.000 0.000 7.750 3 2.250 180.000 0.18750 None 0.000 0.000 1.125 66 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Column - Weak Axis.cfsa akozic 16.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/5/2024 4:34:21 PM By: rantolik Printed: 2/12/2024 12:40:24 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Vertical Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Double 16x4x10 Ga - 70 ksi - Insert.cfss 3/2/2021 3:03:37 PM Material Area Length Weight (inÂ²) (ft) (k) 1 A653 HSLAS Grade 70 11.810 11.500 0.46179 Total 11.500 0.46179 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 11.500 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.000 2.00 No 1.0000 2 XYTRxRy 11.500 2.00 No 1.0000 67 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Column - Weak Axis.cfsa akozic 16.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/5/2024 4:34:21 PM By: rantolik Printed: 2/12/2024 12:40:24 AM Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.000 1.6000 k, Width=1 in 2 Axial 0.000 11.500 4.8000 4.8000 k Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D Design Parameters at 11.500 ft, Upper side: Lx 11.500 ft Ly 11.500 ft Lt 11.500 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Double 16x4x10 Ga - 70 ksi - Insert.cfss Material Type: A653 HSLAS Grade 70, Fy=70 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 4.80 0.00 0.00 18.40 1.60 Applied 4.80 0.00 0.00 18.66 1.60 Strength 141.26 108.69 27.70 58.65 47.14 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.034 + 0.000 + 0.318 = 0.352 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.101 + 0.001)= 0.320 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Part 1: Left Channel 0.0000 k/ft 1.3838 k/ft Part 2: Right Channel 0.0000 k/ft 1.3838 k/ft Part 3: Left Insert 0.0000 k/ft 1.2447 k/ft Part 4: Right Insert 0.0000 k/ft 1.2447 k/ft 68 of 83 CFS Version 13.0.2 Page 1 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss akozic Channel 16x4x0.75x0.105 USD Rev. Date: 11/2/2022 10:24:28 AM By: akozic Printed: 2/12/2024 12:41:44 AM 69 of 83 CFS Version 13.0.2 Page 1 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss akozic Channel 16x4x0.75x0.105 USD Rev. Date: 11/2/2022 10:24:28 AM By: akozic Printed: 2/12/2024 12:41:44 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A653 HSLAS Grade 80 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 inâ´ Warping Constant Override, Cw 0 inâ¶ Stiffened Channel, Thickness 0.25 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 270.000 0.50000 None 0.000 0.000 0.375 2 4.000 180.000 0.50000 Single 0.000 0.000 2.000 3 16.000 90.000 0.50000 Cee 0.000 0.000 8.000 4 3.550 0.000 0.50000 Single 0.000 0.000 1.775 5 0.473 -35.000 0.50000 None 0.000 0.000 0.125 6 0.473 0.000 0.50000 None 0.000 0.000 0.125 7 0.473 35.000 0.50000 None 0.000 0.000 0.125 8 3.550 0.000 0.50000 Single 0.000 0.000 1.775 9 16.000 -90.000 0.50000 Cee 0.000 0.000 8.000 10 4.000 180.000 0.50000 Single 0.000 0.000 2.000 11 0.750 90.000 0.50000 None 0.000 0.000 0.375 Direct Strength Parameters Prequalified Section: Yes Compression: Pcrl/Py = 0.13471 Pcrd/Py =1000.00000 Positive Mx: Mcrl/My = 0.63278 Mcrd/My = 0.57077 Negative Mx: Mcrl/My = 0.81104 Mcrd/My = 0.60934 Positive My: Mcrl/My = 0.14311 Mcrd/My =1000.00000 Negative My: Mcrl/My = 0.14311 Mcrd/My =1000.00000 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 70 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Column - Strong Axis.cfsa akozic 15.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/12/2024 12:41:30 AM By: akozic Printed: 2/12/2024 12:41:44 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Vertical Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss 11/2/2022 10:24:28 AM Material Area Length Weight (inÂ²) (ft) (k) 1 A653 HSLAS Grade 80 11.636 11.500 0.45497 Total 11.500 0.45497 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 11.500 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.000 2.00 No 1.0000 2 XYTRxRy 11.500 2.00 No 1.0000 71 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Column - Strong Axis.cfsa akozic 15.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/12/2024 12:41:30 AM By: akozic Printed: 2/12/2024 12:41:44 AM Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.000 2.000 k, Width=1 in 2 Moment 90.000 0.000 71.000 k-ft 3 Axial 0.000 11.500 13.600 13.600 k Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D Design Parameters at 11.500 ft, Upper side: Lx 11.500 ft Ly 11.500 ft Lt 11.500 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.1085 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 13.60 94.00 2.00 0.00 0.00 Applied 13.60 95.38 2.00 0.00 0.00 Strength 101.32 122.92 166.45 57.53 75.95 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.134 + 0.776 + 0.000 = 0.910 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.450 + 0.000)= 0.671 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 72 of 83 CFS Version 13.0.2 Page 1 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss akozic Channel 16x4x0.75x0.105 USD Rev. Date: 11/2/2022 10:24:28 AM By: akozic Printed: 2/12/2024 12:41:54 AM 73 of 83 CFS Version 13.0.2 Page 1 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss akozic Channel 16x4x0.75x0.105 USD Rev. Date: 11/2/2022 10:24:28 AM By: akozic Printed: 2/12/2024 12:41:55 AM Section Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Material: A653 HSLAS Grade 80 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 inâ´ Warping Constant Override, Cw 0 inâ¶ Stiffened Channel, Thickness 0.25 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 270.000 0.50000 None 0.000 0.000 0.375 2 4.000 180.000 0.50000 Single 0.000 0.000 2.000 3 16.000 90.000 0.50000 Cee 0.000 0.000 8.000 4 3.550 0.000 0.50000 Single 0.000 0.000 1.775 5 0.473 -35.000 0.50000 None 0.000 0.000 0.125 6 0.473 0.000 0.50000 None 0.000 0.000 0.125 7 0.473 35.000 0.50000 None 0.000 0.000 0.125 8 3.550 0.000 0.50000 Single 0.000 0.000 1.775 9 16.000 -90.000 0.50000 Cee 0.000 0.000 8.000 10 4.000 180.000 0.50000 Single 0.000 0.000 2.000 11 0.750 90.000 0.50000 None 0.000 0.000 0.375 Direct Strength Parameters Prequalified Section: Yes Compression: Pcrl/Py = 0.13471 Pcrd/Py =1000.00000 Positive Mx: Mcrl/My = 0.63278 Mcrd/My = 0.57077 Negative Mx: Mcrl/My = 0.81104 Mcrd/My = 0.60934 Positive My: Mcrl/My = 0.14311 Mcrd/My =1000.00000 Negative My: Mcrl/My = 0.14311 Mcrd/My =1000.00000 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 74 of 83 CFS Version 13.0.2 Page 1 Analysis: Typical Column - Weak Axis.cfsa akozic 16.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/12/2024 12:41:32 AM By: akozic Printed: 2/12/2024 12:41:55 AM Analysis Inputs Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ General Member Orientation: Vertical Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss 11/2/2022 10:24:28 AM Material Area Length Weight (inÂ²) (ft) (k) 1 A653 HSLAS Grade 80 11.636 11.500 0.45497 Total 11.500 0.45497 Start Loc. End Loc. Braced R kÏ† Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 11.500 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 T 0.000 2.00 No 1.0000 2 XYTRxRy 11.500 2.00 No 1.0000 75 of 83 CFS Version 13.0.2 Page 2 Analysis: Typical Column - Weak Axis.cfsa akozic 16.5 ft Tall Fixed-End Beam-Column USD Rev. Date: 2/12/2024 12:41:32 AM By: akozic Printed: 2/12/2024 12:41:55 AM Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.000 1.6000 k, Width=1 in 2 Axial 0.000 11.500 4.8000 4.8000 k Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Member Check - AISI S100-16/S1-18, US, ASD Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯Â¯ Load Combination: D Design Parameters at 11.500 ft, Upper side: Lx 11.500 ft Ly 11.500 ft Lt 11.500 ft Kx 2.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 16x7.75x0.75x3 Ga - 80 ksi.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kÏ† 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 4.80 0.00 0.00 18.40 1.60 Applied 4.80 0.00 0.00 18.68 1.60 Strength 101.32 122.92 166.45 57.53 75.95 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.047 + 0.000 + 0.325 = 0.372 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.105 + 0.000)= 0.325 <= 1.0 76 of 83 FOOTING DESIGN Soil Properties *Ref IBC (CBC) Section 1807.3.2 Allowable Soil Bearing: 1500 psf Allowable Passive Pressure: 100 psf/ft Column Reactions Strong Axis (From 2D Analysis) Pmax : 13.6 k Vmax : 2.0 k Mmax : 94.2 k-ft See Output for Footing Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com Project Title: Engineer: 77 of 83 Project ID: Project Descr: Pole Footing Embedded in Soil Project File: Footings.ec6 LIC# : KW-06012847, Build:20.23.08.30 United Structural Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Pole Footing No Restraint Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape Circular Pole Footing Diameter . . . . . . . . . . . 30.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive . . . . . . . . . . . . . . . . . . . . . . 230.0 pcf Max Passive . . . . . . . . . . . . . . . . . . . . . . 1,500.0 psf Controlling Values Governing Load Combination :D Only Lateral Load 2.0 k Moment 94.20 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 883.88 psf Allowable 884.74 psf Minimum Required Depth 11.625 ft Footing Base Area 4.909ft^2 Maximum Soil Pressure 2.343 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D : Dead Load 2.0 k k/ft 11.50 k Lr : Roof Live k k/ft k L : Live k k/ft k S : Snow k k/ft k W : Wind k k/ft k E : Earthquake k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 47.10 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads - (k) Moments - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) Factor D Only 2.000 94.200 11.63 883.9 884.7 1.000 +0.60D 1.200 56.520 9.75 737.5 738.8 1.000 Project Title: Engineer: 78 of 83 Project ID: Project Descr: Pole Footing Embedded in Soil Project File: Footings.ec6 LIC# : KW-06012847, Build:20.23.08.30 United Structural Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Pole Footing Restraint Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape Circular Pole Footing Diameter . . . . . . . . . . . 30.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive . . . . . . . . . . . . . . . . . . . . . . 230.0 pcf Max Passive . . . . . . . . . . . . . . . . . . . . . . 1,500.0 psf Controlling Values Governing Load Combination :D Only Lateral Load 2.0 k Moment 94.20 k-ft Restraint @ Ground Surface Pressure at Depth Actual 1,487.73 psf Allowable 1,500.0 psf Surface Retraint Force 21,294.0 lbs Minimum Required Depth 10.375 ft Footing Base Area 4.909ft^2 Maximum Soil Pressure 2.343 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Applied Moment (kft) Vertical Load (k) D : Dead Load 2.0 k k/ft k-ft 11.50 k Lr : Roof Live k k/ft k-ft k L : Live k k/ft k-ft k S : Snow k k/ft k-ft k W : Wind k k/ft k-ft k E : Earthquake k k/ft k-ft k H : Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 47.10 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads - (k) Moments - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) Factor D Only 2.000 94.200 10.38 1,487.7 1,500.0 1.000 +0.60D 1.200 56.520 8.13 1,455.5 1,500.0 1.000 Project Title: Engineer: 79 of 83 Project ID: Project Descr: General Footing Project File: Footings.ec6 LIC# : KW-06012847, Build:20.23.08.30 United Structural Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Spread Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,605.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 150.0 pcf Soil Passive Resistance (for Sliding) = 230.0 pcf Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 8.50 ft Length parallel to Z-Z Axis = 8.50 ft Footing Thickness = 33.0 in Pedestal dimensions... px : parallel to X-X Axis = 6.0 in pz : parallel to Z-Z Axis = 10.0 in = Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 11.50 in Reinforcing Bars parallel to X-X Axis = Number of Bars 20.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 20.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 13.60 k OB : Overburden = ksf M-xx = 94.20 k-ft M-zz = k-ft V-x = k V-z = 2.0 k Project Title: Engineer: 80 of 83 Project ID: Project Descr: General Footing Project File: Footings.ec6 LIC# : KW-06012847, Build:20.23.08.30 United Structural Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Spread Footing DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8650 Soil Bearing 1.730 ksf 2.0 ksf D Only about X-X axis PASS 1.850 Overturning - X-X 99.70 k-ft 184.463 k-ft D Only PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS 8.465 Sliding - Z-Z 2.0 k 16.931 k D Only PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03112 Z Flexure (+X) 2.108 k-ft/ft 67.754 k-ft/ft +1.40D PASS 0.03112 Z Flexure (-X) 2.108 k-ft/ft 67.754 k-ft/ft +1.40D PASS 0.1443 X Flexure (+Z) 9.775 k-ft/ft 67.754 k-ft/ft +1.40D PASS 0.04313 X Flexure (-Z) 4.125 k-ft/ft 95.654 k-ft/ft +1.40D PASS 0.03010 1-way Shear (+X) 2.257 psi 75.0 psi +1.40D PASS 0.03010 1-way Shear (-X) 2.257 psi 75.0 psi +1.40D PASS 0.1516 1-way Shear (+Z) 11.370 psi 75.0 psi +1.40D PASS 0.06088 1-way Shear (-Z) 4.566 psi 75.0 psi +1.40D PASS 0.04866 2-way Punching 7.299 psi 150.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 2.0 n/a 27.565 0.0 1.730 n/a n/a 0.865 X-X, +0.60D 2.0 n/a 27.565 0.0 1.038 n/a n/a 0.519 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.6007 0.6007 0.300 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.3604 0.3604 0.180 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only 99.70 k-ft 184.463 k-ft 1.850 OK X-X, +0.60D 59.820 k-ft 110.678 k-ft 1.850 OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +0.60D None 0.0 k-ft Infinity OK All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 16.931 k No Sliding OK X-X, +0.60D 0.0 k 11.723 k No Sliding OK Z-Z, D Only 2.0 k 16.931 k 8.465 OK Z-Z, +0.60D 1.20 k 11.723 k 9.769 OK Footing Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D 9.775 +Z Bottom 0.7128 AsMin 0.7294 67.754 OK X-X, +1.40D 4.125 -Z Top 0.7128 AsMin 0.7294 95.654 OK X-X, +1.20D 8.379 +Z Bottom 0.7128 AsMin 0.7294 67.754 OK X-X, +1.20D 3.536 -Z Top 0.7128 AsMin 0.7294 95.654 OK X-X, +0.90D 6.284 +Z Bottom 0.7128 AsMin 0.7294 67.754 OK X-X, +0.90D 2.652 -Z Top 0.7128 AsMin 0.7294 95.654 OK Z-Z, +1.40D 2.108 -X Bottom 0.7128 AsMin 0.7294 67.754 OK Z-Z, +1.40D 2.108 +X Bottom 0.7128 AsMin 0.7294 67.754 OK Z-Z, +1.20D 1.807 -X Bottom 0.7128 AsMin 0.7294 67.754 OK Z-Z, +1.20D 1.807 +X Bottom 0.7128 AsMin 0.7294 67.754 OK Z-Z, +0.90D 1.355 -X Bottom 0.7128 AsMin 0.7294 67.754 OK Project Title: Engineer: 81 of 83 Project ID: Project Descr: General Footing Project File: Footings.ec6 LIC# : KW-06012847, Build:20.23.08.30 United Structural Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Spread Footing Footing Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status Flexure Axis & Load Combination k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +0.90D 1.355 +X Bottom 0.7128 AsMin 0.7294 67.754 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 2.26psi 2.26psi 4.57 psi 11.37 psi 11.37psi 75.00 psi 0.15 OK +1.20D 1.94psi 1.94psi 3.91 psi 9.75 psi 9.75psi 75.00 psi 0.13 OK +0.90D 1.45psi 1.45psi 2.94 psi 7.31 psi 7.31psi 75.00 psi 0.10 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 7.30 psi 150.00psi 0.04866 OK +1.20D 6.26 psi 150.00psi 0.04171 OK +0.90D 4.69 psi 150.00psi 0.03128 OK 82 of 83 PROJECT NAME: PROJECT NAME PROJECT LOCATION: PROJECT ADDRESS ENGINEER: JH REVIEWER: JE DATE: 2/12/2024 Connection Design Connection Inputs Rebar Size Area Bolt Diameter Bolt Area Member Sizes Flange bf Depth d #6 0.44 in^2 1/4" or M6 0.05 in^2 Beam Size : DBL C16"x4"x10 GA 8.00 in 16.00 in #7 0.60 in^2 5/16" or M8 0.08 in^2 Column Size : DBL C16"x4"x10 GA 7.75 in 16.00 in #8 0.79 in^2 Concrete Strength 2,500 psi #9 1.00 in^2 Column Insert : YES #10 1.27 in^2 Beam Insert : YES #11 1.56 in^2 Gauge Steel Thickness Reactions 16 Gauge 0.059 in Pu : 13.6 kips 14 Gauge 0.075 in Vu : 2.0 kips 12 Gauge 0.105 in Mu : 94.2 k-ft 10 Gauge 0.134 in Panel to Purlin Calculation Member Sizes Connection Type: Directly Bolted Purlin Gauge: 14 Gauge Bolt Diameter : 1/4" or M6 Panel Length : 108.00 in Panel Width : 36.00 in Connection Check Wind Uplift: -61.0 psf Wind Uplift Per Bolt: -412.0 lbs Bolt Strenth Fnt: 40.5 ksi Bolt Area Ab: 0.05 in^2 Bolt Steel Capacity Ï†Pn:1491.0 lbs Bolt Pullout Capacity: 1392.2 lbs OK Purlin to Beam Connection Member Sizes ESR 3332 Screw Capacities Purlin Gauge: 14 Gauge 0.075 in Beam Gauge: 10 Gauge 0.134 in Shear Capacity Bracket Gauge: 14 Gauge 0.075 in #12 - 14 Gauge 497.0 lbs Purlin Tributary: 54.00 in #12 - 12 Gauge 732.0 lbs Column Spacing: 18 ft #12 - 10 Gauge 732.0 lbs Number of Screws: 8 Tension Capacity Purlin Connection Check #12 - 14 Gauge 497.0 lbs Effective Wind Area: 81.00 ft^2 #12 - 12 Gauge 498.0 lbs Wind Uplift: -20.3 psf #12 - 10 Gauge 499.0 lbs Purlin Uplift: -1647.9 lbs Purlin Uplift [0.6 X ASD]: -988.8 lbs Screw Capacity Bracket to Purlin: 3976.0 lbs OK Phoenix, AZ 775-351-9037 www.unitedstr.com 83 of 83 Beam to Column Connection Alternative Beam to Column Connection Member Sizes Reactions Beam Gauge: 10 Gauge Pu : 13.6 kips Bolt Capacity Ï†Rn AISC Table 7-2 Bolt Diameter: 1" Dia. Vu : 2.0 kips 1 1/4" Dia. 82.5 kips Plate Thickness: 0.50 in Mu : 94 k-ft 1" Dia. 53.0 kips Number of Bolts: 4 3/4" Dia. 29.8 kips Check Bolt Tension dcol: 19.0 in Bolt Tension: 33.2 kips Bolt Capacity: 53.0 kips OK Beam to Column Connection Concrete Strength 2,500 psi Column Flange Width bf : 7.8 in Column Embedment: 4 ft Column Embedment dsteel : 48.0 in Effective Column Flange Width bfeff : 4.7 in (0.60xbf) Ï† : 0.6 Concrete Bearing Capacity Ï†bn : 1,275 psi (Ï†x0.85xf'c) Bearing Section Modulus Sb : 1785.60 in^3 (bf 2/6) effxdsteel Ultimate Bearing Pressure bu : 633.28 psi (Mu/Sb + Vu/(bfeffxdsteel)) Demand Capacity Ration DCR : 50% (bu/Ï†bn) Column to Spread Footing Connection Concrete Check Concrete Strength 2,500 psi Column Flange Width bf : 7.8 in Column Embedment to Rebar db: 30.0 in ASD Design Loads? : Yes Ï† : 0.5 Concrete Bearing Capacity Ï†bn : 1,063 psi (Ï†x0.85xf'c) Bearing Section Modulus Sb : 1162.50 in^3 (bf 2/6) effxdconc Ultimate Bearing Pressure bu : 981.43 psi (Mu/Sb + Vu/(bfeffxdsteel)) Demand Capacity Ration DCR : 92% (bu/Ï†bn) Light Gauge Check [AISI C3.4.1] Column Gauge: 10 Gauge C : 36 Stiffened section: Yes Web thickness t : 0.267 in Steel Strength : 85 ksi Angle of loading: 90 deg CR : 0.14 R : 0.401 in CN : 0.08 N : 15.00 in Ch : 0.04 h : 16.00 in Î©: 2 Pn/Î©: 200.2 kips Resultant Force: 114.1 kips Demand Capacity Ration DCR : 57% Phoenix, AZ 775-351-9037 www.unitedstr.com !" #$%& '()*+,-'./(*.',0*,(++'12 34%5& 62,2/) 34%537788 9 9:;(-2<:((=> 34%5?@?A?B .C':.:0*-';=! 9 @#5% D:1E:,)F'GG; H#5 IJK KIL I M4 N;'GG;OP2,2/)Q1*G A%##RS#T U<*.2<1:,0*,(1:.*0'2;+*,;*-:,'.;(:--:('*. 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