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HomeMy WebLinkAbout17216 51st Ave Ne Ste 110_BLD6296_2025 COMMERCIAL TENANT IMPROVEMENT PERMIT APPLICATION Community and Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • 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 Tenant Improvement Permit Application to be considered a complete submittal. COMMERCIAL TENANT IMPROVEMENT 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: New Space Addition Alteration Property Address: Project Valuation: Lot #: Parcel ID No.: Subdivision: Project Scope of Work: Description of New Tenant Business Operations: 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 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL SYSTEM INFORMATION Type of Permit:  New Installation  Addition  Alteration  Replaced  Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured per IFGS, Section 415 • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 4  Not Applicable Proposed Piping Material:  CSST  Brass  Black Steel  Galvanized Steel  Other Proposed Piping Size:  ½”  ⅝”  ¾”  1”  1½”  2” 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 ≤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 ≤100 Btu/h x $ 15.00 = $ Forced Air Heat >100 Btu/h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC ≤100 Btu/h x $ 15.00 = $ REV03.2022 Page 3 of 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL PERMIT FEES (per unit) Gas Fired AC >100 Btu/h x $ 25.00 = $ Gas Fired AC > 500 Btu/h x $ 50.00 = $ Gas Piping ≤ 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 ≤100btu x $ 25.00 = $ Pkg. Units >100btu x $ 50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit ≤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 ≤ 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 – USE A SEPARATE SHEET, IF NECESSARY  SCHEMATIC IS TO SCALE  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 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING SYSTEM INFORMATION Type of Permit:  New Installation  Addition  Alteration  Replaced  Industrial 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:  Fixture specifications and equipment with locations.  Location and type of all backflow assemblies for each fixture.  Calculations for Grease Interceptor.  Pipe size and location of sanitary and potable water systems.  Riser diagram of waste, vent, and rain water systems, including sizes.  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 = REV03.2022 Page 5 of 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING PERMIT FEES (per fixture) Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker/Refrigerator x $ 15.00 = Irrigation – per meter x $ 25.00 = Kitchen Sink & Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Piping ≤ 5 inlets/outlets x $ 60.00 = Med Gas Piping > 5 inlets/outlets (plus ≤ 5 x $ 5.00 = inlets/outlets) Miscellaneous – regulated by plumbing x $ 15.00 = code, not otherwise specified Pretreatment Interceptor x $ 15.00 = 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  New  Addition/Alteration  Medical  Automotive Based  Industrial  Office  Restaurant  Machine Shop  Other: ____________________________________ CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply.  Ice Machine  Dialysis Equip.  Air washers  Coffee Urn/Espresso  Hydrotherapy Equip.  Steam Generators  Carbonated Bev.  Dental Equip.  Dye Vats  Fume Hoods  Laboratory Equip.  Pressure Washers  Degreasers  Autoclave/Sterilizers  Cooling Towers  Hot Tub/Spa  Decorative Fountain  Fire Sprinkler  Aquarium  Swimming Pools  Sprinkler w/chemicals  Lawn Irrigation  Well on property  Other: ________________________ WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor?  Yes  No  Don’t Know Does the plumbing system currently have an oil/water  Yes  No  Don’t Know separator? REV03.2022 Page 6 of 7 COMMERCIAL TENANT IMPROVEMENT Is water used in the business process (washing, rinsing,  Yes  No  Don’t Know cooling)? Does your business require a NPDES permit?  Yes  No  Don’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 Print Name Date REV03.2022 Page 7 of 7 625 Fourth Avenue PH 425 827-3324 Suite 202 FAX 425 827-6252 Kirkland, WA 98033 natalie@franklineng.com November 7, 2023 ENVELOPE SUMMARY RE: Tenant 48 TI – Smartcap Building B 17212 51st Ave Arlington, WA Conversion of existing semi-heated warehouse to conditioned Office space. Project complies with 2018 WSEC, Commercial Provisions, using the Component Performance approach. Roof (Existing): R-38 minimum rigid insulation above roof deck. U=0.027, default Table A102.2.6(1) Wall (Mass, Opaque, Exterior, Floor to 9-6”): Concrete, min 6” thick, 3-1/2” metal studs, 24" oc with R-13 batt insulation, U=0.108, default Table A103.3.6.1(1) per footnote (c) to Table A103.3.7.1(4) Wall (Mass, Opaque, Exterior, 9’-6” AFF to Roof): Concrete, min. 6” thick, with continuous R-21 batt insulation on stickpins, U=0.045, default Table A103.3.7.1(4) Wall (Metal, Opaque, Warehouse/Office): 6” metal studs, 16" oc with R-21 batt insulation, plus R-7.5 continuous rigid, U=0.059, default Table A103.3.6.1(1) Floor Over (Existing): Metal joist with R-11 batt insulation, U=0.14, default Table A105.1(3) Slab on Grade (Existing): No Insulation, F=0.73, default Table A106.1 Doors (Swinging, Opaque): Insulated metal, U=0.37, default Table A107.1(1) Tenant 48 TI Envelope Summary November 7, 2023 Page 2 Vertical Glazing (Existing, Fixed): Metal frame, NFRC certified assembly, U=0.38, SHGC=0.38 Vertical Glazing (Existing, Entrance Door): Metal frame, NFRC certified assembly, U=0.60, SHGC=0.38 Please note that these values are minimum insulation requirements for code compliance. Higher insulation values may be installed. SHGC = Solar Heat Gain Coefficient. VT = Visible Transmittance.         ARLINGTON AIRPORT INDUSTRIAL BUILDING – TENANT 48 T.I. Arlington, WA 98223 STRUCTURAL CALCULATIONS FOR INTERIOR LIGHT GAGE STEEL STRUCTURES 11/07/2023 2018 IBC November 7, 2023 ENW #22022006 ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● 19020 33rd Ave W #350 ï‚Ÿ Lynnwood, WA 98036 ● 206.525.7560 ï‚Ÿ fax 206.522.6698 www.engineersnw.com PROJECT INFO 1 Project: Arlington Airport Industrial Park Building B - IDI Distributor TI Scope: Addition of non-load bearing demising walls. Addition of restroom that has joist framing for gyp ceiling support. Addition of office space. The walls separating the warehouse open space from the office space are full height non load bearing walls. There is no joist framing over the top of these offices. Note original building was designed with future office space and is accounted for in the original lateral design. Two existing exterior tilt-up panels along grid E will have existing openings enlarged. Code: IBC 2018; ASCE 7-16 Lateral System for Restroom: CFS shear wall walls with flat strap bracing. the joists and flat strap bracing will serve as the diaphragm. Warehouse lateral system: A review was done on the exterior shear walls to see how the lateral load would be distributed amongst the shear walls along grid E, the wall with the enlarged openings. If the shear in the walls only increases less than 10%, the lateral system is okay. 2 LOADS 3 LIGHT GAGE STEEL LOADS 3.4 7.0PSF 10 4 ENGINEERS-NORTHWEST,INC.P.S. SHEET_________OF_________ 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 * * * * * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * * * * * ASCE 7-16 Seismic Loads per ASCE 7-16- Chapter 12 Seismic Design Requirements for Building Structures Input Cells = Project Number: Project Name: AAIP Building B- IDI Distributors T.I. Location: Arlington, WA Design By: 2018 IBC Section 1613 / ASCE 7-16 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-16 (U.N.O.) Input Basic Seismic Force Resisting System = A17. Light-frame walls with shear panels of all other materials Basic Seismic Force Resisting System = BWS = Bearing Wall Systems Is diaphragm considered flexible? = YES Structural height, hn = 9.5 ft Ss = 1.059 spectral response acceleration at a period of 0.2s for Site Class B S1 = 0.378 spectral response acceleration at a period of 1.0s for Site Class B TL = 6 Long-period transition period Site Class (soil) = D Risk Category = II Table 1.5-1 Top of wall elevation (parapet) = 9.5 ft Elev. of top of wall lateral support (max.) = 9.5 ft (roof high point- minimum parapet) Elev. of top of wall lateral support (min.) = 9.5 ft (roof low point- maximum parapet) Regular structure ≤ 5 stories ? = YES Section 12.8.1.3 Output Site Coefficient, Fa = 1.076 Table 11-4.1 Site Coefficient, Fv = 1.922 Table 11-4.2 SMS = 1.139 Eqn 11.4-1 SM1 = 0.727 Eqn 11.4-2 SDS = 0.759 Eqn. 11.4-3 SD1 = 0.485 Eqn. 11.4-3 Seismic Design Category (SDC) = D Section 11.6 & Tables 11.6-1 & 11.6-2 T0 = 0.128 Section 11.4.5, 0.2Sd1/Sds Ts = 0.639 Section 11.4.5, Sd1/Sds Ct = 0.02 Table 12.8-2 Period, T = 0.108 sec, Section 12.8.2.1 (Eqn 12.8-7) Sa = 0.688 Section 11.4.5 (Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient, R = 2 Table 12.2-1 System Overstrength Factor, Ωo = 2 Table 12.2-1 Deflection Amplification Factor, Cd = 2 Table 12.2-1 Importance Factor, Ie = 1 Table 1.5-2, by Risk Category Detailing Reference Section = 14.1 and 14.5 Cs calc = 0.38 Section 12.8.1.1, Eqn 12.8-2 Cs max = 2.245 Section 12.8.1.1, Eqns 12.8-3 & 12.8-4 Cs min = 0.033 Section 12.8.1.1, Eqns 12.8-5 & 12.8-6 Cs use = 0.38 Section 12.8.1.1, Eqns 12.8-2 - 12.8-6 Vu = 0.38 * W (LRFD) Section 12.8.1, Eqn 12.8-1 V = 0.266 * W (ASD) Ev = 0.152 * D = +/- SDS D (Eqn 12.4-4) - May be zero for proportioning foundations. 2 5 GRAVITY LIGHT GAGE STEEL DESIGN 6 NON-LOAD BEARING DEMISING WALL 7 Project Name: cfs calcs Page 1 of 1 Model: New Demising Wall Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 Section : 600S162-43 (33 ksi) @ 16" o.c. Single C Stud (punched) Maxo = 1390.0 ft-lb Va = 1415.7 lb I = 2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 333.0" N/A - Sheathed Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R2 92.50 1.50 295.3 0.0 0.16 NO R1 92.50 1.50 295.3 0.0 0.16 NO "*" after support means punched near support Gravity Load Type Load (lb) Uniform 9.33plf Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 259.0(c) 3222.2(c) 8% KΦ=0.00 lb-in/in Max KL/r = 146 Max. Shear, lbs 92.5 1240.3 7% Shear (Punched) Max. Moment (MaFy, Ma-dist), ft-lbs 641.7 1205.1 53% Ma-dist (control),KΦ=0.00 lb-in/in Moment Stability, ft-lbs 641.7 1390.0 46% Shear/Moment 0.46 1.00 46% Shear 0.0, Moment 641.7 Axial/Moment 0.57 1.00 57% Axial 134.4(c), Moment 640.8 Deflection Span, in 1.302 --meets L/256-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 92.5 0.0 By Others & Anchorage Designed by Engineer NA NA R1 92.5 259.0 By Others & Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 8 BATHROOM COLD FORMED STEEL FRAMING 9 Project Name: cfs calcs Page 1 of 1 Model: Typical Bathroom Ceiling Joist Simple span Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 Section: 600S162-54 (50 ksi) @ 24" o.c. Single C Stud (unpunched) Maxo = 2527.1 ft-lb Va = 2822.9 lb I = 2.86 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span NA 60.0", 72.0" MSUBH3.25 (Max) - Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R1 148.33 3.50 909.4 0.0 0.08 NO R2 231.67 1.50 679.1 0.0 0.18 NO P1 200.00 3.50 1713.1 359.4 0.15 NO "*" after support means punched near support Point Loads P1 Load(lb) 200.00 X-Dist.(ft) 4.25 Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 0.0(t) - 0% KΦ=0.00 lb-in/in Max KL/r = N/A Max. Shear, lbs 231.7 2822.9 8% Max. Moment (MaFy, Ma-dist), ft-lbs 359.5 2158.3 17% Ma-dist (control),KΦ=0.00 lb-in/in Moment Stability, ft-lbs 359.5 2072.7 17% Shear/Moment 0.16 1.00 16% Shear 179.3, Moment 358.8 Axial/Moment 0.17 1.00 17% Axial 0.0(c), Moment 359.4 Deflection Span, in 0.025 --meets L/2906-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 148.3 By Others & Anchorage Designed by Engineer NA NA R2 0.0 231.7 By Others & Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 10 Project Name: cfs calcs Page 1 of 1 Model: Typical Bathroom Ceiling 2span condition Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 Section: 600S162-54 (50 ksi) @ 24" o.c. Single C Stud (unpunched) Maxo = 2527.1 ft-lb Va = 2822.9 lb I = 2.86 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Left Span NA None, 120.0" N/A - Right Span NA None, 120.0" N/A - Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R1 214.06 6.00 1115.8 0.0 0.10 NO R2 546.88 2.00 1494.0 609.4 0.35 NO R3 89.06 1.00 598.9 0.0 0.08 NO P1 250.00 1.50 1403.1 695.3 0.26 NO "*" after support means punched near support Point Loads P1 Load(lb) 250.00 X-Dist.(ft) 5.00 Code Check Required Allowed Interaction Notes Left Span Max. Axial, lbs 0.0(t) - 0% KΦ=0.00 lb-in/in Max KL/r = N/A Max. Shear, lbs 335.9 2822.9 12% Max. Moment (MaFy, Ma-dist), ft-lbs 695.3 2158.3 32% Ma-dist (control),KΦ=0.00 lb-in/in Moment Stability, ft-lbs 695.3 769.5 90% Shear/Moment 0.28 1.00 28% Shear 186.2, Moment 693.5 Axial/Moment 0.90 1.00 90% Axial 0.0(c), Moment 695.3 Deflection Span, in 0.110 --meets L/1095-- Right Span Max. Axial, lbs 0.0(t) - 0% KΦ=0.00 lb-in/in Max KL/r = N/A Max. Shear, lbs 210.9 2822.9 7% Max. Moment (MaFy, Ma-dist), ft-lbs 609.4 2158.3 28% Ma-dist (control),KΦ=0.00 lb-in/in Moment Stability, ft-lbs 246.0 940.5 26% Shear/Moment 0.25 1.00 25% Shear 210.9, Moment 609.4 Axial/Moment 0.28 1.00 28% Axial 0.0(c), Moment 609.4 Deflection Span, in 0.013 --meets L/9590-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 214.1 By Others & Anchorage Designed by Engineer NA NA R2 0.0 546.9 By Others & Anchorage Designed by Engineer NA NA R3 0.0 89.1 By Others & Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 11 Project Name: cfs calcs Page 1 of 1 Model: Typ 3.625inch bearing wall stud 9' tall Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 Section : 362S162-33 (33 ksi) @ 24" o.c. Single C Stud (punched) Maxo = 440.9 ft-lb Va = 1023.6 lb I = 0.55 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 108.0" N/A - Sheathed Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R2 45.00 6.00 321.5 0.0 0.07 NO R1 45.00 6.00 321.5 0.0 0.07 NO "*" after support means punched near support Gravity Load Type Load (lb) Uniform 14.00plf P1y 500.00lb @ 9.00ft Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 626.0(c) 2511.5(c) 25% KΦ=0.00 lb-in/in Max KL/r = 74 Max. Shear, lbs 45.0 521.2 9% Shear (Punched) Max. Moment (MaFy, Ma-dist), ft-lbs 101.2 440.9 23% MaFy (control),KΦ=0.00 lb-in/in Moment Stability, ft-lbs 101.2 440.9 23% Shear/Moment 0.23 1.00 23% Shear 0.0, Moment 101.2 Axial/Moment 0.47 1.00 47% Axial 566.5(c), Moment 100.9 Deflection Span, in 0.091 --meets L/1190-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 45.0 0.0 By Others & Anchorage Designed by Engineer NA NA R1 45.0 626.0 By Others & Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 12 Project Name: cfs calcs Page 1 of 1 Model: Typ 6inch bearing wall stud 9' tall Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 Section : 600S162-33 (33 ksi) @ 24" o.c. Single C Stud (punched) Maxo = 950.6 ft-lb Va = 638.1 lb I = 1.79 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 108.0" N/A - Sheathed Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R2 45.00 6.00 297.4 0.0 0.08 NO R1 45.00 6.00 297.4 0.0 0.08 NO "*" after support means punched near support Gravity Load Type Load (lb) Uniform 14.00plf P1y 500.00lb @ 9.00ft Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 626.0(c) 2984.4(c) 21% KΦ=0.00 lb-in/in Max KL/r = 47 Max. Shear, lbs 45.0 638.1 7% Shear (Punched) Max. Moment (MaFy, Ma-dist), ft-lbs 101.2 788.8 13% Ma-dist (control),KΦ=0.00 lb-in/in Moment Stability, ft-lbs 101.2 950.6 11% Shear/Moment 0.11 1.00 11% Shear 0.0, Moment 101.2 Axial/Moment 0.32 1.00 32% Axial 568.2(c), Moment 100.6 Deflection Span, in 0.028 --meets L/3869-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 45.0 0.0 By Others & Anchorage Designed by Engineer NA NA R1 45.0 626.0 By Others & Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 13 Project Name: cfs calcs Page 1 of 1 Model: Typ bearing wall stud 25.75ft tall stud w/ lat pt load from rest room Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012]joists Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 Section : 600S162-43 (33 ksi) @ 16" o.c. Single C Stud (punched) Maxo = 1390.0 ft-lb Va = 1415.7 lb I = 2.32 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 309.0" N/A - Sheathed Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? P1x 75.00 1.50 602.8 969.2 0.49 NO R2 113.70 6.00 492.8 0.0 0.12 NO R1 132.97 6.00 492.8 0.0 0.14 NO "*" after support means punched near support Gravity Load Type Load (lb) Uniform 9.33plf P1y 170.00lb @ 9.00ft Point Loads P1x Load(lb) 75.00 Y-Dist.(ft) 9.00 Moments M1 Load(ft-lb) 42.50 Y-Dist.(ft) 9.00 Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 410.3(c) 2181.0(c) 19% KΦ=0.00 lb-in/in Max KL/r = 136 Max. Shear, lbs 133.0 1240.3 11% Shear (Punched) Max. Moment (MaFy, Ma-dist), ft-lbs 969.2 1205.1 80% Ma-dist (control),KΦ=0.00 lb-in/in Moment Stability, ft-lbs 969.2 1390.0 70% Shear/Moment 0.70 1.00 70% Shear 2.1, Moment 969.2 Axial/Moment 0.98 1.00 98% Axial 327.2(c), Moment 920.1 Deflection Span, in 1.582 --meets L/195-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 113.7 0.0 By Others & Anchorage Designed by Engineer NA NA R1 133.0 410.3 By Others & Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 14 BATHROOM COLD FORMED STEEL LATERAL 15 16 Project Name: cfs calcs Page 1 of 3 Model: LFRS Shearwall –1 Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report Load Inputs (All Loads are Unfactored LRFD Forces) Top of Level Shear (lb) Level Wind Seismic Aspect Ratio 1 437 967 1.03 Seismic Design Parameters: Seismic Design Category = D = 0.759 Ie = 1 Overstrength Defl Amplification Level Factor, Factor, Cd 1 2 2 Additional Applied Chord Axial Loads (lb) - Unfactored Level D L Lr S W 1 0 0 0 0 0 Additional Applied Chord Moments (ft-lb) - Unfactored Level D L Lr S W E 1 0 0 0 0 0 0 Total and Unit Shear Forces Wind Shear Forces Seismic Shear Forces Vu, Total vu, per ft Vu, Total vu, per ft Level (lb) (lb/ft) (lb) (lb/ft) 1 437 49. 967 110. Shear Wall Sheathing and Fastener Selection Edge/Field Framing Max One or Fastener Fastener Thickness Framing Two Level Sheathing Size Spac (in) (mils) Spac (in) Sides 1 GWB No. 6 7/7 43 24 1 Shear Strength Modification Factors Wind Seismic Level Modifiers Modifiers SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 17 Project Name: cfs calcs Page 2 of 3 Model: LFRS Shearwall –1 Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report 1 None None Available Shear Strength and Shear Ratios Wind Seismic Aspect Ratio Available Shear Shear Ratio Aspect Ratio Available Shear Shear Ratio Level Factor Strength, Ï•vn (lb/ft) vu/Ï•vn Factor Strength, Ï•vn (lb/ft) vu/Ï•vn 1 1 188 0.265 1 174 0.635 Chords Bracing (in) Axial Axial Flex Kɸ Axial Kɸ Bracing, Level Section Fy (ksi) Configuration Flexural KyLy KtLt (lb-in/in) (lb-in/in) Lm (in) 1 362S162-43 33 Single 48 48 48 0 0 None Load Combinations IBC 2018 LRFD LC1 = 1.4D LC2 = 1.2D + 1.6L + 0.5(Lr or S) LC3 = 1.2D + 1.6(Lr or S) + (L or 0.5W) LC4 = 1.2D + 1.0W + L + 0.5(Lr or S) LC6 = 1.2D + 1.0E + L + 0.2S LCO6 = (1.2+0.2Sds)D + Ω₀Qe + L + 0.2S Note: LCO6 based on the lower of Overstrength or Expected Strength Factored Chord Compression, Pu (lb) Level LC1 LC2 LC3 LC4 LC6 LCO6 1 0 0 225 437 995 1989 Factored Chord Strong-Axis Bending, Mux (ft-lb) Level LC1 LC2 LC3 LC4 LC6 LCO6 1 0 0 0 0 0 0 Minimum Minimum Interactions Level ɸMnx (ft-lb) ɸPn (lb) LC1 LC2 LC3 LC4 LC6 LCO6 1 894 4262 0 0 0.053 0.103 0.233 0.467 Ties and Holdowns Holdown Holdown Exposed Rod Capacity Disp at Holdown Rod Dia. Level Holdown Quantity Config Length (in) Φ Tn (lb/Each) Φ Tn (in) height (in) (in) 1 DTT1Z-33 1 Base 4 1270 0.25 7.125 0.375 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 18 Project Name: cfs calcs Page 3 of 3 Model: LFRS Shearwall –1 Date: 11/06/2023 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designerâ„¢ 5.2.1.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report Holdown Offset from Level End of Shear Wall (in) 1 0.0 Load Combinations (IBC 2018 LRFD) LC5 = 0.9D + 1.0W LC7 =(0.9-0.2Sds)D + 1.0E LCO7 =(0.9-0.2Sds)D + Ω₀Qe Note: LCO7 based on the lower of Overstrength or Expected Strength Factored Net Uplift (lb) (Negative values represent uplift, Positive values indicate no net uplift) Shear Forces (lb) Level LC5 LC7 LCO7 Wind Seismic Seismic w/Overstrength 1 -449 -995 -1989 437 967 1934 Ratio (Factored Net Uplift)/(Holdown Capacity) Level LC5 LC7 LCO7 1 0.354 0.783 1.566 Displacement Floor-Floor Relative Displacement (in) Drift % Level Wind Seismic Seismic, Cd Wind Seismic Seismic, Cd 1 Note 1 Note 1 Note 1 Note 1 Note 1 Note 1 Note 1 : AISI S240-15 and S400-15/S1-16 do not include provisions for determination of deflection of GWB shear walls. Deflections must be calculated using rational analysis NOTE: THERE IS NO UPLIFT AND NO NEED FOR A HOLDOWN. THE PROGRAM DOES NOT ACCOUNT FOR THE WALL SELF WEIGHT. OVERTURNING MOMENT = 967# X 9' = 8703 FT-# RESISTING DEAD LOAD MOMENT = 8.75' * 9' * (7PSF X .9) * 8.75' / 2 = 2171 FT-# > OVERTURNING MOMENT SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 19 ENLARGING 2 OPENINGS ALONG GRID E TILT UP PANELS 20 EXISTING BUILDING LATERAL Two existing exterior tilt-up panels along grid E will have existing openings enlarged. The width will remain the same, but it will grow taller by 2'. (from 14' to 16' tall). A review was done on the exterior shear walls to see how the lateral load would be redistributed amongst the remaining shear walls along grid E if the 2 walls with the enlarged openings were not considered shear walls anymore. If the shear in the walls only increases less than 10%, the lateral system is considered okay. 21 ORIG. SHEAR Orig Shear in Panel (kips) NEW SHEAR. SHEAR PANEL V (kips) TOTAL /R RPANEL RPANEL THE 2 (E) TILT PANELS THAT WILL HAVE THERE OPENINGS ENLARGED WILL NO LONGER BE CONSIDERED SHEAR WALLS. THE LATERAL LOAD ALONG GRID E WILL BE PANEL V (kips) Grid E Panels PANEL V (kips) 67 3.7277 0.038 12.07 DISTRIBUTED TO THE REMAINDER OF THE11.21 7.61% PANELS AND THE ORGINAL LOADS WILL BE /RTOTAL /RTOTAL COMPARED TO THE NEW LOADS. RPANEL RPANEL ACCORDING TO THIS, THERE IS ONLY A 7.61% INCREASE IN THE PANEL LOADS. THEREFORE, EXISTING SHEAR WALLS ARE RPANEL RPANEL OKAY SINCE IT DOES NOT INCREASE BY MORE THAN 10%. Grid 18 Panels PANEL V (kips) TOTAL /R RPANEL RPANEL 1 2 3 6.22055 4.52626 4.526270.023 14.0082 80.017 9.413590.017 0.053 7.650110 6.95 3.4313110.035 5.06 7.6501120.029 5.0612.6857 15.66130.013 7.6501 140.029 10.520.048 3.4313 15 8.55427.65010.02916 3.8412.6857430.013 17 8.55457.650114.180.02946195.4835 0.048 3.4313 214.5812478.55 7.65010.029 2311.18933.848.9440.09 4811.9170.01325 8.550.0712.95924914.182.42220.029260.17 SUM R = 64.364911.67670.140.04510.850627 8.55 0.20 7.650111.590.00910.357128 3.840.044 3.43130.17299.68 8.55 23.647.6501V GRID 1 =0.0290.163013.3218.90 12.6857 0.0133127.38136 2.71 7.650113.06Grid 1 Panels0.02932 5322.930.048 kips (LRFD)3.4313 33 8.5521.88 7.6501540.02934 563.848612.6857 550.013353.10687 8.55 577.650114.180.02936 3.3556 0.048883.72773.43138910.3571 3758 3.35560.0328.5510.8506 7.65010.02939593.7277 0.0343.8490 9.41350.03812.95920.160.0134011.1893 0.0348.553.35560.179214.0082 14.180.02941 0.03860 3.3556SUM R = 64.36499310.054.52620.200.035SUM R = 266.53690.178.9448.550.053650.03410.864.5262 4.581212.07 21.883.84 0.03410.863.72776.22050.01722.935.4835 8.5512.070.14 0.0173.727710.520.079.3427.38 23.64 15.660.03810.860.02310.090.09 6111.21 10.86 10.090.038 5.06 7.61%11.2168 18.90625.067.61%69 7.61%9.683.727712.076310.096.957.61% 11.5970 717.61%6410.093.727712.07 3.3556 3.35560.038 7.61%3.3556 663.72770.03811.213.72777.61%723.72770.034 0.034 7311.210.034 7412.070.038 0.0383.35560.0387.61% 3.3556 75 12.07 10.863.35567.61% 10.86 0.034 10.860.034 011.2112.07 12.0712.070.034 0 11.21 10.09 10.09 7.61%10.86 10.0910.860.000 11.21 11.2111.217.61%10.860.0007.61% 7.61% 76 7.61% 7710.097.61% 7.61%7.61%10.090.00 78 79 3.355610.09 0.00 3.35567.61% 7.61%80 3.72770.0343.7277 7.61%81 11.21 0.034 82 SUM R = 97.922811.213.35560.038 0.038 -100.00% 3.3556 10.86 -100.00% 0.0343.106 10.86 0.034 12.07 12.07 0.032 10.09 10.86 10.09 10.86 11.21 11.217.61% 10.05 7.61% 10.09 7.61% increase in lateral load to remaining shear walls.7.61% 7.61% 10.09 7.61% 9.34 7.61% 7.61% V GRID A= 298 kips (LRFD) V GRID 18 = 136 kips (LRFD) V Grid E = 317 kips (LRFD) LATERAL LOAD DISTRIBUTION TO TILT UP PANELS ALONG BUILDING PERIMETER Note: In addition to the lateral loads shown below, the lateral load generated by the panel self weight will be added to the panel for design. R=4.0; Rho = 1.0 Grid A Panels 22 WALL STRONGBACK & LINTEL DESIGN Two existing exterior tilt-up panels along grid E will have existing openings enlarged. The width will remain the same, but it will grow taller by 2'. (from 14' to 16' tall). Stongbacks are required. 23 ENGINEERS-NORTHWEST,INC.P.S. SHEET_________OF_________ 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 * * * * * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * * * * * ASCE 7-16 Seismic Loads per ASCE 7-16- Chapter 12 & 13.3 & 13.4 (Structural & Nonstructural Out-of-Plane Forces) Input Cells = Project Number: Project Name: Location: Design By: ASCE 7-16 Sect. 12.11.1 Structural Walls Out-of-Plane Forces (all forces are strength design) Input Wall weight, Ww = 91 psf Lf = 200 ft Top of wall support (parapet) = 31.33 ft Elev. of top of wall lateral support (max.) = 29.66 ft (roof high point- minimum parapet) Elev. of top of wall lateral support (min.) = 25 ft (roof low point- maximum parapet) SDS = 0.759 Ie = 1 ka = 2 Seismic Design Category (SDC) = D Output Fp = 0.304 * Ww (Strength design force) Fp = 27.7 psf (Strength design force) at high M = 3046 ft-lb/ft Simple span (ignoring parapet) roof M = 3026.7 ft-lb/ft Reduced for cantilevered parapet at low M = 2164.1 ft-lb/ft Simple span (ignoring parapet) roof M = 1895.5 ft-lb/ft Reduced for cantilevered parapet ASCE 7-16 Sect. 12.11.2.1 Structural Walls Anchorage Forces (all forces are strength design) Fp = 0.607 * Ww (Strength design force) Tributary weight = 1786.5 plf Max @ point of anchorage Fp = 1084.4 plf (Strength design force) @ point of anchorage ASCE 7-16 Sect. 13.3.1 Seismic Demands on Nonstructural Components (all forces are strength design) Input ap/Rp = 0.5 (see Architectural Components worksheet for coefficients) Component weight, Wp = 78 psf z = 0 ft h = 23 ft Ip = 1 SDS = 0.759 Output Fp = 0.152 * Wp (Strength design force) Fp_max = 1.214 * Wp (Strength design force) Fp_min = 0.228 * Wp (Strength design force) Fp_use = 0.228 * Wp (Strength design force) Fp_use = 17.784 psf (Strength design force) Wall Anchorage - NOTE:- 1.) Anchors in concrete shall be designed in accordance with chapter 17 of ACI 318 (Nonstructural walls) 2.) Anchors in masonry shall be designed in accordance with ACI 530. Anchors shall be designed to be governed by the tensile or shear strength of a ductile shear element. EXCEPTION: Anchors shall be permitted to be designed so that either 1 the support or component that the anchor is connnecting to the structure undergoes ductile forces not greater than the design strength of the anchors, or 2 the anchors shall be designed to resist the load combinations in accordance with Section 12.4.3 including Ωo as given in Tables 13.5-1 and 13.6-1. 3.) Post-installed anchors in concrete shall be prequalified for seismic applications in accordance with ACI 355.2 or other approved qualification procedures. Post-installed anchors in masonry shall be prequalified for seismic applications in accordance with approved qualification procedures. 2 24 ENGINEERS-NORTHWEST,INC.P.S. SHEET________OF________ 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 * * * * * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * * * * * ASCE 7-16 Wind Loads per ASCE 7-16- Chapter 30 - Components & Cladding - h ≤ 60'-0" Input Cells = Project Number: 22022000 Project Name: Arlington Building B Location: Arlington , WA Design By: JB Program Limitations: 1. Building must be a low-rise building or 2. Building mean roof height does not exceed 60 feet. 3. Building is enclosed or partially enclosed. BUILDING AND SITE INFORMATION INPUT Building width, B = 175 ft Building length, L = 935 ft Building eave height, he = 27.6 ft Building ridge height, hr = 29.67 ft Height of parapet, hp = 31.33 ft Roof slope, s = 0.25 = 1.19 degrees Is roof a gable or hip = Gable Risk Category = II Wind velocity, V = 98 mi/hr = 76 mi/hr (ASD) Exposure = C Topographic factor, Kzt = 1 Wind directionality factor, Kd = 0.85 Bldg internal pressure condition = Enclosed Wall Effective Wind Area, EWA = 300 ft2 Roof Effective Wind Area, EWA = 10 ft2 Ground Elevation Above Sea Level = 95 ft OUTPUT Mean roof height, h = 27.6 ft a = 11.04 ft Internal Pressure Coeff's, GCpi = 0.18 -0.18 Pressure exposure coeff, Kh = 0.97 Velocity pressure, qh = 20.27 psf Ground Elevation factor, Ke = 1 COMPONENTS AND CLADDING (C&C) p = q [(GC ) - (GC )] (lb/ft2) h p pi Wind Pressures for Walls with h ≤ 60' *Note: Design wind pressures shall not be less than a net pressure of 16psf (ult) acting in either direction normal to the surface. Wind Pressures Acting Toward Surface Bldg Surface 4 & 5 = 17.1 psf (LRFD) = 10.3 psf (ASD) Wind Pressures Acting Away From Surface Bldg Surface 4 = -19 psf (LRFD) = -11.4 psf (ASD) Bldg Surface 5 = -19.7 psf (LRFD) = -11.8 psf (ASD) ASCE7-16 Wind Loads Low Rise C&C 25 ENGINEERS-NORTHWEST,INC.P.S. SHEET_______OF_____ 9725 THIRD AVE. N.E. (SUITE 207) Rev. 6/25/04 SEATTLE, WA. 98115 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * JOB # JOB NAME :- FOR : - DESIGN of Square Tube Steel (HSS) Strong backs @ new wall openings, etc. WALL STRONG BACK LOCATION:- Input cells = HSS TOP = 26.33 ft. ROOF ( Wall support ht. ) WALL h ft= 0.33 3 HSS. STRONGBACK H ft = 29.63 OPENING h ft = 8.00 2 Conn. must occur h ft = 2.00 uPLF= 213 1 between 1st. conn. above top of door & h ft = 16.00 floor (60" o/c max.) w ft = w ft = w ft= Duration factor = 1.60 strength loading 1 2 3 0.00 3.00 16.00 wind load = 11.80 psf seismic load = 19.40 psf Trial Sq. HSS size = 8X8X1/4 lateral design load = 19.40 psf I 4 T = C = 2591 # (conn.just above door) PROVIDED = 70.7 in. I 4 REQ'D.= 53.81 in. T = C = 2844 # (top connection) S PROVIDED = 17.7 in.3 MEXIST= 23411 ( IN WALL HEIGHT "H" ) S 3 TUBE REQ'D.= 5.78 in. M = 23411 #-ft ACTUAL DEFLECTION = 1.80 in. T MAX. = 2844 # @ WALL CONNS. ALLOWABLE DEFL.(12H/150) = 2.37 in. V MAX. = 3161 # @ TS BASE CONN. WALL WITH HSS 8X8X1/4 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 8X8X1/4 weighs 25.82 plf Strongback 11/6/2023 Page1 Copy of STRBACK 26 27 28 29 30 31 32 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Tenant 48 enercalc.ec6 LIC# : KW-06015884, Build:20.23.08.30 ENGINEERS NORTHWEST (c) ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel - gravity check CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 General Information f'c = 4.50 ksi Phi Values Flexure : 0.90 1/2 fr = f'c *7.50 = 503.12 psi Shear : 0.750 Density = 145.0 pcf = 0.8250 1 LtWt Factor = 1.0 Elastic Modulus= 3,823.68 ksi Fy - Stirrups 40.0ksi E - Stirrups = 29,000.0ksi fy - Main Rebar = 60.0 ksi Stirrup Bar Size # 3 E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 1.0 remaining spandrel is good enough to support the loads without adding a lintel at the bottom. . Cross Section & Reinforcing Details Rectangular Section, Width = 7.250 in, Height = 82.0 in Span #1 Reinforcing.... 1-#5 at 15.0 in from Bottom, from 0.0 to 16.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft, (garage door weight (conservative wt used)) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.385 : 1 Section used for this span Typical Section Mu : Applied 35.778 k-ft Mn * Phi : Allowable 92.997 k-ft Location of maximum on span 8.015 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.000 in Ratio = 0 <180.0 Span: 1 : D Only Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Span: 1 : D Only . Vertical Reactions Support notation : Far left is #1 Load Combination Support 1Support 2 Max Upward from all Load Conditions 6.389 6.389 Max Upward from Load Combinations 3.833 3.833 Max Upward from Load Cases 6.389 6.389 D Only 6.389 6.389 +0.60D 3.833 3.833 . 33 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Tenant 48 enercalc.ec6 LIC# : KW-06015884, Build:20.23.08.30 ENGINEERS NORTHWEST (c) ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel - gravity check Shear Stirrup Requirements Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, Stirrups are not required. . Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.40D 1 0.00 67.00 8.94 8.94 0.00 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 0.17 67.00 8.75 8.75 1.55 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 0.35 67.00 8.55 8.55 3.06 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 0.52 67.00 8.36 8.36 4.54 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 0.70 67.00 8.16 8.16 5.98 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 0.87 67.00 7.97 7.97 7.39 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 1.05 67.00 7.77 7.77 8.77 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 1.22 67.00 7.58 7.58 10.11 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 1.40 67.00 7.38 7.38 11.42 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 1.57 67.00 7.19 7.19 12.69 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 1.75 67.00 6.99 6.99 13.93 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 1.92 67.00 6.79 6.79 15.14 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 2.10 67.00 6.60 6.60 16.31 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 2.27 67.00 6.40 6.40 17.44 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 2.45 67.00 6.21 6.21 18.55 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 2.62 67.00 6.01 6.01 19.62 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 2.80 67.00 5.82 5.82 20.65 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 2.97 67.00 5.62 5.62 21.65 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 3.15 67.00 5.43 5.43 22.62 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 3.32 67.00 5.23 5.23 23.55 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 3.50 67.00 5.03 5.03 24.44 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 3.67 67.00 4.84 4.84 25.31 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 3.85 67.00 4.64 4.64 26.14 0.99 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 4.02 67.00 4.45 4.45 26.93 0.92 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 4.20 67.00 4.25 4.25 27.69 0.86 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 4.37 67.00 4.06 4.06 28.42 0.80 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 4.55 67.00 3.86 3.86 29.11 0.74 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 4.72 67.00 3.67 3.67 29.77 0.69 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 4.90 67.00 3.47 3.47 30.39 0.64 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 5.07 67.00 3.27 3.27 30.98 0.59 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 5.25 67.00 3.08 3.08 31.54 0.55 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 5.42 67.00 2.88 2.88 32.06 0.50 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 5.60 67.00 2.69 2.69 32.55 0.46 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 5.77 67.00 2.49 2.49 33.00 0.42 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 5.95 67.00 2.30 2.30 33.42 0.38 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 6.12 67.00 2.10 2.10 33.80 0.35 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 6.30 67.00 1.91 1.91 34.15 0.31 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 6.47 67.00 1.71 1.71 34.47 0.28 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 6.64 67.00 1.52 1.52 34.75 0.24 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 6.82 67.00 1.32 1.32 35.00 0.21 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 6.99 67.00 1.12 1.12 35.21 0.18 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 7.17 67.00 0.93 0.93 35.39 0.15 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 7.34 67.00 0.73 0.73 35.54 0.12 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 7.52 67.00 0.54 0.54 35.65 0.08 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 7.69 67.00 0.34 0.34 35.73 0.05 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 7.87 67.00 0.15 0.15 35.77 0.02 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 8.04 67.00 -0.05 0.05 35.78 0.01 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 8.22 67.00 -0.24 0.24 35.75 0.04 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 8.39 67.00 -0.44 0.44 35.69 0.07 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 8.57 67.00 -0.64 0.64 35.60 0.10 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 8.74 67.00 -0.83 0.83 35.47 0.13 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 8.92 67.00 -1.03 1.03 35.31 0.16 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 9.09 67.00 -1.22 1.22 35.11 0.19 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 9.27 67.00 -1.42 1.42 34.88 0.23 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 9.44 67.00 -1.61 1.61 34.62 0.26 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 34 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Tenant 48 enercalc.ec6 LIC# : KW-06015884, Build:20.23.08.30 ENGINEERS NORTHWEST (c) ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel - gravity check Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.40D 1 9.62 67.00 -1.81 1.81 34.32 0.29 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 9.79 67.00 -2.00 2.00 33.98 0.33 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 9.97 67.00 -2.20 2.20 33.62 0.37 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 10.14 67.00 -2.40 2.40 33.21 0.40 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 10.32 67.00 -2.59 2.59 32.78 0.44 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 10.49 67.00 -2.79 2.79 32.31 0.48 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 10.67 67.00 -2.98 2.98 31.80 0.52 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 10.84 67.00 -3.18 3.18 31.26 0.57 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 11.02 67.00 -3.37 3.37 30.69 0.61 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 11.19 67.00 -3.57 3.57 30.09 0.66 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 11.37 67.00 -3.76 3.76 29.44 0.71 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 11.54 67.00 -3.96 3.96 28.77 0.77 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 11.72 67.00 -4.15 4.15 28.06 0.83 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 11.89 67.00 -4.35 4.35 27.32 0.89 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 12.07 67.00 -4.55 4.55 26.54 0.96 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 12.24 67.00 -4.74 4.74 25.73 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 12.42 67.00 -4.94 4.94 24.88 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 12.59 67.00 -5.13 5.13 24.00 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 12.77 67.00 -5.33 5.33 23.09 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 12.94 67.00 -5.52 5.52 22.14 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 13.11 67.00 -5.72 5.72 21.15 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 13.29 67.00 -5.91 5.91 20.14 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 13.46 67.00 -6.11 6.11 19.09 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 13.64 67.00 -6.31 6.31 18.00 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 13.81 67.00 -6.50 6.50 16.88 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 13.99 67.00 -6.70 6.70 15.73 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 14.16 67.00 -6.89 6.89 14.54 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 14.34 67.00 -7.09 7.09 13.32 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 14.51 67.00 -7.28 7.28 12.06 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 14.69 67.00 -7.48 7.48 10.77 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 14.86 67.00 -7.67 7.67 9.44 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 15.04 67.00 -7.87 7.87 8.09 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 15.21 67.00 -8.06 8.06 6.69 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 15.39 67.00 -8.26 8.26 5.26 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 15.56 67.00 -8.46 8.46 3.80 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 15.74 67.00 -8.65 8.65 2.31 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 +1.40D 1 15.91 67.00 -8.85 8.85 0.78 1.00 48.88 Vu < Phi*Vc / 2Not Reqd per 948.9 0.0 . Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 16.000 35.78 93.00 0.38 +1.40D Span # 1 1 16.000 35.78 93.00 0.38 +1.20D Span # 1 1 16.000 30.67 93.00 0.33 +0.90D Span # 1 1 16.000 23.00 93.00 0.25 . Overall Maximum Deflections Load Combination Span Max. "-" Defl (in)Location in Span (ft)Load Combination Max. "+" Defl (in)Location in Span (ft) D Only 1 0.0009 8.000 0.0000 0.000 35 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Tenant 48 enercalc.ec6 LIC# : KW-06015884, Build:20.23.08.30 ENGINEERS NORTHWEST (c) ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel - out of plane check CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 General Information f'c = 4.50 ksi Phi Values Flexure : 0.90 1/2 fr = f'c *7.50 = 503.12 psi Shear : 0.750 Density = 145.0 pcf = 0.8250 1 LtWt Factor = 1.0 Elastic Modulus= 3,823.68 ksi Fy - Stirrups 40.0ksi E - Stirrups = 29,000.0ksi fy - Main Rebar = 60.0 ksi Stirrup Bar Size # 3 E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 1.0 . Cross Section & Reinforcing Details Rectangular Section, Width = 22.50 in, Height = 7.250 in Span #1 Reinforcing.... 1-#5 at 3.625 in from Bottom, from 0.0 to 16.0 ft in this span . Load for Span Number 1 Uniform Load : W = 0.02920, E = 0.02770 ksf, Tributary Width = 1.875 ft . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.357 : 1 Section used for this span Typical Section Mu : Applied 1.752 k-ft Mn * Phi : Allowable 4.906 k-ft Location of maximum on span 8.015 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 6499 >=360.0 E Only Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Overall MAXimum Envelope Max Downward Total Deflection 0.030 in Ratio = 6499 >=180.0 Span: 1 : W Only Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Span: 1 : W Only . Vertical Reactions Support notation : Far left is #1 Load Combination Support 1Support 2 Max Upward from all Load Conditions 0.438 0.438 Max Upward from Load Combinations 0.263 0.263 Max Upward from Load Cases 0.438 0.438 +0.60W 0.263 0.263 +0.450W 0.197 0.197 E Only * 0.70 0.291 0.291 E Only * 0.5250 0.218 0.218 W Only 0.438 0.438 36 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Tenant 48 enercalc.ec6 LIC# : KW-06015884, Build:20.23.08.30 ENGINEERS NORTHWEST (c) ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel - out of plane check Vertical Reactions Support notation : Far left is #1 Load Combination Support 1Support 2 E Only 0.415 0.415 . Shear Stirrup Requirements Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, Stirrups are not required. . Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd W Only 1 0.00 3.63 0.44 0.44 0.00 1.00 8.38 Vu < Phi*Vc / 2Not Reqd per 9 8.4 0.0 W Only 1 0.17 3.63 0.43 0.43 0.08 1.00 8.38 Vu < Phi*Vc / 2Not Reqd per 9 8.4 0.0 W Only 1 0.35 3.63 0.42 0.42 0.15 0.84 8.29 Vu < Phi*Vc / 2Not Reqd per 9 8.3 0.0 W Only 1 0.52 3.63 0.41 0.41 0.22 0.56 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 0.70 3.63 0.40 0.40 0.29 0.41 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 0.87 3.63 0.39 0.39 0.36 0.33 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 1.05 3.63 0.38 0.38 0.43 0.27 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 1.22 3.63 0.37 0.37 0.50 0.23 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 1.40 3.63 0.36 0.36 0.56 0.20 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 1.57 3.63 0.35 0.35 0.62 0.17 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 1.75 3.63 0.34 0.34 0.68 0.15 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 1.92 3.63 0.33 0.33 0.74 0.14 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 2.10 3.63 0.32 0.32 0.80 0.12 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 2.27 3.63 0.31 0.31 0.85 0.11 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 2.45 3.63 0.30 0.30 0.91 0.10 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 2.62 3.63 0.29 0.29 0.96 0.09 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 2.80 3.63 0.28 0.28 1.01 0.09 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 2.97 3.63 0.28 0.28 1.06 0.08 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 3.15 3.63 0.27 0.27 1.11 0.07 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 3.32 3.63 0.26 0.26 1.15 0.07 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 3.50 3.63 0.25 0.25 1.20 0.06 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 3.67 3.63 0.24 0.24 1.24 0.06 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 3.85 3.63 0.23 0.23 1.28 0.05 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 4.02 3.63 0.22 0.22 1.32 0.05 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 4.20 3.63 0.21 0.21 1.36 0.05 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 4.37 3.63 0.20 0.20 1.39 0.04 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 4.55 3.63 0.19 0.19 1.43 0.04 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 4.72 3.63 0.18 0.18 1.46 0.04 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 4.90 3.63 0.17 0.17 1.49 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 5.07 3.63 0.16 0.16 1.52 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 5.25 3.63 0.15 0.15 1.54 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 5.42 3.63 0.14 0.14 1.57 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 5.60 3.63 0.13 0.13 1.59 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 5.77 3.63 0.12 0.12 1.62 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 5.95 3.63 0.11 0.11 1.64 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 6.12 3.63 0.10 0.10 1.66 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 6.30 3.63 0.09 0.09 1.67 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 6.47 3.63 0.08 0.08 1.69 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 6.64 3.63 0.07 0.07 1.70 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 6.82 3.63 0.06 0.06 1.71 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 6.99 3.63 0.06 0.06 1.72 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 7.17 3.63 0.05 0.05 1.73 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 7.34 3.63 0.04 0.04 1.74 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 7.52 3.63 0.03 0.03 1.75 0.00 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 7.69 3.63 0.02 0.02 1.75 0.00 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 7.87 3.63 0.01 0.01 1.75 0.00 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 8.04 3.63 -0.00 0.00 1.75 0.00 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 8.22 3.63 -0.01 0.01 1.75 0.00 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 8.39 3.63 -0.02 0.02 1.75 0.00 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 8.57 3.63 -0.03 0.03 1.74 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 8.74 3.63 -0.04 0.04 1.74 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 8.92 3.63 -0.05 0.05 1.73 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 37 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Tenant 48 enercalc.ec6 LIC# : KW-06015884, Build:20.23.08.30 ENGINEERS NORTHWEST (c) ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel - out of plane check Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd W Only 1 9.09 3.63 -0.06 0.06 1.72 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 9.27 3.63 -0.07 0.07 1.71 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 9.44 3.63 -0.08 0.08 1.70 0.01 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 9.62 3.63 -0.09 0.09 1.68 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 9.79 3.63 -0.10 0.10 1.66 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 9.97 3.63 -0.11 0.11 1.65 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 10.14 3.63 -0.12 0.12 1.63 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 10.32 3.63 -0.13 0.13 1.61 0.02 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 10.49 3.63 -0.14 0.14 1.58 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 10.67 3.63 -0.15 0.15 1.56 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 10.84 3.63 -0.16 0.16 1.53 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 11.02 3.63 -0.17 0.17 1.50 0.03 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 11.19 3.63 -0.17 0.17 1.47 0.04 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 11.37 3.63 -0.18 0.18 1.44 0.04 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 11.54 3.63 -0.19 0.19 1.41 0.04 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 11.72 3.63 -0.20 0.20 1.37 0.04 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 11.89 3.63 -0.21 0.21 1.34 0.05 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 12.07 3.63 -0.22 0.22 1.30 0.05 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 12.24 3.63 -0.23 0.23 1.26 0.06 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 12.42 3.63 -0.24 0.24 1.22 0.06 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 12.59 3.63 -0.25 0.25 1.18 0.06 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 12.77 3.63 -0.26 0.26 1.13 0.07 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 12.94 3.63 -0.27 0.27 1.08 0.08 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 13.11 3.63 -0.28 0.28 1.04 0.08 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 13.29 3.63 -0.29 0.29 0.99 0.09 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 13.46 3.63 -0.30 0.30 0.93 0.10 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 13.64 3.63 -0.31 0.31 0.88 0.11 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 13.81 3.63 -0.32 0.32 0.83 0.12 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 13.99 3.63 -0.33 0.33 0.77 0.13 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 14.16 3.63 -0.34 0.34 0.71 0.14 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 14.34 3.63 -0.35 0.35 0.65 0.16 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 14.51 3.63 -0.36 0.36 0.59 0.18 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 14.69 3.63 -0.37 0.37 0.53 0.21 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 14.86 3.63 -0.38 0.38 0.46 0.25 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 15.04 3.63 -0.39 0.39 0.40 0.29 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 15.21 3.63 -0.39 0.39 0.33 0.36 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 15.39 3.63 -0.40 0.40 0.26 0.47 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 15.56 3.63 -0.41 0.41 0.19 0.67 8.21 Vu < Phi*Vc / 2Not Reqd per 9 8.2 0.0 W Only 1 15.74 3.63 -0.42 0.42 0.11 1.00 8.38 Vu < Phi*Vc / 2Not Reqd per 9 8.4 0.0 W Only 1 15.91 3.63 -0.43 0.43 0.04 1.00 8.38 Vu < Phi*Vc / 2Not Reqd per 9 8.4 0.0 . Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 16.000 1.75 4.91 0.36 Span # 1 1 16.000 1.75 4.91 0.36 +0.50W Span # 1 1 16.000 0.88 4.91 0.18 W Only Span # 1 1 16.000 1.75 4.91 0.36 E Only Span # 1 1 16.000 1.66 4.91 0.34 . Overall Maximum Deflections Load Combination Span Max. "-" Defl (in)Location in Span (ft)Load Combination Max. "+" Defl (in)Location in Span (ft) W Only 1 0.0295 8.000 0.0000 0.000 38 CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 17216 51ST AVE NE STE 110 Permit #: 6296 PERMIT EXPIRES 180 DAYS AFTER Parcel #: 31052100400100 DATE OF ISSUANCE. Scope of Work: New Enlarged roll up doors, additional HVAC, big fans, racking, and Valuation: 300000.00 additional exiting doors OWNER APPLICANT CONTRACTOR SMARTCAP ARLINGTON AIRPORT SMARTCAP SMARTCAP CONSTRUCTION DBA INDUSTRIAL PA PIVOTAL CONSTTRUCTION 8201 164TH AVE NE STE 110 8201 164th AVE NE, Suite 110 8201 164TH AVE NE STE 110 REDMOND, WA 98052 Redmon, wa 98052 REDMOND, WA 98052 2065501538 206-290-4478 LIC: 604 474 582 EXP: 07/31/2025 LIC: SMARTCL810NR EXP: 08/19/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2021 STORIES: 1 CONST. TYPE: lllB DWELLING UNITS: OCC GROUP: B; Business 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. 02/25/2025 Applicant Signature Date Building Official Date CONDITIONS ADHERE TO THE APPROVED PLANS. APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTIONS. 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 02/25/2025 Building Plan Review $2,066.83 02/25/2025 Processing/Technology $25.00 02/25/2025 Building Permit $3,179.74 02/25/2025 State Surcharge - Commercial $25.00 Total Due: $5,296.57 Total Payment: $5,296.57 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          !"# $%&%'()%*&+,$-.**/01..+2 34"5# 67 34"538899 )  (':;<6=>'$ 34"5?@?A? $-C.%<D& ) B @ 5" E+>''%$FE+&%-' G 5  H) I4 J+>''%$FK':$2C&+'L&0,+.=0ML.C A"  NO P $D%*&+,$-+.**=0-..+2<&-->'>.%&*Q;<J>,R&%2<+&LS>%,<&%-&-->'>.%&* $T>'>%,-..+2 U4V 5 HM AWVX HY H #VZ NA 9  @ 59V" 5 ***E [""V5"\ V E]E=2>%$22 ^ @ 8  ^99V8      I_9 )    X   AV9 7 399`58 a+>2'>%b.2'$+   7&+L$*c --+$22$,&*1$2L+>0'>.%D%$+&C$ D%$+7:.%$ d.%>%, 67 Y  6;6 e  6 H (  7 1166 1/67 @ 5" 9 .%'+&L'.+7+>C&+F.%'&L'7:.%$--+$22.%'+&L'.+F0$>L$%2$ >L$%2$c 67 )  (Q 6/1E 6/  f f((Y) ;6  ((Y() 7;   6/                                 !"#$% &'( )*+(,'-.) /+( (*,0-+'-.),1(234(2 &'(.5+4('(2 &'( )*+(,'.0 '&'3* 8   9 6776  -)*+(,'-.) +&**(2867;7667;76  9 ++0.<(2 :  8   9 .' 6776                  !"#$% &&' ()      $*%$ &&' ()       +,-.* &&' ()      /%"*%".* )*+(,'-.) 0(=3(*'(267;7667;76  9 :  .5+4('(2 8   9 .' 6776 67766776  9 :  .5+4('(2 >-0( -)*+(,'-.) >.0 0.44 3+ .' 67676 )*+(,'-.) 67766776  9 2..08 .5+4('(2 ?@A B!C$!D &'( (<-(E /+( (*,0-+'-.)**-F)(2 .(<-(E '&'3*   7;76   9 ) (<-(E   G!! :(( (*,0-+'-.) .'(*5.3)' 3-42-)F 4&) (<-(E&H4(  IJ8; 0.,(**-)F7(,1).4.F/ I68 3-42-)F (05-'&H4(  I;J8 '&'( 30,1&0F(  .55(0,-&4.55(0,-&4 )4/ I68 K%#A@ LMNOPQRMS T##A"U!V W!##!X &'( (''(0 (*,0-+'-.) 7676 YZ[\][^_ `abc[d 7676 YZ[\][^_ `abc[d 776 eaf ghbc i YZ[\][^_ jkk\[lmd[h^ ?Ano!# &'( &-2 / (*,0-+'-.)&/5()' /+(,,(+'(2 /5.3)' p .)>q 776 IJ8; ;; p .)>q 776 I;J8 ;; rs##AV$t uA@A"! LvRvv w%#! &'( .'(0(&'(2 /q 776 (<-*(2 <&43&'-.) 0(,(-<(2 >.0 '1( 0.443+ 2..0* .)4/8x0-*'-) :.*'(0 7760-'')(/ -* F.-)F '. *()2 '1( <&43&'-.) >.0 '1( 0.443+ 2..0* .)4/8x0-*'-) :.*'(0 y @%AV!V G$@! &'(:-4( &5(