Loading...
HomeMy WebLinkAbout17216 51st Ave Ne Ste 100_BLD5320_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 51st Ave NE - Suite 100 Project Valuation: $ 1,213,350 Lot#: Parcel ID No.: 31052100400100 Subdivision: Project Scope of work: 60,098 s.f.tenant improvement containing 3,128 s.f.office area with a conference room,restrooms and private offices. 23,400 s.f.of the warehouse area will be used for industrial manufacturing open offices and 33,570 s.f.will be used for warehouse. The entire 60,098 s.f.tenant area will be insulated. IBC Construction Type: III-B IBC Occupancy Type: B, F-1, S-1 Building/Space Square Footage: 60,098 Number of Stories: 1 Square Footage Per Floor: 1st 18,183 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:2023.04.25 09:56:05-07'00' Kellanne Henry 4/25/2023 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: Process Solutions T.I. 60,098 s,f,tenant improvement containing 3,128 s.f.office area with a conference room,restrooms and private offices. 23,400 s.f.of the warehouse area will Prol ect Description: be used for industrial manufacturing open offices and 33,570 s.f.will be used for warehouse. The entire 60,098 s.f.tenant area will be insulated. 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 MlnShull 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: 6/1/2023 ITEM. Mechanical (HVAC) DATE: 6/1/2023 ITEM: Sprinkler DATE: 6/11/2023 ITEM: Fire Alarm DATE: 6/1/2023 ITEM: Electrical DATE: 6/1/2023 ITEM: Signage DATE: 7/1/2023 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 Digitally signed by Kellanne Henry Date:2023.03 28 16 53 40-07 00' Kellanne Henry 4/25/2023 Signature Print Name Date SAVE PRINT REV03.2022 F R A N K L I N 625 Fourth Avenue PH 425 827-3324 Suite 202 FAX 425 827-6252 ENGINEERING Kirkland, WA 98033 nitih(egfrarkhneng.com MECHANICAL CONSULTING March 17, 2023 ENVELOPE SUMMARY RE: Process Solutions TI — Arlington Airport Industrial Park - Smartcap Building B Arlington Airport Industrial Park Arlington, WA Conversion of existing semi-heated warehouse to conditioned Office space & manufacturing. Project complies with 2018 WSEC, Commercial Provisions, using the Component Performance approach. Roof (Existing): R-38 minimum rigid insulation above roof deck. U=0.027, default Table A102.2.6(1) Wall (Mass, Opaque, Exterior, Floor to 10'-0" Ceiling): Concrete, min 6" thick, air gap, 3-1/2" metal studs, 24" oc with R-15 Batt insulation, U=0.102, default Table Al03.3.6.1(1) per footnote (c) to Table Al03.3.7.1(4) Wall (Mass, Opaque, Exterior, 10'-0" Ceiling to Roof): Concrete, min. 6" thick, with continuous R-21 Batt insulation on stickpins, U=0.045, default Table Al03.3.7.1(4) Wall (Metal, Opaque, Demising): 6" metal studs, 16" oc with R-21 Batt insulation, U=0.106, default Table Al 03.3.6.1(1) Wall (Mass, Opaque, around OH Doors): Concrete, min 6" thick, no insulation, U=0.74, default Table A103.3.7.1(2) 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 Process Solutions TI Envelope Summary March 17, 2023 Page 2 Doors (Existing, Swinging, Opaque): Insulated metal, U=0.37, default Table A107.1(1) Doors (Existing, Roll-up, Opaque): Insulated metal, min. R-10, U=0.17, default Table Al 07.1(4) 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 Skylights (Existing): NFRC certified assembly, U-0.50, SHGC-0.35, VT=0.50 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. 3/17/23,9:32 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 ENVELOPE 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 Process Solutions TI-2018 WSEC For Building Department Use: Date: Mar 17,2023 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) Warehouse,General Storage Building Cond.Floor Area 168,494 Project Cond.Floor Area 60,059 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 and warehouse 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 11.01%/1.28% No Calculation Adjustments allowed No alternates selected COMPLIES Air Barrier Testing Air barrier testing included in project scope Air Barrier Comments Project Title Process Solutions TI-2018 WSEC Date Mar 17. 2023 Scope&Space Conditioning TENANT SPACES—FIRST BUILD OUT-FULLY CONDITIONED Compliance Verification COMPLIES Window-to-wall Ratio 1 1.01% Skylight-to-roof-ratio 1.28% 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) (MB Roof) Insulation entirely above deck I Rigid Above Deck Exterior I R-38(<0.04%) U-0.027 59,291 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A102.2.6(3) 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 Mtl Fun-Demising Interior partition R-21 R-0(<0.04%) U-0.106 4,988 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A 103.3.6.1(1) Framing Depth:2x6 Framing Spacing:16"oc Is this assembly exterior or interior?:Interior partition Mass(precast concrete)-Commercial I Cone+Mtl Furr Yes R-15 R-0(<0.04%) Yes U-0.102 4,919 Does assembly include wall furring?:Yes Wall Furring Material:Steel-frame Framing Depth:2x4 Framing Spacing:24"oc U-Factor Source:WSEC Appendix U-Factor Source Description:Table A103.3.6.1(1) Mass(precast concrete)-Commercial I Cone+Stickpin Yes R-21(<0.04%) No U-0.045 15,194 Does assembly include wall furring?:No Framing Spacing: https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 1/5 3/17/23,9:32 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A103.3.7.1(2) Mass(precast concrete)-Commercial I Bare Conc Yes R-0(<0.04%) No U-0.74 1,123 Does assembly include wall furring?:No Framing Spacing: U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A103.3.7.1(2) Floors and Edges Location in Documents Assembly ID Assembly Location Cavity u Continuous U-Factor Net Area(SF) (/o penetration) 4- Steel-framing/joist Floor Over Soffit Exterior R-11 R-0(<0.04%) U-0.11 374 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table Al05.1(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 1,102 Slab Insulation Method:Uninsulated slab F-Factor Source:WSEC Appendix A F-Factor Source Description:Table A106.1 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 Exterior R-0 I I U-0.37 147 What percentage of this opaque door is glazing?:50%or less U-Factor Source:WSEC Appendix A U-Factor Source Description:Table At07.1(1) Is this assembly exterior or interior?:Exterior Is this a public entrance door?:No Roll-up I Roll-Up Doors Exterior R-10 U-0.17 1,976 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A107.(4) Is this assembly exterior or interior?:Exterior 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 I NFRC Windows Exterior South/East/West Facing PF<0.2 SHGC-0.38 U-0.38 1,110 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description: Is this assembly exterior or interior?:Exterior Fixed-Class AW or site built NFRC Windows Exterior North Facing PF<0.2 SHGC-0.38 U-0.38 1,675 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 South/East/West Facing PF<0.2 SHGC-0.38 U-0.60 105 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 Skylights Location in Documents Assembly ID Assembly Location Fenestration Fenestration Rough SHGC U-Factor Opening(SF) All types I NFRC Skylight Exterior SHGC-0.35 U-0.50 768 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description: Is this assembly exterior or interior?:Exterior https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 2/5 3/17/23,9:32 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 Project Title Process Solutions TI-2018 WSEC Date Mar 17,2023 U x A Calculation TENANT SPACES-FIRST BUILD OUT-FULLY CONDITIONED COMPLIES 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 Insulation entirely above deck Rigid Above Deck 0.027 59,291.0 1,600.9 0.027 59,()1.0 1,600.9 Wall Wall 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 Fun-Demising 0.106 4,988.0 528.7 0.055 4,988.0 (1) Mass(precast concrete)-Commercial Conc+Md Fun 0.102 4,919.0 501.7 0.104 4,919.0 511.6 Mass(precast concrete)-Commercial Cone+Stickpin 0.045 15,194.0 683.7 0.104 15,(19)4.0 1,580.2 Mass(precast concrete)-Commercial Bare Cone 0.74 1,123.0 831.0 0.104 1,123.0 (1) Floor Floor Floors and Edges Assembly ID Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A Factor Factor Steel-framing/joist Floor Over Soffit 0.11 374.0 41.1 0.029 374.0 (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) (LF) Unheated slab Uninsulated Slab 0.73 1,102.0 804.5 0.54 1,102.0 (1) Fenestration and Opaque Door Assemblies PROPOSED TARGET Door or Opaque Doors Assembly ID Assembly U- Rough Opening U x A Assembly U- Rough Opening U x A Factor (SF) Factor (SF) Swinging Man Door 0.37 147.0 54.4 0.37 147.0 54.4 Roll-up Roll-Up Doors 0.17 1,976.0 335.9 0.34 1,976.0 (1) 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 0.38 1,110.0 421.8 0.38 1,110.0 421.8 Fixed-Class AW or site built NFRC Windows 0.38 1,675.0 636.5 0.38 1,(71).0 636.5 Door oor 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 0.60 105.0 63.0 0.60 105.0 63.0 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 3/5 3/17/23,9:32 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 Skylight Rough Opening Skylight Rough Opening Skylights Assembly ID Assembly U- (SF) U x A Assembly U- (SF) U x A Factor Factor All types NFRC Skylight 0.50 768.0 384.0 0.50 768.0 384.0 Proposed Area Proposed UxA Target Area Target UxA Project Totals 1 92,772 6,887 92,772 6,921 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 4/5 3/17/23,9:32 AM https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 Project Title Process Solutions TI-2018 WSEC Date Mar 17,2023 SHGC x A Calculatio TENANT SPACES—FIRST BUILD OUT-FULLY CONDITIONED COMPLIES Fenestration and Opaque Door Assemblies PROPOSED TARGET Glazed Doors-South/East/West 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 0.38 105.0 39.9 0.38 105.0 39.9 Horizontal Assembly ID PF Skylight Rough Opening SHGC x A Skylight Rough Opening SHGC x A SHGC (SF) SHGC (SF) Skylights NFRC Skylight 0.35 768.0 268.8 0.35 768.0 268.8 Vertical Fenestration-North Facing Assembly ID PF Fenestration Rough Opening SHGC x A Fenestration Rough Opening SHGC x A SHGC (SF) SHGC (SF) Fixed-Class AW or site built NFRC Windows PF<0.2 0.38 1,675.0 636.5 0.51 1,675.0 (1) Vertical Fenestration-South/East/West Facing Assembly ID PF Fenestration Rough Opening SHGC x A Fenestration Rough Opening SHGC x A SHGC (SF) SHGC (SF) Fixed-Class AW or site built NFRC Windows PF<0.2 0.38 1,110.0 421.8 0.38 1,110.0 421.8 Proposed Area Proposed SHGC x A Target Area Target SHGC x A Project Totals 3,658 1,367 3,658 1,585 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MTYxMzEmZnZpPTE2JmNOaTOzMQ==&print=1 5/5 P Y SHELL PROJECT DATA LEGAL DESCRIPTION ~ \1, e -- �� 1 i ZONING DESIGNATION: BP-BUSINESS PARK THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST -- ---------- L. 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 i -- - � � 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 FIFE w w w FlF�' w' w' w' FIRE W / o \ HVDRW�i w HmRAHr W HroRAHr I ( �' I', 1 HEIGHT LIMITATION: 50 FEET EAST A DISTANCE OF 280.15 FEET TO THE POINT OF BEGINNING; N iTu 0 oV ofioV VoV I MAXIMUM LOT COVERAGE 100% -\ o 0 0 0 '� '. FEET TO THENCE CONTINUINGTHE POINT OF ORVA URE;EAST THENCE 102 96 FEOET 557.21 0 o 0 0 E T T DISTANCE ALONG � ---- ------- ------- ------- ---- - - --- ------- ------ ------ ---- I I�; � A TANGENT CURVE TO F THE CLEFT, CONCAVE TO THE NORTHEAST,O a - I BUILDING DATA HAVING A RADIUS 586.76 FEET AND CONSUMING A CENTRAL ANGLE - I � I � OF 10'03'05"; a THENCE NORTH 87°34 27' WEST A DISTANCE OF 1095.75 FEET; CODES USED: 2018 IBC, IMC, UPC, IFC, THENCE SOUTH 02°25'32" WEST A DISTANCE OF 659.06 FEET; _ 2018 ICC ANSI 117.1, 2012 THENCE SOUTH 87°34'27" EAST A DISTANCE OF 112625 FEET TO d WSNREC &CITY OF ARLINGTON n GoncRErE MUNICIPAL CODE THE POINT OF BEGINNING. _ C A V ER+WALL SEE "` AR A Or !YYORf\ RAL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. a o s. TYPE OF CONSTRUCTION: TYPE III-B, SPRINKLED (CONTAINING APPROXIMATELY 734,815 S,F, 16.87 ACRES) IS PERMIT III I OCCUPANCY GROUPS (ANTICIPATED): B, S-1 AND F-1 / _ PROC SS SOLUTIO. S s NUMBER OF STORIES: 1 TAX PARCEL NUMBER: 31052100400100 0 ( R ) BUILDING SETBACK FROM ARTERIAL PROVIDED. 79' 10" +I - s N I � I I �o BUILDING SETBACK FROM LOT BOUNDARY LINE PROVIDED: 87'-0" VICINITY MAP 3 I c� ______________________-______ _.__-____ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ BUILDING HEIGHT(MAXIMUM): - S I _-�- I I o T(MA UM): 32'-ip" I Q 7S II�- °♦_*° �S��n Q °♦ ♦° 0 L 0� °♦ ° L L IA-AV �ZS-"A,- -��- -♦-�° -��-0-�°A�-A (IMPERVIOUS SURFACE): 283,069 S.F. (39%) Ed w- LOT COVERAGE I s �I I * EXCLUDES EXISTING BUILDING A - _-____--_- c� 3 I ALLOWABLE FLOOR AREA: UNLIMITED FIRE HYO i FIRE HYDRA FIRE HYORPNi I SITE s� ------- w o d i�I ALLOWABLE AREA CALCULATION ego_- so -_ so - _so ___­­SD-SD-W _ _ ___ _ ____ ___ PER IBC 503.1.2,TWO OR MORE BUILDINGS ON THE SAME LOT SHALL BE RaniEo cRosswax slMlua To ww w w o w H ` CONSIDERED AS PORTIONS OF ONE BUILDING. BUILDING A AND BUILDING w w w w w W W w AHinyl _ ss ss ss s ss ss ss • ss ss u , B TO BE UNLIMITED AREA BUILDING(S) PER I.B.C. 507.4,SPRINKLED ONE AdiI ss s ss�-ss ss ss ss 00 sF MI STORY BUILDING SEPARATED BY YARDS 60'OR GREATER. Ai I. s�� I) ° ss ss ss BUILDING AREA: sl s PROPOSED BUILDING B AREA(FOOTPRINT) 168,494 S.F. v v 0 I v O v v 0 I (`(YF, 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 iw.wk PLAN TOTAL PARKING REQUIRED FOR BUILDING B: 170 STALLS s A 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 O 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 Q) PROCEED WITH AND COMPLETE THE WORK SHALL BE PAID FOR BY THE CONTRACTOR. ACCESSIBLE 7 STALLS FIRE SPRINKLER PERMIT E FIRE ALARM PERMIT (1) = 75 2. THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND TOTAL PARKING PROVIDED BUILDING B: 283 STALLS SIGN PERMIT > _ RACKING/SHELVING OVER 5'-9' MATERIALS, EQUIPMENT AND TRANSPORTATION NECESSARY OR REASONABLY TOTAL PARKING PROVIDED BUILDING A& B: 560 STALLS Q O INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. BY S SUBMITTING A PROPOSAL, THE CONTRACTOR REPRESENTS THAT THROUGH BUILDING TO BE SEMI HEATED SPACE. SEE ENERGY ANALYSIS BY PROJECT TEAM EXAMINATION OF THE SITE AND ALL EXISTING CONDITIONS AND LIMITATIONS HAVE FRANKLIN ENGINEERING. BIDDER DESIGN GAS HEAT TO BE DESIGNED FOR '^ /1 BEEN MADE AND THAT THE CONTRACT DOCUMENTS HAVE BEEN EXAMINED IN SEMI-HEATED SPACE(8/BTU/S.F.) FOR ENTIRE BUILDING AND = 0 �./ 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 m ,^ Q Q AND EXISTING CONDITIONS ARE SUFFICIENT, ADEQUATE AND SATISFACTORY FOR INSULATION OVER ENTIRE ROOF AREA. 8201 164TH AVE.NE,SUITE 110 N v, CONSTRUCTION OF THE WORK. WHERE MINOR ADJUSTMENTS TO THE WORK ARE REDMOND,WA.98052 Q NECESSARY FOR THE PURPOSES OF FABRICATION AND INSTALLATION OF ITEMS, OR STORAGE CLEAR HEIGHT(INTERIOR): 24' FEET HIGH (206)619-4472 7 RESOLUTIONS OF CONFLICTS BETWEEN ITEMS, WITHIN THE INTENT OF THE CONTRACT CONTACT: KELLANNE HENRY GO Q O DOCUMENTS, THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS AT NO ADDED EMAIL: KELLANNEOTHESMARTCAPGROUP.COM p O 2 EXPENSE TO THE OWNER. WHERE SUCH MINOR ADJUSTMENTS AFFECT FUNCTIONAL O_ OR AESTHETIC DESIGN OF THE WORK, THEY SHALL BE SUBMITTED TO THE ARCHITECT ARCHITECT: LANCE MUELLER&ASSOCIATES O ^^ '- FOR REVIEW AND APPROVAL. T.I. PROJECT DATA 130 LAKESIDE, SUITE#250 I.L Q Q SEATTLE,WA.98122 3. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER, INCLUDING AREA FOR (206) 325-2553 FAX(206)328-0554 WORK, MATERIALS STORAGE, ACCESS TO AND FROM THE WORK, SPECIAL CONDITIONS CONTACT: ED MINSHULL ��ffII 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 ul Q m ELECTRICAL SERVICES. N OCCUPANCY GROUP: B,F-1,S-1 STRUCTURAL: ENGINEERS NORTHWEST INC.P.S. W 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE HIGHEST STANDARD TENANT AREA: 60,098 S.F. 19020 33RD AVE.W.,SUITE 530 - ut OF WORKMANSHIP IN GENERAL AND WITH SUCH STANDARDS AS ARE SPECIFIED. B-OFFICE: 3,128 S.F. LYNNWOOD,WA.98036 m (206) 525-7560 FAX(206)522-6698 5. CONTRACTOR SHALL ADHERE TO ALL BUILDING STANDARDS. ANY CHANGE TO F-1 -INDUSTRIAL: 23,400 S.F. CONTACT: JOANNE BAYUGA r, Q o SAME SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR REVIEW AND APPROVAL. S-1 -STORAGE: 33,570 S.F. EMAIL: JOANNEB@ENGINEERSNW.COM u Ev 6. CONTRACTOR SHALL SUBMIT SAMPLES OF ALL FINISHES OF SUCH SIZE AND OCCUPANT LOAD: CONTRACTOR: PIVOTAL CONSTRUCTION O NUMBER THAT THEY REPRESENT A REASONABLE DISTRIBUTION OF COLOR RANGE AND B-OFFICE: 3,128 S.F./150=22 OCCUPANTS 8201 D, AVE.SE,SUITE 110 N PATTERN PRIOR TO INSTALLATION FOR ARCHITECT'S APPROVAL. CONTRACTOR SHALL F-1 -INDUSTRIAL: 23,400 S.F./100=234 OCCUPANTS R2060290 44788052 UJ w PROVIDE SHOP DRAWINGS AND PRODUCT DATA FOR ARCHITECT'S APPROVAL ON ALL 00 SPECIAL ITEMS REQUIRING CUSTOM FABRICATION. S-1 -STORAGE: 33,570 S.F./500=68 OCCUPANTS CONTACT: MARK MCGARY m EMAIL: MARKM®PIVOTAL-GC.COM Q F Q TOTAL OCCUPANT LOAD: 324 OCCUPANTS `1I 3 7. CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE AND TENANT: PROCESS SOLUTIONS Ld NOTIFY ARCHITECT OF ANY DISCREPANCIES. CONTRACTOR IS NOT TO SCALE PARKING REQUIRED: U DRAWINGS. OFFICE(1/400 S.F.) 3,128/400-7.82 STALLSITQ 8. CONTRACTOR SHALL PROVIDE FOR ALL WORK REQUIRED TO MAINTAIN COMPLIANCE INDUSTRIAL(1/800 S.F.) 23,400/600=39 STALLS w DRAWING INDEX WITH LOCAL FIRE CODE. PROVIDE FOR ALL REQUIRED SHOP DRAWINGS AND W W 1n WAREHOUSE(1/1,200 S.F.) 33,570/1,200=27.98 STALLS J APPROVALS. W TOTAL PARKING REQUIRED THIS TENANT: 74.8 OR 75 STALLS ARCHRECTURAL LJ J m 9. MECHANICAL AND ELECTRICAL FIXTURES, OUTLETS, ETC. WHEN SHOWN ON THE TAIO SITE PLAN AND COVER SHEET = W N N ARCHITECTURAL DRAWINGS ARE FOR LOCATION INFORMATION ONLY. MECHANICAL AND PROJECT DESCRIPTION CS1TA20 CODEFLOO SUMMARY SHEET c/') - ELECTRICAL TO BE DESIGNED BY OTHERS. ALL CIRCUITING COORDINATION TO BE BY OTHERS. C TA2.1 ENLARGED FLOOR PUNS W L I Ul 10. CONTRACTOR IS TO PROVIDE DRAWINGS FOR ARCHITECT'S & OWNER APPROVAL CONSTRUCT 3,128 S.F.OFFICE AREA WITH CONFERENCE ROOM,RESTROOMS,AND PRIVATE OFFICES. TA22 INTERIOR ELEVATIONS SHOWING LOCATIONS OF ALL HVAC THERMOSTATS, GRILLES, AND DIFFUSERS, FIRE 23,400 ST OF THE WAREHOUSE AREA WILL BE USED FOR INDUSTRIAL MANUFACTURING OPEN OFFICES TA3.o REFLECTED CEILING PUN Q W o AND SMOKE DETECTION DEVICES INCLUDING SPRINKLERS AND FIRE EXTINGUISHERS. AND 33,570 S.F.WILL BE USED FOR WAREHOUSE. THE ENTIRE 60,098 S.F.TENANT AREA WILL BE TA3.1 ENLARGED REFLECTED CEILING PUNS C,.� ❑ inINSULATED. TA4.0 WALL SECTIONS w U 11. ANY CHANGE IN LIGHT FIXTURE PLACEMENT DUE TO INTERFERENCE OF TA4.1 WALL SECTIONS Y MECHANICAL OR STRUCTURAL COMPONENTS MUST BE APPROVED BY ARCHITECT & TA4.2 WALL SECTIONS Z TENANT. TA5.0 SCHEDULES,DETAILS Q Q 12. BUILDING HAS BEEN DESIGNED AS SEMI-HEATED SPACE. SEE ENERGY TA6.0 WALL AND CEILING CONNECTIONS,DETAILS Z J Q m CALCULATION BY FRANKLIN ENGINEERING FOR CONDITIONED TENANT SPACE. STRUCTURAL: sheet 13. PLUMBING AND ELECTRICAL SYSTEM IS BIDDER DESIGN. 50.1 GENERAL NOTES AND SCHEDULES 51.0 OVERALL PLAN 14. REFER TO "LOWES CROSS DOCK (XDT) - HUB FACILITY" DOCUMENT FOR 51.1 PARTIAL CEILING FRAMING PUNS `J-' TA1 COMPLETE OUTLINE OF WORK FOR THIS PROJECT. 52.1 LIGHT GAGE FRAMING SECTIONS N 2 3 14 5 6 7 18 PLAN LEGEND M EXISTING WALL (SHADED) ® GLASS(SECTION) 2 DETAIL o _T DETAILS ------- + NEW INTERIOR WALL PER PLANS GYPSUM WALL BOARD A1.2 SHEET A CAULKING/SEALANT NUMBER db PLYWOOD EARTH REVISIONS 2 RIGID INSULATION p I _ - WALL TYPES BATT g GRAVEL/ROCK ® INSULATION ME L 2 I ENLARGEDr BUSINESS A PLANS/DE TAILS e _777_ e e _ o CONCRETE Iol DOOR NUMBER (E=EXISTING) j ELEVATION • I L'== SS I ii3ii WOOD FRAMING INTERIOR COLUMNS OR MANUFACT ONUMBER BLOCKING OR SHIM SHEET ELEVATIONi A GRID LINES r- 140 GLASS(ELEVATION) 234 I I 234 O2 KEYNOTE SYMBOL *(OR) T TEMPERED GLASS c I I k i 1 4 1 I , : • PLUMBING FIXTURE COUNT D� OCCUPANTT LCA� ------( DRINKING FOUNTAINS REQUIRED: PROVIDE ]FR FIRST 150. THEN 1 FOR EACH 500 W i B-OFFICE: 3,128 S.F./150=20.86 OR 21 OCCUPANTS THEREAFTER. _ WAREHOUSE BUSINESS F-1 -INDUSTRIAL: 23,400 S.F./100=234 OCCUPANTS ; O 1 0 O O O I O O O O O 1 ----' S-1 -STORAGE: 33,570 S.F./500=67.14 OR 68 OCCUPANTS OCCUPANT LOAD OF TENANT IMPROVEMENT a 1 I , I TOTAL 323 OCCUPANTS WATER CLOSETS PROVIDED 2 DRINKING FOUNTAINS REQUIRED. 2 DRINKING FOUNTAINS PROVIDED. MALE - 0.3 + 1.17 + 0.34 = 1.81 or 2 REQUIRED SG FEMALE - 0.3 + 1.17 + 0.34 = 1.18 or 2 REQUIRED 2 MALE AND 2 FEMALE WC REQUIRED WATER CLOSET CALCULATIONS 5 MALE WC & 6 URINAL, 6 FEMALE WC PROVIDED. o o 0 0 o i o a o 0 0 AREA PER OCCUPANT TOTAL MIN. REQUIRED WC PERCENTAGE $ USE LOAD I W I I TABLE 1004.L2 RATIO OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY Y (RATIO) i I WAREHOUSE TABLE 2902.1 SAMPLE PROBLEMS tat 1 PER 25 FOR i B (BUSINESS) 3,128 S.F. 150 GROSS 20.86 10.43 MALE/ 10.43 FEMALE FIRST 50 0.3 MALE, 0.3 FEMALE I I I F-1 (INDUSTRIAL) 23,400 S.F. 100 GROSS 234 117 MALE/ 117 FEMALE 1 PER 100 1.17 MALE, 1.17 FEMALE ------ rl-1 (STORAGE) 33,570 S.F. 500 GROSS 67.14 33.57 MALE/ 33.57 FEMALE 1 PER 100 0.34 MALE, 0.34 FEMALE Y w LAVATORYS PROVIDED MALE - 0.26 + 1.17 + 0.34 = 1.77 or 2 REQUIRED E FEMALE - 0.26 + 1.17 + 0.34 = 1.77 or 2 REQUIRED 2 MALE AND 2 FEMALE LAVS REQUIRED LAVATORY CALCULATIONS 5 MALE LAVS, 5 FEMALE LAVS PROVIDED. m AREA PER OCCUPANT TOTAL MIN. REQUIRED WC PERCENTAGE USE LOAD TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY F TABLE 2902.1 SAMPLE PROBLEMS B (BUSINESS) 3,128 S.F. 150 GROSS 20.86 10.43 MALE/ 10.43 FEMALE 1 PER 8440 FORFIRST 0.26 MALE, 0.26 FEMALEnorth m F-1 (INDUSTRIAL) 23,400 S.F. 100 GROSS 234 117 MALE/ 117 FEMALE 1 PER 100 1.17 MALE, 1.17 FEMALE CD cu CD 0 Y F d EXITING PLAN S-1 (STORAGE) 33,570 S.F. 500 GROSS 67.14 33.57 MALE/33.57 FEMALE 1 PER 100 0.34 MALE, 0.34 FEMALE j A Scale: 1/16"=1'-0" o O a s? � NOTE: E -a 1. PROVIDE 2A-10 BC FIRE EXTINGUISHERS 1/3000 S.F.MAX.-75'MAX. U TRAVEL DISTANCE LOCATION PER FIRE MARSHAL ALLOW 20 TOTAL FOR TENANT IMPROVEMENT. N Q Q LEGEND ~ Q WAREHOUSE-USE -OCCUPANTS LOAD FACTOR O L 07 07 -1 -OCCUPANT GROUP � G� QQ --E-- -EXIT PATH OF TRAVEL P, LIGHTED EXIT SIGN WITH EMERGENCY LIGHTING WITH BATTERY BACK-UP Un Q N LO W N EXITING NOTES Q - N m� SPRINKLED BUILDING 2018 I.B.C. �1 Q ALLOWABLE EXIT ACCESS TRAVEL DISTANCE(IBC TABLE 1017.2) 0 N B=300',F-1 =250',S-1 =250'. E.A.T.D.: =EXIT ACCESS TRAVEL DISTANCE rf1 N C.P.E.T.: =COMMON PATH EGRESS TRAVEL-MAX. 100 FT N N N D.D. =DIAGONAL DISTANCE N S.D.: = SEPARATION DISTANCE(MINIMUM 1/3 DIAGONAL) 00 PROJECT DATA U w CODES USED: 2018 I.B.C.(WSA),LF.C.,I.M.C.,U.P.C.AND ICC/ANSI A117.1 AND WSEC. Q OCCUPANCY GROUP: B,F-1,S-1 W m TENANT AREA: 60,098 S.F. J 0 B-OFFICE: 3,128 S.F. J F N N F-1-INDUSTRIAL: 23,400 S.F. W w F S-1-STORAGE: 33,570 S.F. OCCUPANT LOAD: C to B-OFFICE: 3,128 S.F./150=22 OCCUPANTS L I - F-1-INDUSTRIAL: 23,400 S.F./100=234 OCCUPANTS W W0 S-1-STORAGE: 33,570 S.F./500=68 OCCUPANTS Q U U w cc Y TOTAL OCCUPANT LOAD: 324 OCCUPANTS L Z � Q PARKING REQUIRED: Q 0 OFFICE(1/400 S.F.) 3,128/400-7.82 STALLS N J Q ^7 INDUSTRIAL(1/800 S.F.) 23,400/600-39 STALLS sheet WAREHOUSE(1/1,200 S.F.) 33,570/1,200-27.98 STALLS W i TOTAL PARKING REQUIRED THIS TENANT: 74.8 OR 75 STALLS 0 ID CS1 .0 17 18 i i NOTE: 1. PROVIDE 2A-10 BC FIRE EXTINGUISHERS 1/3000 S.F.MAX.-75'MAX.TRAVEL DISTANCE LOCATION PER FIRE MARSHAL ALLOW 15 TOTAL FOR TENANT IMPROVEMENT, 1 TA6. 2. REFER TO SHEETS TA4.0,TA4.1 AND TA4.2 FOR WALL TYPES INDICATED THUS: BO 3. REFER TO SHEET TA5.0 FOR DOOR SCHEDULE. 4. REFER TO SHEET TA5.0 FOR ROOM FINISH SCHEDULE. N 5. BUILDING TO BE FIRE SPRINKLERED PER NFPA 13 WITH QUICK RESPONSE HEADS PER 2 -M IBC 903.3.2-TYPICAL 7 TAg. o N � TA6.0 � 6. BUILDING TO BE PROVIDED WITH A VISIBLE AND AUDIBLE FIRE ALARM AND DETECTION SYSTEM PER IBC 907.2 - - - - - - - - - - - - - - - - - - - - - - _ - - - - A 2 ms OFFICE T OFFICE T OFFICE T OFFICE T --- TA6.0 _ - 104 103 102 101 1 SECURE VESTIBULE T 100 R OFFICE __ 1L1Q9FERENCE 06 - oa a 104 103 702 101 'k - o o o R R R ms V-2° R1 - O - R I N = v, ,n rn x 7 1/4' 7 1 4' 9'-3 3 4" 7 1 4" 4 1 2' �¢ ' / 12'-0" / 1r-r s 1z'-r s' 1z'-1' s' 12'-2' s / / 15'-T / R2ov Igh 117 2 SIM. 4 12 18 OFFICE 107 I 26'-5 1/2" 7 1/q• 8.-0" 6.-0" 10,_0" 7 �4' _ M n 7 1/4" 16'_0" 7 1/4" 14'-4 3/4" 7 1/4- t2, AO 3 5/8" S f R R Ina T � O m T lr S -� U1131Y OFFICE108 Cn O _6 5 = T IT OFFICE - - DRINKING FOUNTAIN "\' IT STORAGE HALL Y 22 C O'i JANITOR STORAGE tao -i 130 UTILITY SINK 14 7 1/4" 12'-0° 1'-0 1/4" �� 0 TA2. 9 n R \ > 0 S m O O li o f f lAl 17, 10'-6" o 5'-0" _ � � , 23-9 3/,4' R IM. 14TA2.12 ___ _ __ Q Q n nCD 13 t-, WOMEN 1 tza --- I Q o ---------- - 132 ------- BREAK OFFICE S T 109 t0U U Q 0 0 - - c c __-- 32 FUTURE COUNTER,CABINETS,^ IT OFFICE n SINK, DISHWASHER AND UPPER li Q Q MICRO CABINETS.STUB OUT 5'-5" _ T 124 o PLUMBING AND PROVIDE POWER 109 o N � ; ^nJ, o _____ / _ 5 NEEDED _ 7 1 4" o w _ A 3•_0•, ._6. ,_,. 2,_6,. 2,_6, 2•_g^ _6^ i `o ______ _________ ______ ____________________- - ___S_.___.__.__.__ REFER REFER li S - T B23CH ;f--------t--- ----- N �J �J �/ �/ ^ - - _ ---- -------- T c I 1---n--�I N N ; O 14 5 10 8 5" 7 1/4" N 7 1/4 T � no m i m MEN -- -- _- — U Q N S S j FILE __________ - y ; NNI 416 1CL 1 5_0,. O ., -i _ _ 11S6X„__ UN'S7X__ 1 - 118 X' - o STORAGE 32"SELF-CLOSING; M S ;TOILE U TOILET U ;TOILET DOOR AT AMBULATORY o t N STALL T 3'-,,,, ,,,,,,„ ,8__„ R urnJ Uf N uJ 00 2'-11 1/2"2'-11 1/2"2'-11 1/2" ----- m a F N 0 O O 116 117 118 Li S > =N T SERVER [] T 26 S R Q R 1'- " " " ` ,• " 6'-0 7'-o„ 5 3/ '-11 1/2'2'-11 1 IT OFFICE T-o m 1 7 1/4" 7 1/4" 7 1/4" 7 1/4" V-0 1/4" Z J s O 5'-10" 16'-3 1/2" Q J F ° N NOTE: IL W _ w n NOTE: R R PROVIDE PAINTED SIGNAGE ~ PROVIDE PAINTED SIGNAGE n ON TOP OF STRUCTURE. C N ON TOP OF STRUCTURE. °NO STORAGE ON PLYWOOD C I - O"NO STORAGE ON PLYWOOD 1 - ALLOWED" / O O ALLOWED" n � W NOTE W : n J r, U N PROVIDE PAINTED SIGNAGE U T ^ ON TOP OF STRUCTURE. T m "NO STORAGE ON PLYWOOD 7 u ALLOWED" Q Q Q uwj sheet i north north north Q WEST END RESTROOMS IT OFFICE BLOCK EAST END OFFICE BLOCK z '6 Scale: 1/4"=1'-0" 17 Scale: 1/4"=1'-0" '9 Scale: 1/4"=1'-0" W TA2.1 1 39"-41" 39"-41" INTERIOR ELEVATION KEYNOTES BOTTOM EDGE OF BOTTOM EDGE OF NOTE: ALL FIXTURE HEIGHTS AND CLEARANCES TO COMPLY WITH I.B.C. 54" MIN. 54"MIN. 1 PAPER TOWEL DISPENSER BOBRICK B262 ' � o THE REFLECTINGYTHE REFLECTING CHAPTER 11,WAG 51-50 AND ADA GUIDELINES (TYPICAL) 36.1 N 1 1/2"GRAB ( ). SURFACE SURFACE 02 FEMININE HYGIENE DISPENSER(8-3500-25). P4" 12" SEAT COVER 12" 42" 12" 42" BARS EA. SIDE MIN. MI DISPENSER M MIN. MA. MIN. OF STALL 03 FEMININE HYGIENE DISPOSAL(BOBRICK 8-354). 1 1/2"DIA.STAINLESS STEEL GRAB BARS(BOBRICK B6600 SERIES). �z 1 1/2" �z z �z z 0 SEAT COVER DISPENSER(BOBRICK B-301). GRAB BAR �� ©SOAP DISPENSER(BOBRICK B-522). .IAl TOILET PAPER (D GLASS MIRROR S.S. FRAME(BOBRICK B-209-2436). mi _ � I °' DISPENSER ° 09®PLASTIC LAMINATE WAINSCOT.LIGHT FIXTURE PER ELECTRICAL ASI ULTIMATE PRIVACY TOILET PARTITION - 9"CLEAR n n w ^ 16"-18" 7"-g" 7"-g" 0AT BOTTOM FOR ADA - KNEE&TOE MIRROR ABOVE WALL HUNG PAPER FEMININE BROOM/ TOILET FEMININE TOILET SEAT H.C.ACCESS. STD. HGT. STD. HOT. k- 11 PLAM COUNTER PER 1 A2.1 CLEARANCE MIN. LAVATORIES, SINKS LAVATORY TOWEL HYGIENE MOP PAPER DISPOSAL COVER URINAL URINAL WATER CLOSET WHEELCHAIR WHEELCHAIR AMBULATORY a LAVATORY OR COUNTERS W/ MIRROR DISPENSER DISPENSER HOLDER DISPENSER DISPENSER ACCESSIBLE ACCESSIBLE ACCESSIBLE 10 SINK WITH SOAP DISPENSER a COUNTER COMPARTMENTS COMPARTMENTS COMPARTMENTS g HIGH-LOW ACCESSIBLE WATER COOLER.(ELKAY LZSTLSWSLP OR APPROVED). 14 6'INTEGRAL COVE SHEET VINYL BASE. - TYPICAL RESTROOM FIXTURE MOUNTING DIMENSIONS �3 ADA FLOOR MOUNTED WATER CLOSET 1 Scale: 1 4"=1,-0" 6 ADA URINAL 10 WING WALLS EACH SIDE OF DRINKING FOUNTAIN: 5/8"TYPE"X"ON 3 5/8"METAL STUDS TO 5'-4"A.F.F. 8 NOT USED 19 30"WIDE UTILITY SINK WITH FAUCET 9 9 ®BROOM/MOP HOLDER(BOBRICK B-224). 8 8 8 8 8 8 g D TOILET PAPER DISPENSER(BOBRICK B-2888). v 4•_0' 10 4•_O^ ®WALL HUNG ADA LAVATORY WITH PRE-DRILLED HOLE FOR SOAP DISPENSER. n \ 7 7 ®DOOR PER SCHEDULE 4 1 4 1 4 ®WHITE PLUMBING HEAT PROTECTION WRAP. 5 O 5 ®4"RUBBER BASE w J� NOTE:WVB=1/4'WATERLINE TO WATER VALVE BOX RECESSED IN WALL FOR COFFEE - 6 1 6VI ca ® OR ICE MAKER. TYPICAL OF(1)THIS TENANT IMPROVEMENT. a 14 4 14 14 14 4 4 oa SG 15 1 1 1 TOILET ns/its NORTH 2 TOILET t1s/na EAST 3 TOILET Its/t1a SOUTH 4 TOILET ns/11a WEST 5 TOILET F117 1 NORTH 6 TOILET F 117 1 EAST 7 TOILET F 1-17 1 SOUTH 8 TOILET 1 n WEST 9 JANITOR 130 I SOUTH 10 JANITOR F 130 1 WEST s 10 10 5'-0" 4'_O" 8 0 8 8 4� 8 pig y b 4 4 14 4 4 14 4 14 N 1 1 WOMEN 132 NORTH 1 2 WOMEN 132 EAST 1 2 WOMEN 132 EAST 1 2 WOMEN 132 EAST 1 3 WOMEN 132 SOUTH 4 5 1 3 WOMEN t32 WEST 1 3 WOMEN 132 WEST 14 W.H. ns NORTH AT DOOR AT SINK AT WC AT ADA WC AT SINK lb 9 a� C 5'-0" 10 8 O D O 8 8 8 8 8 m i O i 1 1 � 5 ® ® 4 11 (6 Q 4 4 O —66 > 21 2 4 14 4 14 14 4 E Co15 11 4 1 15 4 15 15 V! 1 5 MEN t33 NORTH 1 6 MEN 133 EAST 1 6 MEN 133 EAST 1 6 MEN t33 EAST 1 7 MEN 133 SOUTH 1 8 MEN t33 WEST 1 8 MEN 133 WEST 1 8 MEN 133 WEST Cu (A Q Q AT DOOR AT SINK AT AMBULATORY ADA WC AT ADA WC AT AMBULATORY ADA WC AT SINK A\ A/ Q U Q c c U) o 0 o 02 a- Q Q Q N W N 1f1 QN Q Z0 U C3 0 N lJJ m ul Q � 3 w W w D1 J N J o Z I.I N W O - � I LLI ❑ Q � I In � w o w [] ❑ W J Y W Z a J sheet Z TA2.2 12 13 14 5 16 17 18 i 337-6" 54'-0" 54'-0" 54'-0" 54'-0" 54'-0" 62'-6" — r------------------------------------ - -r - - - • A d3 d3 d3 d3 d3 I I � I 0 "0' 0 0 a 1 ---• o O O ENLARGED PLA 16 19 ENLA GED PLAN ,_.. <:L _ RESTROOMS TA3. - TA3. OFFI E AND A - I � BREAK AREA I Is 0 0 0 0 0 0• •o o® , " NOTE: UPGRADE LIGHTING TO 85 FC THROUGHOUT THE WAREHOUSE I O I O o 9! o O I O O I O o I I I 17 ENLARGED PLAN TA3.1 IT 0 - ,� o I I I I I I OC1 I I I I c OELI] i o d 1 N 2 � 0 � in - - - - — E °D7 o 0 L---i 0 0 0 C 7 U Q N W N N — N IN 173 12 13 14 5 16 17 18 Q Q north O N A FLOOR PLAN U1 rn N Scale: 1/16"=1'-O" m F 3 REFLECTED CEILING PLAN NOTES DAYLIGHT ZONE CONTROL w J 1. PLANS AND FIXTURES ARE FOR DESIGN INTENT ONLY. FINAL FIXTURE PROVIDE DAYLIGHT ZONE CONTROLS PER THE INTERNATIONAL ENERGY CONSERVATION CODE C-405.2.2.3,AND Q SCHEDULE AND LAYOUT PER ELECTRICAL DESIGN BUILD DOCUMENTS. PER WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE AMENDMENTS,WAG 51-11C. Z W W N PROVIDE PHOTOMETRIC PLAN TO ARCHITECT FOR APPROVAL. ALL DAYLIGHTED ZONES,AS DEFINED IN CHAPTER 2, BOTH UNDER OVERHEAD GLAZING AND ADJACENT TO J J 2. PROVIDE EXIT SIGNAGE PER IBC 1013. SIGNS SHALL BE ILLUMINATED VERTICAL GLAZING,SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS,OR DAYLIGHT OR OCCUPANT-SENSING J AUTOMATIC CONTROLS,WHICH CONTROL THE LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING. F N AT ALL TIMES. PROVIDE BATTERY BACKUP POWER FOR ILLUMINATION FOR W N MINIMUM OF 90 MINUTES. PROVIDE TACTILE EXIT SIGNS COMPLYING CONTIGUOUS DAYLIGHT ZONES ADJACENT OF VERTICAL GLAZING ARE ALLOWED TO BE CONTROLLED BY A Ur 7 _ F o WITH ICC-A117.1-2009 ADJACENT TO EACH STAIRWAY. SINGLE CONTROLLING DEVICE PROVIDED THAT THEY DO NOT INCLUDE ZONES FACING MORE THAN TWO ADJACENT ZONES CARDINAL ORIENTATIONS(I.E. NORTH,EAST,SOUTH,WEST). DAYLIGHT ZONES UNDER Z N 3. PROVIDE EXIT PATHWAY ILLUMINATION PER IBC SECTION 1008. THE OVERHEAD GLAZING MORE THAN 15 FEET FRO THE PERIMETER SHALL BE CONTROLLED SEPARATELY FROM I POWER SUPPLY FOR THE MEANS OF EGRESS ILLUMINATION SHALL BE DAYLIGHT ZONES ADJACENT TO VERTICAL GLAZING. Ld J PROVIDED BY THE BUILDING POWER SUPPLY, AND WITH EMERGENCY EXCEPTION: DAYLIGHT SPACES ENCLOSED BY WALLS OR CEILING HEIGHT PARTITIONS AND CONTAINING 2 W W 0 POWER SUPPLY LASTING 90 MINUTES MINIMUM. MEANS OF EGRESS OR FEWER LIGHT FIXTURES ARE NOT REQUIRED TO HAVE A SEPARATE SWITCH FOR GENERAL AREA U U U t9 ILLUMINATION SHALL BE PROVIDED AT THE RATE OF 1 FOOT CANDLE AT LIGHTING. w Z " FLOOR LEVEL. Q J 4. MECHANICAL & ELECTRICAL PENETRATIONS THROUGH RATED WALL OR w Q 0 FLOOR SYSTEMS TO COMPLY w/ IBC SECTION 714. J Q M 5. PROVIDE EXTERIOR EGRESS ILLUMINATION WITH EMERGENCY POWER PER W sheet i IBC SECTION 1008. PROVIDE MIN. 90 MINUTES OF POWER, FOR J ILLUMINATION PER 1008.3.5 TA3.0 CEILING / LIGHTING SYMBOLS & LEGEND EXISTING EXIT LIGHT O EXISTING HIGH BAY LIGHTS RELOCATE EXISTING EXIT 2' X 4' SUSPENDED ACOUSTICAL [_Xf NEWH EXIN 3IGNPLACE WITH TILE CEILING F1 2' X 4'LAY IN LED LIGHT FIXTURE O O w 0 c> A F2 2' X 2'LAY IN LED LIGHT FIXTURE — Y F3 Q LED RECESSED CAN LIGHT FIXTURE --- - F4 b LED LIGHT BAR ABOVE LAVATORY 7LED EXHAUST FAN LIGHTED EXIT SIGN WITH EMERGENCY LIGHTING WITH BATTERY BACK-UPNOTE: PROVIDE EMERGENCY EXIT PATHWAY LIGHTING TO COMPWITH I.B.C. SECTION 1008. 2'x4' SUSPENDED CEILING RECESSED LEDLIGHT AT 9'-0"A.F.F. CAN LIGHTS NOTE: LIGHTING SHOWN FOR GENERAL DESIGN INTENT. 2'x2' LAY IN LED �3 ELECTRICAL CONTRACTOR TO PROVIDE LIGHTING POWER BUDGET LIGHT FIXTURE ¢ ao AND FINAL DESIGN TO CITY OF ARLINGTON. (UNDER SEPARATE PERMIT O Sh NOTE: EMERGENCY LIGHTING IS REQUIRED OUTSIDE OF EACH EXIT, IN RESTROOMS,AND OFFICES.ADDITIONAL EMERGENCY LIGHTING MAY BE REQUIRED-SUBJECT TO FIELD INSPECTION. 12 18 2'x4' LAY IN LED LIGHT FIXTURE 1'x4'SURFACE MOUNTED LED LIGHT FIXTURE m m 0 � O Y CD ++ a- 2 o 2Oa ch 2GH LAYFIX IN LED LIGHT O ��1 30 CID SUSPENDED / f/7 U _O _O --- CEILING AT O S 0 9'-0"A.F.F. 0 O G c c o aV� QQ , , , , '----------T--------- -------------R----- ------�- -1 9-0 A.6F --- ------ ----- 2 x2 LAY IN LED SUSPENDED � CEILING AT �'l:--�--�- W Ei -- ------ -- ----- ---------- ------------------ Lo LIGHT FIXTURE Q o Z U N EXHAUST FAN 4J RECESSED LED CAN LIGHTS N N NCo LED LIGHT BAR F a ABOVE LAVATORY 3 I Z J GWB CEILING AT J t) k LED LIGHT BAR 9'-0"A.F.F. �y ABOVE LAVATORY W ry Q EXHAUST FANS RECESSED LED (, W w m PER MECHANICAL CAN LIGHTS Q J F o (NP') GWB CEILING AT Ln 9'_0"A.F.F. W W N _ w U W 7 zN J LL- W w W [] o N Z a J 0 Q O LLJ sheet i north north north Q WEST END RESTROOMS IT OFFICE BLOCK EAST END OFFICE BLOCK z 1 '6 Scale: 1/4"=1'-0" 17 Scale: 1/4"=1'-0" '9 Scale: 1/4"=1'-0" W TA3. 1 I I RI RI RI RI RI PREFINISHED METAL Ci FLASHING OVER TREATED 2X'S o TOP OF PLATE TOP OF PLATE TOP OF PLATE - TOP OF PLATE TOP OF PLATE 6• °6 T T T 60 MIL.TPO SINGLE-PLY 60 MIL.TPO SINGLE-PLY 60 MIL,TPO SINGLE-PLY n ROOFING OVER R-38 RIGID ROOFING OVER R-38 RIGID ROOFING OVER R-38 RIGID o v INSULATION ON METAL DECK. INSULATION ON METAL DECK. INSULATION ON METAL DECK. 60 MIL.TP0 SINGLE-PLY c o o o SEE STRUCTURAL FOR ROOF e SEE STRUCTURAL FOR ROOF SEE STRUCTURAL FOR ROOF 60 MIL.TPO SINGLE-PLY ROOFING OVER R-38 RIGID FRAMING FRAMING FRAMING ROOFING OVER R-38 RIGID INSULATION ON METAL DECK. INSULATION ON METAL ECK. SEE STRUCTURAL FOR ROOF B.O.REVEAL D.C.REVEAL B.O. REVEAL B.O.REVEAL SEE STRUCTURAL FOR DOE B.O.REVEAL j °' /• FRAMING FRAMING CONCRETE REVEAL CONCRETE REVEAL CONCRETE REVEAL CONCRETE REVEAL CONCRETE REVEAL ' - D3 • i DOWNSPOUT T.O.WINDOW T.O.WINDOW BEYOND T.O.WINDOW R-21 BATT INSULATION ABOVE 17R-21 BATT INSULATION ABOVE R-21 BATT INSULATION BOVE SUSPENDED CEILING TO HAVE SUSPENDED CEILING TO HAVE SUSPENDED CEILING TO AVE WHITE VAPOR BARRIER w/ WHITE VAPOR BARRIER w/ WHITE VAPOR BARRIER w MAX.FLAME SPREAD RATING MAX.FLAME SPREAD RATING _ MAX.FLAME SPREAD RATING OF 25 AND SMOKE OF 25 AND SMOKE OF 25 AND SMOKE DEVELOPED RATING OF 450. DEVELOPED RATING OF 450. DEVELOPED RATING OF 4 0. B.O.REVEAL TYP.ABOVE WALL FURRING. B.O.REVEAL TYP.ABOVE WALL FURRING. B.O. REVEAL R-21 BAIT INSULATION 8.0. REVEAL B.O.REVEAL DEVELOPED ABOVE WALL FOFRI G. B.C.MULLION .0.MULLION ABOVE SUSPENDED R-21 BATT INSULATION .0.MULLION 1"INSULATED GLASS IN CEILING TO HAVE WHITE ABOVE SUSPENDED 1"INSULATED GLASS IN ANODIZED ALUMINUM VAPOR BARRIER w/MAX. CEILING TO HAVE WHITE ANODIZED ALUMINUM FRAME 1"INSULATED GLASS IN FLAME SPREAD RATING VAPOR BARRIER w/MAX. FRAME OF 25 AND SMOKE FLAME SPREAD RATING _ ANODIZED ALUMINUM DEVELOPED RATING OF OF 25 AND SMOKE - FRAME 450.TYP.ABOVE WALL DEVELOPED RATING OF FURRING. 450.TYP.ABOVE WALL FURRING. R-21 BATT INSULATION ABOVE SUSPENDED CEILING TO HAVE WHITE ' m B.O.MULLION B.O.MULLION B.O.MULLION VAPOR BARRIER w/MAX.FLAME - - O) SPREAD RATING OF 25 AND SMOKE C DEVELOPED RATING OF 450. T T TYP.ABOVE WALL FURRING. - - TILT-UP CONCRETE TILT-UP CONCRETE R-21 BATT INSULATION AB VE m PANEL,PAINT PANEL,PAINT _ SUSPENDED CEILING TO H VE 1/2' PLYWOOD ON 10"METAL 1/2"PLYWOOD ON 10"METAL 1/2"PLYWOOD ON 10"M TAL 1/2"PLYWOOD ON 10"M AL WHITE VAPOR BARRIER w/MAX. O Y JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL W/ JOISTS PER STRUCTURAL / JOISTS PER STRUCTURAL / FLAME SPREAD RATING OF 25 C _ .� SOUND BATT INSULATION. SOUND BATT INSULATION. SOUND BATT INSULATION. SOUND BATT INSULATION. AND SMOKE DEVELOPED R TING N T.O.REVEAL T.O.REVEAL T.O.REVEAL �..� cz OF 450.KE ABOVE WALL E FURRING. ? ? O R-11 BATT INSULATION w/ _ -I cn R-11 BATT INSULATION w O O WHITE VAPOR BARRIER.MAX. WHITE VAPOR BARRIER.M . Q B.O.REVEAL B.O.REVEAL B.O.REVEAL FLAME SPREAD RATING OF 25 FLAME SPREAD RATING 0 25 v — AND SMOKE DEVELOPED R-21 BATi INSULATION ABOVE AND SMOKE DEVELOPED N RATING OF 450. SUSPENDED CEILING TO HAVE RATING OF 450. C V' GALV.STEEL ACCENT WHITE VAPOR BARRIER w/ GALV.STEEL ACCENT O FRAME WITH ENTRANCE \ MAX.FLAME SPREAD RATING \ FRAME WITH ENTRANCE Q CANOPY ABOVE. CANOPY ABOVE. TILT-UP CONCRETE OF 25 AND SMOKE \ .� TILT-UP CONCRETE ( O O O DEVELOPED RATING OF 450. C C PANEL,PAINT TYP.ABOVE WALL FURRING. "� TILT-UP CONCRETE PANEL,PAINT O L C p)p) T PANEL,PAINT _ 0- c C C T.O.MULLION T.O.MULLION - T.O.MULLION T.O.MULLION O - _ `SUSPENDED ACOUSTIC. `i `SUSPENDED ACOUSTIC. `SUSPENDED ACOUSTIC. SUSPENDED ACOUSTIC. TILE CEILING AND H.D. < TILE CEILING AND H.D. TILE CEILING AND H.D. < TILE CEILING AND H.D. rrfn1 m T.O.REVEAL GRID SYSTEM-SEE f T.O.REVEAL GRID SYSTEM-SEE T.O.REVEAL GRID SYSTEM-SEE ,T.O.REVEAL GRID SYSTEM-SEE f T.O.REVEAL uJ Q N T.O.MULLION _ REFLECTED CEILING T.O.MULLION REFLECTED CEILING PLAN REFLECTED CEILING PLAN T.O.MULLION REFLECTED CEILING PLAN T.O.MULLION W N PLAN 1"INSULATED r N GLASS IN ANODIZED 1"INSULATED CUSS III ALUMINUM FRAME - WALL FURRING BEYOND ANNODII ED ALUMINUM WALL FURRING BEYOND Q N .I 1"INSULATED GLASS IN ° 1"INSULATED GLASS IN ANODIZED ALUMINUM 11 � 11 'v ANODIZED ALUMINUM FRAME TA6.0 TA6. FRAME O N 3 10 \ \ 3 10 �n N N B.O.MULLION B.O.MULLION 350S162-43 METAL 35OS162-43 METAL 8.0.MULLION 350S162-43 METAL B.O.MULLION W o' \• / STUDS 11 24"D.C.W/ STUDS®24"O.C.W/ \. / STUDS®24"O.C.W/ R-15 BATT INSULATION R-15 BATT INSULATION R-15 BATT INSULATION 3 EDGE OF SUB AT W/%"TYPE"X"GWB ° W/%"TYPE°X'GWB W %"TYPE"X"GWB EDGE OF SLAB AT RECESSED ENTRY ° W/PERM RATED PRIMER W/PERM RATED PRIMER " ° W/PERM RATED PRIMER RECESSED ENTRY I I I I "' �' •° 4"RUBBER BASE 4"RUBBER BASE ]RRST 4"RUBBER BASE SIDEWALK TO ENTRY DOOR PER PUNWFIRST FLOOR FIRST FLOOR •° FIRST FLOOR • FLOOR •° FIRST FLOOR J Fa lw =III=11 I- __ __ ___ ENTIRE BUILDING SLAB TO = = - /rr\ //\ / // = - =�/ i r J , =III= � /\\ RECEIVE VAPOR BARRIER. =III-III-In III= � i\\ j • I , in TYPICAL 1�J1=111 \\\\ •°' I a L__________J -111�11=111 /? -III=111�11= /. -III=III—III=1Wi. L__________J N w W APPLY DAMPROOFING TO WALL FROM LINE OF GRADE TO Z BOTTOM OF FOOTING. TYPICAL Q U U m _ w 6.75"CONCRETE SLAB OVER 15 Z MIL.VAPOR BARRIER(ASTM Q E1745 CLASS A),OVER W J Q m CAPILLARY BREAK AND SUBGRADE AS DIRECTED BY V) SOILS ENGINEER-TYP. shee`. REINFORCING PER STRUCTURAL J DRAWINGS. J N� WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION TA4.0 A SCALe 1/2"= r-o" B SCALe 1/2"= r-o" C SGALE 1/z"= 1'-0" SCALe 1/z"= 1'-o° E SGALe 1/2' I I RI RI RI RI RI RI 0 TOP OF PLATE 60 MIL.TRIO SINGLE-PLY 60 MIL.TPO SINGLE-PLY 60 MIL.TRIO SINGLE-PLY a 60 MIL,TPO SINGLE-PLY ROOFING OVER R-38 RIGID ROOFING OVER R-38 RIGID ROOFING OVER R-38 RIGID ROOFING OVER R-38 RIGID INSULATION ON METAL DECK. INSULATION ON METAL DECK. INSULATION ON METAL DECK. 60 MIL.TPO SINGLE-PLY INSULATION ON METAL DECK. SEE STRUCTURAL FOR ROOF SEE STRUCTURAL FOR ROOF SEE STRUCTURAL FOR ROOF ROOFING OVER R-38 TOP OF PLATE SEE STRUCTURAL FOR ROOF TOP OF PLATE FRAMING TOP OF PLATE FRAMING TOP OF PLATE FRAMING _ STRUCTURAL TALDECK RIGID TSEE ON ROOFFRAMING FOR TOP OF PLATE FRAMING I I n I 60 MIL.TPO SINGLE-PLY o c ROOFING OVER R-38 RIGID a INSULATION ON METAL DECK. SEE STRUCTURAL FOR ROOF C.L.REVEAL FRAMING C.L.REVEAL B.O.REVEAL B.O. REVEAL CONCRETE REVEAL CONCRETE REVEAL R 21 BATT INSULATION ABOVE S SPENDED CEILING TO HAVE r W 1ITE VAPOR BARRIER w/ 3tn M X.FLAME SPREAD RATING 0 25 AND SMOKE TILT-UP CONCRETE TILT-UP CONCRETE 'I _I P.ABOVE WALL FURRING. .o PANEL,PAINT PANEL,PAINT D VELOPED RATING OF 450. _ A OVERHEAD DOOR HEAD R-21 BATT INSULATION ABOVE EXTEND INSULATION AS CLOSE SUSPENDED CEILING TO HAVE POSSIBLE TO DOOR TRACK WHITE VAPOR BARRIER w/ T ALLOW THE DOOR TO C.L.REVEAL C.L.REVEAL B.O.REVEAL B.O. REVEAL MAX FLAME SPREAD RATING ULATION.UT HITTING OF 5 AND SMOKE DEVELOPED RATING OF 450. TYP.ABOVE WALL FURRING. TILT-UP CONCRETE TILT-UP CONCRETE/ PANEL,PAINT PANEL,PAINT— a R-21 BATT INSULATION AB VE R-21 BATT INSULATION AB VE R-21 BATT SULATION ABOVE SUSPENDED CEILING TO HAVE SUSPENDED CEILING TO HA E _ _ SUSPENDED FILING TO HAVE WHITE VAPOR BARRIER w/MAX. WHITE VAPOR BARRIER w/ MAX. WHITE VAPOR BARRIER w/MAX. V/ FLAME SPREAD RATING OF 25 FLAME SPREAD RATING OF 5 R- 1 BATT INSULATION ABOVE FLAME SPR RATING OF 25 m AND SMOKE DEVELOPED RATING AND SMOKE DEVELOPED RATING SUS ENDED CEILING TO HAVE AND SMOKE EVELOPED RATING OF 450.TYR.ABOVE WALL OF 450.TYP.ABOVE WALL WHI E VAPOR BARRIER w/ OF 450.TYR.ABOVE WALL O Y FURRING. FURRING. 1-6 MAX FLAME SPREAD RATING FURRING. REVEAL OF 5 AND SMOKE T.O.REVEAL T.O.OPENING T.O.DOOR DEV LOPED RATING OF 450, TYR ABOVE WALL FURRING. j C.L.REVEAL C.L.REVEAL 0 O � E (n Q �_ B.O.REVEAL B.O. REVEAL _ TILT-UP CONCRETE ° ° 1"INSULATED GLASS '^ i •° PANEL,PAINT IN HOLLOW METAL !?Q FRAME W Q Q0 00 TILT-UP CON BETE N G -i PANEL,PAINT OVERHEADL IN DSULATESEC IN O ,^ -� DOOR a VJ Q Q (FULL VERTICAL) C.L.REVEAL C.L.REVEAL T.O.OPENING T.O.REVEAL T.O.MULLION U1 Q N .O.REVEAL 350S162-43 METAL 3501112-43 METAL 350S162-43 METAL STUDS®24"O.C.W/ STUDS®24"O.C.W/ STUDS®2 O.C.W/ i N R-15 BATT INSULATION R-15 BATT INSULATION R-15 BATT SULATION CL W/%"TYPE"X"GWB W/Xe"TYPE"X"GWB W/%"TYPE"X"GWB HOLLOW METAL DOOR IN — Q W/PERM RATED PRIMER W/PERM RATED PRIMER W/PERM R TED PRIMER HOLLOW METAL FRAME 4'-0"HIGH GALV. U w `i `i (PAINTED)) ANGLE IRON AT DRIVE IN DOOR JAMBS (TYR01 .) N LJ Q � 3 � Q 4"RUBBER BASE 4"RUBBER BASE [LIRUBBER ASE W lil to FIRST FLOOR FIRST FLOOR FIRST FLOOR FIRST FLOOR FIRST FLOOR FIRST FLOOR J II II�T \ III ll� I I�I I I il_��_ � ��°,• il�-� ��iv��_•• _ it-��- � �� I I I ill—III—III— �% • � I I III—I I �%�� • � � ill—III—III— �% � � � I - 1I F=1I I—I I� � • �I I=1I I�I I�. • -I I�I I1=1I� � � � � � � w I i L3 w J N shee`. J a TA41 WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION F SCALE 1/2'= 1'-0" C' SCALE 1/2" H SCALE: 1/2" = r-0° � SCALe 1/2"= r-o" K SCALE: 1/2"= 1'-0" L SCALE: 1/2"= 1'-0" I I O RI Q 1/2"PLYWOOD ON 10"METAL TOP OF PLATE TOP OF PLATE JOISTS PER STRUCTURAL W/ o o SOON -6D BATT INSULATION. 5� B.O.REVEAL CONCRETE REVEAL 8 SUSPENDED CEILING LUIPENIE1 SYSTEM PER --`PACK VOID AT TOP OF EXISTING REFLECTED CEILING PLAN BEAM WITH ROCKWOOL ACOUSTIC. TILE CEILING AND H.D. GRID SYSTEM-SEE 3625162-43 METAL REFLECTED CEILING PLAN STUDS 2 i6"O.C. DOWNSPOUT BEYOND EXISTING ROOF FRAMING WITH 5/8"TYPE 'T 6"METAL STUDS @ 16" GWB W/SOUND BATT O.C.PER STRUCTURAL _ INSULATION. WITH 5/8"TYPE"X"GWB W/SOUND BATT INSULATION. ,r7 1"INSULATED GLASS HILTI #D5P37P10(.177" B.O.REVEAL DVEAOCITY I DRIVE LOW PINS @ .o IN ANODIZED ALUMINUM 24"O.C.AND 6"FROM �p FRAME TOILET SIDE NOTE: ENDS. NO WINDOW AT M SIM. C SECTION M SIM.-AT SCHEDUASE LE SEE STRUCTURAL FOR OVERHEAD DOOR HEAD V/ EXTEND INSULATION AS CLOSE BOTTOM TRACK DETAIL AT O FULL HEIGHT WALL. EXIST.CONC. FLOOR � m AS POSSIBLE TO DOOR TRACK SLAB TO ALLOW THE DOOR T OPEN WITHOUT HITTING O (13 L INSULATION. -I _ E > cz NEW FULL HEIGHT DEMISING _O A TILT-UP CONCRETE/, • R-21 BATT INSULATION WALL(TENANT TO VACANT): Q PANEL,PAINT TILT-UP CONCRETE ABOVE SUSPENDED — O PANEL,PAINT CEILING TO HAVE WHITE 5/8"TYPE"X"GWB EACH SIDE VAPOR BARRIER w/MAX. OF 6"METAL STUDS AT 16" FLAME SPREAD RATING O.C.WITH R-21 BATT O O `i T.O.REVEAL OF 25 AND SMOKE INSULATION. FIRE TAPE ONLY WALL SECTION WALL SECTION �, c 2 DEVELOPED RATING OF ON VACANT SIDE. SEE R T H Q SCALE: 1/2"= 1'-0" SCALE: 1/2"= 1'-0" < C C 450.TYP.ABOVE WALL STRUCTURAL FOR STUD a \` O O FURRING. DETAILS. O O 0 0 WIDTH PER PLAN B.O.REVEAL 1/2"PLYWOOD ON METAL 1/2"PLYWOOD ON METAL 1/2"PLYWOOD ON METAL d L.L V, Q Q FRAMING PER STRUCTURAL FRAMING PER STRUCTURAL TFRAMING PER STRUCTURAL SOUND BATT PER, SOUND BATT INSULATION SOUND BATT INSULATION OVER ENTIRE RESTROOM OVER ENTIRE RESTROOM OVER ENTIRE RESTROOM r�ff11 AREA CEILING AREA CEILING AREA CEILING w Q N T.O.DOOR W N 6"METAL CEILING ut N T.O.MULLION JOISTS AT 24"O.C. Q N 6"METAL CEILING JOISTS 6"METAL CEILING JOISTS PER STRUCTURAL _ Q AT 24"O.C.PER AT 24"O.C.PER (SEE WALL TYPE G/H U ❑ STRUCTURAL STRUCTURAL FOR BULK OF NOTES) N O 5/8"TYPE"X"GWB 5/8"TYPE"X"GWB T.O.REVEAL N OVERHEAD INSULATED T.O.MULLION NN SECTION DRIVE IN DOOR 1"INSULATED TOILET ROOM CEILING AT R-SIM. 5/8"TYPE "X"GWB m m (FULL VERTICAL) GLASS IN 6"METAL STUDS @ 16" ----S162-43 METAL Q ANODIZED O.C.PER STRUCTURAL N O.C.WITH 5/8"TYPE 'WR" f� w ALUMINUM WALL FURRING BEYOND STUDS(6"OR 8")@ 16" 3 GALV.STEEL ANGLE - FRAME _ WITH 5/8"TYPE"X"GWB JAMB GUARD(4'-0" .I W/SOUND GATT GWB W/SOUND BATT q J HIGH).TYPICAL ALL 11INSULATION.USE WR GWB - `i INSULATION. PROVIDE nry/ AT TOILET WET WALLS LL Q DOCK HIGH OVERHEAD TA6.0 STUDS WIDTH AS REQUIRED w DOOR OPENINGS. FOR PLUMBING WALLS WIDTH W W m \ WAREHOUSE TENANT SIDE TOILET SIDE SHOWN, J 350S162-43 METAL SIDE J F m B.O.MULLION / STUDS @ 24 O.C.W/ U R-15 BATT INSULATION \ W N W/ "TYPE"X"GWB SEE STRUCTURAL FOR SEE STRUCTURAL FOR HILTI PINS PER _ H _ W/PERM RATED PRIMER BOTTOM TRACK DETAIL AT BOTTOM TRACK DETAIL AT STRUCTURAL i FULL HEIGHT WALL. FULL HEIGHT WALL. C u� 4"x4"GALV.ANGLE IRON r4"RUBBER BASE BASE PER SCHEDULE N L I PER STRUCTURAL` 12 EXISTING GONG. FLOOR Z W p FIRST FLOOR FIRST FLOOR O U U m w No 0 RAW -�- III-III-m�i\ ii\ W �-J1 1TI_Ilvv v (� J Q H i�'I! DOCK BUMPERS -111�11=III /i�� • shee`. J J a TA4 2 3 WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION SCALE: 1/2" = 1'- SCALE: 1/2"= 1'-O" SCALE: 1/2"= 1'-0" SCALE: 1/2"= 1'-0" SCALE: 1/2"= 1'-O" PAINTED HOLLOW METAL FRAME - WINDOW OPENING DOOR TYPES DOOR & WINDOW NOTES 5/8"TYPE 'X' GW PAINTED H.M. (TYP.) B METAL STOP ! 1. ALL DOOR HARDWARE To COMPLY WITH I.B.C. EACH SIDE OVER FRAME TYP. 6'-2" 8'-2" 5'-4" SECTION 1010,ICC/ANSI 117.1 STANDARDS. METAL STUDS SILENCERS 0 WALL PER PLAN 1/4"CLEAR TEMPERED GLASS. 3 3 3 4 3 4 3 4 4 2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE Q 24" O.C. SEE STRIKE SIDE INSIDE WITHOUT THE USE OF A KEY OR ANY WALL TYPE TA5.0 TA5.0 TA5.0 TA5. TAS. TA5. TA5.0 TAS. TA5.0 SPECIAL KNOWLEDGE OR EFFORT PER I.B.C. SECTION 1010.1.9. q 3. PROVIDE INTERNATIONAL SYMBOL OF ACCESS w SIGNAGE AT EACH ACCESSIBLE ENTRANCE DOOR. w 1 I 1 I I I 4. PAINT ALL METAL FRAMES. COLOR AS SELECTED - 0' BY OWNER. T. 3 3 5. PROVIDE SAFETY GLAZING PER DRAWINGS AND - TA5.0 TA5.0 I.B.C.SECTION 2406. T. G. T=TEMPERED GLAZING. 7. wooD DOORS-LYNDEN DOOR-LD2000 INSULATION PER WALL TYPE DOOR AS ` o PC-5-00 CLEAR,WHITE MAPLE:"A"GRADE WOOD SCHEDULED 0 0 0 VENEER,PLAIN SLICED,BOOK MATCH,RUNNING o �' MATCH OR APPROVED EQUAL A 3'-0"X T-0' B 3'-0"X T-0" C 3'-0" X 7'-0"S.C. 3'-0"X 7'-0"S.C. E 3'-0"X 7'-0"S.C. 5'-4" X 6'-0" S.C. WOOD DOOR S.C. WOOD DOOR WOOD DOOR W/ H.M. WOOD DOOR W/H.M. WOOD DOOR W/ H.M. 1/4"TEMPERED CLEAR W/ H.M. FRAME. TEMPERED HALF 1/4"GLASS SIDELTED FRAME W/1/4"GLASSEPEE SIDELRITED 1/4M G SSFRAE W/T SIIDELR PEED GLASS RECITE IN H.M. ITE 2 FAME n GLASS LITE W/ IN H.M. FRAME IN H.M. FRAME IN H.M. FRAME H.M. DOOR FRAME ® HEAD JAMB H.M. WINDOW FRAME ® HEAD JAMB v H.M. FAME. 3 4 o 0 Scale: 3`1'-0" Scale: 3"=1'-0, HARDWARE TYPES HARDWARE NOTES HW 1 HW 4 HW 6 1. ALL DOOR HARDWARE TO HAVE LEVER HANDLE LEVER HANDLE -LATCHSET LEVER HANDLE -LOCKSET LEVER HANDLE -PASSAGE HARDWARE EXCEPT DOORS THAT HAVE PANIC WALL STOP CLOSER KICKPLATE HARDWARE. w KICKPLATE WALL STOP F �3 HW 2 WALL STOP 2. SPECIFIC HARDWARE FUNCTIONS TO BE LEVER HANDLE -LATCHSET DETERMINED WITH HARDWARE SUPPLIER AND w CLOSER HW 5 COORDINATED WITH TENANT, ALL HARDWARE TO KICKPLATE PUSH/PULL COMPLY WITH I.B.C.SECTION 1010. 5 WALL STOP CLOSER KICKPLATE 3. ALL OFFICE DOORS SHALL HAVE DOOR STOPS. HW 3 WALL STOP LEVER HANDLE -PRIVACY LATCH(OCCUPIED WINDOW) CLOSER HW 6 KICKPLATE LEVER HANDLE-CARD ENTRY/EXIT WALL STOP CLOSER WEATHERSTRIPPING KICKPLATE WALL STOP VERIFY ALL FUNCTIONS WITH TENANT 6 DOOR TYPES AND NOTES Scale: 1/4"=1'-O" DOOR SCHEDULE ROOM FINISH SCHEDULE DOOR T DESCRIPTION FRAME HARDWARE RATING SIGNAGE/REMARKS FINISH FLOOR BASE WALLS WAINSCOT CEILING REMARKS NO. P Lw�:7 GROUP NO. E R FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. m FIRST FLOOR OFFICE AREA FIRST FLOOR OFFICE AREA 100A EX 3'-O"x7'-O" ALUM./GLS FACT. ALUM FACT. EX - 100 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" 100B C 3'-0"X7'-O" WOOD STAIN H.M. PAINT 2 - 101 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-01, m 101 C 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - 102 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-01, O Y 102 C 3'-O"x7'-O" WOOD STAIN H.M. PAINT 1 - 103 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" 0 d 103 C 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - 104 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" OJ 104 C 3'-O"x7'-O" WOOD STAIN H.M. PAINT 1 - 105 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" O 105 D 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - 106 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 106 E 3'-0"x7'-O" WOOD STAIN H.M. PAINT 6 - 107 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" — VJ 107 C 3'-0"x7'-0" WOOD STAIN H.M. PAINT 1 - 108 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" (6 108 C 3'-0"x7'-0" WOOD STAIN H.M. PAINT 1 - 109 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" N �-Q 109 C 3'-O"x7'-O" WOOD STAIN H.M. PAINT 1 - 110 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" �✓ Lf� Q 115 CONC. EXIST. - - - - - - STRUCT. - - (1) V Q O O 110 A 3'-0"x7'-O" H.M. PAINT H.M. PAINT 4 - O 0 07 07 116 Sv FACT. Sv FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS 116 A 3'-0"X7'-O" WOOD STAIN H.M. PAINT 3 - TOILET CD L S 117 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS ''/^� = 117 A 3'-O"X7'-O" WOOD STAIN H.M. PAINT 3 - TOILET 118 Sv FACT. Sv FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS 0- VJ Q Q 118 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 3 - TOILET 120 CONC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" 121 B 3'-O"x7'-O" WOOD STAIN H.M. PAINT 1 - 121 CONC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" (n Q N 122 A 3'-0"x7'-O" H.M. PAINT H.M. PAINT 1 - 122 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" w m N 124 A 3'-0"x7'-0" H.M. PAINT H.M. PAINT 1 - 123 CONC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" - m Q N m 125 A 3'-0"xT-0" H.M. PAINT H.M. PAINT 1 - 124 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" 126 A 3'-0"x7'-O" H.M. PAINT H.M. PAINT 4 - 125 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-01, 00 130 A 3'-0"x7'-0" H.M. PAINT H.M. PAINT 4 - 126 CONC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" Q 132 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 5 - TOILET 130 CONC. EXIST. RUBBER FACT. GWB TAPE - - GWB TAPE 9'-0" N m 133 A 3'-0"x7'-0" WOOD STAIN H.M. PAINT 5 - TOILET 131 CONC. EXIST. RUBBER FACT. GWB TAPE P-LAM FACT. ACT FACT. 9'-0" SEE INTERIOR ELEVATIONS N In m MANUFACTURING AND WAREHOUSE AREA 132 Sv FACT. Sv FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS �I °m' 140A EX 3'-0"x7'-0" GLASS FACTORY ALUM. FACTORY EX - 133 SV FACT. Sv FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS ,`,yyl F 3 140B EX 3'-0"x7'-0" GLASS FACTORY ALUM. FACTORY EX - 140 CONC. EXIST. RUBBER FACT. GWB I TAPE STRUCTURE - KJ U L 141 CONC. EXIST. RUBBER FACT. GWB TAPE STRUCTURE - 140C EX 3'-O"x7'-O" GLASS FACTORY ALUM. FACTORY EX - N 140D EX 3'-0"x7'-O" GLASS FACTORY ALUM. FACTORY EX - J h.l W m 140E EX 3'-O"x7'-O" H.M. PAINT H.M. PAINT EX - TENANT IMPROVEMENT FINISHES J F 0 140F EX 3'-0"x7'-O" H.M. PAINT H.M. PAINT EX - PRODUCT COLOR LOCATION W W m 141A EX 3'-0"x7'-O" H.M. PAINT H.M. PAINT EX - SHEET VINYL 0 W SV ARMSTRONG CORLON SERIES #51903 BLUE/GRAY-TOILETS#116,#117,#118, j 141B EX 3'-O"x7'-O" H.M. PAINT H.M. PAINT EX - 0 C I u7 CARPET L 141C EX 3'-0"x7'-O" H.M. PAINT H.M. PAINT EX - CPT TENANT SUPPLIED CARPET SHAW SYNC UP J0126 PILE WEIGHT 22 24"X 24" 141D EX 3'-O"x7'-O" H.M. PAINT H.M. PAINT EX - RUBBER BASE Q U U [aRUBBER. 4"ROPPE OR JOHNSONITE 19l CHARCOAL OR BLACK 141E EX 3'-0"x7'-O" H.M. PAINT H.M. PAINT EX - u PLASTIC LAMINATE 141F EX 3'-0"x7'-O" H.M. PAINT H.M. PAINT EX - P-LAM WILSONART,NEVAMAR,FORMICA TOILET ROOMS-D381-60 FASHION GRAY (� Z a TOILET ROOMS-D381-60 FASHION GRAY DF/JAN.SINK-D381-60 FASHION GRAY J Q M J NOTE:"EX"=EXISTING DOOR,FRAME,AND HARDWARE] WALL FINISHES PANT SHERWIN WILLIAMS INTERIOR LATEX 7648 BIG CHILL 0 Sheet ACOUSTICAL CEILING W ACTT ARMSTRONG 2'x4'CORTEGA SECOND LOOK LAY-IN WITH 15/16"HD PRELUDE GRID 2776 WHITE TA5. i NWCB EXISTING CONCRETE PANEL i Document C/L WALL& MULLION STEEL FRAMINGInterior Q I I FACE OF WALL TO ALIGN Option, �`v�'.1 W/SIDE OF MULLION AT SIM. DETAIL O�Q. #12 HANGER WIRE TYP. WALL PER PLAN 1.Attachment options to structure(wood,concrete or .050 ALUM. BREAK steel) SHAPE TO MATCH SBUCNRE a. Attachment devices to structure Winch(6mm)diame- N *JSTOREFRONT 5 I I EXISTING STOREFRONT f ter 8-inch(75mm)long closed-eye wood screws;mini- 0 MAKE NO PHYSICAL o • mum penetration 1 inch(25mm)into the wood member. `,a e CONNECTION TO 1 Txv l2 ga.splryxtes ` Q STOREFRONT �.e•tz�m>..o. wx to b. No.12 ga.splay wire hoped arouM bottom chord ofL ' open joint or truss. WINDOW SILL PERF8/TA5.0 F . Metal 2-inch x 2-inch(50mm x 50mm)angle,attached EXISTING " g to concrete or steel with approved fasteners.STOREFRONT d. Tiewirespite minimum3'16-inch(5mm)diameterx2 0 ,0 0inches(50 mm)long,drilled and hammered for con- TIGHT LOOP THROUGH .050 ALUM. BREAK 1"DBL. FACED GLAZING crateHANGER HOLE & TAPE e. Tie wire wedge anchor 1A inch x 134 inches(6mm x N WITHIN 3" TURNS SHAPE TO MATCH NEXISTING STOREFRONT 44mm),for concrete.MAKE NO PHYSICALVERTICAL MULLION AT (TOP TO BOTTOM) CONNECTION TO STOREFRONTLO f. BeanVFlange clamps for steel structure members. �WALL PER Splay wire to be wrapped around itself three full turns;within a o 0 WALL AT WINDOW MULLION 2\ WALL AT WINDOW MULLION • 3inch(75mm)/angth CROSS TEE MAIN CER s ucruRF PER ASTM C635-6 BEAM PER ASTM C635-6 Scale: 3"-1'-;1' Scale: 1 112"=1' „ oaa ana�.a�x.e a J 2Attaehrtlentoptionsatpartition 12,som,ml o.c.ar aeemae rax.Ia a. Attach partitiontracktosuspended ceiling main runner •i^BS ar wNrw.es zs sn Cs.gmnml with two No.8 S-screws.(Detail A only.) CEILING INSTALLATION REQUIREMENTS i tlMNI A� roqux ur• ® w� i ® b. 'Winch(6111m)closed-eye bolt through partition track s 1 1 •SUSPENDED CEILINGS SHALL BE BRACED AGAINST LATERAL MOVEMENT DUE TO EARTHQUAKE PER ASTM C636.IN THE ABSENCE OF AN c 2-inch x 2-inch(50mmx 50mm)metal angle with two ENGINEERED DESIGN THE FOLLOWING BRACING SYSTEM WILL BE REQUIRED. FOUR NO.12 GA STEEL WIRES SHALL BE ATTACHED TO A MAIN w� c VERTICAL MULLION AT No.8S-screws in partition track. RUNNER WITHIN 2 INCHES OF A CROSS RUNNER. THE WIRES SHALL BE SPLAYED 90 DEGREES TO EACH OTHER AND RUN UP TO --- STOREFRONT STRUCTURE ABOVE AT AN ANGLE NOT TO EXCEED 45 DEGREES FROM THE HORIZONTAL. A COMPRESSION STRUT SHALL EXTEND FROM THE 5 s.� -# Splay wire to be wrapped around 4seff three tun turns,witNna MAIN RUNNER AT THE ATTACHMENT OF THE WIRES VERTICALLY AND BE ATTACHED TO THE STRUCTURE ABOVE AS REQUIRED BY BUILDING ALUM. EXPANDED wN.g 3-,-h(75mm)length. OFFICIAL. SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A ACOUSTICAL MULLION TO 3 Brecin POINT NOT TO EXCEED 6 FEET FROM WALLS.VERTICAL AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFACTURERS MATCH EXISTING g REQUIREMENTS.LIGHTING FIXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO a STOREFRONT MAKE NO Parutan a. Plenum height to 5 feet(1,500mm)Use 3M-inch BUILDING STRUCTURE BY AT LEAST 2 NO.12 GAGE WIRES. LIGHT FIXTURES WHICH WEIGH 56 POUNDS OR MORE SHALL BE SUSPENDED PHYSICAL CONNECTION (19mm)16 ga.(.0566 in.)cold rolled channel w7i8-inch FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID,AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE TO STOREFRONT 40— ~) (22mm)25 ga.(.0188-inch)furring channel or 158 in. SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSTEM. WINDOW SILL PER (41mm)25ga.(.0188-mch)steel stud. •MINIMUM 1"WIDE WALL MOLDING. •GRID MUST BE ATTACHED TO TWO ADJACENT WALLS-OPPOSITE WALL MUST HAVE 3 4'CLEARANCE. 8/TA5.0 b. Plenum height s-10 iric((90mm)25 gar steel Use nested •ENDS OF MAIN BEAMS AND CROSS TEES MUST BE TIED TOGETHER TO PREVENT THEIR SPREADING. or beck to back 3'1/2-inch(90mm)25 ga.steel studs. •PERIMETER SUPPORT WIRES MUST BE WITHIN 8"OF CEILING EDGE. c. Attach to partition with two No.8 S-screws. •PROVIDE MANUFACTURERS HEAVY DUTY GRID SYSTEM. 1"DBL. FACED GLAZING •CEILING AREAS OVER 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. TAPE •CEILING AREAS OVER 2,500 SF MUST HAVE MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. PAGE OF •CEILINGS WITHOUT RIGID BRACING MUST HAVE 2"OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. 5/8"TYPE "X'GWB •CHANGES IN CEILING PLANE MUST HAVE POSITIVE BRACING. GLUED TO EXISTING BWld to:Higher Staridard. www.nwcb.org •CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. COLUMN •SUSPENDED CEILING WILL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL. NWCB HEA TERS ORECAN •IF CEILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE,CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS -- WALL PER PLAN 2s2e easnake 1 e ste as0 I wattle.wA eai02 1.1 soa-2e5-oaaa DESCRIBED IN I.B.C.SECTION 104.11 TO LOCAL BUILDING OFFICIAL. ___-------C/L WALL& MULLION Hw wauecFwHc auREau tar206-S24-4243 I arreYmfo(anwcborg email oregon@nwcb.org SEISMIC BRACE AT SUSPENDED CEILING 00 WALL AT WINDOW MULLION TOP OF WALL BRACING 9 scale: N.T.S. 7 Scale: 1 1 22"-1'-0" $ Scale: N.T.S. E m -EXISTING 2"x 4 PROVIDE ARMSTRONG BERC 2 CLIP u O Y 4 2 1 4" 1/2"THERMALLY 4 ip d BROKEN ANODIZED ALUMINUM WINDOW > FU SYSTEM W/ 1" O INSULATED TINTED WALL EDGE MOLDING `•4 8 , O I.L GLASS `LINE OF PANEL PROVIDE CONTINUOUS `4 � Cn r' BEYOND CAULK BEAD BETWEEN cu � WIDOW FRAME AND ® O /�1 Q Q SILL. PROVIDE ARMSTRONG STABILIZER BAR SYSTEM TO KEEP OJ ^i`' BERC 2 CLIP PERIMETER COMPONENTS FROM Q lx WOOD SILL PIECE. SPREADING APART @ UNATTACHED -O !\ EASE EDGES. PAINT O V DIM. POINT WALLS ONLY C/) O O 2x TREATED WOOD o O 0 SS 07 On a 4 BLOCKING. © m`p o CD G O O a 3625162-43 GA '•. 0- QQ METAL STUDS @ 24" CROSS TEE O.C.W/5/8"TYPE B EXISTING a "X"GWB W/R-15 o PER ASTM C635-6 rn Q TILT-UP 5 BATT INSULATION `C uJ m CONCRETE ° ,`m (n W N PANEL. J Q N Q m SUSPENDED CEILING BRACE AT PERIMETER w N WINDOW SILL 14 scale: N.T.S. o 0 Scale: 1 1/2"-1'-0" N N N Z N00 O Q F3 #12 PERIMETER HANGER WIRE IF HANGER WIRE S OUT ANCHORED TO STRUCTURE I 4-WAY SEISMIC EXPANSION JOINT () W w OF PLUMB GREATER THAN 1:6 f ABOVE @ EACH MAIN BEAM CLIP(HATCHED) �yJ L] k COUNTER SPLAY PER ASTM C636 OR CROSS TEE Q 6 STABILIZER BAR SYSTEM TO Z KEEP PERIMETER Z W W u1 COMPONENTS FROM ONE SIDE OF SLICE CAP CRIMPED TO J SPREADING APART @ ALLOW MOVEMENT ONLY ON OPPOSITE O UNATTACHED WALLS ONLY END (, J m MAX. 8" IN LOOP THROUGH HANGER W _ w HOLE&THREE TIGHT TURNS FASTENER IN SLOTTED C.' ~ i WALL WHICH PENETRATES WITHIN 3"(TOP TO BOTTOM) FASTENER POCKET TO ALLOW Z C N CEILING GRID PER ASTM C636 MOVEMENT L I J o o o MAIN BEAM OR CROSS TEE MAIN TEE W W Ld WALL EDGE MOLDING CEILING GRID U U U [aw IN. 3/4" Z u UN-ATTACHED WALLS CROSS TEE TEE-FACE SLEEVE Q Q IN. 1" 1"GAP BETWEEN FIELD Z J Q M CUT MAIN TEE Q sheet J J 9 EDGE TRACK AT SUSP. CEILING 20 SEISMIC SEPARATION JOINT TA6. Scale: 3'-1'-0" Scale: 3`1'-0" GENERAL NOTE REMODEL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST EDITION. 1.DESCRIPTION Building Name&Site Location-Arlington Airport Building B-Process Solutions T.I.-Arlington,WA 2.DESIGN CODE AND STANDARDS Applicable Code(refern/Name)hese notes be Building Code(IBC) 2018 IBC COLD-FORMED (STEEL LIGHT GAGE CONSTRUCTION) _ Other documents referenced by these notes shall be the specific edition referenced by the building code specified above,or if not specified,shall be the latest edition. F _ Code supplement&Date-see snow(rain factor) m w REFRENCED u) TYPE CONTINUOUS PERIODIC ~ a 3.DESIGN LOADS STANDARD E a.Ceiling Live Load 2001b.point load b.Seismic Risk Category II 1.MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: n S,=1.059,S,=0.378,le=1.0,Site Class"D"and S =0.76, =0.485. a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS APPLICABLE ASTM Basic Seismic Force Seismic smic Design Category='D" SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. X MATERIAL STANDARDS Resisting System(a)=Light-Frame Walls w/Gyp Panels. C-38,R=2.Equivalent lateral force procedure was used. b.MANUFACTURER'S CERTIFIED TEST REPORTS. ---- X a b.Load Combinations All Code required load combinations are to be used in the building w 0 v o design. 2.INSPECTION OF WELDING: < y v OSHA STANDARDS a.COLD-FORMED STEEL DECK: g 2 THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS 1.)FLOOR AND ROOF DECK WELDS. ----- X AWS D1.3 FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL m CONTRACTOR'S MEANS AND METHODS.THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY b.SCREW SIZE&SPACING,BOLTING ANCHORING AND OTHER d� o NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING So r1 � d, CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND SYSTEMS INCLUDING DIAPHRAM,SHEARWALLS,BRACES, X IBC 1705.12.3 m P METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. COLLECTORS(DRAG STRUTS)AND HOLD DOWNS. CONCRETE AND MASONRY ANCHORS(BOLTS,THREADED RODS AND REBAR DOWELS) t a DRILLED IN EXPANSION ANCHORS: o CONCRETE DEWALT"POWER-STUD+"SD2 PER ESR-2502 CMU ADHESIVE ANCHORS: DEWALT"POWER-STUD+^SDi PER ESR-2966 2018 IBC TABLE 1705.3 CONCRETE DEWALT"AC200+^ACRYLIC ADHESIVE PER ESR4027 J ESR-281BAND DEWALT"PURE 110+^PER ESR-3298 (n o CMU DEWALT"AC100+GOLD'PER ESR-3200 SCREW ANCHORS: REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION lo W a 3 CONCRETE DEWALT"SCREW-BOLT+"PER ESR-3889 U Z CMU DEWALT"SCREW-BOLT✓PER ESR4042(CMU) O 0 2 B CONTINUOUS PERIODIC REFRENCED IBC H Z 3 s ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS ATTIME OF TYPE SPECIAL SPECIAL STANDARD• REFRENCE U)111 N J INSTALLATION PER ACI 318-14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR INSPECTIONS INSPECTIONS N UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED w PERSONNEL IN CONFORMANCE TO ACI 318-14 SECTION 17.8.2.2 1.INSPECT ANCHORS POST INSTALLED IN t m HARDENED CONCRETE MEMBERS.e FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. a.ADHESIVE ANCHORS INSTALLED IN O m E PROVIDE SPECIAL INSPECTION AS NOTED Al REQUIRED BY ESR REPORT.SUBSTITUTIONS HORIZONTALLY OR UPWARDLY INCLINED ACI 318:17.8.2.4 u$ ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED.SUBSTITUTIONS MUST BE X --- --- c ORIENTATIONS TO RESIST SUSTAINED Z. "m SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION.PROVIDE STAINLESS STEEL OR � a R- GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY TENSION LOADS. C c INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. b.MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a. ---- X ACI 318:17.8.2 LIGHT GAGE STEEL FRAMING AND DECKING W a STUDS AND TRACKS CONFORM WITH ASTM C 955.MATERIAL CONFORM WITH ASTM A 653,GRADE a.WHERE APPLICABLE,SEE ALSO SECTIONS 1705.12 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. 33 FOR 18 GAGE AND LIGHTER,GRADE 50 FOR 16 GAGE AND HEAVIER.GALVANIZED PER G60. b.SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE SIZES AS NOTED ON DRAWINGS. IN ACCORDANCE WITH 17.8.2 IN ACI 318,OR OTHER QUALIFICATION PROCEDURES.WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED,SPECIAL INSPECTIONS REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL WOOD STRUCTURAL PANELS PRIOR TO THE COMMENCEMENT OT THE WORK. CONFORM WITH U.S.DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARDS,PSI-09, STRUCTURAL PLYWOOD OR PS 2-18, PERFORMANCE STANDARD FOR WOOD BASED STRUCTURAL-USE PANELS.ALL PANELS RATED EXPOSURE 1.SEE PLANS FOR NAILING SPACING. (� `n, CONSTRUCTION � C I I(� CEILING JOIST SHEATHING: 15/32"SHEATHING,SPAN RATING 24E6. 2018 I B V WOOD 00 D V 0 N V T R V V T I 0 N PLYWOOD GRADE C-D.EXPOSURE 1.T SHEATHING MUST MEET THE REQUIREMENTS FOR DOC PSI OR PS2.1 1/8"STURD-I FLOOR,T&G.48/24. SPECIAL INSPECTIONS SPECIAL INSPECTION OF WOOD CONSTRUCTION INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT.AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT.SEE SHEET S1.0 FOR INSPECTION TABLES. FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA VERIFICATION&INSPECTION TASK SHOP DRAWINGS CONTINUOUS PERIODIC IBC SUBMIT 4 SETS OF PRINTS(U.N.O.BY ARCHITECT)OR ELECTRONIC PDF FILES,OF SHOP DRAWINGS DURING TASK DURING TASK SECTION TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED&STAMPED FOR COMPLIANCE I.HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH AND PRIOR TO FABRICATION FOR: LIGHT GAGE STEEL.WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED.CHANGES NOT SECTION 2306.2 TABLE 2306.2(2),THE INSPECTOR SHALL VERIFY: FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING a.WOOD STRUCTURAL SHEATHING TO VERIFY COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM THE GRADE AND THICKNESS SHOWN ON APPROVED --- X 1705.5.1 CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE BUILDING DRAWINGS. WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION."SHOP DRAWINGS ARE b.THE NOMINAL SIZE OF FRAMING MEMBERS A7 ADJOINING AN ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP PANEL EDGES,NAIL OR STAPLE LENGTH,NUMBER OF --- X DRAWINGS..". FASTENER LINES,AND SPACING OF FASTENERS IN EACH LINE 1705.5.1 SPECIAL CONDITIONS AND AT EDGE MARGING AGREES WITH APPROVED BUILDING DRAWINGS 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. ABBREVIATIONS m ARCH. ARCHITECT BAL. BALANCE B.OR BOT. BOTTOM BTWN. BETWEEN �/� :2 BLDG. BUILDING VJ BRG. BEARING m C.I.P. CAST IN PLACE C.J. CONSTRUCTION JOINT r O � CL CENTERLINE co CLR. CLEAR d CMU CONCRETE MASONRY UNIT COL. COLUMN O C6 " CONIC. CONCRETE U C.S.J. CLOSURE STRIP JOINT L EA. EACHco [O E.E. EACH END E.F. EACH FACE V E.J. EXPANSION JOINT d EL.OR ELEV. ELEVATION C6 E.N.W.OR ENW ENGINEERS NORTHWEST J �_ Q EQ. EQUAL /1 /r11� < a E.S. EACH SIDE O x O Q O O E.W. EACH WAY L F.O.C. FACE OF CONCRETE E F.O.S. FACE OF STUD C L C C o. F.O.W. FACE OF WALL d FTG. FOOTING N Q Q GA. GAGE GALV. HOT DIP GALVANIZED G..B. GYPSUM WALLBOARD �r1 r'1 H.OR HORIZ. HORIZONTAL uJ Q N I I.B.C. INTERNATIONAL BUILDING CODE N I.C.C. INTERNATIONAL CODE COUNCIL __ W N I I.F INSIDE FACE — rD o INC. INCLUDING N K KIP(1000 POUNDS) Q m L.W. LONG WAY M.B.S. METAL BLDG SUPPLIER U ❑ o N.F. NEAR FACE N N.T.S. NOT TO SCALE — N AREA OF WORK III--II r0 2/S11 LJL.LJ {I, N No O.F. ON CENTER rn N ❑ N O. OUTSIDE FACE uJ I O.S. OUTSIDE 'o O.T.O. OUT TO OUT y PL PLATE AREA OF WORK _ Q 0` REINF. REINFORCING 1/S1.1 3 0 REM. REMAINDER y F _ R.O. ROUGH OPENING Fw SECT. SECTIONS L] SIM. SIMILAR U) a d S.J SHRINKAGE JOINT w CI STL. STEEL J W Ill N SW SHEARWALL raj) TYMM. TYOPMETRICAL Q J F H m T.O.B. TOP OF BEAM �J,J W N m T.O.F. TOP OF FOOTING = W y T.O.S. TOP OF STEEL TOP OF SLAB U � r°0 T.O.W. TOP OF WALL rn(� C TYP. TYPICAL AT ALL SIMILAR PLACES Q L 2 d U.N.O. UNLESS NOTED OTHERWISE Z W w u V.E.F. VERTICAL EACH FACE ❑ 0 VERT. VERTICAL U U m a V.F.F. VERTICAL FAR FACE U) w o VFY VERIFY N V.I.F. VERTICAL INSIDE FACE Q No V.N.F. VERTICAL NEAR FACE KEY PLAN ❑\❑ z Q "1 V.N.F. VERTICAL OUTSIDE FACE % W.A.B.O. WASHINGTON ASSOC.OF BUILDING OFFICIALS J cN4 w/ N.T.S. WITH . N w/o WITHOUT sheet j W.H.S. WELD HEAD STUD AT w S0. 1 J W N r � E a o 11 12 13 14 15 16 17 18 54'-0" 54'-0' 54'-0" 54'-0" 54'-0" 54'-0' 62'-8" a ; m •' I 0 0 e o z /b A T� 14—� —� —iHHHH - - _ co a— U w -3 z C Bm - - - - - - - - - - - - - - - - - - - - - _�_ - - - - - - - - - p \ W Z�LLE 2�8 -------- ------- m 4 - r / I -- - -- - — - m rn c = m 0 m N '� U /� � N � {�, H CL Q m J Q a) Q E a- O 2 cL f/) a a a m 54'-0" 54'-0" 54'-0" 54'-0" 54'-0" 54'-0" 82'-8" W N N Eq I � N M � N m N 11 12 13 14 15 16 17 18 �p(� - N N N N corn D` Q F 3 Li OVERALL PLAN Q w W ul J F 00 r W N W N U) 2 N W U LLJ p O i U tiW O Z a J aJ Q o J sheet N J m N 51 .0 O J 17 18 1/2"PLYWOOD OVER JOIST.@ ALL NEW CFS.STRUCTURES. (UNBLOCKED).FASTEN TO 1 n SUPPORTS W#10 SCREWS @ G 6"oc @ SUPPORTED PANEL EDGES AND 12"FIELD. 6 6 SIM S2.1 S2.1 F r N y r 0 A o o a A E PROVIDE BLOCKING ul ry BETWEEN JOISTS. 5 0 a ALIGN WITH OFFICE S21 DR D . 0 DR. H R. 0 H R. _ _ _ _ WALL RIM JOIST. w =v M v S2 1 SEE PLAN NOTE 4 FOR a W m o SHEAR WALL LOCATIONS. b v` HDR. All I ' w 2 52.1 52.1 t� � ALIGN JOIST FULL LENGTH OF THE OFFICE.PROVIDE 11 SEE PLAN NOTE 4 i SIMPSON CS 16 STRAPS @ 6'-0"oc CONNECTING JOIST TOP o FOR SHEAR WALL FLANGES w/4#10 SCREWS EA.AND OF STRAP.ALIGN N u 52.1 Y o LOCATIONS. STRAP WITH JOISTS TENSION TIES SHOWN IN DETAIL 6/S2.1 y J � 10 U DJ 3 Z 5 ADD BLOCKING 52.1 S2.1 W 3 BETWEEN JOISTS I 9A i2+� N AT INTERMEDIATE ,$ HOLD O N 600S162-43 9 +i 3 M x 10/S2. USE 26GA.TOP 00 t m BEARING WALLS = 2q oc I 'C HDR. @-- I TRACK AND RUN 4 0 @ c TRACK CONT.OVER 52.1 Z u 8 CANTILEVERED a o c WALLS. w 7 SIM L, `j HDR. I I 4) n c O O O H LD O N 52.1 0 ✓T o 10/S2. 8 p p p } 600S162A3 = C a 52.1 ¢ ¢ ¢ @ 24oc 5 0 W 52.1 JR HD R.p_ ADD BLOCKING 1000S162'A3 BETWEEN JOISTS @ 24"oc IN LINE WITH THE 4 I SEE PLAN NOTE 4 FOR 4 PERIMETER WALLS SHEAR WALL LOCATIONS. 4 52.1 i 52.1 S2.1 1 n I 52.1 PARTIAL CEILING FRAMING PLAN Q 1 NOTES: 1/8"=V-0" 1.) VERIFY ALL DIMENSIONS AND FRAMING ELEVATION WITH ARCHITECTURAL DRAWINGS. p 2.)TOP OF WALL(BOTTOM OF JOIST FRAMING DENOTED AS,<X'-..>. 3.)JOIST TO BEAR DIRECTLY OVER THE WALL STUDS,TYPICAL. SEE PLAN NOTE 4 FOR 4.)ALL BATHROOM WALLS AND ALL OFFICE PERIMETER WALLS ARE GYPSUM SHEAR WALLS,FASTEN SHEAR WALL LOCATIONS. GYPSUM TO C.F.S.PER 9/S2.1. 10005 62-54 11 @ 52.1 m 7 SIM � S2.1 :2 p ADD BLOCKING BETWEEN j x JOISTS AT INTERMEDIATE � m BEARING WALLS O Y o � � O 0_ (� cl) a � V Q C C 0 0 0 N o O � M 17 18 a (LU) a a 0 a ��1 UJ Q N 0 N O W N 0 N Q N PARTIAL CEILING FRAMING PLAN Q a o I N a SEE NOTES ON S/1.1 1/8"=1'-0" 0 W N N N m m Q Fa 3 U U J O Q O V' a Z W W m Q J F J F Ln o W z - � o s C 2 rn � W W LL o (� U m a a Z Z N N N �J/ sheet S1 . 1 J CLIP FLANGES OFF&LAP TOP y TRACKS TYP.4 SCREWS MIN. v (2)SCREWS @ a 6"oc TOP& BOT.@ HEADER a EXTEND TO ADJACENT WALL UNLESS 7 TRACK BLOCKING TO MATCH 16 GAGE RIM JOIST.@ RIM 52.1 "I a STUDS,PLACE @ 10'-0"oc G.W.B.LENGTH THIS CALLED OUT ON PLAN JOIST SPLICES USE BEARING HEADER II"I MAX.ALONG WALL&@ EACH TOP TRACK 3"x8"x16GA.PLATE w/6-#10 3-#10x2x"x16"GAGE . PER SCHEDULE STRAP PER END OF WALL BEND UP 4"@ RIM JOIST OR TRACK @ DOUBLE STUDS SCREWS EA.END DO NOT 3-#10 SCREWS EA.LEG. i SCHEDULE EA.END.4 SCREWS TO CEILING JOIST LEVEL SIMPSON S/LTT20 TYP. HOLD L2x2x5"x16"GAGE 6" o SPLICE RIM JOIST OVER ( Co co DEEP JOISTS LAP HEADER STRAP EA.BLOCK _ HOLD DOWN w/ DOWN HEADERS. F w+ OVER 2 JAMB 112'0 DEWALT SD2 w m STUDS w/4 N N N. N N N N N N N H 11 ANCHORS r - GYP WHERE SHOWN PER ARCH. + a I SCREWS TO - H tt H tt M H N H H -.N tt H.. (EMBEDDED3) 2 I EA.STUD EA. WHERE GYP IS NOT PRESENT, 'N N N H H H JH H H H N - #10 EA.STUD E ,�✓ SIDE(8 TOTAL) ADD BRIDGING TO THE EXPOSED 1/2"MIN.G.W.B.BOTH N N N' N N N H N N N N ♦ EA.FLANGE n ill '' III 4,A"0� 2 SIDE PER THIS DETAIL. SIDES OF WALL u u 'd- II 0 N N N N u A ROUGH I UNBLOCKED USE#8 I : I I = ♦ STUD PER PLAN w/ IN' DRYWALL SCREWS @ Tbc 0 0 II 0 0 0 0 ➢ II H • c OPNG. 9"M BOT.TRACK 16"GAGE TOP III PLIES C @FIELD AND SUPPORTS. _„ „ n „ •„ N „ DOUBLE STUD TYP.EACH TRACK PLACE. 2"x6"xi6GA.BENT PLATE w/1/2" a I 20GA.CLOSURE I PP�RE� H H H N N H N N N N END OF WALL(U.N.0) JOISTS DIRECTLY DIAMETER HOLE FOR CEILING III TRACK AS AS N N N N 'A {I N N N N OVER STUDS. O N 0') ATTACHMENT.LOCATE AS w REQUIRED N N N N -11 N N N N N REQUIRED.FASTEN TO JOISTS SINGLE WINDOW Q e fl WITH 2-#10 SCREWS a m m SILL TRACK i6GA. - N N H. N N fl tt tl N N p v` 0 10 B- " NOTE:SEAT STUD WEB N N N. N N {I N N N N N STUD WALL 2-#10 @ 24"oc II - TIGHT TO TRACK WEB @TOP N N -N'- N N II H tt N N tt. 3 SCREWS 2 SCREWS @ 48"oc TYR STUD TO STUD BOT.OF WALL CONN. &BOT.OF STUDS 0" __ _ o PER 3/S1.0 . "' '"' r " ' - SEE SCHEDULE �y @"SIM"CONDITION m 9 0 DRIVE PINS @ 24"oc @ SHEARWALLS TYP. ITHEREISNO PLYWOOD DECK. NON LOAD BEARING HEADER LOAD BEARING HEADER TYPICAL WALL,BLOCKING&STRAP DETAIL TYPICAL G.W.B. SHEAR WALL ELEVATION o 1T Y PICAL WALL HEADER DETAIL SECTION ELEVATION DETAIL SECTION J � &ARE HEADERS NOTED ON THE PLAN AS"HDR."ARE BEARING ED IN THE PARTS SCHEDULE BELOW.HEADERS HEADERS 34"=V-0" STRAP BLOCKING IS REQUIRED ONLY IF 3/4"=V-0" 1/4"=P-0., SEE SCHEDULE FOR LOCATIONS N.T.S. 3/4'=1'-0" 2 RUNNING PARALLEL TO THE JOISTS ARE NON-BEARING(U.N.O.) STUDS ARE SHEATHED ONE SIDE ONLY. 1.)NOTES: RUNNING MUST RUN FULL HEIGHT TO CEILING JOIST WHERE NOTED AS SHEAR WALL. U W d 3 2.) G.W.B.MUST COMPLY WITH ASTM C1396/1396M. Z 3.) G.W.B.MUST RUN PERPENDICULAR TO FRAMING. Z C 8 m 4.) DRYWALL SCREWS MUST MEET ASTM C954. U)w n3 N 16 GAGE RIM JOIST PER m #10 SCREWS @ 16"oc 4/S2.1.AT"SIM"COND, EA.FLANGE PROVIDE BLOCKING IN O u E LIEU OF RIM JOIST. Z SIMPSON DTT1Z TENSION TIE @ (2)80OS162-54 BOXED (2)SCREWS EA.JOIST 6-0".USE WITH 3/8"DIAM. w/16 GAGE TRACKS TO HEADER 4) c DEWALT SD2 ANCHORS. "a g EMBEDDED 4 1/2"(@"SIM"COND. 1/2"PLYWOOD TENSIONS TIES ARE @ 2'oc) PER PLAN PROVIDE BLOCKING 3 BAYS @ C a TENSION TIE LOCATIONS.MATCH W BLOCKING 1ST BAY. 4x8 DF#2 PRESSURE TREATED JOISTS PER JOIST SIZE.FASTEN w/2x2x5"x 16 GAGE RIM SIZE TO MATCH JOISTS. w/3/4'DIAM DEWALT SD2 1/2"PLYWOOD PLAN 16"GA.w/3410 SCREWS EA.LEG. JOIST CONN.PER 8/S2.1 ANCHORS @ 48"oc.EMBED 4 1/2'.MIN.DO NOT COUNTERSINK INTO LEDGER --- JOISTS PER PLAN 3 5/8"x1 5/8 x JOISTS PER PLAN 20GA.WALL I LIGHT GAGE SCREW SCHEDULE BRACE @ 48"oc OVER 1 - ---- - --- E CONCRETE WALL I DEMISING WALL WINDOWS& D R PER PLAN SCREWS 00 S CEILING• " CEILING ATTACHMENT PER , T.O.W.PER PLAN #10-i6x1 HWH#3 OR PPH#3 MTL.TO MTL. BALANCE PER ATTACHMENT PER - ------ ----- ( ) 4/52.1.LOCATE AS REQ D. 4/52.1 4/52.1.LOCATE AS I. CEILING ATTACHMENT PER4/S2.I LOCATE REQ'D. I #6 TYPE SDRYWALL SCREWS. WHERE REQUIRED JOIST FRAMING PER PLAN WITH SCREWS SIMPSON L5it CLIPS wl 10d 6007162-54 CONT. FOR GYP.SHEAR WALLS USE SHEATHING PER I. FASTEN TO WALL w/3 G.W.B.TO MTL.) FASTENERS PER 9/82.1. COMMON NAILS INTO LEDGER ARCH. #10 SCREWS EA.WALL AND#10 SCREWS INTO JOIST io CEILING PER ARCH. CEILING ATTACHMENT PER STUD. SCREWS 4/52.1.LOCATE AS REQ'D. (PLYWOOD TO MTL.) #10-18x1 ill"PWH#3 1 1/2"MAX.OVER TOP&BOT. CEILING TRACKS TO USE THESE SCREWS FOR COLD FORMED STEEL CONSTRUCTION MATCH STUD GA. TYP.STUDS PER PLAN UNLESS NOTED OTHERWISE. @"SIM"CONDITION JOISTS RUN CONT.OVER THE BRG WALL. SECTION /n� SECTION 7 SECTION SECTION Q SECTION 5 3/4„=1 0.. `' 3/4"=1•-0„ m C 'A :2 VJ � m #8-18 SELF-TAPPING EYE f L RIGID STEEL HEAVY WALL EMT CONDUIT O i SCREW.PENETRATE STRUT @ 12'-0"-EA.WAY.START V-0"MAX. d THRU STL.MEMBER FROM EDGE OF CEILING AROUND PERIMETER �O co U Q li (n SEE PARALLEL 21 o CONDITION FOR BALANCE OF INFO. V d •E STEEL FLOOR OR ROOF MEMBERS E (MAY BE"SJI"JOISTS) c. VJ` Q-Q I� #12 VERT.WIRE HANGER INSIDE CONDUIT _3 ^W 0: Q ?� a UNDERSIDE OF STRUT.PROVIDE ADDITIONAL END& a N STEEL FLOOR OR INTERMEDIATE VERT.SUPPORT WIRE. (3) Q O O HILLTTI X-ENP 9 P F @ WHERE CONN:CK TO BEAM ROOF FRAMING O C "L"IS GREATER THAN 8'-6"AND a- c LESS THAN 17'-0"ADD 4#12 GA.SPLAY O iv 12"oc STAGGERED WIRES,ONE EA.,IN PLANE OF EA. a a Q Q 0 4#8 SCREWS 1'-2" SPACE PER RUNNER.LOCATE ADDED SPLAY WIRES THRU TRACK INTO PLAN AT MID-HT.OF CONDUIT STRUT. CAP @ COLUMN u �n a CONTINUOUS 45'MAX. uJ Q N oo TOP TRACK TOP OF NON LOAD BEARING WALL TOP OF NON LOAD BEARING WALL TYP EMT STEELCONDUTSTRUTUPL"IS GREATER THAN V-6". 0T0?GA W Eq N PERPENDICULAR TO DECKING FLUTE CONDITION TO WIDE FLANGE BEAM OF5'-6".SLIP OVER#12GAGE IN PLACE _ H.S.S.PER PLAN w/ VERT.WIRE CUT TO FIT 8 SHIM TIGHT N 3/16"CAP PL w/SEAL TO FLOOR OR ROOF STRUCTURE&MAIN Q m co WELD ALL AROUND, 45°MqX. RUNNER. _ H PER PLAN I ROOF DECK TRACK TO ROOF CONN: 45°MAX U Q I 1-#10x9/16 WAFER HEAD o I SCREWS 8"oc STAGGERED 45°MAX. MAIN RUNNERN N 1 1/2" 7" 3 1/2' STUDS @ 16'­ TENSION TIE PER 4/82.1 < 45'MA LOCKING PIN TO rn m CROSS RUNNER(USE r0 L SYMM. 3/16 RUNNER TO MAIN PROVIDE BLOCKING 0 FASTEN CROSS uJ N N 1ST.2 BAYS PER 8/S2.1 W .E _ _ _ _ RUNNER. � Is 16 GAGE CONT.FLAT Q I NOTE:1/2"MIN G.W.B. = STRUT TO MAIN RUNNER (4)#12 GA.SPLAY WIRES,ONE EA.,IN F PLATE S#10 METAL 3 v BOTH SIDES UNBLOCKED. O M TIGHT FIT.SHIM AS REQUIRED PLANE OF EA.RUNNER-VERTICAL SCREWS @ 12"oc y SCREWS PER SCHEDULE 4 INTO LOW FLUTES 60OT125-33 BOTTOM TRACK SPLICE ANGLE APPROX.45°ALL WIRES �U W SPACING @ 7"oc @ W o w/HILTI#DSP37P70 SECURED TO MAIN RUNNER WITHIN 2" Ll EDGES&7"oc FIELD a 22 GAGE CLARK DIETRICH OF INTERSECTION.AT EA.END OF nn// MAXTRAK 2D(SLT/H)3"LEG (.177"0x1 1/2")LOW STUD TO BOT.TRACK TUBING LL Q VELOCITY DRIVE PINS SPLAY WIRE OR VERT.WIRE ATTACH BY I,l DEFLECTION TRACK.USE @ CONN:#10-i6x1"PPH j I 8-#18 SELF LOOPING WIRE THRU HOLE IN RUNNER, (n W W N I GYP.BOTH SIDES #10x9/16"WAFER HEAD 24"oc AND 6"FROM ENDS #3 EACH FLANGE END STUD JOIST PER PLAN TAPPING SCREWS CONDUIT STRUT OR THRU EYE SCREW& z J cv I PER ARCH. SCREWS EACH STUD FLANGE N I NOTE: TWISTING WIRE TIGHT AROUND ITSELF O I HILTI LOW VELOCITY BALANCE OF INFORMATION AT LEAST THREE COMPLETE TURNS IN 1 _ J PL w/(4)-3140 I I 3/8"WIDE x 20GA. I FASTENER PER PER 5/S2.1 CEILING ATTACHMENT ` STRAP 1/2"TYP. W F N m POWER-STUD+SD4 SCHEDULE PER4/S2.1 LOCATE 4 ------_ EMBED 4 1/2"MIN. I 600Si62-33 STUDS @ i6"oc 2"MAX.CL STRUT TO CL SPLAY (� W ( ) I O WHERE REQUIRED < •.a CONN.TYP. IJJ C� - ~ rn4 :a m' MAIN RUNNER NOTE:SEE ARCH.FOR CEILING �l L 2 to GAP WIDTH PER ARCH. BUT MAY BE BENT 90° lz^^ W WQ m NOTE:DTL SAME AT TOP VERTICAL SUPPORT. V a TOP OF NON LOAD BEARING WALL TOP OF NON LOAD BEARING WALL LlU m g f PARALLEL TO DECKING FLUTE CONDITION BOTTOM OF WALL CONNECTION TO SLAB Q Z Q GRADE CONCRETE SLAB ON TYPICAL SUSPENDED CEILING Q " 10 SECTION SECTION SECTION "LATERAL" SUPPORT DETAIL (ONLY) (DJ Q m g/q^=,_D• 11 1 /� �` Q sheet tN.1 3/4"=1'-0" NOTES. 1 112"-1'-0" I J EMT.IS TO BE ASTM A-519 3/4"-1'-0" (D m 1.)ALL METAL TO METAL SCREWS TO BE#10 SCREWS = . N V O N J I Engineers Northwest Inc... P.S. ARLINGTON AIRPORT INDUSTRIAL BUILDING - PROCESS SOLUTIONS TI 4417 172Id Street N E Arlington, WA 98223 STRUCTURAL CALCULATIONS FOR INTERIOR LIGHT GAGE STELL STRUCTURES �t *10 AL 0 Z 3I3t�23 2018 International Building Code March 31, 2023 ENW #22022004 . • . . . . . . . . . . . . . . •19020 33r'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 - Process Solutions 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. Code: IBC 2018; ASCE 7-16 Lateral System of Restroom: Cold form steel walls with gyp shear walls (gyp on both sides). 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-Process Solutions 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 SD1 = 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=+/-SDs D(Eqn 12.4-4)- May be zero for proportioning foundations. 2 5 GRAVITY Project Name: cfs talcs Page 1 of 1 Model: Typical Bathroom Ceiling Joist Simple span Date:03/28/2023 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 3.50 399.5 0.0 0.32 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.strongtiexom 7 Project Name: cfs talcs Page 1 of 1 Model: Typical Bathroom Ceiling Joist Double Span Date:03/28/2023 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 (punched) 1 �Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in14 34.00 Ib/ft 34.00 Ib/ft Loads have not been modified for strength checks Loads have not been modified for deflection calculations • R1 Rz 13 Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress ,z.00 ,o.00 Span KyLy, KtLt Distortional Connector Ratio x Left Span NA Full, 144.0" N/A - Right Span NA Full, 120.0" N/A - Web Crippling Bearing pa M Support Load(lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R1 239.6 3.50 399.5 0.0 0.31 NO R2 615.6 6.00 872.0 772.5 0.75 NO R3 92.8 3.50 399.5 0.0 0.12 NO P1 200.0 3.50 744.8 825.8 0.54 NO after support means punched near support Point Loads P1 Load(lb) 200.00 X-Dist.(ft) 6.00 Code Check Required Allowed Interaction Notes Left Span Max.Axial, Ibs 0.0(t) - 0% K(D=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 368.4 1240.3 30% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 825.8 1087.9 76% Ma-dist(control),KO=0.00 lb-in/in Moment Stability,ft-Ibs 825.8 1271.1 65% Shear/Moment 0.68 1.00 68% Shear 368.4, Moment 772.5 Axial/Moment 0.65 1.00 65% Axial 0.0(c), Moment 825.8 Deflection Span, in 0.241 --meets L/598-- Right Span Max.Axial, Ibs 0.0(t) - 0% KO=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 247.2 1240.3 20% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 772.5 1087.9 71% Ma-dist(control),KO=0.00 lb-in/in Moment Stability,ft-Ibs 344.2 1271.1 27% Shear/Moment 0.64 1.00 64% Shear 247.2, Moment 772.5 Axial/Moment 0.61 1.00 61% Axial 0.0(c), Moment 772.5 Deflection Span, in 0.027 --meets L/4375-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 239.6 By Others&Anchorage Designed by Engineer NA NA R2 0.0 615.6 By Others&Anchorage Designed by Engineer NA NA R3 0.0 92.8 By Others&Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 8 Project Name: cfs calcs Page 1 of 1 Model: Typical Office Ceiling Joist Simple span Date:03/28/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 P' Section: 10005162-54 (50 ksi) @ 24"o.c. Single C Stud (unpunched) 1 �Maxo= 3922.2 ft-lb Va= 1660.8 lb I= 9.39 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 zo.00 x Span KyLy, KtLt Distortional Connector Ratio Span NA Full, 240.0" N/A - Web Crippling Bearing pa M Support Load(lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R1 440.0 1.00 553.2 0.0 0.41 NO R2 440.0 1.00 553.2 0.0 0.41 NO P1 200.0 3.50 1655.0 2700.0 0.48 NO after support means punched near support Point Loads P1 Load(lb) 200.00 X-Dist.(ft) 10.00 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 440.0 1660.8 26% Max. Moment(MaFy, Ma-dist),ft-Ibs 2700.0 3364.1 80% Ma-dist(control),K(P=0.00 lb-in/in Moment Stability,ft-Ibs 2700.0 3922.2 69% Shear/Moment 0.69 1.00 69% Shear 100.0, Moment 2700.0 Axial/Moment 0.69 1.00 69% Axial 0.0(c), Moment 2700.0 Deflection Span, in 0.650 --meets L/369-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 440.0 By Others&Anchorage Designed by Engineer NA NA R2 0.0 440.0 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 9 Project Name: cfs calcs Page 1 of 1 Model: Typical Office Ceiling Joist Double Span Date:03/28/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 4.2.0.14 P, Section: 10005162-54 (50 ksi) @ 24"o.c. Single C Stud (unpunched) 1 �Maxo= 3922.2 ft-lb Va= 1660.8 lb I= 9.39 in14 34.00 Ib/ft 34.00 Ib/ft Loads have not been modified for strength checks Loads have not been modified for deflection calculations R, R2 R3 Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress ,s.00 ,,.00 Span KyLy, KtLt Distortional Connector Ratio x Left Span NA Full, 180.0" N/A - Right Span NA Full, 132.0" N/A - Web Crippling Bearing pa M Support Load(lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R1 282.1 6.00 1030.5 0.0 0.14 NO R2 714.4 3.50 1655.0 1093.8 0.41 NO R3 87.6 3.50 840.0 0.0 0.05 NO P1 200.0 3.50 1655.0 1159.4 0.24 NO after support means punched near support Point Loads P1 Load(lb) 200.00 X-Dist.(ft) 7.50 Code Check Required Allowed Interaction Notes Left Span Max.Axial, Ibs 0.0(t) - 0% K(D=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 427.9 1660.8 26% Max. Moment(MaFy, Ma-dist),ft-Ibs 1159.4 3364.1 34% Ma-dist(control),KO=0.00 lb-in/in Moment Stability,ft-Ibs 1159.4 3922.2 30% Shear/Moment 0.38 1.00 38% Shear 427.9, Moment 1093.8 Axial/Moment 0.30 1.00 30% Axial 0.0(c), Moment 1159.4 Deflection Span, in 0.133 --meets L/1355-- Right Span Max.Axial, Ibs 0.0(t) - 0% KO=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 286.4 1660.8 17% Max. Moment(MaFy, Ma-dist),ft-Ibs 1093.8 3364.1 33% Ma-dist(control),KO=0.00 lb-in/in Moment Stability,ft-Ibs 543.6 3922.2 14% Shear/Moment 0.33 1.00 33% Shear 286.4, Moment 1093.8 Axial/Moment 0.28 1.00 28% Axial 0.0(c), Moment 1093.8 Deflection Span, in 0.016 --meets L/8053-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 282.1 By Others&Anchorage Designed by Engineer NA NA R2 0.0 714.4 By Others&Anchorage Designed by Engineer NA NA R3 0.0 87.6 By Others&Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 10 Project Name: cfs talcs Page 1 of 1 Model: Typ bearing wall stud worse case Date:03/28/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie@ CFS DesignerTm 4.2.0.14 Section : 3625162-43(33 ksi) @ 24"o.c. Single C Stud(punched) Maxo= 612.0 ft-lb Va= 1739.1 lb I= 0.71 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 48.0",48.0" 48.0", 162.0" LSUBH3.25(Min) 0.26 Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R2 67.5 6.00 526.4 0.0 0.07 NO 13.50 10.001b/ft R1 67.5 6.00 526.4 0.0 0.07 NO 1­1 after support means punched near support Gravity Load Type Load (lb) Uniform 14.00plf Ply 715.00Ib @ 13.50ft A Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 904.0(c) 2167.7(c) 42% K(P=0.00 lb-in/in Max KL/r= 112 Max. Shear, Ibs 67.5 675.7 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 227.8 609.6 37% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 227.8 595.5 38% Shear/Moment 0.37 1.00 37% Shear 0.0, Moment 227.8 Axial/Moment 0.83 1.00 83% Axial 815.2(c), Moment 227.0 Deflection Span, in 0.357 --meets L/454-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 67.5 0.0 By Others&Anchorage Designed by Engineer NA NA R1 67.5 904.0 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 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 Blocklme 6 Printed:28 MAR 2023, 1:59PM Wood Ledger File:Process Solutions T1-Fnercalcs.ec6 g So$ware copyright ENERCALC,INC.1983-2020,1�:12.20.8.1, i.00. •• DESCRIPTION ledger design Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Ledger Width 3.50 in Design N1 thod:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Ledger Wood Species Douglas Fir-Larch(North) Fb Allow 1,000.0 psi G:Specific Gravity 0.49 FvAllow 100.0 psi Bolt Diameter 3/4"in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 48.0 in Concrete as Nhin Supporting Nbmber Cm-Wet Service Factor 1.0 Lhing 6"anchor embedment length in equations. Ct-Temperature Factor 1.0 Using dovml bearing strength fixed at 7.5 ksi per NDS Table 11E Cg-Group Action Factor 1.0 C A-Geometry Factor 1.0 D 70.0 L 100.0 Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution. Load Data Dead Roof Live Floor live Snow Wind Seismic Earth Uniform Load... 70.0 plf plf 100.0 plf plf plf plf Of Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs 12 Title Block line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the'Winting& Project Descr: Title Block"selection. Title Blocklme 6 Printed:28 MAR 2023, 1:59PM Wood Ledger File:Process Solutions TI-Enercalcs.ec6 g So$ware copyright EISERCALC,INC.1983-2020,Bu>�:12.20.8.1, i.��. •• DESCRIPTION. ledger design DESIGN SUMMARY • Mhximum 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 Ivbment 226.668$-lb Mix Vertical Load 680.0 lbs Ledger,Parallel to Grain 7,500.0 ksi ib:Actual Stress 88.711 psi Bolt AllowUertical Load 879.46 lbs Supporting Number,Perp to Grain 2,500.0 ksi Fb:Allowable Stress 1,000.0 psi Supporting Nbmber,Parallel to Grain 5,500.0 ksi Stress Ratio 0.08871 :1 Mix Horizontal Load 0.0 lbs Bolt AllowFlonzontalLoad 1,715.041bs Nhximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+L Diagonal Component 680.0 lbs Shear 340.002 lbs AllowDiagonal Bolt Force 879.46 lbs fv:Actual Stress 40.197 psi Stress Ratio,Wood @Bolt 0.7732:1 Fv:Allowable Stress 44.444 psi Stress Ratio 0.9044 :1 Allowable Bolt Capacity Note ! Refer to NDS 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 = 879.46 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 1.714 Re 1.364 Rt 1.714 kl 1.356 k2 1.905 k3 0.8934 kl 0.7451 k2 1.227 k3 1.021 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= 1,312.50 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 3,609.38 lbs It :Eq 11.3-3 Rd= 4.50 Z= 1,978.07 lbs It :Eq 11.3-3 Rd= 3.60 Z= 2,988.31 lbs lUm:Eq 11.3-4 Rd= 4.0 Z= 2,295.89 lbs 111m:Eq 11.3-4 Rd= 3.20 Z= 3,472.42 lbs 11Is :Eq 11.3-5 Rd= 4.0 Z= 879.46 lbs 111s :Eq 11.3-5 Rd= 3.20 Z= 1,867.50 lbs TV :Eq 11.3-6 Rd= 4.0 Z= 1,054.69 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 1,715.04 lbs Zmin:Basic Design Value = 879.46 lbs Zmin:Basic Design Value = 1,715.04 lbs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain Z*CM*CD*Ct*Cg*Cdeka = 879.46 lbs Z*CM*CD*Ct*Cg*Cdeka = 1,715.04lbs 13 DEWALT DESIGN ASSIST 1.6.5.0 Page 1 DEWALT joist ledger anchor calc Mar 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 in Width 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 1.6.5.0 Page 2 DEWALT joist ledger anchor calc Mar 24 2023 S.Geometric Conditions �Y � 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: 0.00 0.00 0.000 OK Controls Concrete Breakout Strength: 0.00 0.00 0.000 OK Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 976.00 5239.00 0.186 OK Concrete Breakout Strength: 976.00 4096.00 0.238 OK Controls Pryout Strength 976.00 12221.00 0.080 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 1.6.5.0 Page 3 DEWALT joist ledger anchor calc Mar 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 976 lb Vuy 0 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 1.6.5.0 Page 4 DEWALT joist ledger anchor calc Mar 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 0.00 976.0 976.0 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 1.6.5.0 Page 5 DEWALT joist ledger anchor calc Mar 24 2023 IO.Design Proof Tension Loading Steel Strength t N ACI 318-14 17.4.1 v < � Variables a Nsa (lb) N 0.000 0.00 Results cpNsa = 0.0 lb Table 17.3.1.1 Nua = 0.0 lb Utilization = 0.0% 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 1.6.5.0 Page 6 DEWALT joist ledger anchor Cale Mar 24 2023 1.Design Proof Shear Loading Reference 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 = 976 lb Table 17.3.1.1 Utilization = 18.6% 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 tps eis 0.70 0.000 Results cpV cb = 4096 lb Direction = X+ Vua = 976 lb Table 17.3.1.1 Utilization = 23.8% 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 1.6.5.0 Page 7 DEWALT joist ledger anchor calc Mar 24 2023 Pryout Strength v ACI 318-14 17.5.3 d e E a V _ a Equations ,. a awn 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 3.80 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 = 976 lb Utilization = 8.0% 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 NON - LOAD BEARING DEMISING WALL Project Name: Cfs Calcs Page 1 of 1 Model: New Demising Wall Date:03/28/2023 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, 334.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 27.83 6.671b/ft R2 92.8 1.00 152.8 0.0 0.32 NO R1 92.8 1.00 152.8 0.0 0.32 NO "*"after support means punched near support Gravity Load Type Load (Ib) Uniform 9.33plf Ply 200.001b @ 9.25ft Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 459.7(c) 2558.6(c) 18% K(P=0.00 lb-in/in Max KL/r= 146 Max. Shear, Ibs 92.8 638.1 15% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 645.4 760.9 85% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 645.4 950.6 68% Shear/Moment 0.68 1.00 68% Shear 0.0, Moment 645.4 Axial/Moment 1.01 1.00 101% Fails-Axial 373.5(c), Moment 572.6 Deflection Span, in 1.701 --meets L/196-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 92.8 0.0 By Others&Anchorage Designed by Engineer NA NA Rl 92.8 459.7 By Others&Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 22 LATERAL - LARGE RESTROOM STRUCTURAL CALCULATIONS PROJECT# PROJECT -DATE SUBJECT - SHEET OF BY - _ - - -- - -- - ... -- J - r- -------- - - - ------ --- � ((rr11 10 3 1 z --. ... ............................. a� - - _ -- _ _ 33i -- I 12 AISI S213-07/S1-09 Table C2.1-2 d~StabesandMeaft Nominal Shear Strength(Rn)for Wind and Seismic Loads for Shear Walls Faced with Gypsum Board or Fiberboard WA (Pounds Per Foot) Maximum Fastener Spacing at Panel Edges/Field(inches) Assembly Description Aspect Ratio (h/w) 7/7 4/4 4/12 - 8/12 4/6 -3/6 2/6 1/2"gypsum board on one side 2:1 290 425 295 230 - - - of wall;studs max. 24"o.c. '/2"fiberboard on one side of 1:1 - - - - 425 615 670 wall;studs max. 24" o.c. 1. Nominal strengths shall be multiplied by the resistance factor(�)to determine design strength or divided by the safety factor(f))to determine allowable strengths as set forth in Section C2.1. 2. See Section C2.1 for requirements for sheathing applied to both sides of wall. 3. For gypsum or fiberboard sheathed shear walls,tabulated values shall be applicable for short-term load duration only (wind or seismic loads). 4. For SI:1"=25.4 mm, 1 foot=0.305 m,1 lb=4.45 N. U225) 25 _ STRUCTURAL CALCULATIONS PROJECT -- PROJECT-- - DATE SUBJECT SHEET OF BY ............ -.-------,----A-------k:-----.._.,...- -- - - -- .... ... . ..... .... .... ........................ -- ----- - ---- -- ------- -- --------------- --- IV I 1 -- - -- -- - - -- - - - _ . _ _...- - - - . r - - - SQ wCt r�.. -------- Or - -- -.- .... ..... _ - .... . .. .. _ --- ..... _ #: __ _.. ......... ._..�.�.��.. ._.....- _.... v _ ._ .. .... _ - ._ CA l�wb� - �, - _ - -: - -----. - ----- . : - . ' rc��T-- ....._ �. ... . - _. _ _...... _ __ _.._ STRUCTURAL CALCULATIONS PROJECT# PROJECT DATE SUBJECT SHEET OF BY .. ----- ---------:-- ------- :- - -----. -.. - - .... _ # - y CSC- -- ---- _- . . ......_..... .... • _.. ._.. _ -- - - - -- --- --- ----- ---- a � w �JF . . __ `7. 8 .. _. _ l.._., 3. . � s - _ _ ---- : -- -- - - or ._.. .... - `' :_ 3 ---�.. .....-#-^fit°- - _.. - - _ _ 5.... .. .ZS. .. .' . _ . ... __.._ .- -- _. _... _.. . -... ... 1' . ... _. y - -__ . _. .......... ........ _ . - - - - _ .. __ -.- _ . . _ .. - -- --- - - - - -... _ : . - -. .27 DEWALT DESIGN ASSIST 1.6.5.0 Page 1 DEWALT shear wall holdown anchor Mar 24 2023 .Project Information Company: Project Engineer: Joanne Bayuga Address: 19020 33rd Ave W 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: 1/2"G Medium Carbon Steel Embedment: het, 2.00 in hnom 2.5 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 in Width 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 1.6.5.0 Page 2 DEWALT shear wall holdown anchor Mar 24 2023 S.Geometric Conditio Y X hslab 6 in hmin 6.000 in Edge Cx- 00 in emin 2.750 in Edge Cx+ 6 in cagy 8.000 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: 1650.00 7834.00 0.211 OK Concrete Breakout Strength: 1650.00 1658.00 0.995 OK Controls Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 0.00 0.00 0.000 OK Controls Concrete Breakout Strength: 0.00 0.00 0.000 OK Pryout Strength 0.00 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 1.6.5.0 Page 3 DEWALT shear wall holdown anchor Mar 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 1650 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 1.6.5.0 Page 4 DEWALT shear wall holdown anchor Mar 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: 1650.000 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 1650.00 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 1.6.5.0 Page 5 DEWALT shear wall holdown anchor Mar 24 2023 IO.Design Proof Tension Loading Steel Strength t N ACI 318-14 17.4.1 v < � Variables a Nsa (lb) tP 10445.000 0.75 Results cpNsa = 7834.0 lb Table 17.3.1.1 Nua = 1650.0 lb Utilization = 21.1% 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 (W) 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) Camin (in) 8.000 17.000 1.000 5000 2.00 6 Nb (lb) cp (Pseis 3400.000 0.65 0.750 Results 9Neb = 1658 lb Table 17.3.1.1 Nua = 1650.0 lb Utilization = 99.5% 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 STRUCTURAL CALCULATIONS PROJECT# PROJECT DATE SUBJECT SHEET OF BY _....... .._.. ..'._ . ...... ........ ....................... _ _ di -- ------- - .. Oil 5ci .. _.._---------- ..... _ r —_..:. u._�.........-_... ... - . . �.. .. . r-. ` . _.. Lb - _ :.----- ........... -- ---- - - - - :_ ► 2?d ---- - - ---- ----- - - r - - -.........-.... - w _.... _. -- - : - -0 - .. � - _. _. ... 1 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 LOADS: ALL SHEAR WALLS WORK WITH GYP SF EAR a WITH AN ALLOWABLE LOAD OF 81.2PLF. ALLOWABLEAGM LOAD IS 184PLF. 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 LATERAL - SMALL RESTROOM STRUCTURAL CALCULATIONS PROJECT#- PROJECT- DATE SUBJECT SHEET-OF BY ... - -- -- -- -- -- - - -- - 2 . .. W dux 75-_. - - - - - -- - - - --- _. .... .... .... - � ---V -i... 4 - ---- -- - - -- a, --- — — _. _. — — — —— -- --- —— — — -- _._ ..._... w : --.......... ---------------.. — --- - — .- — -- — -- — — -- — --- — -- ------------— -- �. ............... _ -----_..� - - --- . .. _ _ z - _.. #1- r� � - - Z ---. � P-' 1 - - " - - - - -- ... - - - --- — _ � — _............... .... .................... _ —--. .... _ .... ... ...........---------- .... -- -- --- -- — —-- ---- -- .... .- ... — — — - — — _... . ........ __ . — . . . .. 36. LATERAL - SMALL OFFICE STRUCTURAL CALCULATIONS PROJECT# PROJECT DATE SUBJECT- SHEET-OF By ......-------- --------------- ....... ---- --------------- ..........................-------------------------------------------------- S_i c 'A -------------- . ... ............ ........................ ------------- ---------------------------------.................. j ------- ----- -------- ............. ......... ----------------- ----- ---------------------- ­-­­­ - ------------­----- --------- ............ --------- -------- 7------------------——----—--- .. ....------- -------tl ------.. cta� ... .... .. ............ �V. CIL _T ---------lbw ------------ -----------It ----------------- .................. .......... ......... ........... .................. .................... ----------- -------------- -----------­--__ -------------------------- -............... .......... ------------------- ---------0 ---- Aiv i ------ ----- 16---------- 4i U ti ---------- q m --- --------- ----------- .............. ------ ......... ......... 7F .......-------- tt ................... ......................... ------------- -------------------------- ---------- ------- ... -------------- t m .......... ....................... .... ........ .................................. ............ ................. ... .......... ..................... .......... ... .... ----------------- ........... -----------­t ..................... .. ......... -------------­-------------- --—---- ---------- ................................ ........... .............. ..................... ............. - --- ---- .......... ............ .......­ . ...... ....................... -------------- VNI ............ .........................I- .......... -------- --------- cAt is, ................ a -- - ------------------ ....... ...... .......... .......-------- ­....... .......... ........... .......... ---------- I a ------------- ........ ... IMPSON DTTII Z,:TENSIbN TIE MAX A�SD zTENSION LOAD 906# ............. ... ........................... ------------- ------------------ ........... H ............ TENSION AN.N.­ANGH-OR ALL -IN LRFD-.X- OVERSTENGT 132-5 --- ------- m :MAXz OWED, m ' TRO(EQUIVALENT TO 1325#kj/� 464#ALLOWABLE TENS z - - -ION LOAD: (CON - L8.. .. ......(EQUIV .......... ............... .......... -------------- ---- -- ------ ------------ ­........... ....... -------- --------------- .. ----- ........ ... ...... ---------- ... .......... --------- ­........... --------- ---- .................. -------- .......... . .......­ ... ....... .......... ------ . ................. --------------- ............ .............. .......... ...........­ ----------------------- 8 ................. -------------- -—---- -------- I a DEWALT DESIGN ASSIST 1.6.5.0 Page 1 DEWALT diaphragm anchorage to wall calc Mar 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 in Width 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 1.6.5.0 Page 2 DEWALT diaphragm anchorage to wall calc Mar 24 2023 5.Geometric Conditions d Y X 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: 1325.00 4969.00 0.267 OK Concrete Breakout Strength: 1325.00 1658.00 0.799 OK Pullout Strength: 1325.00 1330.00 0.996 OK Controls Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 0.00 0.00 0.000 OK Controls Concrete Breakout Strength: 0.00 0.00 0.000 OK Pryout Strength 0.00 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 1.6.5.0 Page 3 DEWALT diaphragm anchorage to wall calc Mar 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 1.6.5.0 Page 4 DEWALT diaphragm anchorage to wall calc Mar 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 1.6.5.0 Page 5 DEWALT diaphragm anchorage to wall calc Mar 24 2023 IO.Design Proof Tension Loading Steel Strength t N ACI 318-14 17.4.1 v < � Variables a Nsa (lb) 9 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 1.6.5.0 Page 6 DEWALT diaphragm anchorage to wall calc Mar 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 STRUCTURAL CALCULATIONS PROJECT#-- -PROJECT -_DATE �\ SUBJECT SHEET-OF- By --- -- -------..-__...-------..._...........--.-_._....------ --- - - ---- ---- --... - -- - - -- --- - --------- ---- ------ ---- --- - - -- ---. ------ ----------------- - - .-s --- „---a -- - - B . - --- __ _ --- ..........-...._...... _....._.....:_......_ .. r._.. __...__ ._..... ..--- - - - - _ -- ------- - - - - - - - - - - - -- -- - ------- _..- - 1 :. . - _. . _. TJ - - - - - h. a._. . v .�.n . ._ _ .. _ -------- . .......... _ r� Ire,. Ah1CHOR. ..6'-0"oc`=_179PLF SII'VIPSON OTT1 TENSION TIE MAX ASD TENSION-LOAD:= 905#.__..__-_._ _ _- .._... -. _ ... - - - MAX TENSION IN ANCHOR ALLOWED IN LRFD X OVERSTENOTH 1325# ... - (EQU11-ALENT Tj0 f325#*:7/2 464#RL QWABLE TEIVSTON COAC3: CONTROLS) .. - - ---. _ _ 4 : LATERAL - LARGE OFFICE STRUCTURAL CALCULATIONS PROJECT# PROJECT DATE SUBJECT SHEET-OF- By ------------------- ------ --------------------------------------------------------------------- ........... ........ ........................................... ------------------------------------------------------------------------------ - ....................- ........ d----------.... .... cl - ---------- --------------- ------------- ........... ; fy ------------------ .......... ----------- ----------- .......... ------------------ ---------- .......------------------------------ ------- ------------- A-P-1.1-i-l- ------------------- ............... ------------ ............... ............ ......... ......... -------------------------------------- ----------------------- ----------- k) ----------- ------kJ......-...... ------------ ........ .............- ............... ............. P.------- --f I---------------- a -7 L 14............1. ...-------------- 5A X-71 .......... --------------------- ............ ........... --------- ------ 09 ----------- ------ ....................... ..... ---------- .......... ---------- ------ -------------- ------ ----------- ........... .. ........ -----------------........ ---------- ------------------- ----------------- ry� .......................................................... --- .......... ----------- ------------------------- -------------------- ............... ....... ....... ...................... ........... ------------------- ----------- ...... --------- ---------------.......... -------- --------- ---------- ............ ........ ... .............. -------------- ----------- .............. ........ ......... ...... ............. .... .................... ............. ------------------- ---------------------------- ----- p .......................... .......... ..................... .......... ---------------------- ............... ........... --------------------------------------------- ........... ........................ ......... ------------------------------------- ------------------------ -------------- ------------ ..... .......... ..................... .......................... ...... --------- ..... ......... ......... ............I ---------------- ........ --------------------------- .......... ....... .......... ........................ ....................... --------------------------------- ---------------------------------- . ...........- ------------......................... ........ ----------- ............ i ........... ............ -------------- ------------- -------- .... ...................................... ---------- -- --------------------------------------- .............. --------- 47: ................. ......... ............... ................ ....... .... STRUCTURAL CALCULATIONS PROJECT# PROJECT DATE SUBJECT SHEET OF BY . - _... ---------_------------------- �` ker .... . ,..r�.1 ... .. ��. .... . (e. - r ..---' - d� r . - - - r�U y - ....... hnt�� . .�Y� -...._ - �'?r� _ °_. i Q ot- ask' - .- d -- 1e - ---- - _ _. _ - _ - -- - 1 .-. .... .... - . . . .... ... ..._ .` x. .. ._-1 x 1 -6 + 2 '.x1. -F � _3 A- _.-- --Ai - - _ - - - - - -- "� _ .... ._..... _ _ _ __-- --------------- ------ tAn x : `?_+c,. .... .. - a . Ada 2 � , _ . �(. ..... . .. .._ - _. _.. - -- - - -. ..._..... _._..._ _ _. _ _ _ .. .. .,p _....._ __.-_ - - _ _ - ► a _ .. - ... _..............- __ - - - - - - - - - - - - - - - V1.8 Engineers NW Inc PS 3/28/2023 9725 Third Ave NE Seattle VVA9811S ~Parapet Ht(ft) Roof Ht(ft) Wall J2 I B E.25 Wall t(in) 0. 75 -------------- 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 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 Existing Concrete Wall Out of Plane Check 49 V1.8 Engineers NW Inc PS 3/28/2023 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= 1.53 Fp=.4*SDS*le*W 0.612*W 53.6 53.6112 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) 1.836*W 105.1 Wind Speed mph= 98 Discontinuity(y/n) Yes Iw= 1.0 Enclosed/open Enclosed Exp(B,C,D) c Topo Factor= 1 1.00 Mean Roof Ht= 26.00 Area= 225 Wall(psf USD) Parapet(psf USD) Inward 22.1 Inward 63.0 Outward 25.8 Outward 39.4 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 87.6 coef for wall Ledger Roof(psf) 15 18 20 0 25 0 0 26.00 Ledger Mezz(psf) 0 0 0 0 0 0 0 0 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 0 0 0 0 0 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 Existing Concrete Wall Out of Plane Check 50 V1.8 Engineers NW Inc PS 3/28/2023 9725 Third Ave NE Seattle WA 98115 2018 IBC (Title ACI 6.7.1 2nd Order Analysis Plain Wall design Trib(ft)= 1.0 32.83 < 26.00 Plain Wall f'c= 5 ksi Fy= 60 ksi Tributary ft.= 1.0 Rebar Size= 5 - Spacing(in)= 12 Center/EF= Center t(in)= 7.25 Reveal= 0.75 cover OS(in)= 1.5 0.0 cover IS(in)= 0.75 - - - - - - - - - - - - - dinward= 3.25 d outward= 3.25 0 0.00 LOADS Seismic SIDS= 1.53 Fp=.4*SDS*le*W 0.612*W 53.61375 53.6112 le*= 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.836*W 105.1 Wind Speed mph= 98 Discontinuity(y/n) Yes Iw= 1 Encolsed/open Enclosed Exp(B,C,D) C Topo Factor= 1 Mean Roof Ht= 26.00 Area= 225 Wall(psf LRFD) Parapet(psf-RFD) Inward 22.1 Inward 63.0 Outward 25.8 Outward 1 39.4 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 87.6 coef for wall Ledger Roof(psf) 15 18 20 0 25 0 0 26.00 Ledger Mezz(psf) 0 0 0 0 0 0 0 1 0 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 0 0 0 0 0 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 3/28/2023 2:56 PM 51 V1.8 Engineers NW Inc PS 3/28/2023 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 -0.1 3 0.006 0 2 IBC 16-2 1.2 0.5 1.6 0.0 1.6 0.0 0.0 -0.1 3 0.009 0 3 1.2 0.0 1.6 0.5 1.6 0.0 0.0 -0.2 3 0.010 0 4 IBC 16-3 1.2 1.6 0.5 0.0 1.6 0.0 0.0 -0.2 5 0.012 0 5 1.2 1.6 0.0 0.0 1.6 0.5 0.0 0.7 14 0.029 1 6 1.2 1.6 0.0 0.0 1.6 -0.5 0.0 -1.1 22 -0.052 3 7 1.2 0.0 0.5 1.6 1.6 0.0 0.0 -0.3 6 0.014 0 8 1.2 0.0 0.0 1.6 1.6 0.5 0.0 0.7 14 0.028 1 9 1.2 0.0 0.0 1.6 1.6 -0.5 0.0 -1.1 22 -0.053 3 10 IBC 16-4 1.2 0.5 0.5 0.0 1.6 1.0 0.0 1.6 32 0.069 3 11 1.2 0.5 0.5 0.0 1.6 -1.0 0.0 -2.0 41 -0.094 4 12 1.2 0.0 0.5 0.5 1.6 1.0 0.0 1.6 32 0.066 3 13 1.2 0.0 0.5 0.5 1.6 -1.0 0.0 -2.0 41 -0.094 5 14 IBC 16-5 1.2 0.0 0.5 0.2 1.6 0.0 -1.0 -4.0 84 -0.217 10 15 1.2 0.0 0.5 0.2 1.6 0.0 1.0 3.9 81 0.207 10 16 IBC 16-6 0.9 0.0 0.0 0.0 1.6 1.0 0.0 1.6 34 0.071 3 17 0.9 0.0 0.0 0.0 1.6 -1.0 0.0 -1.9 42 -0.091 4 18 IBC 16-7 0.9 0.0 0.0 0.0 1.6 0.0 1.0 3.9 84 0.208 10 19 0.9 0.0 0.0 0.0 1.6 0.0 -1.0 -4.0 85 -0.215 10 *Floor LL>100 f1=1.0 else=0.5 85 10 **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% 94 OK ***Tension Controlled% 37 OK Mu/PhiMn% 85 OK DefI<=L/150% 10 OK *** pmax= 0.021 Slender Concrete Wall 3/28/2023 2:56 PM 52 V1.8 Engineers NW Inc PS 3/28/2023 9725 Third Ave NE Seattle WA 98115 2018 IBC (Title ACI 6.7.1 2nd Order Analysis Opening Design Trib ft. 15.00 Jamb ft 5.0 ;. ► 32.8 f'c= 5 ksi 26.0 Fy= 60 ksi Wall Pilaster - -•-•-•-•---•-.-_._._.r-._._._ ._._._.. p 26.0 t(in)= 7.25 t(in)= 7.3 width x height(ft) Rebar Size= 5 Width(in)= 60.0 20.00 24.25 width x height(ft) Spacing(in)= 12 Recess(in)= 0.0 0.00 0.00 Center/EF= Center Rebar Size= 5 Number= 7 sill ft Reveal= 0.75 Center/EF= Ea Face sill ft. 0.0 cover OS(in)= 0.75 d inward= 3.25 5.4375 cover IS(in)= 1.5 I ' 0.0 d outward= 3.25 4.6875 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 SDS= 1.53 Fp=.4*SDS*le*W 0.612*W 53.61375 53.6112 le*= 1.00 Fp=0.10*W(min) 0.1*W *1.0,1.25,1.5 Fp=1.2*SDS*le*W(parapet) 1.836*W 105.1 Wind Speed mph= 98 Discontinuity(y/n) Yes Iw= 1 Encolsed/open Enclosed Exp(B,C,D) c Topo Factor= 1 Mean Roof Ht= 26.00 Area= 225 Wall(psf USD) Parapet(psf USD) Inward 22.1 Inward 63.0 Outward 25.8 Outward 39.4 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 87.6 coef for wall Ledger Roof(psf) 15 18 20 0 25 0 0 26.00 Ledger Mezz(psf) 0 0 0 0 0 0 0 0 0 0 Concentric(plf) 0 0 0 0 0 Canopy(psf) 0 0 0 0 0 0 *Measured from inside face of wall Pos is inward **Right pos,down pos f1= 0.5 Slender Concrete Wall 3/28/2023 2:56 PM 53 V1.8 Engineers NW Inc PS 3/28/2023 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 -1.7 3 0.0 1 2 IBC 16-2 1.2 0.5 1.6 0.0 1.6 0.0 0.0 -2.2 4 0.0 1 3 1.2 0.0 1.6 0.5 1.6 0.0 0.0 -2.3 5 0.0 1 4 IBC 16-3 1.2 1.6 0.5 0.0 1.6 0.0 0.0 -3.7 7 0.0 1 5 1.2 1.6 0.0 0.0 1.6 0.5 0.0 11.1 17 0.1 4 6 1.2 1.6 0.0 0.0 1.6 -0.5 0.0 -16.9 30 -0.2 8 7 1.2 0.0 0.5 1.6 1.6 0.0 0.0 -4.2 8 0.0 1 8 1.2 0.0 0.0 1.6 1.6 0.5 0.0 10.8 16 0.1 4 9 1.2 0.0 0.0 1.6 1.6 -0.5 0.0 -17.2 31 -0.2 8 10 IBC 16-4 1.2 0.5 0.5 0.0 1.6 1.0 0.0 28.1 43 0.2 10 11 1.2 0.5 0.5 0.0 1.6 -1.0 0.0 -41.9 75 -0.3 14 12 1.2 0.0 0.5 0.5 1.6 1.0 0.0 27.6 42 0.2 10 13 1.2 0.0 0.5 0.5 1.6 -1.0 0.0 -42.2 76 -0.3 14 14 IBC 16-5 1.2 0.0 0.5 0.2 1.6 0.0 -1.0 16.9 29 -0.2 8 15 1.2 0.0 0.5 0.2 1.6 0.0 1.0 -20.6 41 0.1 5 16 IBC 16-6 0.9 0.0 0.0 0.0 1.6 1.0 0.0 26.7 41 0.2 10 17 0.9 0.0 0.0 0.0 1.6 -1.0 0.0 -36.3 65 -0.3 14 18 IBC 16-7 0.9 0.0 0.0 0.0 1.6 0.0 1.0 -19.9 40 0.1 6 19 0.9 0.0 0.0 0.0 1.6 0.0 -1.0 17.7 30 -0.2 7 *Floor LL>100 f1=1.0 else=0.5 76 14 **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% 18 OK Mcr<=PhiMn % 42 OK ***Tension Controlled % 69 OK Mu/PhiMn % 76 OK Defl <=L/150% 14 OK *** pmax= 0.021 Slender Concrete Wall 3/28/2023 2:56 PM 54 SHELL PROJECT DATA LEGAL DESCRIPTION `� - -- - - `�` �l , >, n "' ""' THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST k' ZONING DESIGNATION: BP BUSINESS PARK - ......... . ........ ...... SHIP 31 NORTH, RANGE 5 EAST, . - 1dor -•-. .:': �c--. .>......: . ., WMR DESCRI13 DC AS FOLLOWS:.r - ........ .._.... .._..... .. - - .. AIRPORT PROTECTION DISTRICT SUBDISTRICT: -�B .<--- - --_ - _ SITE AREA. ACRES SI 379 365 S.F.S F. 8 70 r0. �1ilivil, �� ��A is BUILDING SETBACK FROM ARTERIAL:'' "-" - ��-25 FEET AT THE SOUTHEAST QUARTER OF SAID SECTION 21; 111 � � / COMMENCING .�, THENCE NORTH 87'34'27 WEST ALONG THE SOUTH LINE OF SAID w l I ., BUILDING SETBACK FROM LOT BOUNDARY LINE OR ALLEY:- --5 FEET "' '" �' "' °' '" w --w _--"' aAE-w ` }� SUBDIVISION A DISTANCE OF 55.03 FEET; THENCE NORTH 00'33'32 xroAwr 1M0 � '.I ■t I, '�'htl y NEIGHT LIMITATION: - - --• -• - - -50 FEET EAST A DISTANCE OF 280.15 FEET TO THE POINT OF BEGINNING; N / oQ 0004 a THENCE CONTINUING NORTH 00'33 32 EAST A DISTANCE OF 557.21 o o oQ MU T COVERAGE: --- - 100% $ ' -.. I � MAXIMUM LOT RAGE• � FEET TO THE POINT OF CURVATURE; THENCE EN O THE FEET ALONG - - - ------ ------- - - -- --- ------- - ---- ----- __--_-__ ; TANGENT RVE TO THE LEFT, CONCAVE TO THE NORTHEAST, ACURVE F ---- --- I>) ` BUILDING-DATA HAVING A RADIUS 586.76 FEET AND CONSUMING A CENTRAL ANGLE - ,' OF 10'03'05'; a THENCE NORTH 87'34'27" WEST A DISTANCE OF 1095.75 FEET; . ...._ ......_. .._... .� .. CODES USED:....... ......... ......_:2018 IBC, IMC, UPC, IFCI �. THENCE SOUTH 02'25'32" WEST A DISTANCE OF 659.06 FEET; w .� / 1I 2018 ICC ANSI 117.1,2012 .THENCE SOUTH 87'34'27" EAST A DISTANCE OF 112625 FEET TO a i WSNREC &CITY OF ARLINGTON THE POINT OF BEGINNING. _ I MUNICIPAL CODE --- R,,� I I SITUATE TN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 6. AREA OF;WORK NFN Go R� THIS PERMIT I I [B w ' I TYPE OF CONSTRUCTION: TYPE III-B, SPRINKLED I I I � OCCUPANCY GROUPS(ANTICIPATED) - B, S-1 AND F-1 (CONTAINING APPROXIMATELY 734,815 S,F, /16.87 ACRES) A \ "' 7 i NUMBER OF STORIES: 1 TAX PARCEL NUMBER: 31052100400100 N (PROC SS SOLUTIO S) I BUILDING SETBACK FROM ARTERIAL PROVIDED: ................ 79'-10"+- s I BUILDING SETBACK FROM BOUNDARY LINE PROVIDED. - 7-[, K RO LOT BOLL VICINITY MAP s N BUILDING HEIGHT(MAXIMUM): -_ m "Q ZI�Q-°♦"--*°-�g-0 Q ♦ 0 ° -♦ -Q-�--ems_ _�$"$�1- -♦-♦° -L�Q-L�-�-°-♦-� -E�-�-g Q Z1'� ;:.:; +OT COVERAGE- (IMPERVIOUS SURFACE):.. .. ..............283,069 S.F. (397) ° ♦ --------- - -------• -------- ------ ------------------ ---- ------ ------ _--- ------ -- ------- - -- -- --- ------ ♦._. k» i 1....I EXCLUDES EXISTING BUILDING A ,, 2 1; --- - --- -- - - ----- ;:- I ALLOWABLE FLOOR AREA: .. ... ......... ...........UNLIMITED ALLOWABLE AREA CALCULATION o _ _ --- ----Lc -_ so- -so-- so--- I so- �o-- _-a° _ s'- _ --_ ----- -_----__.- ----.-------------- - -_--_- --------- a I 'r PER IBC 503.1.2,TWO OR MORE BUILDINGS ON THE SAME LOT SHALL BED -auxrtn cxroa�wx sWu�x ro - ITN':` w-----w---- -w w- w�- CONSIDERED AS PORTIONS OF ONE BUILDING. BUILDING A AND BUILDING B TO BE UNLIMITED AREA BUILDING(S)PER I.B.C.507.4,SPRINKLED ONE y;�, •swamp STORY BUILDING SEPARATED BY YARDS 60'OR GREATER. A„P ss--- -es-_--- ss_ _t-_-ss _ /`, U - BUILDING AREA: - «-'. , - -_ _-•-_.-_ s= _-__, _`._- _.- /.- ,'-^',. �, PROPOSED ............. ... .. ED BUILDING B AREA(FOOTPRINT) 168,494 S.F. TOTAL BUILDING B AREA �i "._ •:; I T' � i i I i-I. .... _... ....._ .....168,494 S.F. REQUIRED PARKING: v north BUILDING B: ,« O FUTURE OFFICE(ASSUME 15%):... . ...... -63 STALLS .; - . FUTURE MANUFACTURING (ASSUME 25%) 56 STALLS FUTURE WAREHOUSE(ASSUME 60%): - --51 STALLS 170 STALLS TOTAL PARKING REQUIRED FOR BUILDING B:- - "` • '' .... ..... SIT E PLMI`I PROVIDED PARKING: ,,xI A Scale: 1"=40'-O" BUILDING A(EXISTING): PROJECT ADDRESS STANDARD....... ... .._ ... -270 STALLS m GENERAL NOTES ACCESSIBLE �- 17216 515T AVENUE NE.,ARUNGTON,WA 98223 Cm V F\ AL �\ J ... ....... .... ,........7 STALLS C TOTAL PARKING PROVIDED BUILDING A: --- - - 277 STALLS ED DEFERR 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 ' OF AND COORDINATION WITH THE CITY AND STATE AGENCIES, AND PROVIDE REQUIRED ELECTRICAL PERMIT COMPACT - 5 STALLS PLUMBING PERMIT WI C PERMITS. ALL TESTS AND INSPECTIONS ASSOCIATED NTH OBTAINING APPROVALS TO - MECHANICAL(Hvnc)PERMIT WITH AND COMPLETE THE WORK SHALL BE PAID FOR BY THE CONTRACTOR. ACCESSIBLE 7 STALLS FIRE SPRINKLER PERMIT ,_ "I" Cu 0- FIRE ALARM PERMIT a) C6 2. THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND TOTAL PARKING PROVIDED BUILDING Br -P83 STALLS SIGN PERMIT MATERIALS, EQUIPMENT AND TRANSPORTATION NECESSARY OR REASONABLY TOTAL PARKING PROVIDED BUILDING A& B: 560 STALLS RACKING/SHELVING OVER 5'-9' O O INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. BY a lip SUBMITTING A PROPOSAL, THE CONTRACTOR REPRESENTS THAT THROUGH BUILDING TO BE SEMI HEATED SPACE. SEE ENERGY ANALYSIS BY EXAMINATION OF THE SITE AND ALL EXISTING CONDITIONS AND LIMITATIONS HAVE FRANKLIN ENGINEERING.BIDDER DESIGN GAS HEAT TO BE DESIGNED FOR PROJECT TEAM (n� _I < BEEN MADE AND THAT THE CONTRACT DOCUMENTS HAVE BEEN EXAMINED IN SEMI-HEATED SPACE(8/BTU/S.F.)FOR ENTIRE BUILDING AND c U 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 ARUNGTON AIRPORT INDUSTRIAL PARK DOZE,LC 0 Q AND EXISTING CONDITIONS ARE SUFFICIENT, ADEQUATE AND SATISFACTORY FOR INSULATION OVER ENTIRE ROOF AREA. 8201 164TH AVE.NE,SUITE 110 a) CONSTRUCTION OF THE WORK. WHERE MINOR ADJUSTMENTS TO THE WORK ARE REDMOND,WA.98052 H Q NECESSARY FOR THE PURPOSES OF FABRICATION AND INSTALLATION OF ITEMS, OR STORAGE CLEAR HEIGHT(INTERIOR): 24' FEET HIGH (206)619-4472 -0 RESOLUTIONS OF CONFLICTS BETWEEN ITEMS, WITHIN THE INTENT OF THE CONTRACT CONTACT:.KELLANNE HENRY a) U Q O O DOCUMENTS, THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS AT NO ADDED N 0 ,.. EXPENSE TO THE OWNER. WHERE SUCH MINOR ADJUSTMENTS AFFECT FUNCTIONAL EMAIL•KEUANNE®1TiESMARTCAPGRWP.COM O OR AESTHETIC DESIGN OF THE WORK, THEY SHALL BE SUBMITTED TO THE ARCHITECT - .. ARCHITECT: . .-- ----LANCE MUELLER&ASSOCIATES C ^L -� •� FOR REVIEW AND APPROVAL. 130 LAKESIDE, SUITE#250 121- 1..� � Q Q 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 WORK, MATERIALS STORAGE, ACCESS TO AND FROM THE WORK, SPECIAL CONDITIONS CONTACT: ED MINSHULL OR NOISY WORK, TIMING OF WORK AND INTERRUPTIONS OF MECHANICAL AND CODES USED:- ...2018 I.B.C.(WSA),I.F.C.,INC,U.P.C.AND ICC/ANSI A117.1 AND WSEC. EMAIL EDMOLMUELLER.COM N Q N ELECTRICAL SERVICES. OCCUPANCY GROUP:.. _....._.................... ._._...._ ....................B F-1,S-1 N STRUCTURAL: - ENGINEERS NORTHWEST INC.P.S. W N 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE HIGHEST STANDARD TENANT AREA -- -.-- 19020 33RD AVE.W.,SUITE 530 �• - in OF WORKMANSHIP IN GENERAL AND WITH SUCH STANDARDS AS ARE SPECIFIED. B-OFFICE:- ----- --------- ------ ------- ---3,128 S.F, LYNNWODD,WA.98036 Q. m (206) 525-7560 FAX(206)522-6698 _V 5. CONTRACTOR SHALL ADHERE TO ALL BUILDING STANDARDS. ANY CHANGE TO F-1-INDUSTRIAL ---- -- --- -- 23400 S.F CONTACT: JOANNE BAYUGA Q i0 SAME SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR REVIEW AND APPROVAL. S-1-STORAGE ---- --- --- ---- --33,570 S.F. EMAIL:JOANNEBOENCINEERSNW.COM v o N 6. CONTRACTOR SHALL SUBMIT SAMPLES OF ALL FINISHES OF SUCH SIZE AND OCCUPANT LOAD: CONTRACTOR: -........................ PIVOTAL CONSTRUCTION Q NUMBER THAT THEY REPRESENT A REASONABLE DISTRIBUTION OF COLOR RANGE AND B-OFFICE: - - ------ -------- -----3,128 S.F./150=22 OCCUPANTS 8201 164TH AVE.SE,SUITE 110 W w PATTERN PRIOR TO INSTALLATION FOR ARCHITECT'S APPROVAL. CONTRACTOR SHALL REDMOND,WA 98052 U) N F-1-INDUSTRIAL -- --- ----23,400 S.F./100=234 OCCUPANT PROVIDE SHOP DRAWINGS AND PRODUCT DATA FOR ARCHITECT'S APPROVAL ON ALL (206)290-4478 UI ca SPECIAL ITEMS REQUIRING CUSTOM FABRICATION. S-1-STORAGE - - - --33570 S.F./500=68 OCCUPANTS CONTACT: MARK MCGARY TOTAL OCCUPANT LOAD: .. .. .... ... .... ...__....324 OCCUPANTS EMAIL:MARKMOPIVOTAL-GC.COM 7. CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE AND TENANT: . --PROCESS SOLUTIONS ,,1Y� NOTIFY ARCHITECT OF ANY DISCREPANCIES: CONTRACTOR IS NOT TO SCALE PARKING RESULTED: ''' KI w DRAWINGS. OFFICE(1/400 S.F.) ....... .:. .............................. 3,128/400=7.82 STALLS V k. 8. CONTRACTOR SHALL PROVIDE FOR ALL WORK REQUIRED TO MAINTAIN COMPLIANCE. INDUSTRIAL(1/800 S.F.) - ---- 23,400/600=39 STALLS DRAWING INDEX W W rn WITH LOCAL FIRE CODE. PROVIDE FOR ALL REQUIRED SHOP DRAWINGS AND WAREHOUSE(1/L200 SF.) - 33,570/UDO=27.98 STALLS �- APPROVALS. W _J ANT:TOTAL PARKING REQUIRED THIS TEN .. ... ..._.._. ............. 74.8 OR 75 STALLS ARCHITECTURAL. Lai j o 9. MECHANICAL AND ELECTRICAL FIXTURES, OUTLETS, ETC. WHEN SHOWN ON THE TA1.0 SITE PLAN AND COVER SHEEP... = Ln N ARCHITECTURAL DRAWINGS ARE FOR LOCATION INFORMATION ONLY. MECHANICAL AND W CS1.0 CODE SUMMARY SHEEP OIL OF AIiI V'1 _. w o ELECTRICAL TO BE DESIGNED BY OTHERS. ALL CIRCUITING COORDINATION TO BE BY PROJECT DESCRIPTION OTHERS. TA2.0 FLOOR PLAN BUILDING DEf - i _ ---- - TA2.1 ENLARGED FLOOR PEWS APPROVED W N 10. CONTRACTOR IS TO PROVIDE DRAWINGS FOR ARCHITECTS & OWNER APPROVAL CONSTRUCT 3,128 SF,OFFICE AREA WRh CONFERENCE ROOM,RESTROOMS,AND PRIVATE OFFICES. TA22 INTERIOR IBIVATIONS ATE 2 D / 3 T?y SHOWING LOCATIONS OF ALL HVAC THERMOSTATS, GRILLES, AND DIFFUSERS, FIRE 23,400 S.F OF 1HE WAREHOUSE AREA W'c BE USED FOR INDUSTRIAL MANUFACNMNG OPEN OFFICES TA3.0 REFLECTED SOLING PLAN �L W w AND SMOKE DETECTION DEVICES INCLUDING SPRINKLERS AND FIRE EXTINGUISHERS. AND 33,570 S.F.WILL BE USED FOR WAREHOUSE. THE ENTIRE 60,098 S.F.TENANT AREA WILL BE TA3.1 ENLARGED REFLECTED CEILING PLAN INSULATED. NO c ,r; AUTHr,!TITH. V v w _ 11. ANY CHANGE IN LIGHT FIXTURE PLACEMENT DUE TO INTERFERENCE OF TA4.0 WALL SECTIONS ut sr. PINSP INSPECTOR U MECHANICAL OR STRUCTURAL COMPONENTS MUST BE APPROVED BY ARCHITECT & 7A4.1 WALL SECTIONS BUu.C'--LNG INSaECTGR Q u TA4.2 WALL SECTIONS Z TENANT. TA5.0 SCHEDULES,DETAILS - Q Q 0 12. BUILDING HAS BEEN DESIGNED AS SEMI-HEATED SPACE. SEE ENERGY TA6.0 WALL AND STRUNG CONNECTIONS,DETAILSZ J Q m CALCULATION BY FRANKLIN ENGINEERING FOR CONDITIONED TENANT SPACE. STRUCTURAL.- _ 13. PLUMBING AND ELECTRICAL SYSTEM IS BIDDER DESIGN. SOA GENERAL NOTES AND SCHEDULES Paceived sheet S1.0 OwERALL PLAN ♦Z 14. REFER TO "LOWES CROSS DOCK (XDT) HUB FACILITY" DOCUMENT FOR 51.1 PARTIAL SOLING FRAMING PLANS APR 2 Z9"t3 COMPLETE OUTLINE OF WORK FOR THIS PROJECT. S2.1 LIGHT GAGE FRAMING SECTIONS .<f7 W TA 1 per:-sbw x-. F'-f ,....Pl.an Review U5 By 12 13 14 15 16 17 18 PLAN LEGEND N EXISTING WALL(SHADED) GLASS(SECTION) 2 DETAIL o DETAILS v _ r--------- -------- --__ _---__ NEW INTERIOR WALL PER PLANS GYPSUM WALL BOARD : A1.2 SHEET CAULKING/SEALANT NUMBER _...._.. ... . RIGID INSULATION EARTH J A PLYWOOD v I c n fi = = REVISIONS i A 0 C ( +,� (D A WALL TYPES I I j - . yGRAVEL/ROCK BATT INSULATION 2BUSINESS METALE ___:, . __ B A TAILS CONCRETE DOOR NUMBER ISTING) PLANS%E (E_ o- a EX o e .III WOOD FRAMING O ELEVATION INTERIOR COLUMNS ORMANUFACT�JAL BLOCKING OR SHIM NUMBER ELEVATION GRID LINES SHEETA a ' GLASS(ELEVATION) E' _ - 0 KEYNOTE SYMBOL %IO(OR) T TEMPERED GLASS - I s 1 ,.na � } re,._ _.n 3 r ,, k. �. �- s S k s 3- ULA a • a ____, I • e___: �- b___ ___�____ _ }_a___ � PLUMBING FIXTURE COUNT Y Lt OCCUPANTS LOAD -----� 1; I DRINKING FOUNTAINS REQUIRED:PROVIDE 1 FOR W FIRST 150.THEN 9 FOR EACH 500 o I' I :.. B-OFFICE: 3,128 S.F./150=20.86 OR 21 OCCUPANTS 4+ W r. . p ` WAREHOUSFb BUSINESSR: F-1-INDUSTRIAL• -23,400.S.F./10D 234 OCCUPANTS " THEREAFTER. ' o I S-1-STORAGE: - 33,570 S.F./500=67.14 OR 68 OCCUPANTS OCCUPANT LOAD OF TENANT IMPROVEMENT 323 I I 7UR 2DRINKING FOUNTAINS REQUIRED. WATER CLOSETS PROVIDED �R 2 DRINKING FOUNTANS PROVIDED. MALE- 0.3+ 1.17 + 0.34 = 1.81 or 2'REQUIRED Sfn FEMALE- 0.3 + 1.17 +0.34= 1.18 or 2 REQUIRED 2 MALE AND 2 FEMALE WC WATER CLOSET CALCULATIONS 5 MALE WC& 6 URINAL, 6 FEMAILLE WC PROVIDED. --- I - - -I - - -- -- - D USE TOAD AREA PER OCCUPANT TOTAL MIN. REQUIRED WC PERCENTAGE y W TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY I. WARFNOUSL TABLE 2902.1 SAMPLE PROBLEMS iat B (BUSINESS) 3,128 S.F. 150 GROSS 20.86 10.43 MALE/ 10.43 FEMALE 1 PER 25 FOR 0.3 MALE,0.3 FEMALE I t FIRST 50 • - - * F-1 (INDUSTRIAL) 23,400 S.F. 100 GROSS 234 117 MALE/ 117 FEMALE 1 PER 100 - 1.17 MALE, 1.17 FEMALE - :; pj o S-1 (STORAGE) 33,570 S.F. 500 GROSS 67.14 33.57 MALE/33.57 FEMALE 1 PER 100 0.34 MALE, 0.34 FEMALE Y '�' LAVATORYS PROVIDED MALE- 0.26 + 1.17 +0.34= 1.77 or 2 REQUIRED FEMALE-0.26+ 1.17 + 0.34= 1.77 or 2 REQUIRED i� 2 MALE AND 2 FEMALE LAVS REQUIRED - j ---- -- 5 MALE LAVS, 5 FEMALE LAVS PROVIDED. LAVATORY CALCULATIONS Ib USE LOAD AREA PER OCCUPANT TOTAL MIN. REQUIRED WC PERCENTAGE II TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY S F TABLE 2902.1 SAMPLE PROBLEMS B (BUSINESS) 3,128 S.F. 150 GROSS 20.86 10.43 MALE/ 10.43 FEMALE 1 PERFIRST g4 FOR 0.26 MALE, 0.26 FEMALE m north Y F-1 (INDUSTRIAL) 23,400 S.F. 100 GROSS 234 117 MALE/ 117 FEMALE 1 PER 100 1.17 MALE, 1.17 FEMALE 0 ECu A EXITING PLAN S-1 (STORAGE) 33,570 S.F. 500 GROSS 67.14 33.57 MALE/33.57 FEMALE 1 PER 100 0.34 MALE,0.34 FEMALE j ca Scale: 1/16"=1'-0" w o NOTE: 1. PROVIDE 2A-10 BC FIRE EXTINGUISHERS 1/3000 S.F.MAX.-75'MAX. TRAVEL DISTANCE LOCATION PER FIRE MARSHAL ALLOW 20 TOTAL FOR Cu (n TENANT IMPROVEMENT. a- a Q Q LEGEND WAREHOUSE-USE ,♦ c c -AREA LOAD FACTOR 0 U Q O O ® d C -OCCUPANTS -OCCUPANT GROUP ( LL /A ¢ Q --E EXIT PATH OF TRAVEL V/ R -LIGHTED EXIT SIGN WITH.EMERGENCY LIGHTING WITH BATTERY BACK-UP N Q 21 W N EXITING NOTES Q m SPRINKLED BUILDING 2018 I.B.C. N 1 Q m ALLOWABLE EXIT ACCESS TRAVEL DISTANCE(IBC TABLE 1017.2) v 0 B=300'.F-1 =250',S-t =250'. 1 Ell EA.T.D.: =EXIT ACCESS TRAVEL DISTANCE u C.P.E.T.: =COMMON PATH EGRESS TRAVEL-MAX.100 FT UJ N D.D.: =DIAGONAL DISTANCE rn N N S.D.: =SEPARATION DISTANCE(MINIMUM 1/3 DIAGONAL) W m Q F 3 PROJECT DATA CODES USED: --- - .2018 I.B.C.(-l'I.F.C.,I.M.C.,U.P.C.AND ICC/ANSI A117.1 AND WSEC. �y OCCUPANCY GROUP: ........ ....... . ....... .......... :....B,F-1,S_1 W wm ._. TENANT AREA: ........ ... ...... .. ....... ........ .... ..... ........6O,D98 S.F. J B-OFFICE:. ........ ......... ........_........ .. .._....3,128 S.F. J N F-1-INDUSTRIAL- :,.. ........ ..._ .......... .. ... .... .......23,400 S.F. W w S-1-STORAGE: ...... .... ....._.. ................ . ........33,570 S.F. F OCCUPANT LOAD. CC - B-OFFICE:.:... .........:. ...... ....3128 S.F.150=22 OCCUPANTS F-1-INDUSTRIAL• ........... _... .........23400 S.F./1tX1=234 OCCUPANTS W o S-i-STORAGE ._ .....33,570 S.F.500=68 OCCUPANTS Qc [] L7 m NZ TOTAL OCCUPANT LOAD: ............. ......324 OCCUPANTS cc w PARKING REQUIRED. L J OFFICE(1/4DO S.F.) .... J 3,128/400=7.82 STALLS ❑ o INDUSTRIAL(1/800 S.F.) .... .. ....._ ..:..... 23,400/6DO=39 STALLS N Q " o N WAREHOUSE(1/1,200 S.F.).._ ...... ....:.... _ ......_...33570 1,,200=27.98 STALLS Sheet TOTAL PARKING REQUIRED THIS TENANT., ......... ..... .:... ... .... 74.8 OR 75 STALLS xxxxxxxxx xxxxxxx.xxxx+« w Plan Review By O CS1 0 _. City ofArlington U 17 18 NOTE: i. PROVIDE 2A-10 Bc FIRE EXTINGUISHERS 1/3000 S.F.MAX.-75'MAX.TRAVEL 1 2. REFER DISTANCE LOCATION PERTA40,TA4. AND AALLOWORS TOTAL FOR TENANT IMPROVEMENT. SHEETS WALL TYPES INDICATED THUS: 3. REFER TO SHEEP TA5.0 FOR DOOR SCHEDULE. T 4. REFER TO SHEET TA5.0 FOR ROOM FINISH SCHEDULE. 5. BUILDING TO BE FIRE SPRINKLERED PER NFPA 1 { o I N 3 WITH QUICK RESPONSE HEADS PER `� 2 ---- IBC 903.3.2-TYPICAL ( "' \ A6. . TA6. 6. BUILDING TO BE PROVIDED WITH A VISIBLE AND AUDIBLE FIRE ALARM AND DETECTION ,. .,--- 0 SYSTEM PER IBC 907.2 ! —_-- - ---- ---- j - - - - - - - - - - - - - - - - - - - - - - - - - I A a n AO 2 tos g OFFICE °i10 T OFFICE T OFFICE T OFFICE TA6. ( _ 104 102 1O1 a SECURE 103 i VESTIBULE _ ii T 100 a R OWFERENCE OFFICE 106 o, 105 \ » N , 104 103 102 101 Iti� ,, o� s v 105 N �• w x 7 1/4" R 12'-0' 7 1/4" 11'-1° 5" 12'-1" 5" 12'-1°. 5" 12'-2" 5" 9'-3 3/4' 7 1/4" 15'-7° 'i 4 1/2^ w Q s •I R2 \ gG R T I� A6. 4 1/4" it 12 16 n OFFICE 107 N 26'-5 1/2- 7 B av a M n n 7.1/4• 16'-0' 7 1/4" 14'-4 3/4° 7 1/4° t2tIlkAO 3 5/8" S R R toe T 00 a T o UTILIT --- O 6 T IT OFFICE n r-_-- -_----__-- S a OFFICE 'A — DRINKING FOUNTAIN IT STORAGE i HALL I122 = m JANITOR STORAGE t3o •i A2. CUD) a ,211 C C] 1 130 UTILITY SINK 14 _ N Co 10 ez. ( n R I 7 1/4" 12'-0" 1'-0 1/4° > i•� < f ��,.�.......e.,._ .�/ d 14,_6. ^ 70-6. o " 5'-0 'v a T I 23 9 3/d• �2 S V/ R IM I 0 Q 14 TA2 12 0 �'• 10 5'-6" f3 _n WOMEN 't _i _i tea -1 3/4 M H �/ 113� m I " Q Ix I 1 S --- .____-- ----- BREAK 01 9E O v Q O _O -- 1n 1� 5 O O C ✓7J `I �� -- •i • -- FUTURE CCJNTER, CABIN_.S, "' n SINK, DISHWASHER AND UPPER IT OFFICE MICRO CABINETS. STUB OUT d v• Q Q 5'-5" n oCy '124 I .N PLUMBING AND PROVIDE POWER toy 0 --- ---�- -----'-- - � - ------- 7 1/4' I I _ I AS NEEDED. O 3,_0' 3'-0- ._6" 2-,- / 2' 6" 2'-6• -6° I _ _-_._ ---_.._0 IT BENCH REFER. REFER. Eq ,-• _ _ T_—__,_ _ �I S a n f 23 14' S W N --- - -- --- T I m 10 8 5 I 7 1 4• MEN g 1 FILE LU N •� - --------- -- g S I X 1.. UNIT_X- 5 M1ISFX 1 �j STORAGE I 1.331 .r ( UNISE 32' SELF-CLOSING; n I S I� E U TOPE" _ ET S 110 18 A2.16 'DOOR AT AMBULATORY o - --- 7 4 Az12 °' I N 12s j •i 4 A2. 2 6 A2 6 halt 07 'STALL 5-0• _. __ _ I I •I 10, _ _3 _ = 1� 17,_ uJ 2'-11 1/2°2'-11 1/2.2'-11 1/2° 'v - i m - I 116 °N SERVE INN�I - S T 126 I j S R LL Q I R "2 j 7' 0• 7' 0• 7'-0• 6'-0 w IT OFFICE _ 7_0. N J W m 1'-5 3/4" 2'-11 �7/2"2'-11 1/2" V-5 3/4" °� 125 { 7 1/4" 7 1/4' 7 1/4 7 1/4• 1'-0 1/4• Z 5•_10^ B'-101/2° 16'-3 1/2" I J J Ln FN NOTE: W n NOTE: R R PROVIDE PAINTED SIGNAGE a PROVIDE PAINTED SIGNAGE n IT I • � ON TOP OF STRUCTURE. g ON TOP OF STRUCTURE. n �� "NO STORAGE ON PLYWOOD m"NO STORAGE ON PLYWOOD • ALLOWED" O W I ALLOWED" NOTE: PROVIDE PAINTED SIGNAGE ( O i ^ ON TOP OF STRUCTURE. 7 J ❑ U in NO STORAGE ON PLYWOOD _- f L i Y 1 ALLOWED' N C 7 1/4" 14'-5° 10�-0" 7 1/4" L "� Q " - oath oath north ........,north ,...nWEST END RESTROOMS IT OFFICE BLOCK n EAST END OFFICE BLOCKScale: 1/4'=1'-0" Scale: 1/4"=1'-0" `�Scale: 1/4"=1'-D" PI 1 Ci of ng n 39"-41" 39"-41' INTERIOR ELEVATION KEYNOTES BOTTOM EDGE OF BOTTOM EDGE OF NOTE: ALL FIXTURE HEIGHTS AND CLEARANCES TO COMPLY WITH I.B.C. a THE REFLECTING THE REFLECTING CHAPTER it,WAC 57-50 AND ADA GUIDELINES(TYPICAL) MIN, k 54"MIN. 1 1/2"GRAB 1 PAPER TOWEL DISPENSER(BOBRICK B262). a SURFACE SURFACE 2 FEMININE HYGIENE DISPENSER(B-35DO-25). 24 12 SEAT COVER 12"_ 42" BARS EA. SIDE 3 FEMININE HYGIENE DISPOSN. BOBRICK B-354. a12, DISPENSER OF STALL 4 1 1/2'DA.STAINLESS STEEL GRAB BARS(BOBRICK B6800 SERIES). MIN. MI MIN.1 1/2" z fz ro z 5 SEAT COVER DISPENSER(BOBRICX B 301). a QI ® c ® =J _ GRAB BAR L �g 7 GLASS MIRROR(BOBRICK B-209-2436). TOILET PAPER SOAP DISPENSER B z a 1z' mi i - ❑ o �' °' DISPENSER8 LASTIC LAMINATE WAINSCOT9 LIGHT ULTIMA EEPRIVACY TOILET PARTITION-9"CLEAR KNEE&TOE 11 " ° 7"-g" AT BOTTOM FOR ADA F MIRROR ABOVE WALL HUNG PAPER FEMININE BROOM/ TOILEF FEMININE TOILET SEAT H.C.ACCESS. STD. HGT. STD.HGT. ` - CLEARANCE MIN• LAVATORIES,SINKS LAVATORY TOWEL HYGIENE MOP PAPER DISPOSAL COVER URINAL URINAL WATER CLOSET WHEELCHAIR WHEELCHAIR AMBULATORY 1 PL M COUNTER PER 1/TA2.1 :: a LAVATORY OR COUNTERS W/MIRROR DISPENSER DISPENSER HOLDER DISPENSER DISPENSER ACCESSIBLE ACCESSIBLE ACCESSIBLE SINK WITH SOAP DISPENSER �a COUNTER '1 COMPARTMENTS COMPARTMENTS COMPARTMENTS HIGH-LOW ACCESSIBLE WATER COOLER.(EUKAY LZ9L8WSLP.OR APPROVED). 4 6'INTEGRAL COVE SHEET VINYL BASE z TYPICAL RESTROOM FIXTURE MOUNTING DIMENSIONS ADA FLOOR MOUNTED WATER CLOSET a Scale: 1/4"=1 -0" ADA URINAL WING WALLS EACH SIDE OF DRINKING FOUNTAIN: 5/8"TYPE"X"ON.3 5/8"METAL STUDS TO 5'-4"A.F.F. NOT USED 30'WIDE LMU`rY SINK WITH FAUCET 9 9 BROOM/MOP HOLDER(BOBRICK B-224). 0 TOILET PAPER DISPENSER(BOBRICK B-2888). o ' 4'-0" 4'-0" WALL HUNG ADA LAVATORY WITH PRE-DRILLED HOLE FOR SOAP DISPENSER. \ 7 7 / DOOR PER SCHEDULE w o cti a 4 1 4 WHITE PLUMBING HEAT PROTECTION WRAP. 5 O 5 4"RUBBER BASEAN w NOTE:WVB=1/4'WATERUNE TO WATER VALVE BOX RECESSED IN WALL FOR COFFEE k' -�� OR ICE MAKER. TYPICAL OF(1)THIS TENANT IMPROVEMENT. 4 4 4 w 1 116 118 116 118 117 117 117 117 130 130 1t6 t16 t16 18 TOILET SOUTH 4 TOILET WEST 5 TOILET NORTH TOILET EAST 7 TOILET SOUTH H TOILET WEST 9 JANITOR SOUTH JANITOR WEST I NORTH I TOILET EAST 3 / 6 �O TOILET 0 Z 0 � � 0 [� [� � [� (� s 4 8 O Ld O 8 8 o- Z ` ® ® � 3 • c 0 14u (9-f4 1 1 1 WOMEN 132 NORTH 1 2 WOMEN 132 EAST 1 2 WOMEN 132 EAST 1 2 WOMEN 132 EAST �3 WOMEN 132 SOUTH �3 WOMEN t32 WEST �3 WOMEN 132 WEST 4 W.N. ii5 NORTH AT DOOR AT SINK AT WC AT ADA WC AT SINK 9 m C 10 5'-0' 'O O El ® ® 1 CL CSS O C V J n 1 Lo C 15 MEN 133 NORTH 16 MEN 133 EAST 16 MEN 133 EAST 16 MEN i33 EAST 1 7 MEN 133 SOUTH 18 MEN 133 WEST 18 MEN 733 WEST 18 MEN 133 WEST Q< AT DOOR AT SINK AT AMBULATORY ADA WC AT ADA WC AT AMBULATORY ADA WC AT SINK a) W li c t O O C Q Om a Q L i Q ` LWL i 0 Ul W NE L Q F . � L W ILL J Z W O :1 - � t— Q I > W i LiJ [] U u J L W Z 0:� J Q `. 0 sheet N >...>Plan"ReVIeW....., ~ By z TA2.2 City of Arlington c 12 13 14 15 16 17 18 d a 54'-0'7 54'-0" 54'-0" 54'-0" 62'-6" '-0 — - - - - - - - - - - - z a � I o I ;��' w...� "...,6.,,.� y�...y �.., ^^:9 w,..,..�,,...,m �,�..... �� I v, ... r•Y •..�,,,,.a ..W. .m .....ii i � S s� a ENLARGE PLAIN18 - I RESTROOMS 19 ENLA GED PLAN r TA3. BREAE AND AREA T I Q a r 1 NOTE: I UPGRADE LIGHTING TO 85 I HIM FC THROUGHOUT THE .I WAREHOUSE I i I : { p1 1 17 ENLARGED PLAN I q q TA3. IT OF1•;tC€ I � I� � I I I I lj I M �I i rI m TO ® r. � o E *JLL �.e m — p L E � U � cu - ch a) o Q aa)i U Q o 0 I � n. � QQ ul aN W L N 12 3 14 15 16 17 18 Q m north U N A FLOOR PLAN Ul In N Scale: 1/16"=1,'—O" Qf m Q rn REFLECTED CEILING PLAN NOTES DAYLIGHT ZONE CONTROL F 3 U w J 1. PLANS AND FIXTURES ARE FOR DESIGN INTENT ONLY. FINAL FIXTURE PROVIDE DAYLIGHT ZONE CONTROLS PER THE INTERNATIONAL ENERGY CONSERVATION CODE C-405.2.2.3,AND nI SCHEDULE AND LAYOUT PER ELECTRICAL DESIGN BUILD DOCUMENTS. PER WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE AMENDMENTS,WAC 51-11C. Z Q PROVIDE PHOTOMETRIC PLAN TO ARCHITECT FOR APPROVAL. ALL DAYLIGHTED ZONES,AS DEFINED IN CHAPTER 2,BOTH UNDER OVERHEAD GLAZING AND ADJACENT TO Q W W IIn v 2. PROVIDE EXIT SIGNAGE PER IBC 1013. SIGNS SHALL BE ILLUMINATED VERTICAL GLAZING,SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS,OR DAYLIGHT OR OCCUPANT-SENSING J J " AT ALL TIMES. PROVIDE BATTERY BACKUP POWER FOR ILLUMINATION FOR AUTOMATIC CONTROLS,WHICH CONTROL THE LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING. J � 0 x N MINIMUM OF 90 MINUTES. PROVIDE TACTILE EXIT SIGNS COMPLYING CONTIGUOUS DAYLIGHT ZONES ADJACENT OF VERTICAL GLAZING ARE ALLOWED TO BE CONTROLLED BY A W N o WITH ICC-A117.1-2009 ADJACENT TO EACH STAIRWAY. SINGLE CONTROLLING DEVICE PROVIDED THAT THEY DO NOT INCLUDE ZONES FACING MORE THAN TWO (� - N ADJACENT ZONES CARDINAL ORIENTATIONS(I.E. NORTH, EAST, SOUTH,WEST) DAYLIGHT ZONES UNDER a 3. PROVIDE EXIT PATHWAY ILLUMINATION PER IBC SECTION 1008. THE OVERHEAD GLAZING MORE THAN 15 FEET FRO THE PERIMETER SHALL BE CONTROLLED SEPARATELY FROM Z _ to POWER SUPPLY FOR THE MEANS OF EGRESS ILLUMINATION SHALL BE DAYLIGHT ZONES ADJACENT TO VERTICAL GLAZING. PROVIDED BY THE BUILDING POWER SUPPLY, AND WITH EMERGENCY J POWER SUPPLY LASTING 90 MINUTES MINIMUM. MEANS OF EGRESS EXCEPTION: DAYLIGHT SPACES ENCLOSED WALLS OR CEILING HEIGHT PARTITIONS AND CONTAINING 2 L1I W p ILLUMINATION SHALL BE PROVIDED AT THE RATE OF 1 FOOT CANDLE AT OR FEWER LIGHT FIXTURES ARE NOT REQUIRED TO HAVE A SEPARATE SWITCH FOR GENERAL AREA L3 u FLOOR LEVEL LIGHTING. V U Z 4. MECHANICAL& ELECTRICAL PENETRATIONS THROUGH RATED WALL OR g FLOOR SYSTEMS TO COMPLY w/ IBC SECTION 714. w J Q m 5. PROVIDE EXTERIOR'EGRESS ILLUMINATION WITH EMERGENCY POWER PER V IBC SECTION 1008. PROVIDE MIN. 90 MINUTES OF POWER, FOR L� sheet J ILLUMINATION PERj1008.3.5 Plan«Review U— M ay TA3.0 GiNofArlington CEILING / LIGHTING SYMBOLS & LEGEND 17 18 N cG EXISTING EXIT LIGHT u, EXISTING HIGH BAY LIGHTS RELOCATE EXISTING EXIT tt LOGHT AND REPLACE WITH 2' X 4' SUSPENDED ACOUSTICAL � � - _ �_— NEW EXIT SIGN TILE CEILING r l �I J I QO - ' - o F1 ® 2'X 4'LAY IN LED LIGHT FIXTURE ------- r F2 2'X 2'LAY IN LED LIGHT FIXTURE A a F3 Q LED RECESSED CAN LIGHT FlXIURE W F4 b LED LIGHT BAR ABOVE LAVATORY TAS. , 01 EXHAUST FAN oaT LIGHTED EXIT SIGN WITH EMERGENCY LIGHTING WITH BATTERY BACK-UP oN N NOTE: PROVIDE EMERGENCY EXIT PATHWAY LIGHTING TO COMPLY 2'z4'LAY IN LED SUSPENDED CEILING RECESSED LED WITH LB.C.SECTION 1008. LIGHT FIXTURE AT 9'-0"A.F.F. CAN LIGHTS NOTE:LIGHTING SHOWN FOR GENERAL DESIGN INTENT. 2'z2'LAY IN LED ELECTRICAL CONTRACTOR TO PROVIDE LIGHTING POWER BUDGET /-�. LIGHT FIXTURE wk AND FINAL DESIGN TO CITY OF ARLINGTON.(UNDER SEPARATE PERMIT) ti NOTE:EMERGENCY LIGHTING IS REQUIRED OUTSIDE OF EACH DOT,IN RESTROOMS,AND OFFICES.ADDITIONAL EMERGENCY LIGHTING MAY BE REQUIRED-SUBJECT TO FIELD INSPECTION. 12 18 j i 2'x4'LAY IN LED LIGHT FIXTURE 1'0'SURFACE MOUNTED { LED LIGHT FIXTURE co I 0) l L . - C? 0 m c O E 4-A a > L _ a O .-a • — — E (n2'x4'LAY IN Q -o LED . LIGHT FIXTURE 30 Q� LL Q A5. SUSPENDED . _- CEILING AT d p)p� c c I TO s'-o°a PF. (L ^L- vccG) Q Q I ; SUSPENDED M - -- -- c-- - -- -- _..--- -- m . . . CEILING AT ' r. wo 9'-0"A.F.F. --- ---- - I. N !� _ ' .. - -- - LIGHT FIXTURE _ 2 x2'LAY IN LED ., ❑ M e i ; I EXHAUST FAN i Z U N (TYP.) . . ' IAN�GHTSRECSED�D Nrn N.N YJ m m ------- ------ - -- ABOVE—LED-- --------- LIGHT BAR Q B E LAVATORY LED LIGHT BAR i 9W 0 CEILING AT U J A.F.F. J Kl l ABOVE LAVATORY Iuj EXHAUST FANS RECESSED LED I ( - / V W W W PER MECHANICAL CAN LIGHTS J (T') GWB CEILING AT t I I m J F s'-o°A.F.F. LLJ W 1� N j LLJ = N .J L.L w W 0 - - - - - - - - - - - W V U m � w Z � a Q o � — — - - - - - - - - - - - - - - LLJ J - north north north sheet WEST END RESTROOMS IT OFFICE BLOCK EAST END OFFICE BLOCK .*ew Z TA3 1 16 Scale: 1/4"=1'-0" 17 Scale: 1/4"=1'-0" L� Scale: 1/4"=1'-0" L rli ton Ld • a o RI RI RI RI RI PREFINISHED METAL FLASHING OVER o TREATED 2X'c z TUP OF PLATE �� .. TOP OF PLATE -__ TOP OF PLATE. S TOP OF(+U:!L y r-60 MIL TPO SINGLE-PLY r 60 MIL TPOSINGLE--P1...` r 60 MIL.TPC INGLE II e • ,� N ROOFING OVER R 38 RIGID I -ROOFING OVER R 36 RI, r ROOFRiG MER k 38 RIGIu o 1 INSULATION ON METAL DECK. 'A� !N5IJUTION ON METAL U f INSULATION�N METAL DECK. RO MIL iP0 SINGLE-PLY c w bB SEE STRUCTURAL FOR ROOF SEE STRUCTURAL FOR R„0l SEE STP ,1'_kAl -CR PfIFa ' r-60 MIL..TPO SINGLE PLY ROOFING OVER R 3B RIG[[ FRAMING FRAMING FRAMING / ROOFING OVER R-38 RIGID INSULATION ON METAL DEC, 1I INSULATION ON METAL FCK. 1 SEE STRUCTURAL FO1 R(Y,II f , 4 r _--'--... .d i _.._. Jf L.'y i/ FRAMING REVEAL II s FRAMING E.O.REVEAL P ;.` c 00� b. . CONCRETE REVAL---_-_—•� ,,• �'T`f-�-}�\2�- B0. REVEAL , E.U.REVEAL B.O.REVEAL SEE STRUCTURAL FOR CONCRETE RFJE4. -..__-_.. •. ���3 UNCREffi REVFJu. CONCRETE Rb.,a,. (;UN6RE!'4;REVEAL. - _ .. n v �� 11 I DOWNSPOUT T.O.WINDOW .•: TO.WINDOW 'I � BEYOND_._..__.. R-21 BATT INSULATION ABOVE - R-21 BATT INSULATION ABOVE WINDOW 1, SUSPENDED CEILING TO HAVE !� SUSPENDED CEILING TO HAVE - SUSPR-21ENDED BAIT INSULATION FINABOVE it i', MAX.FLAME SPREAD RATING SUSPENDED BARRIEILINGER TO HAVE I WHITE VAPOR BARRIER w/ 1` N l - MAX.FLAME SPREAD RATING WHITE VAPOR BARRIER w/ jl I WHITE VAPOR BARRIER w I! MAX.FLAME SPREAD RATING q OF 25 AND SMOKE OF 25 AND SMOKE OF 25 AND SMOKE DEVELOPED RATING OF 450. DEVELOPED RATING OF 450. DEVELOPED RATING OF 480. REVEAL TYR.ABOVE WALL FURRING. B.O.REVEAL TYR.ABOVE WALL FURRING. 8.0.REVEAL R 21 BATT INSULATION U.O. REVEAL 8JI. RFVFAE F)TYP.ABOVE WALL FURRI G. YULUON, I' 'J ABOVE SUSPENDED I' R-21 BATT INSULATION �' I DIZED AL CLASS 1N III I, FLAMCEILIE SPREAD RA TO HAVE TING ' i ABOVE SUSPENDED TO PHAVE WHITE 'i1 ANUDIZEIIA^I COS;IN 40DIZED ALUMINUM 1 IN.,UUhD�LA�_by I / ' VAPOR BARRIER w MAX. FRAME `iMINUM u OF 25 AND SMOKE : FLAME SPREAD RATING ANODIZED _.._ .-_.___.. 'I .. � � _ OF 25 AND SMOKE � o AME.._.__ .,__. I � ANODIZED ALUMINUM o I. DEVELOPED RATING OF i 4 450.TYR.ABOVE WALL DEVELOPED RATING OF ~ 11 FURRING. 450.TYP.ABOVE WALL i a I' FURRING. R-21 BATT INSULATION ABOVE ILL I 5.0.MULLION SUSPENDED CEILING TO HAVE WHITE B M..LJ[f.'dJ II' BU,MULLION m b VAPOR BARRIER w/MAX.FLAME 'o 16 `T IT F' SPREAD RATING OF 25 AND SMOKEO .i DEVELOPED RATING OF 450. - n TYR.ABOVE WALL FURRING. — _ I I- F 1 2"PLYWOOD ON 10'METAL TILT--LJPiCCNCEFTF _ ': / /2'PLYWOOD ON 10'M AL PANEL,PPANTCRETE _ � 1/2"PLYWOOD ON 10"M • 21 BAR INSULATION ABOVE �.• JO STS P RO STRUCTURALMW AL ' JOISTS PER STRUCTURAL AL WHITE VAPOR WAVEmJOISTS PER STRUCTURAL W ? L ON / • / i' , STRUCTURAL �. I• AM SMOK E DE�VELING OFA25 O 0 "'+ ANE. NO- RIER AND SOUND BAIT INSULATION. / SOUND BATT INSULATION. SOUND BATT INSULATION. SOUND GATT INSULATION. / o NT.O.REVEAL T.U.REVEAL. T.O.REVEAL 450,TYP.ABOVE WALL�TING E AN �RRING.R-11 BATT INSULATION w/ B.O.RENTAL a B4O.REVEAL B.O.REVEAL _. .."_....._ _9 -11 VA ORNSULATIRN w WHITE VAPOR BARRIER.MAX. .. —FLAME SPREAD RATING OF 25ch AME SPREAD RATING OF 25ND SMOKE DEVELOPEDAND SMOKE DEVELOPED R-21 GATT INSULATION ABOVE RATING OF 450. SUSPENDED CEILING TO HAVE r-G V STEEL ACCEM WHRE VAPOR BARRIER w/ _ i_ TING OF 450. ^ OAL 1 IALV.STEEL ACCENT y�` Q Q FRAME WITH ENTRANCE Js MAX.FLAME SPREAD RATING , o FLAME WITH ENTRANCE. N CANOPY ABOVE CANOPY ABOVE. ~ liQ OF 25 AND SMOKEY, DEVELOPED RATING OF 450. ,'< nOOTILT-UF'CONCRETE TYP.ABOVE WALL FURRING. '6' TILT-UP CONCRETE TILT-UP CONCRETE U) 0 OPANEL,PAI^J . PANE4 PAINT --..—'PANEL:PAINT ...._.._ O T.C. MULI.IGN i — _ — T.O:MULLION e G '� I' T.O.MULLION 70 T.O.MULLION 0 L G ,C O - �T L2 cL � } Q Q / SUSPENDED ACOUSTIC. SUSPENDED ACOUSTIC. I SUSPENDED ACOUSTIC. SUSPENDED ACOUSTIC. ,,^ �� I TILE CEILING AND H.D. TILE CEILING AND H.D. TILE CEILING AND H.D. TILE CEILING AND H.D. TA.REVEAL �_ _ GRID SYSTEM-SEE 'T.O,REVEAL GRID SYSTEM-SEE T.O.REVEAL: GRID SYSTEM-SEE ^T.O.REVEAL GRID SYSTEM-SEE + T.O.REVEAL j F � Q .M'_L'N --'--- REFLECTED CEILING T .M LLI N REFLECTED CENNG PLAN REFLECTED CEILING PLAN T, MULLI N REFLECTED CEILING PLAN .0.MULLI N --- W N PLAN GLASS INSULATED ^- I - N ? 1'INSULATED GLASS I L I I GLASS IN ANODIZED -- � r ro ALUMINUM FRAME- -- ANODIZED ALUMINUM m WALL FURRING BEYOND FRAME- — WALL FURRING BEYOND / 1'INSULATED GLASS IN �r [] Q a N 1`INSULATED rUi°'.IN e AW)IZFD A UMINI!M i •I °- -- I 3'-10 a II 11 °' 11 4 ANODIZED ALUMINUM fRA,ME ......— +.- _r._ � � A6. TA6. FRAME —_}-. ..-•,. I N I a � � 3-10. N N 35OS162-43 METAL 350S162-43 METAL ) 35OS162-43 METAL N B.D.MULLION �__—_---- B.U.MULLION / STUDS 0 24"O.C.W/ STUDS 0 24"O.C.W/ 8.0.MULLION / STUDS 0 24"O.C.W/ B.O.MULLION _ — m R-15 BATT INSULATION R-15'BATT INSULATION R-15 BATT INSULATION r T� 3 �.. c W TYP "X' .AGE OF SUE AT i .,. W/P§'TYPE RATED GWB /P E GAB o a W/46"TYPE RATED GWB EDGE OF SLAB AT RECESSED ENTRY------�. � ° W/PERM RATED PRIMER W/PERM RATED PRIMER W/PERM RATED PRIMER RECESSED ENTRY ------, II '4J � A/ I V 4"RUBBER BASE ,•,�^ 4"RUBBER BASE •°' 4"RUBBER BASE SIDEWALK TO ENTRY ODOR' PER PLAIN W jj in FIRST'FLOOR ` I I FIRST FLOOR ,a --. .0 FIRST FLOOR --- - _ FIRST FLOOR _. •a w • 9 .. "_ FRST FLOOR ' N Ell ' I ENTIRE BUILDING SLAB TO - .1, �--J----TYPICAL RECEIVE VAPOR FARRIER. N _J �kp7..... r, "" y\—.,yx _APPLYAMPROOFING TO WALL _ )..l l / / L----`------- N I w FROM LINE OF GRADE TO Z W ❑ B070M OF FOOTING, TYPICAL". O U Q m _ w 6.75'CONCRETE SLAB OVER 1S sz Mil.VAPOR BARRIER(ACTH ~ Z E1745 CLASS A),iJVF.R U Q O CAPILLARY BREAK AND I^JJ _j Q m w SUBGRADE AS DIRECTED BY o N SOILS ENGINEER-TYP. REINFORCING-PER STRUCTUP',! Sh8@} DRAWINGS. ....,....... +.,...».+..»»+ J Plan Review a TA4.0 L WALL SECTION WALL SECTION WALL SECTION r ALL SECTION WALL SECTION lynfA�ln ton f`� 14 SCALE: 1/2"= 1'-0" B SCALE: 1/2"= 1'-0" C SCALE: 1/2"= 1'-0" v SCALE: 1/2"= 1'-0" E SCALE: 1/2"= 1'-0" N RI RI RI RI RI RI I y 0 10F OP PLATE _ -60 Mlf..TPO SINGLE-PLY 60 M!L.TPO SINGLE-PLY 50 MIL.TPO SINGLE-PLC 60 MIL TPO SINGLE-PLY I ROOFING OVER R-3B RIGID 1 ROOFING OVER R-38 RIGID ROOFING OVER R-38 RIGID ROOFING OVER RIGID INSULATION ON METAL DECK. r INSULATION ON METAL DECK INSULATION ON METAL DECa. .Q _ .. ST CTU FOR ROOF o_ , SEE RV RAL , i�• SEF.STRU - R 00 CNRN FOR ROOF .iC Mi. i,1. of GEE: PLY )N INSULATION ON METAL DECK, _ SEE STRUCTURAL FOR kt0 P N I i TOP OF PLATE ..... T P OF P TE F P 0 U _ TOP 0 LATE 16f`OF PLOT.. a � ROCF'�N( OVER R�:fB SEE STRUCTURAL FOR ROOF RANTING I FRAMING - �FRAMING .: gGIL1 Ih UI AT.ON ON •p, FRAMING e��,, u' ` '14. d ` STRUCTURAL FOR CAI,.Uh,h .,fi �: I , R HOOF R`F'OF PLATE w FRAMING y; 41 50 MI't IPI SINGLE-P!Y" r• R( IN( JVEIR R-38 RIGID �.�,.' r•=_ hS UPON ON METAL DECK. la' , "liL. R I,L.tAI.F'OR ROOF I C.L REVEAL FRAMING; L.L.REVEAL B.O.REVEAL B.O.REVEAL j CONCRETE REVEAL- / CONCRETE REVEAL- �'•. I �• `',• ' �'• �' R-21 BATT INSULATION ABOVE s ag AT CEILING TO HAVE II, ''� WHITE VAPOR BARRIER w/ � I FLAME SPREAD RATING t 0 25 AND SMOKE t ELOPED RATING OF 450. q TLT UP ONCREI'E:,.+ ;';' 16•Q =•,i.4m , lT U CONCRETE �, I'I ', Q I. io PANEL,PA1NT- 10 PANEL,PAINT---- t, j 1T'P.ABOVE WALL FURRING. A�EI OVERHEAD DOOR HEAD R-2� BATT INSULATION ABOVE El(TEND INSULATION AS CLOSE - SUSPENDED CEILING TO HAVE AASS POSSIBLE TO DOOR TRACK WHI E VAPOR BARRIER w/ TO ALLOW THE DOOR TO 8.0. t'.' MAX FLAME SPREAD RATING �. 'I OVEN WITHOUT HITTINGC, REdF-AI. ! •"iE'"'' EEO.REVEAL REVEAL I)1L I 0141 AND SMOKE INSULATION. f DLOPED RATING OF 450. ' i a T .ABOVE WALL FURRING. •� �•'°� ,,r� TILF-UP CON GRE'r5-"'' TIL-I1P C(NCRETUl- PANEL,PAINT--'E PANE'I.PAIN- . I � I 0) R-21 BATT INSULATION ABOVE j I.' R-21 BATT INSULATION ABOVE I R-21 BATT INSULATION ABOVE I" SUSPENDED CEILING TO HAVE r I SUSPENDED CEILING TO HA E SUSPENDED CEILING TO HAVEIt -p WHITE VAPOR BARRIER w/ WHITE VAPOR BARRIER w/ AX. WHITE VAPOR BARRIER w/MAX. + " '� FLAME SPREAD RATING OF 5 -�. FLAME SPREAD RATING OF 2 5 n R-1 BATT INSULATION ABOVE FUME SPR RATING OF 25 - �' m n n o AND SMOKE DEVELOPED PING SUS ENDED CEILING TO HAVE AND SMOKE DEVELOPED RATING AND SMOKE DEVELOPED LNG �}' I , T OF 450.TYP.ABOVE WALL ., OF 450 ttP.ABOVE WALLI III E VAPOR BARRIER w/ OF 450.TYP.ABOVE WALL -,! O Y FURRING. _. FURRING. 1-6 MAX FUME SPREAD RATING FURRING. C _ T.0•REVEAL OF 5 AND SMOKE TO.RE+EAI. ',C.OPENING T.O.DOOR OJ DEV LOPED RATING OF 450. > E -I-j a_ >. ! •p .. ABOVE WALL FURRING. > I TYP CAL RFA'AI. t 'd.L.REVEAL ?. 4~ I O C B.O.REVEAL B.C.REVEAL y/ Q a I I °' I ' I m TILT_-0P CONCRETE INSULATED GLASS I HOLLOW MEAPANEL,PAINT— FRAME c O W li Q aa TILT-UP CON RFTE U O O T PANEL,FAINT O0VERHFAU INSULATE O) tT C C SECTIONAL DRIVE IN I O DOOR— V J Q Q (FULL VERTICAL)' "x C1 LL 4' A. f T,0.OPENING IT.0�REVEAL T.O.MULLIONC.L.REVEAL C.L.. RF AI. 'TLO.REVEAL _ o N Q N W N 350S162-43 METAL 350S162-43 METAL 350S162-4 METAL YLLJ t� STUDS 0 24"O.C.W/ STUDS 0 24"O.C.W/ _ STUDS 0 2 O.C.W/ R-15 BATT INSULATION R-15 BATT INSULATION R-15 GATT SULATION Q N W/%"TYPE"X"GWB W/%I TYPE"X"GWB - W/%'TYPE Y GWB HOLLOW METAL DOOR IN m o .•, W/PERM RATED PRIMER W/PERM RATED PRIMER o o W PERM TED PRIMER HOLLOW METAL FRAME Q / 4'-0"HIGH GALV. U ❑ I (PAINTED) ANGLE IRON AT DRI E O 'oo o c o IN DOOR JAMBS f (TYP.)-�-, N N Nco — I • N N N frfnI N KJ U W 4"RUBBER BASE a"RUBBER BASE ' 4"RUBBER E W W m a o FIRST FLUOR f1k1';T FLUOR FIRS1 FLOOR FIRST FLOOR -� .......-. . ,. _._. Ln 0 I � L riF'I FL'JnR 'llf�lp e. . I N W o O U W he V I I o 0 I I i W sheet Plan By TA41 WALL SECTION WALL SECTION WALL SECTION WALL SECTION K WALL SECTION �LALL SECTION fA�ITTgt�P • F G H SCALE: 1 2"- 1'-0" SCALE: 1 2"- V-0" SCALE: 1 2*= V ' SCALE: 1/2"= 1'-0" SCALE: 1/2"= 1'-O" / - / - / - SCALE: 1/2"= 1'-0" i a i N O 7 RI a 1/2'PLYWOOD ON 10"METAL 8 c TOP OF PLATE JOISTS PER STRUCTURAL W/ I N a SOUND BATT INSULATION. H9 w a 39 } CONCRETE fiEVEA� I i�, SUSPENDED CEILING ------- ------ 8 SYSTEM PER REFLECTED CEILING d �, s•,,f„=,;; PACK VOID AT TOP OF EXISTING BEAM WITH ROCKWOOL SUSPENDED ACOUSTIC. PLAN TILE CEILING AND H.D. • _ _ o GRID SYSTEM-SEE 362S162-43 METAL q i,.-�^') REFLECTED CEILING PLAN STUDS® ifi'O.C. DOWNSPOUT WITH 5/8'TYPE"X" BEYOND- EXISTING PLr OF FRAMW6 6"METAL STUDS 0 16" GWB W/SOUND BAIT �. O.C.PER STRUCTURAL WITH 5/8'TYPE'X°GWB c INSULATION. W/SOUND BATT INSULATION. . HILTI#D5P37P10(.177" 0 1'INSULATED GLASS I B.O.REVEAL �ii �' DIA x 1 1/2") LOW i IN ANODIZED ALUMINUM I TOILET SIDE VELOCITY DRIVE PINS 0 FRAME---- 24"O.C.AND 6"FROM NOTE: I m ENDS. m NO WINDOW AT M SIM BASE PER 1 SEE STRUCTURAL FOR SCHEDULE m SECTION M SIM.-AT OVERHEAD DOOR HEAD •" BOTTOM TRACK DETAIL AT j EXPEND INSULATION AS CLOSE FULL HEIGHT WALL. $EXIST. CONC. FLOOR m AS POSSIBLE TO DOOR TRACK TO ALLOW THE DOOR T o - --- O ` I - OPEN WITHOUT HITTING -- •,I I INSULATION. 1: - �I '� � �-- :I.,r le �i,i�,alr I •,I�r���ii��1�'S1T //••�� (6 NEW FULL HEIGHT DEMISING O` C LV a I I R-21 BATT INSULATION WALL ENANT TO VACANT): TILT-UP CONCRETE/�.r' TILT-UP CONCRETE ABOVE SUSPENDED ) E Q .o PANEL,PAINT-- �I r'e 5 8'TYPE'X"GWB EACH SIDE — PANEL,PAINT--- CEILING TO HAVE WHITE / c OF 6"METAL STUDS AT 16° T. VAPOR BARRIER w MAX. C / U :?l I TT C6 (,.•. i I - FLAME SPREAD RATING O.C.WITH R-21 BA b ,,0,REVEAL. OF 25 AND SMOKE INSULATION. FIRE TAPE ONLY ��, WALL ION WALL S E C T I 0 N � H a Q DEVELOPED RATING OF I ON VACANT SIDE.SEE R SCALE: 1/2"= 1'-0" T SCALE: 1/2"= 1'-0" m 450.TYP.ABOVE WALL STRUCTURAL FOR STUD FURRING. DETAILS. U C C U) 0 0 T77J.REVEAL. i• �. WIDTH PER PLAN d O 1/2°PLYWOOD ON METAL 1/2'PLYWOOD ON METAL 1/2"PLYWOOD ON METAL li VJ CL FRAMING PER STRUCTURAL FRAMING PER STRUCTURAL FRAMING PER STRUCTURAL Q Q SOUND BATT INSULATION SOUND BATT INSULATION SOUND BATT INSULATION v OVER ENTIRE RESTROOM OVER ENTIRE RESTROOM OVER ENTIRE RESTROOM 11,R AREA CEILING AREA CEILING AREA CEILING W Q �m N 6"METAL CEILING - N M T.O,MnuILR+ JOISTS AT 24'O.C. N 6"METAL CEILING JOISTS 6"METAL CEILING JOISTS m AT 24"O.C.PER -!"� AT 24'O.C.PER (SEE WALL C TYPE G/H Q i0 'o I STRUCTURAL STRUCTURAL FOR BULK OF NOTES) U N 5/8'TYPE"X"GWB �'� 5/8'TYPE°X"GWB 0 , T.C,REVEAL -- N OVERHEAD INSULATED— MULLION :< TOILET ROOM CEILING AT R-SIM. 5/8'TYPE Y GWB N N N SECTION DRIVE IN DOOR - 1"INSULATED / (� m (FULL VERTICAL) GLASS IN ' 6°METAL STUDS 0 16" m ANODIZED ' O.C.PER STRUCTURAL S162-43 METAL Q Q WALL FURRING BEYOND _ STUDS(6°OR 8' 0 16" F ALUMINUM " WITH 5/8'TYPE°X'GWB GN.V,STEEL ANGLE iv FRAME o > c W SOUND BATT " O.C.WITH 5/8'TYPE'WR° w c JAMB CUARD(4'-0' v c 11 'oo INSULATION.USE WR GWB o GWB W/SOUND BAIT L] INSULATION. PROVIDE HIGH),TYPICAL ALL A6 AT TOILET WET WALLS STUDS WIDTH AS REQUIRED Q DOCK HIGH OVERHEAD DOOR OPENINGS.-----_ °% FOR PLUMBING WALLS WIDTH W W uWi WAREHOUSE TENANT SIDE TOILET SIDE SHOWN. W 1 35OS162-43 METAL SIDE ] N L. MULLION / STUDS 0 24"O.C.W/ �'fi' J m R-15 BATT INSULATION �Eo W N W/%'TYPE"X"GWB SEE STRUCTURAL FOR SEE STRUCTURAL FOR r'�' HILTI PINS PER ] - F 4 W/PERM RATED PRIMER BOTTOM TRACK DETAIL AT BOTTOM TRACK DETAIL AT a STRUCTURAL 7 FULL HEIGHT WALL. FULL HEIGHT WALL. CC In 4'x4'GALV.ANGLE IRON I 4"RUBBER BASE BASE PER SCHEDULE G rn PER STRUCTOft, 12 EXISTING CONIC, FLOOR N W I w O ., TIRS1'FLOOR FIRS FLOOR [] N ....... J T �va 7 tz t '+,. P 13 ? .T N sheet Plan Reviewxx x" Q WALL SECTION WALL SECTION WALL SECTION WALL SECTION --, WALL SECTION CityofABy Tlington TA4.2 M SCALE: 1/2"= 1'-0" N SCALE: 1/2"= 1'-O" P SCALE: 1/2"= 1'-0" 'S SCALE: 1/2"= V-O" lJ SCALE: 1/2"= 1-0" x.,e+:a.*rrx.«xe.x.xex.aeax+x PAINTED HOLLOW METAL FRAME- WINDOW OPENING DOOR TYPES DOOR & WINDOW NOTES (TYP� 5/8"TYPE 'X' GWB PAINTED H.M. 1. ALL DOOR HARDWARE TO COMPLY WITH I.B.C. EACH SIDE OVER FRAME TYP. METAL STOP 6'-2" 8'-2" 5'-4" SECTION 1010,ICC/ANSI 117.1 STANDARDS. METAL STUDS WALL PER PLAN 1 4'CLEAR TEMPERED GLASS. ® 24"O.C. SEE SILENCERS O / 3 3 3 4 3 4 3 4 4 2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE WALL TYPE STRIKE SIDE TA5. A5. TA5. TA5. A5. TA5. A5. TA5. A5. INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT PER I.B.C. SECTION 1010,1.9. 3. PROVIDE INTERNATIONAL SYMBOL OF ACCESS 4 4 / 4 SIGNAGE AT EACH ACCESSIBLE ENTRANCE DOOR. f 0 A5. A5. / A5. �n I I I I I I v� • - - __ --- G a 4. PAIN ALL METAL FRAMES. COLOR AS SELECTED 1 I 1 t 1 Z-0" io 5-0" 'm � T. Bi OWNER. > 5. PROVIDE SAFETY GLAZING PER DRAWINGS AND 1( 1 i \ 3 \ 3 \ \ \ A5. A5. I.B.C.SECTION 2408. .::v .: ....': i a 6. T=TEMPERED GLAZING. - °d All g 7. WOOD DOORS-LYNDEN DOOR-LD2000 INSULATION PER WALL TYPE. DOOR AS 0 0 0 "c� PC-5-00 CLEAR,WHITE MAPLE:"A"GRADE WOOD SCHEDULED 7h VENEER,PLAIN SLICED,BOOK MATCH,RUNNING O 3'-0"X 7'-0" B 3'-0"X 7'-0" C l ) 3'-0"X 7'-0"S.C. D 3'-0'X 7'-0"S.C. O 3'-0"X 7'-0"S.C. ' 5'-4"X 6'-0" S.C.WOOD DOOR MATCH OR APPROVED EQUAL S.C. WOOD DOOR �/ WOOD DOOR W/H.M. WOOD DOOR W/H.M. WOOD DOOR W/H.M. 1/4"TEMPERED CLEAR W/H.M. FRAME. W/TEMP. 1/4" FRAME W/TEMPERED FRAME W/TEMPERED FRAME W/TEMPERED GLASS RELITE IN H.M. TEMPERED HALF 1/4"GLASS SIDELITE 1/4"GLASS SIDELITE 1/4"GLASS SIDELITE FRAME GLASS LITE W/ IN H.M. FRAME IN H.M. FRAME IN H.M. FRAME H.M. DOOR FRAME 0 HEAD/JAMB 4 H.M. WINDOW FRAME 0 HEAD/JAMB H.M. FRAME. - o o a Scale: 3"=1'-0" Scale: 37=1'-0" HARDWARE TYPES HARDWARE NOTES l HW 1 HW 4 HW 6 1. ALL DOOR HARDWARE TO HAVE LEVER HANDLE LEVER HANDLE -LATCHSET LEVER HANDLE -LOCKSET LEVER HANDLE -PASSAGE HARDWARE EXCEPT DOORS THAT HAVE PANIC WALL STOP CLOSER KICKPLATE HARDWARE. KICKPLATE WALL STOP HW 2 WALL STOP 2. SPECIFIC HARDWARE FUNCTIONS TO BE 3 LEVER HANDLE -LATCHSET DETERMINED WITH HARDWARE SUPPLIER AND s g CLOSER HW 5 COORDINATED WITH TENANT. ALL HARDWARE TO KICKPLATE PUSH/PULL COMPLY WITH I.B.C.SECTION 1010. sM WALL STOP CLOSER KICKPLATE 3. ALL OFFICE DOORS SHALL HAVE DOOR STOPS. HW 3 WALL STOP LEVER HANDLE -PRIVACY LATCH(OCCUPIED WINDOW) CLOSER HW 6 KICKPLATE LEVER HANDLE-CARD ENTRY/EXIT WALL STOP CLOSER WEATHERSTRIPPING KICKPLATE WALL STOP VERIFY ALL FUNCTIONS WITH TENANT 6 DOOR TYPES AND NOTES Scale: 1/4"=1'-0" DOOR SCHEDULE ROOM FINISH SCHEDULE DOOR Y DESCRIPTION DOOR FRAME HMDWARE RATING SICKAGE/REMARKS flNISH FLOOR BASE WALLS WAINSCOT CEILING REMARKS N0. E MAT. FIN. MAT. FIN. MAT. FIN, MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. Co FIRST FLOOR OFFICE AREA FIRST FLOOR OFFICE AREA c 100A Ex 3'-O"x7'-o" ALUM./GLS FACT. ALUM FACT. EX - 100 CPT FACT. RUBBER FACT.. GWB PAINT - tA FACT. 9'-0" � 1008 C 3'-0"z7'-0" WOOD STAIN H.M. PAINT 2 - 101 CPT FACT. RUBBER FACT. GWB PAINT - FACT. 9'-O" r m 101 C 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - 102 CPT FACT. RUBBER FACT. GWB PAINT - FACT. 9'-0" 102 C 3'-O"z7'-O" WOOD STAIN H.M. PAINT 1 - 103 CPT FACT. RUBBER FACT. GWB PAINT - FACT. 9'-01, O 103 C 3'-o"x7'-0" WOOD STAIN H.M. PAINT t - 104 CPT FACT. RUBBER FACT. GWB PAINT - FACT. 9'-0" N � _IL 104 C 3'-0"z7'-O" WOOD STAIN H.M. PAINT 1 - 105 CPT FACT. RUBBER FACT. GWB PAINT - FACT. O105 D 3'-0"x7'-O" WOOD STAIN H.M. PAINT i - 106 CPT FACT. RUBBER FACT. GWB PAINT - FACT. 9'-0" a C li 106 E 3'-0"x7'-O" WOOD STAIN H.M. PAINT 6 - 107 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" Q a 107 C 3'-0'x7'-0" WOOD STAIN H.M. PAINT 1 - 108 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" c U Cu 108 C 3'-0"x7'-0" WOOD STAIN H.M. PAINT 1 - 109 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" N 0 Q 109 C 3'-0"x7'-0" WOOD STAIN H.M. PAINT 1 - 110 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" H Q3-1 115 CONIC. EXIST. - - - - - - STRUCT. - - V c 110 A 3'-0"z7'-0" H.M. PRIM H.M. PAINT 4 - 116 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS y O O 716 A 3'-0"z7'-0. WOOD STAIN H.M. PAINT 3 - TOILET O O C 117 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS p ^^L co _ 117 A 3'-0"x7'-0" WOOD STAIN H.M. PAINT 3 - TOILET 118 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-O" SEE INTERIOR ELEVATIONS 2 Li VJ Q Q 118 A 3'-0"x7'-0" WOOD STAIN H.M. PAINT 3 - TOILET 120 CONIC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT, 721 B 3'-0"x7'-0" WOOD STAIN H.M. PAINT t - 121 CONIC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" N Q N 122 A 3'-0"x7'-0" H.M. PAINT H.M. PAINT 1 - 122 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" W N N 124 A 3'-O"x7'-O" H.M. PAINT H.M. PAINT 1 - 123 CONIC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" In - 125 A 3'-0"x7'-0" H.M. PAINT H.M. PAINT 1 - 124 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-O" Q m 126 A 3'-0"x7'-0" H.M. PAINT H.M. PAINT 4 - 125 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" U Q 130 A 3'-0"x7'-O" H.M. PAINT H.M. PAINT 4 - 126 CONIC. EXIST. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" N 132 A 3'-0"z7'-O" WOOD STAIN H.M. PAINT 5 - TOILET 130 CONIC. EXIST. RUBBER FACT. GWB TAPE - - GWB TAPE 133 A 3'-O"z7'-0" wood STAIN H.M. PAINT 5 - iOaET 131 CONIC. EXIST. RUBBER FACT. GWB TAPE P-LAM FACT. ACT FACT. 9'-0" SEE INTERIOR ELEVATIONS N N N 132 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS MANUFACTURING AND WAREHOUSE AREA m 140A EX 3'-0"x7'-0" GLASS FACTORY ALUM. FACTORY Ex - 133 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS Q F 3 140 CONIC. EXIST. RUBBER FACT. GWB TAPE STRUCTURE 7408 EX 3'-0"xT-0" GLASS FACTORY ALUM. FACTORY E% - w - J 140C EX 3'-0"x7'-0` GLASS FACTORY ALUM. FACTORY EX - 141 CONIC. EXIST. RUBBER FACT. GWB TAPE STRUCTURE 140D EX 3'-0"x7'-O" GLASS FACTORY ALUM. FACTORY EX w - J W un taoE Ex 3'-o"x7'-o` H.M. PAINT H.M. PAINT Ex - TENANT IMPROVEMENT FINISHES J 140E EX 3'-0"z7'-0" H.M. PAINT H.M. PAINT EX - PRODUCT COLOR LOCATION I"- J 'a cq 0 141A EX 3'-o"x7'-O" H.M. PAINT H.M. PAINT EX - SHEET VINYL W W n Sy ARMSTRONG CORLON SERIES #51903 BLUE/GRAY-TOILETS#116,f117,#118, Q - 141B EX 3'-0"x7'-0" H.M. PAINT H.M. PAINT EX - CARPET m '0 141C EX 3'-0"x7'-0" H.M. PAINT H.M. PAINT EX - CPT TENANT SUPPLIED CARPET SHAW SYNC UP J0126 PILE WEIGHT 22 24`X 24" Q I 141D EX 3'-O"x7'-O" H.M. PAINT H.M. PAINT EX - RUBBER BASE Z W o RUBBER 4"ROPPE OR JOHNSONFTE _.. i HARCOA R BLACK ❑ m - 141E EX 3'-0"x7'-0" H.M. PAINT H.M. PAINT E% - Q [] - PLASTIC LAMINATE w 141F EX 3'-0"x7'-O" H.M. PAINT H.M. PAINT EX - P-LAM WILSONART,NEVAMAR,FORMICA TOILET ROOMS-D387-60 FASHION GRAY V) Z J TOILET ROOMS-D381-60 FASHION GRAY w �f DF/JAN.SINK-D381-60 FASHION GRAY J J Q 0 NOTE:"EX"=EXISTING DOOR,FRAME,AND HARDWARE. WALL FINISHES 0 n '.. PAINT SHERWIN WIU-AMS INTERIOR LATEX -. 7648 BIG CHILL „ " _ _.... Q sheet y ACOUSTICAL CEILING LIJ ACT1 ARMSTRONG 2'z4'CORTEGA SECOND LOOK LAY-IN WITH 15/16'HD PRELUDE GRID 2776 WHITE F dar.Review 2 " By TA5.0 .� C.ttyofArlington (1) -L �aa EXISTING CONCRETE PANEL FRAMINGs7ET/ WLMLI FACE OFWALTOALIGN I at ,�, afll -, . '. i w x' ppY ft a •^ ✓4"M A • T Q I I ill/SIDE OF MULLION AT SIM. DETAIL .200—.SO� e' (" `r' S ��C, - • , � �; ._ �O�Q. #12 HANGER WIRE TYP. h WALL PER PLAN b 1.Attachment options to structure(wood,concrete or 050 ALUM. BREAK y;;. . . steal) j I I SHAPE TO MATCH STRUCTURE-1 a. Attachment devices to structure V4.inch(6mm)diame• ° EXISTING STOREFRONT MAKE NO PHYSICAL } ter x 3-inch(75mm)long closed-eye wood screws;mini- rwnt2aa Q CONNECTION TO agevnre• ® mum penetration 1 inch(25mm)into the wood member. ° STOREFRONT at rx.L if(2500mm1 o c Max.la b. No.12 ga.splay wire looped around bottom chord of C1 L f � (307) open joint or truss. WINDOW SILL PER Aix q5• 8/TAS 0 saap.ndea c. Metal 2-Inch x 2-Inch(50mm x 50mm)angle,attached - do EXISTING cel5n0"y ! to conorete or steel with approved fasteners. °�° STOREFRONT a - d. Tie wire spike minimum 3'I6-inch(5mm)diameter x 2 __ inches(50 mm)long,drilled and hammered for con- TIGHT LOOP THROUGH O50 ALUM. BREAK 1"DBL. FACED GLAZING Crete. HANGER HOLE & TAPE pem'cn' THREE TIGHT TURNS SHAPE TO MATCH e. Tie wire wedge anchor bq inch x 13/4Inches(6mm x N ,®, WITHIN 3" EXISTING STOREFRONT 44mm),for concrete. MAKE NO PHYSICAL VERTICAL MULLION AT o (TOP TO BOTTOM) CONNECTION TO STOREFRONT _ f. Beamlflangs clamps for steel structure members. °° '•,4 p WALL PER PLAN STOREFRONT 8 2' I J-� I Splay wire to 6s wrapped around itself three full turns;within a °°°°'° � WALL AT WINDOW MULLION 2 WALL AT WINDOW MULLION 3inch(7mm)length. ®o°°° CROSS TEE MAIN CEIRIN �$ as d sraucruRE r®r ® PER ASTM C635-6 BEAM PER ASTM C635-6 2.Attachment options at partition Scale: 3"=1'-0" Scale: 1 1/2"=1'—Oe Or.Hitlnr.c""x.ase , (Z50omm)o.c.at memate Max.le' a. Attach partition track to suspended ceiling main runner exleaorspley1 aeehevn (3,0001 with two No.8 S-screws.(Detail A only.) CEILING INSTALLATION REQUIREMENTS a� In detail A. Appiex.A5° ® b. Winch(6mm)closed-eye bolt through partition track. i ® 1 •SUSPENDED CEILINGS SHALL BE BRACED AGAINST LATERAL MOVEMENT DUE TO EARTHQUAKE PER ASTM 0636.IN THE ABSENCE OF AN a 2-inch)(2°Inch(50mm x 50mm)metal angle with two ENGINEERED DESIGN THE FOLLOWING BRACING SYSTEM WILL BE REQUIRED. FOUR NO.12 GA STEEL WIRES SHALL BE ATTACHED TO A MAIN 6 tea.' VERTICAL MULLION AT No.8 S-screws in partition track. RUNNER WITHIN 2 INCHES OF A CROSS RUNNER. THE WIRES SHALL BE SPLAYED 90 DEGREES TO EACH OTHER AND RUN UP TO �r STOREFRONT Splay wire to be wrapped around itself three full turns,within a STRUCTURE ABOVE AT AN ANGLE NOT TO EXCEED 45 DEGREES FROM THE HORIZONTAL. A COMPRESSION STRUT SHALL EXTEND FROM THE r'3 suilw9naed -inch(75mm)length. MAIN RUNNER AT THE ATTACHMENT OF THE WIRES VERTICALLY AND BE ATTACHED TO THE STRUCTURE ABOVE AS REQUIRED BY BUILDING ALUM. EXPANDED OFFICIAL. SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A ACOUSTICAL MULLION TO 3 Bracing POINT NOT TO EXCEED 6 FEET FROM WALLS.VERTICAL AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFACTURERS . racng MATCH EXISTING REQUIREMENTS.LIGHTING FIXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO STOREFRONT MAKE NO a. Plenum height to 5 feet(1� )'500mm Use 3r4-inch BUILDING STRUCTURE BY AT LEAST 2 NO,12 GAGE WIRES. UGHT FIXTURES WHICH WEIGH 56 POUNDS OR MORE SHALL BE SUSPENDED PartlSon PHYSICAL CONNECTION �T1 .---) (22mm)19mm)18 ga.(.0566 in:)cold rolled channel or lie-inch FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID,AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE TO STOREFRONT 25 ga.(.0188-inch)furring channel or 15°8 in. SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSTEM. 444rrr ( WINDOW SILL PER (41 mm)25 ga.(.0188-inch)steel stud, •MINIMUM 1"WIDE WALL MOLDING. 8/145.0 b. Plenum height 5-10 feet(1,500-3,000mm):Use nested •GRID MUST BE ATTACHED TO TWO ADJACENT WALLS-OPPOSITE WALL MUST HAVE 3/4"CLEARANCE. or back to back 31.2-inch(90mm)25 ga.steel studs. •ENDS OF MAIN BEAMS AND CROSS TEES MUST BE TIED TOGETHER TO PREVENT THEIR SPREADING. •PERIMETER SUPPORT WIRES MUST BE WITHIN 8"OF CEILING EDGE. c. Attach to partition with two No.8 S-screws. •PROVIDE MANUFACTURERS HEAVY DUTY GRID SYSTEM. •CEILING AREAS OVER 11000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. 1"DBL. FACED GLAZING •CEILING AREAS OVER 2,500 SF MUST RAVE MUST RAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. TAPE •CEILINGS WITHOUT RIGID BRACING MUST HAVE 2'OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. 5/8-TYPE""Gil PALL i of z -.. •CHANGES IN CEILING PLANE MUST RAVE POSITIVE BRACING. GLUED TO EXISTING ��` ; IA$h'`,; •CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. COLUMN •SUSPENDED CEIUNG WILL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL �.NWCB aAoouaRTsss Rr " •IF CEILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE,CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS WALL PER PLAN _AU e2 Ewtla� AveE Site 350 1 Seattle,WA 98102, tel 503 295 0333 DESCRIBED IN I.B.C.SECTION 104.11 TO LOCAL BUILDING OFFICIAL C/L WALL& MULLION eN F °«LLA" °°ne< tr r,,-52a4243 I enaIInf.&n borq emanoregon®nwcb;tivg.. SEISMIC BRACE AT SUSPENDED CEILING 00 9 Scale: N.T.S. e WALL AT WINDOW MULLION TOP OF WALL BRACING 7 Scale: 1 1/2"=1'-0" $ Scale: N.T.S. Ln EXISTING 2"x 4 PROVIDE ARMSTRONG BERG 2 CLIP c O _64}!2" 1Y4" 1/2"THERMALLY `«4 (1) M BROKEN ANODIZED E 'leall EL ALUMINUM WINDOW (1) M SYSTEM W/ 1" > (O GLASS INSULATED TINTED WALL EDGE MOLDING «1,8 2 0_ PROVIDE CONTINUOUS 7 LINE OF PANEL �"•� Q C ••i0 BEYOND CAULK BEAD BETWEEN V C [IA SILL WIDOW FRAME AND PROVIDE ARMSTRONG STABIUZER BAR SYSTEM TO KEEP d VV_I�, la— Q-Q ix WOOD SILL PIECE. BERG 2 CUP PERIMETER COMPONENTS FROM Hcr DIM.POINT EASE EDGES. PAINT SPREADING MART 0 UNATTACHED (1) V Q O O la 2x TREATED WOOD o« m C BLOCKING. `p Q. O a 3625162-43 GA y EL co a Q METAL STUDS 0 24" O.C.Will 5/8"TYPE A CROSS TEE EXISTING a "�" 5• X"GWB W/R-15 «"� PER ASTM C635-6 (n Q m TILT-UP BATT INSULATION m CONCRETE ° "«M N W m N PANEL. J - to Q Q V) SUSPENDED CEILING BRACE AT PERIMETER w L] _ WINDOW SILL �'TJ Scale: N.T.S. Q 0 Scale: 1 1/2"=1'-0" (JJ N Z Ul N to f 12 PERIMETER HANGER WIRE IF!ANGER WIRE IS OUT ANCHORED TO STRUCTURE ,x OF PLUMB GREATER THAN 1:6 ABOVE 0 EACH MAIN BEAM 4-WAY SEISMIC EXPANSION JOINT U "U w COUNTER SPLAY PER ASTM C636 OR CROSS TEE CUP(HATCHED) w U k s STABILIZER BAR SYSTEM TO Z KEEP PERIMETER Z W W m COMPONENTS FROM ONE SIDE OF SLICE CM CRIMPED TO J a SPREADING APART 0 ALLOW MOVEMENT ONLY ON OPPOSITE O UNATTACHED WALLS ONLY END () J Ln .. MAX. 8" TIGHT LOOP THROUGH RANGER W N 8 HOLE&THREE TIGHT TURNS FASTENER IN SLOTTED C7 ] - ~ M WALL WHICH PENETRATES WITHIN 3'(TOP TO BOTTOM) FASTENER POCKET TO ALLOW �C° m a CEILING GRID PER ASTM C636 MOVEMENT Z G 2 MAIN BEAM OR CROSS TEE MAIN TEE J W WALL EDGE MOLDING CEILING GRID W En IN. 3/4" @ V U U Ld w UN-ATTACHED WALLS CROSS TEE TEE-FACE SLEEVE Q Z 1"GAP BETWEEN FIELD m CUT MAIN TEE Z J Q Q sheet Plan Review TA6.0 EDGE TRACK AT SUSP. CEILING �„LEISMIC SEPARATION JOlNrGtAyin ton3.1 v Scale: 3'=i'-0" +«++++++++«+«+++ Lv Scale: 3'=1'-0" GENERAL NOTE REMODEL o THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST EDITION. 1.DESCRIPTION Building Name&Site Location Adl gfo JAlrport Building B-Process SoluBane T.I.-Arlington,WA 2 DESIGN CODE AND STANDARDS AppOther cableCode(EaTrence ) esenote2018 hone thespgcedeiSnr 2018 IBC COLD-FORMED (STEEL LIGHT GAGE CONSTRUCTION) Other pe referenced by N t hall be the specific latest ion referenced by the building code specified above at rf not specified shall be the latest adman. Code supplemera&Dale-see arrow(rem factor) c TYPE CONTINUOUS PERIODIC STANDARD 3.DESIGN LOADS ' STANDARD r- a.Ceilirg Live Load 200 I6 point load b.Seiamic Risk Category II 1.MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: 5=1.059,&=0,378,1e=1.0,Site Close-CP and S.=0cDSm'0ateg a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS APPLICABLE ASTM Seismic Category=°D" SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS, X MATERIAL STANDARDS Bamc Se am�c Force Resisting System(a)=Light-Frame Wells w/Gyp Panels: C"=.38,R-2.Equivalent lateral force procedure was used, b.MANUFACTURER'S CERTIFIED TEST REPORTS. --- X b.Load Combinations All Code required load combinations are W be used in the building tleslgn. 2.INSPECTION OF WELDING OSHA STANDARDS e.COLD-FORMED STEEL DECK: n p P E THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT s, i OSHA STANDARDS.THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS i)FLOOR AND ROOF DECK WELDS. -- X AWS D1.3 FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS,TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS.THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY b.SCREW SIZE&SPACING,BOLTING ANCHORING AND OTHER NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING X 1]05.12.3 `G CONSTRUCT IBC ION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND SYSTEMS INCLUDING DIAPHRAM,SHEARWALLS;BRACES, METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. COLLECTORS(DRAG STRUTS(AND I ICED DBMS. CONCRETE AND MASONRY ANCHORS(BOLTS.THREADED RODS AND I 8 = REBAR DOWELS( �t4�' DRILLEDINEXPANSIONANCHORS f4 CONCRETE DEWALT"POWERSTUD1'SD2 PER ESR-25tl2 (� •4 CMU DEWALT"POWER-SND�'SDI PER ESR-2998 AOH 2018 IBC TABLE 1705.3 CONCRETE NCHORS'. CONCRETE DEWALOR-28"ANDDE ILT'PURE 1 1p NE PER ESR-002] OR -AND DEWALT'PURE 1)0+"PER ESft32s8 N cmu DEWALT'Ac10WGOLD°PER ESR-32ob REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION F.. EL 3 SCRECO CRETRS', QI CONCRETE DEWA1_T"SCREW-60LT+'PER ESR36ee W CMU DEWALT"SCREW-BOLT"PER ESR.4C42(CMU) Z V CONTINUOUS PERIODIC REFRENCED IBC K C7 C ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING AMNMUM AGE OF 21 BAYS ATTIME OF TYPE SPECIAL SPECIAL H LU H STANDARD- REFRENCE D J INSTALLATION LIN A TO SUPPORT U PORTSUS SUSTAINED INSTALLATION OF EA1 El ANCHORS By Z014TALLV OR INSPECTIONS INSPECTIONS N W UPWWRDLY INCLINED ReANCORTSUSTAINEDTENSIONLOADS SHALL BE PERFORMED 6V CERTIFIED PERSONNEL IN CONFORMANCE TO ACI 31e-14 SECTION t]a2.2 i. TANC POST INSTALLED IN L $HA DE HARDENED CONCRETE MEMBERSL _ FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS e.ADHESIVE ANCHORS INSTALLED IN $ PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT.SUBSTITUTIONS D TO 30 ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED.SUBSTITUTIONS TEFLMUSTOR HORIZONTALLY O UPWARDLY INCLINED X _- ACI 318:1].8.2.4 — Z SUBMITTED TO ENW FOR REVIEW PRIOR LI CONSTRUCTION.PROVIDE STAINLESS STEEL OR ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS. GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY N< INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. b.MECHANICAL ANCHORS AND ADHESIVE d)s ANCHORS NOT DEFINED IN 4.a. -.— X ACI 318:11.8.2 C m '- _mg LIGHT GAGE STEEL FRAMING(AND DECKING C OR, STUDS AND TRACKS CONFORM WITH ASTM C 955.MATERIAL CONFORM WITH ASTM A 853,GRADE a.WHERE APPLICABLE,SEE ALSO SECTIONS 1706.12 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE LU m`u 33 FOR 18 GAGE AND LIGHTER,GRADE 50 FOR ifi GAGE AND HEAVIER.GALVANIZED PER G80. b.SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE SIZES AS NOTED ON DRAWINGS. IN ACCORDANCE WITH 17.8.2 IN ACI 318,OR OTHER QUALIFICATION PROCEDURES.WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED,SPECIAL INSPECTIONS REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL WOOD STRUCTURAL PANELS PRIOR TO THE COMMENCEMENT OT THE WORK. CONFORM VA H U.S.DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARDS,PSi-09, STRUCTURAL PLYWOOD OR PS 2-18, PERFORMANCE STANDARD FOR WOOD BASED STRUCTURAL-USE PANELS,ALL PANELS RATED EXPOSURE 1.SEE PLANS FOR NAILING SPACING. CEILING JOIST SHEATHING: 15132°SHEATHING,SPAN RATING24/16. PLYWOOD GRADE OLD.EXPOSURE I.SHEATHING MUST MEET THE REQUIREMENTS FOR DOC 2018 IBC WOOD CONSTRUCTION P51 OR PS2.1 118"STURD-I FLOOR,T&G,4aQ4. V L.I WOOD l.i I V J LI l.i I 'v SPECIAL INSPECTIONS "`- SPECIAL INSPECTION OF WOOD CONSTRUCTION INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT.AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT.SEE SHEET SI.O FOR INSPECTION TABLES. FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA VERIFICATION&INSPECTION TASK SHOP DRAWINGS CONTINUOUS PERIODIC IBC SUBMIT 4 SETS OF PRINTS(ONO.BY ARCHITECT)OR ELECTRONIC PDF FILES,OF SHOP DRAWINGS - DURING TASK DURING TASK SECTION TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED&STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: LIGHT GAGE STEEL.WHEN SHOP DRAWING SUPPLIER MAKES 1.HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUD-_,.CHANGES NOT SECTION 2306.2 TABLE 2306.2(2),THE INSPECTOR SHALL VERIFY: FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE E1_1 17—T BEING a.THE G STRUCTURAL SHEAT4ING TO VERIFY COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS HAN THE SUPPLIER OF THE fREN1 _ CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM PACK TO ACRES THE GRADE AND THICKNESS SHOWN ON APPROVED X 1]05.5.1 BUILDING DRAWINGS. WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N W.'S OPTION."SHOP DRAWINGS ARE AN ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP b.THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING DRAWINGS..". PANEL EDGES,NAIL OR STAPLE LENGTH,NUMBER OF ---- X I FASTENER LINES,AND SPACING OF FASTENERS IN EACH LI NE 1]05.S.t SPECIAL CONDITIONS AND AT EDGE MARGING AGREES WITH APPROVED BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE DRAWINGS SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION-CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. ABBREVIATIONS ARCH. ARCHITECT m BAL. T BALANCE B. SOT. BOTTOM C STAIN BETWEEN DO. =p BLDG. BUILDING '^ BRIG. BEARING VI C.I.P. CAST IN PLACE C.J. CONSTRUCTION JOIN CL CENTERLINE O Y CLR. CLEAR (6 CMU CONCRETE fill UNIT COL. COLUMN O CONO CONCRETE C.S.J. CEOSURESTRIPJOIN EA. EACH >_ E.E. EACH END O_ Q 'p E.F. EACH FACE Cn I E.J. EXPANSION JOINT V EL.OR ELEV. ELEVATION E.N.W.OR ENW ENGINEERS NORTHVIST N EQ. EQUAL V^/` E.S. EACH SIDE EL E.W. EACH WAY J W Q >< F.O.C. FACE OF CONCRETE a E F.O.S. FACE OF STUD O O C C F.O.W. FACE OF WALL !Z L 2 .0 S n FTG. FOOTING O ^ ,^ — GA. GAGE d li V/ GALV. HOT DIP GALVANIZED BIDS GYPSUM WALL BOA H.OR HORIZ HORIZONTAL IB.C. INTERNATIONAL BULL LNG CODE I F C I ENAL COD COUNCIL NS(EPA ---� W INC. I N NC I- —N K KIP(1000POUNOR) 3 L.W. .LONG WAY m 5*v, M.B.S. METAL BLDG SUPPILIE R Q to N.F. NE FACI L:I N.T.S. NOT TO SCALE U oc ON CENTER -- _ I _.. AREA OF WORK I N CIS, OUTSIDE FACE i MIA I '11 ro O.T.O. OUT TO OUT Yd tv I PL PLATE - AREA OF WORK N OnREINF. REINFORCING 1ISi 1 N m i REM. REMAINDER , R.O. ROUGH OPENING F Q 3 Q SECT. SECTIONS ! I w BIM. SIMILAR a U S.J SHRINKAGE JOINT ----- STL. STEEL W W SW SHEARWALL LU W W N SVMM, SYMMETRICAL T TOP F T.O.B. TOP OF BEAM T.O.F. TOP OF FOOTING LLI w T.O.S. TOP OF STEEL TOP OF SLAB J yj T.O.W. TOP OF WALL U c N TYP. TYPICAL AT ALL SIMILAR PLACES L I U.N.O. UNLESS NOTED OTHERWISE Q Q V.E.F. VERTICAL EACH FACE Z W cL VERT. VERTICAL w O V.F.F. VERTICAL FAR FACE ^^ Q U w Ve H V.I.F. VERTICAL INSIDE FACE � � u W Z 0 V.N.F. VERTICAL N LLY I— N V.N.F. VERTICAL OUTSIDE FACE Z J A m WA.B.O. WASHINGTON ASSOC.OF BUILDING OFFICIALS I `l w/ WITH N.T.S. N w10 WITHOUT J j W.H.S. WELD HEAD STUD +xax+.r ><xta+rzrztr• BhBBI AT Tien Review BY W S0.1 City ofArlington C9 g 11 12 13 14 15 16 1Z 18 ILL � S � 3 Epp' Z�i UJM f- ----- - --- - -- ---------- - ---------- -�- - -- ------- -- -� i {----- -- - - - ----9- j� -- -O CL m o � � a ^ c ill U O L.i. N A !� Q C.) � F � j i j j c E O U Q U O C C n O O r� Z < W L N 11 1I2 13 14 15 16 17 18 p Ul N I N N U) m m Q F 3 o OVERALL PLAN ❑�O w W N 1I18"•1'-p" J F J F N W N 3y S Im C W o j U U fll W Z Z gQ o d J Q xxrxwx xwwwwwwwxwxxxww+xx --I sheet N w+ J o Plan Review By (If S1 .0 City ofArlingtor i a 17 18 PLYWOOD OVER JOIST. ALL ALL NEW .STRUCTURES. 1 (UNBLOCKED).FASTEN SUPPORTS 0 SCREWS B"oc SUPPORTED® PANEL EDGES AND 12"FIELD. 52.1 8 8 SIM 52.1 S $ PROVIDE BLOCKING BETWEEN JOISTS. 5 ALIGN WITH OFFICE Ll I I I DR I I I D OR o E PUN NOTE 4 FOR H R. � H R. _ _ WALL RIM JO18T. 4 82.1 SE SHEAR WALL LOCATIONS.. �S a HDR. yy p� 82.1 �82.1 ALIGN JOIST FULL LENGTH OF THE OFFICE.PROVIDE 11 SEE PLAN NO E4 SIMPSON CS IB STRAPS 0e'-0"x CONNECTING JOIST TOP FOR SHEAR WALL FLANGES w/4 010 SCREWS EA.AND OF STRAP.ALIGN 82.1 LOCATIONS. I STRAP WITH JOISTS TENSION TIES SHOWN IN DETAIL e/52.1 . IZ_ 0 ADD BLOCKING 52.1 10 �p 0 Z G BETWEENJOISTS I 52.1 ,p{?� f g Y N W G AT INTERMEDIATE 10 L2.O N 600S182.43 USE 28GA.TOP ,h9g BEARING WALLS SJ HDR,^®24"Pc I TRACK AND RUN 4 TRACK CONT.OVER 82,1 0n' CANTILEVERED WALLS, rn 7 H LD OVyIV-. HDR 52.1 C 4, T.. ❑I g g g 10 S2' 800$182-43 52.1 d Q 6 24"oc I 5 LU$al _ i 52.1 H R. H ADD BLOCKING i 10008le233 BETWEEN JOISTS Q 24"oc IN LINE WITH THE 4 SEE PLAN NOTE 4 FOR 4 PERK METRLB 821 SHEAR WALL LOCATIONS. S21 4 6�2 I 82.1 Iv........------- PARTIAL CEILING FRAMING PLAN Q NOTES', 1/e"=1'-0" 1.)VERIFY ALL DIMENSIONS AND FRAMING ELEVATION WITH ARCHITECTURAL DRAWINGS. 2J TOP OF WALL(BOTTOM OF JOIST FRAMING DENOTED AS,IX'.& 3.)JOIST TO BEAR DIRECTLY OVER THE WALL STUDS,TYPICAL. SEE PLAN NOTE 4 FOR 4.)ALL BATHROOM WALLS AND ALL OFFICE PERIMETER WALLS ARE GYPSUM SHEAR WALLS,FASTEN SHEAR WALL LOCATIONS, GYPSUM TO C.F.S.PER 9IS2.1. 10005 e2-54 ® 'oc $ 2.1 7 SIM m q S21 C_ ADD BLOCKING BETWEEN JOISTS AT INTERMEDIATE /�.r m BEARING WALLS Y p x ++ a o m oaN 52.1 O) L+ J Q n o cc m o N cN W N F N PARTIAL CEILING FRAMING PLAN a N SEE NOTES ON S/1.1 1/8"•7'-0" N N E in N Q � �3 t�In U w r it a z W w� g � G a W I �nn N V F z 3 N LJ S W ❑ i w (] tl m w 8 z z is o J Q ❑ i lL xxxx.xxxxx«xxxxxxxxxxxaxxxxxx J Sheet Plan Review Lc By S1 .1 J city of Arlington a CLIP FLANGES OFF&LAP TOP TRACKS TYP.4 SCREWS MIN.-- (2)SCREWS 0 oil 16"oc TOP& SOT.0 HEADER 0 EXTEND TO ADJACENT WALL UNLESS TRACK BLOCKING TO MATCH J015T SPLICES USE 7 1 IMJ E RIM STUDS.PLACE a 10'-0"oc G.W.B.LENGTH THIS CALLED OUT ON PIAN I� Ilid MAX.ALONG WALL TOP TRACK ® 3xiSGA.PLATE,/B-Nip 3?#107SCREWS FA.LEG, BEARING HEADER �I ' 11.° RIMJOIBTORTRACK SCREWS EA.END DO NOT PER SCHEDULE J' STRAPPER END OFWALLBENOUP4"® CEILING JOIST LEVEL SCHEDULE EA.END.4 SCREWS TO SIMPSON SILTT20 DOUBLE STUDS R L2x2x5"xi8"GAGE LAP HEADER STRAP EA.BLOCK HOLD DOWN w/ TYP.®HOLD SPLICE RIM JOIST OVER ( Q8„ OVER2JAMB '��--- 1/2"O DEWALT SD2 DOWN HEADERS. DEEP JOISTS STUDS w/4 GYP WHERE SHOWN PER ARCH. N tl N N N. X „ tl N N N N ANCHORS I SOREW$TO H N H M N N X N X M 'X N (EMBEDDED 3') 010 EA.STUD Ij I EA STUD EA WHERE GYP IS NOT PRESENT, N N N N N N N X X N N EX FLANGE ADD BRIDGING TO THE EXPOSED N X N N N N N N N N N + SIDE(6 TOTAL) 00 SIDE PER THIS DETAIL. 112"MIN.G.W.B.BOTH Y Y 'Y Y Y Y N Y Y N N T III 4'A�, SIDES OF WALL 0 UNBLOCKED USE#B i? ROUGH III y + STUD PER PLAN w/ IN' DRYWALL SCREWS®7"ac 0 N N N N N p 0 N N 18"GAGE TOP k SOT.TRACK III PLlog ®FIELD AND SUPPORTS. N ry II tl N II tl N N N TRACK PLACE. 0 Pg E�5 N N M N M M N X N X DOUBLESTUDTYP,EACH JOISTS DIRECTLY 2NW,16GA.BENT PLATE w/1W II 200A.CLOSURE N N N N N N N N N N END OF WALL U N OJ DIAMETER HOLE FOR CEILING B� ('' OVER STUDS. III TRACK AS #14 N X Y II N N N N X N ATTACHMENT.LOCATE AS REQUIRED Y 0 Y Y Y Y Y Y Y L REQUIRED.FASTEN TO JOISTS SINGLE WINDOW SILL TRACK IBGA, tl tl N N N N N N N N N WITH&#1p SCREWS $a X N N N N N X X N N N 555 j N N N N N N N N X N N " NOTE:SEAT STUD WEB q p N N N N X X N Y Y STUD WALL 2-N10®24"0c 35CREWS 2SCREWS®48"oc TIGHT TO TRACK WEB TOP 0 Y Y II II Y 0 0 Y Y 0 P TYP. STUD TO STUD SOT 8 SOT.OF STUDS .OF WALL CON. PER 3151.0-_____--__._.__ - •'�xy;.._: _ _#_::,.� fix..._:..__._ SEE SCHEDULE;�7 DRIVE PINS a 24"Oc ®"SIM"CONDITION NON LOAD BEARING HEADER LOAD BEARING HEADER ®3HEARWALL3 TYP.- THLYWOEREISNO y+f POD DECK. a TYPICAL WALL,BLOCKING&STRAP DETAIL '�?t TYPICAL G.W.B.SHEAR WALL ELEVATION TYPICAL WALL HEADER DETAIL 1 HEADERS NOTED ON THE PLAIN AS"HDR.'!ARE BEARING HEADERS STUDSA E 3HIEATHED ONE S DE ONLY 314"•7'-0" 3 4"•7'-0" SEE SCHEDULE FOR LOCATIONS N.T.S. C Cn SECTION ELEVATION I CTION &ARE NOTED IN THE PARTS AS. BELOW.HEADERS NOTES; .fia W g RUNNING PARALLEL TO THE JOISTS ARE ON-BEARING(U.N.O.) 1.) G.W.B.MUST RUN FULL HEIGHT TO CEILING JOIST WHERE NOTED AS SHEAR WALL. ULU dS 1J G.W.B.MUST COMPLY WITH ASTM C1398/1398M. �_ G 3J G.W.B.MUST RUN PERPENDICULAR TO FRAMING. U' 4.) DRY WALL SCREWS MUST MEET ASTM C954. F.W 16 GAGE RIM JOIST PER #10 SCREWS 1S-oc 4/32.1.AT"SIM"COND, ^�• EA.FLANGE PROVIDE BLOCKING IN 0 '�E LIEU OF RIM JOIST. tl SIMPSON DTTIZ TENSION TIE (2)8006162-54 BOXED ;LL (2)SCREWS EA.JOIST USE WITH 3/8"DIAM. w/18 GAGE TRACKS TO HEADER N DEWALT S02 ANCHORS. ill"PLYWOOD P' EMBEDDED TIES E"SIM"COND. PER PLAN TPROVIDE ENSION BLOCKING CKINGLOCAT 3 BAYS W TENSIONS TIES ARE®2'ac) BLOCKING 1ST BAY. 4xB OF#2 PRESSURE TREATED JOISTS PER JOIST SIZE.FASTEN w/2x2x6"x SIZE TO MATCH JOISTS. W 3/4"DIAM DEWALT SD2 In'PLYWOOD PLAN 18"GA.w/3-#10 SCREWS EA.LEG. 16 GAGE RIM CONN.PER SI82.1 ANCHORS a 48"..EMBED 4 JOIST ill"MIN.DO NOT COUNTERSINK INTO LEDGER 3 6/B"x1 5le x JOISTS PER PLAN JOISTS PER PLAN 20GA.WALL LIGHT GAGE SCREW SCHEDULE BRACE® ( XX�TETI (El CONCRETE WALL 46"0c OVERWIN�yYSgDEMISING WALL • CEILING ATTACHMENT PER DOORS \� LING PER PLAN SCREWS BALANCE PER 4182.1.LOCATE AS RED'D. 4/SA MENT LOCATE PA9 ATa-W PER PLAN f (MTLTO MTL.) #10-18x1"HVvH 030R PPH#3 4IS2 1 CEILING ATTACHMENT PER 4/92.1 LOCATE 4L L- RED'D. SCREWS #B TYPE$DRYWALL SCREWS. WHERE REQUIRED JOIST FRAMING PER PLAN WITH BODTIB2-64 CONT. G.W.B.TO MTL,) FOR GYP.SHEAR WALLS USE SIMPSON L50 CLIP$w/ip0 SHEATHING PER FASTEN TO WALL wl3 FASTENERS PER 9/52.1. COMMON NAILS INTO LEDGER ARCH. #10 SCREWS EA.WALL AND#10 SCREWS INTO JOIST O CEILING PER ARCH. CEILING ATTACHMENT PER STUD. SCREWS 4/52.1.LOCATE AS REQ'D. (PLYWOOD TO MTL.) 410-16x11/2'PWH#3 i la'MAX.OVER TOP&BOT. CEILING TRACKS TO USE THESE SCREWS FOR COLD FORMED STEEL CONSTRUCTION MATCH TYP.STUDS PE0.PLAN UNLESS NOTED OTHERWISE. STUD GA. a"SIM"CONDITION JOISTS RUN CONT.OVER THE BIRD WALL. 5 SECTION p 6 SECTION n SECTION 34 D 8 SECTION 94 -0 SECTION m r0-11 SELF-TAPPING EYE tL RIGID STEEL HEAVY WALL EMT CONDUIT 0 I SCREW,PENETRATE STRUT C 12'0'00 EA,WAY.START 8'-0"MAX. N I THRU STL.MEMBER FROM EDGE OF CEILING AROUND PERIMETERCL a O 0 � N SEE PARALLEL U ''/0^� e CONDITION FOR (n C • BALANCE OF INFO. U E STEEL FLOOR OR ROOF MEMBERS F (MAY BE"SJI'JOISTS) ch^` 1� O.Q a Nit VERT.WIRE HANGER INSIDE CONDUIT J W Q N UNDERSIDE OF STRUT.PROVIDE ADD71ONAL END& -p " < C STEEL FLOOR OR INTERMEDIATE VERT,SUPPORT WIRE. 0 O O TRACKTOBFAMCONN: ROOF FRAM,NO O HILTI X-ENP I9 PAF� WHERE"L'IS GREAT ER THAN V.6"AND SZ L.• C C 12"Oc STAGGERED LESS THAN 17'-0"AOD(4)#12 GA.SPLAY O WIRES,ONE EA.,IN PLANE OF EA. RUNNER.LOCATE ADDED SPLAY WIRES THRU TRACK 408 SCREWS 1'-2' SPACE PER AT MI0.HT,OF CONDUIT STRUT, CAPS COLUMN PLAN g CONTINUOUS 46°MPX. 1"G%20GA.EMT STEEL CONDUIT WHERE to Q N TOP TRACK TYP, "L'IS GREATER THAN S'4N".3/4"G 22GA. uJ TOP OF NON LOAD BEARING WALL TOP OF NON LOAD BEARING WALL EMT STEEL CONDUIT STRUT UP TO"L' N a PERPENDICULAR TO DECKING FLUTE CONDITION TO WIDE FLANGE BEAM OF 6'-8'.SLIP OVER 012 GAGE IN PLACE W W N VERT.WIRE CUT TO FIT&SHIM TIGHT F H.6.B.PERPLAN wI I 43°MA%. R�NNE OR OR ROOF STRUCTURE Q m x� EA ip WELD ALL AROUND, 1 TRACK TO ROOF CONN' 3116"CAP PL./S L Q PER PLAN III ROOF DECK 1410XIII WAFER HEAD 46°MAX. r' O SCREWS B"oc BTADOERED 46°MAX. MAIN RUNNER U N I I I 1 TENSION TIE PER 4/SZ1 F' 45°M CROSS RUNNER(USE 0 17R" T 31/2" I 1 STUD3c16"00 9 I LOCKING PIN TO tTL a LSVMM. yi8 PROVIDE BLOCKING c3 FASTEN CROSS uJ N N ,o IST.2BAYSPER8/$2�1 RUNNER TO MAIN In N RUNNER. W II _ 18GAGE CONT.FLAT STRUT TO MAINRUNNER "I (4)#12 GA.SPLAY WIRES,ONE EA.,IN I I NOTE:1/2"MIN O.W.B. PLATE./#10METAL &° & - BOTH SIDES UNBLOCKED, SCREWS®12bc T TIGHT FIT.3HIM A6 REQUIRED i PLANE OF EA.RUNNER-VERTICAL SCREWS PS SCHEDULE § INTO LOW FLUTES 600T125-33 BOTTOM TRACK SPLICE ANGLE APPROX,48°ALL WIRES SPACING a 7".ab 22 GAGE CLARK DIETRICH w/HILTI#DBP37P10 SECURED TO MAIN RUNNER WITHIN 2" D p W EDGES&T'oc FIELD .. MAXTRAK 2D(SLT/H)3"LEG (,177"Bxl 112")LOW STUD TO BOT.TRACK TUBING /' OF INTERSECTION.AT EA.END OF Q 2'-0" VELOCITY DRIVE PINS® CONN:#10.16xl"PPH SPLAY WIRE OR VERT.WIRE ATTACH BY DEFLECTION TRACK.USE Bd18 SELF I GYP.BOTH SIDES #10x9116-WAFER HEAD 24"..AND 0"FROM ENDS- #3 EACH FLANGE LOOPINGWIRETHRUHOLEINRUNNER (n IJ W N END STUD JOIST PER PLAN TAPPING SCREWS CONDUIT STRUT OR THRU EVE SCREW 8 11 PER ARCH. SCREWS EACH STUD FLANGE Z J NOTE: TWISTING WIRE TIGHT AROUND ITSELF it I I HILTI LOW VELOCITY BALANCE OF INFORMATION ST WIDE x 20GA. AT LEAST THREE COMPLETE TURNS IN 1 0 J - F 1/1"PL w/(4)-3/40 I I FASTENER PER PER 5182.1 CEILING ATTACHMENT STRAP 1/2"TYP. N POWER-STUD.SD4 I SCHEDULE PER 4/S2.1 LOCATE 6005182.33 STUDS®16"0c 4' 2"MAX CL STRUT TO CL SPLAY W H (EMBED 4112"MIN.) O WHERE REQUIRED CONN TYP. W MAIN RUNNER cn C N -v 1 N TE 3EEARCH.FORCEILING L NOTE,DTL SAME AT TOP V RTICAL SUPPORT. GAP WIDTH PER ARCH. BUT MAY BE BENT 90° Z e PTT TOP OF NON LOAD BEARING WALL TOP OF NON LOAD BEARING WALL - W ° T PARALLEL TO DECKING FLUTE CONDITION BOTTOM OF WALL CONNECTION TO SLAB ElU u (E)CONCRETE SLAB ON Z �5 GRADE TYPICAL SUSPENDED CEILING 10 SECTION SECTION SECTION 0 Q ° 13 "LATERAL" SUPPORT DETAIL (ONLY) � � c 314"•1'-0" 11 3/4"•i'-0" 1 NOTES 1112"•1'-0" EMT.IS TO BE ASTM A-519 xxxx5�+4SiN'✓•#4�� sheet I.I ALL METAL TO METAL SCREWS TO BE#10 SCREWS ) 3M•1-0 F Ian Review By _ S2.1 City of Arlington CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17216 51STAVE NE Permit#: 5320 PERMIT EXPIRES ISO DAYS AFTER Parcel#: 31052100400100 DATE OF ISSUANCE. Scope of Work: Suite 100. 60,098 s,f,tenant improvement containing 3,128 s.f. Valuation: 1213350.00 office area with a conference room,restrooms and private offices.23,400 s.ff, of the warehouse area will be used for industrial manufacturing open offices and 33,570 s.f.will be used for warehouse.The entire 60,098 s.f.tenant area will be insulated. OWNER APPLICANT CONTRACTOR SMARTCAP ARLINGTON AIRPORT Lance Mueller&Associates SMARTCAP CONSTRUCTION DBA INDUSTRIAL PARK QOZB,LLC PIVOTAL CONSTTRUCTION 8201 164TH AVE NW, SUITE 110 130 Lakeside, Suite 250 8201 164TH AVE NE STE 110 REDMOND,WA 98052 Seattle REDMOND,WA 98052 2062266017 206-290-4478 LIC:SMARTCL810NR EXP:08/19/2023 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: x,• : JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2018 STORIES: 1 CONST.TYPE: 11113 DWELLING UNITS: OCC GROUP: F-1;Factory Mod.Hazard 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. 05/30/2023 Applicant Signature Date Building Official Date CONDITIONS Adhere to approved plans.Approved plans and pennit 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. PERT lI FEES Date Description Fee Amount 05/30/2023 Processing/Technology $25.00 05/30/2023 Building Permit $9,628.03 05/30/2023 State Surcharge-Commercial $25.00 05/30/2023 Building Plan Review $6,260.54 Total Due: $15,938.57 Total Payment: $15,938.57 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION PassIF-80 y � U O � � CU LO V) F O to o a cr CD y H W N O A W � W > O� w a 00 N L, O z � Zvi ¢ a � \ z VAo ° za O �. WEn N W w cn W ►"y GQ O 'C ,� � V A A (� c� -J A W O W CA ::J O W zU V � � O F. O v W O � z � F � � Lw = wE- > a qxo a„, o ,r) N C:) z z o a 00 F °.' w N ::J F � z zQ w c A '' °" > Ll J x � Q ¢ ¢ o F z w Q � w z Q ¢ Z N O z F W Permit#: 5320 Permit Date: 04/25/23 Permit Type: COMMERCIAL ALTERATION Project Name: Process Solutions TI Applicant Lance Mueller&Associates Name: Applicant 130 Lakeside, Suite 250 Address: Applicant, City, Seattle State, Zip: Contact: Ed Minshull Phone: 2062266017 Email: edm@lmueller.com Scope of Work: Suite 100. 60,098 s,f, tenant improvement containing 3,128 s.f. office area with a conference room, restrooms and private offices. 23,400 s.f. of the warehouse area will be used for industrial manufacturing open offices and 33,570 s.f. will be used for warehouse. The entire 60,098 s.f. tenant area will be insulated. Valuation: 12133 50.00 Square Feet: 60098 Number of I Stories: Construction 11113 Type: Occupancy F-1; Factory Mod. Hazard Group: ID Code: Permit Issued: 06/08/2023 Permit Expires: 03/18/2024 Form Permit COMMERCIAL ALTERATION Type: Status: COMPLETE Assigned To: Ameresia Lawlis Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SMARTCAP 31052100400100 17216 51 STAVE NE STE ARLINGTON 090 MASTER 100 AIRPORT ADDRESS INDUSTRIAL PA Contractors Contractor Primary Contact Phone Address Contractor Type License License# SMARTCAP 8201 164TH CONSTRUCTION DBA 206-290-4478 AVE NE STE CONSTRUCTION COA 604 474 582 PIVOTAL 110 CONTRACTOR CONSTTRUCTION SMARTCAP 8201 164TH CONSTRUCTION DBA 206-290-4478 AVE NE STE CONSTRUCTION LABOR& SMARTCL810NR PIVOTAL 110 CONTRACTOR INDUSTRIES CONSTTRUCTION Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status Temp CO 09/19/2023 Inspection Prefers later in the 09/20/2023 09/20/2023 BUILDING Approved afternoon. 09/14/2023 Inspection Ceiling Cover 09/13/2023 SafeBuilt Approved 08/01/2023 Inspection Drywall screw inspection 08/02/2023 08/03/2023 BUILDING Approved Office area only approved. 07/28/2023 C 11.INSULATION 07/31/2023 07/31/2023 BUILDING Approved 07/18/2023 C09.FRAMING 07/19/2023 07/19/2023 BUILDING Approved 07/13/2023 C08.PLUMBING 07/14/2023 07/14/2023 BUILDING Approved ROUGH-IN 07/12/2023 C09.FRAMING East end offices and 07/13/2023 07/13/2023 BUILDING Approved restrooms framing approved. 07/05/2023 C09.FRAMING West side Restrooms and 07/06/2023 07/06/2023 BUILDING Approved Separation wall 06/29/2023 C00. Framing and wallboard 06/30/2023 06/29/2023 BUILDING Approved CONSULTATION 06/29/2023 C09.FRAMING 06/29/2023 Approved 06/29/2023 C 11.INSULATION 06/29/2023 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status 04/26/2023 COMMERCIAL BUILDING Approved ALTERATION 04/26/2023 COMMERCIAL See note PLANNING Approved ALTERATION 04/26/2023 COMMERCIAL No comments,LT&KS PW-ADMIN-GIS Approved ALTERATION 04/26/2023 COMMERCIAL No comments.Class 1.SB PW-SEW-REV Approved ALTERATION 04/26/2023 COMMERCIAL NO comment's for this review. pW-WAT-REV Approved ALTERATION Gus Fees Fee Description Notes Amount Processing/Technology $25.00 Building Permit Table 4-1 $9,628.03 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $6,260.54 Total $15,938.57 Attached Letters Date Letter Description 05/30/2023 Building Permit 05/30/2023 Building Permit 04/25/2023 Web Form-Building Application Payments Date Paid By Description Payment Type Accepted By Amount 05/30/2023 XBP Con£ $15,938.57 145751338 Outstanding Balance $0.00 Notes Date Note Created By: 02/23/2024 sent expiration notice Hannah Hardwick O1/29/2024 sent expiration notice Hannah Hardwick Uploaded Files Date File Name 06/08/2023 15701819-20230608 BLD5320 IssuedPermit.pdf 04/26/2023 15165731-20230425 BLD5320 EnergyCalcs.pdf 04/26/2023 15165732-20230425 BLD5320 Plans.pdf 04/26/2023 15165733-20230425 BLD5320 StructCalcs.pdf 04/26/2023 15165734-20230425 BLD5320 App.pdf 04/26/2023 15165735-20230425 BLD5320 DefSubmittal.pdf Date: 06/09/2026 Permit#: 5320 Permit Date: 04/25/2023 Review Date: 04/26/2023 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 05/24/2023 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 Pending Amy's review: Would this large of a portion be allowed as warehouse? Uses proposed: 05/02/2023 3,128sf- Office 23,400sf- Manufacturing 33,570sf-Warehouse Uses approved per SUP(PLN#951) Office/Manufacturing 05/23/2023 All uses were approved through the SUP. Okay to issue. Property Information Parcel#: 31052100400100 SMARTCAP ARLINGTON AIRPORT INDUSTRIAL PA SMARTCAP ARLINGTON AIRPORT INDUSTRIAL 8201 164TH AVE NE STE 110 PA 17216 51 ST AVE NE STE 100 REDMOND, WA 98052 Zoning: 090 MASTER ADDRESSLot: Block: