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Home My WebLink About17925 59th Ave Ne_BLD6217_2025 COMMERCIAL MECHANICAL APPLICATION Community & Economic DeveloPment city of Arlington . 18204 59th Ave NE . Arlington,wA98223. Phone (360J 403-3551 This application is for new, addition, altered or replaced mechanical installation and new or altered gas piping and mustbe accompanied byELECTRONIC CONSTRUCTIOT{ DRAWINGS and CUT SHEETS and/or information outlined in the MECHANICAL SUBMITTAL REQUIREMENTS,if applicable' Type D Gas Piping of Permit: I tt"* Installation I Raaitiott I Alteration I Replaced Type I and Type II Hood Systems required submittal of the Commercial Mechanical Addenda /t Property Address t7e J- Project Valuation: Lot #: Parcel ID No. Preferred Contact: 0 Owner {Contractor Project DescriPtion: S0rq /r Owner Name: /1. A) Office No.: - f7l' t/ Email Address Cell No.; Address / lrl+'4) State: t<) 9ry Contractor Name: u I Office No.: trJrA.tv Cell No.: 2@7 L{ Email Address: Mailing Address: 7nr ot/E 57'd City: /r//,nt/ State: lt A zip: L&l Date: | -2r:'2 Contractor License Number: New gas piping requires a pressure test hooking to any appliance Sediment traps (drips) are required on all gas lines 415 Gas lines are required to be supported/secured per IFGS, Section Proper Combustion air and venting required for all appliances A shut-off valve is required within 6 feet of each appliance NotApplicable Gas Piping Specification and complete Schematic PAGE 3 D CSST I Brass D other Proposed Piping Material: D O Black Steel Galvanized Steel Proposed Piping Size: J1/r" As/e" As/+" Ar" J7L/z' fjz" Inlet Pressure: Pressure Drop: Specific Gravity: construction on, and the occupancy and the use of I hereby n is correct and the the above be in accordance with the laws, rules and regulation of the State of Washington' fiv - J a"2* Signature Print Name Date Page 1 of3 REV03.2022 COMMERCIAL TENANT IMPROVEMENT PERMIT APPTICATION Community and Economic Development of .18204 59th Ave NE . WA98223. Phone 403-3 551 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 BUITDING OR STRUCTURE REQUIRES A SEPARATE SUBMTTTAT' SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING; INCOMPIETC APPIilCAI\ONS WilII NOtbC ACCCPICd' 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://waenerglzcodes.com/ Special Inspection and Testing Agreement Deferred Submittal Request Airport property Lease [if building is located within the Arlington Airport Property Boundary) L plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. z. The City of Arlington does not review or inspect electrical systems. Contact Labor and Industries at lni.wa'gov or 360-416-3000. A. DEFERREDSUBMITTATS 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 inc]uded in the plan set) 2. Plumbing Plans (if not included in the plan setJ 3. Fire Sprinkler 4. Fire Alarm 5. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT type of work. A Special Inspection Firm is required to perform special inspections for the following *The Special Inspection and Testing Agreement MUST be submitted with the Building Application' Reinforced Concrete ! Structural Steel and Welding Bolting in Concrete n High-Strength Bolting Pre-stressed Concrete tr Spray-Applied Fireproofing Shotcrete n Smoke-Control SYstems n Structural Masonry tr Other - Specify: f, I acknowledge that all items designated as submittal requirements must accompany my Tenant Improvemeit Permit Application to be considered a complete submittal' SPECIAL INSPECTION AND TESTING AGREEMENT Community and Economic Development City of Arlington .18204 59th Ave NE . Arlington, WA 98223 ' Phone [360) 403-3551 In accordance with International Building code chapter 17, where application is made for construction as described in this section, the owner or the License Design Professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction' s gtl Property Address al/L Sq c "*/^) Subdivision Lot #: Parcel ID No.: t y'a Project DescriPtion: Primary Contact: n Owner n Architect ! Engineer W(ontractor Office No.: Owner Name: Cell No.: Email Address: State: Address Office No.: Architect Name: Cell No.: Email Address: Mailing City: State: zip Address Date: Professional License Number: Engineer Name: .L Office No.: F&e -ttq' ol Email Address: A 6loh 1; Cdttt Hfl{o.: Mailing Address: t2 City: (a Stare: UI Zip: Professional License Number: f I /0 Date: 0-2b Office No.: 2tf,-ofh Contractor Name: Email Address: ,l) . Catt Cell No.: 5vs f-23b I Mailing Address: ,uE "1 City: 0orll+",4 State: 2K zip, Date L&I Contractor License Number: Before a permit can be issued: The owner, Architect or Engineer bf record acting as the owner's agen! shall complete ihi, including the required acknowledgements, and attach structural tests and inspections "gr.u.ent, may be required to review the special inspection schedules. A pre-construction conference wittr the parties involved requirements and Procedures. Pagelof 4-REV03.2022 SPECIAL INSPECTION.AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2O1B IBC' THE FOTLOWING CONDITIONS ARE ALSO APPLICABLE. t. Duties and Responsibilities of Special Inspector a. Observe Work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) provisions of the IBC The Architect/ design drawinjs and specifications and applicable workmanship Engineer-revieiared shop drawings and/ or project drawings may be used only as an aid to inspection. b. Report Non-Conforming ltems: The Special Inspector shall bring non-conforming items to the atlention of the Contractor and note all such items in the daiiy report. If any iiem is not resolved in a timely manner or is about to be incorporated in the worh the Speciil Inspector sirall immediately noti$r the City of Arlington by telephone or in person, and notiff the project Architect or Engineer. c. Furnish Daily RePorts: each day's inspections to remain at Each Special Inspector shall complete and sign an inspection report for the job sitewith the contractor for review by the city of Arlington. d. Furnish WeekIY RePorts: The Special tnspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington, project Architeci/ Engineer, and others as designated. These reports must include the following: i. Description of daily inspections and test made, with applicable locations. ii. Listing of all non-conforming items. iii. Report on how non-conforming items were resolved or unresolved, as applicable. iv. Itemize all changes authorized 6y the Architect/ Engineer of Record and City of Arlington if not included in non-conformance items. e. FurnishFinalRePort: to the City of Arlington stating The Special Inspeitor or inspection agency shall submit a final signed report that all items requiring special inspeciion and testing were fulfilled and reported, and to the best of his/ her approved change orders and knowledge, in conformance with the approved design drawings, specifications, the applicable workmanship provisions of the lBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage [i.e., missed inspections, periodic inspections when inspection was required, etc.) shall be specifically itemized in this report' 2. Contractor Responsibilities a. Notify the Special InsPector: regarding individual inspection The Contractor is responsible for notifying the Special Inspector or agency items on the summary schedule and is not"d on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site' c. Retain Special Inspection Records: job site all Special Inspection records submitted by the The Contractor is also responsible for retaining at the upon request. Special Inspector and providing these records for review by City ofArlington, 3. CityofArlington a. ApproveSpeciallnsPector: fire City of Arlington ihall approne all Special Inspectors prior to performing any inspection. b. Monitor Special InsPection: Work requlring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. H"is/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that ofthe Special Inspector. Page?of 4- R8V03.2O22 4. OwnerResponsibilities a. Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5. Architect or Engineer of Record Responsibilities a. Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b. SchedulelnsPections: provide ru-*"ry schedule of required inspections which would outline frequency of inspections for items which may " require multiple inspeclions which may include but are not limited to concrete and grout testing compaction, testing of backfill ind or road beds as recommended by the geo-tech engineer, and structural welding as work Progresses' 6, Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. N STRUCTURALSTEEL (rBC 77 05.2.r & 77 05.12.t) fl STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL ....." (IBC 1705.2.2) ! (rBC 170s.3) CONCRETE CONSTRUCTION tr MASONRY CONSTRUCTION 0BC 1705.4) tr WOOD CONSTRUCTION OBc 1 705.5, 77 05.rL.\ & 17 05.12.2) ! sotls CONSTRUCTION ............. (lBC 1705'6) tr DRIVEN DEEP FOUNDATIONS [rBC 170s.7) tr CAST.IN-PLACE DEEP FOUNDATIONS (rBc 1705.8) tr HELICAL PILE FOUNDATIONS (IBC 1705.9) E SPRAYED FIRE-RESISTANT MATERIALS 0BC 170s.14) N MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS ".....'"' IIBC 1705.15) tr EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (lBC 1705.16) N FIRE.RESISTANT PENETRATIONS AND JOINTS [rBC 170s.17) III or IV per IBC Table 1604.5' OnIy required for high-rise buildings or those assigned fo Rrsk Category ! SMOKE CONTROL (rBC 170s.1B) tr ARCHITECTURAL COMPONENTS ............,.,...."'' 0BC 1705.12.5J only required for buildings located within seismic Design category D, E, or F n PLUMBING, MECHANICAL & ELECTRICAL COMPONENTS .......,..... (lBC L705'12'6) only required for buildings located within seismic Design category c, D, E, or F N SEISMICALLY ISOLATED SYSTEMS ......... 0BC 1705.12.8) Material alternatives or unusual design applications ! SPECIAL CASES [lBC 1705'1'1) drtscutt ANEous AREA to be approved by the Building These inspections may be recommended by the Architect/Engineer and are department. il rk fPilcnek ail c{",'^t Page3of4- REV03.2022 Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Name: Date: Contractor 1l nt-J Date: -Ja"z n Submit written statement ty in accordance with IBC Section 1-704'4 ector Name: Date: E submit wABO certification for special inspection agency and inspectors, (or) n Submit Special Inspection agency documentation for Building Official approval' provided for each discipline. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications Inspector scoPe of work' k ST hdcrc l-( o/) .J Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: ofRecord Date: Structural Observer Date: E Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3 E Structural Observations required in accordance with IBC Section 7704'5. SAVE PRINT Page4of 4- REVO32022 COMMERCIAL TENANT IMPROVEMENT INSTALI.ITTION, MODIFICATION OR REMOVAT MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECK ALL THAT APPLV ! Automatic fire extinguishing systems n Compressed gas systems - Fire pumps n Flammable and combustible liquids (tanks, piping etc'J fl Standpipe systems n Hazardous materials tr Private fire hydrants E,lndustrial ovens/furnace ! p[spraying or dipping operations Fire alarm and detection systems n ff igtt piled/rack storage n Temporary membrane structure, tents (>200 sq.fL) or canopies (>400 sq'ft) !Providedetailsonanyoftheabovecheckeditems: Addition Alteration Type of Permit: New Space aa Property Address: r Project Valuation: a Lot #: Parcel ID No.: Subdivision: h t- Project Scope of Work: of New Tenant Business 0rro !;r,', jat IBC Construction TYPe: IBC Occupancy Building/Space Square Footage: 2) Number of Stories: Square Footage Per Floor: 1st 2nd 3rd 4th 5th 6th Primary Contact: n owner n Architect n Engineer Contractor Owner Name: Office No.: t Email Address: Cell No.: Address: I State: Architect Name: Office No.: Email Address: Cell No.: City: State: zip: Mailing Address: Professional License Number n Date: Engineer Name: Ut I â‚¬a e Office No.: Email Address: Cell No.: MailingAddress: t273t fiorae y 0fJ City: h.sr/o. k) State: l-t) D Zip: Professional License Number: Date: Primary Contractor Office No.: C/ Email Address: 4) Cell No. tC(/l'h Mailing Address: 7t7l /uE 92"4 0r, City: aud statet /f< zip q / L&l Contractor License Number: onDate: 4'Ztt-7 REV03.2022 Page 2 of 7 lrl E!i c t Sheet lndex J f I Al- Code Summary, General notes, Site Plan A2- Egress plans and detail dwg's ? U', x d lli a t t J 'o I <dat tcope of Work Myffiffi r@ .A 3 a' No change of Occupancy, No alterations to building, o roof structure' Replace an existing paint booth with a code compliant ETL Listed NESHAP 3 stage sprey r l.t t booth as required bY PSCAA a Property & Proiect Information r t Property Inforrnation t $ t I t t i t I ,7925 59th AVE NE ! Arlington Wa .t t Contracton Advanced Finishing SYstems , Ron Myers I 503-209-2364 License# ADUANFSO2TOS Code Compliance lnformation Tenant OccuPancY SO Ft 27.OOO BIdg Stories I Construction firpe Prefab Metal BLDG (Sprtnklerc yes) Occupancy F-f 15 s Zone increase in OccuPancY: NO Other Tenants t$ Code Edition: Washington State Building Code 2O21 i$ Basement: NO g* Sprinkled: Yes Separate Pennits: Fire suppression and Electn-cal S T a g \ l!sr q Trash: Existing to remain, No change q qr to 17925 59th AVE NE Suite C CITY OF ARUNGTON ABIINGTON ADVANCED MANUFACTURING P^ABK BINDING STTE PI'AN 120,585 Sa. ACCESS AND UIUr|ES 4AJ7' UTIUTIES EASEMENT LOT 3 10 7,t,383 S0. FT. EASâ‚¬MENT wr2 n1q 20' o 7S.89+ so. Fr' @ toT 20 wT 2t F 65,020 SO. Fr. TNT 22 o o R=AS'EASEIiIENT 66,228 SQ. FT. 5J,e70 Sa- Fr- o ts d s o js o LOT 4 a 6 '106,,+03 SO. Fr. c6 s roc i! !{ l. O. U11UNES EASEMENT 88!3'27' E 304.15' s 8803'27" E o t22 = g? 2d po n) ra Se s 88t3'27' E s.88!3'27" E ?26.5t' ?r4 d? EIIERGENCY rrEHlGr 5 6 -o' oo EASEUB{r (T\P) 6 o o o o Fl 2+931 o E u6-51' s 88!J',2r E 226.51 z IOT ? LOT 6 Tzrr 66,17r Sq. FT. 63,924 sQ. Fr. it UTUIES EASEMENT 60-oo' d IOT AS LOT 21 = LOT 26 oo oa 57,127 S{L FT 55.180 s0. Fr. o @o I sa,ooo so" rr. 0 o E = o B It @ LJ5 I I o \.-20'Acc'ss, u)T 13 _ooi ullullEs & sQ. Fr. s 8E!5'27" 322.73' o EMfrGENCY \rtHlCLE tot t8 ql-l 6 EASSIA{T {TYF) LOt 4{r,786 Sq. FT. 10 69,038 SO. Fr. f,oI 11 20. STORM DRAINAGE I IRACT 998 28,828 FT. n TBACT 997 15,87 SQ. Fr. 76' TEO a,992 SQ- Fr. DRAB{AGE IRACT wI t2 s ffiANAGE fiACT 75.147 50. Fr. 20' UIIUTIES * .N\ IIIT 14 EMEROENCY ,t5,7r4 S0. FI- vEt{ler I n I,OT 17 EASEHENT (r'/P) IOT 9r,032 S0. FT. 16 = 70,959 SQ. Fr, oo 2A' Dp 5 EASI}IENT DETAIL D. S}IEET 6 LOT 19 0 41.93 51.62' t0,908 Sq. FT. 150 DRAINACE IRACT 500 ioo J0o ,r00 Section A-1 5 trt@hl P Eo e $ Yd o 9: c c aoEC t E E g8 g6 5 o ! & t Receiving -iilx' I N @ Rdirl8 Arpa l Paint Roo.n Pa*aging/Shipping 45.5 x tl8.s ft n (22{16.75:q. Ft} 75.5 x 45tt (3473sq.ft) t-{ Chemical Treatmenl F Area iq:_lJ Section A-2 Section A-L: Upstairs mnnm t9 Paperwork Misc. Storage Open Meazanine (Storage) Storage 22.9 x 23.5ft 92"5 x 23.5ft 19.5 x 22.9 ft (538.15sq. Ft) (2173.75sq. ft) (446.5ssq. Ft) s I ;ITIIilIIIIil I Equipment Mezean Section A-2: Upstairs 70.75 x 72.71lt H&r I -) a swnmmrreg \ ,{r.*} - '- ,. r+.ur.r:..-i-". -.jj i t-d i f,-d ra'-d t-d N4 L â‚¬ t-d 6 2 n LTJI vt ! a Use existing hote =O O for" new spr oy booth M. exhoust duct o)c -= 6 s- a-'l c/) [xis t ng Spr"oy Booth o) _= C Sproy Booth _!! Ixisting _g pr"oy Booth [xisting lven l, RepIoce with New S O s- <OJ g t i,i[ $s Ixis t ng Mix Roon gB s a ffi \ l!sr xt5 tng IX 00rft t-d n q{ rl) 9 nq tn =<++= 5(O (,/) -- OE =-5a (./)' < E -trd9O <+ t!5 O O <+ st 5 gI x_ LNt o qI C.O= x_ LA o t (O =X u t' n q O O = ><- tnt ts (O { c./) ><- E LA+ -I a: <D t! O O =>< + # rc 5 O &r O q = ADUANCED F'N'SHING SYSTEMS Eil 1.[hl|ctl t Sln ilEt Spr"oying Roon SCALEr{TS DRAWN BY: Ron Mv$! Hrl n9ta7 tl[r 5 Aero Finishing t t-tr- 0 Gm.G61t0sâ‚¬ Ht,Ul ffi*r !re t-d ): t a f I t I = f (,.) f -U ) a I f! f f 5 C) t O =: +> = sr qI l-r-l x_ tn <+ .t qI C.O lrl >< tn rt) <-{- :5 = C.O "l < X u I rc c O O = lrl ><- t, + f CI (o { C,/) E -I (O t! < (f O ffi ><n > O ? O q = ADUANCED FINISH'NG SYSTEMS lilL[IFott Itqf,.tEtl[r Aero Finishing Spr"oying Room SCALE!.irs DRAWN BY: Ron Mt/eE! Hrd II 971!7 5 MG9sfiâ‚¬ EXT,UA GW{5re t rJ- 0 TABLE OF CONTENTS DESCRIPTION DMWING REV TITLE STRUCTURAL NOTES 01 0 SE-NOTES 02 0 SE-DETAILS STANDARD DETAILS DESIGN DRAWINGS DRY FILTER BOOTH, 12' O' W X 8' O" H X 10' 0" L, GALV. 03 0 DFECG-120810-NsB-slsP-F3 04 0 u161191-A-Ro1 OVEMLL ASSEMBLY EXHAIJST CHAN'IBER, 3-STAGE, 12' W X 8' H 05 0 cA-D(-01 06 0 CA-BAY-o1 BAY ASSEMBLY PRODUCT DOO& 120.0000 x 96'0000 07 0 1058533 DRY FILTER ENCLOSED BOOTH 9 .9 DFECG- 1 2OB 1O- N SB.SD-SP. F3 o TNE DRY FILTER BOOTH , L2',W X B' H X 10' L, GALV. z8Od' Ftc F-c JC SOLD TO 8E 23 ADVANCED FINISHING SYSTEMS r{o< 6E: FOR i=a$, rEtr AERO FINISHING, LCC ig=-g H*BE ;TEg (J ulF =tn Sm rl qHs4 N (,tr< 4 ? 1 -.hEz 101 t- Er'(, eo K str R =d #< ; < vt =LrJ F an a guln =>EEh =crXu-d fis2 _225 EX H E H< N c ORDER/SERIAL NUMBER u161191-A DRAWING SET R01 REVISION 0 lnE GENERAL STRUCTUR,AL NOTES z8 APPLY UNLESS NOTED O'{ DRAWINGS. IN CASE OF O I{C ri' CONFLICT BETWEEN GSN, DETAILS AND PLANS' THE GREATER REQUIREMENTS GOVERN. ROOF ACCESS RESTRICTIONSI OUTDOOR USE: 5E DESIGN INFORMATION: FDN INFORMATIONI JC OR INTENDED TO THE EQUIPMENT IN THESE DOCUMENTS ARE NOT DESIGNED FOR rHE ROOFS OF GFS EQUIPMEI{T ARE NOT DESIGNED BOOTH AND EQUIPMENT HAS BEEN DESI6NED BASED ON THE CAPACITY OF THE FDN/SLAB TO SUPPORT GFS BOOTHS AND BE WALXED UPON OR TO SUPPORT WEIGHT OF ANY KIND. AS ouroobn use. rN THE E\IENT THAT suâ‚¬H APPLrcATroNs AND/oR 8E CUNN:I{T TOMON OF THE INTERNATIONAL BUILDING CODE EQUIPMENT IS NOT THE RESPONSIBILIW OF GFS' ROOFS DO NOT USTS MT CONTEUPLATED (IE ANY PON.TION OF THE EQUIPMENT IS DESIGNED AND MANUFACTURED, THE EQUIPMENT A SAFE WALKING AND/OR EXPOSED TO THE ELEMENT9 NOT IT{CLUDING STACKS), THE ANCHORS INDICATED ARE BASED ON ASSUMPTIONS OF EXIST MEET THE MINIMUM REQUIREMENTS OF piirixrcen or rnE EQUIPMENT rs REsPol{srBLE FoR NorrFYrNG GFs RISK CATEGORY: II CONDITIONS (LISTED BELOW), THESE ASSUMPTIONS ARE MADE IN WORXING SURFACE UNDER OSHA 1910.22. UNDER I{O so rnlr loomonll srnucruml OAN BE PERFORMED 2s SEISiIIC IMPoRTANGE FACToR: IE=1 THE BASE CIRCUUSTANCES SHOULD THE ROOF 8E USED BY ilAINTENANCE IilALYSTS H a< ORDER FOR GFS TO PROVIDE ANCHOR BOLT HOLES IN OF AND THE NECESSARY MODIFICATIONS CAN BE MADE. PLATES AND PANELS. EXIST CONDITIONS SHOULD BE VERIFIED BY THE PERSONNEL OR OTHERS FOR WALKING, STAI{DING, OR STORAGE MAPPED SPECTML RESPONSE ACCELERATION: OWNER AND ANY DEVIATIONS SHOULD TO GFS PRIOR ANY KIND. S" =1.053 BE CONVEYED 683 q =0'376 TO FABRICATION. WHEN THROUGH THE NECESSARY. ROOF ACCESS SHOULD BE SECURED SITE CLASS: D (ASSUMED) USE OF A PROPERLY SUPPORTED PLATFORM THAT SATISFIES THE ? e$, SPECTML RESPONSE COEFFICIENT: 1/4"0 scREw ANCHOR - t/4"0 DEWALT SCREW-BoLT+ ScREw MINIMUM LOAD REQUIREMENTS SPECIFTED BY ASCE 7 (MINIMUM AftEFoRs ET,TBEDDED , u2' PER rcc EsR-3889 To sEcuRE PANELS ro $s=0'843 HUS'EZ DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND $r=0'482 CONC. IN UEU OF THE DEWALT ANCHOR, U4"d HILTI KWIK STRUCTURES scREw aNcHoRs EMBEDDED 2 1/2" MAY BE USED' OTHER STRUCTURES) AND ASCE 37 (DESIGN LOADS ON :B![ SEISMIC DESIGN CATEGORY: D PER rCC ESR-3027 DURTNG COl{STRUCTTON)' SEISMIc-FORCE-RESISTING sYsTEMsl EACH WALL/BAY IS REQUIRED TO HAVE AT{CHORS AT 18" O.C' MAX, ALL OTHER SELF-SUPPORTING STRUCTURES' TANKS, OR VESSELS u.N.o. EACH WALL SHALL HAVE (l) ANCHOR 3" MAX FROM END OR APPROPruATE 15'4.2 CORNER AND A MIN OF (2) ANCHOR PER WALL/BAY. INSTALL ADDITIONALLY, PER,SOI{I{EL SHOULD ALWAYS UTIUZE NOT COVERED ELSEWHERE IN TABLE FOR ru-r slrrrv piorocors wHEil usrNc AN ELEvATED PLATFoRM. usE RESPONSE MODIFICATION FACTOR: R=l'25 ANCHORS PER MFR,'S RECOMMENDATION. SEE DETAILS A OF THE ROOF IN A CONTRARY MAilNER MAY RESULT IN INJURY s*Eg SEISMIC RESPONSE COEFFICIENT: Cs=0.674 ADDITIONAL INFOR.MATION' A PREAPPROVED ANCHOR WITH AND/OR DEATH, CAPACITV EQUAL TO OR GR.EATER THAN THE SPECIFIED ANCHOR AND ANALYSIS PRoCEDURE USEDI WTTH A CUNNENT TCC REPORT MAY 8E USED II{ LIEU OF THE ANCHOR SPECIAL INSPECTION IT{FORMATION: EQUIVALENT LATERAL FORCE PROCEDURE SPECIFIED. ALL OTHER RESTRTCTIONS (INCLUDIT{G BUT NOT LIMTTED BASIC WIND SPEED: N/A MPH TO EDGE DTSTANCE AI{D EMBEDMENT) SHALL BE CONSIDERED. SPECIAL TNSPECIION SHALL BE REQUTRED FORTHE FOLLOWING (PORTIONS OF EQUIPMENT THAT ARE OUTDOOR ONLY - IE TYPES OF WORK AND SHALL BE IN COMPLIANCE WITH IBC SECTION STACKS A]{D STANDS) ANCHOR SPECTFICATION IS BASED ON THE FOLLOWING ASSUMPTIONS uo5: BUILDII{G CATEGORY: INDOOR OF EXIST .- CONDITIONS: 1. POST.TNSTALLED ANCHORS INTO HARDENED CONCRETE' MIN CONC COMPRESSIVE STRENGTH IS 25OO PSI. EXPOSURE: C -- PERIODTC INSPECTION REQUIRED. MIN SLAB DEPTH IS4". DEAD LOADS; INDUSTRIAL STATEMENT OF SPECIAL INSPECTION: - 5.O PSF(ROOF) COLD-FORMED STEELI A. THIS STATEMENT OF SPECIAL INSPECTIONS SHALL EE - 3.5 PSF (WALLS) SUBiITTTED IN ACCORDANCE WITH SECTION 1704.3 OF THE BOOTH ALL COLD.FORMED STEEL MEETS THE REQUIREMENTS OF THE LATEST ROOF UVE LOADS: N/A PSF IBC' GROUND EDMON OF THE AISI SPECIFICATION FOR THE DESIGN OF A SCHEDULE OF SPECIAL ST{OW LOAD: N/A PSF B. THIS STATEMET{T SHALL INCLUDE COLD.FORMED STEEL STNUCTURAL MEMBERS' ALL COLD'FORMED PROJECT' II{SPECTION SERVICES APPLICABLE TO THIS STEEL IS COMMERCIAL GRADE WTTH A YTELD STRENGTH OF 32KSI AND A TENSILE STRENGTH OF 4OIGI. 304 AND 316 STAINLESS STEEL PER OF ALL ASIM THE SPECIAL INSPECTOR(S) SHALL KEEP RECORDS A2/TO HAS A YIEI.D STREI{GTH OF 25KSI AND ATENSILE REPORTS TO INSPECTIONS AT{D SHALL FURNISH INTERIM INSPECTION STRENGTH OF 7OIGI. DESIGN THE BUILDING OFFICIAL AND TO THE REGISTERED BASIS. PROFESSTONAL IN RESPONSTBLE CHARGE ON A BI-WEEKLY STRUCTUMLSTEEL: ATTENTION DISCREPANCIES SHALL 8E BROUGHTTO THE IMMEDTATE ARE COMPLY OF THE COilTRACTOR FOR CORRECTION' IF THE DISCREPANCIES ALL STRUCTURAL STEEL FABRICANON AND COI{STRUCTION NOT BROUGHT TO THE WITH THE COR,R.ECTED, THE DISCR,EPANCIES SHAI.L BE LATEST AISC HAilDBOOIG At{D CODES. ATTENTION REGISTERED DESIGN OF THE BUTLDING OFFICIAL AT{D THE ALL STEEL .- IS ASTM A36, EXCEPT AS FOLLOWS: PROFESSTONAL IN RESPONSTBLE CHARGE PRIOR TO COMPLETION OF WIDE FLANGE SECTIONS.ASTM A992, INSPECTIONS s- .- PIPE SECTIOI{S. ASTM A53 GRADE B, THAT PHASE OF WORK A FTilAL REPORT OF SPECIAL tt- N .- HSSSECTIONS.ASTMASOOGRADEB DOCUMEI{TING REQUIRED SPECIAL INSPECTTONS AND CORRECIIONS No N OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE N @ - BOLTS ARE A!25-I{ AND SHALL BE SNUG-TIGHTENED. SUBMITTED DESIGN E TO THE BUTLDING OFFICIAL A1{D REGISTERED iP o(J k z PROFESSIONAL IN RESPONSIBLE CHAR,GE ATTHE COI{CLUSION OF THE 6 m WELOIT{G: pR.orEcr. WELDERS HOLD CURRENT VALTD CERTIFICATES AND HAVE CURRENT RELIEVE THE (J THE SPECIAL II{SPECTION PROGRAM DOES NOT EXPERIENCE tN TYPE OF WELD CALLED FOR. STRUCTURAL STEEL THE lll WELDII{G WITH LOW HYDROGEN FOR LIGHT CONTRACTOR OF THE RESPONSIBILITY TO COMPLY WITH F TYPE, E7O AND E6O CONTRACT DOCUMENTS. JOESTTE SAFETY AT{D MEANS AND METHOD GAUGE STEEL. SIRUCTURAL S'EEL WELDING COITFORTI4S TO THE OF THE D "STRUCTUML WELDING CODES.STEEL" AWS DI'1' CURRENT EDITION' OF COI{STRUCTIOI{ ARE SOLEI-YTHE RESPOilSIBILITY tn CONTRACTOR, Qzr.u (vlr\l(\ LI IJ,J Jl @ oEz> ct) ?< = (./)I 16t Eln o oK F dor tuN <H ABBREVIATIOilS: t, A.F.G, ABOVE FINISH GRADE (n AMU AIR MAKE.UP UNIT IU =luF BI-DG BUILDING oF tn coNc CONCRETE z ESOW EACH SIDE OF WEB J a EXIST EXISTING 9u.r n FDN FOUNDATION d. GA GAUGE F= ii GR5 GRADE 5 b 6d HU 5 tBc INTERNATIONAL BUITDING CODE f LB5 POUNDS d Za*,iLd" MAX MAXIMUM F MFR MANUFACTURER ti MIN MINIMIJM 9E Lt < n3 LJUJ 9 NS/FS NEAR SIDE AND FAR SIDE 2'^ d. zz. =) o.c. ON CENTER :!l tZ- uJ OSHA OCCUPAIIONAt SAFETY AND HEALTH ADMINISTRATION 6 .!. ii.i PLF POUNOS PER LINEAR FOOT Efrg<N a- PSF POUNDS PER SqUARE FOOT 96 U -rlB TOP AND BOTTOM ORDER/SERIAL NUMBER TYP TYPICAL u161191-A U.N.O. OR UNO UNTESS NOTED OTHERWISE WF WIDE FLANGE DRAWING SET REVISION R01 0 DRAWING 01 "11 ! I z. rn mv t- F lq .)x LOl2 l+ t> -l a)- oa z F z E m - i!,|jr !., !- lnlP t, f- @ > o = 60mio5 o!a >z=zc>ot< 896:E EfiE H ep Hi + 6 F o=alitr 6- odf z+ Eir Pi EVA A >, fi >-=HA; oIE- 'g q8x I 8;E I 3B taa)a o 2rqo r) qa .v dfiz F oz =?1 t> - ^2Afia â‚¬ >4l3 z ;fi8 h<- i Z dm d=>z -a>' a<s zo 'm; 6 T- io Ft I =<z@ r o9 o oo +a O Er p 7; T- Fi= o >=lz zo lzO- o + z 9AB = 2 0 I @ l5q lo -E l4lh' t+ z lo -{ rn l+ m r- t> I l, l.) !- l !, 1., !- P!- â‚¬1{lg9*6T6F <s *6T6Fi o o n*uleEEgqfr #d=f,f, H..ZFf, eR oQ r9 i! h o x ox oP TV Fl h o ox {z z ;=:5eFfidI oi ' ^ >2 I lY b^ o *' ; F!3s= o;-,2 4 6t i:q = a =;XB=-ioF -xO-6ii- ;F o i_! ,..1 o 9- a9;E eF=! iq E ;gFEE8-m 6'o= rYl p lT =- 6 s=EE i z z ci=F=2fr mr !- I SCALE MODEL INFO It NTS GLOBAL FINISHING SOLUTIONS SE-DETAILS oF â‚¬z op BY 12731 NORWAY ROAD o rH STANDARD DETAILS ossEo, wr 54758 USA CDA Ip mi Fâ‚¬ 800-848-8738 globalfinishing.com ors DATE o â‚¬ PF N) z 6E/z TO SHIP TO 31s12024 o F >=rc AERO FINISHING, BY LCC o @ ADVANCED FINISHING SYSTEMS NM F 17925 59TH AVENUE NE, SUITE z 7515 NE 33RD DRIVE C REVIEW DATE PORTLAND, OR 97211 ARLINGTON, WA 98223 ut812024 c ) NOTES: AN EXTERNAL STATIC DUCTWORK F OE THE EXHAUST FAN AND INTAKE FAN HAVE BEEN SIZED WITH NOT BY GFS PART # z8 1. BOOTH IS FABRICATED FROM UNPAINTED 18 pRESSURE (ESP) OF: 3", OF WHICH, AN ALLOWANCE OF 1/8" OF STATIC PRESSURE HAS DIAMEI ,R 30.06' Od' GAGE GALVANIZED SHEET STEEL; PRE.PUNCHED CFM 9-500 AND COMPANION FLANGED FOR BOLT TOGETHER BEEN MADE AVAILABLE FOR CUSTOMER PROVIDED DUCT. IF THE DUCT ALLOWANCE IS ASSEMBLY. 5E NOT ACCURATE, PLEASE CONSULT GFS FOR RESIZING OF THE FAN(S) HORSEP WER 7.5 JC 2. BOOTH'S SUPPORT STRUCTURE IS FABRICATED VOLTAGE 20812301460 FROM PRE-PUNCHED 12 GAGE GALVANIZED. 3 8E 3. DUCT SUPPORT NOT SUPPLIED OR DESIGNED BY GFS. 20 9lt6 ENCLOI RE TEFC EQUIPMENT IS NOT DESIGNED TO SUPPORT DUCT. DUCT CLEAR DEPTH 1 2E SUPPORTS SHALL BE DESIGNED TO RELIEVE THE EQUIPMENT Q rxrnusr OF ALL DUCT LOAD, 2 rl4 PART # LABW12-6-LED stzE 48' t3q 4. WALL SHUTTER. IF APPLICABLE, DOES NOT MEET NFPA CODE. DISCHARGE POINT MUST BE 6' FROM TYPE LED EXTERIOR WALL OR ROOF, VOLTAGE 0t277 5. INCLUDED, BUT NOT SHOWN: CLASS I =;frr;sE (1) CONTROL PANEL w/ coNSTAFLOW ACCESS INSIDE (1) 3 STAGE |VONlroRlNG CELL 4 ig53 (1) i/2" solENolD VALVE It hR5 n;s$ (1) o30" coNNECTING RING # 2t"t-012 x x1" Uil8g F 20 f 3 5l I lST TYPE 216-503 OTY 1 2ND STAGE TYPE 216-501 OTY )4 3RD STAGE TYPE 215-505 OTY 24 P ){ lt{\ (n SIZE lo'W x 8'H FILTER = SWING fia 1 FI NFO VOLTAGE r= Eg(r) 208 3PH 4W 6OHZ @() ducts Note:ExhaustTerminationPolnt'PerthelnternationalFirecodeandNFPA33'theteminationpointforexhaust PLAN VIEW FULL LOAD A[4PS 35 discharging to the atmosphere shall not be less than the following distances: LARGE T MOTOR HP 7,5 '1. 30 feet (9144 mm) from the lot line: 7.5 TOTAL HP 2. into the buiiding; b U 1 o feet (3048 mm) from openings VOLTAGE 120 4W \r-N Fo N{- 3. 6 feet (1829 mm) from exterior walls and roofs; AMP I4IN SERVICE REO 6 o 6 N q_ il z N ; 4.30feet(9.144mm)lrom@mbustiblewallsoropeningsintothebuildingthatareinthedirectionoftheexhaustdischarge; u n U= ;' o\<N = F 5. 10 feet (3048 mm) above adjoining grade. E= a E= 6. 25 feet (7625 mm) from any unprotected opening in any non@mbuslible or limited combustible conslruclion that are in direction of the exhaust discharge. (J 7.25'eet(7625mm)frcmanyexitdischargeorpublicwaythatareinthedirectionoftheexhaustdischarge. IJJF la 9- rr a N YrrrN -=co -,2 6 i (, z>>IIJ < (9 +<--6T-z j 2F'9. o ELni.e -o ^^v\z d YVNH z x E ffRd T d<;< N* F i* o I F F Ao a gHFI I x : r3 ul F *5 'g o$ l- -o tn N= p U 3i (, zdE9 o a$ 9u-,5 dE'(.r)F =ut' za Ln !t ch eg HOZaF' Qe. t!d" LOCATE FIRST HOLDOWN ANCHOR 3' FROM END OF THE PIER p+ F< !J5 fin (JUJ 9? 10 4 AND REMAINING (1) HOLDOWN ANCHOR AT 6'O.C. FROM zz. ) 9 1s116 WORKING DEPTH CHAMBER DEPTH FIRST HOLDOWN ANCHOR, :(J tr oF - OPENING WIDTH =o o Sr E 14 7116 SPACE ANCHORS AT 12" O.C. BETWEEN HOLDOWN ANCHORS. HH A Jo O'-dO<Nc 12 OVEMLL DEPTH Yo o WORKING WIDTH ORDER/SERTAL NUIUBER BACK ELEVATION u161191-A 125116 OVERALL W1DTH SIDE ELEVATION DRAWING Sfi REVISION R01 0 DRAWING FRONT ELEVATION 03 PART DESCRIPNON MATERIAL LBS, EACH SKID ITEM QTY PART NUMBER NUMBER Generlc 627 E r 1 10s7083 r057083 I4IX FLOW FAN 33' DIA 365 G 2 1 1058633 1058633 PRODUCT DOOR I 120.0000 x 96.0000 OE 6 801 3 CA.BAY-01 CA.BAY.Ol BAY ASSEMBLY zg H 668 E 4 cA-E(-01 cA-o(-01 EXHAUST CHAMBE& 3-sTAGE, 12' W x 8' O Ei' Ef; I JE I 8E23 'd Ha< =53 E 6 ilESF =;F ,E ig53 : il qFgE â‚¬ F 6s8r - o G o o Or crr t @ a!o H il z N <n U (\ u r) =u =u N = ts N o d o 6 t.) d d L) UJF =a 4- (J4(N 9H$ (9tr<-= c F?1 vt-z =FOFBb e oKE * ffRd 6<i< a E ulF u) tn 9un F>i\i .: EEh z.^E Eh= HOAtLd.'fis9 o.! :q -{ , 22 u EE g E EnE= ;= o H<No- ORDER/SERIAL NUMBER u161191-A DMWING SET REVISION R01 0 DRAwlNG 04 NEW PART DESCRIPTION MATERIAL LBS. EACH SKID ITEN4 QTY PART NUMBER NUN,IBER 2 c10 5 1 600-200 r010588 FILTER MONITORING CELL NOTE: 12 GA 55 L. USE Ash6" x3l4" BOLTS & NUTS FoR ALL PANEL c6 6 1 cP-D01 cP-D01 PANEL, 48.0000 x 48.0000 OE TO PANEL, AND PANEL TO BEAM CONNECNONS. 18 GA 3 1008064 I4EDIA HANGER, 48 2. USE ONE @5/16" x 3/8' BOLT & NUT EVERY 6 INCHES 7 3 FHG8-0480 z8 T8 GA 6 FOR FILTER RACK CONNECTIONS. 8 2 FLCE-4-0720 1008109 FLOOR CHANNEL,4.313 x 72.000 O HE ctt 3. SEE GSN DMWING FOR PANEL ANCHORING DETAILS. 2 1014514 FILTER MCK, 3-STAGE, 20 x 37.813 x 4 9 1 FMG8-E4-20038 FE 4 1 c7 10 1 FRAGS-E4-20040 1007964 FILTER RACK, E(HAUST, 20 x 40 x -6JE 1007972 FILTER MCK, 3-STAGE, 20 x 97 813 x 4 3 c7 11 6 FRAGS-E4-20098 18 GA 3 8E t2 2 FRBGS-48-4 1007894 FILTER RACK BRACE,48 18 GA 4 13 3 J5G8-0480 1007171 J-STRIP,48 18 GA 19 2s 1005742 PANEL,24.000 x 49.625 cs 14 4 PGsHS-240s0-s3 H o< 18 GA c5 15 4 PGSHS-24096 1005648 PANEL, 24.000 x 95.625 18 GA 57 c5 4 PGSHS-3-36096 1005555 PANEL, 36.000 x 95 625 6s: 18 GA c5 1014582 PANEL, 3.813 x 98.000 17 I PGSJS-4-04098-N-L 18 GA 12 c5 18 1 PGSJS-4-04098-N-R 1014583 PANEL, 3.813 x 98,000 F3$s 14 GA 4 c2 19 6 TG4-0480 1000594 TIEANGLE,2x2x48 -rE=D<z=-6 14 GA 5 6 c2 20 3 TG4-0600 1000599 TIEANGLE,2x2x60 14 GA 7 .E c2 21 3 TG4-0840 1000607 TIEANGLE,2x2x84 EnEE TIEANGLE,2x2x96 14 GA 8 c2 22 2 TG4-0960 1000610 6T8B 6 I o @ @ o U N!-o Fo lt z N E u u) U= @ = o F a h d (J o (Y) (J [! F al 9- (J4f\9H$ (,tr<-= o\ F?1 v1-z- =h9Eln(e eoKZ 1 s *<;<frRd = 60 x 3 -(\ d a ROLL MEDIA E 3 STAGE FILTMTION INSTALLATI r.rJ'(9 UJF INSTALLATION BAG FIL ON U1 F 1. INSTALL J.STRIP & HANGER TO PANEL U1 ah NOTE: ABOVE FILTER RACKS USING HOLES IN ff) 1. USE @5/16"x3l8" BOLTS TO ASSEMBLE CENTER J-STRTP AS PILOT HOLES. (BOfiOM OF 2p' i e.' H>^l VERTICAL SEAM OF EXHAUST RACKS. HANGER SHOULD BE AT LEAST 1" ABOVE IJJ 2. USE Qslr6"x3l4" BOLTS TO ASSEMBLE TOP OF TOP OF FILTER MCK.) co EX h EXHAUST RACKS TO BOT]OM OF PANEL. 2, TUCK ROLL MEDIA INTO J.STRIP AND z.-d. 3. INSTALL'PIGTAIL' CLIPS TO FOUR CORNERS PULL DOWN ON TO HANGER. = HU^LLd" E OF EACH FILTER CELL BY SLIDING OVER BACK 3. OVERLAP EDGES OF ROLL N4EDIA L) BREAK OF CELL. (CLIP SHOULD BE IN OPEN TO ENSURE ENNRE FILTER WALL ^aF fi3 9 POSITION UNTIL INSTALUNG FILTER PADS.) IS COVERED. HO U) 92 -a 4. INSIALL BAG FILTER BY PUSHING BAG 1x ? F THROUGH CELL UNTIL WIRE FMME q? - o Sr E RESTS SNUGLY AGAINST H< (J x o AriO<N o- BACK BREAKS OF FILTER CELL, zC LIJ USE #14x3l4" TEK = 5, PLACE FILTER PAD INTO CELL AND FLIP >U.d SCREWS ORDER/SERIAL NUMBER 'PIGTAIL'CUP OVER PAD TO HOLD IN PLACE. u161191-A 6. SEE ROLL MEDIA INSTRUCTIONS FOR PROPER INSTALLATION. DRAWING SET REVISION R01 0 PANEL SIDE VIEW DETAIL DRAWING 05 NEW PART MATERIAL LBS. EACH !# DESCRIPNON SKID ITEM Qfi PART NUMBER NOTE: 18 GA a7 EE E:3 i c5 15 4 1005648 100s648 PANEL | 24.000x9s.625 9EPd9{ 1. EXTENSION IS FABRICATED FRO[4 18 GAGE GALVANIZED SHEET liEASEE 14 GA 6 STEEL; PRE-PIJNCHED AND COMPANION FTANGED FOR BOLT c2 23 2 1G4'O720 1000602 TIEANGLE,2x2x72 qE E3bE5i TOGETHER ASSEMBLY. 14 GA 6 c2 t? 2 1000502 1000602 TrE ANGLE | 2.0000 x 2.0000 x 72.0000 â‚¬EEE9q 2. usE g5l16"x3l4' BOLTS & NUTS FOR ALL CONNECIONS. 3. INCLUDED BUT NOT SHOWN: c2 24 6 1000620 r000620 TrE ANGLE | 2.0000 x 2.0000 x 120.0000 14 GA 10 =8Od' ;:3"b!5yi 1001456 1001456 FMME BMCE 18 GA 1 EEE'EEuF c5 25 I :iâ‚¬ I PE I b 10 GA 11 5E c5 26 1 1001493 1001493 sPLrcE PLATE | 5.500 x 30.000 Jtr 12 GA 0 e EE;Eâ‚¬E c5 4 100149s 1001495 coRNER BRACE | 9.625 X 9.52s 1001516 FMME MEMBER | 10.0000 x 74.0000 12 GA 33 8E g'.E;*c;' cs 28 I 1001516 !: 56 E E5 c5 29 4 1005494 1005494 PANEL | 36.000x95.625 18 GA 53 H::! .EE;bgEA--b o 18 GA 54 2e"' cq 30 4 1005860 1005860 PANELI 36.000x 119.625 FrA< Eâ‚¬gfiEgE 33 c5 1067286 FMME MEMBER W LABEL I 1O.OOO X 74.OOO E AE b$!= FMME BRACE DETAIL 32 1 L067286 Ebg:EEâ‚¬ 18 GA 22 FRAME BRACE MUST BE PLACED c5 33 2 PG8HS-r2096 1005688 PANEL, 12.000 x 95.625 ilE: BETWEEN PANEL FLANGES WII}|IN 4 TG4-0120 1000s77 TIEANGLE,2x2x12 14 GA 1 :;eg qtEx c2 34 THREE FEET OF BAY CENTER. 14 GA 8 c2 35 2 TG4-0956 1033996 TIEANGLE,2x2x95625 F3$n EEpEHE*:. !e9rs56oE :iid:iPâ‚¬ rgiS F -t o o q o 6 g6EPgXdg..P<YEFEO 6r$E ;Y:E:*:r 618r Ee;s EnEe dFpE 90 CORNER BMCE =3 CONER BMCE CEIUNG NE ANGLE ANGTE o or U Or t t co No ko i SmcE il z N o\ u (\ U rl = U= N EMCr * =< F hl (n U E8 o d SECNON CORNER BMCE DETAIL ISOMETRIC VIEW (J IJ,J h f, at, i- L-)4a!9H$ (,tr<-= < z>> E<-- utT.Z 2j-^g E 'rt l, e oKZ s ffRd #<;< a =tu F a tn 9,"t1 E>^i EEh - 7oX co lLd - i= n3 9 o eH -a z >an _ 22 +> E EnE (Jco H<Nr ORDEF/SERIAL NUMBER u161191-A ** ASSEMBLE FMMES. SPLICE PLATE, DRAWING SET REVISION AND CORNER PLATES ON THE GROUND. R01 0 LIFT INTO POSINON AND BOLT TO CEIUNG AND WALL PANELS. DRAWING 06 NEW PART DESCRIPTION MATERIAL LBS. EACH SKID ITEM QTY PART NUMBER 48 NOTE: c3 36 1034791 1034791 DOOR HEADER ASSE|VIBLY | 119.5000 1. USE 5/16"x1" BOLTS & NUTS FOR JAMB TO HEADER CONNECTIONS JAMB/HEADER CONNECTIONS 40 c3 37 ros7678 1057678 DOOR ]AMB ASSEN4BLY AND FOR ALL JAMB/HEADER TO PANEL CONNECNONS' |tE 2. USE 5/16"x1 1/4" BOLTS & FTANGE NUTS FOR HINGE CONNECTIONS, FILTER c3 38 1057679 1057679 DOOR IAMB ASSEMBLY 40 FIT. CHAMBER 1 z8 SQUARE UP DOORS AND ONLY NGHTEN TO A SNUG CHAMBER END 90 :. erutunr rnnr rHe GAP5 BETWEEN HINGED coNNEcrloNs ARE As PANEL C4 39 1 10s8038 10s8038 FILTER DOOR SLAB, 48 0000 x 93.9375 Od'F{E SHOWN. (3/8' TYPICAT BETWEEN JAMB/DOOR AND DOOR/DOOR') JAMB 140 GAPS ARE ESTABLISHED, 40 1 1058636 10s8636 FTLTER DOOR SLAB | 70.2500 X 93.9375 FE 4, ONCE DOORS HAVE BEEN SQUARED AND TEK SCREWS TO DOOR BUXON 12 GA 2 SECURELY TIGHTEN BOLTS AND NUTS & INSTALL SLAB SLAB SLAB SLAB c10 41 2 BKTG-BP.P}lF 1032956 PAD, 3.053 x 2.250 x 10.000 JC LOCK INTO PLACE, 5. USE TEK SCREWS TO ATTACH DoOR HANDLES TO DOOR. PLAN VIEW SIDE ELEVATION SIDE ELEVATION PLAN VIEW 6. AFTER HINGES ARE BOLTED ON AND ADJUSTED PLACE PLUGS HEADER - WALL HEADER - CHA[4BER 8E JAMB. WALL JAN4B - CHAN'IBER (#221-048) IN ALL LARGE OPEN HOLES z. ir rrreNoeo :nllBs ARE usED FIELD DRILL & BoLT JAMBs ro BOOTH STRUCTURE OR PANELS USING O1l2't1 1/2' BOLTS & NUTS. 2e"' l{cl< 6s: rl2" USE BRIXON LATCH ASSEMBLY A5 TEMPLATE. F3;n I4ARK HOLES ,CENTER PUNCH AND DRILL HOLES. P-SEAL SPRING LOADED DOOR SEE LATCH/PAD AND SPACING DETAILS FOR -rE=D t P-SEAL LARGE D SEAL ADDINONAL IVIOUNTING INFORMATION. < z=-a HANDLE LOCATION .g BRIXON PAD 5/8'GAP BETWEEN 6ne! E HEADER ANGLE AND TOP 6 OF DOOR, 6t8B ! (TYPTCAL) 1" TYP @ HANDLE LOCATION DETAIL C DEIAIL HEADER D DETAIL 1Ir ANGLE E : 1 PLACE FLUSH oo WITH TOP FACE OF HEADER ANGLE FU =o o c D BRIXON LATCH/PAD b f!d-o Fo lt z N 3 SECNON B-B u = U f = o k h rrt o (J o (Y) e FIELD DRILL HOLES IN PANEL L) A OR BEAM; USE 5/16" x 1" BOLTS lu TO ATIACH BRIXON PAD. F f E ) 220-149 a FIELD DRILL HOLES IN (JaGl4- B ANGLE; USE 1/4" x 3/4" BOLTS B TO ATTACH BRIXON PAD TO 9HS HEADER ANGLE, (9il<-= o\ FIELD DRILL O3l8" HOLES FOR (,T.Z BRIXON LATCH AND STRIKER. =?1zh9 FASTEN USING 5/16"x3'& Eln(-r 5/16"x 1" BOLTS AND NUTS. ^.n2. F ts I 220-020 - frRi ?H <i< bd GAP BETWEEN BRIXON AND 220-150 oo n I SIRIKER IS TO BE 1/16'TO 3/16',. DO NOT EXCEED 3/16'. oo BRIXON SPACING DETAIL BRIXON LATCH/PAD (TYPICAL FOR ALL BRIXONS - REFER TO oq ASSEMBLY DETAIL ASSEMBLY FOR BRIXON L@ANONS) \o (n Or E xo UJF oo LN q tJ) r22l-048 o N 9r"5 d i H>N e h 3' DHAO41 os d. 6E A DOOR RUBBER os"0 o z.^dHo^ oo lLd." SECNON A-A L fl3 9 DOOR WIDTH \t'" o rn L-l _ 22 Llto-3t72 =3 m3 =5 I X*E= v Eo d .do- H<Nd ORDEFYSERIAL NUN4BER u161 191-A DOOR HINGE INSTALL DETAIL DMWING SET REVISION R01 0 oNcE THEN INSERT-(2) IEK-ScREWs-cRo-ss-wIsE sET DooR AND BoLT HINGE INTo PLACE. A TTENrcru ON-THE HINGE USING PILOT HOLES AS DMWING THE GAPS ARE SET BMN,EEN OOON SL;ES BoLTS. GUIDE 07 ACCELERATOR CAP ,a,F2 EXHAUST STACK o LI-t I J I .A e T STORM COLLARS SEAL WTH MASTIC COM BU STI BLE ROOF Ce n (RPB{ E'5Sry* a <- C b AIR GA =ttt EQUAL rLL SIDES .= 18" 22GA. SHEET METAL SURROUNDING L_ MINI UM 1,, ROCKWOOL INSULATION o L 0J ff S Itilr Cleon Out al nT8t *n $B S a Duct Coupler s liur 30" 1BG Exhoust Duct (Qty. 1) STRUCTURAL CALCULATIONS GFS Project: U161191SD 1/29/2024 Shipped To: Aero Finishing, LLC 17925 59th Avenue NE, Suite C Arlington, WA 98223 Sold To: Advanced Finishing Systems 7515 NE 33rd Drive Portland, OR 97211 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: Booth Information/Loading Criteria Sheet: of BOOTH CONSTRUCTION LOADING CRITERIA Roof Dead Load Booth Width, W (N-S) 12.0 ft Panel 18 gauge 2.4 psf Booth Length, D (E-W) 14.0 ft Lights Yes Mean Roof Height 8.0 ft Number of Lights 4 0.6 psf Roof Area 2 168 ft Fire Suppression Yes (Mains not Incl.) 1.5 psf Total Wall Length 40 ft Misc. 0.5 psf RDL 5.0 psf Wall Dead Load Panel 18 gauge 2.4 psf Lights No Misc. 1.1 psf WDL 3.5 psf Mechanical Equipment Make-up Air Unit 0 lbs Exhaust Fan 627 lbs Recirculation Fan 0 lbs Duct 0 lbs 14 ft 12 ft working working depth width 12 ft 8 ft working working width height PLAN VIEW BOOTH FRONT ELEVATION (TOTAL WALL LENGTHS) (BOOTH WIDTH & ROOF HEIGHT) Page 1 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: Seismic Analysis Sheet: of ASCE 7-16 EARTHQUAKE LOADS (Ch. 12) Code ASCE 7-16 Soil Site Class D Table 20.3-1 Risk Category II, Standard Table 1.5-1 Ss 1.053 Mapped Accelerations From Hazard Tool S1 0.376 Fa 1.200 Table 11.4-1 Site Coefficients Fv 1.924 Table 11.4-2 Sms = Fa*Ss 1.264 Eq. 11.4-1 MCER Spectral Accelerations Sm1 = Fv*S1 0.723 Eq. 11.4-2 SDS = 2/3(Sms) 0.843 Eq. 11.4-3 Design Spectral Accelerations SD1 = 2/3(Sm1) 0.482 Eq. 11.4-4 Seismic Design Category (0.2 sec.) D Table 11.6-1 Seismic Design Category (1.0 sec.) D Table 11.6-2 Seismic Design Category D All other self-supporting structures, tanks, or vessels Seismic Force Resisting System: Table 15.4-2 not covered elsewhere in Table 15.4-2 Detailing Requirements N/A Average Building Height h (ft) 8 Building Height Limit 50 Table 15.4-2 Long-Period Transition Period TL 6 Figures 22-14 - 22-17 Coefficient for Upper Limit on Period Cu 1.40 Table 12.8-1 Approximate Period Parameters Ct 0.02 Table 12.8-2 x 0.75 Approximate Fundamental Period Ta 0.10 Eq. 12.8-7 Response Modification Coefficient R 1.25 System Overstrength Factor Wo 2.00 Table 15.4-2 Deflection Amplification Factor Cd 2.50 Importance Factor IE 1.00 Table 11.5-2 Seismic Response Coefficient Cs 0.674 Eq. 12.8-2 Cs_max 4.053 Eq. 12.8-3 Cs_min 0.037 Eq. 12.8-5 Cs_min N/A Eq. 12.8-6 Cs 0.674 Page 2 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: Seismic Analysis Sheet: of SEISMIC DESIGN DIAPHRAGM DESIGN SEISMIC WEIGHT âˆ‘ð¹ Booth Weight (Trib to Roof) 1400 lbs ð¹ = ð‘¤ âˆ‘ð‘¤ Mechanical Equipment Fp= 3299 lbs (ASCE 7-16 12.10-1) Make-up Air Unit 0 lbs Shall not be less than Exhaust Fan 627 lbs Fp min= 342 lbs (ASCE 7-16 12.10-2) Recirculation Fan 0 lbs Need not exceed Duct 0 lbs Fp max= 684 lbs (ASCE 7-16 12.10-3) Total Weight, W 2027 lbs Fp= 684 lbs T BASE SHEAR (ASCE 7-16 12.8.1) East-West Direction Cs*WT, V 1367 lbs (Ult.) VEW= 24 plf Vallow= 190 plf Actual < Allowable therefore OK North-South Direction VNS= 57 plf Vallow= 190 plf Actual < Allowable therefore OK USE 18 GA ROOF PANELS Page 3 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: East-West Lateral Loads Sheet: of SHEAR WALL DESIGN SHEAR WALL DESIGN GRID LINE A GRID LINE B Entire Wall Length 14.0 ft Entire Wall Length 14.0 ft Pier Length 14.0 ft Pier Length 14.0 ft Number of Piers 1 Number of Piers 1 Panel Height 8.0 ft Panel Height 8.0 ft SEISMIC LOADING SEISMIC LOADING Total Area 168 ft2 Total Area 168 ft2 Tributary Area 84 ft2 Tributary Area 84 ft2 Shear to Gridline 684 lbs (Ult.) Shear to Gridline 684 lbs (Ult.) Shear to Pier 684 lbs (Ult.) Shear to Pier 684 lbs (Ult.) Page 4 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: East-West Shear Wall A Check Sheet: of SHEAR WALL DESIGN Shear Wall Dimensions GRID LINE A Pier Length 14.0 ft Number of Piers 1 Panel Height 8.0 ft Shear at Wall/Pier Shear to Gridline 684 lbs Shear to Pier 684 lbs Uniform Shear to Pier 49 plf Check 18 GA wall panel Panel Thickness 0.048 in Allowable Wall Shear 190 plf DESIGN CONTROLLED BY NORTH-SOUTH LOADING Check Overturning Overturning Moment 5468 lb-ft Resisting Moment 3234 lb-ft Uplift 183 lbs Capacity of Anchor (Tension) 570 lbs Number of holdown anchors required 1 DESIGN CONTROLLED BY NORTH-SOUTH 1/4"Ã˜ DeWalt Screw-Bolt+ Embedded 2" Minimum LOADING Reference Report: ESR-3889 Effective Embed. Depth, hef 1.94 in Check Shear Anchors Min. Anchor Spacing, smin 1.5 in Capacity of Anchor (Shear) 1020 lbs Min. Slab Thickness, hmin 4 in Number of bolts required 1 Critical Edge Distance, cac 6.1 in Yield Strength of Sheet Steel 32 ksi W 2 Steel Bearing Capacity 172 lbs Number of bolts required 4 Anchors at 18" o.c. 8 Anchors at 12" o.c. 13 Anchors at 6" o.c. 26 8 anchors provided DESIGN CONTROLLED BY NORTH-SOUTH LOADING ANCHORAGE VALUES ARE BASED ON AN EDGE DISTANCE GREATER THAN THE CRITICAL EDGE DISTANCE REPORTED IN This spreadsheet assumes concrete is NOT reinforced per ACI 318-14 and therefore uses all *Condition B* values on the ICC-ES report for the chosen anchor. Page 5 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: East-West Shear Wall B Check Sheet: of SHEAR WALL DESIGN Shear Wall Dimensions GRID LINE B Pier Length 14.0 ft Number of Piers 1 Panel Height 8.0 ft Shear at Wall/Pier Shear to Gridline 684 lbs Shear to Pier 684 lbs Uniform Shear to Pier 49 plf Check 18 GA wall panel Panel Thickness 0.048 in Allowable Wall Shear 190 plf DESIGN CONTROLLED BY NORTH-SOUTH LOADING Check Overturning Overturning Moment 5468 lb-ft Resisting Moment 3234 lb-ft Uplift 183 lbs Capacity of Anchor (Tension) 570 lbs Number of holdown anchors required 1 DESIGN CONTROLLED BY NORTH-SOUTH 1/4"Ã˜ DeWalt Screw-Bolt+ Embedded 2" Minimum LOADING Reference Report: ESR-3889 Effective Embed. Depth, hef 1.94 in Check Shear Anchors Min. Anchor Spacing, smin 1.5 in Capacity of Anchor (Shear) 1020 lbs Min. Slab Thickness, hmin 4 in Number of bolts required 1 Critical Edge Distance, cac 6.1 in Yield Strength of Sheet Steel 32 ksi W 2 Steel Bearing Capacity 172 lbs Number of bolts required 4 Anchors at 18" o.c. 8 Anchors at 12" o.c. 13 Anchors at 6" o.c. 26 8 anchors provided DESIGN CONTROLLED BY NORTH-SOUTH LOADING ANCHORAGE VALUES ARE BASED ON AN EDGE DISTANCE GREATER THAN THE CRITICAL EDGE DISTANCE REPORTED IN This spreadsheet assumes concrete is NOT reinforced per ACI 318-14 and therefore uses all *Condition B* values on the ICC-ES report for the chosen anchor. Page 6 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: North-South Lateral Loads Sheet: of SHEAR WALL DESIGN SHEAR WALL DESIGN GRID LINE 1 GRID LINE A Entire Wall Length 12.0 ft Entire Wall Length 14.0 ft Pier Length 12.0 ft Pier Length 14.0 ft Number of Piers 1 Number of Piers 1 Panel Height 8.0 ft Panel Height 8.0 ft SEISMIC LOADING SEISMIC LOADING Total Area 168 ft2 Shear to Gridline 797 lbs (Ult.) Tributary Area 168 ft2 Shear to Pier 797 lbs (Ult.) Shear to Gridline 1367 lbs (Ult.) North-South lateral loads control design of Shear to Pier 1367 lbs (Ult.) Gridline A shear wall GRID LINE B Entire Wall Length 14.0 ft Pier Length 14.0 ft Number of Piers 1 Panel Height 8.0 ft SEISMIC LOADING Shear to Gridline 797 lbs (Ult.) Shear to Pier 797 lbs (Ult.) North-South lateral loads control design of Gridline B shear wall Page 7 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: North-South Shear Wall 1 Check Sheet: of SHEAR WALL DESIGN Shear Wall Dimensions GRID LINE 1 Pier Length 12.0 ft Number of Piers 1 Panel Height 8.0 ft Shear at Wall/Pier Shear to Gridline 1367 lbs Shear to Pier 1367 lbs Uniform Shear to Pier 114 plf Check 18 GA wall panel Panel Thickness 0.048 in Allowable Wall Shear 190 plf 18 GA WALL PANELS OK Check Overturning Overturning Moment 10936 lb-ft Resisting Moment 2376 lb-ft Seismic Area (SDS > 0.33): YES Uplift 733 lbs Capacity of Anchor (Tension) 570 lbs Number of holdown anchors required 2 LOCATE FIRST HOLDOWN ANCHOR 3 IN. FROM END OF THE PIER AND REMAINING 1/4"Ã˜ DeWalt Screw-Bolt+ Embedded 2" Minimum (1) HOLDOWN ANCHOR AT 6 IN. O.C. Reference Report: ESR-3889 FROM FIRST HOLDOWN ANCHOR Effective Embed. Depth, hef 1.94 in Check Shear Anchors Min. Anchor Spacing, smin 1.5 in Capacity of Anchor (Shear) 1020 lbs Min. Slab Thickness, hmin 4 in Number of bolts required 2 Critical Edge Distance, cac 6.1 in Yield Strength of Sheet Steel 32 ksi W 2 Steel Bearing Capacity 172 lbs Number of bolts required 8 Anchors at 18" o.c. 6 Anchors at 12" o.c. 10 Anchors at 6" o.c. 20 10 anchors provided SPACE ANCHORS AT 12 IN. O.C. BETWEEN HOLDOWN ANCHORS ANCHORAGE VALUES ARE BASED ON AN EDGE DISTANCE GREATER THAN THE CRITICAL EDGE DISTANCE REPORTED IN This spreadsheet assumes concrete is NOT reinforced per ACI 318-14 and therefore uses all *Condition B* values on the ICC-ES report for the chosen anchor. Page 8 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: North-South Shear Wall A Check Sheet: of SHEAR WALL DESIGN Shear Wall Dimensions GRID LINE A Pier Length 14.0 ft Number of Piers 1 Panel Height 8.0 ft Shear at Wall/Pier Shear to Gridline 797 lbs Shear to Pier 797 lbs Uniform Shear to Pier 57 plf Check 18 GA wall panel Panel Thickness 0.048 in Allowable Wall Shear 190 plf 18 GA WALL PANELS OK Check Overturning Overturning Moment 6379 lb-ft Resisting Moment 3234 lb-ft Seismic Area (SDS > 0.33): YES Uplift 248 lbs Capacity of Anchor (Tension) 570 lbs Number of holdown anchors required 1 LOCATE HOLDOWN ANCHOR 3 IN. FROM 1/4"Ã˜ DeWalt Screw-Bolt+ Embedded 2" Minimum EACH END OF THE PIER Reference Report: ESR-3889 Effective Embed. Depth, hef 1.94 in Check Shear Anchors Min. Anchor Spacing, smin 1.5 in Capacity of Anchor (Shear) 1020 lbs Min. Slab Thickness, hmin 4 in Number of bolts required 1 Critical Edge Distance, cac 6.1 in Yield Strength of Sheet Steel 32 ksi W 2 Steel Bearing Capacity 172 lbs Number of bolts required 5 Anchors at 18" o.c. 8 Anchors at 12" o.c. 13 Anchors at 6" o.c. 26 8 anchors provided SPACE ANCHORS AT 18 IN. O.C. BETWEEN HOLDOWN ANCHORS ANCHORAGE VALUES ARE BASED ON AN EDGE DISTANCE GREATER THAN THE CRITICAL EDGE DISTANCE REPORTED IN This spreadsheet assumes concrete is NOT reinforced per ACI 318-14 and therefore uses all *Condition B* values on the ICC-ES report for the chosen anchor. Page 9 Job No.: U161191SD Job Title: Aero Finishing, LLC Design By: BTM Date: 01/29/24 Subject: North-South Shear Wall B Check Sheet: of SHEAR WALL DESIGN Shear Wall Dimensions GRID LINE B Pier Length 14.0 ft Number of Piers 1 Panel Height 8.0 ft Shear at Wall/Pier Shear to Gridline 797 lbs Shear to Pier 797 lbs Uniform Shear to Pier 57 plf Check 18 GA wall panel Panel Thickness 0.048 in Allowable Wall Shear 190 plf 18 GA WALL PANELS OK Check Overturning Overturning Moment 6379 lb-ft Resisting Moment 3234 lb-ft Seismic Area (SDS > 0.33): YES Uplift 248 lbs Capacity of Anchor (Tension) 570 lbs Number of holdown anchors required 1 LOCATE HOLDOWN ANCHOR 3 IN. FROM 1/4"Ã˜ DeWalt Screw-Bolt+ Embedded 2" Minimum EACH END OF THE PIER Reference Report: ESR-3889 Effective Embed. Depth, hef 1.94 in Check Shear Anchors Min. Anchor Spacing, smin 1.5 in Capacity of Anchor (Shear) 1020 lbs Min. Slab Thickness, hmin 4 in Number of bolts required 1 Critical Edge Distance, cac 6.1 in Yield Strength of Sheet Steel 32 ksi W 2 Steel Bearing Capacity 172 lbs Number of bolts required 5 Anchors at 18" o.c. 8 Anchors at 12" o.c. 13 Anchors at 6" o.c. 26 8 anchors provided SPACE ANCHORS AT 18 IN. O.C. BETWEEN HOLDOWN ANCHORS ANCHORAGE VALUES ARE BASED ON AN EDGE DISTANCE GREATER THAN THE CRITICAL EDGE DISTANCE REPORTED IN This spreadsheet assumes concrete is NOT reinforced per ACI 318-14 and therefore uses all *Condition B* values on the ICC-ES report for the chosen anchor. Page 10 A B C D E GENERAL STRUCTURAL NOTES APPLY UNLESS NOTED ON DRAWINGS. IN CASE OF CONFLICT BETWEEN GSN, DETAILS AND PLANS, THE GREATER REQUIREMENTS GOVERN. - DESIGN INFORMATION: - FDN INFORMATION: - ROOF ACCESS RESTRICTIONS: - OUTDOOR USE: BOOTH AND EQUIPMENT HAS BEEN DESIGNED BASED ON THE CAPACITY OF THE FDN/SLAB TO SUPPORT GFS BOOTHS AND THE ROOFS OF GFS EQUIPMENT ARE NOT DESIGNED OR INTENDED TO THE EQUIPMENT IN THESE DOCUMENTS ARE NOT DESIGNED FOR CURRENT EDITION OF THE INTERNATIONAL BUILDING CODE EQUIPMENT IS NOT THE RESPONSIBILITY OF GFS. BE WALKED UPON OR TO SUPPORT WEIGHT OF ANY KIND. AS OUTDOOR USE. IN THE EVENT THAT SUCH APPLICATIONS AND/OR DESIGNED AND MANUFACTURED, THE EQUIPMENT ROOFS DO NOT USES ARE CONTEMPLATED (IE ANY PORTION OF THE EQUIPMENT IS RISK CATEGORY: II - ANCHORS INDICATED ARE BASED ON ASSUMPTIONS OF EXIST MEET THE MINIMUM REQUIREMENTS OF A SAFE WALKING AND/OR EXPOSED TO THE ELEMENTS, NOT INCLUDING STACKS), THE 1 SEISMIC IMPORTANCE FACTOR: IE=1 CONDITIONS (LISTED BELOW). THESE ASSUMPTIONS ARE MADE IN WORKING SURFACE UNDER OSHA 1910.22. UNDER NO PURCHASER OF THE EQUIPMENT IS RESPONSIBLE FOR NOTIFYING GFS ORDER FOR GFS TO PROVIDE ANCHOR BOLT HOLES IN THE BASE CIRCUMSTANCES SHOULD THE ROOF BE USED BY MAINTENANCE SO THAT ADDITIONAL STRUCTURAL ANALYSIS CAN BE PERFORMED MAPPED SPECTRAL RESPONSE ACCELERATION: PLATES AND PANELS. EXIST CONDITIONS SHOULD BE VERIFIED BY THE PERSONNEL OR OTHERS FOR WALKING, STANDING, OR STORAGE OF AND THE NECESSARY MODIFICATIONS CAN BE MADE. Ss =1.053 OWNER AND ANY DEVIATIONS SHOULD BE CONVEYED TO GFS PRIOR ANY KIND. S1 =0.376 TO FABRICATION. SITE CLASS: D (ASSUMED) WHEN NECESSARY, ROOF ACCESS SHOULD BE SECURED THROUGH THE SPECTRAL RESPONSE COEFFICIENT: 1/4"âˆ… SCREW ANCHOR - 1/4"âˆ… DEWALT SCREW-BOLT+ SCREW USE OF A PROPERLY SUPPORTED PLATFORM THAT SATISFIES THE 2024 SDS=0.843 ANCHORS EMBEDDED 2 1/2" PER ICC ESR-3889 TO SECURE PANELS TO MINIMUM LOAD REQUIREMENTS SPECIFIED BY ASCE 7 (MINIMUM SD1=0.482 CONC. IN LIEU OF THE DEWALT ANCHOR, 1/4"âˆ… HILTI KWIK HUS-EZ DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND SEISMIC DESIGN CATEGORY: D SCREW ANCHORS EMBEDDED 2 1/2" PER ICC ESR-3027 MAY BE USED. OTHER STRUCTURES) AND ASCE 37 (DESIGN LOADS ON STRUCTURES SEISMIC-FORCE-RESISTING SYSTEMS: EACH WALL/BAY IS REQUIRED TO HAVE ANCHORS AT 18" O.C. MAX, DURING CONSTRUCTION). ALL OTHER SELF-SUPPORTING STRUCTURES, TANKS, OR VESSELS U.N.O. EACH WALL SHALL HAVE (1) ANCHOR 3" MAX FROM END OR NOT COVERED ELSEWHERE IN TABLE 15.4-2 CORNER AND A MIN OF (2) ANCHOR PER WALL/BAY. INSTALL ADDITIONALLY, PERSONNEL SHOULD ALWAYS UTILIZE APPROPRIATE RESPONSE MODIFICATION FACTOR: R=1.25 ANCHORS PER MFR'S RECOMMENDATION. SEE DETAILS FOR FALL SAFETY PROTOCOLS WHEN USING AN ELEVATED PLATFORM. USE SEISMIC RESPONSE COEFFICIENT: CS=0.674 ADDITIONAL INFORMATION. A PREAPPROVED ANCHOR WITH A OF THE ROOF IN A CONTRARY MANNER MAY RESULT IN INJURY CAPACITY EQUAL TO OR GREATER THAN THE SPECIFIED ANCHOR AND AND/OR DEATH. GLOBAL FINISHING SOLUTIONS12731 NORWAY ROADOSSEO, WI 54758 USA800-848-8738 globalfinishing.comIMPORTANT NOTE: This print and all information contained therein is the sole property of GlobalFinishing Solutions, LLC ("GFS"). It is not to be used or reproduced in any manner or submitted toother parties for examination without the express written approval of GFS pursuant to a fully-executedcontract or purchase order for GFS-manufactured equipment. Customer may make and retain copies ofthe print for information and reference in connection with an equipment order; however, this print isnot intended or represented to be suitable for re-use by Customer or others on extensions of the orderor on any other project. Any use without written verification is at Customer's sole risk and withoutliability to GFS, its affiliates, or agents.Â© Global Finishing Solutions, LLC ANALYSIS PROCEDURE USED: WITH A CURRENT ICC REPORT MAY BE USED IN LIEU OF THE ANCHOR EQUIVALENT LATERAL FORCE PROCEDURE SPECIFIED. ALL OTHER RESTRICTIONS (INCLUDING BUT NOT LIMITED - SPECIAL INSPECTION INFORMATION: BASIC WIND SPEED: N/A MPH TO EDGE DISTANCE AND EMBEDMENT) SHALL BE CONSIDERED. (PORTIONS OF EQUIPMENT THAT ARE OUTDOOR ONLY - IE SPECIAL INSPECTION SHALL BE REQUIRED FOR THE FOLLOWING STACKS AND STANDS) ANCHOR SPECIFICATION IS BASED ON THE FOLLOWING ASSUMPTIONS TYPES OF WORK AND SHALL BE IN COMPLIANCE WITH IBC SECTION BUILDING CATEGORY: INDOOR OF EXIST CONDITIONS: 1705: EXPOSURE: C -- MIN CONC COMPRESSIVE STRENGTH IS 2500 PSI. 1. POST-INSTALLED ANCHORS INTO HARDENED CONCRETE. DEAD LOADS: -- MIN SLAB DEPTH IS 4". PERIODIC INSPECTION REQUIRED. INDUSTRIAL - 5.0 PSF (ROOF) - COLD-FORMED STEEL: STATEMENT OF SPECIAL INSPECTION: - 3.5 PSF (WALLS) A. THIS STATEMENT OF SPECIAL INSPECTIONS SHALL BE 2 BOOTH ROOF LIVE LOADS: N/A PSF ALL COLD-FORMED STEEL MEETS THE REQUIREMENTS OF THE LATEST SUBMITTED IN ACCORDANCE WITH SECTION 1704.3 OF THE GROUND SNOW LOAD: N/A PSF EDITION OF THE AISI SPECIFICATION FOR THE DESIGN OF IBC. COLD-FORMED STEEL STRUCTURAL MEMBERS. ALL COLD-FORMED B. THIS STATEMENT SHALL INCLUDE A SCHEDULE OF SPECIAL STEEL IS COMMERCIAL GRADE WITH A YIELD STRENGTH OF 32KSI AND INSPECTION SERVICES APPLICABLE TO THIS PROJECT. A TENSILE STRENGTH OF 40KSI. 304 AND 316 STAINLESS STEEL PER ASTM A240 HAS A YIELD STRENGTH OF 25KSI AND A TENSILE THE SPECIAL INSPECTOR(S) SHALL KEEP RECORDS OF ALL STRENGTH OF 70KSI. INSPECTIONS AND SHALL FURNISH INTERIM INSPECTION REPORTS TO THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN - STRUCTURAL STEEL: PROFESSIONAL IN RESPONSIBLE CHARGE ON A BI-WEEKLY BASIS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION ALL STRUCTURAL STEEL FABRICATION AND CONSTRUCTION COMPLY OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE WITH THE LATEST AISC HANDBOOKS AND CODES. NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ALL STEEL IS ASTM A36, EXCEPT AS FOLLOWS: ATTENTION OF THE BUILDING OFFICIAL AND THE REGISTERED DESIGN -- WIDE FLANGE SECTIONS - ASTM A992, PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO COMPLETION OF -- PIPE SECTIONS - ASTM A53 GRADE B, THAT PHASE OF WORK. A FINAL REPORT OF SPECIAL INSPECTIONS -- HSS SECTIONS - ASTM A500 GRADE B DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTIONS -- BOLTS ARE A325-N AND SHALL BE SNUG-TIGHTENED. OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND REGISTERED DESIGN - WELDING: PROFESSIONAL IN RESPONSIBLE CHARGE AT THE CONCLUSION OF THE PROJECT. SCALENTSDRAWN BYNMDATE1/15/2024REVIEW BYNMREVIEW DATE1/18/2024 WELDERS HOLD CURRENT VALID CERTIFICATES AND HAVE CURRENT EXPERIENCE IN TYPE OF WELD CALLED FOR. STRUCTURAL STEEL THE SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE THE WELDING WITH LOW HYDROGEN TYPE, E70 AND E60 FOR LIGHT CONTRACTOR OF THE RESPONSIBILITY TO COMPLY WITH THE GAUGE STEEL. STRUCTURAL STEEL WELDING CONFORMS TO THE CONTRACT DOCUMENTS. JOBSITE SAFETY AND MEANS AND METHOD "STRUCTURAL WELDING CODES-STEEL" AWS D1.1, CURRENT EDITION. OF CONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. 3 SHIP TOAERO FINISHING, LLC17925 59TH AVENUE NE, SUITE CARLINGTON, WA 98223 ABBREVIATIONS: A.F.G. - ABOVE FINISH GRADE AMU - AIR MAKE-UP UNIT BLDG - BUILDING CONC - CONCRETE ESOW - EACH SIDE OF WEB EXIST - EXISTING FDN - FOUNDATION GA - GAUGE GR5 - GRADE 5 IBC - INTERNATIONAL BUILDING CODE LBS - POUNDS MAX - MAXIMUM MFR - MANUFACTURER 4 MIN - MINIMUM NS/FS - NEAR SIDE AND FAR SIDE O.C. - ON CENTER OSHA - OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION PLF - POUNDS PER LINEAR FOOT PSF - POUNDS PER SQUARE FOOT SE-NOTESGENERAL STRUCTURAL NOTESADVANCED FINISHING SYSTEMS7515 NE 33RD DRIVEPORTLAND, OR 97211 MODEL INFO SOLD TO T/B - TOP AND BOTTOM TYP - TYPICAL ORDER/SERIAL NUMBER U.N.O. OR UNO - UNLESS NOTED OTHERWISE U161191 WF - WIDE FLANGE DRAWING SET REVISION SD A DRAWING SE NOTES A B C D E A 1. MAY NEED TO REMOVE BOLT AND 1. SINGLE SKIN PANEL. 4 NUT FOR INSTALLATION OF ANCHOR. 2. 5/16"âˆ… A307 BOLTS AT 6" O.C. TYP. 4 5 2. SEE 1/4"âˆ… SCREW ANCHOR NOTES 1" 1" ON GSN. 3. EXIST SLAB ON GRADE. 4" MIN 3 CONC THICKNESS. VERIFICATION OF SLAB NOT BY GFS. A 4. SINGLE SKIN PANEL. 2 1 2 2 5. BASE TIE ANGLE 1 1 1 SCALE 2024 2 3" = 1'-0" SECTION A-A PANEL OR TIE ANGLE TO SLAB CONNECTION PANEL TO PANEL CONNECTION DF5A DF1 1. FILTER RACK FRAMING. 1. SINGLE SKIN WALL PANEL. GLOBAL FINISHING SOLUTIONS12731 NORWAY ROADOSSEO, WI 54758 USA800-848-8738 globalfinishing.comIMPORTANT NOTE: This print and all information contained therein is the sole property of GlobalFinishing Solutions, LLC ("GFS"). It is not to be used or reproduced in any manner or submitted toother parties for examination without the express written approval of GFS pursuant to a fully-executedcontract or purchase order for GFS-manufactured equipment. Customer may make and retain copies ofthe print for information and reference in connection with an equipment order; however, this print isnot intended or represented to be suitable for re-use by Customer or others on extensions of the orderor on any other project. Any use without written verification is at Customer's sole risk and withoutliability to GFS, its affiliates, or agents.Â© Global Finishing Solutions, LLC 2. 5/16"âˆ… A307 BOLTS AT 6" O.C. 2. SINGLE SKIN BOOTH ROOF PANEL. 2 4 1 3. TIE ANGLE - 2x2x14GA. 4. 5/16"âˆ… BOLTS AT 6" O.C. TYP 2 WHERE SHOWN. 1 3 1 2 FILTER RACK WALL/ROOF TIE DF4B DF3B 1. FILTER RACK. 1. SINGLE SKIN WALL PANEL. 2. FLOOR CHANNEL. FIELD DRILL AS 2. SINGLE SKIN BOOTH ROOF PANEL. 2 4 NECESSARY FOR ANCHOR INSTALLATION 3. TIE ANGLE - 2x2x14GA. SCALENTSDRAWN BYNMDATE1/15/2024REVIEW BYNMREVIEW DATE1/18/2024 3. SEE 1/4"âˆ… SCREW ANCHOR NOTE 4. 5/16"âˆ… BOLTS AT 6" O.C. TYP ON GSN. WHERE SHOWN. 4. EXIST SLAB ON GRADE. 4" MIN CONC THICKNESS. VERIFICATION 1 3 OF SLAB NOT BY GFS. 2 1 3 4 3 FILTER RACK / FLOOR CHANNEL TO SLAB CONNECTION WALL/ROOF TIE DF5B DF3C SHIP TOAERO FINISHING, LLC17925 59TH AVENUE NE, SUITE CARLINGTON, WA 98223 1. SINGLE SKIN BOOTH ROOF PANEL. A 4 3 2. 12GA "J" BEAM x 10" DEEP. 3. 18GA BRACE - LOCATE BETWEEN PANELS NEAREST TO MID-SPAN. 1 4. 5/16"âˆ… A307 BOLT - FIELD DRILL. 5. 10GA SPLICE CHANNEL x 5 1/2" DEEP x 30" LONG. A 6 7 6. MID-SPAN. 3" 9" 3" 1/4"7. (4) 1/2"âˆ… A325 BOLTS EACH SIDE OF 4 SPLICE. 4" 3/4" MODEL INFOSE-DETAILSSTANDARD DETAILSSOLD TOADVANCED FINISHING SYSTEMS7515 NE 33RD DRIVEPORTLAND, OR 97211 ORDER/SERIAL NUMBER SECTION A-A U161191 2 5 DRAWING SET REVISION SD A ROOF BEAM (WW GREATER THAN 10FT AND UNDER 20FT) DF2A DRAWING SE DETAILS A B C D E BOOTH EQUIPMENT NOTES: THE EXHAUST FAN AND INTAKE FAN HAVE BEEN SIZED WITH AN EXTERNAL STATIC DUCTWORK SPECIFICATIONS 1. BOOTH IS FABRICATED FROM UNPAINTED 18 EXHAUST FAN GAGE GALVANIZED SHEET STEEL; PRE-PUNCHED PRESSURE (ESP) OF: 3â€, OF WHICH, AN ALLOWANCE OF 1/8â€ OF STATIC PRESSURE HAS NOT BY GFS PART # 1057083 AND COMPANION FLANGED FOR BOLT TOGETHER DIAMETER 30.06" ASSEMBLY. BEEN MADE AVAILABLE FOR CUSTOMER PROVIDED DUCT. IF THE DUCT ALLOWANCE IS CFM 9,600 STATIC PRESSURE 3" 2. BOOTH'S SUPPORT STRUCTURE IS FABRICATED NOT ACCURATE, PLEASE CONSULT GFS FOR RESIZING OF THE FAN(S) FROM PRE-PUNCHED 12 GAGE GALVANIZED. HORSEPOWER 7.5 VOLTAGE 208/230/460 3. DUCT SUPPORT NOT SUPPLIED OR DESIGNED BY GFS. PHASE 3 20'-6 15/16" EQUIPMENT IS NOT DESIGNED TO SUPPORT DUCT. DUCT ENCLOSURE TEFC CLEAR DEPTH 1 SUPPORTS SHALL BE DESIGNED TO RELIEVE THE EQUIPMENT QUANTITY 1 OF ALL DUCT LOAD. CL EXHAUST LIGHTS 2'-3" 4. WALL SHUTTER, IF APPLICABLE, DOES NOT MEET PART # LABW12-6-LED NFPA CODE. DISCHARGE POINT MUST BE 6' FROM SIZE 48" EXTERIOR WALL OR ROOF. TUBES - (INCL.) 6 TYPE LED 2024 5. INCLUDED, BUT NOT SHOWN: VOLTAGE 120/277 (1) CONTROL PANEL w/ CONSTAFLOW (1) MANOMETER RATING CLASS 1 DIV. 2 (1) 1 " SOLENOID VALVE ACCESS INSIDE 2 (1) Ã˜30" CONNECTING RING QUANTITY 4 6'-2" INTAKE FILTERS PART # 217-012 SIZE 20" x 20" x 1" QUANTITY 20 GLOBAL FINISHING SOLUTIONS12731 NORWAY ROADOSSEO, WI 54758 USA800-848-8738 globalfinishing.comIMPORTANT NOTE: This print and all information contained therein is the sole property of GlobalFinishing Solutions, LLC ("GFS"). It is not to be used or reproduced in any manner or submitted toother parties for examination without the express written approval of GFS pursuant to a fully-executedcontract or purchase order for GFS-manufactured equipment. Customer may make and retain copies ofthe print for information and reference in connection with an equipment order; however, this print isnot intended or represented to be suitable for re-use by Customer or others on extensions of the orderor on any other project. Any use without written verification is at Customer's sole risk and withoutliability to GFS, its affiliates, or agents.Â© Global Finishing Solutions, LLC 3 STAGE FILTRATION 1ST STAGE CL EXHAUST TYPE 216-503 QTY 1 2ND STAGE TYPE 216-501 QTY 24 3RD STAGE 6'-2" TYPE 216-505 2 QTY 24 PRODUCT DOORS SIZE 10'W x 8'H TYPE FILTER STYLE SWING QUANTITY 1 ELECTRICAL INFO OPERATING VOLTAGE Note: Exhaust Termination Point. Per the International Fire Code and NFPA 33, the termination point for exhaust ducts discharging to the atmosphere shall not be less than the following distances: PLAN VIEW 480 VOLT 3PH 3W 60HZ 1. 30 feet (9144 mm) from the lot line; FULL LOAD AMPS 15 LARGEST MOTOR HP 7.5 2. 10 feet (3048 mm) from openings into the building; TOTAL HP 7.5 3. 6 feet (1829 mm) from exterior walls and roofs; LIGHTING VOLTAGE 120 4. 30 feet (9144 mm) from combustible walls or openings into the building that are in the direction of the exhaust discharge; 18 AMP MIN SERVICE REQ 5. 10 feet (3048 mm) above adjoining grade. 6. 25 feet (7625 mm) from any unprotected opening in any noncombustible or limited combustible construction that are in the direction of the exhaust discharge. SCALE1/2" = 1'-0"DRAWN BYNMDATE1/15/2024REVIEW BYNMREVIEW DATE1/18/2024 7. 25 feet (7625 mm) from any exit discharge or public way that are in the direction of the exhaust discharge. 3 SHIP TOAERO FINISHING, LLC17925 59TH AVENUE NE, SUITE CARLINGTON, WA 98223 11'-10 3/8"TOP OF FAN 8'-10" 7'-9" 8'-0" OVERALL HEIGHT OPENING HEIGHTWORKING HEIGHT 4 LOCATE FIRST HOLDOWN ANCHOR 3" FROM END OF THE PIER 9'-11 1/2" 10'-0" 4'-0" AND REMAINING (1) HOLDOWN ANCHOR AT 6" O.C. FROM OPENING WIDTH WORKING DEPTH CHAMBER DEPTH FIRST HOLDOWN ANCHOR. 12'-0" 14'-5" SPACE ANCHORS AT 12" O.C. BETWEEN HOLDOWN ANCHORS. WORKING WIDTH OVERALL DEPTH MODEL INFODFECG-120810-NSB-SD-SP-F3DRY FILTER BOOTH, 12' 0'' W x 8' 0'' H x 10' 0'' L, GALV.SOLD TOADVANCED FINISHING SYSTEMS7515 NE 33RD DRIVEPORTLAND, OR 97211 12'-4" BACK ELEVATION ORDER/SERIAL NUMBER OVERALL WIDTH SIDE ELEVATION U161191-A DRAWING SET REVISION FRONT ELEVATION SD A DRAWING A-GA CITYOFARLNGTON 182M 59th Avenue NE, ArlingtorL WA 98223 INSPECTIONS: 36G403-34 I 7 - Permit Center: 360-403-355 1 BT]ILDINGPERMIT Permit #z 6217 17925 59TH AvE NE PERMIT E)CIRES 180 DAYS AFTER Parcel #: 3 I 052200403000 DATE OF ISSUANCE. Scope of work: Replace non compliant spray booth with a compliant spray booth Valuation: 42000.00 APPLICAI\T CONTRACTOR OWI{ER ARLINGTON ADVANCED Advanced Finishing SYstems Advanced Finishing SYstems, Inc. MANUFACTURINGPARK 3316 FUHRMAN AVE E STE 2OO 7515 NE 33rd Dr 7515 NE 33rd Dr SEATTLE, WA 98102 Portland Portland, OR 97211 50320923& LIC:600506786 R/.P:M130D025 LIC: ADVANFSO2IO3 Rr.P:M120/2026 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: E)(P LIC#: E)(P JOB DESCRIPTION PERMITTYPE: COMMERCIALMECHANICAL CODEYEAR: 202r VB STORIES: I CONST. TYPE: OCC GROUP: F-l; FactoryMod.Hamrd, DWELLINGUNITS: BUILDINGS: OCC LOAD: PERMITAPPROVAL The issuance or ganting of this permit shall not be constmed 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 ofany order, proclamation, guidance advice or decision ofthe Govemor of this state. To the extent the issuance or granting of this permit is interpreted to allow construction actMty 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 offrcial is authorized to prevent occupancy or use of a struchre where in violation of this code, any other city ordinances of this jurisdiction or any other ordinance or executive order of the Crty, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building ofhcial is authorized to suspend or revoke this permit if it is determined to be issued in effor 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 Crovernor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK OF THE LABOR CODE OF THE AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION INSURANCE AND RCW 18'27' STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISA]ER DEPUTY AND ALL FEES ARE PAID. UNTIL A FINAL INSPECTION HAS BEEN IT IS LTNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC1IO/IRCIlO' Sales relating and construction materials in the Crfy of Arlington must be reported on your sales tax and City #3101. /2- ^zf%*-CZ*/*- 0110312025 Date Building Offrcial Date M copy for to The properly owner shall ensure that the construction project corplies with all applicable zoning codes andregulations. The property owner shall also ensure thut q" gonstruction project does nolcause any adverse impact on the surrounding environment or community The property orvner shall be responsble for obtaining all necessary permits and approvals from the relevant authorities before conrnencing construction The property o\Mner shall ensure that the constuction pro;ect conplies with all applicable desigr review requirements. THIS PERMIT AUTI{ORZES ONLY THE WORK NOTED. THIS PERMT COVERS WORK TO BE DONE ON PRIVATE PROPERry ONLY- ANIY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRTVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. M Date Description Fee Amount un312025 V\,bb on[- Irbcfranical Commerdal Han Reriew $54e46 ul08n025 CreditCard Service $16.48 01t03t2025 Proessing/Tedrnology $25.00 01t032025 Itrbchanical Base $25.00 01t03t2025 ttbchanical Msc. $15.00 01t03t2025 CreditCardSeMe $1.95 Total Due: $632.89 Total Payment: $632.89 Balance Due: $0.00 Call by 3:30 pm for next day inspection, allow43 hours for tr'ire Inspections when calling for an inspection please leave the following information: Permit Number, Tlpe of Inspection being requested" and ntretheryou prefer morning or afternoon !"# $%&'()(*+(), -."/# 012)3$0'()(*+(),45*6$7* -."/-8899 : :;;%0<% -."/=>=?=@ A&%6B2)0 > /" &)5$%* C / :; D ; E. &)7F2012)3$0G()(*+(),H3&7 ?" 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