Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
17216 51st Ave Ne Ste 100_BLD5822_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 ❑✓ City of Arlington Commercial Tenant Improvement Permit Application ❑✓ Site Plan ❑✓ Architectural Plans ❑✓ Structural Plans ❑✓ Structural Calculations ❑ Mechanical System Modifications, (if applicable) ❑ Plumbing System Modifications, (if applicable) ❑ Project Specification Manuals, (if applicable) ❑ WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/ ❑ Special Inspection and Testing Agreement 0 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 Ini.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: ❑✓ New Space ❑ Addition ❑ Alteration Property Address: 17216 51 st Ave N E Project Valuation: $ 23,000 Lot#: Parcel ID No.: 31052100400100 Subdivision: Project Scope of Work: Construct 128 s.f. private office within Process Solutions tenant space. Entire tenant space is conditioned space. 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 128 2nd 3rd 4th Sth 6th Primary Contact: ❑✓ Owner ❑ 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: 140 Lakeside, Suite 310 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: 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: SMARTCL81 ONR 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" 0 S/s" O 3/4" 711 O 11/2 0 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<_100Btu h x $ 15.00 = $ Refrigeration Unit>100Btu h x $ 25.00 = $ Refrigeration Unit>500Btu/h x $ 50.00 = $ Re-inspection fee (all) x $ 75.00 = $ Unit Heaters <— 100 Btu/h x $ 15.00 = $ Unit Heaters >100 Btu h x $ 25.00 = $ VAV Boxes (Variable Air Volume,part of air 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 0 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: C3 Fixture specifications and equipment with locations. 0 Location and type of all backflow assemblies for each fixture. 0 Calculations for Grease Interceptor. D Pipe size and location of sanitary and potable water systems. D Riser diagram of waste,vent,and rain water systems,including sizes. D 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 ins ections 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❑✓ Owner, ❑Applicant, []Contractor,and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington,and the City of Arlington.A final inspection and approval shall be obtained when complete. Kellanne Henr Digitally signed by Kellanne Henry y Date:2023.03.28 12:55:47-07'00' Kellanne Henry 2-12-24 Signature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 P Y SHELL PROJECT DATA LEGAL DESCRIPTION -- �� 1 i ZONING DESIGNATION: BP-BUSINESS PARK THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST -- ---------- E. scREEH wui. _ - �' PROTECTION DISTRICT SUBDISTRICT QUARTER OF SECTION 21, TOWNSHIP 31 NORTH, RANGE 5 EAST, - - W.M., DESCRIBED AS FOLLOWS: . '.:.....:..r. . ....;.. .. .. . . .. .. . ... ..: . ... . AIRPORT PRO B ' SITE AREA. 379,365 S.F. /8.709 ACRES i -- - � � COMMENCING AT THE SOUTHEAST QUARTER OF SAID SECTION 21; 0 1 - BUILDING SETBACK FROM ARTERIAL 25 FEET THENCE NORTH 87*3427 WEST ALONG THE SOUTH LINE OF SAID 1 1 �' '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 \ Hv°aw�i w HroRnHr W Hr°RnHr I ( �' I', I HEIGHT LIMITATION: 50 FEET EAST A DISTANCE OF 280.15 FEET TO THE POINT OF BEGINNING; N 0 oV ofioV VoV I MAXIMUM LOT COVERAGE 100% -\ o 0 0 0 �'� '. F ET TO THENCE CONTINUINGTHE POINT O NORTH ORVA URE�ETHENCE 102 96 FEOET AL7 0 AST A o .21 0 0 E T T DISTANCE ALONG F C 0 ---- ------- ------- ------- ---- - - --- ------- ------ ------ ---- m; A TANGENT CURVE TO THE LEFT, CONCAVE TO THE NORTHEAST, a � I BUILDING DATA HAVING A RADIUS 586.76 FEET AND CONSUMING A CENTRAL ANGLE - I � OF 10'03'05"; a THENCE NORTH 87°34 27' WEST A DISTANCE OF 1095.75 FEET; CODES USED: 2018 IBC, IMC, UPC, ITO, 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 168,494 S. " ES°wALiEsee MUNICIPAL CODE THE POINT OF BEGINNING. P1''RgL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. AREA OF WORK 3 TYPE OF CONSTRUCTION: TYPE III-B, SPRINKLED THIS PERMIT OCCUPANCY GROUPS (ANTICIPATED): B, S-1 AND F-1 (CONTAINING APPROXIMATELY 734,815 S,F, / 16.87 ACRES) REFER TO SHEET TA2.0 s NUMBER OF STORIES: 1 TAX PARCEL NUMBER: 31052100400100 PROCESS SOLUTIONSo I - 3 BUILDING SETBACK FROM ARTERIAL PROVIDED: 79' 10" + I BUILDING SETBACK FROM LOT BOUNDARY LINE PROVIDED: 87'-0" VICINITY MAP 3 I o d BUILDING HEIGHT I o 13 � HT(MAXIMUM): 32'-10" a♦--♦a �'S��n Q °♦ ♦° 0 L 0 A °♦ ° __ a♦ ♦II L c� -��- -♦-A° -A-A-0-�AAA-� z�Y g�S s� P (IMPERVIOUS SURFACE): 283,069 S.F. (39%) N - - LOT COVERAGE * _I EXCLUDES EXISTING BUILDING A - s � c� 3 I ALLOWABLE FLOOR AREA: UNLIMITED FIRE HYO i FIRE HYDRA FIRE HY°RPNi I SITE s� w o dlTl ALLOWABLE AREA CALCULATION e�D_- SD -_ s° - _s° ___SD—SD—W _ _ ___ _ ____ ___ PER IBC 503.1.2,TWO OR MORE BUILDINGS ON THE SAME LOT SHALL BE RaHiEo cRosswax slMlua io wIw w w o w H I ` 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 Munian ss s ss�—ss ss ss ss 00 sL STORY BUILDING SEPARATED BY YARDS 60'OR GREATER. Ai I. sass II ° Ss ss ss ss ss ° Cx ] qI BUILDING AREA: s PROPOSED BUILDING B AREA(FOOTPRINT) 168,494 S.F 0 . `7 v v v O v v o o v v 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): — lb 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 MECHANICAL(Rvnc)PERMIT COMPACT 5 STALLS MEC SPRINKLER PERMIT PERMITS. ALL TESTS AND INSPECTIONS ASSOCIATED WITH OBTAINING APPROVALS TO O }� a_ PROCEED WITH AND COMPLETE THE WORK SHALL BE PAID FOR BY THE CONTRACTOR. ACCESSIBLE 7 STALLS FIRE ALARM PERMIT E 2. THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND TOTAL PARKING PROVIDED BUILDING B: 283 STALLS > MATERIALS, EQUIPMENT AND TRANSPORTATION NECESSARY OR REASONABLY TOTAL PARKING PROVIDED BUILDING A& B: 560 STALLS 2 O � INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. BY 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 (n �./ 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 QOZB,LLC ,^ 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 O U Q O O DOCUMENTS, THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS AT NO ADDED EMAIL: KELLANNEOTHESMARTCAPGROUP.COM p O a]a] 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 0 '- FOR REVIEW AND APPROVAL. T.I. PROJECT DATA 130 LAKESIDE, SUITE#250 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 — N 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 0 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: 3,256 S.F./150=22 OCCUPANTS REDM8201 ND, AVE.SE,SUITE 110 N PATTERN PRIOR TO INSTALLATION FOR ARCHITECT'S APPROVAL. CONTRACTOR SHALL F-1 -INDUSTRIAL: 23,272 S.F./100=233 OCCUPANTS (2060290 44788052 rn (n N PROVIDE SHOP DRAWINGS AND PRODUCT DATA FOR ARCHITECT'S APPROVAL ON ALL ul °o 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: 323 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.) 3,256/400-8.14 STALLS Q 8. CONTRACTOR SHALL PROVIDE FOR ALL WORK REQUIRED TO MAINTAIN COMPLIANCE INDUSTRIAL(1/800 S.F.) 23,272/600=38.78 STALLS DRAWING INDEX w WITH LOCAL FIRE CODE. PROVIDE FOR ALL REQUIRED SHOP DRAWINGS AND W W N WAREHOUSE(1/1,200 S.F.) 33,570/1,200=27.98 STALLS J o APPROVALS. W TOTAL PARKING REQUIRED THIS TENANT: 74.9 OR 75 STALLS W J ❑ 9. MECHANICAL AND ELECTRICAL FIXTURES, OUTLETS, ETC. WHEN SHOWN ON THE ARCHfTECTURAL Ln = W N _ ARCHITECTURAL DRAWINGS ARE FOR LOCATION INFORMATION ONLY. MECHANICAL AND TA1 SNE PLAN AND COVER SHEEP (/°) w ELECTRICAL TO BE DESIGNED BY OTHERS. ALL CIRCUITING COORDINATION TO BE BY PROJECT DESCRIPTION TA2 FLOOR PLAN AND REFLECTED CEILING PLAN - _ OTHERS. TA3 SCHEDULES AND DETAILS ❑ TA4 CEILING CONNECTIONS,DETAILS Lys I In 10. CONTRACTOR IS TO PROVIDE DRAWINGS FOR ARCHITECT'S & OWNER APPROVAL CONSTRUCT A 128 S.F.PRIVATE OFFICE. THE ENTIRE EXISTING 60,098 S.F.TENANT AREA IS SHOWING LOCATIONS OF ALL HVAC THERMOSTATS, GRILLES, AND DIFFUSERS, FIRE CONDITIONED. STRUCTURAL O W w AND SMOKE DETECTION DEVICES INCLUDING SPRINKLERS AND FIRE EXTINGUISHERS. 50.1 GENERAL NOTES,PARTIAL CEILING PLAN AND SECTIONS S1.0 UGHT GAGE FRAMING SECTIONS U ❑ w 11. ANY CHANGE IN LIGHT FIXTURE PLACEMENT DUE TO INTERFERENCE OF Q S[ MECHANICAL OR STRUCTURAL COMPONENTS MUST BE APPROVED BY ARCHITECT & Z Z TENANT. Q Q ❑ 12. BUILDING HAS BEEN DESIGNED AS SEMI-HEATED SPACE. SEE ENERGY Z J Q m CALCULATION BY FRANKLIN ENGINEERING FOR CONDITIONED TENANT SPACE. sheet 13. PLUMBING AND ELECTRICAL SYSTEM IS BIDDER DESIGN. 14. REFER TO "LOWES CROSS DOCK (XDT) - HUB FACILITY" DOCUMENT FOR W TA1 COMPLETE OUTLINE OF WORK FOR THIS PROJECT. � f 12 13 14 15 16 17 18 4-7: i r r B A I 0150E i I• I I I I i � i J , _— wo ENLARGED B C Sh PLANSUC TA2O TA2.O — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —I — I — — J north B ENLARGED FLOOR PLAN Scale: 1�4"=1'-0" 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. jf 2, REFER TO SHEETS TA4 FOR WALL SECTIONS. 3. REFER TO SHEET TA3 FOR DOOR TYPE. — — — — — — U 4. REFER TO SHEET TA3 FOR ROOM FINISH SCHEDULE. 5. BUILDING TO BE FIRE SPRINKLERED PER NFPA 13 WITH QUICK RESPONSE HEADS PER IBC 903.3.2-TYPICAL m 6. BUILDING TO BE PROVIDED WITH A VISIBLE AND AUDIBLE FIRE ALARM AND DETECTION pi SYSTEM PER IBC 907.2 I I I I I Y II E �„� d ! cp m > -- 2 0 '� CD U � H C,:)-Q Q V Q0 —————— F ' SUSPENDED CEILING ch Q Q \\JJ AT 9'-0"A.F.F. , , 2'x4' LAY IN LED N Q 0 LIGHT FIXTURE--- N N 12 13 14 5 16 17 18 C Z Q m north O N A FLOOR PLAN N N N N Scale: 1/16"=1'—C" J m W Q F 3 CEILING / LIGHTING SYMBOLS & LEGEND REFLECTED CEILING PLAN NOTES DAYLIGHT ZONE CONTROL U o J o k 1. PLANS AND FIXTURES ARE FOR DESIGN INTENT ONLY. FINAL FIXTURE PROVIDE DAYLIG STATE NON-RESIDENTIAL ENERGY CODE AMENDMENTS,WAC 51-11C. north NHT ZONE CONTROLS PER THE INTERNATIONAL ENERGY CONSERVATION CODE C-40522.3,AND �o SCHEDULE AND LAYOUT PER ELECTRICAL DESIGN BUILD DOCUMENTS. PER WASHINGTON n W LL w EXISTING EXIT LIGHT F— W W n PROVIDE PHOTOMETRIC PLAN TO ARCHITECT FOR APPROVAL. U -� O EXISTING HIGH BAY LIGHTS ALL DAYLIGHTED ZONES,AS DEFINED IN CHAPTER 2,BOTH UNDER OVERHEAD GLAZING AND ADJACENT TO W J F 2. PROVIDE EXIT SIGNAGE PER IBC 1013, SIGNS SHALL BE ILLUMINATED VERTICAL GLAZING,SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS,OR DAYLIGHT OR OCCUPANT-SENSING ENLARGED REFLECTED CEILING PLAN J AUTOMATIC CONTROLS,WHICH CONTROL THE LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING, N AT ALL TIMES. PROVIDE BATTERY BACKUP POWER FOR ILLUMINATION FOR C LL w 2' X 4' SUSPENDED ACOUSTICAL MINIMUM OF 90 MINUTES. PROVIDE TACTILE EXIT SIGNS COMPLYING CONTIGUOUS DAYLIGHT ZONES ADJACENT OF VERTICAL GLAZING ARE ALLOWED TO BE CONTROLLED BY A Scale: 1/4"-1'—C" TILE CEILING WITH ICC-A117.1-2009 ADJACENT TO EACH STAIRWAY. SINGLE CONTROLLING DEVICE PROVIDED THAT THEY DO NOT INCLUDE ZONES FACING MORE THAN TWO C ADJACENT ZONES CARDINAL ORIENTATIONS(I.E. NORTH, EAST,SOUTH,WEST). DAYLIGHT ZONES UNDER L N F1 2'X 4' LAY IN LED LIGHT FIXTURE 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. Z W PROVIDED BY THE BUILDING POWER SUPPLY, AND WITH EMERGENCY EXCEPTION:DAYLIGHT SPACES ENCLOSED BY WALLS OR CEILING HEIGHT PARTITIONS AND CONTAINING 2 Q U POWER SUPPLY LASTING 90 MINUTES MINIMUM. MEANS OF EGRESS U w NOTE: PROVIDE EMERGENCY EXIT PATHWAY LIGHTING TO COMPLY 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 u WITH I.B.C.SECTION 1008. FLOOR LEVEL LIGHTING. Z Z Q NOTE: LIGHTING SHOWN FOR GENERAL DESIGN INTENT. 4. MECHANICAL & ELECTRICAL PENETRATIONS THROUGH RATED WALL OR J J Q M ELECTRICAL CONTRACTOR TO PROVIDE LIGHTING POWER BUDGET FLOOR SYSTEMS TO COMPLY w/ IBC SECTION 714. AND FINAL DESIGN TO CITY OF ARLINGTON. (UNDER SEPARATE sheet i PERMIT) 5. PROVIDE EXTERIOR EGRESS ILLUMINATION WITH EMERGENCY POWER PER IBC SECTION 1008. PROVIDE MIN. 90 MINUTES OF POWER, FOR Q ILLUMINATION PER 1008.3.5 o TA2 NOTE: EMERGENCY LIGHTING IS REQUIRED OUTSIDE OF EACH J EXIT,IN RESTROOMS,AND OFFICES.ADDITIONAL EMERGENCY LL i LIGHTING MAY BE REQUIRED-SUBJECT TO FIELD INSPECTION. DOOR TYPES DOOR & WINDOW NOTES 5/8"TYPE 'X' GWB PAINTED H.M. N 1. ALL DOOR HARDWARE To COMPLY WITH I.B.C. EACH SIDE OVER FRAME TYP. SECTION 1010,ICC/ANSI 117.1 STANDARDS. METAL STUDS SILENCERS @ 2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE @ 24" O.C. SEE STRIKE SIDE 5 INSIDE WITHOUT THE USE OF A KEY OR ANY WALL TYPE TA3 SPECIAL KNOWLEDGE OR EFFORT PER I.B.C. SECTION 1010.1.9. 3. PROVIDE INTERNATIONAL SYMBOL OF ACCESS HWARDWARE SIGNAGE AT EACH ACCESSIBLE ENTRANCE DOOR. LEVER HANDLE CLASSROOM 4. PAINT ALL METAL FRAMES. COLOR AS SELECTED WALL STOP BY OWNER. 5 5. WOOD DOORS-LYNDEN DOOR-LD2000 TA3 PC-5-00 CLEAR,WHITE MAPLE:"A"GRADE WOOD VENEER,PLAIN SLICED,BOOK MATCH,RUNNING RI MATCH OR APPROVED EQUAL. INSULATION PER WALL TYPE. DOOR AS HARDWARE NOTES SCHEDULED O3'-0"X 7'-0" S.C.WOOD DOOR 1. ALL DOOR HARDWARE TO HAVE LEVER HANDLE W/H.M. FRAME. HARDWARE EXCEPT DOORS THAT HAVE PANIC HARDWARE. z. SPECIFIC HARDWARE FUNCTIONS To BE �1 H.M. DOOR FRAME ® HEAD/JAMB TOP OF PLATE DETERMINED WITH HARDWARE SUPPLIER AND J c N COORDINATED WITH TENANT. ALL HARDWARE TO M' COMPLY WITH I.B.C.SECTION 1010. 3. ALL OFFICE DOORS SHALL HAVE DOOR STOPS. ROOM FINISH SCHEDULE �w sN FINISH��R BASE WALLS WAINSCOT CEILING REMARKS B.O. REVEAL NO. FIN. MAT. I FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. CONCRETE REVEAL - FIRST FLOOR OFFICE AREA 9. 100 CPT FACT. RUBBER I FACT. GWB I PAINT - - ACT I FACT. DOWNSPOUT TENANT IMPROVEMENT FINISHES BEYOND PRODUCT COLOR CARPET CPT TENANT SUPPLIED CARPET SHAW SYNC UP J0126 PILE WEIGHT 22 24"X 24" RUBBER BASE RUBBER 4"ROPPE OR JOHNSONITE 123 CHARCOAL OR BLACK B.O. REVEAL WALL FINISHES PAINT SHERWIN WILLIAMS INTERIOR LATEX 7648 BIG CHILL _ ACOUSTICAL CEILING m ACT1 ARMSTRONG 2'x4'CORTEGA SECOND LOOK LAY-IN WITH 15/16"HD PRELUDE GRID 2776 WHITE (n m O Y a_ R-21 BATT INSULATION N ABOVE SUSPENDED > i CEILING TO HAVE WHITE O VAPOR BARRIER wlO_ TILT UP CONCRETE MAX. FLAME SPREAD PANEL, PAINT RATING OF 25 AND /1 SMOKE DEVELOPED NOTE: PROVIDE SIGNAGE RATING OF 450.TYP. NO STORAGE ALLOWED"T.O. REVEAL ABOVE WALL FURRING. 2 PLACES ON PLYWOOD N V/ C-Q 1/2"PLYWOOD ON 6"METAL JOISTS PER STRUCTURAL W/ U O O _ SOUND BATT INSULATION C Q L G a)a) B.O. REVEAL C �����/\/\/\/\/CCCC 1 Q Q REMOVE AND REPLACE INSULATION AT "g STRUCTURAL CONNECTION uJ W N — N T.O. MULLION N m SUSPENDED ACOUSTIC. SUSPENDED ACOUSTIC. U Q o T TILE CEILING AND H.D. TILE CEILING AND H.D. N GRID SYSTEM - SEE GRID SYSTEM -SEE Q T.O. REVEAL REFLECTED CEILING REFLECTED CEILING f/f�1 L - T.O. MULLION PLAN PLAN YJ N 1"INSULATE - N Nco c nss A m FRAALUMIZEDE WALL FURRING BEYOND 6A NOD "METAL STUDS @ 16" 3 O.C. PER STRUCTURAL F Q FRAME (� WITH 5/8"TYPE"X" GWB W/SOUND BATT L) w INSULATION N LL Q J W W m 350S162-43 METAL B.O. MULLION Q J STUDS @ 24"O.C.W/ 0 R-15 BATT INSULATION W W N W/%"TYPE "X"GWB SEE STRUCTURAL FOR 0 _ F o _ W/PERM RATED BOTTOM TRACK DETAIL PRIMER AT FULL HEIGHT WALL N 4"RUBBER BASE 0 I Z W w w FIRST FLOOR i Q U r, IIIN] Z Q — — _lll -- - Q �1111�IIml����\ T J J Q m �IHIHII ln. Q sheet i W o WALL SECTION WALL SECTION N TA3 A SCALE: 1/2"= 1'-0" B SCALE: 1/2"= V-0" EXISTING WOOD NWCB Technical Document i SILL ALIGN FACE OF WALL Interior WITH END OF EXISTING _ Option SILL WALL. NOTE: REMOVE EXISTING WOOD CAP AT NEW OFFICE Q N 12 HANGER WIRE TYP. ��y WALL INTERSECTION h 1.Attachment options to structure(wood,concrete or 3 WALL PER PLAN steel) .050 ALUM. BREAK MUCTURE a. Attachment devices to structure V4irx;h(6mm)diame- N _ SHAPE TO MATCH } 1 ter x 3-inch(75mm)long closed-eye wood screws;mini- o EXISTING STOREFRONT • 1 mum penetration 1 inch(25mm)into the wood member. 1 Txv 12..s7Arywres tz MAKE NO PHYSICAL .e'(2)•.o. rax.to b. No.12 ga.splay wire looped around bottom chord of ° - CONNECTION TO (woarm) open joint or truss. STOREFRONT s•eseeaed "w'a°s c. Metal 2-inch x 2-inch(50mm x 50mm)angle,attached cefng to concrete or steel with approved fasteners. - d. Tie wire spike minimum M6-inch(5mm)diameter x 2 inches(50 mm)long,drilled and hammered for con- A TIGHT LOOP THROUGH e Crete. m HANGER HOLE & N G 1"DBL. FACED GLAZING e. Tie wire wedge anchor W7 inch x134inches(6mmx THREE TIHT TURNS o WITHIN 3" TAPE 44mm),for concrete. o (TOP TO BOTTOM) f. BeanVFlange clamps for steel structure members. o EXISTING VERTICAL i MULLION AT Splay wire to be wrapped around itseff three full turns;within a 2 STOREFRONT 3inch(75mm)length. CROSS TEE MAIN CEILIN s umTF 1 PER ASTM C635-6 BEAM PER ASTM C635-6 2 Attachment options at partition °° One npE bate rt nex.a kC 2 WALL AT WINDOW MULLION sit m y ' see m, a wihtwooNo.8S-ch paiditon screws(DetaailAAo ed ly.) in runner CEILING INSTALLATION REQUIREMENTS Scale: 1 1/2"-l'-O' aea,w� rower w =_ ® 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(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 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 `W'W STRUCTURE ABOVE AT AN ANGLE NOT TO EXCEED 45 DEGREES FROM THE HORIZONTAL. A COMPRESSION STRUT SHALL EXTEND FROM THE 5 sRwen 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 Ong 3inch(75mm)length. OFFICIAL. SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A POINT NOT TO EXCEED 6 FEET FROM WALLS.VERTICAL AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFACTURERS 3.Bracing REQUIREMENTS.LIGHTING FIXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO 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 �) (19mm)16 ga.(.0566 in.)cold rolled channel or 7/8-inch FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID,AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE (22mm)25 ga.(.0188-inch)furring channel or 156 in. SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSTEM. (41mm)25 ga.(.0188-mch)steel stud. •MINIMUM 1"WIDE WALL MOLDING. 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 3't,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 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. •CEILING AREAS OVER 2,500 SF MUST HAVE MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. PAGEI OF2 •CEILINGS WITHOUT RIGID BRACING MUST HAVE 2"OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. •CHANGES IN CEILING PLANE MUST HAVE POSITIVE BRACING. •CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. I.N`]/�� •SUSPENDED CEILING WILL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL. W HE-TERS 0- •IF CEILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE,CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS zsze Ea 11,1e I e It,aso 1 wattl,wA e111o2 rel soa-2e5-oaaa DESCRIBED IN I.B.C.SECTION 104.11 TO LOCAL BUILDING OFFICIAL. nw wauecFwHc auc[au tai 206-524-4243 I ewllmfo@ mil nwcborg a oregon@nwcb.org ®HOHESTww a"°`E'° e_- SEISMIC BRACE AT SUSPENDED CEILING 00 TOP OF WALL BRACING 9 scale: N.T.S. Scale: N.T.S. E � m PROVIDE ARMSTRONG BERC 2 CLIP u O Y c _ d cp m WALL EDGE MOLDING `•4 8 Q 0 I.L Cl) U � PROVIDE ARMSTRONG Q BERC 2 CLIP STABILIZER BAR SYSTEM TO KEEP CD ^` Q PERIMETER COMPONENTS FROM F SPREADING APART @ UNATTACHED -O r` WALLS ONLY � U Q O O omeQ Q O C © Q Q `g GROSS TEE PER ASTM C635-6 N Q In W N Q ra N Q V) 14 SUSPENDED CEILING BRACE AT PERIMETER N Scale: N.T.S. YJ N N N N m #12 PERIMETER HANGER WIRE J F 3 IF HANGER WIRE IS OUT ANCHORED TO STRUCTURE 4-WAY SEISMIC EXPANSION JOINT W w OF PLUMB GREATER THAN 1:6 r ABOVE @ EACH MAIN BEAM CLIP(HATCHED) Q U J COUNTER SPLAY PER ASTM C636 OR CROSS TEE k 6 STABILIZER BAR SYSTEM TO ~ w KEEP PERIMETER W W W to COMPONENTS FROM ONE SIDE OF SLICE CAP CRIMPED TO 0 J o SPREADING APART @ ALLOW MOVEMENT ONLY ON OPPOSITE UNATTACHED WALLS ONLY END Z J F ro MAX. 8" WN TIGHT LOOP THROUGH HANGER 0 - F o HOLE&THREE TIGHT TURNS FASTENER IN SLOTTED WALL WHICH PENETRATES WITHIN 3"(TOP TO BOTTOM) FASTENER POCKET TO ALLOW CEILING GRID PER ASTM C636 MOVEMENT U L I N 0 0 o MAIN BEAM OR CROSS TEE MAIN TEE W W O WALL EDGE MOLDING CEILING GRID Z U U U) w UN-ATTACHED WALLS CROSS TEE TEE-FACE SLEEVE Q IN. 1" 1"GAP BETWEEN FIELD U J Q M CUT MAIN TEE Z sheet i J p 9 EDGE TRACK AT SUSP. CEILING 20 SEISMIC SEPARATION JOINT TA4 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 .1 EDITION. 1 8 1.DESCRIPTION Building Name&Site Location-Arlington Airport Building B-Process Solutions T.I.-Arlington,WA (N)GYP SHEAR WALL PER 2.DESIGN CODE AND STANDARDS 9/S1.1(WEST WALL ONLY.) 3 Applicable Code(Edition/Name)-2018 International Building Code(IBC) S1.2 Other documents referenced by these notes shall be the specific edition referenced by the (N)6005162-33 24"oc building code specified above,or if not specified,shall be the latest edition. TYP.N&W SIDES 3.DESIGN LOADS 1/2"PLYWOOD OVER JOIST.@ <11-11 1/2"TYP.> a.Ceiling Live Load 2001b.point load ALL NEW CFS.STRUCTURES. 4x8 DF#2 P.T. b.Seismic Risk Category II (UNBLOCKED).FASTEN TO 2 LEDGER Sisk Category 11 .378,1e=1.0,Site Class"D"and SUPPORT w/#10 SCREWS @ Sl y S.=0.76,So,=0.485. 6"oo @ SUPPORTED PANEL (N)600 t62-43 q EDGES AND 12"FIELD. Seismic Design Category='D" @ 2 Voc 57.2 Basic Seismic Force Resisting System(s)=Light-Frame Walls wl Gyp Panels. - - - - - - - - C ¢ a C,=.38,R=2.Equivalent lateral force procedure was used. Iu o c.Load Combinations All Code required load combinations are to be used in the building 6 a < 4 a design. 51.2 4.8 DF#2 P.T. $ v 00 x N LEDGER OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL 201 H IBC COLD-FORMED (STEEL LIGHT GAGE CONSTRUCTION)CONTRACTOR'S MEANS AND METHODS.THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND ► I� < o METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. REFRENCED c "' TYPE CONTINUOUS PERIODIC ,7. a STANDARD � CONCRETE ANCHORS(BOLTS,THREADED RODS AND REBAR DOWELS) 1.MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: �rNB DRILLED IN EXPANSION ANCHORS: DEWALT"POWER-STUD+-SD2 PER ESR-2502 a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS X APPLICABLE ASTM SCREW ANCHORS: SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. MATERIAL STANDARDS (E)LIGHT GAGE DEWALT"SCREW-BOLT+"PER ESR-3889 STEEL OFFICE J b.MANUFACTURER'S CERTIFIED TEST REPORTS. --- X Z)LU a: FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. Z)W d m PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT.SUBSTITUTIONS 4 ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED.SUBSTITUTIONS MUST BE 2.INSPECTION OF WELDING: j z 02 3 SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION.PROVIDE STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY a.COLD-FORMED STEEL DECK: W INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. J N 1.)FLOOR AND ROOF DECK WELDS. --- X AWS D1.3 T o n LIGHT GAGE STEEL FRAMING J= 2 o STUDS AND TRACKS CONFORM WITH ASTM C 955.MATERIAL CONFORM WITH ASTM A 653,GRADE b.SCREW SIZE&SPACING,BOLTING ANCHORING AND OTHER r 2 33 FOR 18 GAGE AND LIGHTER,GRADE 50 FOR i6 GAGE AND HEAVIER.GALVANIZED PER G60. FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING Q y w E SIZES AS NOTED ON DRAWINGS. SYSTEMS INCLUDING DIAPHRAM,SHEARWALLS,BRACES, X IBC 1705.12.3 Z LL$ COLLECTORS(DRAG STRUTS)AND HOLD DOWNS. � w� WOOD STRUCTURAL PANELS d " 2 CONFORM WITH U.S.DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARDS,PS1-09, ❑ - STRUCTURAL PLYWOOD OR PS 2-18, PERFORMANCE STANDARD FOR WOOD BASED O1 c N STRUCTURAL-USE PANELS. CEILING JOIST SHEATHING: 15/32"SHEATHING,SPAN RATING 24/16. C o PLYWOOD GRADE C-D.EXPOSURE 1.SEE PLANS FOR SCREW SPACING. W a SPECIAL INSPECTIONS INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT m 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 SPECIAL INSPECTION TABLES. SHOP DRAWINGS U) =3 SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP m DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED&STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: LIGHT GAGE STEEL. WHEN SHOP DRAWING O Y SUPPLIER MAKES CHANGE FROM THESE DRAWINGS IS TO CLEARLY FLAGGED AND PARTIAL CEILING FRAMING PLAN Q +� Cz CLOUDED.CHANGESS NOT FLAGGED AND CLOUDED ARE TOO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS.THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK NOTES: 118"=1'-0" > TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION."SHOP 1.) VERIFY ALL DIMENSIONS AND FRAMING ELEVATION WITH ARCHITECTURAL DRAWINGS. LO DRAWINGS ARE AN ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER 2.)TOP OF WALL(BOTTOM OF JOIST FRAMING DENOTED AS,<X'-X">. 0L O x THE SHOP DRAWINGS..". 3.)JOIST TO BEAR DIRECTLY OVER THE WALL STUDS,TYPICAL. Q a SPECIAL CONDITIONS C A U y CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE @ ,�^ t1� SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR in Q Q SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. N V �O �O K KIP(1000 PO (D UNDS) ABBREVIATIONS L.W. LONG WAY o d 0 p ARCH. ARCHITECT M.B.S. METAL BLDG SUPPLIER BAL. BALANCE N.F. NEAR FACE B.OR BOT. BOTTOM N.T.S. NOT TO SCALE — 05 BTWN. BETWEEN oc ON CENTER A Q Q BLDG. BUILDING O.F. OUTSIDE FACE N BRG. BEARING O.S. OUTSIDE O C.I.P. CAST IN PLACE O.T.O. OUT TO OUT c� C.J. CONSTRUCTION JOINT PL PLATE O CL CENTERLINE REINF. REINFORCING q CLR. CLEAR REM. REMAINDER U r�I ) Q N COL. COLUMN R.O. ROUGH OPENING (n W ut Co NC CONCRETE SECT. SECTIONS N C.S.J. CLOSURESTRIPJOINT SIM. SIMILAR Z L N -6 EA. EACH STL. STEEL `o E.E. EACH END SW SHEARWALL `u E.F. EACH FACE SYMM. SYMMETRICAL U f� Q ❑ IT E.J. EXPANSION JOINT T. TOP w U N a+ EL.OR ELEV. ELEVATION T..B. TOP OF BEAM E E.N.W.OR ENW ENGINEERS NORTHWEST T..F. TOP OF FOOTING O EQ. EQUAL T..S. TOP OF STEEL ff1 N L E.S. EACH SIDE TOP OF SLAB Z f (n N L E.W. EACH WAY T..W. TOP OF WALL U) UJ o) F.O.C. FACE OF CONCRETE TYP. TYPICAL AT ALL SIMILAR PLACES Q m S F.O.S. FACE OF STUD U.N.O. UNLESS NOTED OTHERWISE Z Q o F.O.W. FACE OF WALL VERT. VERTICAL Q F 3 y FTG. FOOTING VFV VERIFY J ,X a Li GA. GAGE W.A.B.O. WASHINGTON ASSOC.OF BUILDING Kl J U GALV. HOT DIP GALVANIZED OFFICIALS a ry F G..B. GYPSUM WALL BOARD w/ WITH OUT Z TH (� N Q LH.B.C C HORIZ. HORIZONTAL w/o WI I. . INTERNATIONAL BUILDING CODE W.H.S. WELD HEAD STUD W Ill to I.C.C. INTERNATIONAL CODE COUNCIL @ AT J t� I.F INSIDE FACE LU J � ❑ U N } W r AREA OF WORK L N 3i Q W2 a U U m w 8 Z o O Q Q `❑' oQ sheet KEY PLAN Q w S 1 . 1 N.T.S. Z w SIMPSON DTT1Z TENSION TIE @ $ PROVIDE BLOCKING 3 BAYS @ END.USE MAX.FROM EA.WALL 4 END. WITH 3/8"DIAM. TENSION TIE LOCATIONS.MATCH DEWALT SD2 ANCHORS. JOIST SIZE.FASTEN W/2x2x4"x EMBEDDED 4 1/2" 16"GA.W/3410 SCREWS EA.LEG. 16 GAGE RIM JOIST.@ RIM 4x8 DF#2 PRESSURE JOIST SPLICES USE TREATED w/3/4"DIAM 1/2"PLYWOOD FASTEN TO LIGHT GAGE SCREW SCHEDULE 3"x8"xi6GA.PLATEw/6-#10 L2x2x5"x16"GAGEw/ DEWALT SD2 ANCHORS @ SUPPORTS PER PLAN JOISTS PER PLAN 3-#10 SCREWS EA.LEG. SCREWS EA.END DO NOT BOOSi82-43 JOIST BLOCKING 1ST BAY. 48"oc.EMBED 4 1/2"MIN. SPLICE RIM JOIST OVER (L2x2x5"x16"GAGE @ 6" COUNTERSINK INTO LEDGER HEADERS. DEEP JOISTS SIZE TO MATCH JOISTS. SCREWS CONN.PER 4/S1.2 #10-16x1"HWH#3 OR PPH#3 #10 EA.STUD (E)CONCRETE WALL (E)DEMISING y (MTL.TO MTL.) 16 GAGE RIM WALL PER PLAN r EA.FLANGE JOIST T.O.W.PER PLAN - SCREWS #6 TYPE S DRYWALL SCREWS. JOIST FRAMING PER PLAN -- --- — - G.W.B.S MTL.) FOR GYP.SHEAR WALLS USE STUD PER PLAN w/ FASTENERS PER 9/52.1. 16"GAGE TOP 6005162-43 JOIST JOISTS PER PLAN 60OT200-68 CONT.LEDGER. #8 SCREW INTO T&B 16 GAGE TRACK CONT. TRACK PLACE. FASTER TO 4x w/#10-16x1 TRACK FLANGE IF(E)GYP FINISH EXISTS,LOCALLY FASTEN TO WALL W/3 SCREWS JOISTS DIRECTLY 1/2"TEKS SCREWS @ 8'00 REMOVE GYP TO FASTEN LEDGER #10 SCREWS EA.WALL #10-18x1 1/2"PWH#3 STAGGERED. TO THE(PLYWOOD TO MTL.) OVER STUDS. BALANCE PER (E)STUDS DIRECTLY. STUD. 2/52.1 v 2-#10 @ 24"oc w j .o 1.) USE THESE SCREWS FOR COLD FORMED STEEL CONSTRUCTION UNLESS NOTED OTHERWISE. _ a 2.) ALL COLD FORMED STEEL MEMBERS SHALL MEET SECTION PROPERTIES AS PUBLISHED BY SFIA. SECTION SECTION SECTION SECTION SECTION �� =c) 3/4"-1'0" A r�r re p w 4c � ou CLIP FLANGES OFF&LAP TOP q TRACKS TYP.4 SCREWS MIN. otj K N a (2)SCREWS @ W d 16"oc TOP 8 U o BOT.@ HEADER TRACK BLOCKING TO MATCH 7 O Ul N c p STUDS,PLACE @ 10'-0"oc 4) $1.2 / I.I' MAX.ALONG WALL&@ EACH 3 o m BEARING HEADER // END OF WALL BEND UP 4"@ PER SCHEDULE T 1 1/2"xi6GA. EA.END.4 SCREWS TO p y E STRAP EA,BLOCK Z LAP HEADER 3 j " OVER w/4MB GYP WHERE SHOWN PER ARCH. N a N d _ WHERE GYP IS NOT PRESENT, N 2 SCREWS TO C III EA.STUD EA. ADD BRIDGING TO THE EXPOSED SIDE(8 TOTAL) 4,0, 2 SIDE PER THIS DETAIL. c`� W ROUGH III 9„SIN' ^k BOT.TRACK OPNG. II 6P iGEs CCC I I 20GA.CLOSURE 1,AP)J 9GREY co� I TRACK AS # �_ #10 SCREWS @ 16"oc 4 SINGLE WINDOW REQUIRED EACH FLANGE SILL TRACK 16GA. V/ m T.O.W.PER PLAN NOTE:SEAT STUD WEB � 2-600S162-43 BOXED - TIGHT TO TRACK WEB @ TOP O i w/18 GAGE TRACKS BOT.OF WALL CONN. &BOT.OF STUDS O _ 2 SCREWS @ 48"oc O O STUD TO STUD PER 3/S1.0 �..1 d #8-18 SELF-TAPPING EYE �L RIGID STEEL HEAVY WALL EMT CONDUIT j (O SCREW.PENETRATE STRUT @ 12'-0"oc EA.WAY.START V-0"MAX. O i LOAD BEARING HEADER THRU STL.MEMBER FROM EDGE OF CEILING AROUND PERIMETER a TYPICAL WALL,BLOCKING&STRAP DETAIL — c TYPICAL WALL HEADER DETAIL 7 SECTION 8 SECTION U H Q< 6 HEADERS NOTED ON THE PLAN AS"HDR."ARE BEARING HEADERS 3/4"=1'-0' STRAP BLOCKING IS REQUIRED ONLY IF 3/4-1-0 STEEL FLOOR OR ROOF MEMBERS &ARE NOTED IN THE PARTS SCHEDULE BELOW.HEADERS STUDS ARE SHEATHED ONE SIDE ONLY. (MAY BE"SJI"JOISTS) Q O O RUNNING PARALLEL TO THE JOISTS ARE NON-BEARING(U.N.O.) .o #12 VERT.WIRE HANGER INSIDE CONDUIT O UNDERSIDE OF STRUT.PROVIDE ADDITIONAL END& STEEL FLOOR OR INTERMEDIATE VERT.SUPPORT WIRE. LO ROOF FRAMING WHERE"L"IS GREATER THAN 8'-6"AND LESS THAN 17'-0"ADD(4)#12 GA.SPLAY WIRES,ONE EA.,IN PLANE OF EA. RUNNER.LOCATE ADDED SPLAY WIRES ry AT MID-HT.OF CONDUIT STRUT. rn Q N 45°MAX. 1"O x 20GA.EMT STEEL CONDUIT WHERE W N ry TYP. "L"IS GREATER THAN 5'4'.3/4"0 22GA. N p - EMT STEEL CONDUIT STRUT UP TO"L" — 'n = OF 5'-6".SLIP OVER#12 GAGE IN PLACE i( N l m EXTEND TO ADJACENT WALL UNLESS VE WIRE CUT TO FIT&SHIM TIGHT TORT.OOR OR ROOF STRUCTURE&MAIN G.W.B.LENGTH THIS CALLED OUT ON PLAN q5°MAX, RUNNER. U 0 V 70P TRACK RIM JOIST OR TRACK @ 45°MAX. O CEILING JOIST LEVEL 45°MAX. MAIN RUNNER 45°M CROSS RUNNER(USE (n N LOCKING PIN TO �f1 — ...tl YI:. N. H N... H FASTEN CROSS cl D m RUNNER TO MAIN Uv� I H I H �H H H H H H H H 1/2"MIN.G.W.B.BOTH "-N N N N N N H H N H H RUNNER. F 3 SIDES OF WALL - _ d d STRUT TO MAIN RUNNER (4)#12 GA.SPLAY WIRES,ONE EA.,IN [� w UNBLOCKED USE#8 d d d u d N II II II- H H u TIGHT FIT.SHIM AS REQUIRED PLANE OF EA.RUNNER-VERTICAL [] 0 0 0 0 N 0 II II II II ll ANGLE APPROX.45°ALL WIRES DRYWALL SCREWS @ 7"oc ry ry ry ry p ry N N 0 0 SPLICE SECURED TO MAIN RUNNER WITHIN 2" @ FIELD AND SUPPORTS. ry ry ry ry ,ry ry II II II d TUBING OF INTERSECTION.AT EA.END OF W W m w H H H H H. H II II H H DOUBLE STUD TYP.EACH SPLAY WIRE OR VERT.WIRE ATTACH BY H N N N H -Pr II II H -H END OF WALL(U.N.O.) 8-#18 SELF LOOPING WIRE THRU HOLE IN RUNNER, Z J " N -' H Y- A H II II H H TAPPING SCREWS CONDUIT STRUT OR THRU EYE SCREW& _ W — O u u u u -u u N 11 11 O O N I II TWISTING IRE ITSELF If , ryI H I 1 . AT LEAST THREE COMPLETE TURNS 1 ry N H 11 H STRAP 1/2"TYP. C) 11 H NwF 2"MAX.CL STRUT TO CL SPLAY W 7 b p N H H N H II II N N N STUD WALL CONN.TYP. u) N 0 u u u u u u N H H H MAIN RUNNER CDI NOTE:SEE ARCH.FOR CEILING NOTE:DTL.SAME AT TOP VERTICAL SUPPORT. Z W Wp DRIVE PINS @ 24"oc BUT MAY BE BENT 90° U [] W @ SHEARWALLS TYP. 8 < Z LL J o TYPICAL G.W.B. SHEAR WALL ELEVATION u m ry TYPICAL SUSPENDED CEILING w J a ELEVATION "LATERAL" SUPPORT DETAIL ONLY "Q sheet (D NOTES: 1/4"=1'-0" EMT.IS TO BE ASTM 1519 11.1= S1 .2 ^- :G 1.) G.W.B.MUST RUN FULL HEIGHT TO CEILING JOIST WHERE NOTED AS SHEAR WALL. = J 1 .2 p 2.) G.W.B.MUST COMPLY WITH ASTM C1396/1396M. UI ry 3.) G.W.B.MUST RUN PERPENDICULAR TO FRAMING. 4.) DRYWALL SCREWS MUST MEET ASTM C954. J �WENGINEESTRUCTURAL RS Engineers Northwest Inc.,P.S. ARLINGTON AIRPORT INDUSTRIAL BUILDING - PROCESS SOLUTIONS TI 4417 172ND ST NE Arlington, WA 98223 STRUCTURAL CALCULATIONS FOR LIGHT GAGE STEEL INTERIOR OFFICE 4� OF W 1 O Z N t 0 t A L 02/OS/2024 2018 International Building Code February 9, 2024 ENW#22022008 19020 33rd Ave W#350 •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 new 111x15'x12.5' tall light gage steel interior office. Note original building was designed with future mezzanine loads included in the LFRS lateral designs. This addition is fairly small and therfore will have negligible impacts on the lateral system of the original building. Code: IBC 2018; ASCE 7-16 Lateral System of Restroom: Cold form steel walls with gyp shear walls (gyp on both sides). Ceiling joists with plywood over top will act as a diaphragm. 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: Light Gage Steel talcs Page 1 of 1 Model: Typical ceiling joist Date:02/08/2024 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 5.2.2.0 P Section: 600S162-43(33 ksi) @ 24"o.c. Single C Stud (punched) I �Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in14 l Loads have not been modified for strength checks Loads have not been modified for deflection calculations 34.00lb/t Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio R, 12 Span NA Full, 126.0" N/A - i 0.50 Web Crippling �•X Bearing pa M Support Load(lb) (in) (lb) (ft-Ibs) Max Int. Stiffener? R1* 278.50 1.62 280.5 0.0 0.52 NO R2* 278.50 1.62 280.5 0.0 0.52 NO P1 --Shear Connection w/clip-- NO after support means punched near support Point Loads P1 Load(lb) 200.00 X-Dist.(ft) 5.25 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 278.5 1240.3 22% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 993.6 1087.9 91% Ma-dist(control),K(P=0.00 lb-in/in Moment Stability,ft-Ibs 993.6 1271.1 78% Shear/Moment 0.79 1.00 79% Shear 100.0, Moment 993.6 Deflection Span, in 0.258 --meets L/488-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 278.5 By Others&Anchorage Designed by Engineer NA NA R2 0.0 278.5 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 7 Project Name: Light Gage Steel calcs Page 1 of 1 Model: Typical load stud Date:02/08/2024 Code: AISI S100-16w/S2-20 Simpson Strong-Tie@ CFS DesignerTm 5.2.2.0 Section : 600S162-33(33 ksi) @ 24"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations �� ^' Bridging Connectors-Design Method =AIS1 S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 144.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 12.00 o R2 60.00 --Shear Connection w/clip-- NO 6 R1 60.00 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load (lb) Uniform 14.00plf Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 168.0(c) 2816.9(c) 6% K(P=0.00 lb-in/in Max KL/r=63 Max. Shear, Ibs 60.0 638.1 9% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 180.0 760.9 24% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 180.0 950.6 19% Shear/Moment 0.19 1.00 19% Shear 0.0, Moment 180.0 Deflection Span, in 0.088 --meets L/1632-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 60.0 0.0 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 12.24% 5.38% R1 60.0 168.0 600T125-33(33)&(1) .157"SST PDPA/PDPAT-62KP to 24.69% 27.25% steel (3/16"to 1/2"thickness) 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: Light Gage Steel talcs Page 1 of 1 Model: Mandoor Header Date:02/08/2024 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 5.2.2.0 P Section: (2)600S162-43(33 ksi) Non-Composite C Stud (punched) I �Maxo= 2542.3 ft-lb Va= 2831.3 lb I= 4.63 in14 l Loads have not been modified for strength checks Loads have not been modified for deflection calculations 90.00 Ib/ft Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio RI, 12 Span NA None,42.0" N/A - I 3.50 Web Crippling �•x Bearing pa M Support Load(lb) (in) (lb) (ft-Ibs) Max Int. Stiffener? R1* 257.50 1.00 959.1 0.0 0.14 NO R2* 257.50 1.00 959.1 0.0 0.14 NO P1 --Shear Connection w/clip-- NO after support means punched near support Point Loads P1 Load(lb) 200.00 X-Dist.(ft) 1.75 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 257.5 2480.6 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 312.8 2175.8 14% Ma-dist(control),K(P=0.00 lb-in/in Moment Stability,ft-Ibs 312.8 2542.3 12% Shear/Moment 0.13 1.00 13% Shear 100.0, Moment 312.8 Deflection Span, in 0.004 --meets L/9368-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 257.5 By Others&Anchorage Designed by Engineer NA NA R2 0.0 257.5 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 9 Project Title: Engineer: Project ID: Project Descr: Wood Ledger Project File: Process Solutions TI-Enercalcs.ec6 LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: ledger design with countersunk anchors (bearing thickness is 2.5) Code Reference: Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Ledger Width 2.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Ledger Wood Specie Douglas Fir-Larch(North) Fb Allow 1,000.0 psi G :Specific Gravity 0.490 Fv Allow 100.0 psi Bolt Diameter 3/4" in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 48.0 in Concrete as Main Supporting Member Cm-Wet Service Factoi 1.0 Using 6"anchor embedment length in equations. Ct-Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11 E Cg-Group Action Facto 1.0 C/\ Geometry Factor 1.0 D 37.0 L 53.0 Analytical mod@# # combinations Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 37.0 plf plf 53.0 plf plf plf plf plf Point Load... Ibs Ibs Ibs Ibs Ibs Ibs Ibs Spacing in Offset in Horizontal Shear Ibs Ibs Ibs Ibs Ibs Ibs Ibs 10 Project Title: Engineer: Project ID: Project Descr: Wood Ledger Project File: Process Solutions TI-Enercalcs.ec6 LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: ledger design with countersunk anchors (bearing thickness is 2.5) DESIGN SUMMARY I Design • Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination. . . Load Combination. . . (for specific gravity&bolt diameter) +D+L +D+L Ledger, Perp to Grain 7,500.0 psi Moment 120.001 ft-lb Max.Vertical Load 360.0 Ibs Ledger, Parallel to Grain 7,500.0 psi fb:Actual Stress 65.751 psi Bolt Allow Vertical Load 782.89 Ibs Supporting Member,Perp to Grp 2,500.0 psi Fb:Allowable Stres: 1,000.0 psi Supporting Member, Parallel to Gi 5,500.0 psi Stress Ratio 0.06575 :1 Max. Horizontal Load 0.0 Ibs Bolt Allow Horizontal Loac 1,519.14 Ibs Maximum Ledger Shear Load Combination. . . Angle of Resultant 90.0 deg +D+L Diagonal Component 360.0 Ibs Shear 180.001 Ibs Allow Diagonal Bolt Force 782.89 Ibs fv:Actual Stress 19.862 psi Stress Ratio,Wood @ Bolt 0.4598:1 Fv:Allowable Stress 66.667 psi Stress Ratio 0.2979 :1 Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combinatibp+L Resutant Load Angle:Theta 90.0 deg Ktheta = 1.250 Fe theta = 782.89 Bolt Capacity- Load Perpendicular to Grain Bolt Capacity- Load Parallel to Grain Fern 7,500.0 Fes 2,500.0 Fyb 45,000.0 Fem 7,500.0 Fes 5,500.0 Fyb 45,000.0 Re 3.0 Rt 2.40 Re 1.364 Rt 2.40 k1 1.946 k2 1.905 k3 1.113 k1 1.031 k2 1.227 k3 1.163 Im :Eq 11.3-1 Rd= 5.0 Z= 0.0 Ibs Im :Eq 11.3-1 Rd= 4.0 Z= 0.0 Ibs Is : Eq 11.3-2 Rd= 5.0 Z= 937.50 Ibs Is :Eq 11.3-2 Rd= 4.0 Z= 2,578.13 Ibs II :Eq 11.3-3 Rd= 4.50 Z= 2,026.91 Ibs II :Eq 11.3-3 Rd= 3.60 Z= 2,953.74 Ibs IIIm :Eq 11.3-4 Rd= 4.0 Z= 2,295.89 Ibs IIIm:Eq 11.3-4 Rd= 3.20 Z= 3,472.42 Ibs Ills :Eq 11.3-5 Rd= 4.0 Z= 782.89 Ibs Ills : Eq 11.3-5 Rd= 3.20 Z= 1,519.14 Ibs IV : Eq 11.3-6 Rd= 4.0 Z= 1,054.69 Ibs IV : Eq 11.3-6 Rd= 3.20 Z= 1,715.04 Ibs min: Basic Design Value = 782.89 Ibs Zmin: Basic Design Value = 1,519.14 Ibs Reference design value -Perpendicular to Grain : Reference design value -Parallel to Grain : Z*CM *CD*Ct*Cg*Cdelta = 782.89 Ibs Z*CM *CD*Ct*Cg*Cdelta = 1,519.14 Ibs 11 DEWALT DESIGN ASSIST 1.7.0.0 Page 1 DEWALT joist ledger anchor calc 3/24/2023 .Project Information Company: Project Engineer: Joanne Bayuga Address: 9725 3rd AVE NE STE 207 Seattle WA 98115 Phone: M:2065257560 Email: joanneb@engineersnw.com Project Name: Untitled Project Address: Untitled Notes: 2.Selected Informatio Selected Anchor : Power-Stud+SD2 Brand: DEWALT � Material: 3/4"G Medium Carbon Steel Embedment: het, 3.75 in hnom 4.5 in Approval: ICC-ES ESR-2502 Issued/Revision: May,2023 - Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) SZo 2.5 .Base Material Information Concrete: Type: Cracked Nonnal Weight Concrete Strength 5000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 8 in Width 8 in Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.7.0.0 Page 2 DEWALT joist ledger anchor calc 3/24/2023 S.Geometric Conditio Z Y t X hslab 7.25 in hmin 7.000 in Edge Cx- 00 in emin 5.000 in Edge Cx+ 6 in cagy 12.000 in Edge Cy- 00 in shun 6.000 in Edge Cy+ 6 in 6.Summary Results Tension Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength: 0.0 0.0 0.000 OK Controls Concrete Breakout Strength: 0.0 0.0 0.000 OK Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 513.0 5239.0 0.098 OK Concrete Breakout Strength: 513.0 4096.0 0.125 OK Controls Pryout Strength 513.0 12221.00 0.042 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 1.7.0.0 Page 3 DEWALT joist ledger anchor calc 3/24/2023 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and R • Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. 8.Load Condition Design Loads/Actions Z Nu 0 lb Vux 513 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. —VLX OOO 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 1.7.0.0 Page 4 DEWALT joist ledger anchor calc 3/24/2023 Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting tension force: 0.000 lb Profile Eccentricity Resulting compression force: 0.000 lb ex 0 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 0.00 513.0 513.0 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 1.7.0.0 Page 5 DEWALT joist ledger anchor Cale 3/24/2023 1.Design Proof Shear Loading Reference Steel Strength: ACI 318-14 17.5.1 � d Variables - G- a <d � a Vsa (lb) cp aV,Seismic 8060.00 0.65 1 Results TVsa,eq = 5239 lb Vua = 513 lb Table 17.3.1.1 Utilization = 9.8% Concrete Breakout Strength v ACI 318-14 17.5.2 Equations Y Vcb—(AVc/AVco)•Ted,V•Vc,V•Wh,V Vb Eqn. 17.5.2.1a Vb=(7.(le/da)0.2 (da)0.5).ka.(f c)0.5 . (Cal)1.5 Eqn. 17.5.2.2a Variables AVc (in") AVC0 (in2) Tec,V Ted,V Tc,V Th,V 108.750 162.000 1.000 0.900 1.000 1.114 le (in) da (in) fc (psi) cal (in) Vb (lb) 3.750 0.750 1.000 5000 6.000 8692.297 T tPseis Vcb (lb) 0.70 0.000 5851.181 Results cpV cb = 4096 lb Direction = X+ Vua = 513 lb Table 17.3.1.1 Utilization = 12.5% 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 1.7.0.0 Page 6 DEWALT joist ledger anchor calc 3/24/2023 Pryout Strength v ACI 318-14 17.5.3 d e E a y _ 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 3.75 5000.000 6.000 Nb (lb) kcp Ncp (lb) tp 8729.328 2.000 8729.328 0.70 Results TVcp = 12221.00 lb Table 17.3.1.1 Vua = 513 lb Utilization = 4.2% 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 LATERAL - SMALL OFFICE STRUCTURAL CALCULATIONS PROJECT# PROJECT —DATE SUBJECT— 0 r c SHEET_0F_ By— ....................... ..............------------------------ ----------------------- ------- ---------- ---------------------- ....... ..................... ....... ................... ......- .......... ------- -------------------- -.2-7 TJ OL(AD 5 - - --------- .... w---- ----------- . ------ ............ --------------- ----------- --------------- .... .......... ..............---------- ................. ----------- -------------- -------------------- .......... ----------- .......... ....- .. ......... ....... -------------- ........------- At L ------ ----------- --------------------- .............. . ...................- ................. ............ .............. -------------------------- ........-------------------_ ---------------- --------------- ............ .......... ------ ------- ---- - ---------------------- --------- ---------- ...................... ----------------------- .... .............. --------------------- --- --------- - .... ... ............ ------------------------------------------------ ..........- ----------- ---------------............... -------------- - ------------ .................. ------------ 7---- ------ ---------- .............. .................... ..........----------- ........ ----- .... ..................... .. ........... ......... .............................. .......... .......... .......... ...... ----- .................. ............-------------- .......... ...................... ........... ............ .......... ......... an 41,1_51 410 ---------------- . ....... .... ........... ............ ............------------------ ............ r .. ............ ................. ................ .......... ........... ...... ........ ------... ............. ---------- ............... ---------------- ........- ......... ----- ---------------- 0.13(kv ........... ......... .: ........... ------------- ---------- . ...... .......................... ................. .......... .......... ................... ............................ . ........... ---------- .......................... IL .................. ---------- ------- ------ -------------4 ..... ........ ............... ............ ................. ----------- x ... ................. ................ ........... ............ ........... ........... .. ............ ........... ------------- .......... ---------- ------------------- .......... ......................... ......... .. .................. ......... .......... ............. --------------------- f ....................... .... ....... .............. ---------- --------------- ................ ........... ................ -------------------- ....... ............ T .............. ------- ------- ............ ---------- --------------- Project Name: Light Gage Steel calcs Page 1 of 3 Model: West shear wall Date:02/08/2024 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 5.2.2.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report L_', I_ ~ Load Inputs (All Loads are Unfactored LRFD Forces) 12ft Top of Level Shear(lb) Ht 1 Level Wind Seismic Aspect Ratio 1 165 396 1.04 Seismic Design Parameters: Seismic Design Category = D SDS = 0.759 le = 1 Overstrength Defl Amplification Level Factor, Q0 Factor, Cd 1 2 2 Additional Applied Chord Axial Loads (lb) - Unfactored Level D L Lr S W 1 211 302 0 0 0 I 11.5 ft Additional Applied Chord Moments (ft-lb) - Unfactored Level D L Lr S W E 1 0 0 0 0 0 0 Total and Unit Shear Forces Wind Shear Forces Seismic Shear Forces Vu, Total vu, per ft Vu, Total vu, per ft Level (lb) (lb/ft) (lb) (lb/ft) 1 165 14. 396 34. Shear Wall Sheathing and Fastener Selection Edge/Field Framing Max One or Fastener Fastener Thickness Framing Two Level Sheathing Size Spac (in) (mils) Spac (in) Sides 1 GWB No. 6 7/7 33 24 2 Shear Strength Modification Factors Wind Seismic Level Modifiers Modifiers SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 20 Project Name: Light Gage Steel talcs Page 2 of 3 Model: West shear wall Date:02/08/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 5.2.2.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report 1 None None Available Shear Strength and Shear Ratios Wind Seismic Aspect Ratio Available Shear Shear Ratio Aspect Ratio Available Shear Shear Ratio Level Factor Strength, vn Ib/ft vu/ vn Factor Strength vn Ib/ft vu/0vn 1 1 377 0.038 1 348 0.099 Chords Bracing (in) Axial Axial Flex K4) Axial K(P Bracing, Level Section Fy (ksi) Configuration Flexural KyLy KtLt (lb-in/in) (lb-in/in) Lm (in) 1 60OS162-33 33 (2) Back-To-Back None None None 0 0 None Interconnection Spacing = 24 in Load Combinations IBC 2018 LRFD LC1 = 1.4D LC2 = 1.21D + 1.6L + 0.5(Lr or S) LC3 = 1.21D + 1.6(Lr or S) + (L or 0.5W) LC4 = 1.21D + 1.OW+ L + 0.5(Lr or S) LC6 = 1.21D + 1.0E + L + 0.2S LC06 = (1.2+0.2Sds)D + Me + L + 0.2S Note: LC06 based on the lower of Overstrength or Expected Strength Factored Chord Compression, Pu (lb) Level LC1 LC2 LC3 LC4 LC6 LC06 1 295 736 555 467 968 1414 Factored Chord Strong-Axis Bending, Mux (ft-lb) Level LC1 LC2 LC3 LC4 LC6 LC06 1 0 0 0 0 0 0 Minimum Minimum Interactions Level (OMnx (ft-lb) 4)Pn (lb) LC1 LC2 LC3 LC4 LC6 LC06 1 1105 2375 0.124 0.31 0.234 0.197 0.408 0.595 Ties and Holdowns Holdown Holdown Exposed Rod Capacity Disp at Holdown Rod Dia. Level Holdown Quantity Config Length (in) (V Tn (lb/Each) (1) Tn (in) height (in) (in) 1 DTT1Z-33 1 Base 4 1270 0.25 7.125 0.375 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 21 Project Name: Light Gage Steel calcs Page 3 of 3 Model: West shear wall Date:02/08/2024 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 5.2.2.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report Holdown Offset from Level End of Shear Wall (in) 1 0.0 Load Combinations (IBC 2018 LRFD) LC5 = 0.91D + 1.OW LC7 =(0.9-0.2Sds)D + 1.0E LC07 =(0.9-0.2Sds)D + QoQe Note: LC07 based on the lower of Overstrength or Expected Strength Factored Net Uplift (lb) (Negative values represent uplift, Positive values indicate no net uplift) Shear Forces (lb) Level LC5 LC7 LC07 Wind Seismic Seismic w/Overstrength 1 18 -223 -669 165 396 792 Ratio (Factored Net Uplift)/(Holdown Capacity) Level LC5 LC7 LC07 1 0 0 0.526 no uplift. holdown not required. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 22 DEWALT DESIGN ASSIST 1.7.0.0 Page 1 DEWALT diaphragm anchorage to wall calc 3/24/2023 .Project Information Company: Project Engineer: Joanne Bayuga Address: 9725 3rd AVE NE STE 207 Seattle WA 98115 Phone: M:2065257560 Email: joanneb@engineersnw.com Project Name: Untitled Project Address: Untitled Notes: 2.Selected Informatio Selected Anchor : Power-Stud+S132 Brand: DEWALT � Material: 3/8"G Medium Carbon Steel Embedment: het, 2.00 in hnom 2375 in Approval: ICC-ES ESR-2502 Issued/Revision: May,2023 - Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) SZo 2.5 .Base Material Information Concrete: Type: Cracked Nonnal Weight Concrete Strength 5000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 4 in Width 4 in Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.7.0.0 Page 2 DEWALT diaphragm anchorage to wall calc 3/24/2023 S.Geometric Conditions I � Y I X hslab 7.25 in hmin 4.000 in Edge Cx- 00 in emin 2.500 in Edge Cx+ 00 in cagy 6.500 in Edge Cy- 00 in shun 3.500 in Edge Cy+ ao in 6.Summary Results Tension Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength: 544.0 4969.0 0.109 OK Concrete Breakout Strength: 544.0 1658.0 0.328 OK Pullout Strength: 544.0 1330.0 0.409 OK Controls Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 0.0 0.0 0.000 OK Controls Concrete Breakout Strength: 0.0 0.0 0.000 OK Pryout Strength 0.0 0.00 0.000 OK Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility DEWALT DESIGN ASSIST 1.7.0.0 Page 3 DEWALT diaphragm anchorage to wall calc 3/24/2023 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and R • Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. 8.Load Condition Design Loads/Actions Z Nu 544 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. —VLX OOO Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility , Permit#: 5822 Permit Date: 02/14/24 Permit Type: COMMERCIAL ALTERATION Project Name: Process Solutions Applicant Name: Smartcap Arlington Airport Industrial Park Applicant Address: 8201 164th Ave NE, Suite 110 Applicant, City, State, Zip: Redmond, WA 98052 Contact: Phone: 2062328569 Email: kellanne@thesmartcapgroup.com Scope of Work: Construct 128 sf private office Valuation: 23000.00 Square Feet: 128 Number of Stories: 1 Construction Type: 11113 Occupancy Group: B; Business ID Code: CIC Permit Issued: Permit Expires: Form Permit Type: COMMERCIAL ALTERATION Status: IN PROCESS Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SMARTCAP 17216 51 ST AVE NE STE ARLINGTON 090 MASTER 31052100400100 100 AIRPORT ADDRESS INDUSTRIAL PA Contractors Contractor Primary Contact Phone Address Contractor Type License License# 8201 164th Ave CONSTRUCTION COA 604 474 582 Pivotal Construction Mark 206-290-4478 NE,Suite 110 CONTRACTOR 8201 164th Ave CONSTRUCTION L&I SMARTCL81 ONR Pivotal Construction Mark 206-290-4478 NE,Suite 110 CONTRACTOR Fees Fee Description Notes Amount Building Plan Review Table 4-2 S353.72 Total $353.72 Uploaded Files Date File Name 02/14/2024 18550304-20240212 BLD5822 Structural Calcs.ndf 02/14/2024 18550305-20240212 BLD5822 Agplication.pdf 02/14/2024 18550306-20240212 BLD5822 Plans.pdf SHELL PROJECT DATA LEGAL DESCRIPTION N ZONING DESIGNATION:...................................................... BP-BUSINESS PARK THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST .E. An I a 5 0 1 AIRPORT •PROTECTION DISTRICT SUBDISTRICT: ..........• 8 QUARTER OF SECTION 21, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: ----------- --------- SITE AREA: ..........................................379,365 S.F. 8.709 ACRES --- --------- --------- ------- COMMENCING AT THE SOUTHEAST QUARTER OF SAID SECTION 21; BUILDING SETBACK FROM LOT BOUNDARY UNE OR ALLEY. 5 FEET THENCE NORTH 87*34'27" WEST ALONG THE SOUTH LINE OF SAID 7TTTI.f�7F1III I I I I I I I 10 1111177 1 u 11111 k BUILDING SETBACK FROM ARTERIAL ........ ..................... ......... 25 FEET SUBDIVISION A DISTANCE OF 55.03 FEET; THENCE NORTH 00-33'32- FOE RK o WIDW WDRW HEIGHT LIMITATION: FEET EAST A DISTANCE OF 280.15 FEET TO THE POINT OF BEGINNING; r. THENCE CONTINUING NORTH 00-33-32" EAST A DISTANCE OF 557.21 mpim I I Hill I I I I u n 1 1 1 11 rgI I MAXIMUM LOT COVERAGE:-.... ............. ........... .... ''100% FEET TO THE POINT OF A CURVATURE; THENCE 102.96 FEET ALONG n i i i i i i i _LL Hill I I n i in i i i i i i i iia I I rl I A TANGENT CURVE TO THE LEFT, CONCAVE TO THE NORTHEAST, BUILDING HAVING A RADIUS 586.76 FEET AND CONSUMING A CENTRAL ANGLE OF 10*03'05"; CODES USED:- ... 2018 IBC, IMC, UPC, IFC, THENCE NORTH 87'34'27" WEST A DISTANCE OF 1095.75 FEET; 2018 ICC ANSI 117.1,2012 THENCE SOUTH 02*2532" WEST A DISTANCE OF 659.06 FEET; THENCE SOUTH 87-34'27" EAST A DISTANCE OF 112625 FEET TO WSNREC &CITY OF ARLINGTON THE POINT OF BEGINNING. 168,494 S. MUNICIPAL CODE 11 11 .0in TYPE OF CONSTRUCTION: ............................... SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. d AREA OF WORK TYPE III-B, SPRINKLED THIS PERMIT OCCUPANCY GROUPS(ANTICIPATED):... ............. ........ ...... B, S-1 AND F-1 (CONTAINING APPROXIMATELY 734,815 S,F, 16.87 ACRES) I II REFER TO SHEET TA2.0 NUMBER OF STORIES: .. . .... ............. 1 1 TAX PARCEL NUMBER: 31052100400100 a 2• (OROCESS SOLUTIONS) BUILDING SETBACK FROM ARTERIAL PROVIDED: 79'-10" + — Tti v. . 2 BUILDING SETBACK FROM LOT BOUNDARY LINE PROVIDED: -0 VICINITY MAP t -5 Z 717� w I I I I I I In I I I I I ----------- -------------------7-------- 32'-10" BUILDING HEIGHT(MAXIMUM): ...................................... ............... LOT COVERAGE* (IMPERVIOUS SURFACE): 283,069 S.F. (39%) geg EXCLUDES EXISTING BUILDING A ---------- ___ __ __ A ---------- --- - ---------- ----------------- -- ------ zi ===2 ALLOWABLE FLOOR AREA. - UNLIMITED FM WIDIM MIRE 5 ALLOWABLE AREA CALCULATION a .1 PER IBC 503.1.2,TWO HALL BE E_PAWE��R A- w —w --------- w w OR MORE BUILDINGS ON THE SAME LOT S SITE w CONSIDERED AS PORTIONS OF ONE BUILDING. BUILDING A AND BUILDING L j ss— ss--S�_SS B TO BE UNUMITED AREA BUILDING(S) PER I.B.C.507.4, SPRINKLED ONE ss S$--SS—SS SS 00-Is STORY BUILDING SEPARATED BY YARDS 60'OR GREATER, _SS 7 17 V F7V LT��,k7j BUILDING AREA: 17 '7 JRV 2 '77 1 PROPOSED BUILDING B AREA(FOOTPRINT) 168,494 S.F. 177S 571 TOTAL BUILDING 8 AREA .. ................ 168,494 S,F, REQUIRED PARKING: BUILDING 8: no th FUTURE OFFICE(ASSUME 15%); •........ ....... 63 STALLS FUTURE MANUFACTURING (ASSUME 25%): 56 STALLS FUTURE WAREHOUSE(ASSUME 60%): ........... 51 STILLS TOTAL PARKING REQUIRED FOR BUILDING 8:......................... 170 STALLS SITE PLAN PROVIDED PARKING: BUILDING A(EXISTING): PROJECT ADDRESS STANDARD - - -I ............................... .. ... 270 STALLS : 00 ACCESSIBLE - . ....... . .....I......................................... - 7 STALLS 17216 51ST AVENUE NE.,ARLINGTON,WA 98223 GENERAL NOTES - TOTAL PARKING PROVIDED BUILDING A:;•.......................................... 277,STALLS DEFERRED SUBMITTAL 1 ALL WORK SHALL CONFORM TO APPLICABLE CURRENT FEDERAL, STATE AND BUILDING 9 (PROPOSED): LOCAL CODES. THE CONTRACTOR IS TO PROVIDE FOR ALL REQUIRED NOTIFICATION STANDARD ........ .. ..l................................................................. '271 STALLS ELECTRICAL PERMIT OF AND COORDINATION WITH THE CITY AND STATE AGENCIES, AND PROVIDE REQUIRED ) 0 PERMITS. ALL TESTS AND INSPECTIONS ASSOCIATED WITH OBTAINING APPROVALS TO COMPACT -........................................................ ..... .................... MECHANICAL 5 STALLS FIRE SPRINKLER PE PERMIT PERMIT N :p I PROCEED WITH AND COMPLETE THE WORK SHALL BE PAID FOR BY THE CONTRACTOR. ACCESSIBLE.................................................... - ..............;.............. 7 STALLS FIRE ALARM PERMIT E a) :3 2- THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND TOTAL PARKING PRO BUILDING 8: -- -................... ........... 283 STALLS > I MATERIALS, EQUIPMENT AND TRANSPORTATION NECESSARY OR REASONABLY TOTAL PARKING PROVIDED BUILDING A&B:.............................. 560 STALLS 2 INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. BY a 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 < BEEN MADE AND THAT THE CONTRACT DOCUMENTS HAVE BEEN EXAMINED IN SEMI-HEATED SPACE(8/BTU/S.F.)FOR ENTIRE BUILDING AND 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 QOZB,LLC AND EXISTING CONDITIONS ARE SUFFICIENT, ADEQUATE AND SATISFACTORY FOR INSULATION OVER ENTIRE ROOF AREA. 8201 164TH AVE.NE,SUITE 110 GA < CONSTRUCTION OF THE WORK. WHERE MINOR ADJUSTMENTS TO THE WORK ARE REDMOND,WA.98052 IT < NECESSARY FOR THE PURPOSES OF FABRICATION AND INSTALLATION OF ITEMS, OR STORAGE CLEAR HEIGHT(INTERIOR): 24' FEET HIGH (206)619-4472 -0 Q RESOLUTIONS OF CONFLICTS BETWEEN ITEMS, WITHIN THE INTENT OF THE CONTRACT CONTACT: KELLANNE HENRY a) DOCUMENTS, THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS AT NO ADDED EMAIL,KELLANNEOTHESMARTCAPGROUP.COM U) 0 0 0 EXPENSE TO THE OWNER. WHERE SUCH MINOR ADJUSTMENTS AFFECT FUNCTIONAL -6 0 ) Cr OR AESTHETIC DESIGN OF THE WORK, THEY SHALL BE SUBMITTED TO THE ARCHITECT ARCHITECT. 0L 1- LANCE MUELLER&ASSOCIATES 0 FOR REVIEW AND APPROVAL. 130 LAKESIDE, SUITE#250 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., U.P.C.AND IOC/ANSI Al 17.1 AND WSEC. EMAIL'EDMOLMUELLER.COM ELECTRICAL SERVICES. m OCCUPANCY GROUP:................. .... ............. .. .... B.F-1,S-1 STRUCTURAL- 0 cq ENGINEERS NORTHWEST INC.P.S. w 19020 33RD 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE HIGHEST STANDARD TENANT AREA: -. ........................ .................... 60,098 S.F. AVE.A SUITE 530 OF WORKMANSHIP IN GENERAL AND WITH SUCH STANDARDS AS ARE SPECIFIED. B-OFFICE. ............................ ............. 3.128 S.F. LYNNWDCO,WA.98036 5. CONTRACTOR SHALL ADHERE TO ALL BUILDING STANDARDS, ANY CHANGE TO F-1-INDUSTRIAL. ...................... .......... 23,400 S.F. (206) 525-7560 FAX(206)522-6698 CONTACT., JOANNE BAYUGA SAME SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR REVIEW AND APPROVAL. S-1-STORAGE........................ ................ A570 S.F. EMAIL:JOANNEEIGENGINEERSNW.COM Ll 0 N 6. CONTRACTOR SHALL SUBMIT SAMPLES OF ALL FINISHES OF SUCH SIZE AND OCCUPANT LOAD: CONTRACTOR: PIVOTAL CONSTRUCTION 0 NUMBER THAT THEY REPRESENT A REASONABLE DISTRIBUTION OF COLOR RANGE AND 8-OFFICE. ...............3,256 S'F/150=22 OCCUPANTS 8201 164TH AVE.SF SUITE 110 N cq PATTERN PRIOR TO INSTALLATION FOR ARCHITECTS APPROVAL. CONTRACTOR SHALL F-1-INDUSTRIAL: 23,272 S.F./IDO 233 OCCUPANTS REDMOND,WA 98052 ul PROVIDE SHOP DRAWINGS AND PRODUCT DATA FOR ARCHITECT'S APPROVAL ON ALL (206)290-4478 IA co SPECIAL ITEMS REQUIRING CUSTOM FABRICATION. S-1-STORAGE: 33,570 Sf./5DO=68 OCCUPANTS CONTACT: MARK MOGARY Ol TOTAL OCCUPANT LOAD: 323 OCCUPANTS EMAIL,MARKMOPIVOTAL-GO.COM 7. CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE AND TENANT: PROCESS SOLUTIONS NOTIFY ARCHITECT OF ANY DISCREPANCIES. CONTRACTOR IS NOT TO SCALE PARKING REQUIRED: L3 w DRAWINGS. OFFICE(1/400 S.F.) ............................... 3,256/400-11,14 STALLS B. CONTRACTOR SHALL PROVIDE FOR ALL WORK REQUIRED TO MAINTAIN COMPLIANCE INDUSTRIAL(1/800 S.F.) 23,272/6D0-38.78 STALLS WITH LOCAL FIRE CODE, PROVIDE FOR ALL REQUIRED SHOP DRAWINGS AND WAREHOUSE(1/1,200 S.F.) ................ .33,570/1,2D0-2798 STALLS DRAWING INDEX w w w tri APPROVALS. J o TOTAL PARKING REQUIRED THIS TENANT, ..... .................. 74.9 OR 75 STALLS Lai 0 ARCHITECTURAL, 9, MECHANICAL AND ELECTRICAL FIXTURES, OUTLETS, ETC. WHEN SHOWN ON THE Ln ARCHITECTURAL DRAWINGS ARE FOR LOCATION INFORMATION ONLY. MECHANICAL AND TAl SITE PLAN AND COO SHEET f= Li w ELECTRICAL TO BE DESIGNED BY OTHERS. ALL CIRCUITING COORDINATION TO BE BY PROJECT DESCRIPTION TA2 FLOOR PLAN AND REFLECTED CEILING PLAN D OTHERS. TA3 SCHEDULES AND DETAILS cj:� I TA4 CEIUNG CONNECTIONS,DETAILS ED ul 10. CONTRACTOR IS TO PROVIDE DRAWINGS FOR ARCHITECTS & OWNER APPROVAL CONSTRUCT A 128 S.F.PRIVATE OFFICE. THE ENTIRE DOSTING 60,098 S.F.TENANT ARIA IS SHOWING LOCATIONS OF ALL HVAC THERMOSTATS, GRILLES, AND DIFFUSERS, FIRE CONDITIONED, STRUCTURAL.- AND SMOKE DETECTION DEVICES INCLUDING SPRINKLERS AND FIRE EXTINGUISHERS. c:l w w 50.1 GENERAL NOTES,PARTIAL CEILING PLAN AND SECTIONS ri Si.0 UI GAGE FRAMING SECTIONS Ll 11. ANY CHANGE IN LIGHT FIXTURE PLACEMENT DUE TO INTERFERENCE OF MECHANICAL OR STRUCTURAL COMPONENTS MUST BE APPROVED BY ARCHITECT & OFFICE COPY TENANT. CITY OF ARLINGTON z BUILDING DEPART MENT 12. BUILDING HAS BEEN DESIGNED AS SEMI-HEATED SPACE. SEE ENERGY APPROVED Ji CALCULATION BY FRANKLIN ENGINEERING FOR CONDITIONED TENANT SPACE. DATE 3 . RECEIVE6 sheet 13. PLUMBING AND ELECTRICAL SYSTEM IS BIDDER DESIGN. 7-7— NO CHANGES AUTHORIZED UNLESS APPROVED BY THE FEB 12 2024 N. 14. REFER TO "LOWES CROSS DOCK (XCT) - HUB FACILITY" DOCUMENT FOR BUILDING INSPECTOR COMPLETE OUTLINE OF WORK FOR THIS PROJECT. TAI 'Ir'- n'7, t= .. ...........I.......... 12 13 14 15 16 17 18 18 d I a a r-- __ . ... _ I- -..---- -.. _ __ . I 61 i III I I I g & - - - - - - -III}- - - - - - yI - - - - - - - - - - - - - - - - - - - � - — B B TA3 I f I OFFICE � C I--- rr i I � r � I iji north I - IIIENLARGED 1FLO(" PLAN _ 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. II 2. REFER TO SHEETS TA4 FOR WALL SECTIONS. 3. REFER TO SHEET TA3 FOR DOOR TYPE. _ _ _ p 4. REFER TO SHEET TA3 FOR ROOM FINISH SCHEDULE. 5. BUILDING TO BE FIRE SPRINKLERED PER NFPA 13 WITH QUICK RESPONSE HEADS PER - - - - - IBC 903.3.2-TYPICAL m 6. BUILDING TO BE PROVIDED WITH A VISIBLE AND AUDIBLE FIRE ALARM AND DETECTION l� r SYSTEM PER IBC 907.2 c yl I I I I 18 m I r r ' C 0 Y I r I � co > m o ^^ c a 0 CL in E C Q iro a) I ,I 0 V Q c c a 0 0 0 4 S s _ — F SUSPENDED CEILING i LEn AT 9'-0•A.F.F. Q Q I � I I _... ...._....,....._............. LIGHT FIMRELED N Q Ln IL_�.__:__............ -.-_.—� W Ln 12 13 14 15 16 northCL 0 A FLOOR PLAN I � W N ul N rn LEGEND REFLECTED CEILING PLAN NOTES DAYLIGHT ZONE CONTROL I " `� o w CEILING LIGHTING SYMBOLS & i aN '? 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,ANDT LLj 0 LL k �. EXISTING EXIT LIGHT SCHEDULE AND LAYOUT PER ELECTRICAL DESIGN BUILD DOCUMENTS. PER WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE AMENDMENTS,WAC 51-11C. north F-- W W N M PROVIDE PHOTOMETRIC PLAN TO ARCHITECT FOR APPROVAL. ALL DAYUGHTED ZONES,AS DEFINED IN CHAPTER 2,BOTH UNDER OVERHEAD GLAZING AND ADJACENT TO U J 0 : EXISTING HIGH BAY LIGHTS VERTICAL GLAZING,SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS,OR DAYLIGHT OR OCCUPANT-SENSING W _J � N a 2. PROVIDE EXIT SIGNAGE PER IBC 1013. SIGNS SHALL BE ILLUMINATED AUTOMATIC CONTROLS,WHICH CONTROL THE LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING. ENLARGED REFLECTED CEILING PLAN J N AT ALL TIMES. PROVIDE BATTERY BACKUP POWER FOR ILLUMINATION FOR C LL W 2' X 4'SUSPENDED ACOUSTICAL MINIMUM OF 90 MINUTES. PROVIDE TACTILE EXIT SIGNS COMPLYING CONTIGUOUS DAYLIGHT ZONES ADJACENT OF VERTICAL GLAZING ARE ALLOWED TO BE CONTROLLED BY A Scale: 1 4"=1'-O" LLI _ F TILE CEILING 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). DAriIGHT ZONES UNDER 2 m Fi ® 2'X 4'LAY IN LED LIGHT FIXTURE 3. PROVIDE EXIT PATHWAY ILLUMINATION PER IBC SECTION 1008. THE OVERHEAD GLAZING MORE THAN 15 FEET FRO THE PERIMETER SHALL BE CONTROLLED SEPARATELY FROM POWER SUPPLY FOR THE MEANS OF EGRESS ILLUMINATION SHALL BE DAYLIGHT ZONES ADJACENT TO VERTICAL GLAZING. lin w ' PROVIDED BY THE BUILDING POWER SUPPLY,AND WITH EMERGENCY EXCEPTION:DAYLIGHT SPACES ENCLOSED BY WALLS OR CEILING HEIGHT PARTRIONS AND CONTAINING 2 Z W POWER SUPPLY LASTING 90 MINUTES MINIMUM. MEANS OF EGRESS OR FEWER LIGHT FIXTURES ARE NOT REQUIRED i0 HAVE A SEPARATE SWRCH FOR GENERAL AREA Q U U w NOTE: PROVIDE EMERGENCY EXIT PATHWAY LIGHTING TO COMPLY ILLUMINATION SHALL BE PROVIDED AT THE RATE OF 1 FOOT CANDLE AT LIGHTING. Y WITH I.B.C.SECTION 1008. - FLOOR LEVEL. Z Z - NOTE:LIGHTING SHOWN FOR GENERAL DESIGN INTENT. 4. MECHANICAL& ELECTRICAL PENETRATIONS THROUGH RATED WALL OR J Q ELECTRICAL CONTRACTOR TO PROVIDE LIGHTING POWER BUDGET FLOOR SYSTEMS TO COMPLY w/ IBC SECTION 714. Q_ AND FINAL DESIGN TO CITY OF ARLINGTON.(UNDER SEPARATE 5. PROVIDE EXTERIOR EGRESS ILLUMINATION WITH EMERGENCY POWER PER sheet PERMIT) IBC SECTION 1008. PROVIDE MIN. 90 MINUTES OF POWER, FOR ILLUMINATION PER 1008.3.5 C) NOTE: EMERGENCY LIGHTING IS REQUIRED OUTSIDE OF EACH O TA2 EXIT,IN RESTROOMS,AND OFFICES.ADDITIONAL EMERGENCY Lj a LIGHTING MAY BE REQUIRED-SUBJECT TO FIELD INSPECTION. DOOR TYPES DOOR & WINDOW NOTES 5/8"TYPE'X' GWB PAINTED H.M. 1. ALL DOOR HARDWARE TO COMPLY WITH I.B.C. EACH SIDE OVER FRAME TYP. a a SECTION 1010,IOC/ANSI 117.1 STANDARDS. METAL STUDS ® 24"O.C. SEE SILENCERS G 5 2. ALL EXIT DOORS SHALL BE OPERABLE FROM THE WALL TYPE STRIKE SIDE TA3 INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT PER LB.C. SECTION 1010.1.9. HWARDWARE 3. PROVIDE INTERNATIONAL SYMBOL OF ACCESS SIGNAGE AT EACH ACCESSIBLE ENTRANCE DOOR. y LEVER HANDLE m y / CLASSROOP OM 4. BPAINT ALL Y OWNER.METAL FRAMES. COLOR AS SELECTEDALL 5.. 5. WOOD DOORS-LYNDEN DOOR-LD2000 I °� PC-5-00 CLEAR,WHITE MAPLE:'A'GRADE WOOD TA3 ad VENEER,PLAIN SUCED,BOOK MATCH,RUNNING RI MATCH OR APPROVED EQUAL C 9 z INSULATION PER WALL TYPE. DOOR AS tt- HARDWARE NOTES SCHEDULED S.C.WOOD DOOR 1. ALL DOOR HARDWARE TO HAVE LEVER HANDLE W/H.M. FRAME. HARDWARE EXCEPT DOORS THAT HAVE PANIC HARDWARE. 2. SPECIFIC HARDWARE FUNCTIONS TO BE H MB LIEAD JA 'OP OF PLATE DETERMINED WITH HARDWARE SUPPLIER AND C H.M. DOOR FRAME ® E / COORDINATED WITH TENANT. ALL HARDWARE TO J Scale: 3=1�-0° u: COMPLY WITH I.B.C.SECTION 1010. 3. ALL OFFICE DOORS SHALL HAVE DOOR STOPS. w I ',4 ROOM FINISH SCHEDULE f FINISH FLOOR BASE WALLS WAINSCOT CEILING REMARKS f : P.O. REVEAL N0. MAT. FIN. MAT. FIN. MAT. FIN. MAT. I FIN. MAT. I FIN. CONCRETE REVES�---�,/ FIRST FLOOR OFFICE AREA 100 CPT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-O" DOWNSPOUT TENANT IMPROVEMENT FINISHES io �; I r BEYONDPRODUCT COLOR ! CARPET CPT___._ TENANT SUPPLIED CARPET _. SHAW_SYNC UP J0126-_PILE,WEIGHT 22 24'X_24'___, I RUBBER BASE - - I. ) -- RUBBER.__._____._______ 4'ROPPE_OR JOHNSONITE - _.-_—...____..__ ____ .____.123_CHARCDAL OR._BLACK i 8.0.REVEALI WA FINISHES _ � I(' PAINT----,--- -.—SHERWIN WIWAMS INTERIOR LATEX _- _-- 7648 BIG.CHILL -_--. ACOUSTICAL CEILING m ACTT _ ARMSTRONG 2'z4'CORTEGA SECOND LOOK LAY IN WlfH_15/16'HD_PRELUDE GRID-_ 2776 WHITE p1 m 'I N Cu a--R-21 6A ti'a.ATIvN N CO 1 t A80VF r k.i 9 Q i Q N VAT 5A ^. w C PANEL,PPAIN--- -F �� RAT )V hPAND i E : I�r•, + SMC'Kf _..bFE NOTE: PROVIDE SIGNAGE RAT N Oh 4,90.TYR, I 'NO STORAGE ALLOWED' C ..F.D. REVEAL I AB(v.:WALL FURRING: ! 2 PLACES ON PLYWOOD co ,A LL C VJ r Q Q 1/2"PLYWOOD ON 6"METAL Q JOISTS PER STRUCTURAL W/ cz SOUND BATT INSULATION y Q O O 0 O S m m 8.0.REVEAL Q a` G C C � fn < < +, REMOVE AND REPLACE a _ INSULATION AT I STRUCTURAL ! n _ CONNECTION W QLn Ml In T.O.MULLION Q.N { i Ir r SUSPENDED ACOUSTIC. � SUSPENDED ACOUSTIC •� j ��)I I TILE CEILING AND H.D. �. TILE CEILING AND H.D. r U 0 GRID SYSTEM-SEE _ GRID SYSTEM-SEE T.O.REVEAL I I� REFLECTED CEILING REFLECTED CEILING T i O T J M I.710N ( PLAN .PLAN 1 � UI ro WALL FURRING BEYGND �. 8'METAL STUDS 0 16' Q n C. PER STRUCTURAL F 3 WITH 5/8'TYPE'X' I [� J M w V GWB W/SOUND BATT 1 �_—__ i INSULATION j � = J W wm B.O.MULLION I 356 h2 43 METAL 1 Q J ' r /-S'TU 4 24 0 W/ I� Y W/'✓e I r X ,AU SEE STRUCTURAL FOR W WLi 3 W/ HATED BOTTOM TRACK DETAIL oI PRIVrT AT FULL HEIGHT WALL DO Q C = Ul /.-4"RUBBER BASE � Z W W o , o I , _ FIRST FLOOR— .>: Q U w _ U z _~ r` J Q � 0 Q sheet W WALL SECTION g WALL SECTION TA3 s A SCALE: 1/2 = 1'-0" SCALE. 1/2"-1'-0' N EXISTING WOOD 1760 SILL LN FACE OF WALL WITH END OF EXISTING STEEL FRAMINGC,. NOD®-SCB1REMOVE EXISTING WOODCAP AT NEW OFFICE °y #12 HANGER WIRE TYP. WALL INTERSECTION1.Attachment options to structure(mod,concrete or WALL PER PLAN ..."..a..,m,,,.. :�a.«.st, ..�... 2r :::e steel) STRUMRE a. Attachment devices to structure Winch(6mm)dlame-050 ALUM. BREAK _..._ _. -_-._ ._SHAPE TO MATCHter x 3-inch(75mm)long closed-eye wood screws;mini-EXISTING STOREFRONT ® mum penetration 1 inch(25mm)into the wood member. •, p ,°,° MAKE NO PHYSICAL Two 12 pa.eplry rMe6 F CONNECTION TO et mox e'(250omml o e. m.e.+p b. No.12 ga,splay wire looped around bottom chord of `•, °°o° STOREFRONT ✓/\\ (5womm) open joint or truss ° PpProa.d5' • ° Wiling-1 a tdetal 2-Inch x 2-Inch(50mm x 50mm)angle,attached ° ° 2 `o ee0inp^y to concrete or steel with approved fasteners, u; '• ' 'Is d. Tie wire spilt:minimum'3,16-Inch(5mm)diameter x 2 A ° Inches(50 mm)long,drilled and hammered for con- ®°o `• TIGHT LOOP THROUGH V _- ,,. crete. '�'° \ HANGER HOLE & 1"DBL. FACED GLAZING Pad 0e e. Tie wire wedge anchor 1A inch x la/4inches(6mm x THREE N ° ° E TIGHT TURNS G TAPE 44mm),for concrete. ®;°' WITHIN 3" L ° o , (TOP TO BOTTOM) EXISTING VERTICAL f. BeamRlange clamps for steel structure members. MULLION AT Splay wire to be wrapped around itself three full turns;within e STOREFRONT 3-irrch(75mm)length. CROSS TEE MAIN CEILIN N o B9 t Na PER ASTM 0635-6 BEAM PER ASTM C635-6 srRucTURs 2.Attachment options at partition ° One Vd l at max,0 het WALL AT WINDOW MULLION (2,5t0mm)o.e.Aaeema• raaR.to- a Attach partition track to suspended ceiling main runner 2 CEILING INSTALLATION REQUIREMENTS eldesorplarrnraeaeen (a,000mml with two No. S-screws(Detail A only.) Scale: 1 1/2"=1'-0" In®Ii A. App..45° ® ' b. Vq-inch(6mmJ closed-eye bolt through partition track. ® •SUSPENDED CEILINGS SHALL BE BRACED AGAINST LITERAL MOVEMENT DUE TO EARTHQUAKE PER ASTM C636.IN THE ABSENCE OF AN C. 2-inch x 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 b 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 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 s s ixp®nded J 3irroh(75mm)length MAIN RUNNER AT THE ATTACHMENT OF THE WIRES VERTICALLY AND BE ATTACHED TO THE STRUCTURE ABOVE AS REQUIRED BY BUILDING ° OFFICIAL SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A POINT NOT TO EXCEED 6 FEEr FROM WALLS.VERTICk AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFACTURERS 8.Bracing REQUIREMENTS.UGHTING AXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO PedlSon a. Plenum height to 5 feet(1,500mm).Use 34-inch BUILDING STRUCTURE BY AT LEAST 2 NO.12 GAGE WIRES. LIGHT FIXTURES WHICH WEIGH 56 POUNDS OR MORE SHALL BE SUSPENDED �} (1 9mm)16 ga.(.0566 in.)cold rolled channel or 718-inch FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID,AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE (22mm)25 ga.(.0188-inch)furring channel or 1518 in. SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEIUNG SUSPENSION SYSTEM. (41mm)25 ga.(.0188-inch)steel stud. •MINIMUM 1"WIDE WALL MOLDING. 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 back3W.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 Be OF CEIUNG EDGE. c. Attach to partition with two No.8 S-screws, •PROVIDE MANUFACTURERS HEAVY DUTY GRID SYSTEM. •CEILING AREAS OVER 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. •CEILING AREAS OVER 2.500 SF MUST HAVE MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. PAGE r Or 2 •CEILINGS WITHOUT RIGID BRACING MUST HAVE 2"OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. •CHANGES IN CEILING PLANE MUST RAVE POSITIVE BRACING. •CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. ' 4 N"vv,�� •SUSPENDED COILING WILL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL. "o i N� OFEGON •IF COILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE,CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS Nwwau,aau.INO auRcnu 2a�`F'tlalce 43 an+ail org. e sr.asa �eatn wn 9s'�o2 °ei se 295 c 206-s24-4243 DESCRIBED IN I.B.C.SECTION 104.11 TO LOCAL BUILDING OFFICIAL re1 emell infa�nwctior9 oragonQr�wch, ®"°"`"w`°rw°"""°""NNVSOR � SEISMIC BRACE AT SUSPENDED CEILING 0° 8 TOP OF WALL BRACING ' scale: N.T.S. c Scale: N.T.S. (n m PROVIDE ARMSTRONG BERC 2 CLIP c O ` 4 E d -� WALL EDGE MOLDING `it o G Q. rn � 07 Q c PROVIDE ARMSTRONG © C {... BERC 2 CUP STABILIZER BAR SYSTEM TO KEEP in • O_Q PERIMETER COMPONENTS FROM H Q SPREADING APART 0 UNATTACHED WALLS ONLY y V O O ° ' CC 4 o Lee G �y a � QQ p - CROSS TEE PER ASTM C635-6 Q m W i0 N Q N m Q � n SUSPENDED CEILING BRACE AT PERIMETER ° Scale: N.T.S. N N �t7 N N YJ m Qto IF HANGER WIRE IS OUT #12 PERIMETER HANGER WIRE N F 3 ANCHORED TO STRUCTURE J OF PLUMB GREATER THAN 1;6 ABOVE 0 EACH MAIN BEAM 4-WAY SEISMIC EXPANSION JOINT rot w COUNTER SPLAY PER ASTM C636-- I OR CROSS TEE CUP(HATCHED) Q V k ° STABILIZER BAR SYSTEM TO ~ ¢ I' KEEP PERIMETER W W W COMPONENTS FROM ONE SIDE OF SUCE CAP CRIMPED TO 0 I SPREADING APART 0 ALLOW MOVEMENT ONLY ON OPPOSITE J II'. UNATTACHED WALLS ONLY END J �- IN I rn MAX. 8" d TIGHT LOOP THROUGH HANGER Z W W HOLE k THREE TIGHT TURNS FASTENER IN SLOTTED ] - t_ WALL WHICH PENETRATES WITHIN 3"(TOP TO BOTTOM) FASTENER POCKET TO ALLOW CEILING GRID PER ASTM C636 MOVEMENT MAIN BEAM OR CROSS TEE MAIN TEE W W w WALL EDGE MOLDING o CEILING GRID Z IN. 3/4" ® Y UN-ATTACHED WALLS CROSS TEE TEE-FACE SLEEVE 0 Z K IN. 1 1"GAP IN�EEN FIELD U TEE J Q m Z sheet J 9 EDGE TRACK AT SUSP. CEILING SEISMIC SEPARATION JOINT 0 TA4 Scale: 3'=1'-0° 20 Scale: 3'=1'-0" GENERAL NOTE REMODEL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST .I EDITION. 18 1.DESCRIPTION Building Name&Site Location-Arlington Airport Building B-Process Solutions T.I.-Arlington,WA (N)GYP SHEAR WALL PER 2.DESIGN CODE AND STANDARDS 9/S1.1(WEST WALL ONLY.) 3 Applicable Code(Edition/Name)-2018 International Building Cade(IBC) S1.2 Other documents referenced by these notes shall be the specific edition referenced by the (N)600SI62.33 Q 24"oc -- building erode specified above,or if not specified,shall be the latest edition, h 1/2"PLYWOOD OVER JOIST. <i T-11 I/2"TYP.> TYP•N&W SIDES r 3.DESIGN LOADS 9 a.Ceiling Live Load 200 lb.point load ALL NEW ED)STRUCTURES. LE GER P.T. b.Seismic Risk Category II (UNBLOCKED).FASTENS 2 LEDGER S.=1.059,S,-0.378,Is=1.0,Site Class"D"and SUPPORT w/#10 SCREWS(� g1,p Sos=0,76,SD, EDGES AND 12"FIELD.=0.485, SUPPORTED PANEL (N)800 162.43 4 Seismic Design Category="D" EDGE 2"oc 31 2 Basic Seismic Force Resisting System(a)=Light-Frame Walls w/Gyp Panels. C N C,=.38,R=2.Equivalent lateral force procedure was used. w c.Load Combinations All Code required load combinations are to be used In the building 6 y design. $14 o a q 08 DF#2 P.T. OSHA STANDARDS _ LEDGER 5 THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL 201 H IBC COLD—FORMED (STEEL LIGHT GAGE CONSTRUCTION) -,- S52 0' �CONTRACTOR'S MEANS AND METHODS,THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND 'F METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. REFRENCED TYPE CONTINUOUS PERIODIC STANDARD I 7+d m CONCRETE ANCHORS(BOLTS THREADED RODS AND REBAR DOWELS) 1.MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: eI�js , oa DRILLED IN EXPANSION ANCHORS: DEWALT"POWER-STUD-"S02 PER ESR-2502 a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS X APPLICABLE ASTM (E)LIGHT GAGE SCREW ANCHORS: SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. MATERIAL STANDARDS STEEL OFFICE —� DEWALT'SCREW-BOLT+•PER ESR-3889 FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. b.MANUFACTURER'S CERTIFIED TEST REPORTS. ----- X d' a: igR PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT.SUBSTITUTIONS LLU d < ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED.SUBSTITUTIONS MUST BE 2.INSPECTION OF WELDING: Z U 3 SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION.PROVIDE STAINLESS STEEL OR 8 GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY a.COLD-FORMED STEEL DECK: Z C 4 INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. 1.)FLOOR AND ROOF DECK WELDS. ----- X AWS D1.3 to W 3 J LIGHT GAGE STEEL FRAMING STUDS AND TRACKS CONFORM WITH ASTM C 955.MATERIAL CONFORM WITH ASTM A 653,GRADE b.SCREW SIZE&SPACING,BOLTING ANCHORING AND OTHER _ 33 FOR 18 GAGE AND LIGHTER,GRADE 50 FOR 16 GAGE AND HEAVIER.GALVANIZED PER GOO. FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING - SIZES AS NOTED ON DRAWINGS. SYSTEMS INCLUDING STRUTS) A DH OLD DO LS,BRACES, X IBC 1705.12.3 O in a E8 COLLECTORS(DRAG STRUTS)AND HOLD DOWNS. WOOD STRUCTURAL PANELS 3 € CONFORM WITH U.S.DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARDS,Psi-09, d«E STRUCTURAL PLYWOOD OR PS 2-18, PERFORMANCE STANDARD FOR WOOD BASED STRUCTURAL-USE PANELS. CEILING JOIST SHEATHING: 15/32"SHEATHING,SPAN RATING 24/16. $c p C b.. PLYWOOD GRADE C-D.EXPOSURE 1;SEE PLANS FOR SCREW SPACING. -- - -—-—-—-—- - SPECIAL INSPECTIONS -� W °r"a 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 -"f�'-- ----- m ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT.SEE SPECIAL INSPECTION TABLES. a SHOP DRAWINGS ,A SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP N DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED&STAMPED FOR m COMPLIANCE AND PRIOR TO FABRICATION FOR: LIGHT GAGE STEEL, WHEN SHOP DRAWING - r SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND {^u' _ CLOUDED.CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE �� PARTIAL CEILING FRAMING PLAN LJ� E }a CO a EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS.THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK v TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION."SHOP NOTES: 1/8 1'-0" N 1.) VERIFY ALL DIMENSIONS AND FRAMING ELEVATION WITH ARCHITECTURAL DRAWINGS. O DRAWINGS ARE AN ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER A 2.)TOP OF WALL(BOTTOM OF JOIST FRAMING DENOTED AS,<X'-X" 0>. Q C . fq THE SHOP DRAWINGS...". 3.)JOIST TO BEAR DIRECTLY OVER THE WALL STUDS,TYPICAL. E EE SPECIAL CONDITIONS y CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE CD C r7i SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. N Q ry K KIP(1000 POUNDS) -p - ABBREVIATIONS L.W. LONG WAY O Q o 0 ry M.B.S. METAL BLDG SUPPLIER S BAL.ARC BALANCE T d L ` -G -� N.F. NEAR FACE G B.OR BOT. BOTTOM N.T.S. NOT TO SCALE O _ 8 BTWN. BETWEEN 0,; ON CENTER 0 BLDG. BUILDINGO.F. Q Q O OUTSIDE FACE BRG. BEARING O.S. OUTSIDE Q C.I.P. CAST IN PLACE O.T.O. OUT TO OUT C.J. CONSTRUCTION JOINT PL PLATE CL CENTERLINE REINF. REINFORCING �1 OUR, CLEAR REM. REMAINDER U3 Q N COL. COLUMN R.O. ROUGH OPENING N SIM. SIMILAR CONIC. CONCRETE SECT. SECTIONS z LW N C.S.J. CLOSURE STRIP JOINT S . STEEL O r — rn EA. EACH E. EACH END SW SHEARWALL m E.F. EACH FACE SYMM. SYMMETRICAL T. TOP d E.J. EXPANSION JOINT T. N .B. TOP OF BEAM LJJU r, Q m0 EL.OR ELEV. ELEVATION E N.W.OR NW ENGINEERS NORTHWEST T..F. TOP OF FOOTING U) U EQ. EQUAL T.S. TOP OF STEEL �O�ff11 E.S. EACH SIDE TOP OF SLAB 0 uJ (n N E.W. EACH WAY T..W. TOP OF WALL rrf�1I F.O.C. FACE OF CONCRETE TYP• TYPICAL AT ALL SIMILAR PLACES Q uJ m F.O.S. FACE OF STUD U.N.O. UNLESS NOTED OTHERWISE 3 VERT. VERTICAL Z F.O.W. FACE OF WALL FTG. FOOTING VFY VERIFY g F 3 a GA. GAGE W.A.B.O. WASHINGTON ASSOC.OF BUILDING ' GALV. HOT DIP GALVANIZED OFFICIALS F G..B. GYPSUM WALL BOARD whWITH r�VI/ o WITH OUT 0 Ix () w H.OR HORIZ. HORIZONTAL W.H.S. WELD HEAD STUD Z W III In I.B.C. INTERNATIONAL BUILDING CODE I.C.C. INTERNATIONAL CODE COUNCIL AT J IT INSIDE FACE Uj 0J F N N AREA OF WORK Q L H JC in x W o W Z a F— o Z J Q m J sheet KEY PLAN Q W S1 . 1 N.T.S. 7 0 --SIMPSON DTT1Z TENSION TIE @ 6'-0"&2'-oc MAX.FROM EA.WALL PROVIDE BLOCKING 3 BAYS @ —8-- TENSION TIE LOCATIONS.MATCH - END.USE WITH 3/8"DIAM. JOIST SIZE.FASTEN w/2x2x4"x DEWALT SD2 ANCHORS.EMBEDDED 4 1/2" 16"GA.w/3-#10 SCREWS EA.LEG. 16 GAGE RIM JOIST.@ RIM 4x8 DF#2 PRESSURE JOIST SPLICES USE TREATED w/3/4"DIAM LIGHT GAGE SCREW SCHEDULE 3"x8"x16GA.PLATE w/6-#10 L2x2x5'k1 EWSEwI SUPPORTS PORTS PER PLAN TO w SCREWS EA,END DO NOT 3-#10 SCREWS EA.LEG. DEWALT SD2 ANCHORS @ SUPPORTS PER PLAN " SPLICE RIM JOIST OVER (L2x2x5"xl6"GAGE @ 6" 60OS162-43 JOIST COO EMBED 4 INTO MIN. JOISTS PER PLAN BLOCKING 1ST BAY. COUNTERSINK INTO LEDGER HEADERS. DEEP JOISTS SIZE TO MATCH JOISTS. - CONN.PER 4/51.2 SCREWS (E)CONCRETE WALL w #10-16x1"HWH#3 OR PPH#3 #10 EA.STUD (E)DEMISING (MTL.TO MTL.) 18 GAGE RIM WALL PER PLAN EA,FLANGE JOIST T.O.W.PER PLAN � SCREWS #6 TYPE S DRYWALL SCREWS. JOIST FRAMING PER PLAN �------- - � - FOR GYP,SHEAR WALLS USE G.W.B.TO MTL.) FASTENERS PER 9/S2.1. STUD PER PLAN w/ 60OS182-03 JOIST JOISTS PER PLAN 800T200.88 CONT.LEDGER. #8 SCREW INTO T&B 18"GAGE TOP 16 GAGE TRACK CONT. TRACK PLACE. FASTER TO 4x w/#10.16x1 TRACK FLANGE IF(E)GYP FINISH EXISTS,LOCALLY FASTEN TO WALL w/3 SCREWS JOISTS DIRECTLY 1/2"TEKS SCREWS @ 8"oc REMOVE GYP TO FASTEN LEDGER #10 SCREWS EA.WALL #10-18xl 1/2"PWH#3 (PLYWOOD TO MTL.) OVER STUDS. BALANCE PER STAGGERED, TO THE(E)STUDS DIRECTLY, STUD. 2/S2.1 J ¢ v 2-#10 @ 24"oc S 1.) USE THESE SCREWS FOR COLD FORMED STEEL N g a S CONSTRUCTION UNLESS NOTED OTHERWISE. 2.) ALL COLD FORMED STEEL MEMBERS SHALL MEET SECTION PROPERTIES AS PUBLISHED BY SFIA. SECTION SECTION SECTION SECTION SECTION , 3 4 3/4„ ot � � o CLIP FLANGES OFF&LAP TOP TRACKS TYP.4 SCREWS MIN. s U) o (2)SCREWS @ F IWyI a 16"0 c TOP& f� V Z 3 BOT.@ HEADER I 41 Z C n TRACK BLOCKING TO MATCH to W 7 , tl STUDS,PLACE @ 10'-0"oc yeeyy e v3 S1 2 ,,, / II,I• MAX.ALONG WALL&@ EACH BEARING HEADER END OF WALL BEND UP 4" PER SCHEDULE i 1/2"xl6GA. EA.END.4 SCREWS TO ®' / i LAP HEADER STRAP EA.BLOCK 0 3 E sj!, ���� OVER JAMB s STUDS w/4 GYP WHERE SHOWN PER ARCH. y 8+ . "o III SCREWS TO WHERE GYP IS NOT PRESENT, C EA.STUD EA. ADD BRIDGING TO THE EXPOSED i ,,0'00 SIDE PER THIS DETAIL. SIDE Is TOTAL) 4 C Q. LU `a ROUGH III i 8"<w1I� H^ti BOT.TRACK OPNG, Ii SPNICE i1 20GA.CLOSURE �Ip SERE III REQUIRED #10 SCREWS @ 16"oc 4 TRACK AS cm SINGLE WINDOW EACH FLANGE _0 SILL TRACK 16GA. T.O.W.PER PLAN m NOTE.SEAT STUD WEB 2-BOOS162.43 BOXED TIGHT TO TRACK WEB @ TOP O w/18 GAGE TRACKS BOT.OF WALL CONN. &BOT.OF STUDS Y 2 SCREWS @ 48"oc cz STUD TO STUD PER 3/S1.0 f- #8-18 SELF-TAPPING EYE �L RIGID STEEL HEAVY WALL EMT CONDUIT _ SCREW.PENETRATE STRUT @ 12'-0"oc EA.WAY.START 8'-0"MAX. pO LOAD BEARING HEADER THRU STL.MEMBER FROM EDGE OF CEILING AROUND PERIMETER C2 O li N TYPICAL WALL,BLOCKING&STRAP DETAIL H Q¢ 6 TYPICAL TWALL GHEADER DETAIL 7 SECTION ED ON THE PLAN AS HDR."ARE BEARING HEADERS 3/4" l'-O" 3/4"=1'-0" STUDSARE SHEATS REQUIRED ONE D ONLY I 34 - 0 STEEL FLOOR OR ROOF MEMBERS &' (MAY BE SJI JOISTS) O O Q O O RUNNING PARALLEL TO THE JOISTS ARE NON-BEARING(U.N.O.) to .p #12 VERT.WIRE HANGER INSIDE CONDUIT O L C �00 UNDERSIDE OF STRUT.PROVIDE ADDITIONAL END& Q- c C C H STEEL FLOOR OR INTERMEDIATE VERT.SUPPORT WIRE. O` - ROOF FRAMING CL Q Q r WHERE"L"IS GREATER THAN 8'-6"AND I LESS THAN 17'-0"ADD(4)#12 GA.SPLAY I WIRES,ONE EA.,IN PLANE OF EA. RUNNER.LOCATE ADDED SPLAY WIRES 01 OF CONDUIT STRUT. ry I MAX. ATOMI OGA.EMT STEEL CONDUIT WHERE w Q TYP "L'IS GREATER THAN5'-6".3/4"022GA. N O ` EMT STEEL CONDUIT STRUT UP TO 12' - N g� OF V-6".SLIP OVER#12 GAGE IN PLACE ,( N $ EXTEND TO ADJACENT WALL UNLESS VERT.WIRE CUT TO FIT&SHIM TIGHT Q m 8 G.W.B.LENGTH THIS CALLED OUT ON PLAN TO FLOOR OR ROOF STRUCTURE&MAIN Q 45°MAX. TOP TRACK RIM JOIST OR TRACK @ RUNNER, U N CEILING JOIST LEVEL 45`MAX, MAIN RUNNER 0 `b 45°M CROSS RUNNER(USE N SL ry ry ry' ry. ry ry H R ry ry tl ry LOCKING PIN TOfl N N R H H I, N H H H H H H H H 1 FASTEN CROSS UJ 03 St RUNNER TO MAIN H H H H H H N N H H N - .f O 11.1 MIN.G.W.B.BOTH N -N N N N N N N N N 1, (4)TO MAIN RUNNER - (4)#12 GA.SPLAY WIRES,ONE EA.,IN \l F 3 N.. N II. 4 N N N .N N N N ,,yy SIDES OF WALL Kl W TIGHT FIT.SHIM AS REQUIRED i PLANE OF EA.RUNNER-VERTICAL UNBLOCKED USE 48 II SPLICE ANGLE APPROX.45°ALL WIRES k qT DRYWALL SCREWS @ 7"oc ry p p N p N ry. ry p ry Iy `R61 SECURED TO MAIN RUNNER WITHIN 2" LL Q @ FIELD AND SUPPORTS. ry ry ry ry ry ry ry ry tl H OF INTERSECTION.AT EA.END OF W Ul H N N H H H H H H N DOUBLE STUD TYP.EACH Ill W N N H H N H N N H H SPLAY WIRE OR VERT,WIRE ATTACH BY Z TAPPING SCREW END OF WALL(U.N.OJ 8#B18 ELFLOOPING WIRE THRU HOLE IN RUNNER.N N N N N N N N N N \ N. N .N N N N N N H 000NDUITSTRUT OR THRU EYE SCREW 8 O J 0S CONDUITr1 '� TWISTING WIRE TIGHT AROUND ITSELF N H 1 1 N N H N. It H H 3/8"WIDE x 20GA. AT LEAST THREE COMPLETE TURNS IN 1 F_ W N flH .1H N H H`. H H H H p H H N <N N N H:: N. N H H STRAP- '.�V2"TYP. U - F § N N N N.. N - N N N N N N STUD WALL 2'MAX.CL STRUT TO CL SPLAY W 0'•0" ry N N N II ry If CONN.TYP. N ° MAIN RUNNER NOTE'SEE ARCH.FOR CEILING 2 to ' '--'+�--•----- ` NOTE.DTL SAME AT TOP VERTICAL SUPPORT, Z W p DRIVE PINS @ 24"oo BUT MAY BE BENT 90° r, U In @ SHEARWALLS TYP. u 8 W Z � J o TYPICAL G.W.B. SHEAR WALL ELEVATION Q TYPICAL SUSPENDED CEILING w _ Q `° 9 ELEVATION "LATERAL" SUPPORT DETAIL ONLY sheet NOTES'. 1/4 -1-O" EMT.IS TO BE ASTM A-519 3/4"=1'-0" 2.) G W B.MUST RUN FULL HEIGHT TO CEILIG) G.W.B.MUST COMPLY WITH STM C1396/1396MIST WHERE NOTED AS SHEAR WALL. S1 .2 7 3.) G.W.B.MUST RUN PERPENDICULAR TO FRAMING. _ J 4.1 DRY WALL SCREWS MUST MEET ASTM C954. J CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17216 51STAVE NE STE 100 Permit#: 5822 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052100400100 DATE OF ISSUANCE. Scope of Work: Construct 128 sf private office Valuation:23000.00 OWNER APPLICANT CONTRACTOR SMARTCAP ARLINGTON AIRPORT Smartcap Arlington Airport Industrial Pivotal Construction INDUSTRIAL PA Park 8201 164TH AVE NE STE 110 8201 164th Ave NE,Suite 110 8201 164th Ave NE, Suite 110 REDMOND,WA 98052 Redmond,WA 98052 Redmond,WA 98052 2062328569 206-290-4478 LIC:604 474 582 EXP:07/31/2023 LIC:SMARTCL81ONR EXP:08/19/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2018 STORIES: 1 CONST.TYPE: 11113 DWELLING UNITS: OCC GROUP: B;Business BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC I I OARC 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. 03/08/2024 ✓ Applicant Signature Date Building Official Date CONDITIONS Adhere to the approved plans.Approved job copy shall be onsite for inspections.Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 03/08/2024 Building Plan Review $353.72 03/08/2024 Processing/Technology $25.00 03/08/2024 Building Permit $544.18 03/08/2024 State Surcharge-Commercial $25.00 Total Due: $947.90 Total Payment: $947.90 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 IPass/Fail CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360403-3417-Permit Center:360-403-3551 BUILDING PERMIT 17216 51STAVE:tE STE t00 Permit#:5822 PERMIT EXPIRES 180 DAYS AFTER Parcel#:31052100400100 DATE OF ISSUANCE. Scope of Work:Construct 128 sf private office Valuation:23000.00 OWTIER APPLICANT CONTRACTOR SNLAIRTCAP ARLINGTON AIRPORT Smartcap Arlington Airport Industrial Pivotal Construction INDUSTRIAL PA Park 8201 164TH AVE NE STE 110 8201 164th Ave NE,Suite 110 8201 164th Ave NE,Suite 110 REDMOND,WA 98052 Redmond,WA 98052 Redmond,WA 99052 2062328569 206-290-4478 LIC:604 474 582 EXP:07/31/2023 LIC:S.MARTCL8 I ONR EXP:0 8/1 912 02 5 MECHA-NICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION _ PERMIT TYPE: COMMERCIALALTERATION CODE YEAR: 2018 STORIES: 1 CONST.TYPE: 11113 DWELLING UNITS: OCC GROUP: B;Business BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of he 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 laNv,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 FUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN 1v1ADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/IRC110. SALES TAX NOTICE;Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 110/ !/-Ep� 03/08i2024 ✓ Applicant Signature Date Building Official Date CONDITIONS Adhere to the approved plans.Approved job copy shall be onsite for inspections.Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PPOPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 03/08/2024 Building Plan Review $353.72 03/08/2024 Processing[Technology $25.00 03/08/2024 Building Permit $544.18 03/08/2024 Sate Surcharge-Commercial $25.00 Total Due: $9471.90 Total Payment: S947.90 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections Wben calling for an Inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail Permit#: 5822 Permit Date: 02/14/24 Permit Type: COMMERCIAL ALTERATION Project Name: Process Solutions Applicant Name: Smartcap Arlington Airport Industrial Park Applicant Address: 8201 164th Ave NE, Suite 110 Applicant, City, State, Zip: Redmond,WA 98052 Contact: Kellanne Henry Phone: 2062328569 Email: kellanne@thesmartcapgroup.com Scope of Work: Construct 128 sf private office Valuation: 23000.00 Square Feet: 128 Number of Stories: 1 Construction Type: 11113 Occupancy Group: B; Business ID Code: CIC Permit Issued: 03/20/2024 Permit Expires: 09/16/2024 Form Permit Type: COMMERCIAL ALTERATION Status: COMPLETE Assigned To: Kristin Foster 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# Pivotal Construction Mark 206-290-4478 8201 164th Ave CONSTRUCTION COA 604 474 582 NE,Suite I10 CONTRACTOR Pivotal Construction Mark 206-290-4478 8201 164th Ave CONSTRUCTION L&I SMARTCL8I ONR NE,Suite I10 CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 05/10/2024 C20.BUILDING 05/10/2024 05/10/2024 BUILDING Approved FINAL 04/23/2024 C0T WALLBOARD 04/24/2024 04/24/2024 BUILDING Approved 04/19/2024 C 11.INSULATION 04/22/2024 BUILDING Not Completed 04/18/2024 C09.FRAMING 04/19/2024 04/19/2024 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status 02/21/2024 COMMERCIAL BUILDING Approved ALTERATION Fees Fee Description Notes Amount Building Plan Review Table 4-2 $353.72 Processing/Technology $25.00 Building Permit Table 4-1 $544.18 State Surcharge-Commercial Commercial Only $25.00 Total $947.90 Attached Letters Date Letter Description 03/08/2024 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 02/16/2024 XBP Con£ $353.72 165790475 03/05/2024 XBP Con£ $594.18 167226241 Outstanding Balance $0.00 Notes Date Note Created By: 03/20/2024 Emailed the permit for signature Kristin Foster Uploaded Files Date File Name 03/20/2024 19021568-20240304 BLD5822 ApprovedPlans.pdf 03/20/2024 19021565-20240320 BLD5822 IssuedPermit.pdf 02/14/2024 18550304-20240212 BLD5822 StructuralCalcs.pdf 02/14/2024 18550305-20240212 BLD5822 Application.pdf