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HomeMy WebLinkAbout17216 51st Ave Ne Ste 105_BLD5343_2026 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 F-1 City of Arlington Commercial Tenant Improvement Permit Application 0 Site Plan 0 Architectural Plans 0 Structural Plans El 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 El 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 S. 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: 0 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 *CHECKALL 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: 0 New Space ❑ Addition ❑ Alteration Property Address. 17216 51 st Ave NE - Suite 105 Project Valuation: $ 200,000 Lot#: Parcel ID No.: 31052100400100 Subdivision: Project Scope of Work: 1,664 s,f,tenant improvement containing a break room,conference room,restrooms,3 private offices and a demising wall for IDI Distributors. IBC Construction Type: III-B IBC Occupancy Type: B, S-1 Building/Space Square Footage: 18,884 s.f. Number of Stories: 1 Square Footage Per Floor: 1st 18,884 2nd 3rd 4th 5th 6th Primary Contact: ❑ Owner 0 Architect ❑ Engineer ❑ Contractor Owner Name: Smartcap Arlington Airport Industrial Park QOZB, LLC Office No.: Email Address: KELLANNE@THESMARTCAPGROUP.COM Cell No.: (206) 619-4472 Mailing Address: 8201 164th Ave. NE, Suite 110 City: Redmond State: WA Zip: 98052 Architect Name: Lance Mueller & Associates Office No.: (206) 325-2553 Email Address: edm@lmueller.com Cell No.: (206) 226-6017 Mailing Address: 130 Lakeside, Suite 250 City: Seattle State: WA zip: 98122 Professional License Number: 2396 Expiration Date: 9-22-24 Engineer Name: Engineers Northwest Inc, P.S. Office No.: (206) 525-7560 Email Address: JOANNEB@ENGINEERSNW.COM Cell No.: (206) 290-4478 Mailing Address: 19020 33rd Ave.W., Suite 530 City: Lynnwood State: WA Zip: 98036 Professional License Number: 33715 Expiration Date: 3-25-2024 Primary Contractor: Smartcap Construction d/b/a Pivotal Construction Office No.: (206) 290-4478 Email Address: MARKM@PIVOTAL-GC.COM Cell No.: (206) 251-7403 Mailing Address: 8201 164th Ave. NE, Suite 110 City: Redmond State: WA zip: 98052 L&I Contractor License Number: SMARTCL81ONR Expiration Date: 8-19-2023 REV03.2022 Page 2 of 6 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 O Not Applicable Proposed Piping Material: O CSST O Brass O Black Steel O Galvanized Steel O Other Proposed Piping Size: O 1/2" O S/s" 713/4" O 1" O 11/2" O 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>50OBtu/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 3-15h 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 = $ Gas Fired AC >100 Btu/h x $ 25.00 = $ REV03.2022 Page 3 of 6 COMMERCIAL TENANT IMPROVEMENT MECHANICAL PERMIT FEES (per unit) Gas Fired AC > 500 Btu h x $ 50.00 = $ Gas Pi in <_ 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 x $ 15.00 = $ 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 5100Btu 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 x $ 10.00 — $ 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 6 COMMERCIAL TENANT IMPROVEMENT PLUMBING SYSTEM INFORMATION Type of Permit: O New Installation O Addition O Alteration O Replaced O 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: O Fixture specifications and equipment with locations. O Location and type of all backflow assemblies for each fixture. O Calculations for Grease Interceptor. O Pipe size and location of sanitary and potable water systems. O Riser diagram of waste,vent,and rain water systems,including sizes. O 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 Refri erator 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 Pi in <_ 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 = REV03.2022 Page 5 of 6 COMMERCIAL TENANT IMPROVEMENT 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 ❑ 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? 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 I am the ElOwner, ❑Applicant, [I Contractor,and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington,and the City of Arlington.A final inspection and approval shall be obtained when complete. Kellanne Henr Digitally signed by Kellanne Henry y Date:2023.05.03 17:25:30-07'00' Kellanne Henry 5/03/2023 Signature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 i DEFERRED SUBMITTAL REQUEST Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360) 403-3551 The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. Property Address: 17216 51 st Ave N E Parcel ID No.: 31052100400100 Project Name: IDI T.I. Project Description: 1 664 s,f,tenant improvement containing a break room,conference room,restrooms,3 private offices and a demising wall for IDI Distributors. Primary Contact: ❑ Owner 0 Owner's Agent Owner Name: Smartcap Arlington Airport Industrial Park QOZB, LLC Office No.: (206) 619-4472 Email Address: KELLANNE@THESMARTCAPGROUP.COM Cell No.: (206) 619-4472 Mailing Address: 8201 164th Ave. NE, Suite 110 City: Redmond State: WA Zip: 98052 Owner's Agent: Ed MinShull Office No.: (206) 325-2553 Email Address: edm@lmueller.com Cell No.: (206) 226-6017 Mailing Address: 130 Lakeside, Suite 250 City: Seattle State: WA Zi : 98122 LIST ALL ITEMS PROPOSED TO BE DEFERRED ESTIMATED DATE OF SUBMITTAL ITEM: Plumbing DATE: 7/15/2023 ITEM. Mechanical (HVAC) DATE: 7/15/2023 ITEM: Sprinkler DATE: 7/15/2023 ITEM: Fire Alarm DATE: 7/15/2023 ITEM: Electrical DATE: 7/15/2023 ITEM: Slgnage DATE: 8/15/2023 1, F� Owner/❑ Owner's Agent, hereby assumes all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. 1 understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued.I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Kellanne Henry Datea12023.03 28 16 53 40-07 00'ly signed by Kellanne Henry Kellanne Henry 5/04/2023 Signature Print Name Date SAVE PRINT REV03.2022 F R A N K L I N 625 Fourth Avenue FH 425 827-3324 Suite 202 FAX 425 827-6252 ENGINEERING Kirkland, WA 95055 natalleC�frankllneng.com MECHANICAL CONSULTING April 25, 2023 ENVELOPE SUMMARY RE: IDI TI — Smartcap Building B Arlington Airport Industrial Park Arlington, WA Conversion of existing semi-heated warehouse to conditioned Office space. Project complies with 2018 WSEC, Commercial Provisions, using the Component Performance approach. Ceiling (Office): 12" deep metal joists 12" oc with R-38 batt insulation plus R-20 continuous rigid insulation. U=0.033, default Table Al02.2.4(1) Ceiling (Bathroom): Continuous metal joist, 16" oc with R-21 batt insulation. U=0.14 default Table A103.3.6.2 Wall (Mass, Opaque, Exterior, Floor to 9-6"): Concrete, min 6" thick, 3-1/2" metal studs, 24" oc with R-15 batt insulation, plus R-10 continuous rigid, U=0.050, default Table Al 03.3.6.1(1) per footnote (c) to Table Al 03.3.7.1(4) Wall (Mass, Opaque, Exterior, 9'-6" AFF to 14'0" AFF): 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 & Demising): 6" metal studs, 16" oc with R-21 batt insulation, plus R-10 continuous rigid, U=0.051, 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 IDI TI Envelope Summary April 25, 2023 Page 2 Doors (Swinging, Opaque): Insulated metal, U=0.37, default Table Al07.1(1) 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. 4/25/23,9:29 AM hftps://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 riNVELOPE COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:©2023 NEEA,All rights reserved Project Title IDI TI-2018 WSEC For Building Department Use: Date: Apr 25,2023 Arlington Airport Industrial Park Project Address Smartcap Building B Project&Applicant Arlington,WA 98223 Information Applicant Name Ed Minshull Applicant Phone 206-325-2553 Applicant Email edm@lmueller.com For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type(s) Office,Professional Services Building Cond.Floor Area 168,494 Project Cond.Floor Area 243 Project Scope Tenant Spaces—First Build Out Space Conditioning Categories Fully Conditioned Floors Above Grade 1 Compliance Method Compliance Method 1-General Envelope Project Description Office TI Envelope W WR/SRR Compliance Scope Space Conditioning Category Compliance Method per Category UA Calculation Adjustment Fenestration Alternates Compliance Verification Scope and Method Tenant Spaces—First Build Out Fully Conditioned Component performance 14.65%/0`/` No Calculation Adjustments allowed No alternates selected COMPLIES Air Barrier Testing Air barrier testing included in project scope Air Barrier Comments Project Title IDI TI-2018 WSEC Date Apr 25,2023 Scope&Space Conditioning !TENANT SPACES—FIRST BUILD OUT-FULLY CONDITIONED Ecompliance Verification COMPLIES Window-to-wall Ratio 14.65% Skylight-to-roof-ratio 0% Vertical Fenestration Alternate No alternates selected Opaque Envelope Assemblies Insulation R-Values Roof/Ceiling Location in Documents Assembly ID Assembly Location Cavity Continuous 2nd Layer U-Factor Net Area(SF) (%penetration) (NIB Roof) Joist or single rafter 12"deep metal joists 12"oc+batts above ceiling Exterior R-38 I R-20(<0.04%) U-0.033 1,580 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A102.2.4(1) Roof Framing Type(Standard,Advanced):Standard Roof Framing Material:Steel-framed Ceiling/Attic Venting:Unvented Is this assembly exterior or interior?:Exterior Joist or single rafter Ceiling-Bathroom Exterior R-21 I R-0(<0.04%) U-0.14 162 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table Al03.3.2 Roof Framing Type(Standard,Advanced):Standard Roof Framing Material:Steel-framed Ceiling/Attic Venting:Unvented Is this assembly exterior or interior?:Exterior Walls Location in Documents Assembly ID Assembly Location Cavity Continuous Insulated Wall U-Factor Net Area(SF) (%penetration) Furring Steel-framed-Commercial I Mtl Fun-Warehouse/Office Exterior R-21 I R-10(<0.04%) U-0.051 1,445 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table Al03.3.6.1(1) Framing Depth:2x6 Framing Spacing:16"oc Is this assembly exterior or interior?:Exterior Steel-framed-Commercial Mtl Fun-Demising Exterior R-21 R-10(<0.04%) U-0.051 350 https://waenergycodes.com/print_project_Summary_form.php?k=aWQ9 MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 1/5 4/25/23,9:29 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table Al03.3.6.1(1) Framing Depth:2x6 Framing Spacing:16"oc Is this assembly exterior or interior?:Exterior Mass(precast concrete)-Commercial I Cone+Stickpin Yes R-21(<0.04%) No U-0.045 425 Does assembly include wall finning?:No Framing Spacing: U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A103.3.1(5) Mass(precast concrete)-Commercial T Conc+Mtl Furr Yes R-15 I R-10(<0.04%) Yes U-0.050 471 Does assembly include wall furring?:Yes Wall Furring Material:Steel-frame Framing Depth:2x4 Framing Spacing:24"oc U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A 103.3.6.1(1) Floors and Edges Location in Documents Assembly ID Assembly Location Cavity Continuous U-Factor Net Area(SF) (%penetration) Steel-framing/joist I Soffit over Entry Exterior R-11 I R-0(<0.04%) U-0.14 96 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A105.1(3) Framing Depth:2x4 Is this assembly exterior or interior?:Exterior Slab-on-grade Floors Location in Documents Assembly ID Assembly Location Slab Edge Under Slab F-Factor Perimeter Length(SF) Unheated slab I Uninsulated Slab At grade level R-0 I R-0 F-0.73 102 Slab Insulation Method:Uninsulated slab F-Factor Source:WSEC Appendix A IF-Factor Source Description:Table Al06.1 Fenestration&Opaque Door Assemblies Insulation R-Values Opaque Doors Location in Documents Assembly ID Assembly Location Door Insulation U-Factor Rough Opening(SF) Swinging I Man Door Interior partition I U-0.37 63 What percentage of this opaque door is glazing?:50%or less U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A107.1(1) Is this assembly exterior or interior?:Interior partition Vertical Fenestration Location in Documents Assembly ID Assembly Location Orientation Shading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) Fixed-Class AW or site built NFRC Windows-Existing Exterior North Facing I PF<0.2 SHGC-0.38 U-0.38 388 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description: Is this assembly exterior or interior?:Exterior Fixed-Class AW or site built I Relite Exterior South/East/West Facing PF<0.2 SHGC-0.38 U-0.38 32 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description: Is this assembly exterior or interior?:Exterior Glazed Doors Location in Documents Assembly ID Assembly Location Orientation Shading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) Swinging entrance door I NFRC Entrance Exterior North Facing I PF<0.2 SHGC-0.38 U-0.60 42 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description: Is this assembly exterior or interior?:Exterior Is this a public entrance door?:Yes Door enclosed within a vestibule?:No vestibule https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmN OaTOZMQ==&print=1 2/5 4/25/23,9:29 AM hftps://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 Project Title IDI TI-2018 WSEC Date Apr 25,2023 U x A Calculation TENANT SPACES-FIRST BUILD OUT-FULLY CONDITIONE COMPLIES OEM- -domon- Opaque Envelope Assemblies PROPOSED TARGET Roof/Ceiling Roof/Ceiling Roof/Ceiling Assembly ID Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A Factor Factor Joist or single rafter 12"deep metal joists 12"oc+batts above ceiling 0.033 1,580.0 52.1 0.027 1,580.0 (1) Joist or single rafter Ceiling-Bathroom 0.14 162.0 22.7 0.027 162.0 (1) Wall wan Walls Assembly ID Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A factor factor Steel-framed-Commercial Mtl Furr-Warehouse/Office 0.051 1,445.0 73.7 0.055 1,4(415.0 79. Steel-framed-Commercial Mtl Furr-Demising 0.051 350.0 17.9 0.055 350.0 19.3 Mass(precast concrete)-Commercial Cone+Stickpin 0.045 425.0 19.1 0.104 4(1) 44. Mass(precast concrete)-Commercial Conc+Mtl Furr 0.050 471.0 23.6 0.104 471.0 (1) Floor Floor Floors and Edges Assembly ID Assembly U- Net Area(SF) U x A �ssembly U- Net Area(SF) U x A Factor Factor 96.0 Steel-framing/joist Soffit over Entry 0.14 96.0 0.029 (1) (1) Slab on Grade Floors PROPOSED TARGET Slab-on-grade Floors Assembly ID F-Factor Perimeter Length U x A F-Factor Perimeter Length U x A (LF) (L� Unheated slab Uninsulated Slab 0.73 102.0 74.5 0.54 102.0 (1) Fenestration and Opaque Door Assemblies PROPOSED TARGET Door or Opaque Doors Assembly ID Assembly o bly U- Rough Opening U x A Assembly U- Rough Opening U x A Factor (SF) Factor (SF) Swinging Man Door 0.37 63.0 23.3 0.37 63. 23.3 Fenestration Rough Opening Fenestration Rough Opening Vertical Fenestration Assembly ID Assembly U- (SF) U x A Assembly U- (SF) U x A Factor Factor Fixed-Class AW or site built NFRC Windows-Existing 0.38 388.0 147.4 0.38 388.0 147.4 Fixed-Class AW or site built Relite 0.38 32.0 12.2 0.38 32. 12.2 Door Door Glazed Doors Assembly ID Assembly U- Rough Opening U x A Assembly U- Rough Opening U x A Factor (SF) Factor (SF) Swinging entrance door NFRC Entrance 0.60 42.0 25.2 0.60 42. 25.2 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 3/5 4/25/23,9:29 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 Proposed Area Proposed UxA Target Area Target UxA Project Totals 1 5,156 505 5,156 505 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 4/5 4/25/23,9:29 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 Project Title IDI TI-2018 WSEC 1. Date Apr 25,2023 SHGC x A Calculation NELTE7NANT SPACES—FIRST BUILD OUT-FULLY CONDITIONE L COMPLIES Fenestration and Opaque Door Assemblies PROPOSED TARGET Glazed Doors-North Facing Assembly ID PF Glazed Door Rough Opening SHGC x A Glazed Door Rough Opening SHGC x A SHGC (SF) SHGC (SF) Swinging entrance door NFRC Entrance PF<0.2 0.38 42.0 .0 0.51 42.0 (1) Fenestration Rough Opening Fenestration Rough Opening Vertical Fenestration-North Facing Assembly ID PF SHGC (SF) SHGC x A SHGC (SF) SHGC x A 88.0 Fixed-Class AW or site built NFRC Windows-Existing PF<0.2 0.38 388.0 147.4 0.51 3(1) (1) Vertical Fenestration-South/East/West Facing Assembly ID PF SHGC (SF)Fenestration Rough Opening SHGC x Fenestration Rough Opening A SHGC (SF) SHGC x A Fixed-Class AW or site built Relite PF<0.2 0.38 32.0 12.2 8 32. 12.2 Proposed Area Proposed SHGC x A Target Are Target SHGC x A Project Totals 462 176 462 231 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTc3MjcmZnZpPTE2JmNOaTOzMQ==&print=1 5/5 P Y SHELL PROJECT DATA LEGAL DESCRIPTION : I « \1, N -- �� 1 ZONING DESIGNATION: BP-BUSINESS PARK THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST -- ---------- E. scREEH wui. _ - �' PROTECTION DISTRICT SUBDISTRICT QUARTER OF SECTION 21, TOWNSHIP 31 NORTH, RANGE 5 EAST, s aEwni --; '. -- :*., - - W.M., DESCRIBED AS FOLLOWS: .. .. . . .. .. . ... ..: . ... . AIRPORT PRO B-.- ' SITE AREA. 379,365 S.F. /8.709 ACRES -- - � � 25 FEET COMMENCING AT THE SOUTHEAST QUARTER OF SAID SECTION 21; 0 1 - BUILDING SETBACK FROM ARTERIAL THENCE NORTH 87*3427 WEST ALONG THE SOUTH LINE OF SAID 1 I �' 'I ,I BUILDING SETBACK FROM LOT BOUNDARY LINE OR ALLEY: 5 FEET SUBDIVISION A DISTANCE OF 55.03 FEET; THENCE NORTH 00°33'32" wo FlRE w w w FlF�' w' w' w' FIRE w / o \ HVDRAHi w HmRAHr w HrDRAHr I ( �' I', 1 HEIGHT LIMITATION: 50 FEET EAST A DISTANCE OF 280.15 FEET TO THE POINT OF BEGINNING; o oV �'�=q VoV I 1- MAXIMUM LOT COVERAGE 100% THENCE CONTINUING NORTH 00°33'32" EAST A DISTANCE OF 557.21 0 'I '. FEET TO THE POINT 0 A CURVATURE; THENCE 102 96 FEET E T F C T ALONG o ---- ------- ------- ------- ---- - - --- ------- ------ ------ - j, A TANGENT CURVE TO THE LEFT, CONCAVE TO THE NORTHEAST, HAVING A RADIUS 586.76 FEET AND CONSUMING A CENTRAL ANGLE BUILDING DATA li l 'I OF 10°03'05"; a I II � I I I III THENCE NORTH 87°34 27' WEST A DISTANCE OF 1095.75 FEET; a ' ' II o ^�`: CODES USED: 2018 IBC, IMC UPC, IFC, THENCE SOUTH 02°25'32" WEST A DISTANCE OF 659.06 FEET; y B 2018 ICC ANSI 117.1 2012 THENCE SOUTH 87°34'27" EAST A DISTANCE OF 112625 FEET TO w d WSNREC &CI Y OF ARLINGTON THE POINT OF BEGINNING. I AREA OFOF WORK 168,494 S.F. " E°WAL�ESEE MUNICIPAL cooF THIS PERMIT - - R^� SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. ID s. TYPE OF CONSTRUCTION: TYPE III-B, SPRINKLED 3 i OCCUPANCY GROUPS (ANTICIPATED): B, S-1 AND F-1 (CONTAINING APPROXIMATELY 734,815 S,F, / 16.87 ACRES) (IDI DISTRIBUTORS):! V s NUMBER OF STORIES: 1 TAX PARCEL NUMBER: 31052100400100 s I BUILDING SETBACK FROM ARTERIAL PROVIDED: 79'-10" + i �s 'j BUILDING SETBACK FROM LOT BOUNDARY LINE PROVIDED: 87'-0" VICINITY MAP I � od ---------- ------ - o _ _ _ - ______________________________-____ BUILDING HEIGHT HIM - S I -,_�- I I o T(MA UM): 32'-ip" _ _ I i Q Il II�- &*-♦° n ar_A_ ♦° - LOT COVERAGE * (IMPERVIOUS SURFACE): 283,069 S.F. (39%)EXCLUDES EXISTING BUILDING A♦ ---- ------ ---- ---------- ------- ---- ------ ------ ------ -- - --- ------ ---------- ALLOWABLE FLOOR AREA: UNLIMITEDQ FlRE xro i FlRE HYDRA FlRExroRAAiALLOWABLE AREA CALCULATION--w- ----_w--- wo SITE o-RnIH�D cRoscRosswAu slMlua T.11---m- PER IBC 503.1.2,TWO OR MORE BUILDINGS ON THE SAME LOT SHALL BE w w w w w w w w ww w w H ` CONSIDERED AS PORTIONS OF ONE BUILDING. BUILDING A AND BUILDING u B TO BE UNLIMITED AREA BUILDING(S) PER I.B.C. 507.4,SPRINKLED ONE MunkiD I _ o ss • sss�-ss ss� s STORY BUILDING SEPARATED BY YARDS 60'OR GREATER. Ai ss DD o I) ° ss ss ss ss ss ° Cx ] qI BUILDING AREA: s PROPOSED BUILDING B AREA(FOOTPRINT) 168,494 S.F. 0`� v v V O v V o o v V D v V O v V 0 TOTAL BUILDING B AREA 168,494 S.F. s I REQUIRED PARKING: north BUILDING B: FUTURE OFFICE (ASSUME 15%): 63 STALLS = FUTURE MANUFACTURING (ASSUME 25%): 56 STALLS N FUTURE WAREHOUSE (ASSUME 60%): 51 STALLS na.wk PLAN TOTAL PARKING REQUIRED FOR BUILDING B: 170 STALLS s 13 SITE PLAN PROVIDED PARKING: Scale: 1`40'-0" BUILDING A(EXISTING): PROJECT ADDRESS m STANDARD 270 STALLS 17216 51ST AVENUE NE.,ARLINGTON,WA 98223 GENERAL NOTES ACCESSIBLE 7 STALLS TOTAL PARKING PROVIDED BUILDING A: 277 STALLS DEFERRED SUBMITTAL 1. ALL WORK SHALL CONFORM TO APPLICABLE CURRENT FEDERAL, STATE AND BUILDING B (PROPOSED): - m LOCAL CODES. THE CONTRACTOR IS TO PROVIDE FOR ALL REQUIRED NOTIFICATION STANDARD 271 STALLS ELECTRICAL PERMIT Y OF AND COORDINATION WITH THE CITY AND STATE AGENCIES, AND PROVIDE REQUIRED PLUMBING PERMIT PERMITS. ALL TESTS AND INSPECTIONS ASSOCIATED WITH OBTAINING APPROVALS TO COMPACT 5 STALLS MECHANICAL(HVAC)PERMIT L _ a_ PROCEED WITH AND COMPLETE THE WORK SHALL BE PAID FOR BY THE CONTRACTOR. ACCESSIBLE 7 STALLS FIRE SPRINKLER PERMIT _ FIRE ALARM PERMIT O O 2. THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND TOTAL PARKING PROVIDED BUILDING B: 283 STALLS SIGN PERMIT 4-1 - MATERIALS, EQUIPMENT AND TRANSPORTATION NECESSARY OR REASONABLY TOTAL PARKING PROVIDED BUILDING A& B: 560 STALLS RACKING/SHELVING OVER 5'-9- 0.1 INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. BY (6 SUBMITTING A PROPOSAL, THE CONTRACTOR REPRESENTS THAT THROUGH BUILDING TO BE SEMI HEATED SPACE. SEE ENERGY ANALYSIS BY PROJECT TEAM ccD Q -0 EXAMINATION OF THE SITE AND ALL EXISTING CONDITIONS AND LIMITATIONS HAVE FRANKLIN ENGINEERING. BIDDER DESIGN GAS HEAT TO BE DESIGNED FOR BEEN MADE AND THAT THE CONTRACT DOCUMENTS HAVE BEEN EXAMINED IN SEMI-HEATED SPACE(8/BTU/S.F.) FOR ENTIRE BUILDING AND O •L ""' COMPLETE DETAIL, AND THAT IT IS DETERMINED BEYOND DOUBT THAT THE DRAWINGS ELECTRICAL/SPRINKLER ROOM. ROOF TO HAVE MINIMUM R-38 RIGID DEVELOPER/APPLICANT: SMARTCAP ARLINGTON AIRPORT INDUSTRIAL PARK DOZE,LLC � }'^.� Q Q AND EXISTING CONDITIONS ARE SUFFICIENT, ADEQUATE AND SATISFACTORY FOR INSULATION OVER ENTIRE ROOF AREA. 8201 164TH AVE.NE,SUITE 110 (1) 0 CONSTRUCTION OF THE WORK. WHERE MINOR ADJUSTMENTS TO THE WORK ARE REDMOND,WA.98052 J Q NECESSARY FOR THE PURPOSES OF FABRICATION AND INSTALLATION OF ITEMS, OR STORAGE CLEAR HEIGHT(INTERIOR): 24' FEET HIGH (206)619-4472 7o Q RESOLUTIONS OF CONFLICTS BETWEEN ITEMS, WITHIN THE INTENT OF THE CONTRACT CONTACT: KELLANNE HENRY O O O DOCUMENTS, THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS AT NO ADDED EMAIL: KELLANNEOTHESMARTCAPGROUP.COM p PLUMBING FIXTURE CALCULATIONS EXPENSE TO THE OWNER. WHERE SUCH MINOR ADJUSTMENTS AFFECT FUNCTIONAL OR AESTHETIC DESIGN OF THE WORK, THEY SHALL BE SUBMITTED TO THE ARCHITECT ARCHITECT: LANCE MUELLER&ASSOCIATES O Q '- FOR REVIEW AND APPROVAL. 130 LAKESIDE, SUITE#250 0- - Q Q T.I. PROJECT DATA SEATTLE,WA.98122 TENANT AREA: OCCUPANT LOAD: 3. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER, INCLUDING AREA FOR (206) 325-2553 FAX(206)328-0554 B - OFFICE: 1,700 S.F. B - OFFICE: 1,700 S.F.�150011.3 OCCUPANTS WORK, MATERIALS STORAGE, ACCESS TO AND FROM THE WORK, SPECIAL CONDITIONS CONTACT: ED MINSHULL �rff1� S-1 - WAREHOUSE: 16,483 S.F. S-1 - WAREHOUSE: i 6,483 S.F./500=32.9 OCCUPANTS OR NOISY WORK, TIMING OF WORK AND INTERRUPTIONS OF MECHANICAL AND CODES USED: 2018 I.B.C.(WSA),I.F.C.,I.M.C.,U.P.C.AND ICC/ANSI A117.1 AND WSEC. EMAIL: EDM®LMUELLER.COM Z uJ Q m TOTAL TENANT AREA 18,183 S.F. TOTAL OCCUPANTS 44.2 OR 45 OCCUPANTS ELECTRICAL SERVICES. occuPANcr ceouP: B,s-1 STRUCTURAL: W ENGINEERS NORTHWEST INC.P.S. 0 N 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE HIGHEST STANDARD TENANT AREA: 19020 33RD AVE.W.,SUITE 530 - ut OF WORKMANSHIP IN GENERAL AND WITH SUCH STANDARDS AS ARE SPECIFIED. B-OFFICE: 1,664 S.F. LYNNWOOD,WA.98036 m WATER CLOSET CALCULATIONS S-1-STORAGE: 7,220 S.F. (206) 525-7560 FAx(zos)5zz-sssa _ Q o 5. CONTRACTOR SHALL ADHERE TO ALL BUILDING STANDARDS. ANY CHANGE TO CONTACT: JOANNE BAYUGA USE LOAD AREA PER OCCUPANT TOTAL MIN. REQUIRED WC PERCENTAGE SAME SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR REVIEW AND APPROVAL. OCCUPANT LOAD: EMAIL: JOANNEB@ENGINEERSNW.COM J U EN TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY 6. CONTRACTOR SHALL SUBMIT SAMPLES OF ALL FINISHES OF SUCH SIZE AND B-OFFICE: 1,664 S.F./150=11.1 OR 12 OCCUPANTS CONTRACTOR: PIVOTAL CONSTRUCTION Q Q TABLE 2902.1 SAMPLE PROBLEMS NUMBER THAT THEY REPRESENT A REASONABLE DISTRIBUTION OF COLOR RANGE AND S-1-STORAGE: 17,220 S.F./500=34.4 OR 35 OCCUPANTS 8201 D, AVE.SE,SUITE 110 V N 1 PER 25 FOR PATTERN PRIOR TO INSTALLATION FOR ARCHITECT'S APPROVAL. CONTRACTOR SHALL REDMOND,WA 98052 UJ w B (BUSINESS) 1,664 S.F. 150 GROSS 11.1 5.51 MALE/5.51 FEMALE 0.22 MALE, 0.22 FEMALE TOTAL OCCUPANT LOAD: 47 OCCUPANTS 206)290-4478 ul ao FIRST 50 PROVIDE SHOP DRAWINGS AND PRODUCT DATA FOR ARCHITECT'S APPROVAL ON ALL ( (- SPECIAL ITEMS REQUIRING CUSTOM FABRICATION. PARKING REQUIRED: CONTACT: MARK MCGARY Z EMAIL: MARKM®PIVOTAL-GC.COM F Q S (STORAGE) 17,220 S.F. 500 GROSS 34.44 17.22 MALE/ 17.22 FEMALE 1 PER 100 0.17 MALE, 0.17 FEMALE OFFICE(1/400 S.F.) 1,664/400=4.16 STALLS Cn `X 3 7. CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE AND TENANT: IDI DISTRIBUTORS ui NOTIFY ARCHITECT OF ANY DISCREPANCIES. CONTRACTOR IS NOT TO SCALE WAREHOUSE(1/2,000 S.F.) 17,220/1,200=14.35 STALLS U MALE - 0.22 + 0.17 = .39 OR 1 REQUIRED DRAWINGS.FEMALE - 0.22 + 0.17 = .39 OR 1 REQUIRED TOTAL PARKING REQUIRED THIS TENANT: 18.51 OR 19 STALLS J Q 8. CONTRACTOR SHALL PROVIDE FOR ALL WORK REQUIRED TO MAINTAIN COMPLIANCE W w N 1 MALE AND 1 FEMALE WC REQUIRED WITH LOCAL FIRE CODE. PROVIDE FOR ALL REQUIRED SHOP DRAWINGS AND J 1 MALE AND 1 FEMALE WC PROVIDED AND 2 URINALS APPROVALS. 9. MECHANICAL AND ELECTRICAL FIXTURES, OUTLETS, ETC. WHEN SHOWN ON THE PROJECT DESCRIPTION DRAWING INDEX a W N ARCHITECTURAL DRAWINGS ARE FOR LOCATION INFORMATION ONLY. MECHANICAL AND _ w ELECTRICAL TO BE DESIGNED BY OTHERS. ALL CIRCUITING COORDINATION TO BE BY ARCHITECTURAL: LAVATORY CALCULATIONS OTHERS. CONSTRUCT 1,664 S.F.OFFICE AREA WITH A BREAK ROOM,CONFERENCE ROOM,RESTROOMS,AND(3) j PRIVATE OFFICES FOR IDI DISTRUBUTORS. TAI.O SITE PLAN,COVER SHEET AND PLUMBING CALCULATIONS W C N a AREA PER OCCUPANT TOTAL MIN. REQUIRED LAV. PERCENTAGE TASO TENANT PREMISE PUJJ,CABINET SECTIONS AND DETAILS = L I USE LOAD 10. CONTRACTOR IS TO PROVIDE DRAWINGS FOR ARCHITECT'S & OWNER APPROVAL TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY SHOWING LOCATIONS OF ALL HVAC THERMOSTATS, GRILLES, AND DIFFUSERS, FIRE TA2.1 ENLARGED FLOOR PUN AND INTERIOR ELEVATIONS (,/) w w TABLE 2902.1 SAMPLE PROBLEMS TA3.0 REFLECTED CEILING PLAN AND DETAILS AND SMOKE DETECTION DEVICES INCLUDING SPRINKLERS AND FIRE EXTINGUISHERS. TA4.0 WALL SECTIONS u: [] U inB (BUSINESS) 1,664 S.F. 150 GROSS 11.1 5.51 MALE/ 5.51 FEMALE 1 PER 40 FOR 0.14 MALE, 0.14 FEMALE 11. ANY CHANGE IN LIGHT FIXTURE PLACEMENT DUE TO INTERFERENCE OF TA4.1 WALL SECTIONS AND DETAILS W Y FIRST 80 MECHANICAL OR STRUCTURAL COMPONENTS MUST BE APPROVED BY ARCHITECT & TASO SCHEDULES AND DETAILS O Z a S (STORAGE) 17,220 S.F. 500 GROSS 34.44 17.22 MALE/ 17.22 FEMALE 1 PER 100 0.17 MALE, 0.17 FEMALE TENANT. STRUCTURAL: V Ew - 12. BUILDING HAS BEEN DESIGNED AS SEMI-HEATED SPACE. SEE ENERGY DID OVERALL PUN J Q CALCULATION BY FRANKLIN ENGINEERING FOR CONDITIONED TENANT SPACE. 51.1 PARTIAL CEILING FRAMING PUN Z o MALE - 0.14 + 0.17=0.31 OR 1 REQUIRED sheet FEMALE - 0.14 + 0.17 = 0.31 OR 1 REQUIRED 13. PLUMBING AND ELECTRICAL SYSTEM IS BIDDER DESIGN. 52.1 UGHT GAGE FRAMING SECTIONS 1 MALE AND 1 FEMALE LAVATORIES PROVIDED "N 14. REFER TO "LOWES CROSS DOCK (XDT) - HUB FACILITY" DOCUMENT FOR TA1 •0 COMPLETE OUTLINE OF WORK FOR THIS PROJECT. L,,J sDRINKING FOUNTAIN: DRINKING FOUNTAIN REQUIRED FOR OCCUPANT LOADS OVER 30 PER I.B.C. 2902.5.1. (1) REQUIRED, (2) PROVIDED. 10 11 12 EXISTING CONCRETE PANEL EXISTING CONCRETE PANEL NV Q oJ L —1 �� 0 0 0 0 0 Q 54'-0" 54'-0" a a / — - - - - - - - - - -C - - - - - - - A - - - - - -C- - - - - - - -B- - - — - A EXISTING STOREFRONT EXISTING DOOR TA4.0 F______ ___ ___ ___- TA4. EXISTING 0 A4.0 STOREFRONT A E .050 ALUM. BREAK SHAPE CAULK CAULK TA4.0 TO MATCH EXISTING exiT STOREFRONT MAKE NO PLAN PER E PHYSICAL CONNECTION TO M TA4 1 J _= STOREFRONT OFFICE TA4 __ WALL7PNtf 7, R-1 WALL PER PLAN 0O RIGID H R-10 CONTINUOUS exlT F TA4. RIGID INSULATION TA4. E - - - - - - - - - - - - - - - - - -� - - - - - - - - - - - - - - - - - — < �w TA4. H 4 DETAIL DETAIL 6 DETAIL g TA4 Scale: Y=1'-0" Scale: 3"=1'—O" Scale: 3"=l'—O" ENLARGED PLAN A A2. I I I I D TA4.0 I I I I I I [Y] 'o ❑C] EXISTING DEMISING WALL TO NEW DEMISING WALL TO i INCLUDE 3/4" OSB WAINSCOT INCLUDE 3/4" OSB WAINSCOT 10 TO 16'-0" A.F.F. TO 16'-0"A.F.F.------------ L 0- O fi5 a � WAREHOUSE Q ^ co y LUG NOTE: NO PVC EDGE BANDING. ALL OC a EDGES TO BE PLASTIC LAMINATE C C MATCHING ADJACENT SURFACE. C. O 13 5/5 TYPICAL ALL CASEWORK. 13 5/8" Q G QC C NOTE: PROVIDE BLOCKING AT ALL WALL 2TO RECEIVE CABINETS. d co Q Q COORDINATE WITH CABINET PLASTIC LAMINATE UPPER CABINET. MANUFACTURER. TYP. W/2 ADJUSTABLE SHELVES. ALL INTERIOR SURFACES TO BE FINISHED - - - - - - - - - - - - - - - - - - - - PLASTIC LAMINATE UPPER CABINET. W/WHITE MELAMINE N Q ALL INTERIOR SURFACES TO BE W ro - FINISHED W/WHITE MELAMINE N MICROWAVE 4" WIRE PULL TYP. (N.I.C.) COORDINATE DEDICATED ELECTRICAL W Q OUTLET AT MICRO SHELF. 4"WIRE PULL TYP. [] N 18 PLASTIC LAMINATE MICROWAVE SHELFcq 0r�1 Q uJ N n1 B B V) ED PROVIDE GOOSE NECK O Q 3 PLASTIC LAMINATE _ PLASTIC LAMINATE FAUCET BACKSPLASH BACKSPLASH �yy PLASTIC LAMINATE Ld 2'-1" 2'-1" COUNTER TOP W/6" LLLJ nl Q BACKSPLASH WHERE (>7 LL COUNTER DROPS FOR W W w SINK BASE. POWER & DATA DROP POWER & DATA DROP W J FOR WORK STATIONS. FOR WORK STATIONS. PLASTIC LAMINATE PLASTIC LAMINATE SINK PER MECH FALSE DRAWER FRONT Z J F N o DRAWER DRAWER DRAWINGS m W N 4" WIRE PULL (TYP.) E115A E115B 4"WIRE PULL (TYP.) _ 4"WIRE PULL (TYP.) m ul ExIT ExIT PLASTIC LAMINATE PLASTIC LAMINATE � to i E BASE CABINET W/ 1 o BASE CABINET W/ 1 T ADJUSTABLE SHELF T ADJUSTABLE SHELF T J W wQ UNDER COUNTER AREA O_ FOR STORAGE(NO U U Ln w _ SHELF) L-+-1 7 Q room --BASE PER SCHEDULE BASE PER SCHEDULE BASE PER FINISH NOTE Cn L (Io SCHEDULE Q m - 1. PROVIDE 2A-10 BC FIRE EXTINGUISHERS 1/3000 S.F. MAX. - 75' MAX.TRAVEL DISTANCE _ W J Q '- LOCATION PER FIRE MARSHAL ALLOW 1 IN OFFICE AREA EXISTING FIRE EXTINGUISHERS TO REMAIN IN WAREHOUSE#115. a' Sheet i Z TENANT PREMISE PLAN 31 CABINET AT MICROWAVE CABINET CABINET AT SINK 32 3-4TA2.0 A Scale: 3/32"=1'—O' Scale: 1/2"=V-0" Scale: 1/2"=1'—O' Scale: 1/2"= —0'' 10 11 12 -------------------- -------------------- --------------- 14'-8 1/2" 12'-6 1/4" 12'-8 1/8" 3 5/8" ` 9'-8 1/8" 2'-7" 4 = - 5 TA2. TA20 TA2. - IT 7 — 7 toe zo TA6.0 G _ •-- 00 I ____ ____1a___ta_____e_____ ------- jOFFICE o j L CONFERENCE OFFICE N o o o TA2. __ G 105� TA2. I __� _ �_=• - BREAK ________ I OFFICE - I - f N ' RECEPTION I, '"", ,"" i � , Tat. 9 I 01 04 105 G G HALL `i `i HALL I o2 103 I 106 � 10� - I 02 L7� 109 O 10 10 TOILET, O ."TILET \ rn rn BOLLARD PER 10/TA5.0 10" NOTE: 1 9 PROVIDE PAINTED SIGNAGE 1 ON TOP OF STRUCTURE. 1 - - - 5 NO STORAGE ON PLYWOOD 4 �' 2 ALLOWED" I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - `_ --- - - ---- no I C 11 WAREHOUSE BOLLARD PER 10/TA5.0� 16 11 m I 115 TA2.17 I 0) =o 11 6'-10" '-6 6'-1 3/4" I m 9 1/4" 8,-3 1/4" 1'- 8'-3 1/4" i I 18'-3 3/4" I L f6 ENLARGED OFFICE PLAN � 0. A Scale: 1/4"=1'-0" Cn .2Q � LG N U*� H N �Q OC a � Q 00 33 2A/ ,A INTERIOR ELEVATION KEYNOTES Cn Q TA2.0 TA2.0 TA2.0 LW m (D PAPER TOWEL DISPENSER(BOBRICK B262). F - N 20 FEMININE HYGIENE DISPENSER(B-3500-25). Z Q m 1 03 FEMININE HYGIENE DISPOSAL(BOBRICK B-354). O Q 8 8 8 8 8 8 ®1 1/2"DIA.STAINLESS STEEL GRAB BARS(BOBRICK B6800 SERIES). — U N 7 7 11 I I Q6 SEAT COVER DISPENSER(BOBRICK B-301). I:-_ REFER COFFEE MICRO ©SOAP DISPENSER(BOBRICK B-822). 0 1 / 4 2 4 1 / 4 T F C (N.I.C.) - 07 GLASS MIRROR S.S.FRAME(BOBRICK B-209-2436). W N N 5 o a7LL 5 WVBI - ®PLASTIC LAMINATE WAINSCOT. J ��ff11 IA N e ( ) 90 PLASTIC LAMINATE BASE CABINET W/COUNTER,SINK W u! m 3 1 g _ - AND 4"BACKSPLASH. Q 6 2 1 16 6 © O 10 i 10 PLASTIC LAMINATE BASE CABINET W/DRAWER, 3 14 4 4 14 14 4 4 4 14 ADJUSTABLE SHELF COUNTER AND 4"BACKSPLASH. 0 ,y Ld I I' 11 PLASTIC LAMINATE UPPER CABINET W/SHELVES. � Kl 15 1 15 10 PLASTIC LAMINATE UPPER CABINET W/MICROWAVE SHELF. W k TOILET 109 NORTH 2 TOILET 109 EAST 3 TOILET 109 SOUTH 4 TOILET 109 WEST 5 TOILET 110 NORTH 6 TOILET 110 EAST 7 TOILET 110 SOUTH 8 TOILET 110 WEST 9 BREAK 1m EAST HIGH-Low ACCESSIBLE WATER COOLER.(ELKAY L2STL8WSLP oR APPROVED). ~ W W m 14 6"INTEGRAL COVE SHEET VINYL BASE. Z O5 ADA FLOOR MOUNTED WATER CLOSET, J 16 ADA URINAL. 0 J F N 0 10 WING WALLS EACH SIDE OF DRINKING FOUNTAIN: Z N NOTE: ALL FIXTURE HEIGHTS AND CLEARANCES TO COMPLY WITH I.B.C. 5/8'TYPE"X"ON 3 5/8"METAL STUDS TO 5'-4"A.F.F. Q W w 4'-0" 18 FAUCET W/HOSE AND PALE HOOK. - CHAPTER 11,WAG 51-50 AND ADA GUIDELINES(TYPICAL) °� 1 SEAT 19 FLOOR MOUNTED MOP SINK. Z CC ul 8 8 COVER 3_3 ®BROOM/MOP HOLDER(BOBRICK B-224). Q G 2 to DISPENSER ®TOILET PAPER DISPENSER(BOBRICK B-2888). 54"MIN. W 1 1/2° ®WALL HUNG ADA LAVATORY WITH PRE-DRILLED HOLE FOR SOAP DISPENSER. W p DOOR PER SCHEDULE. .i _ GRAB BAR ® � [] U Ln W a _ WHITE PLUMBING HEAT PROTECTION WRAP. _ 19 ® Q 19 e ® O TOILET 4"RUBBER BASE. Q Z J _ PAPER 7"-9" ®LED LIGHT PER ELECTRICAL. J ,{ "� 4_ Q O - DISPENSER J Q m - NOTE:WVB=1 4"WATERLINE TO WATER VALVE BOX RECESSED IN WALL FOR COFFEE OR ICE MAKER. TYPICAL OF 1 THIS TENANT IMPROVEMENT. LAVATORY PAPER � FEMININE TOILET FEMININE H.C.ACCESS.w TOILET SEAT () BROOM / W 110 114 Sheaf 6 W.H. WEST �7 JANITOR SOUTH 0 W/ TOWEL HYGIENE MOP HOLDERVPER DISPOSAL URINAL � i MIRROR DISPENSER DISPENSER DISPENSER h TYPICAL Z TA2.1 25 Scale: 1/4"V-O" W 10 11 12 i / CEILING / LIGHTING SYMBOLS & LEGEND EXISTING EXIT LIGHT � RELOCATE IXISPNG E%R + CIS uGHr TO WAREHOUSE �y Q #1 2 HANGER WIRE TYP. F DECOMMISSION EX1711NG 9ff RERIACE wITH rvcw Exrr O EXISTING HIGH BAY LIGHTS A LIGHT LIGFR 0 I 2' X 4' SUSPENDED ACOUSTICAL - TILE CEILING o _ -- ® 2'X 4'LAY IN LED LIGHT FIXTURE o o O • • 0 2'X 2'LAY IN LED LIGHT FIXTUREIUE - _ E%HAUST FM O'(P) .p - CWB CEILING AT o a 9'-0'A.F.F. LED RECESSED CAN LIGHT FIXTURE RECESSED LED CAN LIGHTS b LED LIGHT BAR ABOVE LAVATORY v m TIGHT LOOP THROUGH HANGER HOLE & ne4M AGY N THREE TIGHT TURNS EXHAUST FAN o WITHIN 3" o (TOP TO BOTTOM) •, �aa 7 Exli LIGHTED EXIT SIGN WITH EMERGENCY LIGHTING N o 0 2 WITH BATTERY BACK-UP CROSS TEE MAIN CEILIN PER ASTM C635-6 BEAM PER ASTM C635-6 NOTE: PROVIDE EMERGENCY EXIT PATHWAY LIGHTING TO COMPLY EXISTING HIGH WITH I.B.C. secTloN 1006. BAY LIGTO CEILING INSTALLATION REQUIREMENTS w REMNN HIS F-— I �¢ NOTE: LIGHTING SHOWN FOR GENERAL DESIGN INTENT. •SUSPENDED CEILINGS SHALL BE BRACED AGAINST LATERAL MOVEMENT DUE TO EARTHQUAKE PER ASTM C636. IN THE ABSENCE OF AN ao EXISnNG ELECTRICAL CONTRACTOR TO PROVIDE LIGHTING POWER BUDGET ENGINEERED DESIGN THE FOLLOWING BRACING SYSTEM WILL BE REQUIRED. FOUR NO. 12 GA STEEL WIRES SHALL BE ATTACHED TO A MAIN SM IGHT g AND FINAL DESIGN TO CITY OF ARLINGTON. (UNDER SEPARATE RUNNER WITHIN 2 INCHES OF A CROSS RUNNER. THE WIRES SHALL BE SPLAYED 90 DEGREES TO EACH OTHER AND RUN UP TO PERMIT) STRUCTURE ABOVE AT AN ANGLE NOT TO EXCEED 45 DEGREES FROM THE HORIZONTAL. A COMPRESSION STRUT SHALL EXTEND FROM THE MAIN RUNNER AT THE ATTACHMENT OF THE WIRES VERTICALLY AND BE ATTACHED TO THE STRUCTURE ABOVE AS REQUIRED BY BUILDING OFFICIAL. SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A NOTE: EMERGENCY LIGHTING IS REQUIRED OUTSIDE OF EACH POINT NOT TO EXCEED 6 FEET FROM WALLS. VERTICAL AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFACTURERS EXIT, IN RESTROOMS,AND OFFICES.ADDITIONAL EMERGENCY REQUIREMENTS. LIGHTING FIXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO LIGHTING MAY BE REQUIRED-SUBJECT TO FIELD INSPECTION. BUILDING STRUCTURE BY AT LEAST 2 NO. 12 GAGE WIRES. LIGHT FIXTURES WHICH WEIGH 56 POUNDS OR MORE SHALL BE SUSPENDED FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID, AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSTEM. 0 0 0 _ �_ _ _ _ _ _ _ _ •MINIMUM 1" WIDE WALL MOLDING. •GRID MUST BE ATTACHED TO TWO ADJACENT WALLS - OPPOSITE WALL MUST HAVE 3/4" CLEARANCE. •ENDS OF MAIN BEAMS AND CROSS TEES MUST BE TIED TOGETHER TO PREVENT THEIR SPREADING. REFLECTED CEILING PLAN NOTES 'PERIMETER SUPPORT WIRES MUST BE WITHIN 8" OF CEILING EDGE. •PROVIDE MANUFACTURERS HEAVY DUTY GRID SYSTEM. •CEILING AREAS OVER 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. 1. PLANS AND FIXTURES ARE FOR DESIGN INTENT ONLY. FINAL FIXTURE •CEILING AREAS OVER 2,500 SF MUST HAVE MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. SCHEDULE AND LAYOUT PER ELECTRICAL DESIGN BUILD DOCUMENTS. •CEILINGS WITHOUT RIGID BRACING MUST HAVE 2" OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. PROVIDE PHOTOMETRIC PLAN TO ARCHITECT FOR APPROVAL. •CHANGES IN CEILING PLANE MUST HAVE POSITIVE BRACING. •CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. 2. PROVIDE EXIT SIGNAGE PER IBC 1013. SIGNS SHALL BE ILLUMINATED •SUSPENDED CEILING WILL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL. AT ALL TIMES. PROVIDE BATTERY BACKUP POWER FOR ILLUMINATION FOR •IF CEILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE, CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS DESCRIBED IN MINIMUM OF 90 MINUTES. PROVIDE TACTILE EXIT SIGNS COMPLYING I.B.C. SECTION 104.11 TO LOCAL BUILDING OFFICIAL. WITH ICC-A117.1-2009 ADJACENT TO EACH STAIRWAY. m 3. PROVIDE EXIT PATHWAY ILLUMINATION PER IBC SECTION 1008. THE POWER SUBY`THE R THE MEANS POW OF EGRESS , AND ILLITHUMINATION EMERGENCY SHALE 9 SEISMIC BRACE AT SUSPENDED CEILING POWER OF EGRESS ILLUM NATION`SHALLTING BE PROVIDEDTES AT THEM RATE OF 1"FOOT CANDLE AT Scale: N.T.S. m FLOOR LEVEL. i 4. MECHANICAL & ELECTRICAL PENETRATIONS THROUGH RATED WALL OR PROVIDE L d ARMSTRONG O FLOOR SYSTEMS TO COMPLY w/ IBC SECTION 714. BERG 2 CLIP o` _00 fi5 5. PROVIDE EXTERIOR EGRESS ILLUMINATION WITH EMERGENCY POWER PER IBC SECTION 1008. PROVIDE MIN. 90 MINUTES OF POWER, FOR © CIO ^ ILLUMINATION PER 1008.3.5 O• O O• O• O• WALL EDG 4 CD L U MOLDING O•'.� tn co0 Q � A= DAYLIGHT ZONE CONTROL PROVIDE °o- p Q o 0 PROVI BERG 2 CLIP 0DE DAYLIGHT ZONE CONTROLS PER THE INTERNATIONAL ENERGY CONSERVATION ARMSTRONG T STABILIZER BAR SYSTEM 0 U) C CODE C-405.2.2.3,AND PER WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE KEEP PERIMETER AMENDMENTS,WAG 51-11C. COMPONENTS FROM O — SPREADING APART B ALL DAYLIGHTED ZONES,AS DEFINED IN CHAPTER 2,BOTH UNDER OVERHEAD GLAZING o UNATTACHED WALLS ONLY AND ADJACENT TO VERTICAL GLAZING,SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS, OR DAYLIGHT OR OCCUPANT-SENSING AUTOMATIC CONTROLS,WHICH CONTROL THE LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING. CONTIGUOUS DAYLIGHT ZONES ADJACENT OF VERTICAL GLAZING ARE ALLOWED TO BE 1 CROSS TEE W ro Q 0 0 • CONTROLLED BY A SINGLE CONTROLLING DEVICE PROVIDED THAT THEY DO NOT 4 PER ASTM C635-6 L Ln INCLUDE ZONES FACING MORE THAN TWO ADJACENT ZONES CARDINAL ORIENTATIONS • N F m (I.E. NORTH, EAST, SOUTH,WEST). DAYLIGHT ZONES UNDER OVERHEAD GLAZING MORE ,•� J Q THAN 15 FEET FRO THE PERIMETER SHALL BE CONTROLLED SEPARATELY FROM DAYLIGHT ZONES ADJACENT TO VERTICAL GLAZING. `•Qa Q U N EXCEPTION: DAYLIGHT SPACES ENCLOSED BY WALLS OR CEILING HEIGHT SUSPENDED CEILING BRACE AT PERIMETER ~ O V PARTITIONS AND CONTAINING 2 OR FEWER LIGHT FIXTURES ARE NOT REQUIRED '�4 w - TO HAVE A SEPARATE SWITCH FOR GENERAL AREA LIGHTING. Scale: N.T.S. Q �Nff11 N N u! ED #12 PERIMETER HANGER Z 3 �P WIRE ANCHORED TO _ E _ STRUCTURE ABOVE @ 4-WAY SEISMIC EXPANSION a 0 Ed — -- IF HANGER WIRE IS OUT EACH MAIN BEAM OR U OF PLUMB GREATER THAN 1:6 CROSS TEE JOINT CLIP (HATCHED) N k COUNTER SPLAY PER ASTM C636 �s Z W m STABILIZER BAR SYSTEM TO KEEP PERIMETER Q W COMPONENTS FROM ONE SIDE OF SLICE CAP J J o / SPREADING APART O F O UNATTACHED WALLS CRIMPED TO ALLOW 0- J EllMOVEMENT ONLY ON ut MAX. 8" ONLY LOOP THROUGH OPPOSITE END HANGER HOLE & THREE FASTENER IN SLOTTED WALL WHICH TIGHT TURNS WITHIN 3" FASTENER POCKET TO ALLOW Z C DID a PENETRATES L(TOP TO BOTTOM) PER MOVEMENT J 2 CEILING GRID ASTM C636 MAIN TEE w W p MAIN BEAM OR CROSS TEE WALL EDGE ° ° o CEILING GRID U L3 U DO w MOLDING IN. 3/4" ® Z J UN-ATTACHED WALLS CROSS TEE TEE-FACE SLEEVE ,{ �l o _ 110rfa'1 IN. 1" 1" GAP BETWEEN FIELD J Q m CUT MAIN TEE U W sheet i J w TA3 0 3 A REFLECTED CEILING PLAN 19 EDGE TRACK AT SUSP. CEILING 20 SEISMIC SEPARATION JOINT � Scale: 3/32"=V-0" Scale: 3'=V-0" Scale: 3'=1'-0" I I RI RI RI PREFINISHED METAL TOP OF PLATE FLASHING OVER a a TREATED 2X'S TOP OF PLATE TOP OF PLATE a a' i .� 60 MIL.TPO SINGLE-PLY 60 MIL.TPO SINGLE-PLY .� ROOFING OVER R-38 RIGID ROOFING OVER R-38 RIGID INSULATION ON METAL DECK. INSULATION ON METAL DECK. w c o a N o SEE STRUCTURAL FOR ROOF e SEE STRUCTURAL FOR ROOF 60 MIL.TPO SINGLE-PLY FRAMING FRAMING ROOFING OVER R-38 RIGID INSULATION ON METAL ECK. B.O.REVEAL B.O.REVEAL B.O.REVEAL SEE STRUCTURAL FOR OOF ♦ FRAMING CONCRETE REVEAL CONCRETE REVEAL CONCRETE REVEAL - �3 s PACK VOID AT TOP OF EXISTING 5� BEAM WITH ROCKWOOL DOWNSPOUT T.O.WINDOW BEYOND EXISTING ROOF FRAMING i B.O.REVEAL B.O.REVEAL B.O.REVEAL B.C.MULLION 1"INSULATED GLASS IN ANODIZED ALUMINUM NEW FULL HEIGHT DEMISING FRAME WALL(TENANT TO VACANT): 6"METAL STUDS AT 16"O.C. WITH R-21 BATT INSULATION. - 3/4"OSB TO 16'-0"A.F.F.AND 5/8"TYPE"X"GWB ABOVE ON TENANT SIDE.TYPE"X"GWB ON - VACANT SIDE, FIRE TAPE ONLY VACANT SIDE. SEE B.O.MULLION STRUCTURAL FOR STUD DETAILS. m C i 1/2"PLYWOOD ON 12"METAL 1/2"PLYWOOD ON 12"VITAL 1/2"PLYWOOD ON 12"METAL C JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL W/ TILT-UP CONCRETE m JOISTS PER STRUCTURAL / R-38 BATT INSULATION PLUS R-38 BATT INSULATION P PANEL,PAINT S R-38 PER INSULATION PITS R-20 CONTINUOUS RIGID R-20 CONTINUOUS RIGID R-20 CONTINUOUS RIGID .I INSULATION. INSULATION. INSULATION. V/ cz T.O.REVEAL T.O.REVEAL L O � � U Q EFLA LATION w/ I B.O.REVEAL f B.C.REVEAL (n _ C RRIER.MAX. RATING OF 25 R-21 BATT INSULATION A VE R-21 BATT INSULATION AB VE SUSPENDED CEILING TO H VE SUSPENDED CEILING TO H VEGALV.STEEL ACCENT ELOPED Q WHITE VAPOR BARRIER w/ WHITE VAPOR BARRIER w/ O V/ N FRAME WITH ENTRANCE _J Li CANOPY ABOVE. MAX FLAME SPREAD RATING MAX.FLAME SPREAD RATING OF 25 AND SMOKE OF 25 AND SMOKE C C TILT-UP CONCRETE DEVELOPED RATING OF 450. DEVELOPED RATING OF 45. N Q O O PANEL,PAINT "b TILT-UP CONCRETE ttP.ABOVE WALL FURRIN ttP.ABOVE WALL FURRIN O m PANEL, PAINT 0- Q C C T.O.MULLION - T.O.MULLION O — / L SUSPENDED ACOUSTIC.TILE SUSPENDED ACOUSTIC. SUSPENDED ACOUSTIC. / TILE CEILING AND H.D. TILE CEILING AND H.D. CEILING AND H.D.GRID �rfn1 m Q T.O.REVEAL GRID SYSTEM-SEE T.O.REVEAL GRID SYSTEM-SEE T.O.REVEAL SYSTEM-SEE REFLECTED ul N T.O.MULLION _ REFLECTED CEILING REFLECTED CEILING PLAN T.O.MULLION CEILING PLAN W N PLAN 1"INSULATED GLASS IN WALL FURRING BEYOND i N � Q a ANODIZED ALUMINUM 1"INSULATED GLASS IN FRAME � U ANODIZED ALUMINUM FRAME 8 TA5.0 O " Urn1 N N TENANT SIDE VACANT SIDE UJ B.C.MULLION 3505162-43 METAL ULLION 1 if U' B.C.. STUDS®24"O.C.W/ METAL STUDS PER STRUCTURAL R-15 BATT INSULATION OVER R-10 RIGID INSULATION 3 EDGE OF SLAB AT • W/%"TYPE"X"GWB a° W/R-15 BAIT INSULATION SEE STRUCTURAL FOR T� w RECESSED ENTRY / W/PERM RATED PRIMER AND 5/8"TYPE"X"GWB W/ BOTTOM TRACK DETAIL AT L] `i .• PERM RATED PRIMER FULL HEIGHT WALL. Q �' ° 4"RUBBER BASE •° 4"RUBBER BASE W W n EXISTING CONCRETE SLAB FIRST FLOOR FIRST FLOOR FIRST FLOOR J Fa a ° =III \��� i,. i,. O III— �-- 1�3 o -J-- a :L__________ : llllllll�ll=i�\\i °°• '^. Illll II�III ���\�i • °�. I J 1I I—III—III=1W/? -III—I I1=1I—ITl N Z W w O UW U Q � o LLI J Q N shee`. J J WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION TA4.0 A SCALE 1/2"= 1'-0" B SCALE: 1/2"= 1'-O" C SCALE 1/z"= 1'-0" D SCALE 1/z"= 1'-0" E SCALE 1/2"= 1'-O" I NWC]B Technical Document Document03/01 STEEL FRAMING STEEL FRAMINGNon-Load Bearing Partitions and Lay-in 200-501 OptionAcoustical Celings 1.Attachment options to structure(wood,concrete or steel) The issue of connection of non-load bearing walls to the suspension system of a lay-in acoustical ceiling has been STRUCTURE a. Attachment devices to structure 1,4-inch(6mm)diame- an issue for decades in the code enforcement section. O ter x 3-inch(75mm)long closed-eye wood screws;mini- } The Uniform Building Code was rather vague on the issue.The International Building Code(IBC)section 1621.1.2 is mum penetration 1 inch(25mm)into the wood member. ® rwoiz ea.agar,wires based on ASCE(American Society of Civil Engineers)standard 7-02 states: e lz,sganml n.n. nta..to b. No.12 ga.splay wire looped around bottom chord of 'Partitions that are tied to the ceiling and all partitions that are greater than 6 feet(1829mm)in height ¢ //�\ la000nlml open joint or truss. shall be laterally braced to the building structure.Such bracing shall be independent of any ceiling splay SUR—ed Y ^Pv1OF'ds c. Metal 2-inch x 2-inch(50mm x 50mm)angle,attached bracing." po aeili"e to concrete or steel with approved fasteners. The confusion and the intent of the code may be Geared up best by the commentaries that explain ASCE 7-02.The d. Tie wire spike minimum 3,16-inch(5mm)diameter x 2 engineers had noticed that when touring buildings after a significant earthquake the non-load bearing walls using inches(50 mm)long,drilled and hammered for con- the suspension system as the means to brace the partition provided doubtful adequate support"Partitions must be crete. braced to the building and not rely on the bracing of the ceiling suspension system for support.This does not mean P81h°0" e. Tie wire wedge anchor 1/4 inch x 13'4 inches(6mm x that they can not be connected or"tied"together as stated in the IBC code. n 44mm),for concrete. There is a requirement for partitions and the suspension systems to be independent of each other for seismic design � category"C"buildings.SDC"C"buildings are intended to have a"free floating"ceiling and expect limited movement. m �, f. Beam/flange damps for steel structure members. The ceilings and partitions in SDC C buildings shall not be connected or"tied"to the suspension system.For build- Splay wire to be wrapped around itself three full turns within a ings designated D,E or F,the partitions may be connected to the suspension system. 34nch(75mm)length. STRUCTURE �•� NOTE: 2.Attachment options at partition BUILDING IS SDC D. REFER TO GENERAL NOTES ON SHEET S1.0it Onerigid EN,Re, ax.8led lz,sganmin.c.ar anemau• uNc to• a. Attach partition track to suspended ceiling main runner ASCE 7 13.5.8 PARTITIONS sides«achy w;rea as anew la,aoomnl with two No.B S-screws.(Detail LATERALLY BRACED TO STRUCTURE. ¢ in dHeilA A,�. to ® ® 1 1 b. Winch(6mm)closed-eye bolt through partition track. EXCETION: PARTITIONS THAT MEET ALL OF THE FOLLOWING CONDITIONS: U W 1 a 2-inch x 2-inch(50mm x 50mm)metal angle with two 1. THE PARTITION HEIGHT DOES NOT EXCEED 9 FT. g� No.8 S-screws in partition track. 2. THE LINEAR WEIGHT OF THE PARTITION DOES NOT EXCEED THE PRODUCT OF 10 LB (0.479 kN)TIMES THE HEIGHT[ft(m)]OF THE PARTITION. wrapped around itself three full turns within a 3. THE PARTITION HORIZONTAL SEISMIC LOAD DOES NOT EXCEED 5 ESE(0.24 kN/m2). a � Splay wire to be 3-inch(75mm)length. 3.Bracing PaNgw a. Plenum height to 5 feet(1,500mm):Use 34-inch (19mm)16 ga.(.0566 in.)cold rolled channel or 7i8-inch (22mm)25 ga.(.0188-inch)furring channel or 1513 in. (41mm)25 ga.(.0188-inch)steel stud. b. Plenum height 5-10 feet(1,500-3,000mm):Use nested or back to back 312-inch(90mm)25 ga.steel studs. c. Attach to partition with two No.8 S-screws. This iwnniwltlwumenl is to serve asagukeline ana it is not inlentletl roranyspecificwnstr tAi,prglepls.NWCBmakesno,,pressorimpi,e warrantyaguarantee Wthe PAGE 1 OF 2 IeUmquea.wnsau-n metnoea oQmatenaie ieengeee herein. Build to a Build to a ���� HEADQUARTERS Higher Standard. OREGON •• • .NWCB HEADQUARTERS Higher Standard. OR SON 2825 Eastlake Ave E Ste 350 I Seattle.WA 98102 tel 503-295-0333 2825 Eastlake Ave E Ste 350 Seattle,WA 98102 tel 503-295-0333 m Nw waueceuNG aUReAU tel 206-524-4243 1 email ...-.,.-.. email oregon@nwcb.org Nw wnuacealNG BUREAU tel 206-524-4243 I email info@nwcb.org email oregon@nwcb.org NORTHWEST WALL AND CEILING BUREAU .•.NORTHWEST WALL AND CEILING BUREAU C TOP OF WALL ATTACHMENT m Scale: N.T.S. L z o0 Fz U I.rV U) 1/2"PLYWOOD ON 12"METAL 1/2"PLYWOOD ON 12"METAL 1/2"PLYWOOD ON 12"METAL CID �''"^^) � 8,Q JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL W/ (D V/ /�/ -R-38 BAIT INSULATION PLUS R-38 BATE INSULATION PLUS R-38 BATT INSULATION PLUS LrI� R-20 CONTINUOUS RIGID R-20 CONTINUOUS RIGID R-20 CONTINUOUS RIGID a C C INSULATION. INSULATION. INSULATION. N O O 0 C O Q C C WIDTH PER PLAN ��ff11 1/2"PLYWOOD ON 6"METAL 1/2"PLYWOOD ON METAL uJ Q N FRAMING PER STRUCTURAL FRAMING PER STRUCTURAL W N W/R-21 BATT INSULATION REFER TO STRUCTURAL SOUND BATT INSULATION L OVER ENTIRE RESTROOM DRAWINGS FOR DETAILS OVER ENTIRE RESTROOM AREA CEILING AREA CEILING .f N 6"METAL CEILING U Q N JOISTS AT 24"O.C. 0 l PER STRUCTURAL (SEE WALL TYPE G/H t 30 SUSPENDED CEILING t FOR BULK OF NOTES) SUSPENDED ACOUSTIC. SYSTEM PER SUSPENDED ACOUSTIC. W In TILE CEILING AND H.D. TA4.1 REFLECTED CEILING 5/8"TYPE"X"GWB TILE CEILING AND H.D. 0' GRID SYSTEM-SEE PLAN GRID SYSTEM-SEE REFLECTED CEILING PLAN REFLECTED CEILING PLAN ,y 3 5/8"TYPE "X"GWB J vV w 6"METAL STUDS @ 16"O.C. 362S162-43 METAL 6"METAL STUDS PER STRUCTURAL 6"METAL STUDS @ 16"O.C. ----5162-43 METAL Q rryy J PER STRUCTURAL W/R-21 STUDS @ 16"O.C. DRAWINGS WITH R-21 BATT PER STRUCTURAL W/R-21 STUDS(6"OR 8")@ 16" LL Q BATT INSULATION AND R-10 WITH 5/8"TYPE'Y' _ INSULATION AND R-10 CONT.RIGID BATT INSULATION AND R-10 N to W W CONTINUOUS RIGID INSULATION. INSULATION.5/8"TYPE"X"GWB CONTINUOUS RIGID INSULATION. O.C.WITH 5/8"TYPE 'WR" W GWB W/SOUND BATT GWB W/SOUND BATT _ 5/8"TYPE'X'GWB EA.SIDE INSULATION. EA.SIDE.USE WR GWB AT TOILET 5/8"TYPE'X'GWB EA.SIDE J WET WALLS.FIRE TAPE ON -i INSULATION. PROVIDE STUDS WIDTH AS REQUIRED J ❑ WAREHOUSE SIDE AND REFER TO N THE FINISH SCHEDULE ON THE FOR PLUMBING WALLS WIDTH W ry HILTI #D5P37P10(.177" TOILET ROOM SIDE. SHOWN. Z _ H TOILET SIDE CIA x 1 1/2") LOW a D ❑ VELOCITY DRIVE PINS @ WAREHOUSE SIDE TOILET SIDE TOILET SIDE OFFICE SIDE ¢ C u1 i 24"O.C.AND 6"FROM M L I SEE STRUCTURAL FOR ENDS. HILTI PINS PER N - B070M TRACK DETAIL AT STRUCTURAL Z W w G. FULL HEIGHT WALL. BASE PER SCHEDULE BASE PER SCHEDULE C) 0 U w EXIST.CONC. FLOOR EXISTING GONG. FLOOR Z SLAB 0 (W J Q hl-hI-IFI-IF-------D II T I�11ni1m�Im Ilul�lili Il Ilia�Im�Im�Iillmlml"� Ti ITI ITI ITI ITI ITI Ti ITI ITI ITI ITI ITI ITI ITI ITI Lli Shee' J J a TA41 WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION m r ^ 1 V 1/2" r SCALE: 1/2"= 1'-0" V SCALE: 1/2 - 1' 2" H SCALE: 1/2"= 1'-0" J SCALE: 1/2"- 1'-0" n SCALE: = I' DOOR TYPES 4 4" PAINTED H.M. 3 3 4 14 FRAME TYP. WALL PER PLAN TA5.0 TA5.0 TA5.0 TA5.0 5 8"TYPE 'X' GWB PAINTED H.M. TREATED WOOD BLOCKING /EACH SIDE OVER FRAME TYE. =OR WINDOW ATTACHMENT METAL STUDS SILENCERS ® .050 ALUM. BREAK 14 ® 24" O.C. SEE STRIKE SIDE SHAPE TO MATCH / TA5.0 WALL TYPE EXISTING STOREFRONT MAKE NO PHYSICAL N CONNECTION TO \ 3 \ \ WEATHERSTRIPPING STOREFRONT o TAS. TA5.0 \ TAS. 13 I I I I I I WOOD SILL - \ TA5.0 \ w a d O3'-0"X 7'-0" O 3'-0"X 7'-0" O 3'-O" X 7'-0"H.M. 10 4'-0"X 4'-0"RELITE W/ TAPEBL. FACED GLAZING S.C. WOOD DOOR S.C. WOOD DOOR DOOR W/ 1/2" THERMALLY BROKEN ANODIZED INSULATION PER WALL TYPE. DOOR AS W/ H.M. FRAME. W/TEMP. 1/4" INSULATED 10 ALUMINUM WINDOW SYSTEM SCHEDULED WALL PER PLAN VERTICAL MULLION AT TEMPERED HALF TEMPERED HALF W/ 1"CLEAR INSULATED STOREFRONT GLASS LITE W/ GLASS LITE IN H.M. GLASS NFRC CERTIFIED H.M. FRAME. FRAME. U=0.37 ASSEMBLY U=0.60, HGC=0.38 ^� HARDWARE TYPES HARDWARE NOTES DOOR & WINDOW NOTES ft I n H.M. DOOR FRAME 0 HEAD/JAMB H.M. WINDOW FRAME 0 HEAD/JAMB 5 WALL AT WONDOW MULLION LEVER H 1 ANDLE -LATCHSET 1. ALL DOOR HARDWARE TO HAVE LEVER HANDLE HARDWARE . ALL DOOR HARDWARE TO COMPLY WITH I.B.C.SECTION WALL STOP EXCEPT DOORS THAT HAVE PANIC HARDWARE. 1010,ICC/ANSI 117.1 STANDARDS. Scale: 3=1 -0 Scale: Scale: 3"=1'-O" HW 2 2. SPECIFIC HARDWARE FUNCTIONS TO BE DETERMINED WITH 2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE w o HARDWARE SUPPLIER AND COORDINATED WITH TENANT. WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE EXISTING 2"x 4 LEVER HANDLE -LATCHSET ~ s ALL HARDWARE TO COMPLY WITH I.B.C.SECTION 1010. OR EFFORT PER I.B.C.SECTION 1010.1.9. 4 " 13 1 2"THERMALLY PAINT ENTIRE BOLLARD AND BASE � CLOSER Y / FILL PIPE WITH CONCRETE WALL STOP 3. ALL OFFICE DOORS SHALL HAVE DOOR STOPS. 3. PROVIDE INTERNATIONAL SYMBOL OF ACCESS SIGNAGE AT BROKEN ANODIZED AND CROWN TOP. PLATE SAFETY YELLOW. EACH ACCESSIBLE ENTRANCE DOOR. ALUMINUM WINDOW HW 3 SYSTEM W/ 1" SN LEVER HANDLE -PRIVACY LATCH(OCCUPIED WINDOW) 4. PAINT ALL METAL FRAMES. COLOR AS SELECTED BY INSULATED TINTED WALL TYPE PER PLANS CLOSER OWNER. GLASS KICKPLATE WALL STOP 5. PROVIDE SAFETY GLAZING PER DRAWINGS AND I.B.C. LINE OF PANEL PROVIDE CONTINUOUS SECTION 2406. BEYOND- -----____HW 4 CAULK BEAD BETWEEN f LEVER HANDLE -PASSAGE 6. T=TEMPERED GLAZING. WIDOW FRAME AND 6"DIA.x Y4"THICK STEEL PIPE WALL STOP SILL. WELDED TO Yz"x11"x11"STEEL 7. WOOD DOORS-LYNDEN DOOR-LD2000 PC-5-00 PLATE WITH (4)%"x4"ANCHOR HW 5 CLEAR,WHITE MAPLE:"A"GRADE WOOD VENEER,PLAIN 1x WOOD SILL PIECE. BOLTS EACH PLATE. SEE LEVER HANDLE -LOCKSET(STOREROOM FUNCTION) SLICED,BOOK MATCH,RUNNING MATCH OR APPROVED EASE EDGES. PAINT WAREHOUSE FLOOR PLAN FOR CLOSER EQUAL. n DIM. POINT ` KICKPLATE 2x TREATED WOOD LOCATIONS. WALL STOP BLOCKING. VERIFY ALL FUNCTIONS WITH TENANT 4 ° METAL STUDS PER STRUCTURAL.W/ CONCRETE SLAB 5/8"TYPE"X"GWB DOOR TYPES AND NOTES TLIT-UP W" INSULLATIONBA D 6 CONCRETE d R-10 CONT. RIGID Scale: 1�4"=1'-0' PANEL. 2A 10 BC FIRE EXTINGUISHER SEMI-RECESSED FIRE EXTINGUISHER CABINET ° DOOR SCHEDULE DDDR T DESCRIPTION OR FRAME HARDWARE RATING SIGNAGE/REMARKS WINDOW SILL �. FIRE EXTINGUISHER CABINET �n1 TYPICAL BOLLARD _ �' P GROUP $ Scale: 1 1 2"-1'-0" Scale: 3`1'-0" Iv Scale: 3 4"-1'-O" E Lw�:7 FIN. MAT. FIN. m FIRST FLOOR OFFICE AREA Cu E100A EX 3'-0"x7'-O" ALUM./GLS FACT, ALUM FACT. EX - THERMALLY BROKEN ANODIZED E1006 EX 3'-0"x7'-0" ALUM./GLS FACT. ALUM FACT. EX - SEAL DOOR SHUT AND REMOVE HARDWARE THERMALLY BROKEN STEM WD CAULK EA.slog ADMmuM WINDOW SYSTEM w/ O Cu A"CLE R WININSULATED SYSTEM W/ 1'CLEAR INSULATED GLASS 100E C 3'-O"x7'-O" H.M. PAINT H.M. PAINT 2 - 1"CLEAR INSULATED GLASS OR APPROVED EQUAL. MATCH U OR APPROVED EQUAL. MATCH TREATED WOOD BLOCKING 101 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - EXISTING EXTERIOR WINDOWS FOR WINDOW ATTACHMENT EXISTING EXTERIOR WINDOWS Q 102A A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - PROVIDE CONTINUOUS CAULK ) BEAD BETWEEN WINDOW FRAME v AND SILL 102B C 3'-0"x7'-0" H.M. PAINT H.M. PAINT 2 - co Q Q 104 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 4 - 1x WOOD SILL PIECE.EASE N CO KI EDGES.PAINT J Q 105 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - Q 2x TREATED WOOD BLOCKING Q) 107 A 3'-0"x7' O O-0" WOOD STAIN H.M. PAINT 4 - O Q 108 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 5 - 109 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 3 - WOMEN v' Q Q 110 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 3 - MEN WALL PER PLAN WALL PER PIAN WOOD SILL WAREHOUSE AREA WINDOW OPENING (n Q N E115A EX 3'-0"x7'-0" H.M. PAINT H.M. PAINT EX - W LL N E1156 EX I 3'-0"x7'-0" I H.M. PAINT H.M. PAINT EX - r - QN Q z0 U N NOTE:"EX"=EXISTING DOOR,FRAME,AND HARDWARE. ALUMINUM WINDOW FRAME 0 SILL ALUMINUM WINDOW FRAME 0 HEAD/JAMB 0 RETURN DOOR E1088 HARDWARE REMOVED TO OWNER '�3 I�F N Scale: 1 1/2=1 -0 Scale: 1 1/2=1 -0 In N N un 00 TENANT IMPROVEMENT FINISHES Q F 3 PRODUCT COLOR LOCATION w ROOM FINISH SCHEDULE J SHEET VINYL SV ARMSTRONG CORLON SERIES #51903 BLUE/GRAY-WOMEN#105,MEN#106 Q FINISH FLOOR BASE WALLS WAINSCOT CEILING REMARKS LUXURY VINYL TILE W W uul NO. LVC SELECTION FROM CONTRACTOR STANDARD COLOR TO BE SELECTED BY TENANT-BREAK#107 (n MAT. I FIN. MAT. I FIN. MAT. I FIN. MAT. I FIN. MAT. I FIN. HT. J J CARPET FIRST FLOOR OFFICE AREA APT SHAW CARPET OR APPROVED EQUAL COLOR TO BE SELECTED BY TENANT-ROOMS#100 #101 #102 #103 #104 Q J F N RUBBER BASE W w 100 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" - � RUBBER. 4"ROPPE OR JOHNSONITE 123 CHARCOAL OR BI ArK W 0 101 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" 5 PLASTIC LAMINATE a 102 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" P-LAM WILSONART,NEVAMAR,FORMICA WOMEN#105-D381-60 FASHION GRAY-ELEVATIONS 2,3,4/TA2.1 I MEN#106-D381-60 FASHION GRAY-ELEVATIONS 5,6,7,8/TA2.1 Q Ml 103 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" BREAK#107-COUNTERS-5045 ICE MIST-ELEVATION 15/TA2.1 ILL O 104 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0'• BREAK#107-CABINETS-7946 BRAZIL WOOD-ELEVATION 15/TA2.1 Z U U t9 WAREHOUSE#110-DF/JAN.SINK-D381-60 FASHION GRAY-ELEVATIONS 16,17/TA2.1 Q u 105 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" Z Q 106 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. g'-0" WALL FINISHES (n o PAINT SHERWIN WILLIAMS INTERIOR LATEX 7648 BIG CHILL M 107 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" W J Q ACOUSTICAL CEILING J 0 108 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" ACTT, - ARMSTRONG 2',x4'_CORTEGA SECOND„LOOK LAY-IN„WITH 15/16"HD PRELUDE„GRID, 2776„WHITE, � sheet 109 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB FACT. 9'-0" SEE INTERIOR ELEVATIONS 0 110 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB FACT. 9'-0" SEE INTERIOR ELEVATIONS Lil 115 CONC. EXIST. OSB FACTORY EXIST. - - * GWB, FIRE TAPE W/ RUBBER BASE AT OFFICE, OSB PER PLANS TA5. U N GENERAL NOTE _ REMODEL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST EDITION. 1.DESCRIPTION 2018 IBC COLD—FORMED (STEEL LIGHT GAGE CONSTRUCTION) Building Name 8 Site Location-Arlington Airport Building B-IDI Distributors T.I.-Arington,WA 2.DESIGN CODE AND STANDARDS REFRENCED Applicable Code(Edition/Name)-2018 International Building Code(IBC) TYPE CONTINUOUS PERIODIC STANDARD Other documents referenced by these notes shall be the specific edifion referenced by the building code specified above,or if not specified,shall be the latest edition. 1.MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: - Code supplement&Date-see snow(rain factor) 3.DESIGN LOADS a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS X APPLICABLE ASTM a.Ceiling Live Load 200 lb.point load SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. MATERIAL STANDARDS b.Seismic Risk Category II S,=1.059,S,=0.378,le=1.0,Site Class"D"and b.MANUFACTURER'S CERTIFIED TEST REPORTS. --- X %=0.76,%,=0.485. Seismic Design Category="D" Basic Seismic Force 2.INSPECTION OF WELDING: w U o Resisting System(s)=Light-Frame Walls w/Gyp Panels. FORMED STEEL DECK: : o a Cs.38,R=2.Equivalent lateral force procedure was used. a. � m � c.Load Combinations All Code required load combinations are to be used in the building $ o a 1.)FLOOR AND ROOF DECK WELDS. ----- X AWS D1.3 design. OSHA STANDARDS b.SCREW SIZE&SPACING,BOLTING ANCHORING AND OTHER FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING ba THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS TU THE CURRENT X IBC 1705.12.3 OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS SYSTEMS INCLUDING STRUTS) A SHEAR WALLS,BRACES, FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL COLLECTORS(DRAG STRUTS)AND HOLD DOWNS. B`+ CONTRACTOR'S MEANS AND METHODS.THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY I� w NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND 'Y�ao,� METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. RCONCRETE AND EBAR DOWELS)MASONRY ANCHORS(BOLTS,THREADED RODS AND 2018 IBC TABLE 1705.3 DRILLED IN EXPANSION ANCHORS: J CONCRETE DEWALT"POWERSTUD+^SD2 PER ESR-2502 `O CMU DEWALT"POWER-STUD+^SDi PER ESR-2966 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION ir LU ADHESIVE ANCHORS: d 4 CONCRETE DEWALT"AC200+"ACRYLIC ADHESIVE PER ESR-4027 ()LU ESR.2818 AND DEWALT"PURE 110+^PER ESR-3298 CONTINUOUS PERIODIC U o CMU DEWALT"AC100+GOLD"PER ESR-3200 TYPE it 0 SPECIAL SPECIAL REFRENCED IBC STANDARD- REFRENCE H Z SCREW ANCHORS: c m INSPECTIONS INSPECTIONS (�W y J CONCRETE DEWALT"SCREW-BOLT+^PER ESR-3889 N CMU DEWALT"SCREW-BOLT+"PER ESR-4042(CMU) 3 � 1.INSPECT ANCHORS POST INSTALLED IN ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF HARDENED CONCRETE MEMBERS.e C v INSTALLATION PER ACI 318-14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR a.ADHESIVE ANCHORS INSTALLED IN U y n E UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED HORIZONTALLY OR UPWARDLY INCLINED X -__ ACI 318:17.8.2.4 Z PERSONNEL IN CONFORMANCE TO ACI 318-14 SECTION 17.8.2.2 ORIENTATIONS TO RESIST SUSTAINED ----- 3 LL TENSION LOADS. N a h FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. b.MECHANICAL ANCHORS AND ADHESIVE N p m PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT.SUBSTITUTIONS ANCHORS NOT DEFINED IN 4.a. --- X ACI 318:17.8.2 C of ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED.SUBSTITUTIONS MUST BE c N SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION.PROVIDE STAINLESS STEEL OR a.WHERE APPLICABLE,SEE ALSO SECTIONS 1705.12 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS REQUIRED.ANCHORS RATED FOR DRY b.SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE W °'`a INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIORR APPLICATIONS PER ESR REPORT. IN ACCORDANCE WITH 17.8.2 IN ACI 318,OR OTHER QUALIFICATION PROCEDURES.WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED,SPECIAL LIGHT GAGE STEEL FRAMING AND DECKING INSPECTIONS REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONALAND SHALL BE APPROVED BY THE BUILDING OFFICIAL STUDS AND TRACKS CONFORM WITH ASTM C 955.MATERIAL CONFORM WITH ASTM A 653,GRADE PRIOR TO THE COMMENCEMENT OT THE WORK. 33 FOR 18 GAGE AND LIGHTER,GRADE 50 FOR 16 GAGE AND HEAVIER.GALVANIZED PER G60. m SIZES AS NOTED ON DRAWINGS. i� WOOD STRUCTURAL PANELS Q ^ `^, CONSTRUCTION � �+T ' I/�T a CONFORM WITH U.S.DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARDS,PSI-09, 2018 IBC WOOD OOD `jONS I RUC 1 ION - STRUCTURAL PLYWOOD OR PS 2-18,PERFORMANCE STANDARD FOR WOOD BASED STRUCT-USEcr PANELS. ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR SCREW SPACING.CEILING JOIST m SHEATHING:15/32"SHEATHING,SPAN RATING 24116.PLYWOOD GRADE C-D,EXPOSURE I. SPECIAL INSPECTION OF WOOD CONSTRUCTION O Y SPECIAL INSPECTIONS m INSPECTIONS ARE TO BETPER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT d TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT.AND THE FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL VERIFICATION&INSPECTION TASK (a BUILDING DEPARTMENT.SEE SHEET S1.0 FOR INSPECTION TABLES. CONTINUOUS PERIODIC IBC U W rn DURINGTASK DURING TASK SECTION _ SHOP DRAWINGS 1.HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH U) Q SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP SECTION 2306.2 TABLE 2306.2(2),THE INSPECTOR SHALL VERIFY: (Vl DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED&STAMPED FOR G) COMPLIANCE AND PRIOR TO FABRICATION FOR: LIGHT GAGE STEEL. WHEN SHOP DRAWING a.WOOD STRUCTURAL SHEATHING TO VERIFY U) pQ Q SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND THE GRADE AND THICKNESS SHOWN ON APPROVED ----- X 1705.5.1 CLOUDED.CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE BUILDING DRAWINGS. J N Q EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS.THE SUPPLIER b.THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING Q �r OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK PANEL EDGES,NAIL OR STAPLE LENGTH,NUMBER OF ----- X N Q 1705.5.1 TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION."SHOP FASTENER LINES,AND SPACING OF FASTENERS IN EACH LINE O O DRAWINGS ARE AN ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER AND AT EDGE MARLING AGREES WITH APPROVED BUILDING 0 0) 0) THE SHOP DRAWINGS..". DRAWINGS O Q Cl) � C SPECIAL CONDITIONS VJ Q Q CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. W Q m x N E L.W. LONG WAY W N ABBREVIATIONS M.B.S. METAL BLDG SUPPLIER r ARCH. ARCHITECT N.F. NEAR FACE ry BAL. BALANCE N.T.S. NOT TO SCALE Q m B.OR BOT. BOTTOM 00 ON CENTER Q v O.F. OUTSIDE FACE O BLDG. BETWEEN U N ry BLDG. BUILDING O.S. OUTSIDE O — Q BRG. BEARING O.T.O. OUT TO OUT C.I.P. CAST IN PLACE PL PLATE� rn C.J. CONSTRUCTION JOINT REINF. REINFORCING ' N CL CENTERLINE REM. REMAINDER rf�7I CLR. CLEAR R.O. ROUGH OPENING Ul m Q m F CMU CONCRETE MASONRY UNIT SECT. SECTIONSa 3 0 COL. COLUMN SIM. SIMILAR rw CONC. CONCRETE S.J SHRINKAGEJOINT ri C.S.J. CLOSURE STRIP JOINT S7L. STEEL EA. EACH SW SHEARWALL r U ' E.E. EACH END SYMM. SYMMETRICAL E. LUF. EACH FACE T. 70P w E.J. EXPANSION JOINT T..B. TOP OF BEAM LU W W '0EL.OR ELEV. ELEVATION T..F. TOP OF FOOTING J E.N.W.OR ENW ENGINEERS NORTHWEST T..S. TOP OF STEEL EQ. EQUAL TOP OF SLAB AREA OF WORK J F u1 pp E.S. EACH SIDE T..W. TOP OF WALL LU W N U5 E.W. EACH WAY TYP. TYPICAL AT ALL SIMILAR I = Lu F.O.C. FACE OF CONCRETE PLACES V — F.O.S. FACE OF STUD U.N.O. UNLESS NOTED OTHERWISE I N F.O.W. FACE OF WALL V.E.F. VERTICAL EACH FACE FTG. FOOTING VERT. VERTICAL 0 S GA. GAGE V.F.F. VERTICAL FAR FACE Z W u, .+a GALV. HOT DIP GALVANIZED VFY VERIFV 0 V.I.F. VERTICAL INSIDE FACE Q I) m G..B. GYPSUM WALLBOARD U 0 H.OR HORIZ. HORIZONTAL V.N.F. VERTICAL NEAR FACE (n W I.B.C. INTERNATIONAL BUILDING V.N.F. VERTICAL OUTSIDE FACE - W Z Y ry CODE BUILDING OFFICIALS SHINGTON ASSOC.OF 0 Q O ry I.C.C. INTERNATIONAL CODE ry COUNCIL w/ WITH ry I.F INSIDE FACE w/o WITH OUT Z J m F��wvvv INC. INCLUDING W.H.S. WELD HEAD STUD J K KIP(1000 POUNDS) AT KEY PLAN �� W sheet N.T.S. LU Z so. O. O LU 10 11 12 13 14 54'-0" 54'-0" 54'-0" 54'-0" d------------------------- F � N A A a m AREA OF WORK � a g �i 18 0 o H LlJ Q (nW N3 3 � rd N w $ 4 � 4 Z71oN� r 0) r � m t O D D a U 4 4 m f Q Q U) oa oo ca — � � � � � u� QQ E E N Pp E �3 U (0n rn nrervv U F 5 54'-0" 54'-0" 54'-0^ W-0. ��-�" LL Q a W wN J b � 0 N O W 10 11 12 13 14 U - s2LO � w o s U UIn o W lz Z Z OVERALL PLAN ¢ Q m ry vis^=r-o° a sheet Q w S1 .0 ry 0 g cal a a a 26 � v d r e� 10 11 12 �� ui tt ILL as 1/2"PLYWOOD OVER JOISTILL S d Z (UNBLOCKED).FASTEN TO x C SUPPORT w/#10 SCREWS @ F-,Zl, c 6"oc @ SUPPORTED PANEL �+ EDGES AND 12"FIELD. 0 EXISTING CONCRETE 6 Z 52.1 TILT-UP PANELS D y m E 52.1 Z3LL� (E)DEMISING N A WALL A (N)DEMISING m o N y I WALL PER 10/52.1 6 52.1 0 52.1 cy) R H.1. HR. aC c % <13-0> TYP,U.N.O. 4 SHADED WALLS ARE GYP SHEAR 52.1 WALL STUDS ARE 6005112-43 @ '� O WALLS.REFER TO DETAILS 3/S2.1 24"—JOIST TO BEAR DIRECTLY 21 c i FOR GYP.CONNECTION TO STUDS. OVER THE WALL STUDS. H R. O �p 4 (3) 52.1 U W 1n Cn EE Q F- cz L Qa 10 11 12 U) 0 Q o 0 0 c, PARTIAL CEILING FRAMING PLAN Q Q N N ri NOTES: 1/6"=1' 1.) VERIFY ALL DIMENSIONS AND FRAMING ELEVATION WITH ARCHITECTURAL DRAWINGS. r N c 2.)TOP OF WALL(BOTTOM OF JOIST FRAMING DENOTED AS,<X-X">. Q Q3.)JOIST TO BEAR DIRECTLY OVER THE WALL STUDS,TYPICAL. — Q o N 0 y� rn N V (Ur�nl N N ry UJ ¢] !P Y a m Q W W U)) d J F ° W N W N _ F F Z 5 N s W I W o LL p 1n o W Z_ ,z ry J o W J Qm U sheet Q S1 . 1 7 d J i CLIP FLANGES OFF&LAP TOP 2 TRACKS TYP.4 SCREWS MIN. 'w q (2)SCREWS @ 6"oc TOP& BOT.@ HEADER 1 n L EXTEND TO ADJACENT WALL UNLESS 7 � 16 GAGE RIM JOIST. RIM n TRACK BLOCKING TO MATCH @ $2.1 �I' 4 STUDS,PLACE @ 10'-0"oc G.W.B.LENGTH THIS CALLED OUT ON PLAN JOIST SPLICES USE BEARING HEADER L OBI; MAX.ALONG WALL&@ EACH TOP TRACK RIM JOIST OR TRACK 3"x8"x16GA.PLATE w/6-#10 7' L2x2x7"xi 6"GAGE w/ PER SCHEDULE STRAP PER END OF WALL BEND UP 4"@ CEILING JOIST LEVEL SCREWS EA.END DO NOT 3-#10 SCREWS EA.LEG. SCHEDULE EA.END 4 SCREWS TO SPLICE RIM JOIST OVER (L2x2x5"x16"GAGE @ 6" LAP HEADER STRAP EA BLOCK tu HEADERS. DEEP JOISTS OVER2JAMB ` STUDS w/4 p In p p p p II -_n N GYP WHERE SHOWN PER ARCH. _ III SCREWS TO N N_ fl fl fl H N R N N R. p #10 EA.STUD EA.STUD EA. WHERE GYP IS NOT PRESENT, N N N NN N H "H H H H SIDE(8 TOTAL) ADD BRIDGING TO THE EXPOSED 1/2"MIN.G.W.B.BOTH N N' N N -N N N N A N N EA.FLANGE 11 A"00 Z SIDE PER THIS DETAIL. SIDES OF WALL I j� g m UNBLOCKED USE#8 p p p p p p -p p ROUGH I 'YG� iS STUD PER PLAN w/ OPNG. MIS ^N BOT.TRACK DRYWALL SCREWS @ 7"oc p p, p p p p ➢ ➢ p p 16"GAGE TOP 8 E @ FIELD AND SUPPORTS. p p p A p N - p p 11 _ p I IG TRACK PLACE. c7 N N N 'N N N DOUBLE STUD TYP.EACH 2"x6"x16GA.BENT PLATE w/1/2" w 0 N I 20GA.CLOSURE �P pRE N N N N N N N N N H END OF WALL(U.N.O.) JOISTS DIRECTLY DIAMETER HOLE FOR CEILING TRACK < 4 x I I q5 A N' N -N A N N CN N - N OVER STUDS. a m III #'� N. N. N u N d N II N N - ATTACHMENT.LOCATE AS a g _ SINGLE WINDOW REQUIRED p REQUIRED.FASTEN TO JOISTS SILL TRACK 16GA. p p p p p N 1 . 0 d - N: N WITH 2-#10 SCREWS N N N N N N - NOTE:SEAT STUD WEB N N N N N N N II - TIGHTTOTRACK WEB@TOP N A.. N N ,.d N N -N N N - p STUD WALL 2-#10@24"oc o , N 3 SCREWS 2 SCREWS 48"oc TVP. STUD TO STUD BET.OF WALL CONN. &BOT.OF STUDS U'-0 _ _ IL _ _ — —— _ __PER 3/51.0 o� � �' �� U �'' w DRIVE PINS @ 24"oc @"SIM"CONDITION @ SHEARWALLS TYP. THERWE IS O NON LOAD BEARING HEADER LOAD BEARING HEADER PLYOODN DECK. TYPICAL WALL,BLOCKING&STRAP DETAIL TYPICAL G.W.B. SHEAR WALL ELEVATION TYPICAL WALL HEADER DETAIL Z)� N � ^/ SECTION -n} ELEVATION SECTION �w a HEADERS NOTED ON THE PLAN AS"HDR."ARE BEARING HEADERS 3/4"=1'-0" ` STRAP BLOCKING IS REQUIRED ONLY IF 3/4"=1'-0" `' 1/4"=1'-0" 3l4"=1'-0' j z &ARE NOTED IN THE PARTS SCHEDULE BELOW.HEADERS NOTES: RUNNING PARALLEL TO THE JOISTS ARE NON-BEARING(U.N.O.) STUDS ARE SHEATHED ONE SIDE ONLY. 1.) G.W.B.MUST RUN FULL HEIGHT TO CEILING JOIST WHERE NOTED AS SHEAR WALL. Z 3 2.) G.W.B.MUST COMPLY WITH ASTM C1396/1396M. O LU N 3 SIMPSON DTTiZTENSION TIE @ 3.) G.W.B.MUST RUN PERPENDICULAR TO FRAMING. 6'-0".USE WITH 3/8"DIAM. 4.) DRY WALL SCREWS MUST MEET ASTM C954. 3 M g DEW LT SD2 ANCHORS. c EMBEDDED 41/2" O in E BLOCKING 1ST BAY. 4x8 DF#2 PRESSURE TREATED 16 GAGE RIM JOIST PER Z. N$ 16 GAGE RIM SIZE TO MATCH JOISTS. EA.FLANGES @ 16"oc 4/S2PROVIDE BLOCKING AT NIN N o N d w/3/4"DIAM DEWALT SD2 1/2'PLYWOOD N JOIST CONN.PER 8/52.1 ANCHORS @ 48"oc.EMBED 4 LIEU OF RIM JOIST. S-1/2.MIN.DO NOT COUNTERSINK INTO LEDGER (2)FLANGE LIEU BOXED (2)SCREWS EA.JOIST C c c JOISTS PER PLAN w/16 GAGE TRACKS TO HEADER IL N`I 1/2"PLYWOOD PER PLAN (E)CONCRETE WALL JOISTS PER CEILING ATTACHMENT PER PLAN BALANCE PER m 4ALA 4/S2.1.LOCATE AS REQ'D. CEILING ATTACHMENT !_ PER 4/S2.1 LOCATE 'O WHERE REQUIRED JOIST FRAMING PER PLAN WITH 1 3 5/8"xi 518 x cn m SIMPSON L50 CLIPS w/10d 20GA.WALL COMMON NAILS INTO LEDGER BRACE @ 1 AND#10 SCREWS INTO JOIST 48"oc OVER O WINDOWS& i DOORS CEILING 22 GAGE CLARK DIETRICH CO ATTACHMENT PER DEFLECIMAXTRAK 2D(SLT/H)3"LEG. (L 4/S2.1.LOCATE AS DEFLECTION TRACK.USE #10x9/16"WAFER HEAD Q REQ'D. SCREWS EACH STUD FLANGE O U coA SHEATHING PER Q —I I.L� -0 SECTIONSECTION ARCH O CEILING PER ARCH. 'D U 1 1/2"MAX.OVER v� TOP&S T CEILING <I TRACK TO BEAM F @ J /�/ Q TRACKS TO HILTI X-ENP 19 PAF @ Y� MATCH 12"oc STAGGERED Q) STUD GA. TYP.STUDS PER PLAN � O O O CS p)p) @"SIM"CONDITION CL AD Jo SS N CONT.S RUN CO O VER i TOP OF NON LOAD BEARING WALL �/� THE BRG WALL. V J Q Q TO WIDE FLANGE BEAM TENSION IDE B E OLOCATIONS.MATT CH 7 SECTION Q = JOIST SIZE.FASTEN w/2x2x5"x 60OS162-43 STUDS @ 16"oc 16"GA.w/3-#10 SCREWS EA.LEG. }I FINISH BOTH SIDES W PER ARCH. L N i N 600T125-33 BOTTOM TRACK Q m JOISTS PER PLAN Q io w/HILTI#DSP37P10 — � LIGHT GAGE SCREW SCHEDULE (.1 77"Ox11/2")LOW [) VELOCITY DRIVE PINS STUD TO0-16 TRACK N @ CONN:#10-iNG PPH 24"oc AND 6"FROM ENDS #3 EACH FLANGE O DEMISING WALL ry I PER PLAN ff1 N O TOW PER PLAN - " (MTL.SCREWS O MTL.) #10-16x1"HWH#3 OR PPH#3 N N uJ o] AD 4 om SCREWS #6 TYPE S DRYWALL SCREWS. Q Q IS 16 GAGE TRACK CONT. FOR GYP.SHEAR WALLS USE F S FASTEN TO WALL w/3 G.W.B.TO MTL.) FASTENERS PER 9/S2.1. 3 #10 SCREWS EA.WALL 4 .G D w STUD. CEILING ATTACHMENT PER SCREWS 4/S2.1.LOCATE AS REQ'D. (PLYWOOD TO MTL.) #10-18x1 1/2"PWH#3 LL w o TOP OF NON LOAD BEARING WALL W W w BOTTOM OF WALL CONNECTION TO SLAB U) J USE THESE SCREWS FOR COLD FORMED STEEL CONSTRUCTION J J O Z UNLESS NOTED OTHERWISE. N N SECTION SECTION SECTION o 2 co`-' 3/4"=1'-0" R O NOTES: 1 1/2"=1'-0" 1.)ALL METAL TO METAL SCREWS TO BE#10 SCREWS Z LLJ I,I W p o Ui-n Q N ry w LL Z LL J w Q m U J Q ry Q sheet 0 S2. 1 `y.. J SHELL PROJECT DATA LEGAL DESCRIPTION - - - - - ZONING DESIGNATION: -- -: -- --- --BP-BUSINESS PARK THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST -. ■ ■ :� , 1 -- ,�-- ......... :.. ....... ......... DARTER -.,_. _ -- I SHIP NOR RANGE 5 , .. ,.:>:: ..., ..,. .,... .•',.,:. .�.-.?: . :• -: .. ,.,. ,•�;;- Q M., DESCRIBED ASNFOLLOWS:N AIRPORT PROTECTION DISTRICT SUBDISTRICT g 31 NORTH, RA EAST ---- 4- SITE AREA- 379,365 S.F./8.709 ACRES ------ --------- --------- --------- --------- ------.- - , • BUILDING SETBACK FROM ARTERIAL: " 25 FEET COMMENCING AT THE SOUTHEAST QUARTER OF SAID SECTION 21, � ` 1 t THENCE NORTH 87'34'27" WEST ALONG THE SOUTH LINE OF SAID --Fl"wE -w w - w nxL" w w- ,^: n. - w----w 1--- FIRE ",-- 1 1 BUILDING SETBACK FROM LOT BOUNDARY LINE OR ALLEY.- ..... ......5 FEET ., SUBDIVISION A DISTANCE OF 55.03 FEET; THENCE NORTH 00'33'32 EAST A DISTANCE OF 280.15 FEET TO THE POINT OF BEGINNING; p / o HORaNT �v w xroRAnr H11MM , 1 �a` 1 HEIGHT LIMITATION:" .. .. .. ....... ..50 FEET � 09 - vov I I�? MAXIMUM LOT COVERAGE: - - - 100% THENCE CONTINUING NORTH 00' 2" EAST A DISTANCE OF 557.21 N o 0 0 i FEET TO THE(POINT OF A CURVATURE; THENCE 102.96 FEET ALONG z 'll A TANGENT CURVE FT CONCAVE E NORTHEAST,---- ------- -- --- -- ------- -- -- -------- --- J-- -- I NGEN R E TO LE E TO THE NO ST, ` BUILDING DATA HAVING A RADIUS 586.76 FEET AND CONSUMING A CENTRAL ANGLE OF 10'03'05"; o_ THENCE NORTH 87'34'27" WEST A DISTANCE OF 1095.75 FEET; 3 a CODES USED:.. .... ... ..... ........_2018 IBC. IMC, UPC, IFC, t > I _ "' ' ' THENCE SOUTH 02'25'32" WEST A DISTANCE OF 659.06 FEET;: / B 2018 ICC ANSI 117.1, 2012 THENCE.SOUTH 87'34'27" EAST A DISTANCE OF 112625 FEET TO a / WSNREC&CITY OF ARLINGTON THE POINT OF BEGINNING. AREA OF WORK 168,494 S.F. L N,EgNERE� I MUNICIPAL CODE WN-SEE CML M'� M. � SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON, , THIS PERMIT• J oRnw s. TYPE OF CONSTRUCTION: - � -�-� TYPE III-B, SPRINKLED - -+- "' I (CONTAINING APPROXIMATELY.734,815 S,F, /16.87 ACRES) ° (IDI DISTRIB TORS)' 1 X OCCUPANCY GROUPS (ANTICIPATED) B, S-1 AND F-1 NUMBER OF STORIES: --- ---- ---- .. ... - . ---1 TAX PARCEL NUMBER: :31 0 5 21 0040 01 00 N BUILDING SETBACK FROM ARTERIAL PROVIDED: .......: ..........79'-10"+ a ) BUILDING SETBACK FROM LINE PROVIDED. ....... .. 7- - i BU LD NG S CK FR LOT-BOUNDARY --8' 0" - -- -_ • VICINITY MAP BUILDING HEIGHT(MAXIMUM): ... ..... ....._.. .....................32'-10" W� ! ' --- - __ ._.._ _e. -_ _® -a a a _.. --a- -- a- -a- a -- - _�- 6 a _ ,- -_._ LOT C V s ._._.♦ ♦ fl B. Q ♦ ♦ A A ♦ A ZV ♦ ii ♦ ♦ a a. -�La--a-_.. ♦- ♦.-_.d Q 8 0 I } 0 ERAGE (IMPERVIOUS SURFACE). 283,069 S.F.(39%)CLUDE ISTING BUILDING A41 EX SEX _.. _----._ .•' ALLOWABLE FLOOR AREA:.... ..: ..._ ........ UNLIMITED FlRE XYgYllt .FlRE HYDRANT FlRE HYDA1Mi / / I j' --_ , ALLOWABLE AREA CALCULATION o- ..__s„ -{ --sc -so- __s' ---so- ,.._r .-� -_ -.--------- ---.-- -_--_ --- - ---- _-_ __..._-.-._ __ I! ,..PER IBC 503.1.2 TWO OR MORE BUILDINGS ON THE SAME LOT SHALL BE o -- - -- ..T r /. o i 5 SITE 1 - -.- - - -.-..__w._ ___.,4__ _._�,��_._©_. „ -_: �.,,__.� ia: CONSIDERED AS PORTIONS 0 0 '� � ;___.--+v--a--eeeEssl■r:eummrsTwYs,._ - ----w--- _.+1+i--._._ _ Y, - ..____ w -____ . ._____, _._._ -,-, -n-- ----w-- o H,r {- I F ONE BUILDING. BUILDING A AND BUILDING ,w,- b ., �---�'�.. '1--. - BUILDING(S)P SPRINKLED ONE STORY BUILDING BYYARDS 0'OR GREATER. BUILDING AREA: PROPOSED BUILDING B AREA FOOTPRINT , -._---" -. � ,�, I-.;i '-�' ii"� , �'I`. i • / ( $'';.I� �`, '�i„ ,/ s i ,J o •, i ',.,� ,� ...�._t1 \/ ��%-- I ( ) "168,494 S.F. - --r. ! , ��_ \, ---T TOTAL BUILDING B AREA. _...... ......... ... .........168,494 S.F. ° - -14 R ; 1 '`I 'I REQUIRED PARKING: BUILDING B: north FUTURE OFFICE(ASSUME 15%).._.._. .... . ._._ 63 STALLS FUTURE MANUFACTURING(ASSUME 25%): ..-- -56 STALLS - s FUTURE WAREHOUSE(ASSUME 60%): __ .............:...51 STALLS TOTAL PARKING REQUIRED FOR BUILDING B: -- --- 170 STALLS - 13 SITE PLAN PROVIDED PARKING Scale: 1"=40'-O" BUILDING A(EXISTING): PROJECT ADDRESS m STANDARD ......... ._ . ........ . ....... . ......._ 270 STALLS GENERAL NOTES ACCESSIBLE 17216 515T AVENUE NE.,ARLINGTON,WA 98223 � ------ - --- - V RI"1L �\ J ......... ......... ............ .. .. ....... .270 STALLS TOTAL PARKING PROVIDED BUILDING A: 277 STALLS DEFERRED .SUBMITTAL RR SUBMITTAL O 1. ALL WORK SHALL CONFORM TO APPLICABLE CURRENT FEDERAL, STATE AND BUILDING B (PROPOSED):. CO - .. --_. LOCAL CODES THE CONTRACTOR IS TO PROVIDE FOR ALL REQUIRED NOTIFICATION STANDARD - -- - - 271 STALLS ELECTRICAL PERMIT r OF AND COORDINATION WITH THE CITY AND STATE AGENCIES, AND PROVIDE REQUIRED - i PERMITS. ALL TESTS AND INSPECTIONS ASSOCIATED WITH OBTAINING APPROVALS TO COMPACT - - "5 STALLS PLUMBING PERMIT (� MECHANICAL(HVAC)PERMIT PROCEED WITH AND COMPLETE THE WORK SHALL BE PAID FOR BY THE CONTRACTOR... ACCESSIBLE ... .. .-. 7 STALLS FIRE SPRINKLER PERMIT L FIRE ALARM PERMIT � 2. THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND TOTAL PARKING PROVIDED BUILDING B: - - 283 STALLS SIGN PERMIT o co RACKING/SHELVING OVER 5'-9' N _� MATERIALS, EQUIPMENT AND TRANSPORTATION NECESSARY OR REASONAB'_Y TOTAL PARKING PROVIDED BUILDING A& B: - - 560 STALLS INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. B" - - EXAMINA710NMITTING AOFROHOSSITETHE AND ALL CONTRXSTTOINGRCONDSTIONS ANDENTS TLIMIR�TIONS HAVE UGE BUILDING ENGINEERINIGHBIDDEREATED SPACE. SEE DESGN GAS HEAT GY TO 0 BEALYSIS BY DESGNED FOR PROJECT TEAM cn Q BEEN MADE AND THAT THE CONTRACT DOCUMENTS HAVE BEEN EXAMINED N SEMI-HEATED SPACE(8/BTU/S.F.) FOR ENTIRE BUILDING AND O L U If COMPLETE'DETAIL, AND THAT IT IS DETERMINED BEYOND DOUBT THAT THE DRAWINGS ELECTRICAL/SPRINKLER ROOM. ROOF T0.HAVE MINIMUM R-38 RIGID DEVELOPER/APPLICANT: --- SMARTCAP ARLINGTON AIRPORT INDUSTRIAL PARK QOZB,LLG N .4.d O AND EXISTING.CONDITIONS ARE SUFFICIENT, ADEQUATE AND SATISFACTORY FOR INSULATION OVER ENTIRE ROOF AREA. 8201 164TH AVE.NE,SUITE 110 N fl-Q CONSTRUCTION OF THE WORK. WHERE VINOR ADJUSTMENTS -0 THE WORK ARE REDMOND,WA.98052 -1 Q �j NECESSARY FOR THE PURPOSES OF FABRICATION AND WS-A__ATION OF ^EMS, OR STORAGE CLEAR HEIGHT(INTERIOR): 24' FEET HIGH (206)619-4472 -O Q RESOLUTIONS OF CONFLICTS BETWEEN IT=MS, WITHIN THE IN-EN- OF THE CONTRACT "CONTACT: KELLANNE HENRY O O O OR DOCUMENTS, THE TOR S,AL NER. WHERE CMAKE3H CH ADJUSTVE.\TS AT NO ADDED - EMAIL,KELLANNEOTHESMARTCAPGROUP.COM 0 � 5) DOCUMENTS, THE CONTRACTOR SriALL MAKE SUCH THE WORK THEY PLUMBING FIXTURE( CALCULATIONS - ADJUSTMENTS AFFECT FUNCTIONAL _ _ -- LANCE MUELLER&ASSOCIATES O Q 2 .0 .E_SHALL BE SUBMITTED TO THE ARCHITECT _ ____-._ _ ARCHITECT: -��..... FOR REVIEW AND APPROVAL. 130 LAKESIDE, SUITE#250 CL < Q TENANT AREA: OCCUPANT LOAD: T.I. PROJECT DATA SEATTLE,WA,98122 3. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER, INCLUDING AREA FOR - -(206) 325-2553 FAX(206)328-0554 B - OFFICE: 1,700 S.F. B OFFICE: 1,700 SF,�150=11.3 OCCUPANTS ' WORK;-MATERIALS STORAGE, ACCESS TO AND FROM THE WORK, SPECIAL CONDITIONS 'CONTACT: ED MINSHULL S-1 - WAREHOUSE: 16,483 S.F. S-1 - WAREHOUSE:` 16,483 S.F./500=32.9 OCCUPANTS OR NOISY WORK, TIMING OF WORK AND INTERRUPTIONS OF MECHANICAL AND CODES USED: --+2018 I.B.C.(WSA),IF.C,IMC.,U.P.C.AND]CC/ANSI A117.1 AND WSEC, EMAIL,EDMOLMUEUFR.COM (� Q 183 S.F. TOTAL OCCUPANTS 44.2 OR 45 OCCUPANTS ELECTRICAL SERVICES. OCCUPANCY GROUP. B,S-t u STRUCTURAL...... ......_ENGINEERS NORTHWEST INC.P.S. Q W w TOTAL TENANT AREA 18 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE HIGHEST STANDARD TENANT AREA: 19020 33RD AVE.W.,SUITE 530 OF WORKMANSHIP IN GENERAL AND WITH SUCH STANDARDS AS ARE SPECIFIED. B-OFFICE --•- -- - - -- -----1,664 S.F. LYNNWOOD,WA.98036 �/ m 1(206)'525-7560 FAX(206)522-6698 �l S-1-STORAGE. .. ...... ._:.. ...... __ 17,220 S.F. - Q m WATER CLOSET CALCULATIONS 5:- CONTRACTOR SHALL ADHERE TO ALL BUILDING STANDARDS. ANY CHANGE TO CONTACT: JOANNE BAYUGA SAME SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR REVIEW AND APPROVAL. OCCUPANT LOAD: EMAIL JOANNEBOENGINEERSNW.COM USE LOAD TAREA AB PER OCCUPANT TOTAL MIN. REQUIRED WC PERCENTAGE ' U _ LE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY 6. CONTRACTOR S-ALL SUBMIT SAMPLES OF'ALL FINISHES OF SUCH SIZE AND B-OFFICE. ----- - ---- ----1,664 S.F./150=11.1 OR 12 OCCUPANTS CONTRACTOR: --....PIVOTAL CONSTRUCTION J TABLE 2902.1 SAMPLE PROBLEMS Q NUMBER THAT THEY RELRFSEtiT A REASONABLE DISTRIBUTION OF COLOR RANGE AND S-1-STORAGE: --- --- - 17,220 SF./500=34.4 OR 35 OCCUPANTS 8201 164TH AVE.SF,SUITE 110 V N B (BUSINESS) 1,664 S.F. 150 GROSS 1.1.1 5.51 MALE/5.51 FEMALE 1 PER 25 FOR 0.22 MALE,0.22 FEMALE PAT-ERN PRIOR TO INSTALLATION FOR ARCHITECT'S APPROVAL. CONTRACTOR SHALL REDMOND,WA 98052 �f1 N N TOTAL OCCUPANT LOAD: - --47 OCCUPANTS 206 290-4478 ul -- FIRST 50 PROVIDE SHOP DRAWINGS AND PRODUCT DATA FOR ARCHITECT'S APPROVAL ON ALL ( ) � m SPLCIA_ ITEMS REQUIRING Q;STOM FABRICATION. PARKING REQUIRED: CONTACT: MARK MCGARY S (STORAGE) 17,220 S.F. 500 GROSS 34.44 17.22 MALE/ 17.22 FEMALE 1 PER 100 0.17 MALE,0.17 FEMALE _____ __, EMAIL,MARKMQPIVOTAL-GC COM V a OFFICE(1/400 S.F.) .. .... ....... 1,664/400=4.16.STALLS 3 7. CONTRACTOR IS TO N-RIF" ALL DIMENSIONS TR COa DITIONS 1 STE AND TENANT: ��IDI DISTRIBUT Cll�O�' :�ItiI,IrV{'iT0N - m ,y NOTIFY ARCHITECT OF ANY DISCREPANCIES. CONTRACTOR IS NOi IO SCALE WAREHOUSE(1/2,000 S.F.) -- - 17,220/1,200=14.35 STALLS KJ w MALE- 0.22+0.17 = .39 OR 1 REQUIRED DRAWINGS::. BUI�L:iMG DEPARTIVFNT (3 k TOTAL PARKING REQUIRED THIS TENANT: - 18.51 OR 19 STALLS FEMALE- 0.22 + 0.17 = .39 OR 1 REQUIRED ( APPROVED 8. CONTRACTOR SHALL PROVIDE FOR ALL WORK REQUIRED TO MAINTAIN COMPLIANCE - w 1 MALE AND 1 FEMALE WC REQUIRED WITH.LOCAL FIRE CODE. PROVIDE FOR ALL REQUIRED SHOP DRA'A^YGS AND DATE BY W W to APPROVALS. 0 J 1 .MALE AND 1 FEMALE WC PROVIDED AND 2 URINALS Na cHANvEs aurH I 9. MECHANICAL AND ELECTRICAL FIXTURES, OUTLETS, ETC, WH=N SHOWN ON THE PROJECT DESCRIPTION DRAWING INDE 8UILIDA,PRoveoflvTHE J BUILQWG iNSPECTOR Q o ARCHITECTURAL DRAWINGS ARE FOR LOCATION INFORMATION ON_Y. MECHANICAL AND --- - ------ - - ' W N P - - ELECTRICALS TO BE DESIGNED BY OTHERS ALL CIRCUITING COORDINATION TO BE BY CONSTRUCT 1,664 S.F.OFFICE AREA WITH A BREAK ROOM,CONFERENCE ROOM,RE-HAMS,AND(3) ARCHITECTURAL: I-- OTHERS. - o LAVATORY CALCULATIONS ` PRNATE OFFICES FOR IDI DISTRUBUTORS TA1.0 SITE PINT,COVER SHEET AND PLUMBING CALCULATIONS W C USE LOAD AREA PER OCCUPANT TOTAL MIN.REQUIRED LAV. PERCENTAGE L a TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY 10. CONTRACTOR IS TO PROVIDE DRAWINGS FOR ARCHITECTS & OWNER APPROVAL TA2.0 TENANT PREMISE PLAN,CABINET SECTIONS AND DETAILS _ i SHOWING LOCATIONS OF ALL HVAC THERMOSTATS, GRILLES, AND DIFFUSERS, FIRE TA2.1 ENLARGED FLOOR PUN AND INTERIOR ELEVATIONS (/') .o TABLE 2902.1 SAMPLE PROBLEMS AND SMOKE DETECTION DEVICES INCLUDING SPRINKLERS AND FIRE EXTINGUISHERS. TA3.0 REFLECTED CBUNG PLAN AND DETAILS W p 1 PER 40 FOR 0.14 MALE,0.14 FEMALE TA4.O WALL SECTIONS U U m B(BUSINESS) 1,664 S.F. 150 GROSS 11.1 5.51 MALE/5.51 FEMALE FIRST 80 11. ANY CHANGE IN LIGHT FIXTURE PLACEMENT DUE TO INTERFERENCE OF TA4,1 WALL SECTIONS AND DETAILS W y MECHANICAL OR STRUG'JRA'_ COMPONE\TS M'-ST BE APPROVED BY ARCHITECT & TA5.0 SCHEDULES AND DETAILS O Z S(STORAGE) : 17,220 S.F. 500 GROSS 34.44 17.22 MALE/ 17.22 FEMALE 1 PER 100 0.17 MALE,0.17 FEMALE TENANT. ED STRUCTURAi e� (,) Q � 12. BUILDING HAS BEEN DESIGNED AS SEMI-HEATED SPACE. SEE ENERGY J Q m _ CALCULATION BY FRANKLIN ENGINEERING FOR CONDITIONED TENANT SPACE. S1.0 OVERALL PUN_ �, _ 51.1 PARTIAL CBUNG FRAMING PUN 21,T Z sheet FEMALE 0.14+ 0.17 0.31 OR 1 REQUIRED 13. .PLUMBING AND ELECTRICAL SYSTEM 1S BIDDER DESIGN. S2.1 LIGHT GAGE FRAMING SECTIONS ����"J 1� Q MALE 0.14 +0.17 -0.31 OR 1 REQUIRED I .-1 1 MALE AND 1 FEMALE LAVATORIES PROVIDED Received 14. REFER TO "LOWES CROSS DOCK (XDT) - HUB FACILITY" DOCUMENT FOR COMPLETE OUTLINE OF WORK FOR THIS PROJECT. MAy 052023 Lj_j TA " G FOUNTAIN REQUIRED FOR OCCUPANT LOADS OVER 30 PER I.B.C. 2902.5.1. (1) REQUIRED, (2)PROVIDED. ! /'1 .DRINKING FOUNTAIN: DRINKING I I N 10 11 12 EXISTING CONCRETE PANEL EXISTING CONCRETE PANEL c I � I __ — --- _ _ - - - a -= - = - - - - - -'- -- - - - - - - - - - --- EXISTING /,I' 1 C A. _ TA4. A4.0 \ �` —_� STOREFRONT J i EXISTING DOOR / \ y EXISTING a STOREFRONT 050 ALUM.BREAK SHAPE CAULK CAULK TA4. / 1LLC I I TO MATCH EXISTING EXIT ! STOREFRONT MAKE NO PLAN PER F WA PHYSICAL CONNECTION TO TA4. OFFICEJ I I ( STOREFRONT N TA4. I WALL PER PLAN ! { o x N O ` N. W A I i I R-10 CONTINUOUS WALL PER PLAN ❑ I RIGID INSULATION. H R-10 CONTINUOUS o �o TA4. I RIGID INSULATION I V V TA4. I - O K o TA4. DETAIL DETAIL DETAIL s - - — — — — — — — — — - - — — — — — — - - - - - - -- - - - -- - H 4 Scale: 3"=1'-0" 5 Scale: 3"=1'-0" 6 Scale: 3"=1'-0" � TA4. ENLARGED PLAN A I I I D TA4. .. .. Co ! EXISTING DEMISING WALL TO - NEW DEMISING WALL TO ,,^^ INCLUDE 3/4" OSB WAINSCOT INCLUDE 3/4" OSB WAINSCOT V/ TO 16'-0"A.F.F. O Q - WAREHOUSE .. ,. m /�/�� � 115 - ii Q Co C- c I Cu 0 I G, a NOTE: J PVC EDGE - NO E BANDING ALL Q ' EDGES TO BE PLASTIC LAMINATE 'p MATCHING ADJACENT SURFACE. (D Q O c 13 5/6" 13 5/9" N _O O _ TYPICAL ALL CASEWORK. O 75) Q NOTE:PROVIDE BLOCKING AT ALL WALL O V J TO RECEIVE CABINETS. PLASTIC LAMINATE UPPER CABINET. CL COORDINATE WITH CABINET W/2 ADJUSTABLE SHELVES. ALL Q MANUFACTURER. TYP• INTERIOR SURFACES TO BE FINISHED - - - - - - - PLASTIC LAMINATE UPPER CABINET. W/WHITE MELAMINE N Q ALL INTERIOR SURFACES TO BE FNISHED W/WHITE MELAMINE (/") W cNv N FI 4"WIRE PULL TYP. m I MICROWAVE , (N.I.C.) COORDINATE DEDICATED ELECTRICAL L.r_1 _ Q OUTLET AT MICRO SHELF. 4"WIRE PULL NP. L ❑ 16" PLASTIC LAMINATE MICROWAVE N SHELF 0 �,JJ LL JJ Ul m PROVIDE GOOSE NECK N °' P Z Q LASTIC LAMINATE PLASTIC LAMINATE BACKSPLASH F `m FAUCET Q 3 BACKSPLASH 2'-1. PLASTIC LAMINATE w COUNTER TOP W/6- V V BACKSPLASH WHERE Li d • - -- COUNTER DROPS FOR N w a t e < SINK BASE. W W r POWER& DATA DROP POWER & DATA DROP PLASTIC LAMINATE --- PLASTIC LAMINATE '�- FRONTW J FOR WORK STATIONS. FOR WORK STATIONS. SINK PER MECH FALSE DRAWER DRAWER LRAWINGS 4"WIRE PULL (TYP.) J m N E115 E115 _.. cla 4"WIRE PULL (TYP) I, 4"WIRE PULL.(TYP.) C� ] _ r. EXR E%IT -� I PLASTIC LAMINATE PLASTIC LAMINATE rn N E = - o BASE CABINET W/ 1 o BASE CABINET W/ 1 0 Z j�f(� ' i --- ADJUSTABLE SHELF -i -- _------ ADJUSTABLE SHELF i S W 2 �' --�_ _ W {� � N N UNDER COUNTER AREA EL o FOR STORAGE(NO U w SHELF) W X p BASE PER SCHEDULE BASE PER SCHEDULE Ln IY g h NOTE p BASE PER FINISH 1. PROVIDE 2A-10 BC FIRE EXTINGUISHERS 1/3000 S.F.MAX.-75'MAX.TRAVEL DISTANCE • /� ---- - - _--\-- - A SCHEDULE W j Q m LOCATION PER FIRE MARSHAL ALLOW 1 IN OFFICE AREA EXISTING FIRE EXTINGUISHERS TO d' /-1 f••l�REMAIN IN WAREHOUSE#115. LL sheet Z 3 A TAZ.O TENANT PREMISE PLAN 31 CABINET AT MICROWAVE 32 CABINET 33 CABINET AT SINK Scale: 3/32 1'-0" Scale: 1/2"=1'-O" Scale: 1/2"=1'-0" Scale: 1/2"=1'-0° 10 11 12 o I _. L,:.. _ .-I_..._._ ._ __...- ---- _.__'--.._.----- .._._._ _.-_--•.-i 14'-81/2' 12'-61/4" 12'-81/8" 35/8' c� \ a 4 I I 7 TA2 _ I A2. - . 'I I _ - N j • C 213T G._ OFFICE 'q 6 Q ,CONFERENCE T - OFFICE u 101 o A2. _._ A2. I BREAK I OFFICE R59 I RECEPTION A2. 9 w I 0 G I HALL HALL oz 103 a 106 'v to7 ....> II ---- -------- oz o0 oe o p o o5-1 T T I BOLLARD PER 10/TA5.0 0. " °f 01091 O' T1ILOET NOTE: (((JJJ n I PROVIDE PAINTED SIGNAGE a ON TOP OF STRUCTURE. t 5 of 'NO STORAGE ON PLYWOOD a.TAz. 2 - ---- g 6 m ALLOWED" 3 o NLEII N I WAREHOUSE BOLLARD PER 10/TA5.0 1 I Co I O TA2.17 I To" 6'-10" '-6 6'-1 3/4" _ m I 9 1/4" 6'-3 t/4" 1 8'-3 1/4' 18-3 3/4" ILI w ram O a_ ENLARGED OFFICE PLAN A Scale: 1/4"=1'-0" 73 Q U) c co a Q Q3: _06 < O O mm o- Q c c _ CQQ 33 2A ,A INTERIOR ELEVATION KEYNOTES W Q Ln TA2.0 TA2.0 TA2.0 — W cw 1 PAPER TOWEL DISPENSER IB111ICK B262). - 6 2 FEMININE HYGIENE DISPENSER(B-3500-25). Q (q 3 FEMININE HYGIENE DISPOSAL(BOBRICK B-354). 4 1 1/2'Dk STAINLESS STEEL GRAB BARS(BOBRICK B6800 SERIES). � ❑ Q p `I 7 1 I 5 SEAT COVER DISPENSER(BOBRICK B-301). Q M M-4— � 4REFER COFFEE MICRO 6 SOAP DISPENSER(BOBRICK B-822).7 REFER 7 GLASS MIRROR S.S.FRAME BOBRICK B-209-2436). Ll W N(N.LC.)5 8 PLASTIC LAMINATE WAINSCOT. J N_ MICRO,- �f11 y 9 PLASTIC LAMINATE BASE CABINET W/COUNTER,SINK W U)"' - AND 4"BACKSPLASH, o` ®PLASTIC LAMINATE BASE CABINET W/DRAWER, C>✓ Q I' 3 TOILET tog NORTH 2 OILET tos EAST 3 TOILET 1os SOUTH 4 TOILET 1os WEST 5 TOILET Ito NORTH 6 TOILET Ito EAST 7 T01 / ADJUSTABLE SHELF ER CABINET AND 4'MICROWAVE SHELF. O 4 4 4 4 _... . -- -- .. 1 PLASTIC LAMINATE UPPER CABINET W/SHELVES. U w PU$BC LAMINATE UPPER CABINET W/MICROWAVE SHELF. W nI 0 0 0 0 LET tto SOUTH 8 TOILET no WEST 9 BREAK 107 EAST HIGH-LOW ACCESSIBLE WATER COOLER,(ELKAY LZSTLBWSLP OR APPROVED). H— IJ• 4 6'INTEGRAL COVE SHEET VINYL BASE. Z W W m ADA FLOOR MOUNTED WATER CLOSET. ADA URINAL. 9 WING WALLS EACH SIDE OF DRINKING FOUNTAIN: Z J F m NOTE: ALL FIXTURE HEIGHTS AND CLEARANCES TO COMPLY WITH I.B.C. 5/8"TYPE"X"ON 3 5/8'METAL STUDS TO 5'-4"A.F.F. Q W ro 4'-0" CHAPTER 11,WA 51-50 AND ADA GUIDELINES TYPICAL FAUCET W/HOSE AND PALE HOOK. : - H SEAT 9 FLOOR MOUNTED MOP SINK. Z 7 8 6 COVER 3'-3" BROOM/MOP HOLDER(BOBRICK B-124), 2 to DISPENSER TOILET PAPER DISPENSER BOBRICK B-2888 ' g Q o 3'-6" 54'MIN. ( )• WALL HUNG ADA LAVATORY WITH PRE-DRILLED HOLE FOR SOAP DISPENSER. W w GRAB BAR •I DOOR PER SCHEDULE.- V U m `i s o WHITE PLUMBING.HEAT PROTECTION WRAP. Q w "' A—O 'o Se TOILET a 4"RUBBER BASE. Q Z g 0 UUU n M i PAPER LED UGHT PER ELECTRICAL. J n ..... _ _....... _. ..—� DISPENSER ..... T_g�.n J Q M _... - --- -- - - - --- - -- - NOTE:WVB-1/4'WATERLINE TO WATER VALVE BOX RECESSED IN WALL FOR COFFEE __.... 16 W.H. 110 WEST LAVATORY PAPER FEMININE BROOM/ TOILET FEMININE H.C.ACCESS. TOILET SEAT OR KE MAKER. TYPICAL OF(1)THIS TENANT IMPROVEMENT 0 1 7 JANITOR Ela SOUTH L+J sheet W/ TOWEL HYGIENE MOP HOLD&R4PER DISPOSAL URINAL MIRROR .DISPENSER DISPENSER DISPENSER ----- — --- ----- 25 TYPICAL ? TA2.1 Scale 1/4"=1'-01. -- - 10 it 12 i j COUNG / LIGHTING SYMBOLS & LEGEND EXISTING EXIT LIGHT RELOCATE EXISTING EXIT \ -- ----- ,-- uCRT TO WAREHOUSE #12 HANGER WIRE TYP. EXISTING EUT REPLACE WITH NEW EXIT _; ; 0 EXISTING HIGH BAY LIGHTS LIGHT XtT UGHT w 2'X 4' SUSPENDED ACOUSTICAL - I TILE CEILING °° ° �+ f °°e ® a j I _ 2'X 4'LAY IN LED LIGHT FIXTURE 2'X 2'LAY IN LED LIGHT FIXTURE c EXHAUST FAN 1 G n CEIu NC AT a'-o'A.F.F. ! � LED RECESSED CAN UGHT FIXTURE I RECESSED LED A I � CAN ucxrs � � rm TIGHT LOOP THROUGH LED LIGHT BAR ABOVE LAVATORY - - - - - - - - - - - m ucH aw `G,� HANGER HOLE & ® ABOVE LAVATORY TA °°° THREE TIGHT TURNS °'°° ®O ••• WITHIN 3" G I EXHAUST FAN •• o TOP TO BOTTOM M LIGHTED EXIT SIGN WITH EMERGENCY LIGHTING ! Exli WITH BATTERY BACK-UP oo CROSS TEE MAIN CEILIN f PER ASTM C635-6 BEAM PER ASTM C635-6 C•) ' U i (t.' J NOT HAY uGHTS To E:PROVIDE EMERGENCY EXIT PATHWAY LIGHTING TO COMPLY EXISTING HIGH WITH LB.C.SECTION 1008. REMAN -` ; CEILING INSTALLATION REQUIREMENTS _ a I L' y I NOTE:LIGHTING SHOWN FOR GENERAL DESIGN INTENT. •SUSPENDED CEILINGS SHALL BE BRACED AGAINST LATERAL MOVEMENT DUE TO EARTHQUAKE PER ASTM C636. IN THE ABSENCE OF AN `l5 �� ELECTRICAL CONTRACTOR TO PROVIDE LIGHTING POWER BUDGET ENGINEERED DESIGN THE FOLLOWING BRACING SYSTEM WILL BE REQUIRED. FOUR NO. 12 GA STEEL WIRES SHALL BE ATTACHED TO A MAIN AND FINAL DESIGN TO CITY OF ARLINGTON.(UNDER SEPARATE RUNNER WITHIN 2 INCHES OF A CROSS RUNNER. THE WIRES SHALL BE SPLAYED 90 DEGREES TO EACH OTHER AND RUN UP TO PERMIT) STRUCTURE ABOVE AT AN ANGLE NOT TO EXCEED 45 DEGREES FROM THE HORIZONTAL. A COMPRESSION STRUT SHALL EXTEND FROM THE ! MAIN RUNNER AT THE ATTACHMENT OF THE WIRES VERTICALLY AND BE ATTACHED TO THE STRUCTURE ABOVE AS REQUIRED BY BUILDING i OFFICIAL. SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A l Ij NOTE:EMERGENCY LIGHTING IS REQUIRED OUTSIDE OF EACH POINT NOT TO EXCEED 6 FEET FROM WALLS, VERTICAL AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFACTURERS I I EXIT,IN RESTROOMS,AND OFFICES.ADDITIONAL EMERGENCY REQUIREMENTS. LIGHTING FIXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO ! LIGHTING MAY BE REQUIRED-SUBJECT TO FIELD INSPECTION. BUILDING STRUCTURE BY AT LEAST 2 NO. 12 GAGE WIRES. LIGHT FIXTURES WHICH WEIGH 56 POUNDS OR MORE SHALL BE SUSPENDED I 1 FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID, AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE ' I f+. 11 I �� `�,' SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSTEM. 0. ' r •MINIMUM 1"WIDE WALL MOLDING. �`` �' 1 �� , I •GRID MUST BE ATTACHED TO TWO ADJACENT WALLS - OPPOSITE WALL MUST HAVE 3/4" CLEARANCE, ENDS OF MAIN BEAMS AND CROSS TEES MUST BE TIED TOGETHER TO PREVENT THEIR SPREADING. —� - REFLECTED CEILING PLAN I A 1.1 NOTES •PERIMETER SUPPORT WIRES MUST BE WITHIN 8" OF CEILING EDGE. - REFLECTED L CE LNG I�AN ES •PROVIDE MANUFACTURERS HEAVY DUTY GRID SYSTEM. 4 •CEILING AREAS OVER 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. 1. PLANS AND FIXTURES ARE FOR DESIGN INTENT ONLY. FINAL FIXTURE •CEILING AREAS OVER 2,500 SF MUST HAVE MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. SCHEDULE AND LAYOUT PER ELECTRICAL DESIGN BUILD DOCUMENTS. •CEILINGS WITHOUT RIGID BRACING MUST HAVE 2" OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. PROVIDE PHOTOMETRIC PLAN TO ARCHITECT FOR APPROVAL. •CHANGES IN CEILING PLANE MUST HAVE POSITIVE BRACING. •CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. ' 2. PROVIDE EXIT SIGNAGE PER IBC 1013. SIGNS SHALL BE ILLUMINATED •SUSPENDED CEILING WILL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL. AT ALL TIMES. PROVIDE BATTERY BACKUP POWER FOR ILLUMINATION FOR •IF CEILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE, CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS DESCRIBED IN ! MINIMUM OF 90 MINUTES. PROVIDE TACTILE EXIT SIGNS COMPLYING I.B.C. SECTION 104.11 TO LOCAL BUILDING OFFICIAL. WITH ICC-A117.1-2009 ADJACENT TO EACH STAIRWAY. 3. PROVIDE EXIT PATHWAY ILLUMINATION PER IBC SECTION 1008. THE SEISMIC BRACE AT SUSPENDED CEILING POWER SUPPLY FOR THE MEANS OF EGRESS ILLUMINATION SHALL BE ! PROVIDED BY THE BUILDING POWER SUPPLY,AND WITH EMERGENCY 9 POWER SUPPLY LASTING 90 MINUTES MINIMUM.MEANS OF EGRESS �Scgle: N.T.S. IL' ILLUMINATION SHALL BE PROVIDED AT THE RATE OF 1 FOOT CANDLE AT m a FLOOR LEVEL. t Y 4. MECHANICAL& ELECTRICAL PENETRATIONS THROUGH RATED WALL OR PROVIDE Cu ARMSTRONG FLOOR SYSTEMS TO COMPLY w/ IBC SECTION 714. BERC 2 CLIP O0. O I I ( 5. PROVIDE EXTERIOR EGRESS ILLUMINATION WITH EMERGENCY POWER PER •R _6j IBC SECTION 1008. PROVIDE MIN. 90 MINUTES OF POWER, FOR � ILLUMINATION PER 1008.3.5 d Q -� '• • 0 •i /1 I C•"3 sl O I (.'' O WALL EDG •6 N - - - - — - - - - - - - - - - MOLDINGCIO • �. Cu a Q 1 DAYLIGHT ZONE CONTROL PROVIDE a •a ARMSTRONG o Q C c PROVIDE DAYLIGHT ZONE CONTROLS PER THE INTERNATIONAL ENERGY CONSERVATION STABILIZER BAR SYSTEM TO N O O CODE C-405.2.2.3,AND PER WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE BERC 2 CLIP KEEP PERIMETER 0 ! I AMENDMENTS,WAC 51-11C. COMPONENTS FROM 0 C C_ SPREADING APART ® 2 0 ALL DAYUGHTED ZONES,AS DEFINED IN CHAPTER 2,BOTH UNDER OVERHEAD GLAZING c• UNATTACHED WALLS ONLY CL Q Q AND ADJACENT TO VERTICAL GLAZING,SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS, ,R I OR DAYLIGHT OR OCCUPANT-SENSING AUTOMATIC CONTROLS,WHICH CONTROL THE LIGHTS INDEPENDENT OF.GENERAL AREA LIGHTING. \Y' N Q N CONTIGUOUS DAYLIGHT ZONES ADJACENT OF VERTICAL GLAZING ARE ALLOWED TO BE !�I CROSS TEE W m �) ail (� - C7 CONTROLLED BY A SINGLE CONTROLLING DEVICE PROVIDED THAT THEY DO NOT •`6 PER ASTM C635-6 N I INCLUDE ZONES FACING MORE THAN TWO ADJACENT ZONES CARDINAL ORIENTATIONS 'o" Uh (LE.NORTH,EAST,SOUTH,WEST). DAYLIGHT ZONES UNDER OVERHEAD GLAZING MORE "� Q m THAN 15 FEET FRO THE PERIMETER SHALL BE CONTROLLED SEPARATELY FROM •`,W J _ DAYLIGHT ZONES ADJACENT TO VERTICAL GLAZING. "•Q Q EXCEPTION:DAYLIGHT SPACES ENCLOSED BY WALLS OR CEILING HEIGHT SUSPENDED CEILING BRACE AT PERIMETER U N PARTITIONS AND CONTAINING 2 OR FEWER UGHT FIXTURES ARE NOT REQUIRED ')4 W O TO HAVE A SEPARATE SWITCH FOR GENERAL AREA LIGHTING. Scale: N.T.S. ul N FI NN #12 PERIMETER HANGER Z E F 3 WIRE ANCHORED TO ' .r- - STRUCTURE ABOVE ® w —�- �� If HANGER WIRE IS OUT EACH MAIN BEAM OR 4-WAY SEISMIC EXPANSION Q U OF PLUMB GREATER THAN 1:6 CROSS TEE JOINT CLIP (HATCHED) FLA Q COUNTER SPLAY PER ASTM C636 ® STABILIZER BAR SYSTEM Z 11 TO KEEP PERIMETER <__[JJ W W U2 COMPONENTS FROM ONE SIDE OF SLICE CAP J SPREADING APART ® CRIMPED TO ALLOW I13- J F' 0 .W I L. UNATTACHED WALLS MOVEMENT ONLY ON OPPOSITE END N MAX. B" ONLY W w TIGHT LOOP THROUGH HANGER HOLE & THREE FASTENER IN SLOTTED o I POCKET TO ALLOW Z C ❑ WALL WHICH TIGHT TURNS WITHIN 3° FASTENER MOVEMENT J L I rn PENETRATES (TOP TO BOTTOM PER CEILING GRID ASTM C636 0 o MAIN BEAM OR CROSS TEE MAIN TEE W W wo WALL EDGE CEILING GRID IU U L7 On MOLDING IN. 3/4" ® Z a UN-ATTACHED WALLS CROSS TEE TEE-FACE SLEEVE 0 'th IN. 1" Ljj 1" GAP BETWEEN FIELD J Q m CUT MAIN TEE V W sheet "J REFLECTED CEILING PLAN 9 EDGE TRACK AT SUSP. CEILING 20 SEISMIC SEPARATION JOINT TA3.0 A Scale: 3/32"=1'-0" Scale: 3'-1' O" Scale: - '-O"S 3' 1 4 RI RI RI F cg PREFl �Or OF PATENISHEU METAL FLASHING OVER TREATED 2X'S-......... c TOP OF PLATE ,,� .;:� P�1L a g 50 NSUMUG OVEN INM'LYAL OLC'k PCECN. ' INSULATION ON METAL I c c N FO MIL TPO SINGLE 'Y a ROOFING OVER R-38 RIGIC 1 RODFIN.,OVER R )Y RIGID a " EE STRUCTURAL FOR ROOF SEE TRUCTURAL TOF ROOF ° - 60 MIL.TPO SINGLE-PLY. INSULAT A... I FRAMING #}, T ,� �J FRAMING STRUCTURAL L FOR RIGID FRAMING ON METAL PpECK. PFVEAt. k D.0 REVEAL D.O.R.JEAL SEE STRUCTURAL FOR RGDF w ',uNLRFTF REVEAL CONCRETE REVEAL -- r. . CONCRETE REVEAL------� I •" o Q ° " PACK VOID AT TOP OF EXISTING BEAM WITH ROCKWOOL f ,•� q " io DOWNSPOUT T,O.WINDOW .� DEYDNC •----''" -E-XI$TING ROOF FRAMING' N 8,0 REVEAL B.O.REVEAL B.O..REVEAL I NSUTATFO GLASS IN ' ANODIZE[,ALUMINUM I 3 - NEW FULL HEIGHT DEMISING FRAME-........._ ,....................... WALL(TENANT TO VACANT): � Q WITH R-211 BATT INSULATION.. I I 1 " 3/4'OSB.I 5/8"TYPE TO GWB ABOVE ON D TENANT SIDE.TYPE"X"GWB ON VACANT SIDE. FIRE TAPE ONLY I I ON VACANT SIDE.SEE B.D.MULLION � �{ ^ i ^ I STRUCTURAL FOR STUD DETAILS m 1/2"PLYWOOD ON 12"METAL 1/2"PLYWOOD ON 12"M AL 1/2"PLYWOOD ON 12"METAL O ++' JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL / 1'IIT--UP CONCRETE / ,� i JOISTS PER STRUCTURAL m PAINT ---- -- R-38 BATT INSULATION PLUS R-38 BATT INSULATION P S PANEL, R-38 BATT INSULATION PLUS � n o R-20 CONTINUOUS RIGID .• R-20 CONTINUOUS RIGID R-20 CONTINUOUS RIGID �[ INSULATION. 7.0.REVEAL INSULATION. T.O.REVEAL INSULATION. L @ (Dco ,0 -,- H.D.REVEAL ��'" B.O.REVEAL. O- ii Q R-11 BATT INSULATION w/ Al WHITE VAPOR BARRIER.MAX. I R-21 BATT INSULATION A VE R-21 BATi INSULATION BIJVE N L U \ FLAME SPREAD RATING OF 25 SUSPENDED CEILING TO HAVE SUSPENDED CEILING TO HVE rn �I O GALV.STEEL ACCENT `AND SMOKE DEVELOPED (6 a Q WHITE VAPOR BARRIER w/ .WHITE VAPOR BARRIER w/ C, RATING OF 450. ,jam �y Q FRAME WITH ENTRANCE. MAX.FLAME SPREAD RATING '6 MAX.FLAME SPREAD RATINGJ I.L CANOPY ABOVE, _ OF 25 AND SMOKE I OF 25 AND SMOKE 1i a DEVELOPED RATING OF 4510. T? DEVELOPED RATING OF 45. Q +` C T1LI-UP CDNCRETF "� 11LTUP CONCRETE TYP.ABOVE WALL FURRIN TYP.ABOVE WAIL FURRIN. (p O O PANEL. PAINT %" -r.: PANEL.PAINT -----..... �•"� 17 O: O c 'f.0.M'JLUON i - ? 1° T.O.MULLION � Q L .0 C I 'I LUSPENDED 'e VJ Q Q ACOUSTIC. -SUSPENDED ACOUSTIC, SUSPENDED ACOUSTIC.TILE TILE CEILING AND H.D. TILE CEILING AND H.D. CEILING AND H.D.GRID T.D.REVEAL �_,- GRID SYSTEM-SEE T.O.REVEAL. GRID SYSTEM-SEE •~L0.REJFAL SYSTEM-SEE REFLECTED . .MULLION ------- REFLECTED CEILING REFLECTED CEILING PLAN LI_ CLUNG PLAN PLAN W in WALL FURRING BEYOND N 1"INSULATED GLASS I - � Pa ANODIZED ALUMINUM Q m FRAME n INSULATED GIA SS IN [] N a FRAMENOD17FD.ALUMINUM V /V "' a N TENANT SIDE VACANT SIDE u) N D.G.MULLION -- ^ 350S162-43 METAL B.D.MULLION \ 1 m STUDS 0 24"O.C.W/ METAL STUDS PER STRUCTURAL31 R-15 BATT INSULATION OVER R-10 RIGID INSULATION Q f" Q EDGE OF SLAB AT W/%'TYPE"X'GWB .\ W/.R-15 BATT INSULATION SEE STRUCTURAL FOR 3 RECESSED ENTRY---"'--'- ., W/PERM RATED PRIMER AND 5/8"TYPE"X'GWB W/ BOTTOM TRACK DETAIL AT [] e o PERM RATED PRIMER FULL HEIGHT WALL. 4"RUBBER BASE r1 4"RUBBER BASE Q W EXISTING CONCRETE SLAB FIRST FI)Ok — �' - FlR5i FLOOR FIkS'T FLUOR - - - ___-....._._..._.... _.__.. _.. �.---.- .... _._. __ - '---- __._. _ r 4 ter, g ,I m _. IW N - u�uT tiiil� l� � Lo _ - - _ Z W W 0 Se Y J U Q W J Q �? N sheet J J WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION TA4.0 j+! A SCALE: 1/2"= 1'-0" B SCALE: 1/2"= 1'-0" r' SCALE: 1/2"= 1'-O" D1/2"= 1'-0" E SCALE: 1/2" = 1'-�0" p 7777, ...,.'.,,.u.. .... .... ... ,., „T ss_vc e2 . ...a ✓ 1 ! z. „A, * .k,.',",'. fd` m, O 2h:.r_..;sFil i 1.Attachment options to structure(wood,concrete or steel) The issue of connection of non-load bearing walls to the suspension system of a lay-in acoustical ceiling has been N STRUCTURE a. Attachment devices to structure 1,4-inch(6mm)diame-- an issue for decades in the code enforcement section. Z ter x 3-inch(75mm)long closed-eye wood screws;mini- } The Uniform Building Code was rather vague on the issue.The International Building Code(IBC)section 1621.1.2 is Q mum penetration 1 inch(25mm)into the wood member. based on ASCE(American Society of Civil Engineers)standard 7-02 states: c- b, No.12 ga splay wire looped around bottom chord of 'Partitions that are tied to the ceiling and all partitions that are greater than 6 feet(1829mm)in height < rwa lz'(2 spar re et max B'( )oc M .10' — (]000mm)' open joint or truss. shall be laterally braced to the building structure.Such bracing shall be independent of any ceiling splay Approx.45 bracing. s pe aea c. Metal 2-inch x 2-inch(50mm z 50mm)angle,attached ` a to concrete or steel with approved fasteners.. The confusion and the intent of the code may be cleared up best by the commentaries that explain ASCE 7-02 The -- d. Tie wire spike minimum 316-inch(5mm)diameter z 2 engineers had noticed that when touring buildings after a significant earthquake the non-load bearing walls using d inches(50 mm)long,drilled and hammered for con- the suspension system as the means to brace the partition provided doubtful adequate support"Partitions must be crete. braced to the building and not rely on the bracing of the ceiling suspension system for support.This does not mean parenw, e. Tie wire wedge anchor V4 inch x 13'4 inches(6mm x that they can not be connected or"tied"together as stated in the IBC code. LLL 44mm),for concrete. There is a requirement for partitions and the suspension systems to be independent of each other for seismic design ,.>. �I category"C"buildings.SDC"C"buildings are intended to have a"free floating"ceiling and expect limited movement, o m f. Beam/flange clamps for steel structure members. The ceilings and partitions in SDC Cbuildings shall not be connected or"tied"to the suspension system.For build- N a m o Splay wire to be wrapped around itself three full turns,within a ings designated D,E or F,the partitions may be connected to the suspension system. - o 3-inch(75mm)length. 5 NOTE: --- 2.Attachment options at partition .BUILDING IS SDC D. REFER TO GENERAL NOTES ON SHEET S1.0 5 o 0/1 t ~Iz 500m.n a. Attach partition track to suspended ceiling main runner ASCE 7 13.5.8 PARTITIONS N Zwith twoNo.8S-screws.(DetailAonly.) LATERALLY BRACED TO STRUCTURE.Approx 45 _. o,b. V4-inch(6mm)closed-eye bolt through partition track.� EXCEfITH PARTITIONS THAT MEET ALL OF THE FOLLOWING CONDITIONS —i a 2-inch x 2-inch(50mm x 50mm)metal angle with two 1.. THE PARTITION HEIGHT DOES NOT EXCEED 9 FT. No.8 S-screws in partition track. 2. THE LINEAR WEIGHT OF THE PARTITIONDOES NOT EXCEED THE PRODUCT OF 10 LB (0.479 kN)TIMES THE HEIGHT[ft(m)]OF THE PARTITION. Splay wire to be wrapped around itself three full turns,within a - M z .ilhg aea-r 3. THE PARTITION HORIZONTAL SEISMIC LOAD DOES NOT EXCEED 5 PSF(0.24 kN/m). ceomg 3-inch(75mm)length.: 3.Bracing vanmon a. Plenum height to 5 feet(1,500mm):Use 3-incn (19mm)16 ga.(.0566 uY)cold rolled channel or 7/8-inch ! (22mm)25 ga.(.0188-inch)furring channel or 15'8 in. (41 mm)25 ga.(.0188-inch)steel stud. It. Plenum height 5-10 feet(1,500-3,000mm):Use nested or back to back 312-inch(90mm)25 ga.steel studs. ' c. Attach to partition with two No.8 S-screws. - TM1 tintentletl firany sperlfcmnslructon proleds.NWCS makes no express ormpfea w my or guarantee ofn, �E40!=2 .-a.,'•:UN _ c'-`y.C'7 , Y.'i ;r 5 2e1 eve E Ste 350 1 Seattle.WA 98102 0333 - tt 9 WA 98102 .<- ..)333 n.� F,.v, t e..206�24-42431 iI'nfo@nwcbo nn rg ..=^�oe' q)nwcb.or9 e F,Fs vA_�nnoc -- -Sorg wEsr,vnL eu fqu _,e'tor So�anwcb.org m C TOP OF WALL ATTACHMENT Scale: N.T.S. Ib L � L � O — 4 ,0 a cn a> �L 1/2"PLYWOOD ON 12"METAL 1/2"PLYWOOD ON 12"METAL 1/2"PLYWOOD ON 12°METAL to L JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL W/ 1— &Q R-38 BATT INSULATION PLUS R-38 BATT INSULATION PLUS R-38 SA__INSJLATION PLUS _J Q - S RIGID nONTINUOUS RIGID R 20 ON-INLOUS RIGID -O Q I INSULATION. NSULaTON a) Q C R 20 CON. I �^—..,_ INSULATION. \L/ 0 O O O p)6) R �0 CONTINUOUS i O TIE C Q ¢ WIDTH PER PLAN 1/2"PLYWOOD ON 6-METAL �- 1/2°PLYWOOD ON METAL FRAMING PER STRUCTURAL FRAMING PER STRUCTURAL W/R-21 BATT INSULATION REFER TO STRUCTURA- SOUND BATr INSULATION OVER ENTIRE RESTROOM DRAWINGS FOR DE'AcS OVER ENTIRE RESTROOM AREA CEILING AREA CEILING ry m `U �• 6"METAL CEILING I IF �,Iti-1- EY `Y Zo - o \ _ 5/8"TYPE C- _ y JOISTS AT 24"O.C.(SEE WALL N PER STRUCTURAL lyre 0T-­-/,zSYSTEMSUSPENDED CEILINGFOR BULK OFPNOTES)SUSPENDED ACOUSTIC. PER LS,NDED ACOUSTIC. mTILE CEIUNG AND H.D. REFLECTED CEILING "X"GWB TIE CELING AND H.D. m o GRID SYSTEM-SEE PLAN ~ o GRID SYSTEM-SEE Q 4 J REFLECTED CEILING PLAN REFLECTED CEUNG PLAN 5/8"TYPE°X"GWB - J 3 v w 6°METAL STUDS 0 16°O.C. 362Si62-43 METAL 6"METAL STUDS PER STRUCTURAL 6'METAL STUDS 0 16"O.C. _S162 d3 METAL Q U J 'i �. DRAWINGS WITH R-21 RAT' nrR STRUCTURAL W R-21 -- Q PER STRUCTURAL W/R-21 STUDS 0 16"D.C. / STUDS(6"CR 8-; 0 16" BATT INSULATION AND R-10 WITH 5 8"TYPE"X" INSULATION.AND R-10 DONIS RIGID - w CONTINUOUS RIGID INSULATION. - / SATT NSUUTION AND R-10 D.C.WITH 5'8' TAPE^NR" GWB W SOUND GATT o INSULATION 5/8 TYPE"X"GWB o .,ONTWJDUS RIGID INSULATION. T w W W m - - GWB W SOUND HATT 5 8°TYPE'X'GWB EA.SIDE / c .-! EA.SIDE.USE WR GWB AT TOILET o q/8 TYPE'X'GWB EA.SIDE / Q J/ INSULATION. INSULATION. RC'JIDE o o TC WET WALLS.FIRE TAPE ON p, Ey WAREHOUSE SIDE AND REFER TO "i STUDS W CTH AS REQUIRED J O THE FINISH SCHEDULE ON THE '% FOR PLUMB!No 'WALLS WIDTH Q N W HILTI#D5P37P10(.177° 'T< TOILET ROOM SIDE. J SHOWN. Z _ F -- TOILET SIDE CIA x 1 1/2") LOW ,- Q VELOCITY DRIVE PINS 0 WAREHOUSE SIDE TOILET SIDE TOILET SIDE OFFICE SIDE On 24"O.C.AND 6"FROM SEE STRUCTURAL FOR ENDS. ST. HILSTRUCTURAL PINS PER N W I w BOTTOM TRACK DETAIL AT Z 0 FULL HEIGHT WALL - BASE PERin �i SCHEDULE _ - BASE PER SCHEDULE Q U ❑ W SLAB .., EXISTING CONC. FLOOR Z N _ EXIST.CONC.FLOOR tW J Q sheet J J WALL SECTION WALL SECTION WALL _SECTION WALL SECTION WALL SECTION TA4.1 i? F SCALE: 1/z°= 1'-0 SCALE: 1/2"= V-0° J SCALE: 1/2"= 1'-0" K SCA.�e 1/2"= 1'-0" DOOR TYPES N 4'-4" PAINTED H.M. 3 3 4 14 FRAME TYP. TA5. A5. A5. 14 PAINTED H.M. TREATED WOOD BLOCKING WALL PER PLAN 5/8"TYPE 'X' GWB FRAME TYP. FOR WINDOW ATTACHMENT EACH SIDE OVER METAL STUDS SILENCERS ® .050 ALUM. BREAK 0 24"O.C. SEE STRIKE SIDE 14 WALL TYPE SHAPE TO MATCH • EXISTING STOREFRONT MAKE NO PHYSICAL Im 4 WEATHERSTRIPPING g STTOREFRTONT ION TO A5. . 13 I Kj WOOD SILL \ A5. _ _ _ _ _ 1"DBL. FACED GLAZING O S.C.WOOD DOOR O S.C.WOOD D00 O DOOR W/71/2"H M 10 THERMALLY BROKEN RELITANODIZED INSULATION PER WALL TYPE. DOOR AS TAPE W/H.M. FRAME. W/TEMP. 1/4" INSULATED 10 ALUMINUM WINDOW SYSTEM SCHEDULED WALL PER PLAN TEMPERED HALF TEMPERED HALF W/ 1"CLEAR INSULATED VERTICAL MULLION AT GLASS LITE W/ GLASS LITE IN H.M. GLASS NFRC CERTIFIED STOREFRONT H.M. FRAME. FRAME. U-0.37 ASSEMBLY U=0.60, HGC=0.38 ri y N HARDWARE TYPES HARDWARE NOTES DOOR & WINDOW NOTESo a� . ALL DOOR HARDWARE TO HAVE LEVER HANDLE HARDWARE %j H.M. DOOR FRAME ® HEAD/JAMB 4 H.M. WINDOW FRAME 0 HEAD/JAMB 5 WALL AT WONDOW MULLION HW 1 1. ALL DOOR HARDWARE TO COMPLY WITH I.B.C.SECTION LEVER HANDLE -LATCHSEf EXCEPT DOORS THAT HAVE PANIC HARDWARE. 1010,ICC/ANSI 117.1 STANDARDS. Scale; 3"=1 —O Scale: 3'=1 -O' WALL STOP SCOIe 3'=1'—O" 2. SPECIFIC HARDWARE FUNCTIONS TO BE DETERMINED WITH2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE HARDWARE -- HARDWARE SUPPLIER AND COORDINATED WITH TENANT, WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE " EXISTING 2 z 4 LEVER HANDLE -LATCHSEf ALL HARDWARE TO COMPLY WITH I.B.C.SECTION 1010. OR EFFORT PER LB.C.SECTION 1010.1.9. i 1/2' THERMALLY FILL PIPE WITH CONCRETE PAINT ENTIRE BOLLARD AND BASE R CLOSER BROKEN ANODIZED WALL STOP 3. ALL OFFICE DOORS SHALL HAVE DOOR STOPS. 3. PROVIDE INTERNATIONAL SYMBOL OF ACCESS SIGNAGE AT AND CROWN TOP. PLATE SAFETY YELLOW. z $ EACH ACCESSIBLE ENTRANCE DOOR. - ALUMINUM WINDOW HW 3 ` Y b SYSTEM W/ 1" LEVER HANDLE -PRIVACY LATCH(OCCUPIED WINDOW) 4. PAINT ALL METAL FRAMES. COLOR AS SELECTED BY INSULATED TINTED WALL TYPE PER PLANS CLOSER OWNER. GLASS KICKPLATE WALL STOP 5. PROVIDE SAFETY GLAZING PER DRAWINGS AND I.B.C. LINE OF PANEL PROVIDE CONTINUOUS HW 4 SECTION 2408. BEYOND CAULK BEAD BETWEEN LEVER HANDLE -PASSAGE S. T-TEMPERED GLAZING. WIDOW FRAME AND 6"DIA.z Y"THICK STEEL PIPE M:,"•r`�•,. �.:•-.n :,• rr•;*^.r+� ..,,y.*:..:x Mrs•. WELDED TO Y"x11"z11"STEEL 'SILL. :., +t"• ,.,,,r, ,..... 5 7. WOOD DOORS-LYNDEN DOOR-LD2000 PC-5-00 I j (. PLATE WITH(4)i1°x4"ANCHOR HW WALL STOP - CLEAR,WHITE MAPLE:"A"GRADE WOOD VENEER,PLAIN ix WOOD SILL PIECE. BOLTS EACH PLATE. SEE LEVER HANDLE LOCKSET(STOREROOM FUNCTION) SLICED,BOOK MATCH,RUNNING MATCH OR APPROVED DIM POINT EASE EDGES.PAINT '\/ WAREHOUSE FLOOR PLAN FOR CLOSER EQUAL o KICKPLATE v 2x TREATED WOOD LOCATIONS. WALL STOP BLOCKING. a VERIFY ALL FUNCTIONS WITH TENANT d C) a METAL STUDS PER STRUCTURAL.W/ CONCRETE SLAB 5/8"TYPE"X"GWB DOOATT R TYPES AND NOTES EXISTING +" NSULATIONBA D 6 Scale: 1�4'=1 -0" P�NERETE R-10 CONT.RIGID 2A 10 BC FIRE E%TINGUISHER SEMI-RECESSED m FIRE EXTINGUISHER - CABINET ° A DOOR SCHEDULE a) DOOR Y DESCRIPTION MAT. DOOR FIN. MAT. FRAME FIN. GROUP:] RATING SIGNAGE/REMARKS Scale: 1W SILL 9 FIRE EXTINGUISHER CABINET , TYPICAL BOLLARD�1 WINDOW Scale: 3 4"=1'-0" E Scale: 3"=1'-0" m FIRST FLOOR OFFICE AREA E100A EX 3'-O"x7'-0" ALUM./GLS FACT. ALUM FACT. E% - m THERMALLY BROKEN ANODIZED L' EL E1008 EX 3'-0"z7'-0" ALUM./GLS FACT. ALUM FACT. E% - SEAL DOOR SHUT AND REMOVE HARDWARE ° THERMALLY BROKEN ANODIZED CAULK EA SIDE �AUMINUM WINDOW SYSTEM W/ p I 1'CLEAR WINDOW SYSTEM W/ 4.5 (i7 100C C 3'-0"zT-0° H.M. PAINT H.M. PAINT 2 - 1'CLEAR INSULATED GLASS 1"CLEAR INSULATED GLASS V TREATED WOOD BLOCKING OR APPROVED EQUAL. MATCH 101 A 3'-0°xT-0" WOOD STAIN H.M. PAINT 1 - OR APPROVED EQUAL. MATCH FOR WINDOW ATTACHMENT EXISTING EXTERIOR WINDOWS L) Li. cn EXISTING EXTERIOR WINDOWS 102A A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - PROVIDE CONTINUOUS CAULK Cl3•f Q BEAD BETWEEN WINDOW FRAME • r, C 102E C 3'-0"x7'-0" H.M. PAINT H.M. PAINT 2 - AND BILL L,. U -C O 104 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 4 - 1x WOOD SILL PIECE.EASE (a '^ EDGES.PAINT a)NT Q Q 105 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT i - J Q 2x TREATED WOOD BLOCKING c C 107 A 3'-0°zT-O" WOOD STAIN H.M. PAINT 4 N Q O _O 108 A 3'-0"X7'-O" WOOD STAIN H.M. PAINT 5 - O E 2 C� 109 A 3'-O'x7'-O" WOOD STAIN H.M. PAINT 3 - WOMEN 2 � QQ 110 A 3'-O"x7'-O" WOOD STAIN H.M. � WALL PER PLAN WALL PER PLAN FWOOGSILL WAREHOUSE AREA wlNDow oPENINc W Q N E115A EX 3'-0'x7'-0. H.M. .PAINT H.M. PAINT EX - �/ N E115B EX 3'-0'x7'-O" H.M. PAINT H.M. PAINT EX Q m U Q 0 NOTE:"EX"-E%ISRNG DOOR;FRAME,AND HARDWARE 3 ALUMINUM WINDOW FRAME 0 SILL � ALUMINUM WINDOW FRAME 0 HEAD/JAMB N RERIRN DOOR__ HARDWARE REMOVED TO OWNER 0 Scale: 1 1/2=1 —0 S-cle: 1 1/2"=1'—O" N N N TENANT IMPROVEMENT FINISHES Q F ED PRODUCT COLOR LOCATION Ld ROOM FINISH SCHEDULE SHEET VINYL n k SV ... ARMSTRONG CORLON SERIES #51903 BLUE/GRAY-WOMEN J105,MEN 1106 ry W FINISH FLOOR BASE WALLS WAINSCOT CEILING REMARKS LUXURY VINYL TILE NO, MAT. FIN. MA LV' SELECTION FROM CONTRACTOR STANDARD COLOR TO BE SELECTED BY TENANT-BREAK/107 (� LU W u1 FIN, MAT. FIN. MAT. FIN. MAT. FIN. HT. CARPET J J a CPT SHAW CARPET OR APPROVED EQUAL COLOR TO BE SELECTED BY TENANT-ROOMS 1100,,#101,#102,#103,.#104 N FIRST FLOOR OFFICE AREA 100 LVT I WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0° RUBBER BASE W N RUBBER - 4'ROPPE OR JOHNSONITE 123 CHARCOAL OR BLACK .... W - r 0 101 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" PLASTIC LAMINATE Q C N P-LAM WILSONART,NEVAMAR,FORMICA WOMEN 105-D381-60 FASHION GRAY-ELEVATIONS 2,3,4 A2.1 G I a 102 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" /T MEN#106-D381-60 FASHION GRAY-ELEVATIONS 5,6,7,8/TA2.1 103 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-01, BREAK#107-COUNTERS-5045 ICE MIST-ELEVATION 15/TA2.1 ILL p BREAK 107-CABINETS-7946 BRAZIL WOOD-ELEVATION 15 104 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" WAREHOUSE#110-DF/JAN.SINK-D381-60 FASHION GRAY ELEVATIONS 16,17/TA2.1 Q U w 105 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" WALL FINISHES L u 106 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-O" PAINT ......... SHERWIN.WILLIAMS INTERIOR LATEX 7646 BIG.CHILL .,_... 0 Q, p a 107 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-O" ACOUSTICAL CEILING J Q "? 0 108 LVT WAX RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" ACTT -. ARMSTRONG 2'X4'CORTEGA SECOND LOOK LAY-IN,WITH.15/16",HD PRELUDE GRID 2776 WHITE ., J 109 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB FACT. 9'-O" SEE INTERIOR ELEVATIONS M sheet 110 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB FACT. 9'-0" SEE INTERIOR ELEVATIONS Lil 115 GONG. EXIST. * * OSB FACTORY EXIST. - - * GWB, FIRE TAPE W/ RUBBER BASE AT OFFICE, OSB PER PLANS TAG.O U 1 AJ 7� N s GENERAL NOTE 4 REMOREL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST EDITION. i.DESCRIPTION Name Building Na i 2018 IBC COLD-FORMED (STEEL LIGHT GAGE CONSTRUCTION) &Site Location-Arlington Airport Building B-IDI Distributors T.I.-Arlington,WA 2.DESIGN CODE AND STANDARDS ( REFRENCED Applicable Code(Edition/Name)-2018 International Building Code(IBC) TYPE CONTINUOUS PERIODIC STANDARD Other documents referenced by these notes shall be the specific edition referenced by the °1 building code specified above,or if not specified,shall be the latest edition 1.MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: _ Code supplement&Date-see snow(rain factor) w - 3.DESIGN LOADS a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS X APPLICABLE ASTM a.Ceiling Live Load 200 lb.point load SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. MATERIAL STANDARDS b.Seismic Risk Category II S.=1.059,S=0.378,Is=1.0,Site Class"D"and b.MANUFACTURER'S CERTIFIED TEST REPORTS. ---- X Ss=0.76,%,=0.485. Seismic Design Category="D°Basic Seismic Force 2.INSPECTION OF WELDING ¢ m j n Resisting System(a)=Light-Frame Walls w/Gyp Panels. a.COLD-FORMED STEEL DECK: $ o ¢ i n Cs=.38,R=2.Equivalent lateral force procedure eused. �v c.Load Combinations All Code required load combinations are to be used in the building wa design. 1.)FLOOR AND ROOF DECK WELDS. X AWS- _ a. m .D1.3 N $ 2 3 & OSHA STANDARD$ b.SCREW SIZE&SPACING BOLTING ANCHORING AND OTHER N FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING �$ THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT X IBC 1705.12.3 SYSTEMS INCLUDING STRUTS) AND HOLD OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS COLLECTORS(DRAG STRUTS)AND HOLD DOWNS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL ` o CONTRACTOR'S MEANS AND METHODS.THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY '' w NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO o CONSTRUCTION THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND a METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. REBAR CONCRETE AND MASONRY ANCHORS(BOLTS,THREADED RODS AND 2018 IBC TABLE 1705.3 DRILLED IN EXPANSION ANCHORS J CONCRETE DEWALT°POWER-STUD+'SD2 PER ESR-2502 Q �.o CMU DEWALT°POWER-STUD+',SD1 PER ESR-2966 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION 7 ADHESIVE ANCHORS DJW d Q CONCRETE DEWALT°AC200+"ACRYLIC ADHESIVE PER ESR4027 ()Z -3 ESR 2818 AND DEWALT'PURE 110+"PER ESR3298 CONTINUOUS PERIODIC REFRENCED IBC O CMU DEWALT"ACt00+GOLD"PER ESR-3200 TYPE SPECIAL SPECIAL w Z C SCREWANCHORS INSPECTIONS INSPECTIONS STANDARD- REFRENCE .q CONCRETE DEWALT"SCREW-BOLT+^PER ESR-3889 0 W �N CMU DEWALT"SCREW-BOLT+^pER ESR-0042(CMU) 1.INSPECT ANCHORS POST INSTALLED IN ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF HARDENED CONCRETE MEMBERS.b 3 INSTALLATION PER ACI 318-14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR a.ADHESIVE ANCHORS INSTALLED IN O, UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED HORIZONTALLY OR UPWARDLY INCLINED. X ACI 318:17.8.2.4 m E PERSONNEL IN CONFORMANCE TO.ACI 318-14 SECTION 17.8.2.2 ORIENTATIONS TO RESIST SUSTAINED Z'3 0 TENSION LOADS b.MECHANICAL ANCHORS AND ADHESIVE B FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT..SUBSTITUTIONS N < X AC1318:17.8.2 ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED.SUBSTITUTIONS MUST BE ANCHORS NOT DEFINED IN 4.8. - SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION.PROVIDE STAINLESS STEEL OR a.WHERE APPLICABLE,SEE ALSO SECTIONS 1 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY b.SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. IN ACCORDANCE WITH 17.8.2 IN ACI 318,OR OTHER QUALIFICATION PROCEDURES.WHERE SPECIFIC REQUIREMENTSARE NOT PROVIDED,SPECIAL LIGHT GAGE STEEL FRAMING AND DECKING INSPECTIONS REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL STUDS AND TRACKS CONFORM WITH ASTM C 955.MATERIAL CONFORM WITH ASTM A 653,GRADE PRIOR TO THE COMMENCEMENT OT THE WORK 33 FOR 18 GAGE AND LIGHTER,GRAOE50FOR 16 GAGE AND HEAVIER.GALVANIZED PER G60. SIZES AS NOTED ON DRAWINGS m C WOOD STRUCTURAL PANELS 2018 IBC WOOD CONSTRUCTION CONFORM WITH U.S.DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT"STANDARDS,PS1-09, STRUCTURAL PLYWOOD OR PS 2-18,PERFORMANCE STANDARD FOR WOOD BASED STRUCT-USE PANELS. ALL PANELS RATED EXPOSURE 1. SEE.PLANS FOR SCREW SPACING.CEILING JOIST �+ WOOD SHEATHING:15/32"SHEATHING,SPAN RATING 24/16.PLYWOOD GRADE C-D,EXPOSURE I, _ SPECIAL INSPECTION OF CONSTRUCTION m' SPECIAL INSPECTIONS INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT.AND THE VERIFICATION&INSPECTION TASK ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT.BEE SHEET S1.0 FOR INSPECTION TABLES. CONTINUOUS PERIODIC IBC M n @ DURING TASK DURING TASK SECTION ) 4r ` CU SHOP DRAWINGS 1.HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH SUBMIT 4 SETS OF PRINTS (U N O BY ARCHIT CT) OR ELECTRONIC PDF FILES, OF SHOP SECTION 23062 TABLE 2306.2(2),THE INSPECTOR SHALL VERIFY: Q DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED&.STAMPED FOR U 1 N COMPLIANCE AND PRIOR TO FABRICATION FOR: LIGHT GAGE STEEL. WHEN SHOP DRAWING a.WOOD STRUCTURAL SHEATHING TO VERIFY N I— SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS 'T IS TO BE CLEARLY FLAGGED AND THE GRADE AND THICKNESS SHOWN ON APPROVED ----- X 1705.5.1 N CLOUDED.CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE BUILDING DRAWINGS. Cl) Q Q EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS.THE SUPPLIER b.THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING _0 Q OF THE ITEM CONTAINING:THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK PANEL EDGES,NAIL OR STAPLE LENGTH,NUMBER OF ---- X O lz TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E N.W.'S OPTION."SHOP FASTENER LINES,AND SPACING OF FASTENERS IN EACH LINE 17055.1 DRAWINGS ARE AN ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER AND AT EDGE MARGING AGREES WITH APPROVED BUILDING THE SHOP DRAWINGS...". DRAWINGS Q Q 9 � O SPECIAL CONDITIONS _ V) < < CONTRACTOR SHALL VERIFY ALL:DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE - .D SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. N QN >< N E L.W. : LONG WAY W ABBREVIATIONS M.B.S. METAL BLDG SUPPLIER L r-. ARCH. ARCHITECT N.F. NEARFACE Q N ry BAL. BALANCE N.T.S. NOT TO SCALE B.OR BOT. BOTTOM oc ON CENTER m STWN. BETWEEN O.F. OUTSIDE FACE U 0 Q BLDG. BUILDING O.S. OUTSIDE ,bz BRG. BEARING O.T.O. OUT TO OUT N O fff11 C.I.P. CAST IN PLACE PL PLATE f C.J. CONSTRUCTION JOINT REINF. REINFORCING OJ N CL CENTERLINE REM. REMAINDER --- rrf�1I N CUR. CLEAR R.O. ROUGH OPENING UJ atCMU CONCRETE MASONRY UNIT SECT. SECTIONS COL. COLUMN SIM. SIMILAR 3 O `CONC. CONCRETE S.J SHRINKAGE JOINT ry •—•�...._. _. ,,Xy ry STL w STEEL '`- 'SJ FC�.S.J. C�LOHURE STRIP JOINT SW SHEARWALL - --� n I.+ •—-.._ U m E.E. EACH END SYMM. SYMMETRICAL C/) Q 333Y E.F. EACH FACE T. TOP- E.J. EXPANSION JOINT T..B. TOP OF BEAM w W W N TOP OF FOOTING T.T. --I EL OR ELEV. ELEVATION —• J E.N.W.OR ENW ENGINEERS NORTHWEST T..S. TOP OF STEEL Q J EQ. EQUAL TOP OF SLAB AREA OF WORK ( ul E.S. EACH SIDE T..W. TOP OF WALL LLI W N E.W. EACH WAY TTP. TYPICAL ALL SIMILAR W F.O.C. FACE OF CONCRETE PLACES tz U.N.O. UNLESS NOTED OTHERWISE 7 F.O.S. FACE OF STUD V.E.F. VERTICAL.EACH FACE co toF.O.W. FACE OF WALL T. VERTICAL GA FOOTING VER 0 GA. GAGE V.F.F. VERTICAL FAR FACE GALV. HOT DIP GALVANIZED VEY VERIFYG..B. GYPSUM ' 1 W 0 V.I.F. VERTICAL INSIDE FACE -, Q rt U to 0 H.OR HORIZ. HORIZON LLLBOARD U V N.F. VERTICAL NEAR FACE Y I.B.C. INTERNATIONAL BUILDING V.N.F. VERTICAL OUTSIDE FACE W Z Q' A Q CODE W.A.B.O. WASHINGTON ASSOC.OF -- -- r.l I.C.C. INTERNATIONAL CODE BUILDING OFFICIALS O 0 `r�Q7j COUNCIL W/ NTHw/o WITH OUT z J a m LF INSIDEFACE R INC. INCLUDING W.H.S. WELD HEAD STUD LAN a sheet K KIP(1000 POUNDS) @ 1 r\C i r H I v N.TLU .S. LZ V O. 1 h 10 11 12 13 14 54'_V' 54'-U' 54'-0" 54.O" 54•_Q„ N C - a JAM � AREA OF WORK - - - --- - B �• �' g a L---------- � O IR P. W LU Z3LLg y C.. L 5 W$n Y/r m o c r � m p — D o r (3) m (L n Q a V n3 C/) Q Q � p Q \t O O O cm 6) O0- Q C C 0- V/ Q Q �p E w N N Q � U o N N N N II Q Fa riw N I F P 54'-0„ � 54,a, � 54,-0,. � 54,_0., 54,_0„ Q a W W uWi J 4 W � N N F 10 11 12 13 14 p - a � N I • s W W a U Um OVERALL PLAN z Q o a J Q - Jsheet w S1 .0 j 4 r z w o o = 0 �w w (L -� 1/2"PLYWOOD OVER JOISTS U LU (UNBLOCKED).FASTEN TO SUPPORT w/#10 SCREWS(a� F Z C g$ 6"oc @ SUPPORTED PANEL 1n w EDGES AND 12"FIELD. e =DEMISING 6WEXISTING CONCRETE 6 2 1 TILT-UP PANELS S21 O E .LL i S . . Z 3 � 19 WALL C I I i (N)DEMISING ^w d w 'boa WALL PER C o v Q I 10/52.1 W r' i DJ � �Dll. H R. 7<13'-O">TYP,U.N.O. VI q cSHADED WALLS ARE GYP SHEAR 52 1 WALL STUDS ARE 6005162-43 @ m WALLS.REFER TO DETAILS 3/52.1 24"oc.JOIST TO BEAR DIRECTLY - o O FOR GYP.CONNECTION TO STUDS. L OVER THE WALL STUDS. Y 52.1 U �, Q 10 11 12 m Q o 0 6 �.. CI L Q Q E PARTIAL CEILING FRAMING PLAN Q w Q N NOTES: 118"=1'0" L _ 1.) VERIFY ALL DIMENSIONS AND FRAMING ELEVATION WITH ARCHITECTURAL DRAWINGS. f N (� 2.)TOP OF WALL(BOTTOM OF JOIST FRAMING DENOTED AS.<X'-X">. : [� N N 3.)JOIST TO BEAR DIRECTLY OVER THE WALL STUDS,TYPICAL. N dil 0 ul N m g ULd LLI � a Z W W in J Lu N R cZ W w LI Lao � W z Z J J Q "o J Qm W J sheet Q a S1 . 1 CLIP FLANGES OFF&LAP TOP a S TRACKS TYP.4 SCREWS MIN. q a 4 (2)SCREWS @ 9 16"oc TOP& BOT.@ HEADER R Y EXTEND TO ADJACENT WALL UNLESS 18 GAGE RIM JOIST.@RIM 7 TRACK BLOCKING TO MATCH 52.1 6s� .P STUDS,PLACE @ 10'-0"oc G.W.B.LENGTH THIS CALLED OUT ON PLAN JOIST SPLICES USE BEARING HEADER yf I Ild• MAX ALONG WALL&@ EACH TOP TRAGK 3"x8"z18GA.PLATE w/8-#10 L2x2x7"x16"GAGE w/ y ��tl • RIM JOIST OR TRACK PER SCHEDULE -� STRAP PER END OF WALL BEND UP 4"@ SCREWS EA.END DO NOT 3-#10 SCREWS EA.LEG `s• f CEILING JOIST LEVEL SPLICE RIM JOIST OVER ( @ SCHEDULE EA.END.4 SCREWS TO ' L2x2x5"z18"GAGE 6" ` LAP HEADER STRAP EA,BLOCK h__- HEADERS, DEEP JOISTS I'y+ OVER JAMB V -_ __ _ .y STUDS w/4 /s i i�i� IIIII IIIIII IIIi ' �' /k, 1 $5 PINL•IE C�E$ a � Qe SCR II NNH HNNNN NHNNq NNN ..HNNHINNI --NN HNHNNNN ` - NNNNNNNN NH11NNNHN NGYP WHERE SHOWN PER ARCH. H NHN WHERE GYP IS NOT PRESENT, r ..NHNNNNNB XNNHHNNN . --_- #10 EA.STUD STUD EA. H H H H H H H H H H H EA.FLANGESIDE IS TOTAL) ,0"00 ADD BRIDGING TO THE EXPOSED 1/2"MIN.G.W.B.BOTH SIDE PER THIS DETAIL. SIDES OF WALL UNBLOCKED USE#8 0ROUGH I DRYWALL SCREWS @ 7"o STUD PER PLAN N OPNG. BOT.TRACK N N N N @ FIELD AND SUPPORTS. 16'GAGE TOP w/ CIE W TRACK AE DOUBLE STUD TYP EACH EGA BENT PLAT E w/1/2" REQUI ITH U . JOISTS H20GA.CLOSURE H H ENDOFWALL( N.O.) TRACK AS N H N I N N N N N OVER STUD . O CEILING SIN EWINDOW REQUIRED N CHMENT LOCATE A8 RED,FASTEN TO JOISTS SILL TRACK 16GA. N. 2-#10 SCREWS NOTE SEAT STUD WEB N N N N N STUD WALL 3SCREWS 2SCREWS 48"oc TIGHT TO TRACK WEB @ TOP N 2-#10 @ 24"oc TYP STUD BET.OF WALL CONN. &BOT OF STUDS U PER 3lS1.0 ioiwOoN:TO 1mr¢a- o � o Cym¢¢7 �•ag,b.� Racv a o W DRIVE PINS @ 24"oc @"SIM"CONDITION � e, a @ SHEARWALLS TYP. � THERE IS NO 'Y'atdots ��m w NON LOAD BEARING HEADER LOAD BEARING HEADER PLYWOOD DECK: TYPICAL WALL,BLOCKING&STRAP DETAIL TYPICAL G.W.B. SHEAR WALL ELEVATION J� 2 3 4 SECTION W . TYF BEARING HEADERS 3/4 1 DETAIL W a HE7DERSNOTED ON THE -0' 3 &ARE NOTED IN THE PARTS SCHEDULE BELOW HEADERS STUDS ARE SHEATHED ONESIDE ONLY. NOTES. - 3/4"-1'-0" STRAE SECTION IOEQUIRED ONLY IF 3,4„_,,o„ ELEVATION 1/a��-1'-0�� _ U Z RUNNING PARALLEL TO THE JOISTS ARE NON-BEARING(U.N.O.) 1.) G.W.B.MUST RUN FULL HEIGHT TO CEILING JOIST WHERE NOTED AS SHEAR WALL. it(D C w 2.) G.W.B.MUST COMPLY WITH ASTM C139611396M. W N J9 3.) G.W.B.MUST RUN PERPENDICULAR TO FRAMING. SIMPSOE DTT12 TENSION TIE @ 4.) DRY WALL SCREWS MUST MEET ASTM C954. w 8'-0".USE WITH 3/8"DIAM. `� DEWALT SD2 ANCHORS. L $ EMBEDDED 41/2" tO h LL E 16 GAGE RIM JOIST PER 8 BLOCKING 1ST BAY 4x8 DF#2 PRESSURE TREATED 10 o; #10 SCREWS 16"oc 4/S2.1,AT"SIM"COND, u`4 c w/3/4"DIAM DEWALT SD2 1/2"PLYWOOD @ 16 GAGE RIM SIZE TO MATCH JOISTS. EA.FLANGE PROVIDE BLOCKING IN a)¢q ANCHORS 48T EMBED 4 LIEU OF RIM JOIST. `"c' JOIST CONN.PER 8/S2 1 @ � o"' 1/2"MIN.DO NOT - (2)BOOSi62.54 BOXED (2).SCREWS EA.JOIST m N 01 COUNTERSINK INTO LEDGER - $rn JOISTS PER PLAN w/16 GAGE TRACKS TO:HEADER „ W .1i a Z 112"PLYWOOD (E)CONCRETE WALL PER PLAN JOISTS PER CEILIATTACHMENT BALANCE PER 4/S2 1NGOCATE AS REQ'D.R PLAN co 4/S2.1 CEILING ATTACHMENT 1 PER VS2.1 LOCATE O WHERE REQUIRED JOIST FRAMING PER PLAN WITH 3 5/8"xi 5/8 x V/ 4 SIMPSON L50 CLIPS W 10d 20GA.WALL m COMMON NAILS INTO LEDGER BRACE @ O ' AND#10 SCREWS INTO JOIST .48"oc OVER 1 WINDOWS& 22 GAGE CLARK DIETRICHDOORS i CEILING MAXTRAK 2D(SLT/H)3"LEG. ` CB ATTACHMENT PER L d 4/S2.1.LOCATE AS DEFLECTION TRACK.USE • i #10x9/18"WAFER HEAD _ REQ'D.- SCREWS EACH STUD FLANGE U W Li U) SHEATHING PER C6 O SECTION SECTION ARCH. o N Q CEILING PER ARCH. /1 5 3/4'=1,_0,. 3/4"=1,-0, 1 1/2"MAX.OVER co / fl-.Q TOP&BOT. CEILING TRACK TO BEAM CONN: O) v i _ TRACKS TO - HILT[X-ENP 19 PAF @ _J Q MATCH — 12"oc STAGGERED -O Q O ,. STUD GA. TYP.STUDS PER PLAN � O O 0 C O) - - @"SIM"CONDITION C � O THE T.BRG WALL.CONT.OVER a0 Q Q Q 8- THE BRGNO TOP OF NON LOAD BEARING WALL e PROVIDE BLOCKING 3 BAYS @ SECTION TO WIDE FLANGE BEAM Q TENSION TIE LOCATIONS MATCH l•� �rfn1 ry JOIST SIZE.FASTEN w/2x2x5'x - .. 1-0" 600S162A3 STUDS @ 16"oc uJ is 16"GA.w/3-#10 SCREWS EA LEG. FINISH BOTH SIDES W '0 .. PER ARCH. LL N r - N N JOISTS PER PLAN 600TI25-33 BOTTOM TRACK Q o1 LIGHT GAGE SCREW SCHEDULE w/HILTI#D/2")LO o _ (.177"0I 4D5P)LOW f7 Q m VELOCITY DRIVE PINS @ STUD TO 0-16 TRACK U 24"oc AND 6"FROM ENDS CONN:#10-FLANGE PPH DEMISING WALL #3 EACH FLANGE PER PLAN SCREWS rp O T.O.W.PER PLAN _ (MTL.TO MTL.) #10-t6x1"HWH#3 OR PPH#3 UJ N N � — — a Ul #8 TYPE S DRYWALL SCREWS. SCREWS ✓S �l f 16 GAGE TRACK CONT. FOR GYP.SHEAR WALLS USE Q 0. FASTEN TO WALL w/3 G.W.B.TO MTL.) FASTENERS PER 9/S2.1. F' 3 #10 SCREWS EA.WALL .4 W CEILING ATTACHMENTPER STUD. SCREWS ❑ J #10-18x11/2"PWH#3 Q a/s2.1.LOCATE ASREQ'D. (PLvwooDroMTL.) TOP OF NON LOAD BEARING WALL W W w J USE THESE SCREWS FOR COLD FORMED STEEL CONSTRUCTION BOTTOM OF WALL CONNECTION TO SLAB UNLESS NOTED OTHERWISE. - J J 'r a N SECTION SECTION SECTION w R A NOTES 1 1/2"=1'0" V 2 n 3/4 0 `r =1�0" > 1)ALL METAL TO METAL SCREWS TO BE#10 SCREWS C1 U U W LL a � o Llj J Q o Q sheet S2. 1 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17216 51 ST AVE NE STE 105 Permit#: 5343 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 310521004001000 DATE OF ISSUANCE. Scope of Work: 1664 sf TI containing a break room,conference room,restrooms, Valuation: 200000.00 three private offices and a demising wall for IDI Distributors OWNER APPLICANT CONTRACTOR SMARTCAP ARLINGTON AIRPORT SmartCap Arlington Airport Pivotal Construction INDUSTRIAL PARK QOZB,LLC 8201 164th Ave NE Ste J 8201 164th Ave NE Ste J 6015 180th St NE Redmond,WA 98052 Redmond,WA 98052 Arlington,WA 98223 206-619-4472 425-898-4227 LIC:604 474 582 EXP:07/31/2023 LIC:SMARTCL8IONR EXP:08/19/2023 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2018 STORIES: 1 CONST.TYPE: 11113 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. IBC 110/IRC 110. 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. 05/25/2023 Applicant Signature Date Building Official Date CONDITIONS Must provide"No Storage Above"placard at top of office wall every 20'at mezzanine area.Adhere to approved plans.Approved permit and plans shall be onsite during construction. Call for inspections. 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. PERNTIT FEES Date Description Fee Amount 05/25/2023 Processing/Technology $25.00 05/25/2023 Building Permit $2,338.74 05/25/2023 State Surcharge-Commercial $25.00 05/25/2023 Building Plan Review $1.520.18 Total Due: $3,908.92 Total Payment: $0.00 Balance Due: $3,908.92 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 I Pass/Fail H .� v U ono O � C) bio N U LO V z F c z 3 a cr O � L) � y kr w a z L) G m V1 W N V w a p oo Z w Q m Q O c m V A o z oc cu cn tv ►-� C.1 0 '� � � o A Q 0 (A w o w 0 wA " 4 zz Lo �. z A CD WA w o O F w pOq -J 00 CA CD F OUr-� 0 z C) °s', w N w oC7C� z ?� U z 4.4 � w tea °- > Q v O sue. QQ < Z F t zorx c °' x A �WENGINEES—RUCTURAL RS Engineers Northwest Inc., P.S. ARLINGTON AIRPORT INDUSTRIAL BUILDING IDI DISTRIBUTORS T. I . 4417 172Id Street N E Arlington, WA 98223 STRUCTURAL CALCULATIONS FOR INTERIOR LIGHT GAGE STEEL STRUCTURES ra �J► t;G, 2018 International Building Code May 1, 2023 ENW #22022005 . • . . . . . . . . . . . . . . •19020 33rd Ave.,W.,#530 Lynnwood,WA 98036 . 206.525.7560.fax 206.522.6698 www.engineersnw.com PROJECT INFO Project: Arlington Airport Industrial Park Building B - IDI Distributor TI Scope: Addition of non-load bearing demising walls. Addition of new restroom and office light gage steel interior structures. Note original building was design with future mezzanine loads included in the LFRS lateral designs. Note, this is not a mezzanine but has framing for ceiling joists. Code: IBC 2018; ASCE 7-16 Lateral System North South Direction: the cfs structures will be anchored to the existing perimeter tilt up panels for lateral resistance. Lateral System East West Direction: gyp shear walls will be added to the south side of the cfs structure. On the north side, the ceiling framing will be attached to the existing tilt up panel walls. 2 LOADS STRUCTURAL CALCULATIONS PROJECT#_ PROJECT DATE SUBJECT- - - - - - SHEET OF BY- - - . - --- - - _ -�..- --. _ - - ...- - - - -- ,,: 1 .=7PSF _ ... 1 PLY1L�lOCJ.D.�J. /ER J_0-IST _ ----.'-----..._...___.._.... -_ . -. ---- - .�s �_...... _..... ......... . 1 .7 c . . Ll.:.._ C _ - - - _...... - - - - ---- ---- - - - - -- - - - - -- -- -- R 01, ilk _ , - - --- - r �. --.. _ - - - - - - - 5 -- - - - - -- - - _ -- _ _... -- - -. -- - - 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 Sr= 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.Os 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.) 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 p= 1.3 Section 12.3.4.2 Output Site Coefficient, Fa= 1.076 Table 11-4.1 Site Coefficient, F = 1.922 Table 11-4.2 SMS= 1.139 Eqn 11.4-1 SMi = 0.727 Eqn 11.4-2 SDS= 0.759 Eqn. 11.4-3 Spy = 0.485 Eqn. 11.4-3 Seismic Design Category(SDC)= D Section 11.6&Tables 11.6-1 & 11.6-2 To= 0.128 Section 11.4.5, 0.2Sd1/Sds TS= 0.639 Section 11.4.5, Sd 1/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,00= 2 Table 12.2-1 Deflection Amplification Factor, Cd= 2 Table 12.2-1 Importance Factor, le= 1 Table 1.5-2, by Risk Category Detailing Reference Section = 14.1 and 14.5 Cs caic= 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 V.= 0.38 *W (LRFD) Section 12.8.1, Eqn 12.8-1 V= 0.266 *W (ASD) E = 0.152 *D=+/-Sps D(Eqn 12.4-4)- May be zero for proportioning foundations. 2 GRAVITY Project Name: cfs talcs Page 1 of 1 Model: Typical Bathroom Ceiling Joist Simple span Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 P' Section: 600S162-43(33 ksi) @ 24"o.c. Single C Stud (unpunched) 1 �Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in14 34.00 Ib/ft Loads have not been modified for strength checks Loads have not been modified for deflection calculations R1 R2 Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress e.so x Span KyLy, KtLt Distortional Connector Ratio Span NA Full, 102.0" N/A - Web Crippling Bearing pa M Support Load(lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R1 244.5 3.50 399.5 0.0 0.32 NO R2 244.5 1.50 295.3 0.0 0.43 NO P1 200.0 3.50 744.8 732.1 0.49 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, Ibs 0.0(t) - 0% K0=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 244.5 1415.7 17% Max. Moment(MaFy, Ma-dist),ft-Ibs 732.1 1129.9 65% Ma-dist(control),K(P=0.00 lb-in/in Moment Stability,ft-Ibs 732.1 1271.1 58% Shear/Moment 0.58 1.00 58% Shear 100.0, Moment 732.1 Axial/Moment 0.58 1.00 58% Axial 0.0(c), Moment 732.1 Deflection Span, in 0.123 --meets L/828-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 244.5 By Others&Anchorage Designed by Engineer NA NA R2 0.0 244.5 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 7 Project Name: cfs calcs Page 1 of 1 Model: Typical Office Ceiling Joist Simple span Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 Section: 1200S162-54 (50 ksi) @ 24"o.c. Single C Stud (unpunched) Maxo= 4776.1 ft-lb Va= 1377.4 lb I= 14.30 in14 34.00 Ib/ft Loads have not been modified for strength checks Loads have not been modified for deflection calculations R1 R2 Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress ,�.00 x Span KyLy, KtLt Distortional Connector Ratio Span NA Full, 204.0" N/A - Web Crippling Bearing pa M Support Load(lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R1 289.0 6.00 N/A 0.0 N/A YES R2 289.0 2.00 N/A 0.0 N/A YES after support means punched near support Point Loads Load(lb) X-Dist.(ft) Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 0.0(t) - 0% K(P=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 289.0 1377.4 21% Max. Moment(MaFy, Ma-dist),ft-Ibs 1228.3 3896.4 32% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-Ibs 1228.3 4776.1 26% Shear/Moment 0.26 1.00 26% Shear 0.0, Moment 1228.3 Axial/Moment 0.26 1.00 26% Axial 0.0(c), Moment 1228.3 Deflection Span, in 0.151 --meets L/1347-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 289.0 By Others&Anchorage Designed by Engineer NA NA R2 0.0 289.0 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.strongtiexom 8 Project Name: cfs talcs Page 1 of 1 Model: Typ bearing wall stud 13ft talll worse case Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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 1 Loads have not been modified for strength checks I Loads have not been modified for deflection calculations N�♦ Bridging Connectors-Design Method =AIS1 S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 156.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 13.00 10.001b/ft R2 65.0 6.00 297.4 0.0 0.11 NO R1 65.0 6.00 297.4 0.0 0.11 NO "*"after support means punched near support Gravity Load Type Load (Ib) Uniform 14.00plf Ply 442.00lb @ 13.00ft A Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 624.0(c) 2750.0(c) 23% K(P=0.00 lb-in/in Max KL/r=68 Max. Shear, Ibs 65.0 638.1 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 211.2 760.9 28% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 211.2 950.6 22% Shear/Moment 0.22 1.00 22% Shear 0.0, Moment 211.2 Axial/Moment 0.48 1.00 48% Axial 538.5(c), Moment 210.5 Deflection Span, in 0.122 --meets L/1284-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 65.0 0.0 By Others&Anchorage Designed by Engineer NA NA R1 65.0 624.0 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 9 Project Name: cfs talcs Page 1 of 1 Model: Typ bearing wall stud 9.5ft talll worse case Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 Section : 3625162-33(33 ksi) @ 24"o.c. Single C Stud(punched) Maxo= 440.9 ft-lb Va= 1023.6 lb I= 0.55 in^4 1 Loads have not been modified for strength checks I Loads have not been modified for deflection calculations N�♦ Bridging Connectors-Design Method =AIS1 S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 114.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 9.50 10.001b/ft R2 47.5 6.00 321.5 0.0 0.08 NO R1 47.5 6.00 321.5 0.0 0.08 NO "*"after support means punched near support Gravity Load Type Load (Ib) Uniform 14.00plf Ply 263.00lb @ 9.50ft A Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 396.0(c) 2446.0(c) 16% K(P=0.00 lb-in/in Max KL/r=79 Max. Shear, Ibs 47.5 521.2 9% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 112.8 434.5 26% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 112.8 440.9 26% Shear/Moment 0.26 1.00 26% Shear 0.0, Moment 112.8 Axial/Moment 0.41 1.00 41% Axial 333.1(c), Moment 112.5 Deflection Span, in 0.113 --meets L/1011-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 47.5 0.0 By Others&Anchorage Designed by Engineer NA NA R1 47.5 396.0 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 10 Title Block line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Blockline 6 Printed: 1 MAY 2023, 4:51 PM Wood Ledger Fk:RXDistnbutoisTl-Enercalcs.ec6 g So$ware copyright ENERCALC,INC.1983-2020,Bu>�:12.20.8.1, i.00. •• DESCRIPTION ledger design(4x8 with coutersunk anchors) Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Ledger Width 2.750 in Design Nhthod:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Ledger Wood Species Douglas Fir-Larch(North) Fb Allow 1,000.0 psi G:Specific Gravity 0.49 FvAllow 100.0 psi Bolt Diameter 3/4"in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 48.0 in Concrete as Nhin Supporting Nhlnber Cm-Wet Service Factor 1.0 Lzsing 6"anchor embedment length in equations. Ct-Temperature Factor 1.0 Using dovml bearing strength fixed at 7.5 ksi per NDS Table 11E Cg-Group Action Factor 1.0 C A-Geometry Factor 1.0 D 56.0 L 80.0 Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution. Load Data Dead Roof Live Floor live Snow Wind Seismic Earth Uniform load... 56.0 plf plf 80.0 plf plf plf plf Of Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs 24.80 lbs lbs 11 Title Block line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the'Winting& Project Descr: Title Block"selection. Title Blockline 6 Printed: 1 MAY 2023, 4:51 PM Wood Ledger File:RXDistrtbutoisTl-Enercalcs.ec6 g So$ware copyright EISERCALC,INC.1983-2020,Bu>�:12.20.8.1, i.00. •• DESCRIPTION ledger design(4x8 with coutersunk anchors) DESIGN SUMMARY • Aximum I-edger Bending Maximum Bolt Bearing Summary Dovml Bearing Strengths Load Combination... Load Combination... (for specific gravity&bok diameter) +D+L +D+L Ledger,Petp to Crain 7,500.0 ksi lvbment 181.335 $-lb Mix Vertical Load 544.0 lbs Ledger,Parallel to Grain 7,500.0 ksi fb:Actual Stress 90.324 psi Bolt AllowUertical Load 802.98 lbs Supporting Mbmber,Perp to Grain 2,500.0 ksi Fb:Allowable Stress 1,000.0 psi Supporting Mbmber,Parallel to Grain 5,500.0 ksi Stress Ratio 0.09032 :1 Mix Horizontal Load 0.0 lbs Bolt MowFlonzontal Load 1,600.431bs Mlaximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+L Diagonal Component 544.0 lbs Shear 272.002 lbs AllowDiagonal Bolt Force 802.98 lbs fv:Actual Stress 40.928 psi Stress Ratio,Wood @Bolt 0.6775:1 Fv:Allowable Stress 44.444 psi Stress Ratio 0.9209 :1 Allowable Bolt Capacity Note ! Refer to MS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination.. +D+L Resutant load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 802.98 Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fern 7,500.0 Fes 2,500.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,500.0 Fyb 45,000.0 Re 3.0 Rt 2.182 Re 1.364 Rt 2.182 kl 1.756 k2 1.905 k3 1.038 kl 0.9377 k2 1.227 k3 1.114 Im :Eq 11.3-1 Rd= 5.0 Z= 0.0 lbs Im :Eq 11.3-1 Rd= 4.0 Z= 0.0 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 1,031.25 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 2,835.94 lbs It :Eq 11.3-3 Rd= 4.50 Z= 2,01 1.57 lbs It :Eq 11.3-3 Rd= 3.60 Z= 2,954.76 lbs lUm:Eq 11.3-4 Rd= 4.0 Z= 2,295.89 lbs IIIm:Eq 11.3-4 Rd= 3.20 Z= 3,472.42 lbs Uls :Eq 11.3-5 Rd= 4.0 Z= 802.98 lbs 11Is :Eq 11.3-5 Rd= 3.20 Z= 1,600.43 lbs 1V :Eq 11.3-6 Rd= 4.0 Z= 1,054.69 lbs 1V :Eq 11.3-6 Rd= 3.20 Z= 1,715.04 lbs Zmin:Basic Design Value = 802.98 lbs Zmin:Basic Design Value = 1,600.43 lbs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain Z*CM*CD*Ct*Cg*Cdeka = 802.98 lbs Z*CM*CD*Ct*Cg*Cdeka = 1,600.43lbs 12 DEWALT DESIGN ASSIST 1.6.6.0 Page 1 DEWALT joist ledger anchor calc 3/24/2023 .Project Information Company: Project Engineer: Joanne Bayuga Address: 9725 3rd AVE NE STE 207 Seattle WA 98115 Phone: M:2065257560 Email: joanneb@engineersnw.com Project Name: Untitled Project Address: Untitled Notes: 2.Selected Informatio Selected Anchor : Power-Stud+SD2 Brand: DEWALT Material: 3/4"G Medium Carbon Steel Embedment: het, 3.75 in hnom 4.5 in Approval: ICC-ES ESR-2502 Issued/Revision: May,2022 - Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) SZo 2.5 .Base Material Information Concrete: Type: Cracked Nonnal Weight Concrete Strength 5000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 8 in Width 8 in Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 1 DEWALT joist ledger anchor calc 3/24/2023 .Project Information Company: Project Engineer: Joanne Bayuga Address: 9725 3rd AVE NE STE 207 Seattle WA 98115 Phone: M:2065257560 Email: joanneb@engineersnw.com Project Name: Untitled Project Address: Untitled Notes: 2.Selected Informatio Selected Anchor : Power-Stud+SD2 Brand: DEWALT Material: 3/4"G Medium Carbon Steel Embedment: het, 3.75 in hnom 4.5 in Approval: ICC-ES ESR-2502 Issued/Revision: May,2022 - Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) SZo 2.5 .Base Material Information Concrete: Type: Cracked Nonnal Weight Concrete Strength 5000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 8 in Width 8 in Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 2 DEWALT joist ledger anchor calc 3/24/2023 S.Geometric Conditions x hslab 7.25 in hmin 7.000 in Edge Cx- 00 in emin 5.000 in Edge Cx+ 6 in cagy 12.000 in Edge Cy- 00 in shun 6.000 in Edge Cy+ 6 in 6.Summary Results Tension Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength: 0.0 0.0 0.000 OK Controls Concrete Breakout Strength: 0.0 0.0 0.000 OK Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 836.0 5239.0 0.160 OK Concrete Breakout Strength: 836.0 4096.0 0.204 OK Controls Pryout Strength 836.0 12221.00 0.068 OK Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 3 DEWALT joist ledger anchor calc 3/24/2023 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and R • Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. 8.Load Condition Design Loads/Actions Z Nu 0 lb Vux 781 lb Vuy 298 lb Nu Y Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb �M� Avg Consider Load Reversal X Direction 100% Y Direction 100% /. Muy M.IG— —VLX Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 4 DEWALT joist ledger anchor calc 3/24/2023 Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting tension force: 0.000 lb Profile Eccentricity Resulting compression force: 0.000 lb ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 0.00 835.9 781.0 298.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 5 DEWALT joist ledger anchor Cale 3/24/2023 1.Design Proof Shear Loading References Steel Strength: ACI 318-14 17.5.1 � e a Variables - C- a re � a Vsa (lb) (p a'V,Seismic 8060.00 0.65 1 Results Tvsa,eq = 5239 lb Vua = 836 lb Table 17.3.1.1 Utilization = 16.0% Concrete Breakout Strength v ACI 318-14 17.5.2 Equations Y Vcb—(AVc/AVco)•Ted,V•Vc,V•Wh,V Vb Eqn. 17.5.2.1a Vb=(7.(le/da)0.2 (da)0.5).ka.(f c)0.5 . (Cal)1.5 Eqn. 17.5.2.2a Variables AVc (in") AVC0 (in2) Tec,V Ted,V Tc,V Th,V 108.750 162.000 1.000 0.900 1.000 1.114 le (in) da (in) fc (psi) cal (in) Vb (lb) 3.750 0.750 1.000 5000 6.000 8692.297 T tPseis Vcb (lb) 0.70 0.000 5851.181 Results cpV cb = 4096 lb Direction = Y+ Vua = 836 lb Table 17.3.1.1 Utilization = 20.4% Shear Breakout Case 2 Controls Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 6 DEWALT joist ledger anchor calc 3/24/2023 Pryout Strength v ACI 318-14 17.5.3 d e E a V _ a Equations ,. a a�a Vcp=kcp .Ncp Eqn. 17.5.3.1 a Ncb—(ANc/ANc0)•Ted,N•"yc,N "cp,N•Nb Eqn. 17.4.2.1a Nb=kc .a'a. (f c)0.5 hef1.5 Eqn. 17.4.2.2a Variables AN, (W) ANcO (in) Tcc,N Ted,N Tc,N Tcp,N 126.563 126.563 1.000 1.000 1.000 1.000 Cac (in) kc ka h'ef (in) fc (psi) Camin (in) 12.000 17.000 1.000 3.75 5000.000 6.000 Nb (lb) kcp Ncp (lb) tp 8729.328 2.000 8729.328 0.70 Results TVcp = 12221.00 lb Table 17.3.1.1 Vua = 836 lb Utilization = 6.8% ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 41 NON - LOAD BEARING DEMISING WALL 20 Project Name: Cfs Calcs Page 1 of 1 Model: New Demising Wall Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie@ CFS DesignerTm 4.2.0.14 Section : 60OS162-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations A Bridging Connectors-Design Method =AIS1 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) (Ib) (ft-Ibs) Max Int. Stiffener? 27.75 6.67lb/ft R2 92.5 1.50 175.2 0.0 0.27 NO R1 92.5 1.50 175.2 0.0 0.27 NO "*"after support means punched near support Gravity Load Type Load (Ib) Uniform 9.33plf Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 259.0(c) 2562.7(c) 10% K(P=0.00 lb-in/in Max KL/r= 146 Max. Shear, Ibs 92.5 638.1 14% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 641.7 760.9 84% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 641.7 950.6 68% Shear/Moment 0.68 1.00 68% Shear 0.0, Moment 641.7 Axial/Moment 0.94 1.00 94% Axial 136.2(c), Moment 640.0 Deflection Span, in 1.682 --meets L/198-- 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 21 LATERAL EAST WEST LATERAL: THE CFS INTERIOR STRUCTURE WILL HAVE GYP SHEAR WALLS ALONG THE SOUTH SIDE. IT WILL ALSO TIE TO THE EXISTING STRUCTURE FOR E-W LATERAL SUPPORT. NORTH SOUTH LATERAL: THE CFS INTERIOR STRUCTURE WILL BE ANCHORED TO THE EXISTING NORTH TILT-UP WALL FOR SUPPORT. NOTE, THE ORIGINAL LATERAL DESIGN OF THE EXISTING STRUCTURE WAS DESIGNED WITH CAPACITY TO ACCOMODATE THE ADDITION OF MEZZANINES OR STTRUCTURES LIKE THIS THAT MAY BE ATTACHED FOR ALTERAL SUPPORT. 11 12 1/2"PLYWOOD OVER JOISTS (UNBLOCKED).FASTEN TO SUPPORT w/#10 SCREWS @ 6"oc @ SUPPORTED PANEL EDGES AND 12"FIELD. 6 6 S2.1 S2.1 Pin � 7 I� rn o Q N I I @ M 1 N (O N N 1 DR. HD_ D . H R. �DR� a Y N O SHADED WALLS ARE GYP SHEAR WALLS.REFER TO DETAILS 3/S2.1 FOR GYP. o @ m CONNECTION TO STUDS. H Rw,l q up S2.1 T� U W STRUCTURAL CALCULATIONS PROJECT# PROJECT - -DATE SUBJECT _—N-S LATERAL - SHEET-OF BY _._. _ .... . .. .... --------- - --- - - -- - - . - _ ..._.. ._ _�'? ... R �� . . .: ._ --- .. - - -- - - t o �� ; - - _ .-------- --------. .. -- - - .. - - -- - - - _---- ---- - - . . - . . . _ . - .............. _ _ _ ~ . ........ - -- -- - _ --- r� _ ,r- ..----� R : .... � ... - ............ - ....... ... .?�-r �� uretc . .x 1,5 _ .. - _ -_ . ---- -- 2 1 (n'� CoOG Connectors for Cold-Formed Steel Construction S/LTT, S/DTT and HTT Tension Ties , The HTT is a single-piece formed tension tie— W no rivets,and a four-ply formed seat.No washers Wr ►{ are required. v � ° S/DTT2Z tension tie is suitable for lighter-duty holdown applications on single or back-to-back studs,and installed easily with#14 self-drilling screws. ® ® •° ° 13/e° The HTT,S/DTT and S/LTT tension ties are ideal for retrofit or new construction projects.They provide high-strength,post-pour,concrete-to-steel connections. ® N H +" Material:HTT—111 mil(11 ga.) 4' DTT1Z,S/DTT2Z—68 mil(14 ga.) Washernot S/LT1720—Strap:97 mil(12 ga.); required Plate:229 mil(3 ga.) Finish:HTT,S/LTT—Galvanized(G90); \fir s. �L 1��F f SOT DTT1 Z,S/DTT2Z—ZMAX•coating Installation: DTNZ S/DTT2Z HTT5 :Z US Patent Pending US Patent (HTT4 similar) • Use all specified fasteners. 8 555 580 • Use the specified number of type of screws } to attach the strap portion to the steel stud.Bolt Tension / the base to the wall or foundation with a suitable °° Load transfer anchor;see table for the required bolt diameter. ° plate-washer °° not required • SOT=requires a standard cut washer o° S/LTT20 U) (included)be installed between the nut and ° _ the seat. Typical • Do not install S/LTT20 raised off of the DTT1 Z r oo C Installation o O bottom track. y • See SB and SSTB Anchor Botts on p.183 for anchorage options. • Typical HTT5 C • See SET-3G-and AT-XP®adhesive products at Installation strongtie.com for anchor bolt retrofit options. • as a Holdown N Codes:See p. 13 for Code Reference Key Chart O Z O -These products are available with additional corrosion protection.Additional products on = athis page may also be available with this option.Check with Simpson Strong-Tie for details. a 0 0 Dimensions(in.) Fasteners ASD LRFD Nominal w Stud ~ Member Deflection Deflection Code c9 Model Anchor Boh Tension Tension Tension Stud Thickness at ASD atLRFD Ref. g W H Diameter' Load Load Load Load Load' (in.) Fasteners' mil(ga.) Ob.) (in.) m)3 Ob. (in.) m)� (lb.) z a DTT1Z 11h 7Ye 3/4 % (6)#10 33(20) 905 0.156 1,270 0.250 3,485 — S/LTT20 2 20 1Yz 1h (8)#10 33(20) 1,200 0.125 1,890 0.250 4,625 0 33(20) 1,570 0.138 2,200 0.250 4,265 S/DTT2Z I% 615AG 13AG ih (8)#14 43(18) 1,685 0.151 2,355 0.250 5,570 0 LL 2-33(2-20) 1.735 0.153 2.430 0.250 5,735 33(20) 3,180 0.104 4,770 0.187 8,215 IBC � HTT4 2Srz 12�fi l�f, % (18)#10 FL,LA 2-33(2-20) 4,395 0.125 6,675 0.250 11,835 43(18) 4,150 0.125 6,425 0.250 11,585 HTT5 2Ys 16 1% % (26)#10 2-43(2-18) 4,670 0.125 6,970 0.250 12,195 1-54(1-16) 1 4,150 1 0.125 1 6,425 0.250 1 12,365 1.The designer shall specify the foundation anchor material type,embedment and configuration. 2.Stud design by specifier.Tabulated bads are based on a minimum stud thickness for fastener connection. 3.Deflection at ASD or LRFD includes fastener slip,holdown deformation and anchor rod elongation for holdowns installed up to 4'above top of concrete. Holdowns may be installed raised,up to 18"above top of concrete,with no bad reduction provided that additional elongation of the anchor rod is accounted for.See bottom of p.191 for installation detail. 4.The Nominal Tension Load is based on the tested average ultimate(peak)bad and is provided for design in accordance with section C5 of AISI S213 that requires a tension tie to have a nominal strength to resist the lesser of the amplified seismic bad or the maximum force the system can deliver. 5.It is acceptable to use the capacity listed for the thickest single member or back-to-back members for thicker stud members in the same configuration. Stud design by specifier. 24 6.See the current Fastening Systems catalog at strongtie.com information for more infoation on Simpson Strong-Tie fasteners. 193 DEWALT DESIGN ASSIST 1.6.6.0 Page 1 DEWALT diaphragm anchorage to wall calc 3/24/2023 .Project Information Company: Project Engineer: Joanne Bayuga Address: 9725 3rd AVE NE STE 207 Seattle WA 98115 Phone: M:2065257560 Email: joanneb@engineersnw.com Project Name: Untitled Project Address: Untitled Notes: 2.Selected Informatio Selected Anchor : Power-Stud+S132 Brand: DEWALT Material: 3/8"G Medium Carbon Steel Embedment: het, 2.00 in hnom 2375 in Approval: ICC-ES ESR-2502 Issued/Revision: May,2022 - Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) SZo 2.5 .Base Material Information Concrete: Type: Cracked Nonnal Weight Concrete Strength 5000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 4 in Width 4 in Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 2 DEWALT diaphragm anchorage to wall calc 3/24/2023 S.Geometric Conditions Y � � 1 X c. \ hslab 7.25 in hmin 4.000 in Edge Cx- 00 in emin 2.500 in Edge Cx+ 6 in cagy 6.500 in Edge Cy- 00 in shun 3.500 in Edge Cy+ 6 in 6.Summary Results Tension Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength: 1325.0 4969.0 0.267 OK Concrete Breakout Strength: 1325.0 1658.0 0.799 OK Pullout Strength: 1325.0 1330.0 0.996 OK Controls Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 0.0 0.0 0.000 OK Controls Concrete Breakout Strength: 0.0 0.0 0.000 OK Pryout Strength 0.0 0.00 0.000 OK Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 3 DEWALT diaphragm anchorage to wall calc 3/24/2023 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and R • Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. 8.Load Condition Design Loads/Actions Z Nu 1325 lb Vux 0 lb Vuy 0 lb N Y Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb �M� Avg Consider Load Reversal X Direction 100% Y Direction 100% /. Muy M.IG— —VLX Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 4 DEWALT diaphragm anchorage to wall calc 3/24/2023 Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting tension force: 1325.000 lb Profile Eccentricity Resulting compression force: 0.000 lb ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 1325.00 0.0 0.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 5 DEWALT diaphragm anchorage to wall calc 3/24/2023 IO.Design Proof Tension Loading Steel Strength t N ACI 318-14 17.4.1 ML Variables a Nsa (lb) cp 6625.000 0.75 Results cpNsa = 4969.0 lb Table 17.3.1.1 Nua = 1325.0 lb Utilization = 26.7% Concrete Breakout Strength i N ACI 318-14 17.4.2 P e 6 a 7 ° Equations A. ' . C Ncb=(ANc/ANcO)•Ted,N•Tc,N Tcp,N•Nb Eqn. 17.4.2.1a Nb=ke.a'a. (f c)0.5 hef1.5 Eqn. 17.4.2.2a Variables AN, (in") ANcO (in) Tec,N Ted,N Tc,N Tcp,N 36.000 36.000 1.000 1.000 1.000 1.000 cac (in) kc ka f c (psi) hef (in) Gamin (in) 6.500 17.000 1.000 5000 2.00 6 Nb (lb) tP tPseis 3400.000 0.65 0.750 Results 9Neb = 1658 lb Table 17.3.1.1 Nua = 1325.0 lb Utilization = 79.9% Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.6.6.0 Page 6 DEWALT diaphragm anchorage to wall calc 3/24/2023 Pullout Strength: t N ACI 318-14 17.4.3 a � A �a � e Equations • �`a Npn='Pc P.Np. (f c/2500)" Eqn. 17.4.3.1 Variables ` c P Np eq (lb) f c (psi) n cp 1.000 2727.730 5000 0.333 0.65 (Ps eis 0.750 Results cpNpn = 1330 lb Nua = 1325 lb Table 17.3.1.1 Utilization = 99.6% ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility Project Name: Cfs Calcs Page 1 of 1 Model: Typ bearing wall stud 13ft tall stud w/lat pt load from rest room joists Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie@ CFS DesignerTm 4.2.0.14 Section : 600S162-43(33 ksi) @ 24"o.c. Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 1 Loads have not been modified for strength checks I Loads have not been modified for deflection calculations N�♦ Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 156.0" N/A - Sheathed ~- P'. Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? P1x 76.0 1.50 602.8 185.3 0.16 NO 13.00 R2 57.0 6.00 492.8 0.0 0.06 NO R1 19.0 6.00 492.8 0.0 0.02 NO "*"after support means punched near support Gravity Load Type Load (lb) y Uniform 14.00plf Ply 312.00Ib @ 13.00ft 1 P2y 265.00Ib @ 9.75ft THIS IS THE 13'STALL STUD WALL THAT IS SHARED BETWEEN THE RESTROOM AND THE OFFICE. THE RESTROOM HAS A LOWER CEILING ELEVATION AND WILL TRANSFER A GRAVITY LOAD AND ASLO A SEISMICAL LATERAL LOAD INTO THE STUD WALL. Point Loads P1x Load(lb) 76.00 X-Dist.(ft) 9.75 Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 759.0(c) 3222.2(c) 24% K0=0.00 lb-in/in Max KL/r=69 Max. Shear, Ibs 57.0 1240.3 5% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 185.3 1087.9 17% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 185.3 1271.1 15% Shear/Moment 0.15 1.00 15% Shear 57.0, Moment 184.5 Axial/Moment 0.37 1.00 37% Axial 622.5(c), Moment 185.3 Deflection Span, in 0.061 --meets L/2537-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 57.0 0.0 By Others&Anchorage Designed by Engineer NA NA R1 19.0 759.0 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 31 STRUCTURAL CALCULATIONS PROJECT PROJECT DATE SUBJECT_ SHEET OF BY . - - ----------------------------- __ aL --------------------- -- ¢o� .� . ...... L .G. ......: .. G Cr _ ._.,._... - -- - - EL -_.. --- - . .-- - - -. _ J — _:._M .--- ------_x 2 ---=-- �_L9 --- fi . t:- --- -- _- ...N.,,,......... - - 32 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle VVA9811S ~Parapet Ht(ft) Roof Ht(ft) Wall 0.8 <—> Efl Reveal(in) -------------- Cover 1.5 Outside Face(in) 0.75 Inside Face(in) 0= Top of Slab Opng I Opng II: Top of Fill --------------- ~Top mptg(ft) Fill below slab Code 2018 IBT Canopy Top Strut Elev Design Method 2nd Orde Ac|azz mot Stm^s/m 12.5 w ~^^zft min utwmrmnstruts Materials set width to zero ifnocanopy Concrete rc(ksi)~ 5.0 Density(pcf)~| 145 Reinforcing(ks/)~ 60 Soils Parameters * Active pressure(pcf) Passive Press(ncf) Friction ~base fixity depends on friction and passive pressure Page Concrete Wall Grid A2Sftopng 33 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 Design for High Parapet Loads Y/N? No note: using high parapet loads will cause the wall below roof to be non-conservative LOADS Seismic Wall(psf) Opng(psf) SDS= 0.91 Fp=.4*SDS*le*W 0.3632*W 40.6 3.632 le*=1 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.0896*W 134.1 Wind Speed mph= 110 Discontinuity(y/n) Yes l Iw= 1.0 Enclosed/open Enclosed Exp(B,C,D) B Topo Factor= 1 1.00 Mean Roof Ht= 26.00 Area= 225 Wall(psf USD) Parapet(psf USD) Inward 20.4 Inward 56.3 Outward 23.9 Outward 36.5 Wall Vertical--ASD WL&EQ are USD**pos down Total Horiz(plf USD) Trib(ft) DL RILL FLL SL*** WL Ecc(in)* Elev WL EQ 1) Added wall Wt(psf) 0 1)EQ load will be mult by seis Opening Weight 10 coef for wall Ledger Roof(psf) 12.5 15 20 0 25 0 3 26.00 Ledger Mezz(psf) 0 50 0 65 0 0 3 10 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 4 10 20 0 25 0 *Measured from inside face of wall Pos is inward **Right pos,down pos f1= 0.5 *** No Saw toothed roof or similar? f2= 0.2 Page 2 Concrete Wall Grid A 25ft opng 34 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 2018 IBC (Title ACI 6.7.1 2nd Order Analysis Plain Wall design Trib(ft)= 1.0 31.33 < 26.00 Plain Wall f'c= 5 ksi Fy= 60 ksi Tributary ft.= 1.0 Rebar Size= 5 - Spacing(in)= 16 Center/EF= Ea Face t(in)= 9.25 Reveal= 0.80 cover OS(in)= 1.5 0.0 cover IS(in)= 0.75 - - - - - - - - - - - - - d inward= 7.3875 d outward= 7.4375 0 0.00 LOADS Seismic SIDS= 0.91 Fp=.4*SDS*le*W 0.3632*W 40.59517 3.632 le*= 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.0896*W 134.1 Wind Speed mph= 110 Discontinuity(y/n) Yes Iw= 1 Encolsed/open Enclosed Exp(B,C,D) B Topo Factor= 1 Mean Roof Ht= 26.00 Area= 225 Wall(psf LRFD) Parapet(psf-RFD) Inward 20.4 Inward 56.3 Outward 23.9 Outward 1 36.5 Wall Vertical--ASD WL&EQ are LRFD**pos down Total Horiz(plf LRFD) Trib(ft) DL RLL FLL SL*** WL Ecc(in)* Elev WL EQ 1) Added wall Wt(psf) 0 1)EQ load will be mult by seis Opening Weight 10 coef for wall Ledger Roof(psf) 12.5 15 20 0 25 0 3 26.00 Ledger Mezz(psf) 0 50 0 65 0 0 3 1 10 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 4 10 20 0 25 0 *Measured from inside face of wall Pos is inward **Right pos,down pos f1= 0.5 No Saw toothed roof or similar? f2= 0.2 Slender Concrete Wall 5/1/2023 3:52 PM 35 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 Mu/ Service Defl CASE DL RILL FLL* SL** H WL*** EQ Mu PhiMn Defl Ratio kip-ft % (in) %L/150 1 IBC 16-1 1.4 0.0 0.0 0.0 1.6 0.0 0.0 -0.2 2 0.003 0 2 IBC 16-2 1.2 0.5 1.6 0.0 1.6 0.0 0.0 -0.2 3 0.005 0 3 1.2 0.0 1.6 0.5 1.6 0.0 0.0 -0.2 3 0.006 0 4 IBC 16-3 1.2 1.6 0.5 0.0 1.6 0.0 0.0 -0.4 5 0.008 0 5 1.2 1.6 0.0 0.0 1.6 0.5 0.0 0.7 8 0.012 1 6 1.2 1.6 0.0 0.0 1.6 -0.5 0.0 -1.2 13 -0.027 1 7 1.2 0.0 0.5 1.6 1.6 0.0 0.0 -0.5 5 0.009 0 8 1.2 0.0 0.0 1.6 1.6 0.5 0.0 0.7 8 0.012 1 9 1.2 0.0 0.0 1.6 1.6 -0.5 0.0 -1.3 14 -0.027 1 10 IBC 16-4 1.2 0.5 0.5 0.0 1.6 1.0 0.0 1.6 17 0.032 2 11 1.2 0.5 0.5 0.0 1.6 -1.0 0.0 -1.9 21 -0.046 2 12 1.2 0.0 0.5 0.5 1.6 1.0 0.0 1.5 17 0.030 1 13 1.2 0.0 0.5 0.5 1.6 -1.0 0.0 -2.0 22 -0.046 2 14 IBC 16-5 1.2 0.0 0.5 0.2 1.6 0.0 -1.0 -3.3 36 -0.088 4 15 1.2 0.0 0.5 0.2 1.6 0.0 1.0 3.2 35 0.081 4 16 IBC 16-6 0.9 0.0 0.0 0.0 1.6 1.0 0.0 1.6 18 0.033 2 17 0.9 0.0 0.0 0.0 1.6 -1.0 0.0 -1.9 22 -0.044 2 18 IBC 16-7 0.9 0.0 0.0 0.0 1.6 0.0 1.0 3.2 37 0.082 4 19 0.9 0.0 0.0 0.0 1.6 0.0 -1.0 -3.3 37 -0.087 4 *Floor LL>100 f1=1.0 else=0.5 37 4 **Snow load on saw tooth roofs or eq f2=0.7 else=0.2 Design Method= 2nd Order Analysis Pu/0.1F'c*Ag<=100% 6 OK Mcr<=PhiMn% 80 OK ***Tension Controlled% 12 OK Mu/PhiMn% 37 OK DefI<=L/150% 4 OK *** pmax= 0.021 Slender Concrete Wall 5/1/2023 3:52 PM 36 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 2018 IBC (Title ACI 6.7.1 2nd Order Analysis Opening Design Trib ft. 15.50 Jamb ft 3.0 ;. ► 31.3 f'c= 5 ksi 26.0 Fy= 60 ksi Wall Pilaster - -•-•-•-•---•-.-_._._.r-._._._ ._._._.. p 29.0 t(in)= 9.25 t(in)= 9.3 width x height(ft) Rebar Size= 5 Width(in)= 36.0 25.00 23.00 width x height(ft) Spacing(in)= 16 Recess(in)= 0.8 0.00 0.00 Center/EF= Ea Face Rebar Size= 5 Number= 4 sill ft Reveal= 0.80 Center/EF= Ea Face sill ft. 0.0 cover OS(in)= 0.75 d inward= 6.638 7.3875 cover IS(in)= 1.5 0.0 d outward= 8.188 6.6375 I ' DL RII FLL SL WL Eccin** Elevft Point load P*Ibs= 0 0 I 0 0 I 0 I 0 I 2 see Wall Setup tab for typical wall loads w/o pt loads **from inside face of wall(pos in) LOADS Wall(psf) Opng(psf) Seismic SIDS= 0.91 Fp=.4*SDS*le*W 0.3632*W 40.59517 3.632 le*= 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.0896*W 134.1 Wind Speed mph= JB Discontinuity(y/n) Yes Iw= Encolsed/open Enclosed Exp(B,C,D) Topo Factor= 1 Mean Roof Ht= 26.00 Area= 225 Wall(psf USD) Parapet(psf USD) Inward 20.4 Inward 56.3 Outward 23.9 Outward 36.5 Wall Vertical--ASD WL&EQ are LRFD**pos down Total Horiz(plf LRFD) Trib(ft) DL RLL FLL SL*** WL Ecc(in)* Elev WL EQ 1) Added wall Wt(psf) 0 1)EQ load will be mult by seis Opening Weight l0 coef for wall Ledger Roof(psf) 12.5 15 20 0 25 0 3 26.00 Ledger Mezz(psf) 0 50 0 65 0 0 3 10 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 4 10 20 0 25 0 *Measured from inside face of wall Pos is inward **Right pos,down pos f1= 0.5 Slender Concrete Wall 5/1/2023 3:52 PM 37 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE *** No Saw td9Mk?rCnl1`&84j4lar? f2= 0.2 Mu/ Service Defl CASE DL RILL FLL* SL** H WL*** EQ Mu PhiMn Defl Ratio kip-ft % (in) %L/150 1 IBC 16-1 1.4 0.0 0.0 0.0 1.6 0.0 0.0 -2.6 6 0.0 1 2 IBC 16-2 1.2 0.5 1.6 0.0 1.6 0.0 0.0 -3.5 8 0.0 2 3 1.2 0.0 1.6 0.5 1.6 0.0 0.0 -3.8 8 0.0 2 4 IBC 16-3 1.2 1.6 0.5 0.0 1.6 0.0 0.0 -6.2 14 0.0 2 5 1.2 1.6 0.0 0.0 1.6 0.5 0.0 11.6 21 0.1 3 6 1.2 1.6 0.0 0.0 1.6 -0.5 0.0 -19.4 39 -0.1 7 7 1.2 0.0 0.5 1.6 1.6 0.0 0.0 -7.2 16 0.0 2 8 1.2 0.0 0.0 1.6 1.6 0.5 0.0 11.5 21 0.1 3 9 1.2 0.0 0.0 1.6 1.6 -0.5 0.0 -20.4 41 -0.1 7 10 IBC 16-4 1.2 0.5 0.5 0.0 1.6 1.0 0.0 26.5 47 0.2 8 11 1.2 0.5 0.5 0.0 1.6 -1.0 0.0 -36.3 73 -0.2 12 12 1.2 0.0 0.5 0.5 1.6 1.0 0.0 26.6 47 0.2 7 13 1.2 0.0 0.5 0.5 1.6 -1.0 0.0 -36.9 74 -0.3 12 14 IBC 16-5 1.2 0.0 0.5 0.2 1.6 0.0 -1.0 -8.6 17 -0.1 4 15 1.2 0.0 0.5 0.2 1.6 0.0 1.0 -11.8 26 0.0 1 16 IBC 16-6 0.9 0.0 0.0 0.0 1.6 1.0 0.0 26.0 46 0.2 8 17 0.9 0.0 0.0 0.0 1.6 -1.0 0.0 -33.2 66 -0.2 11 18 IBC 16-7 0.9 0.0 0.0 0.0 1.6 0.0 1.0 -10.6 23 0.0 2 19 0.9 0.0 0.0 0.0 1.6 0.0 -1.0 -7.9 16 -0.1 3 *Floor LL>100 f1=1.0 else=0.5 74 12 **Snow load on saw tooth roofs or eq f2=0.7 else=0.2 Design Method = 2nd Order Analysis Pu/0.1F'c*Ag<=100% 19 OK Mcr<=PhiMn % 45 OK ***Tension Controlled % 24 OK Mu/PhiMn % 74 OK Defl <=L/150% 12 OK *** pmax= 0.021 Slender Concrete Wall 5/1/2023 3:52 PM 38 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle VVA9811S ~Parapet Ht(ft) Roof Ht(ft) Wall 0.8 <—> EE Reveal(in) -------------- Cover 1.5 Outside Face(in) 0.75 Inside Face(in) 0= Top of Slab Opng I Opng II: Top of Fill --------------- ~Top ofrtg(ft) Fill below slab Code 2018 IBT Canopy Top Strut Elev Design Method 2nd Orde Ac|azz mot Stm^s/m 12.5 w ~^^zft min utwmrmnstruts Materials set width to zero ifnocanopy Concrete rc(ksi)~ 5.0 Density(pcf)~| 145 Reinforcing(ks/)~ 60 Soils Parameters * Active pressure(pcf) Passive Press(ncf) Friction ~base fixity depends on friction and passive pressure Page Concrete VVa|| Grid A 18ft opng 39 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 Design for High Parapet Loads Y/N? No note: using high parapet loads will cause the wall below roof to be non-conservative LOADS Seismic Wall(psf) Opng(psf) SDS= 0.91 Fp=.4*SDS*le*W 0.364*W 31.9 3.64 le*=1 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.092*W 105.1 Wind Speed mph= 110 Discontinuity(y/n) Yes l Iw= 1.0 Enclosed/open Enclosed Exp(B,C,D) B Topo Factor= 1 1.00 Mean Roof Ht= 26.00 Area= 225 Wall(psf USD) Parapet(psf USD) Inward 20.4 Inward 56.3 Outward 23.9 Outward 36.5 Wall Vertical--ASD WL&EQ are USD**pos down Total Horiz(plf USD) Trib(ft) DL RILL FLL SL*** WL Ecc(in)* Elev WL EQ 1) Added wall Wt(psf) 0 1)EQ load will be mult by seis Opening Weight 10 coef for wall Ledger Roof(psf) 15 15 20 0 25 0 3 26.00 Ledger Mezz(psf) 15 50 0 65 0 0 3 10 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 4 10 0 0 25 0 *Measured from inside face of wall Pos is inward **Right pos,down pos f1= 0.5 *** No Saw toothed roof or similar? f2= 0.2 Page 2 Concrete Wall Grid A 18ft opng 40 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 2018 IBC (Title ACI 6.7.1 2nd Order Analysis Plain Wall design Trib(ft)= 1.0 31.33 < 26.00 Plain Wall f'c= 5 ksi Fy= 60 ksi Tributary ft.= 1.0 Rebar Size= 5 — Spacing(in)= 10 Center/EF= Center t(in)= 7.25 Reveal= 0.80 cover OS(in)= 1.5 0.0 cover IS(in)= 0.75 — — — — — — — — — — — — — dinward= 3.225 d outward= 3.225 0 0.00 LOADS Seismic SIDS= 0.91 Fp=.4*SDS*le*W 0.364*W 31.88792 3.64 le*= 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.092*W 105.1 Wind Speed mph= 110 Discontinuity(y/n) Yes Iw= 1 Encolsed/open Enclosed Exp(B,C,D) B Topo Factor= 1 Mean Roof Ht= 26.00 Area= 225 Wall(psf LRFD) Parapet(psf-RFD) Inward 20.4 Inward 56.3 Outward 23.9 Outward 1 36.5 Wall Vertical--ASD WL&EQ are LRFD**pos down Total Horiz(plf LRFD) Trib(ft) DL RLL FLL SL*** WL Ecc(in)* Elev WL EQ 1) Added wall Wt(psf) 0 1)EQ load will be mult by seis Opening Weight 10 coef for wall Ledger Roof(psf) 15 15 20 0 25 0 3 26.00 Ledger Mezz(psf) 15 50 0 65 0 0 3 1 10 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 4 10 0 0 25 0 *Measured from inside face of wall Pos is inward **Right pos,down pos f1= 0.5 No Saw toothed roof or similar? f2= 0.2 Slender Concrete Wall 5/1/2023 3:57 PM 41 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 Mu/ Service Defl CASE DL RILL FLL* SL** H WL*** EQ Mu PhiMn Defl Ratio kip-ft % (in) %L/150 1 IBC 16-1 1.4 0.0 0.0 0.0 1.6 0.0 0.0 0.3 6 0.003 0 2 IBC 16-2 1.2 0.5 1.6 0.0 1.6 0.0 0.0 0.8 13 0.011 1 3 1.2 0.0 1.6 0.5 1.6 0.0 0.0 0.8 14 0.010 0 4 IBC 16-3 1.2 1.6 0.5 0.0 1.6 0.0 0.0 -0.4 8 0.006 0 5 1.2 1.6 0.0 0.0 1.6 0.5 0.0 0.9 17 0.033 2 6 1.2 1.6 0.0 0.0 1.6 -0.5 0.0 -1.2 20 -0.049 2 7 1.2 0.0 0.5 1.6 1.6 0.0 0.0 -0.5 9 0.008 0 8 1.2 0.0 0.0 1.6 1.6 0.5 0.0 1.0 18 0.032 2 9 1.2 0.0 0.0 1.6 1.6 -0.5 0.0 -1.1 20 -0.049 2 10 IBC 16-4 1.2 0.5 0.5 0.0 1.6 1.0 0.0 2.0 35 0.080 4 11 1.2 0.5 0.5 0.0 1.6 -1.0 0.0 -2.1 35 -0.083 4 12 1.2 0.0 0.5 0.5 1.6 1.0 0.0 2.0 35 0.075 4 13 1.2 0.0 0.5 0.5 1.6 -1.0 0.0 -2.1 35 -0.083 4 14 IBC 16-5 1.2 0.0 0.5 0.2 1.6 0.0 -1.0 -2.7 46 -0.133 6 15 1.2 0.0 0.5 0.2 1.6 0.0 1.0 3.0 54 0.147 7 16 IBC 16-6 0.9 0.0 0.0 0.0 1.6 1.0 0.0 1.8 33 0.077 4 17 0.9 0.0 0.0 0.0 1.6 -1.0 0.0 -1.9 34 -0.084 4 18 IBC 16-7 0.9 0.0 0.0 0.0 1.6 0.0 1.0 2.8 51 0.143 7 19 0.9 0.0 0.0 0.0 1.6 0.0 -1.0 -2.5 45 -0.137 7 *Floor LL>100 f1=1.0 else=0.5 54 7 **Snow load on saw tooth roofs or eq f2=0.7 else=0.2 Design Method= 2nd Order Analysis Pu/0.1F'c*Ag<=100% 7 OK Mcr<=PhiMn% 83 OK ***Tension Controlled% 45 OK Mu/PhiMn% 54 OK DefI<=L/150% 7 OK *** pmax= 0.021 Slender Concrete Wall 5/1/2023 3:57 PM 42 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE Seattle WA 98115 2018 IBC (Title ACI 6.7.1 2nd Order Analysis Opening Design Trib ft. 12.50 Jamb ft 3.5 ;. ► 31.3 f'c= 5 ksi 26.0 Fy= 60 ksi Wall Pilaster - -•-•-•-•---•-.-_._._.r-._._._ ._._._.. ' p 29.0 t(in)= 7.25 t(in)= 7.3 width X height(ft) Rebar Size= 5 Width(in)= 42.0 18.00 23.00 width x height(ft) Spacing(in)= 10 Recess(in)= 0.8 0.00 0.00 Center/EF= Center Rebar Size= 5 Number= 6 sill ft Reveal= 0.80 Center/EF= Ea Face sill ft. 0.0 cover OS(in)= 0.75 d inward= 3.225 5.3875 cover IS(in)= 1.5 i 0.0 d outward= 3.225 4.6375 I ' ' DL RII FLL SL WL Eccin** Elevft Point load P*Ibs= 0 0 I 0 0 I 0 0 2 see Wall Setup tab for typical wall loads w/o pt loads **from inside face of wall(pos in) LOADS Wall(psf) Opng(psf) Seismic SIDS= 0.91 Fp=.4*SDS*le*W 0.364*W 31.88792 3.64 le*= 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.092*W 105.1 Wind Speed mph= JB Discontinuity(y/n) Yes Iw= Encolsed/open Enclosed Exp(B,C,D) Topo Factor= 1 Mean Roof Ht= 26.00 Area= 225 Wall(psf USD) Parapet(psf USD) Inward 20.4 Inward 56.3 Outward 23.9 Outward 36.5 Wall Vertical--ASD WL&EQ are LRFD**pos down Total Horiz(plf LRFD) Trib(ft) DL RLL FLL SL*** WL Ecc(in)* Elev WL EQ 1) Added wall Wt(psf) 0 1)EQ load will be mult by seis Opening Weight l0 coef for wall Ledger Roof(psf) 15 15 20 0 25 0 3 26.00 Ledger Mezz(psf) 15 50 0 65 0 0 3 10 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 4 10 0 0 25 0 *Measured from inside face of wall Pos is inward **Right pos,down pos f1= 0.5 Slender Concrete Wall 5/1/2023 3:57 PM 43 V1.8 Engineers NW Inc PS 5/1/2023 9725 Third Ave NE *** No Saw td9Mk?rCnl1`&84j4lar? f2= 0.2 Mu/ Service Defl CASE DL RILL FLL* SL** H WL*** EQ Mu PhiMn Defl Ratio kip-ft % (in) %L/150 1 IBC 16-1 1.4 0.0 0.0 0.0 1.6 0.0 0.0 3.9 8 0.0 1 2 IBC 16-2 1.2 0.5 1.6 0.0 1.6 0.0 0.0 9.5 19 0.0 1 3 1.2 0.0 1.6 0.5 1.6 0.0 0.0 9.8 19 0.0 1 4 IBC 16-3 1.2 1.6 0.5 0.0 1.6 0.0 0.0 -5.2 13 0.0 1 5 1.2 1.6 0.0 0.0 1.6 0.5 0.0 12.2 24 0.1 6 6 1.2 1.6 0.0 0.0 1.6 -0.5 0.0 -15.3 32 -0.2 9 7 1.2 0.0 0.5 1.6 1.6 0.0 0.0 -6.0 15 0.0 1 8 1.2 0.0 0.0 1.6 1.6 0.5 0.0 13.1 26 0.1 6 9 1.2 0.0 0.0 1.6 1.6 -0.5 0.0 -14.6 34 -0.2 9 10 IBC 16-4 1.2 0.5 0.5 0.0 1.6 1.0 0.0 29.1 57 0.9 43 11 1.2 0.5 0.5 0.0 1.6 -1.0 0.0 -35.4 75 -0.7 33 12 1.2 0.0 0.5 0.5 1.6 1.0 0.0 29.5 58 0.9 44 13 1.2 0.0 0.5 0.5 1.6 -1.0 0.0 -35.6 75 -0.7 33 14 IBC 16-5 1.2 0.0 0.5 0.2 1.6 0.0 -1.0 -12.2 26 -0.1 5 15 1.2 0.0 0.5 0.2 1.6 0.0 1.0 14.0 27 0.1 7 16 IBC 16-6 0.9 0.0 0.0 0.0 1.6 1.0 0.0 25.2 50 0.3 14 17 0.9 0.0 0.0 0.0 1.6 -1.0 0.0 -29.4 63 -0.3 15 18 IBC 16-7 0.9 0.0 0.0 0.0 1.6 0.0 1.0 11.1 22 0.1 7 19 0.9 0.0 0.0 0.0 1.6 0.0 -1.0 -10.3 22 -0.1 6 *Floor LL>100 f1=1.0 else=0.5 75 44 **Snow load on saw tooth roofs or eq f2=0.7 else=0.2 Design Method = 2nd Order Analysis Pu/0.1F'c*Ag<=100% 15 OK Mcr<=PhiMn % 38 OK ***Tension Controlled % 84 OK Mu/PhiMn % 75 OK Defl <=L/150% 44 OK *** pmax= 0.021 Slender Concrete Wall 5/1/2023 3:57 PM 44 STRUCTURAL CALCULATIONS PROJECT# PROJECT_ DATE SUBJECT "v L SHEET OF BY _.-..;..._..........._-. - .. -_ti -............. -.... .... - -- - -.. ---- -..._ ................ .... --- - ----- ---- --- --- ---- •- ---- - -- - 4 , t ; , - ��.- - . - - - - T _ -... .... .- � - -- - - - - - t _...' _.....-.-..-...-...`,.-..__-..:.._-._... ..... --- -...i-...-- - - _, ............. - - -- - - - - - t - - _. --- --. .--- -..`. .... .. - - - - : - ----------- - ... - -- --- t K VA --- .--- _. J _ - _ _ . . - - __ s _ ...... _........�s .. ........... _.._ Q 0 . -- --.- . .. S w�,� .. . ... ....... ............................. ................ ----------- _. .- _.._ _.,.- ._... ...._ -i - f . .. - - - - - ---- - 31 -- _. .... ; .. . . . -- - - ....... _ kA i q; 5 - + v� - �- FOR-.-THE-'NORTH..SlDE..DIA HR,4GA�l C.ONNE.CTl01V-TO...T.HE.E.X"lSTlNG T.ILTEJ.P,.PANEL,.. .--. REFER TO LEDGER ANCHOR CONNECTION TO THE WALL AND THE WOOD LEDGER _ .. --- CHECK IN THE GRAVITY SECTION OF THE CALCULATIONS. THE:SHEAR LOAD OF 24:8PLF 1l1/AS ACCOUNTED FOR'IN THE D'EVMT' 4N-CHOR CALCULATION AND- --HE: WOOD LED-G. CHECK, __ :45. Project Name: Cfs CaICs Page 1 of 3 Model: LFRS Shearwall —1 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report L_-,zdr ~ Load Inputs (All Loads are Unfactored LRFD Forces) 13 ft Top of Level Shear(lb) I-t 1 Level Wind Seismic Aspect Ratio 1 1 745 0.67 Seismic Design Parameters: Seismic Design Category= D SDS = 0.759 le = 1 Overstrength Defl Amplification Level Factor, Q0 Factor, Cd 1 2 2 Additional Applied Chord Axial Loads (lb) - Unfactored Level D L Lr S W 1 1911 0 0 0 0 I 19.5 ft 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 1 0. 745 38. 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 46 Project Name: cfs calcs Page 2 of 3 Model: LFRS Shearwall —1 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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, vn Ib/ft vu/ vn Factor Strength, vn Ib/ft vu/0vn 1 1 188 0 1 174 0.22 Chords Bracing (in) Axial Axial Flex K4) Axial K(P Bracing, Level Section Fy (ksi) Configuration Flexural KyLy KtLt (lb-in/in) (lb-in/in) Lm (in) 1 60OS162-43 33 Single 60 60 60 0 0 None Load Combinations ASCE7-16 LRFD LC1 = 1.4D LC2 = 1.21D + 1.6L + 0.5(Lr or S) LC3 = 1.21D + 1.6(Lr or S) + (L or 0.5W) LC4 = 1.21D + 1.OW+ L + 0.5(Lr or S) LC5 = 1.21D + 1.0E + L + 0.2S LC05 = (1.2+0.2Sds)D + QoQe + L + 0.2S Note: LC05 based on the lower of Overstrength or Expected Strength Factored Chord Compression, Pu (lb) Level LC1 LC2 LC3 LC4 LC5 LCO5 1 2675 2293 2294 2294 2790 3577 Factored Chord Strong-Axis Bending, Mux(ft-lb) Level LC1 LC2 LC3 LC4 LC5 LCO5 1 0 0 0 0 0 0 Minimum Minimum Interactions Level 4)Mnx (ft-lb) (�Pn (lb) LC1 LC2 LC3 LC4 LC5 LC05 1 1671 4593 0.582 0.499 0.499 0.499 0.607 0.779 Ties and Holdowns Holdown Holdown Exposed Rod Capacity Disp at Holdown Rod Dia. Level Holdown Quantity Config Length (in) 0 Tn (lb/Each) 4) Tn (in) height (in) (in) 1 DTT1Z-33 1 Base 4 1270 0.25 7.125 0.375 SIMPSON STRONG-TIE COMPANY INC. www.strongtiexom 47 Project Name: cfs calcs Page 3 of 3 Model: LFRS Shearwall —1 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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 (ASCE7-16 LRFD) LC6 = 0.91D + 1.OW LC7 =0.91D + 1.0E LC07 =(0.9-0.2Sds)D + Me Note: LC07 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 LC6 LC7 LC07 Wind Seismic Seismic w/Overstrength 1 1719 1223 436 1 745 1490 Ratio (Factored Net Uplift)/(Holdown Capacity) Level LC6 LC7 LC07 1 0 0 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 48 Project Name: Cfs CaICs Page 1 of 3 Model: LFRS Shearwall —2 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report L_-,zdr ~ Load Inputs (All Loads are Unfactored LRFD Forces) 13 ft Top of Level Shear(lb) I-t 1 Level Wind Seismic Aspect Ratio 1 1 1480 0.34 Seismic Design Parameters: Seismic Design Category= D SDS = 0.759 le = 1 Overstrength Defl Amplification Level Factor, Q0 Factor, Cd 1 2 2 Additional Applied Chord Axial Loads (lb) - Unfactored Level D L Lr S W 1 3797 0 0 0 0 I X75 ft 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 1 0. 1480 38. 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.strongtiexom 49 Project Name: cfs talcs Page 2 of 3 Model: LFRS Shearwall —2 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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, vn Ib/ft vu/ vn Factor Strength, vn Ib/ft vuh0vn 1 1 188 0 1 174 0.22 Chords Bracing (in) Axial Axial Flex K4) Axial K(P Bracing, Level Section Fy (ksi) Configuration Flexural KyLy KtLt (lb-in/in) (lb-in/in) Lm (in) 1 60OS162-43 33 (2) Back-To-Back 60 60 60 0 0 None Interconnection Spacing = 12 in Load Combinations ASCE7-16 LRFD LC1 = 1.4D LC2 = 1.21D + 1.6L + 0.5(Lr or S) LC3 = 1.21D + 1.6(Lr or S) + (L or 0.5W) LC4 = 1.21D + 1.OW+ L + 0.5(Lr or S) LC5 = 1.21D + 1.0E + L + 0.2S LC05 = (1.2+0.2Sds)D + Me + L + 0.2S Note: LC05 based on the lower of Overstrength or Expected Strength Factored Chord Compression, Pu (lb) Level LC1 LC2 LC3 LC4 LC5 LC05 1 5316 4556 4557 4557 5053 6126 Factored Chord Strong-Axis Bending, Mux (ft-lb) Level LC1 LC2 LC3 LC4 LC5 LC05 1 0 0 0 0 0 0 Minimum Minimum Interactions Level 4)Mnx (ft-lb) 4)Pn (lb) LC1 LC2 LC3 LC4 LC5 LC05 1 3622 10496 0.506 0.434 0.434 0.434 0.481 0.584 Ties and Holdowns Holdown Holdown Exposed Rod Capacity Disp at Holdown Rod Dia. Level Holdown Quantity Config Length (in) (V Tn (lb/Each) (1) 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 50 Project Name: cfs calcs Page 3 of 3 Model: LFRS Shearwall —2 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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 (ASCE7-16 LRFD) LC6 = 0.91D + 1.OW LC7 =0.91D + 1.0E LC07 =(0.9-0.2Sds)D + Me Note: LC07 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 LC6 LC7 LC07 Wind Seismic Seismic w/Overstrength 1 3417 2921 1848 1 1480 2960 Ratio (Factored Net Uplift)/(Holdown Capacity) Level LC6 LC7 LC07 1 0 0 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 51 Project Name: Cfs CaICs Page 1 of 3 Model: LFRS Shearwall —3 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report L_-,zdr ~ Load Inputs (All Loads are Unfactored LRFD Forces) 13 ft Top of Level Shear(lb) I-t 1 Level Wind Seismic Aspect Ratio 1 1 535 0.93 Seismic Design Parameters: Seismic Design Category= D SDS = 0.759 le = 1 Overstrength Defl Amplification Level Factor, Q0 Factor, Cd 1 2 2 Additional Applied Chord Axial Loads (lb) - Unfactored Level D L Lr S W 1 1372 0 0 0 0 I 14ft 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 1 0. 535 38. 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 52 Project Name: cfs talcs Page 2 of 3 Model: LFRS Shearwall —3 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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, vn Ib/ft vu/ vn Factor Strength, vn Ib/ft vu/0vn 1 1 188 0 1 174 0.22 Chords Bracing (in) Axial Axial Flex K4) Axial K(P Bracing, Level Section Fy (ksi) Configuration Flexural KyLy KtLt (lb-in/in) (lb-in/in) Lm (in) 1 60OS162-43 33 (2) Back-To-Back 60 60 60 0 0 None Interconnection Spacing = 12 in Load Combinations ASCE7-16 LRFD LC1 = 1.4D LC2 = 1.21D + 1.6L + 0.5(Lr or S) LC3 = 1.21D + 1.6(Lr or S) + (L or 0.5W) LC4 = 1.21D + 1.OW+ L + 0.5(Lr or S) LC5 = 1.21D + 1.0E + L + 0.2S LC05 = (1.2+0.2Sds)D + Me + L + 0.2S Note: LC05 based on the lower of Overstrength or Expected Strength Factored Chord Compression, Pu (lb) Level LC1 LC2 LC3 LC4 LC5 LC05 1 1921 1646 1647 1647 2143 2848 Factored Chord Strong-Axis Bending, Mux (ft-lb) Level LC1 LC2 LC3 LC4 LC5 LC05 1 0 0 0 0 0 0 Minimum Minimum Interactions Level 4)Mnx (ft-lb) 4)Pn (lb) LC1 LC2 LC3 LC4 LC5 LCO5 1 3622 10496 0.183 0.157 0.157 0.157 0.204 0.271 Ties and Holdowns Holdown Holdown Exposed Rod Capacity Disp at Holdown Rod Dia. Level Holdown Quantity Config Length (in) (V Tn (lb/Each) (1) 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 53 Project Name: cfs calcs Page 3 of 3 Model: LFRS Shearwall —3 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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 (ASCE7-16 LRFD) LC6 = 0.91D + 1.OW LC7 =0.91D + 1.0E LC07 =(0.9-0.2Sds)D + Me Note: LC07 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 LC6 LC7 LC07 Wind Seismic Seismic w/Overstrength 1 1234 738 33 1 535 1070 Ratio (Factored Net Uplift)/(Holdown Capacity) Level LC6 LC7 LC07 1 0 0 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 54 Project Name: Cfs CaICs Page 1 of 3 Model: LFRS Shearwall —4 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report L_-,zdr ~ Load Inputs (All Loads are Unfactored LRFD Forces) 9.5 ft Top of Level Shear(lb) I-t 1 Level Wind Seismic Aspect Ratio 1 1 573 0.63 Seismic Design Parameters: Seismic Design Category= D SDS = 0.759 le = 1 Overstrength Defl Amplification Level Factor, Q0 Factor, Cd 1 2 2 Additional Applied Chord Axial Loads (lb) - Unfactored Level D L Lr S W 1 1050 0 0 0 0 I 15ft 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 1 0. 573 38.2 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 55 Project Name: cfs talcs Page 2 of 3 Model: LFRS Shearwall —4 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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, vn Ib/ft vu/ vn Factor Strength, vn Ib/ft vu/0vn 1 1 188 0 1 174 0.22 Chords Bracing (in) Axial Axial Flex K4) Axial K(P Bracing, Level Section Fy (ksi) Configuration Flexural KyLy KtLt (lb-in/in) (lb-in/in) Lm (in) 1 60OS162-43 33 (2) Back-To-Back 60 60 60 0 0 None Interconnection Spacing = 12 in Load Combinations ASCE7-16 LRFD LC1 = 1.4D LC2 = 1.21D + 1.6L + 0.5(Lr or S) LC3 = 1.21D + 1.6(Lr or S) + (L or 0.5W) LC4 = 1.21D + 1.OW+ L + 0.5(Lr or S) LC5 = 1.21D + 1.0E + L + 0.2S LC05 = (1.2+0.2Sds)D + Me + L + 0.2S Note: LC05 based on the lower of Overstrength or Expected Strength Factored Chord Compression, Pu (lb) Level LC1 LC2 LC3 LC4 LC5 LC05 1 1470 1260 1260 1261 1623 2145 Factored Chord Strong-Axis Bending, Mux (ft-lb) Level LC1 LC2 LC3 LC4 LC5 LC05 1 0 0 0 0 0 0 Minimum Minimum Interactions Level 4)Mnx (ft-lb) 4)Pn (lb) LC1 LC2 LC3 LC4 LC5 LCO5 1 3622 10496 0.14 0.12 0.12 0.12 0.155 0.204 Ties and Holdowns Holdown Holdown Exposed Rod Capacity Disp at Holdown Rod Dia. Level Holdown Quantity Config Length (in) (V Tn (lb/Each) (1) 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 56 Project Name: cfs calcs Page 3 of 3 Model: LFRS Shearwall —4 Date:05/01/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 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 (ASCE7-16 LRFD) LC6 = 0.91D + 1.OW LC7 =0.91D + 1.0E LC07 =(0.9-0.2Sds)D + Me Note: LC07 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 LC6 LC7 LC07 Wind Seismic Seismic w/Overstrength 1 944 582 60 1 573 1146 Ratio (Factored Net Uplift)/(Holdown Capacity) Level LC6 LC7 LC07 1 0 0 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 57 North American Standard For Cold-Formed Steel Framing - Lateral Design with Supplement No. 1 23 Table D24 United States and Mexico Nominal Shear Strength(Rn)for Diaphragmswith Wood Sheathing1.4 (Pounds Per Foot) Blocked Unblocked Screw spacing at diaphragm Screws spaced maximum of 6" boundary edges and at all continuous panel edges(in.) on all supported edges Thick- Membrane Screw Hess 6 4 n 2.5 2 Load Material Size (I ) perpendicular Screw spacing at all to unblocked All other other panel edges(in.) edges and configurations continuous 6 6 4 3 panel joints 3/8 768 1022 1660 2045 685 510 Structural I See note 2 7/16 768 1127 1800 2255 755 565 15/32 925 1232 1970 2465 825 615 C-D, C-C and 3/8 690 920 1470 1840 615 460 other graded See (615/2.5=246PLF ASD) (460/2.5=184PLF ASD) wood note 2 7/16 760 1015 1620 2030 680 505 structural panelS3 15/32 832 1110 1770 2215 740 555 1. For SI: 1"=25.4 mm, 1 foot=0.305 m, 1 Ib=4.45 N. 2. No.8 screws(minimum)shall be used when framing members have a designation thickness of 54 mils or less and No. 10 screws(minimum)shall be used when framing members have a designation thickness greater than 54 mils. 3. Wood structural panels shall conform to DOC PS-1 and PS-2. 4. For wood structural panel sheathed diaphragms,tabulated Rn values shall be applicable for short-term load duration (wind or seismic loads). For other in-plane lateral loads of normal or permanent load duration as defined by the AF&PA NDS,the values in the table above for wood structural panel sheathed diaphragms shall be multiplied by 0.75 (normal)or 0.67(permanent). D3 Special Seismic Requirements :MLOADS:: ALL SHEAR WALLS WORK WITH GYP SHEARp a ABLE LOAD OF 38.2PLF. ALLOWABLEPLF. BY INSPECTION THE DIAPRAGM IS OK. D3.1 General Where the seismic response modification coefficient, R, used to determine the lateral forces is taken greater than 3, the requirements of this section shall apply in addition to the requirements of Sections D1 and D2. Diaphragms shall be defined as flexible or rigid, in accordance with the applicable building code. D3.2 Wood Diaphragms The aspect ratio (length/width) of a diaphragm sheathed with wood structural sheathing shall be limited to 4:1 where all edges of the wood structural panel sheathing are attached to framing members or to intermittent blocking. Where there is no intermittent blocking, the aspect ratio shall be limited to 3:1. Wood structural panel sheathing shall be arranged so that 34 Date: 06/09/2026 Permit#: 5343 Permit Date: 05/10/2023 Review Date: 05/10/2023 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 06/07/2023 Scheduled Time: 00:00 Completed Date: 05/23/2023 Description: See note Review Status: Approved Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes Approved uses per SUP: 3.110 - Office &4.120 - Manufacturing 05/11/2023 Proposed Use: 1,664sf Office & 17,220sf Warehouse 05/23/2023 Per MOU between the city and the developer the proposed use is allowed within Smaartcap Building B. Property Information Parcel#: 310521004001000 SMARTCAP ARLINGTON AIRPORT INDUSTRIAL PARK QOZB, LLC SMARTCAP ARLINGTON AIRPORT INDUSTRIAL 8201 164th Ave NE Ste J PARK QOZB, LLC 17216 51 ST AVE NE STE 105 Redmond,WA 98052 Zoning: 090 MASTER ADDRESSLot: Block: Date: 06/09/2026 Permit#: 5343 Permit Date: 05/10/2023 Review Date: 05/10/2023 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 06/07/2023 Scheduled Time: 00:00 Completed Date: 05/19/2023 Description: Must provide (No Storage Above)placard at top of office wall every 20'all mezzanine areas Review Status: Approved with Conditions Assigned To: BUILDING Time In: 00:00 Time Out: 00:00 Hours: 1.5 Notes 05/19/2023 Must provide (No Storage Above)placard at top of office wall every 20' all mezzanine areas Property Information Parcel#: 310521004001000 SMARTCAP ARLINGTON AIRPORT INDUSTRIAL PARK QOZB, LLC SMARTCAP ARLINGTON AIRPORT INDUSTRIAL 8201 164th Ave NE Ste J PARK QOZB, LLC 17216 51 ST AVE NE STE 105 Redmond,WA 98052 Zoning: 090 MASTER ADDRESSLot: Block: Permit#: 5343 Permit Date: 05/10/23 Permit Type: COMMERCIAL ALTERATION Project Name: IDI Distributors Applicant Name: SmartCap Arlington Airport Applicant Address: 8201 164th Ave NE Ste J Applicant, City,Redmond,WA 98052 State, Zip: Contact: Kellanne Henry Phone: 206-619-4472 Email: edm@lmueller.com; kellanne@thesmartcapgroup.com Scope of Work: 1664 sf TI containing a break room, conference room, restrooms, three private offices and a demising wall for IDI Distributors Valuation: 200000.00 Square Feet: 18884 Number of Stories: I Construction Type: 11113 Occupancy Group: B; Business ID Code: Permit Issued: 06/08/2023 Permit Expires: 11/06/2023 Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SMARTCAP ARLINGTON 310521004001000 17216 51 ST AVE NE STE AIRPORT 090 MASTER 105 ADDRESS INDUSTRIAL PARK QOZB,LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Pivotal Construction Mark 206-290-4478 8201 164th Ave CONSTRUCTION COA 604 474 582 NE,Suite 110 CONTRACTOR 8201 164th Ave CONSTRUCTION Pivotal Construction Mark 206-290-4478 L&I SMARTCL810NR NE,Suite 110 CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status Temp CO Not 09/19/2023 Inspection Prefers later in the 09/20/2023 09/20/2023 BUILDING afternoon. Completed 09/14/2023 Inspection Ceiling Cover 09/13/2023 SafeBuilt Approved 08/17/2023 Inspection Drywall nailing 08/18/2023 08/18/2023 BUILDING Not Completed 08/09/2023 C09.FRAMING 08/10/2023 08/10/2023 BUILDING Approved 07/28/2023 C09.FRAMING 07/31/2023 07/31/2023 BUILDING Approved 07/18/2023 C09.FRAMING 07/19/2023 07/19/2023 BUILDING Approved 09/25/2023 Inspection TCO 09/26/2023 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL Must provide(No Storage Above)placard at top of office Approved with OS/10/2023 ALTERATION wall every 20'all mezzanine areas BUILDING Conditions 05/10/2023 COMMERCIAL See note PLANNING Approved ALTERATION 05/10/2023 COMMERCIAL No comments,LT&KS PW-ADMIN-GIS Approved ALTERATION 05/10/2023 COMMERCIAL No comments.Class 1.SB PW-SEW-REV Approved ALTERATION 05/10/2023 COMMERCIAL PW-SEW-REV No Comment ALTERATION Received Fees Fee Description Notes Amount Processing/Technology $25.00 Building Permit Table 4-1 $2,338.74 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $1,520.18 Total $3,908.92 Attached Letters Date Letter Description 05/25/2023 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 05/25/2023 XBP Con£ $3,908.92 145543762 Outstanding Balance $0.00 Notes Date Note Created By: 05/10/2023 Deferred submittals:Plumbing,Mechanical,Fire Sprinkler,Fire Alarm Raelynn Jones Uploaded Files Date File Name 10/16/2023 17198922-20230519 BLD5343 ApprovedPlans.pdf 06/08/2023 15701705-20230608 BLD5343 IssuedPermit.pdf 05/10/2023 15363982-22030505 BLD5343 Structural Calculations.pdf 05/10/2023 15363978-20230505 BLD5343 Application.pdf 05/10/2023 15363979-20230505 BLD5343 DeferredSubmittal.pdf 05/10/2023 15363980-20230505 BLD5343 Energy Calculations.pdf