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Home My WebLink About5925 199th St Ne_BLD6261_2025 CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 5925 199TH STREET NE Permit #: 6261 PERMIT EXPIRES 180 DAYS AFTER Parcel #: 00746300000100 DATE OF ISSUANCE. Scope of Work: Construct concrete island with cover and surround with paving Valuation: 74000.00 OWNER APPLICANT CONTRACTOR AIRGAS USA, LLC James Quinn CO. JAMES QUINN CONSTRUCTION 11900 NE 95TH ST STE 400 52167 SE 8TH STREET 52167 SE 8th Street VANCOUVER, WA 98682 SCAPPOOSE SCAPPOOSE, OR 97056 5034818002 5034818002 LIC: 603 532 223 EXP: 08/31/2025 LIC: JAMESQC854NQ EXP: 09/27/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2021 STORIES: 1 CONST. TYPE: lB DWELLING UNITS: OCC GROUP: U; Utility BUILDINGS: 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. 12/13/2024 12/13/2024 Applicant Signature Date Building Official Date CONDITIONS Must provide gutter with downspouts to infiltration gallery no splash blocks allowed. Approved job copy shall be onsite for inspections. Adhere to approved plans. 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 12/13/2024 Building Plan Review $794.22 12/13/2024 Credit Card Service $23.83 12/13/2024 Processing/Technology $25.00 12/13/2024 Building Permit $1,221.88 Total Due: $2,064.93 Total Payment: $2,064.93 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 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 Mulit-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 ï² Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: ï‚· New gas piping requires a pressure test hooking to any appliance ï‚· Sediment traps (drips) are required on all gas lines ï‚· Gas lines are required to be supported/secured per IFGS, Section 415 ï‚· Proper Combustion air and venting required for all appliances ï‚· 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 ï² Brass ï² Black Steel ï² Galvanized Steel ï² Other Proposed Piping Size: ï² Â½â€ 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 = $ 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 = $ Gas Fired AC > 500 Btu/h x $ 50.00 = $ Gas Piping â‰¤ 5 units x $ 15.00 = $ REV03.2022 Page 3 of 6 COMMERCIAL BUILDING MECHANICAL PERMIT FEES (per unit) 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 the above information is correct and that the 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. Signature PrintName Date REV03.2022 Page 6 of 6 Zarosinski Engineering & Design, Inc. th 1400 NW 155 Circle Vancouver, WA 98685 Phone: (360) 513-2746 Email: dpzski@hotmail.com Calculations for the foundation and framing of a 16' x 50' x 10' eave cover 5925 199th St. NE Arlington, WA 98223 Calculations by Dean P. Zarosinski PE May 19, 2024 Calculations for the foundation and framing of a 16' x 50' x 10' eave cover Design Criteria 2021 Washington State Building Code, Equivalent Lateral Force Procedure per ASCE 7-16-12.8 Risk Category II, Seismic Importance Factor 1.0, Ss=1.007 g, 2 sec. response, S1=0.3598 g, 1 sec. response, Site Classification D, Site Coefficients Fa=1.20, Fv=1.94, Sms= 1.208, Sm1 = 0.698 SDS= 0.806, Sd1 0.493, Seismic Design Category D, R=1.25, Wo=1.25, Cd=1.25 p=1.3, Ta=0.112 sec., TL= 16.00 sec., Cs: Seismic Response Coefficient = 0.6445 F'c=2,500 psi., Reinforcing = 60 ksi., Soil Bearing = 1500 psf. Calculations for Structure Calculate the seismic load for a 16' x 50' Roof structure supporting 15 psf DL, 10 psf LL (roof) and 25 PSF Ground Snow Load with a clear height of 120â€ with a center of gravity at 11' DL = 12,000 lb., LL= 800 lb. SL = 20,000 lb. Enercalc provides a total base shear of 7.73 k and a Base moment of 85.1 k-ft. There are (3) pairs of columns. The middle pair supports one haldf of the structures weight and lateral loads. One half of the Seismic load is 42.5 k-ft and 4 k shear. With 2 columns shearing the load the load per post is 21.5 k-ft and 2 k shear. Reaction of roof rafter at mid frame = 220 lb. DL, 140 lb. LLr, and 360 lb. SL. Doubling this reaction gives the load on the mid frame support beam per foot = 440 plf. Dl , 280 plf. LLr, and 720 pl;f SL Th3beam with a 4.5' mid span.and 5.5 ' cantilevers on each side gives a reaction at the posts of 3,520 lb.DL, 1,120 lb. LLr and 5760 lb. A 12â€ x 12â€ x 1-1/8â€ baseplate welded to the post bottom with 5/16 fillet welded all the way around the 6x6 post with (4) 7/8 bolts with nut embedded 16â€ into the foundation supports the moments and axial loading Zarosinski Engineering & Design, Inc. Calculations for the foundation and framing of a 16' x 50' x 10' eave cover Page 2 Calculations by Dean P. Zarosinski PE May 19, 2024 Foundation Check A 3' square x 4' deep post foundation with (3) No. 4 bars per side and No. 4 ties 6" on center supports the vertical and lateral loading. The reinforcing steel shall maintain a minimum of 3" clear from soil. Structural calculations for the framing materials and the foundation are attached. Project Title: Cascadia Motion Engineer: Dean P. Zarosinski PE Project ID: V0435-21 Project Descr: 3000 Liter Nitrogen Tank Building Code Information Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 Governing Code : IBC 2021, ASCE 7-16, AISC 360-16, NDS 2018, ACI 318-19, TMS 402-16 City Jurisdiction : Hood River, Oregon Contact Name : Alternate Contact : Building Official : Address : , , Phone : Fax : eMail : Notes : 5925 199th St. NE Arlington, WA 98223 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Project Information Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 Project Title : Airgas Covered cylinder bay Description : 16' x 50' cover 10' eave I.D. : V0435-23 Address : 5925 199th St., Arlington, WA 98223 Project Leader : Dean P. Zarosinski PE Phone : 360-513-2746 Fax : eMail : dpzski@hotmail.com Project Notes 5925 199th St. NE Arlington, WA 98223 Project Title: 5925 199th St. NE Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave ASCE 7-16 Seismic Base Shear Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Seismic Base Shear Analysis Specific Description: Canopy 16' x 50' @ 10' clear eave height steel frame Risk Category Calculations per ASCE 7-16 ASCE 7-16, Page 4, Table 1.5-1 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping : Location :Arlington, WA 98223 S = 1.007 g, 0.2 sec response S Latitude = 48.204 deg North S = 0.3598 1 g, 1.0 sec response Longitude = 122.053 deg West For the closest datapoint grid location . . . Latitude = 48.200 deg North Longitude = 122.050 deg West Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs. Site Class, Site Coeff. and Design Category Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D (By Default per 11.4.3) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.94 Maximum Considered Earthquake Acceleration S = Fa * Ss = 1.208 ASCE 7-16 Eq. 11.4-1 MS S = Fv * S1 = 0.698 ASCE 7-16 Eq. 11.4-2 M1 Design Spectral Acceleration S = S * 2/3 = 0.806 ASCE 7-16 Eq. 11.4-3 DS MS S = S * 2/3 = 0.465 ASCE 7-16 Eq. 11.4-4 D1 M1 Seismic Design Category = D ASCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . . Cantilevered column systems detailed to conform to specific classification 2.Steel ordinary cantilever column systems Response Modification Coefficient " R "= 1.25 Building height Limits : System Overstrength Factor " Wo " = 1.25 Category "A & B" Limit: Limit = 35 Category "C" Limit: Limit = 35 Deflection Amplification Factor " Cd " = 1.25 Category "D" Limit: Not Permitted ,i NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Not Permitted ,i Category "F" Limit: Not Permitted ,i Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 11.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.121 sec "TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 6.000 sec Building Period " Ta " Calculated from Approximate Method selected= 0.121 Project Title: 5925 199th St. NE Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave ASCE 7-16 Seismic Base Shear Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: Seismic Base Shear Analysis " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral ResponseDS = 0.806 From Eq. 12.8-2, Preliminary Cs = 0.644 " R " : Response Modification Factor = 1.25 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed= 3.082 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.035 User has selected ASCE 12.8.1.3 : Regular structure, Cs : Seismic Response Coefficient = = 0.6445 Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.6445 from 12.8.1.1 W ( see Sum Wi below ) = 12.00 k Seismic Base Shear V = Cs * W = 7.73 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 1 12.00 11.00 132.00 1.0000 7.73 7.73 0.00 Sum Wi = 12.00 k Sum Wi * Hi = 132.00 k-ft Total Base Shear = 7.73 k Base Moment = 85.1k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 1 12.00 7.73 7.73 12.00 7.73 1.93 3.87 3.87 7.73 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level . . . . . . . . . .0.20 * S * I * Wpx DS MAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * WpxDS Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Project Title: Cascadia Motion Engineer: Dean P. Zarosinski PE Project ID: V0435-21 Project Descr: 3000 Liter Nitrogen Tank Calculations Project File: V0374-21 Cascadia Motion 3000 LIN.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 1 Project Title: Cascadia Motion Engineer: Dean P. Zarosinski PE Project ID: V0435-21 Project Descr: 3000 Liter Nitrogen Tank General Footing Project File: V0374-21 Cascadia Motion 3000 LIN.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: --None-- Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 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 = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 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 = 10.0 ft Length parallel to Z-Z Axis = 13.0 ft Footing Thickness = 10.0 in Load location offset from footing center... ez : Prll to Z-Z Axis = 20 in = in Pedestal dimensions... px : parallel to X-X Axis = 65.0 in pz : parallel to Z-Z Axis = 75.0 in = Height 0.50 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis = Number of Bars 10 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis # Bars required within zone 87.0 % # Bars required on each side of zone 13.0 % Applied Loads D Lr L S W E H P : Column Load = 4.750 5.30 k OB : Overburden = ksf M-xx = 8.0 k-ft M-zz = 8.0 k-ft V-x = 1.60 k V-z = 1.60 k Project Title: Cascadia Motion Engineer: Dean P. Zarosinski PE Project ID: V0435-21 Project Descr: 3000 Liter Nitrogen Tank General Footing Project File: V0374-21 Cascadia Motion 3000 LIN.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: --None-- DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1713 Soil Bearing 0.2570 ksf 1.50 ksf +D+L about X-X axis PASS 11.404 Overturning - X-X 6.580 k-ft 75.038 k-ft +0.60D+0.70E PASS 9.328 Overturning - Z-Z 6.580 k-ft 61.375 k-ft +0.60D+0.70E PASS 3.288 Sliding - X-X 1.120 k 3.683 k +0.60D+0.70E PASS 3.288 Sliding - Z-Z 1.120 k 3.683 k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03972 Z Flexure (+X) 0.2864 k-ft/ft 7.210 k-ft/ft +1.20D+1.60L PASS 0.03972 Z Flexure (-X) 0.2864 k-ft/ft 7.210 k-ft/ft +1.20D+1.60L PASS 0.04112 X Flexure (+Z) 0.2708 k-ft/ft 6.586 k-ft/ft +1.20D+1.60L PASS 0.09044 X Flexure (-Z) 0.5957 k-ft/ft 6.586 k-ft/ft +1.20D+1.60L PASS 0.02943 1-way Shear (+X) 2.208 psi 75.0 psi +1.20D+1.60L PASS 0.02943 1-way Shear (-X) 2.208 psi 75.0 psi +1.20D+1.60L PASS 0.03444 1-way Shear (+Z) 2.583 psi 75.0 psi +1.20D+1.60L PASS 0.03768 1-way Shear (-Z) 2.826 psi 75.0 psi +1.20D+1.60L PASS 0.04148 2-way Punching 4.525 psi 109.091 psi +1.20D+1.60L Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. 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 1.50 n/a 4.644 0.1295 0.1852 n/a n/a 0.124 X-X, +D+L 1.50 n/a 7.803 0.1393 0.2570 n/a n/a 0.171 X-X, +D+0.750L 1.50 n/a 7.142 0.1368 0.2391 n/a n/a 0.159 X-X, +D+0.70E 1.50 n/a 8.503 0.1064 0.2083 n/a n/a 0.139 X-X, +D+0.750L+0.5250E 1.50 n/a 9.566 0.1195 0.2564 n/a n/a 0.171 X-X, +0.60D 1.50 n/a 4.644 0.07773 0.1111 n/a n/a 0.074 X-X, +0.60D+0.70E 1.50 n/a 11.076 0.05460 0.1342 n/a n/a 0.089 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.1574 0.1574 0.105 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 0.1981 0.1981 0.132 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.1879 0.1879 0.125 Z-Z, +D+0.70E 1.50 3.860 n/a n/a n/a 0.1273 0.1874 0.125 Z-Z, +D+0.750L+0.5250E 1.50 2.424 n/a n/a n/a 0.1654 0.2105 0.140 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.09442 0.09442 0.063 Z-Z, +0.60D+0.70E 1.50 6.433 n/a n/a n/a 0.06436 0.1245 0.083 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 140.896 k-ft Infinity OK X-X, +D+L None 184.179 k-ft Infinity OK X-X, +D+0.750L None 173.358 k-ft Infinity OK X-X, +D+0.70E 6.580 k-ft 125.063 k-ft 19.006 OK X-X, +D+0.750L+0.5250E 4.935 k-ft 144.275 k-ft 29.235 OK X-X, +0.60D None 84.538 k-ft Infinity OK X-X, +0.60D+0.70E 6.580 k-ft 75.038 k-ft 11.404 OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+L None 0.0 k-ft Infinity OK Z-Z, +D+0.750L None 0.0 k-ft Infinity OK Z-Z, +D+0.70E 6.580 k-ft 102.292 k-ft 15.546 OK Z-Z, +D+0.750L+0.5250E 4.935 k-ft 122.167 k-ft 24.755 OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Z-Z, +0.60D+0.70E 6.580 k-ft 61.375 k-ft 9.328 OK Project Title: Cascadia Motion Engineer: Dean P. Zarosinski PE Project ID: V0435-21 Project Descr: 3000 Liter Nitrogen Tank General Footing Project File: V0374-21 Cascadia Motion 3000 LIN.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: --None-- All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 6.138 k No Sliding OK X-X, +D+L 0.0 k 7.728 k No Sliding OK X-X, +D+0.750L 0.0 k 7.330 k No Sliding OK X-X, +D+0.70E 1.120 k 6.138 k 5.480 OK X-X, +D+0.750L+0.5250E 0.840 k 7.330 k 8.726 OK X-X, +0.60D 0.0 k 3.683 k No Sliding OK X-X, +0.60D+0.70E 1.120 k 3.683 k 3.288 OK Z-Z, D Only 0.0 k 6.138 k No Sliding OK Z-Z, +D+L 0.0 k 7.728 k No Sliding OK Z-Z, +D+0.750L 0.0 k 7.330 k No Sliding OK Z-Z, +D+0.70E 1.120 k 6.138 k 5.480 OK Z-Z, +D+0.750L+0.5250E 0.840 k 7.330 k 8.726 OK Z-Z, +0.60D 0.0 k 3.683 k No Sliding OK Z-Z, +0.60D+0.70E 1.120 k 3.683 k 3.288 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 0.1270 +Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.40D 0.2794 -Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D+1.60L 0.2708 +Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D+1.60L 0.5957 -Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D+0.50L 0.1595 +Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D+0.50L 0.3508 -Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D 0.1089 +Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D 0.2394 -Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D+0.50L+E 0.2039 +Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +1.20D+0.50L+E 0.03633 -Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +0.90D 0.08165 +Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +0.90D 0.1796 -Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +0.90D+E 0.1261 +Z Bottom 0.2160 AsMin 0.2170 6.586 OK X-X, +0.90D+E 0.1349 -Z Top 0.2160 AsMin 0.2170 6.586 OK Z-Z, +1.40D 0.1343 -X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.40D 0.1343 +X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D+1.60L 0.2864 -X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D+1.60L 0.2864 +X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D+0.50L 0.1687 -X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D+0.50L 0.1687 +X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D 0.1151 -X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D 0.1151 +X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D+0.50L+E 0.07216 -X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +1.20D+0.50L+E 0.2652 +X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +0.90D 0.08635 -X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +0.90D 0.08635 +X Bottom 0.2160 AsMin 0.2385 7.210 OK Z-Z, +0.90D+E 0.01015 -X Top 0.2160 AsMin 0.2385 7.210 OK Z-Z, +0.90D+E 0.1829 +X Bottom 0.2160 AsMin 0.2385 7.210 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 1.04psi 1.04psi 1.33 psi 1.21 psi 1.33psi 75.00 psi 0.02 OK +1.20D+1.60L 2.21psi 2.21psi 2.83 psi 2.58 psi 2.83psi 75.00 psi 0.04 OK +1.20D+0.50L 1.30psi 1.30psi 1.66 psi 1.52 psi 1.66psi 75.00 psi 0.02 OK +1.20D 0.89psi 0.89psi 1.14 psi 1.04 psi 1.14psi 75.00 psi 0.02 OK +1.20D+0.50L+E 0.57psi 2.03psi 0.50 psi 1.94 psi 2.03psi 75.00 psi 0.03 OK +0.90D 0.67psi 0.67psi 0.85 psi 0.78 psi 0.85psi 75.00 psi 0.01 OK +0.90D+E 0.06psi 1.39psi 0.31 psi 1.20 psi 1.39psi 75.00 psi 0.02 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 2.12 psi 109.09psi 0.01945 OK +1.20D+1.60L 4.53 psi 109.09psi 0.04148 OK +1.20D+0.50L 2.67 psi 109.09psi 0.02443 OK Project Title: Cascadia Motion Engineer: Dean P. Zarosinski PE Project ID: V0435-21 Project Descr: 3000 Liter Nitrogen Tank General Footing Project File: V0374-21 Cascadia Motion 3000 LIN.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: --None-- Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.20D 1.82 psi 109.09psi 0.01667 OK +1.20D+0.50L+E 2.45 psi 109.09psi 0.02248 OK +0.90D 1.36 psi 109.09psi 0.01251 OK +0.90D+E 1.15 psi 109.09psi 0.01056 OK Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Beam Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: --modeled roof joist CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.010, S = 0.0250 ksf, Tributary Width = 1.330 ft, (roof loading) Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.010, S = 0.0250 ksf, Tributary Width = 1.330 ft, (roof loading) DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.091: 1 Maximum Shear Stress Ratio = 0.013 : 1 Section used for this span C9x15 Section used for this span C9x15 Ma : Applied 3.100k-ft Va : Applied 0.5961 k Mn / Omega : Allowable 33.932k-ft Vn/Omega : Allowable 46.078 k Load Combination +D+S Load Combination +D+S Location of maximum on span 22.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.114 in Ratio = 2,316 >=360 Span: 2 : S Only Max Upward Transient Deflection -0.047 in Ratio = 1,516 >=360 Span: 2 : S Only Max Downward Total Deflection 0.182 in Ratio = 1448 >=180 Span: 2 : +D+S Max Upward Total Deflection -0.076 in Ratio = 948 >=180 Span: 2 : +D+S . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 22.00 ft 1 0.034 0.005 1.16 -0.09 1.16 56.67 33.93 1.00 1.00 0.22 76.95 46.08 Dsgn. L = 3.00 ft 2 0.003 0.001 -0.09 0.09 56.67 33.93 1.00 1.00 0.06 76.95 46.08 +D+Lr Dsgn. L = 22.00 ft 1 0.057 0.008 1.94 -0.15 1.94 56.67 33.93 1.00 1.00 0.37 76.95 46.08 Dsgn. L = 3.00 ft 2 0.004 0.002 -0.15 0.15 56.67 33.93 1.00 1.00 0.10 76.95 46.08 +D+S Dsgn. L = 22.00 ft 1 0.091 0.013 3.10 -0.24 3.10 56.67 33.93 1.00 1.00 0.60 76.95 46.08 Dsgn. L = 3.00 ft 2 0.007 0.003 -0.24 0.24 56.67 33.93 1.00 1.00 0.16 76.95 46.08 +D+0.750Lr Dsgn. L = 22.00 ft 1 0.051 0.007 1.74 -0.13 1.74 56.67 33.93 1.00 1.00 0.34 76.95 46.08 Dsgn. L = 3.00 ft 2 0.004 0.002 -0.13 0.13 56.67 33.93 1.00 1.00 0.09 76.95 46.08 +D+0.750S Dsgn. L = 22.00 ft 1 0.077 0.011 2.62 -0.20 2.62 56.67 33.93 1.00 1.00 0.50 76.95 46.08 Dsgn. L = 3.00 ft 2 0.006 0.003 -0.20 0.20 56.67 33.93 1.00 1.00 0.13 76.95 46.08 +0.60D Dsgn. L = 22.00 ft 1 0.021 0.003 0.70 -0.05 0.70 56.67 33.93 1.00 1.00 0.13 76.95 46.08 Dsgn. L = 3.00 ft 2 0.002 0.001 -0.05 0.05 56.67 33.93 1.00 1.00 0.04 76.95 46.08 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Beam Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: --modeled roof joist . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1823 11.000 0.0000 0.000 2 0.0000 11.000 +D+S -0.0759 3.000 . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 0.574 0.756 Max Upward from Load Combinations 0.574 0.756 Max Upward from Load Cases 0.359 0.472 D Only 0.215 0.283 +D+Lr 0.359 0.472 +D+S 0.574 0.756 +D+0.750Lr 0.323 0.425 +D+0.750S 0.485 0.638 +0.60D 0.129 0.170 Lr Only 0.144 0.189 S Only 0.359 0.472 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Beam Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: mid frame beam CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method :Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.440, Lr = 0.140, S = 0.720 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.440, Lr = 0.140, S = 0.720 k/ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.440, Lr = 0.140, S = 0.720 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.377: 1 Maximum Shear Stress Ratio = 0.161 : 1 Section used for this span W8x21 Section used for this span W8x21 Ma : Applied 19.176k-ft Va : Applied 6.670 k Mn / Omega : Allowable 50.898k-ft Vn/Omega : Allowable 41.40 k Load Combination +D+S Load Combination +D+S Location of maximum on span 4.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.188 in Ratio = 735 >=360 Span: 3 : S Only Max Upward Transient Deflection -0.021 in Ratio = 2,561 >=360 Span: 3 : S Only Max Downward Total Deflection 0.302 in Ratio = 457 >=180 Span: 3 : +D+S Max Upward Total Deflection -0.034 in Ratio = 1590 >=180 Span: 3 : +D+S . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 5.75 ft 1 0.143 0.061 -7.27 7.27 85.00 50.90 1.00 1.00 2.53 62.10 41.40 Dsgn. L = 4.50 ft 2 0.143 0.061 -0.00 -7.27 7.27 85.00 50.90 1.00 1.00 2.53 62.10 41.40 Dsgn. L = 5.75 ft 3 0.143 0.061 -7.27 7.27 85.00 50.90 1.00 1.00 2.53 62.10 41.40 +D+Lr Dsgn. L = 5.75 ft 1 0.188 0.081 -9.59 9.59 85.00 50.90 1.00 1.00 3.34 62.10 41.40 Dsgn. L = 4.50 ft 2 0.188 0.081 -0.00 -9.59 9.59 85.00 50.90 1.00 1.00 3.34 62.10 41.40 Dsgn. L = 5.75 ft 3 0.188 0.081 -9.59 9.59 85.00 50.90 1.00 1.00 3.34 62.10 41.40 +D+S Dsgn. L = 5.75 ft 1 0.377 0.161 -19.18 19.18 85.00 50.90 1.00 1.00 6.67 62.10 41.40 Dsgn. L = 4.50 ft 2 0.377 0.161 -0.00 -19.18 19.18 85.00 50.90 1.00 1.00 6.67 62.10 41.40 Dsgn. L = 5.75 ft 3 0.377 0.161 -19.18 19.18 85.00 50.90 1.00 1.00 6.67 62.10 41.40 +D+0.750Lr Dsgn. L = 5.75 ft 1 0.177 0.076 -9.01 9.01 85.00 50.90 1.00 1.00 3.13 62.10 41.40 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Beam Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: mid frame beam Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L = 4.50 ft 2 0.177 0.076 -0.00 -9.01 9.01 85.00 50.90 1.00 1.00 3.13 62.10 41.40 Dsgn. L = 5.75 ft 3 0.177 0.076 -9.01 9.01 85.00 50.90 1.00 1.00 3.13 62.10 41.40 +D+0.750S Dsgn. L = 5.75 ft 1 0.318 0.136 -16.20 16.20 85.00 50.90 1.00 1.00 5.64 62.10 41.40 Dsgn. L = 4.50 ft 2 0.318 0.136 -0.00 -16.20 16.20 85.00 50.90 1.00 1.00 5.64 62.10 41.40 Dsgn. L = 5.75 ft 3 0.318 0.136 -16.20 16.20 85.00 50.90 1.00 1.00 5.64 62.10 41.40 +0.60D Dsgn. L = 5.75 ft 1 0.086 0.037 -4.36 4.36 85.00 50.90 1.00 1.00 1.52 62.10 41.40 Dsgn. L = 4.50 ft 2 0.086 0.037 -0.00 -4.36 4.36 85.00 50.90 1.00 1.00 1.52 62.10 41.40 Dsgn. L = 5.75 ft 3 0.086 0.037 -4.36 4.36 85.00 50.90 1.00 1.00 1.52 62.10 41.40 . Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3023 0.000 0.0000 0.000 2 0.0000 0.000 +D+S -0.0340 2.250 +D+S 3 0.3011 5.750 0.0000 2.250 . Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 9.280 9.280 Max Upward from Load Combinations 9.280 9.280 Max Upward from Load Cases 5.760 5.760 D Only 3.520 3.520 +D+Lr 4.640 4.640 +D+S 9.280 9.280 +D+0.750Lr 4.360 4.360 +D+0.750S 7.840 7.840 +0.60D 2.112 2.112 Lr Only 1.120 1.120 S Only 5.760 5.760 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Column Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: column in pair at middle of canopy . Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Section Name : HSS6x6x1/2 Overall Column Height 10.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition : Fy : Steel Yield 46.0 ksi Unbraced Length for buckling ABOUT X-X Axis = 10.0 ft, K = 1.0 E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K = 1.0 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 352.40 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 3.520, LR = 1.120, S = 5.760 k BENDING LOADS . . . Lat. Point Load at 10.0 ft creating Mx-x, W = 2.0, E = 2.0 k Lat. Point Load at 10.0 ft creating My-y, W = 2.0, E = 2.0 k . DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6248 : 1 Maximum Load Reactions . . Load Combination +D+0.70E Top along X-X 2.0 k Location of max.above base 0.0 ft Bottom along X-X 2.0 k At maximum location values are . . . Top along Y-Y 2.0 k Pa : Axial 3.872 k Bottom along Y-Y 2.0 k Pn / Omega : Allowable 220.803 k Maximum Load Deflections . . . Ma-x : Applied -14.0 k-ft Along Y-Y 0.8183 in at 10.0ft above base Mn-x / Omega : Allowable 45.449 k-ft for load combination :W Only Ma-y : Applied -14.0 k-ft Mn-y / Omega : Allowable 45.449 k-ft Along X-X 0.8183 in at 10.0ft above base for load combination :W Only PASS Maximum Shear Stress Ratio = 0.01978 : 1 Load Combination +D+0.70E Location of max.above base 0.0 ft At maximum location values are . . . Va : Applied 1.40 k Vn / Omega : Allowable 70.779 k . Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location D Only 0.018 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.000 PASS 0.00 ft +D+Lr 0.023 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.000 PASS 0.00 ft +D+S 0.044 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.000 PASS 0.00 ft +D+0.750Lr 0.021 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.000 PASS 0.00 ft +D+0.750S 0.037 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.000 PASS 0.00 ft +D+0.60W 0.537 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.017 PASS 0.00 ft +D+0.70E 0.625 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.020 PASS 0.00 ft +D+0.750Lr+0.450W 0.407 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.013 PASS 0.00 ft +D+0.750S+0.450W 0.415 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.013 PASS 0.00 ft +D+0.750S+0.5250E 0.481 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.015 PASS 0.00 ft +0.60D+0.60W 0.533 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.017 PASS 0.00 ft +0.60D+0.70E 0.621 PASS 0.00 ft 1.67 1.67 53.81 53.81 0.020 PASS 0.00 ft . Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 3.872 2.000 2.000 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Column Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: column in pair at middle of canopy Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr 4.992 2.000 2.000 +D+S 9.632 2.000 2.000 +D+0.750Lr 4.712 2.000 2.000 +D+0.750S 8.192 2.000 2.000 +D+0.60W 3.872 -1.200 2.000 1.200 2.000 -12.000 -12.000 +D+0.70E 3.872 -1.400 2.000 1.400 2.000 -14.000 -14.000 +D+0.750Lr+0.450W 4.712 -0.900 2.000 0.900 2.000 -9.000 -9.000 +D+0.750S+0.450W 8.192 -0.900 2.000 0.900 2.000 -9.000 -9.000 +D+0.750S+0.5250E 8.192 -1.050 2.000 1.050 2.000 -10.500 -10.500 +0.60D+0.60W 2.323 -1.200 2.000 1.200 2.000 -12.000 -12.000 +0.60D+0.70E 2.323 -1.400 2.000 1.400 2.000 -14.000 -14.000 Lr Only 1.120 2.000 2.000 S Only 5.760 2.000 2.000 W Only -2.000 2.000 2.000 2.000 -20.000 -20.000 E Only -2.000 2.000 2.000 2.000 -20.000 -20.000 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 9.632 2.000 2.000 " Minimum -2.000 2.000 2.000 2.000 -20.000 -20.000 Reaction, X-X Axis Base Maximum 3.872 2.000 2.000 " Minimum -2.000 2.000 2.000 2.000 -20.000 -20.000 Reaction, Y-Y Axis Base Maximum -2.000 2.000 2.000 2.000 -20.000 -20.000 " Minimum 3.872 2.000 2.000 Reaction, X-X Axis Top Maximum 3.872 2.000 2.000 " Minimum 3.872 2.000 2.000 Reaction, Y-Y Axis Top Maximum 3.872 2.000 2.000 " Minimum -2.000 2.000 2.000 2.000 -20.000 -20.000 Moment, X-X Axis Base Maximum 3.872 2.000 2.000 " Minimum -20.000 2.000 2.000 2.000 -20.000 -20.000 Moment, Y-Y Axis Base Maximum 3.872 2.000 2.000 -20.000 " Minimum -2.000 2.000 2.000 2.000 -20.000 -20.000 Moment, X-X Axis Top Maximum 3.872 2.000 2.000 " Minimum 3.872 2.000 2.000 Moment, Y-Y Axis Top Maximum 3.872 2.000 2.000 " Minimum 3.872 2.000 2.000 . Maximum Deflections for Load Combinations Load Combination Max. Deflection in X dir Distance Max. Deflection in Y dir Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.4910 in 10.000 ft 0.491 in 10.000 ft +D+0.70E 0.5728 in 10.000 ft 0.573 in 10.000 ft +D+0.750Lr+0.450W 0.3682 in 10.000 ft 0.368 in 10.000 ft +D+0.750S+0.450W 0.3682 in 10.000 ft 0.368 in 10.000 ft +D+0.750S+0.5250E 0.4296 in 10.000 ft 0.430 in 10.000 ft +0.60D+0.60W 0.4910 in 10.000 ft 0.491 in 10.000 ft +0.60D+0.70E 0.5728 in 10.000 ft 0.573 in 10.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.8183 in 10.000 ft 0.818 in 10.000 ft E Only 0.8100 in 9.933 ft 0.810 in 9.933 ft . Steel Section Properties : HSS6x6x1/2 Steel Section Properties : HSS6x6x1/2 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Column Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: column in pair at middle of canopy Depth = 6.000 in I xx = 48.30 in^4 J = 81.100in^4 Design Thick = 0.465 in S xx = 16.10 in^3 Width = 6.000 in R xx = 2.230 in Wall Thick = 0.500 in Zx = 19.800 in^3 Area = 9.740 in^2 I yy = 48.300 in^4 C = 28.100in^3 Weight = 35.240 plf S yy = 16.100 in^3 R yy = 2.230 in Ycg = 0.000 in Sketches Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Pole Footing Embedded in Soil Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Pole Footing Shape Rectangular Pole Footing Width . . . . . . . . . . . . . 36.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive . . . . . . . . . . . . . . . . . . . . . . 250.0 pcf Max Passive . . . . . . . . . . . . . . . . . . . . . . 1,500.0 psf Controlling Values Governing Load Combination :+D+0.70E Lateral Load 1.40 k Moment 15.40 k-ft Restraint @ Ground Surface Pressure at Depth Actual 967.05 psf Allowable 1,000.0 psf Surface Retraint Force 9,581.25 lbs Minimum Required Depth 4.0 ft Footing Base Area 9.0ft^2 Maximum Soil Pressure 1.031ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Applied Moment (kft) Vertical Load (k) D : Dead Load k k/ft k-ft 3.520 k Lr : Roof Live k k/ft k-ft 1.120 k L : Live k k/ft k-ft k S : Snow k k/ft k-ft 5.760 k W : Wind 1.0 k k/ft k-ft k E : Earthquake 2.0 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 11.0 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 0.000 0.000 0.13 0.0 31.3 1.000 +D+Lr 0.000 0.000 0.13 0.0 31.3 1.000 +D+S 0.000 0.000 0.13 0.0 31.3 1.000 +D+0.750Lr 0.000 0.000 0.13 0.0 31.3 1.000 +D+0.750S 0.000 0.000 0.13 0.0 31.3 1.000 +D+0.60W 0.600 6.600 3.00 736.8 750.0 1.000 +D+0.70E 1.400 15.400 4.00 967.1 1,000.0 1.000 +D+0.750Lr+0.450W 0.450 4.950 2.75 657.6 687.5 1.000 +D+0.750S+0.450W 0.450 4.950 2.75 657.6 687.5 1.000 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Pole Footing Embedded in Soil Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 +D+0.750S+0.5250E 1.050 11.550 3.63 883.1 906.3 1.000 +0.60D+0.60W 0.600 6.600 3.00 736.8 750.0 1.000 +0.60D+0.70E 1.400 15.400 4.00 967.1 1,000.0 1.000 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Base Plate Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: POST BASE FOR 6X6 COLUMN Code References Calculations per AISC Design Guide # 1, IBC 2021, ASCE 7-16, AISC 360-16 Load Combination Set : IBC 2021 General Information Material Properties AISC Design Method Load Resistance Factor Design c : LRFD Resistance Factor 0.65 Steel Plate Fy = 36 ksi Concrete Support f'c = 3 ksi Assumed Bearing Area :Full Bearing Nominal Bearing Fp per J8 2.550ksi Column & Plate Column Properties Steel Section : HSS6x6x1/2 Depth 6 in Area 9.74 in^2 Width 6 in Ixx in^4 Flange Thickness 0.465 in Iyy in^4 Web Thickness in Plate Dimensions Support Dimensions N : Length 12 in Width along "X" 12 in B : Width 12 in Length along "Z' 12 in Thickness 1.125 in Column assumed welded to base plate. Applied Loads P-Y V-Z M-X D : Dead Load 3.50 k k k-ft L : Live k k k-ft Lr : Roof Live 1.120 k k k-ft S : Snow 5.360 k k k-ft W : Wind k 1.50 k 15.0 k-ft E : Earthquake k 2.0 k 21.50 k-ft H : Lateral Earth k k k-ft " P " = Gravity load, "+" sign is downward."+" Moments create higher soil pressure at +Z edge. "+" Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 7/8" F1554 Max of Tension or Pullout Capacity........... 13.0 k Shear Capacity......................................... 5.0 k Edge distance : bolt to plate................... 1.50 in Number of Bolts in each Row................... 2 Number of Bolt Rows........................ 1 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Base Plate Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: POST BASE FOR 6X6 COLUMN GOVERNING DESIGN LOAD CASE SUMMARY Mu : Max. Moment ..................... 6.623 k-in Plate Design Summary fb : Max. Bending Stress ............... 31.399 ksi Design Method Load Resistance Factor Design Fb : Allowable : 32.400 ksi Governing Load Combination+1.20D+1.60Lr+0.50W Fy * Phi Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension on Bolts Bending Stress Ratio 0.969 Bending Stress OK Governing STRESS RATIO1.0 Design Plate Size 1'-0" x 1'-0" x 1 -1/8" fu : Max. Plate Bearing Stress .... 1.658 ksi Fp : Allowable : 1.658 ksi Pu : Axial ......... 3.150 k Mu : Moment ........ 21.500 k-ft Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt ................... 12.684 Allowable Bolt Tension ............... 13.000 Tension Stress Ratio 0.976 Tension Stress OK Load Comb. : +1.40D Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 4.900 k Fp : Allowable ............................... 1.658ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.034ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.021 Will be different from entry if partial bearing used. Plate Bending Stresses A1 : Plate Area ......... 144.000 in^2 Mmax = Fu * L^2 / 2 ................... 0.169k-in on 1" strip) A2: Support Area .................. 144.000 in^2 fb : Actual ................................ 0.534ksi sqrt( A2/A1 ) 1.000 Fb : Allowable .............................. 32.400ksi Stress Ratio ..................... 0.016 Distance for Moment Calculation " m " ..................... 3.150 in " n " ..................... 3.150 in X .............................. 0.000 in^2 Lambda ...................... 0.000 n' ........................................ 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n'') ......................... 3.150 in Load Comb. : +1.20D+0.50Lr Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 4.760 k Fp : Allowable ............................... 1.658ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.033ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.020 Will be different from entry if partial bearing used. Plate Bending Stresses A1 : Plate Area ......... 144.000 in^2 Mmax = Fu * L^2 / 2 ................... 0.164k-in on 1" strip) A2: Support Area .................. 144.000 in^2 fb : Actual ................................ 0.518ksi sqrt( A2/A1 ) 1.000 Fb : Allowable .............................. 32.400ksi Stress Ratio ..................... 0.016 Distance for Moment Calculation " m " ..................... 3.150 in " n " ..................... 3.150 in X .............................. 0.000 in^2 Lambda ...................... 0.000 n' ........................................ 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n'') ......................... 3.150 in Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Base Plate Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: POST BASE FOR 6X6 COLUMN Load Comb. : +1.20D+0.50S Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 6.880 k Fp : Allowable ............................... 1.658ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.048ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.029 Will be different from entry if partial bearing used. Plate Bending Stresses A1 : Plate Area ......... 144.000 in^2 Mmax = Fu * L^2 / 2 ................... 0.237k-in on 1" strip) A2: Support Area .................. 144.000 in^2 fb : Actual ................................ 0.749ksi sqrt( A2/A1 ) 1.000 Fb : Allowable .............................. 32.400ksi Stress Ratio ..................... 0.023 Distance for Moment Calculation " m " ..................... 3.150 in " n " ..................... 3.150 in X .............................. 0.000 in^2 Lambda ...................... 0.000 n' ........................................ 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n'') ......................... 3.150 in Load Comb. : +1.20D+1.60Lr Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 5.992 k Fp : Allowable ............................... 1.658ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.042ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.025 Will be different from entry if partial bearing used. Plate Bending Stresses A1 : Plate Area ......... 144.000 in^2 Mmax = Fu * L^2 / 2 ................... 0.206k-in on 1" strip) A2: Support Area .................. 144.000 in^2 fb : Actual ................................ 0.652ksi sqrt( A2/A1 ) 1.000 Fb : Allowable .............................. 32.400ksi Stress Ratio ..................... 0.020 Distance for Moment Calculation " m " ..................... 3.150 in " n " ..................... 3.150 in X .............................. 0.000 in^2 Lambda ...................... 0.000 n' ........................................ 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n'') ......................... 3.150 in Load Comb. : +1.20D+1.60Lr+0.50W Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension . . . Pu : Axial ......... 5.992 k Tension per Bolt .......................... 2.787 k Mu : Moment ........ 7.500 k-ft Tension : Allowable .................... 13.000k Eccentricity ........................ 15.020 in Stress Ratio .................... 0.214 A1 : Plate Area ......... 144.000 in^2 A2 : Support Area ..................... 144.000 in^2 Dist. from Bolt to Col. Edge ............. 1.650 in Effective Bolt Width for Bending ..... 6.600 in sqrt( A2/A1 ) 1.000 Plate Moment from Bolt Tension ....... 1.394 k-in Calculate plate moment from bearing . . . max(m, n) 3.600 in Bearing Stresses "A" : Bearing Length 1.163 in Fp : Allowable ............................... 1.658 ksi Mpl : Plate Moment 0.258 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 3.096 k-in on 1" strip) fb : Actual ................................ 14.679 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.453 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Base Plate Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: POST BASE FOR 6X6 COLUMN Load Comb. : +1.20D+1.60S Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 12.776 k Fp : Allowable ............................... 1.658ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.089ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.054 Will be different from entry if partial bearing used. Plate Bending Stresses A1 : Plate Area ......... 144.000 in^2 Mmax = Fu * L^2 / 2 ................... 0.440k-in on 1" strip) A2: Support Area .................. 144.000 in^2 fb : Actual ................................ 1.391ksi sqrt( A2/A1 ) 1.000 Fb : Allowable .............................. 32.400ksi Stress Ratio ..................... 0.043 Distance for Moment Calculation " m " ..................... 3.150 in " n " ..................... 3.150 in X .............................. 0.000 in^2 Lambda ...................... 0.000 n' ........................................ 0.000 in n' * Lambda .................................. 0.000 in L = max(m, n, n'') ......................... 3.150 in Load Comb. : +1.20D+1.60S+0.50W Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension . . . Pu : Axial ......... 12.776 k Tension per Bolt .......................... 0.982 k Mu : Moment ........ 7.500 k-ft Tension : Allowable .................... 13.000k Eccentricity ........................ 7.044 in Stress Ratio .................... 0.076 A1 : Plate Area ......... 144.000 in^2 A2 : Support Area ..................... 144.000 in^2 Dist. from Bolt to Col. Edge ............. 1.650 in Effective Bolt Width for Bending ..... 6.600 in sqrt( A2/A1 ) 1.000 Plate Moment from Bolt Tension ....... 0.491 k-in Calculate plate moment from bearing . . . max(m, n) 3.600 in Bearing Stresses "A" : Bearing Length 1.482 in Fp : Allowable ............................... 1.658 ksi Mpl : Plate Moment 0.318 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 3.815 k-in on 1" strip) fb : Actual ................................ 18.087 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.558 Load Comb. : +1.20D+0.50Lr+W Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension . . . Pu : Axial ......... 4.760 k Tension per Bolt .......................... 7.884 k Mu : Moment ........ 15.000 k-ft Tension : Allowable .................... 13.000k Eccentricity ........................ 37.815 in Stress Ratio .................... 0.606 A1 : Plate Area ......... 144.000 in^2 A2 : Support Area ..................... 144.000 in^2 Dist. from Bolt to Col. Edge ............. 1.650 in Effective Bolt Width for Bending ..... 6.600 in sqrt( A2/A1 ) 1.000 Plate Moment from Bolt Tension ....... 3.942 k-in Calculate plate moment from bearing . . . max(m, n) 3.600 in Bearing Stresses "A" : Bearing Length 2.064 in Fp : Allowable ............................... 1.658 ksi Mpl : Plate Moment 0.415 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 4.981 k-in on 1" strip) fb : Actual ................................ 23.615 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.729 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Base Plate Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: POST BASE FOR 6X6 COLUMN Load Comb. : +1.20D+0.50S+W Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension . . . Pu : Axial ......... 6.880 k Tension per Bolt .......................... 7.349 k Mu : Moment ........ 15.000 k-ft Tension : Allowable .................... 13.000k Eccentricity ........................ 26.163 in Stress Ratio .................... 0.565 A1 : Plate Area ......... 144.000 in^2 A2 : Support Area ..................... 144.000 in^2 Dist. from Bolt to Col. Edge ............. 1.650 in Effective Bolt Width for Bending ..... 6.600 in sqrt( A2/A1 ) 1.000 Plate Moment from Bolt Tension ....... 3.674 k-in Calculate plate moment from bearing . . . max(m, n) 3.600 in Bearing Stresses "A" : Bearing Length 2.170 in Fp : Allowable ............................... 1.658 ksi Mpl : Plate Moment 0.431 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 5.173 k-in on 1" strip) fb : Actual ................................ 24.523 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.757 Load Comb. : +1.20D+0.70S+E Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension . . . Pu : Axial ......... 7.952 k Tension per Bolt .......................... 11.553 k Mu : Moment ........ 21.500 k-ft Tension : Allowable .................... 13.000k Eccentricity ........................ 32.445 in Stress Ratio .................... 0.889 A1 : Plate Area ......... 144.000 in^2 A2 : Support Area ..................... 144.000 in^2 Dist. from Bolt to Col. Edge ............. 1.650 in Effective Bolt Width for Bending ..... 6.600 in sqrt( A2/A1 ) 1.000 Plate Moment from Bolt Tension ....... 5.777 k-in Calculate plate moment from bearing . . . max(m, n) 3.600 in Bearing Stresses "A" : Bearing Length 3.123 in Fp : Allowable ............................... 1.658 ksi Mpl : Plate Moment 0.552 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 6.623 k-in on 1" strip) fb : Actual ................................ 31.399 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.969 Project Title: Airgas Covered cylinder bay Engineer: Dean P. Zarosinski PE Project ID: V0435-23 Project Descr: 16' x 50' cover 10' eave Steel Base Plate Project File: V0374-23 16 x 50 Cover.ec6 LIC# : KW-06015403, Build:20.23.05.25 Zarosinski Engineering and Design, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: POST BASE FOR 6X6 COLUMN Load Comb. : +0.90D+W Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension . . . Pu : Axial ......... 3.150 k Tension per Bolt .......................... 8.293 k Mu : Moment ........ 15.000 k-ft Tension : Allowable .................... 13.000k Eccentricity ........................ 57.143 in Stress Ratio .................... 0.638 A1 : Plate Area ......... 144.000 in^2 A2 : Support Area ..................... 144.000 in^2 Dist. from Bolt to Col. Edge ............. 1.650 in Effective Bolt Width for Bending ..... 6.600 in sqrt( A2/A1 ) 1.000 Plate Moment from Bolt Tension ....... 4.147 k-in Calculate plate moment from bearing . . . max(m, n) 3.600 in Bearing Stresses "A" : Bearing Length 1.985 in Fp : Allowable ............................... 1.658 ksi Mpl : Plate Moment 0.403 k-in fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax .......................................... 4.833 k-in on 1" strip) fb : Actual ................................ 22.912 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.707 Load Comb. : +0.90D+E Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension . . . Pu : Axial ......... 3.150 k Tension per Bolt .......................... 12.684 k Mu : Moment ........ 21.500 k-ft Tension : Allowable .................... 13.000k Eccentricity ........................ 81.905 in Stress Ratio .................... 0.976 A1 : Plate Area ......... 144.000 in^2 A2 : Support Area ..................... 144.000 in^2 Dist. from Bolt to Col. Edge ............. 1.650 in Effective Bolt Width for Bending ..... 6.600 in sqrt( A2/A1 ) 1.000 Plate Moment from Bolt Tension ....... 6.342 k-in Calculate plate moment from bearing . . . max(m, n) 3.600 in Bearing Stresses "A" : Bearing Length 2.868 in Fp : Allowable ............................... 1.658 ksi Mpl : Plate Moment 0.524 k-in fu : Max. 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