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HomeMy WebLinkAbout17831 59th Ave Ne_BLD3456_2026 I COMMERCIAL MECHANICAL APPLICATION I Community&Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223•Phone(360)403-3551 This application is for new,addition,altered or replaced mechanical installation and new or altered gas piping and must be accompanied by TWO (2) SETS OF CONSTRUCTION DRAWINGS and information outlined in the MECHANICAL SUBMITTAL REQUIREMENTS,if applicable. Type of Permit: 0 New Installation ❑ Addition ❑ Alteration ❑ Replaced ❑ Gas Piping Property Address: I'J A& /I& ��►",' ���a�rojectValuation: L` 3 S 3 Lot#: _-7 Parcel ID No.: 3j0 2.7A�Z.o2 000 Preferred Contact: aOwner 0 Contractor Project Description: 1 A i y 7oa 14er ZTA-K Owner Name: Octi �#%(-e) M i)rtrt e .4,1,:.,, DAf k Home No.: Email Address: �k,�,�(� Fire-;n4 C6,4,116,6A},C0-'+1 Cell No.: 31 C' Mailing Address: Sc h f Q /V'�.City. State1 OCJ%%A�qo ,�— Zip: Contractor Name: ��i �.S ��,S a L.L(- Office No.: 7- Email Address: m►ah , l"('o�,,fr Ca Q,r, 'S . (��►'� _ Cell No.: .2 C& - 71-jL/-]e Ave � Mailing Address: �7 37 Wor,,�'1 A City J �y _ State: -LA— zip: L&I Contractor License Number: 'r f,th U ,_ , C Expiration Date: S- Z 21 • 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 all appliances Gas Piping Information and complete PAGE 3 Not Applicable ❑ ❑ Proposed Piping Material: CSST Brass ❑Other ❑ Black Steel ❑Galvanized Steel Proposed Piping Size: ® %P 0 %,, ❑3/4" 0 1" O 1Yi" 0 2" Inlet Pressure: Pressure Drop: Specific Gravity: I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described property will be in accords ce with tb laws,rules and regulation of the State of Washington. Signature 1frint Name Date FOR STAFF USE ONLY PERMIT# ACCEPTED BY: DATE STAMP REV2.2020 Page 1 of 3 vs hc)\.,�-'-anT/ ozoz ti d3S 31n03HOS NOIl03dSNI,VI03dS SJNI1M���d2141 yCJI /� y1 S1N'NOiTL7Y111- y IhRlflla./nalS 1 an�a�la2J 1G011�3d5p1 Sl1C,V L,Oe Y [PLL LbSW3W tA]b1Y00 1vNIi :e{e lOtl % o3N➢WVN M03rn/muoa NOdn svOLOIn ANou?3esa �Ap1L1A* t♦10a YGN Lps LNIr ssn x ltlOd 30N3tl3d3tl OtltlONV15 OW-d fd{OIWUJOp NOLLOM!11 ONV NOLLClliltl3n 09 Y 'SOVd3H1 NO1 dI 33H1 10 NOLLV1N3Itl03HLtlOi Stl3H10 All SNVW OLtl3d3tl 'I, $tlOHONY 3HL d0 NOLLVRr15Nl 3H1 tlOi 31Y1dW31 V SL 531YId3SVB M3WdIn03 35n D f l�w4-S133HS TMILLOnLLt lV101 4 r103dSiO1N3W31V15 • I I Ci1'/SbOH3O1'WA�3HA10•o NKUVfMAW rOS LAB 03ZIWIWIr NATTf.11,0 s3S513 n'i J.Y. 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CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 99223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT Permit#:3456 1783159TH AVENUE NE PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#:31052200403600 Valuation:4315.31 OWNER APPLICANT CONTRACTOR ARLINGTON ADVANCED Fireline Cannabis Airgas USA,LLC MANUFACTURING PARK 3737 Worsham Ave E 720 N lOTH ST ST A128 17831 59th Ave NE RENTON,WA 98T Arlington,WA 98223 Long Beach,CA 90808 360-999-6645 503-481-8002 LIC:AIRGAUL873C7 EXP:05/22/2021 MECHANICAL.CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Mechanical CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: 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.T he 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. IBCI10/i[RC110. 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. Will 20 J4 Signature kin Name Date Released By a CONDITIONS This permit is for tank installation ONLY.Building piping will require separate permit and drawings.Approved permit and plans shall be onsite during construction.Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK:NOTED. THIS PERMIT COVERS WORK TO BE;DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMT FEES Date Description Fee Amount 12/14/2020 Mechanical Base $25 00 12/14/2020 Processing/Technology Fee $25 00 12/14/2020 Mechanical Commercial Plan Review $10T67 12/14/2020 Mechanical Misc. $165.64 Total Due: $323.31 Total Payment: $323.31 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 4$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 " CITY OF ARLINGTON • 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#:3456 17831 59TH AVENUE NE PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#: 31052200403600 Valuation:4315.31 OWNER APPLICANT CONTRACTOR ARLINGTON ADVANCED Fireline Cannabis Airgas USA,LLC MANUFACTURING PARK 720 N 10TH ST STE A128 17831 59th Ave NE 3737 Worsham Ave RENTON,WA 98057 Arlington,WA 98223 Long Beach,CA 90808 360-999-6645 503-481-8002 LIC:AIRGAUL873C7 EXP:05/22/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Mechanical CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order, state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRCI10. 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. Signature Print Name Date Released By Ua CONDITIONS This permit is for tank installation ONLY.Building piping will require separate permit and drawings.Approved permit and plans shall be onsite during construction. Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERIVHT FEES Date Description Fee Amount 12/14/2020 Mechanical Base $25.00 12/14/2020 Processing/Technology Fee $25.00 12/14/2020 Mechanical Commercial Plan Review $107.67 12/14/2020 Mechanical Misc. $165.64 Total Due: $323.31 Total Payment: $323.31 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 CONSTRUCTION NOTES CLIENT 1 GENERAL a ABBREwToxa L� Al1J AUTHOR TYRAVINGJURISOICTION AIMMATUIrM — INI PRECAST PAD A ALL WORK SHALL B PERFORMED IN COMPLIANCE WITH WE PRINCIPLES OF GOOD BCA BOLTCIRCIEDLVMETER AN MIRIINN BY OTHERS,NIC •„'•v CONSTRUCTION PRACTICE BIM BDTTOM BOB M[UBOR AS REPORTED: an Air Uquide Company BW BOLHWA" (H) NEWCOMPONENT 10-THICK B DURING THE CON5TRUCTION PERIOD THE CONTACTOR SHALL BE RESPONSIBLE FOR WE CJ CCAITIIEANf NIC NOTIN MIS CONTRACT 4,000 PSI NWC SAFETY(INCLUDING FIRE SAFETY)OF THE NEW,AS WELL AS EXISTING,STRUCTURES THE CL CENTERLINE NOM NOMINAL REINF,BW: RA CONTCTOR SHALL PNOWDE ADEQUATE SHORING,BRACING,AND GUYS IN ACCORDANCE CLR CLFJ,R NTS HOT To TOP AIRGAS USA,LLC WITH ALL NATIONAL STATE,AND LOCAL SAFETY ORDINANCES ANY DEVIATION FROM SUCH CLSM COHniOL1EO LOW-STRENGTH MATERIAL om IBDRM T W{R1!ALvmou 11 BTTM:I101Y ORDINANCES MUST BE APPROVED PRIOR TO ERECTION THAT RESPONSIBIUTY SHALL APPLY CONT CONTINUOU9 oc CENTER-TOCENTER CONTINUOUSLY AND SHALL NOT BE LIMITEDTO NORMAL WORKING HOURS CS CARBO"RTEEL OPP OPPOSTTE _ _ KIN ON WE _ pMW[TY.R PL PATES PR EQURDFT q 7700 14TH AVE S C PRIOROTO DOMMENCNOCTHEE WORK FAOILM DISCREPANCIES SHALL LBEDCALLEDETOIOWE EA EAl°TN9 CpWgkCFT G01 POUNDS PEER SCLARE INCH Y''IrW SEATTLE,WA 98109 ATTENTION OF THE ENGINEER,AND SHALL BE RESOLVED BEFORE PROCEEDING WITH THE EJ EXPANSION JOINT LIEF FOR REFERENCE ONLY —_ WON( EMB EMBEDMENT R[K IRNYONCEM[NT EOR EMONEE110F RSCOO RPT REPORT THE SHOWN MINIMAL DISTANCES TO THE 1000U1TA CA3 0 ALL CONSTRUCTION WORK(INCLUDING,BUT NOT LIMITED TO,MEANS,METHODS,SEQUENCES, — EXTENSION SIM SIMILAR PAD EOOES,ANCHOR EOOEDISTANCES, MUROMOE TECHNIQUES,PROCEDURES,ETC)IS WE SOLE RESF°NEISIU-Y OF WE CONTRACTOR (F) FITNRE COMPONENT SS STAINLESS STEEL NUMBER AID TYPE OF ANCHORS,AND PTR bUT£WlE Pq BEBARDE NOTE: FC FILLCOINECTON STO STMDAO EOUIPMENTCLEARANCEOISTANCES A9 REOLf1ED FORAL THE RECOMMENDATIONS(IF ANY)ON THESE PLANS REGARDING THE MEANS.METHODS, GAL GALLON TB TOP MDBOTTOM SHALL BE MAINTAINED B {- �N SOLI SIDES EIO%M913 TO FORTIE INSTAIIATNN OFTIE PRECI Yr PADS. SEQUENCES,TECHNIOUES,PROCEDURE5,ETC OFC°NSTRUCTONSHALLBECONSIDEREDA5 MLV GA— Tao TO BE DETERMINED ), VE LAIR an— TECORTIACTO5 OAS ASSURE THE FOLLOWING' MINIMAL REQUIREMENTS WE CONTRACTOR SHALL NOT DEVIATE FROM THESE HORU HOG20NTAL THK THICKWESS FOR SITE MN,64VIIWW LAYOUT AMD OR OTHER MEIW9 TOA99UgETNE FOLLOWING: RECOMMENDATIONS UNLESS SUCH DEWATON IS TOWARD MORE STRINGENT REQUIREMENTS L LITER TOC TOPOFCOORETE MMMATIW,ANO011TE NFORMibN FLATAND LEVEL TOP OF CONCRETE- IF UQUN ARGON TOO TOP OF GRACE REFER TO NNI IN OT4Af -UNFORM BEARINOON WE PAVEMENT BELOW E THE Ok1TRACTOR SHALL BE 0.ESPoN918LE FOR THE RESTORATION OF WORN DTT UIO.a..NG CONON UN LIO N TOS TOP OF STEEL OF ALL EXISTING COMPONENTS AND STRUCTURES AFFECTED BY THIS CONSTRUCTION THE LNG LIQUEFIED NATURAL GAS TRANSV TRANSVERSE FOR AODRIORALINFORMATON, UNDERCI—AINCONDITIONS,PREOASTPADS NTRA COCTORSHALLCONSTANTYKEEPTHEAR OF CONSTRUCTION FROM ACCUMULATION LONGIT LONGITUDINAL TYP TYPICAL ` WSTIILLIDAT APROTECTEOGRAOE IMY OF WASTE MATERIALS AND DEBRIS AT THE END OF WORK,THE CONTRACTOR SHALL REMOVE LOX UOUID OXYGEN UK O UNLESS NOTED OTHERWISE REFERTOCONSTRUCTIONNOTE9, PANnCAARIY,TO2ECTIONS . FIIPERIENCE WIED W9PlACEMENT DUE TO Q ALL WASTE,SURPLUS MATERIAL,TOOLS,AND EUPMENT LWR LENGTH OF REBAP WRAPPING VERT VERTICAL y SFARONALIIDVEYENTOF SO IL F.TE CONTACTOR SHALL DEFEND,INDEMNIFY,AND HOW WE ENGINEERITH HARMLESS FROM 'PRECASTPADS' ANYAND ALL UABIUTY,REAL OR ALLEGED,IN CONJUNCTION W THIS PROJECT EXCEPT FOR 'POSTHNSTALLED ANCHORS' LOBILTTY'RISING FROM WE SOLE NEGLIGENCE OF WE ENGINEER ANY UASIUTY BY SGE AS M1IO)4 REF 1'-t0yp' r RELATED TO THIS PROTECT IS LIMITED TO WE ENGINEERING FEES RECEIVED FOR THE ^�I B[RIADtl RENOEREO, full tail® O ALL MATERIALS,STRUCTURES,AND WORKMANSHIP SHALL CONFORM TO THESE PLANS, CALCULATIONS,AS WELL AS TO WE—BUSHED GUIDELINES SET FORTH BY THE LATEST O ADOPTED ED—S OF 2015 WASHINGTON STATE BUILDING CODE,ABC MANUAL OF STEEL — CdISTRUCTWN,AC1318.AND ALL OTHER APPLICABLE REGULATORY DOCUMENTS IN CASE OF O ANY CODE CONFUCTS,WE CONTACTOR SHALL CONTACT WE lmV H IA THESINFORIS AND CALCULATIONS�ABOUT,THE NEW EQUIPMENT.AS PROVIOFOED UPON WE M BY ENT FROM,wN EEMMWI O IA a CROSER,TEL 120B)S71S478i. LL AS ON (N)PAD AND(W}TANK LAYOUT >�N- M Y p 3 L THIS DESIGN°HALL BE USED EXCLUSNELY BV ARGM.M WELL M THEIR CONTIACTOR(S) Cl PLAN,SCALE:1'=34r BlE■r Z ANY OTHER USE(INCLUDING BUT NOT LIMITED TO,REVIEW,DISSEMINATION,OR COPYING)OF ZQ MESS DESIGN MATERIALS AND ANY PORTION THEREOF,AS WELL A9 AN USE OF THOSE C En IMIERLA.BY ANY PART OR PARTIES OTHER THAN THE ONES SPECIFIED ABOVE,ARE79 —PROHIBITED UNLESS UOERA WRTTTEN PERMISSION BY SEE �Qy J DO NOT SCALE THE PLANS z C-4 J a Z K�E(T)TQ/�E�MJ�I�FTyyBCH80AEFgLAL gECML NEE°OTDV R[OWIEMCNT► {\/—C_-•��/ O V_ Q L THESE PLANS SUPERSEDE ANY OTHER PPLANSPREVIOUSLY ISSUED BY WE FOR THE SUBJ OECT �l 0 LL PROJECT. r` C � LL THE MEASUREMENTS SHOWN ON THE MANS ARE BASED UPON THE DATAIOGUED(IDFALJ DR—ONS OF WE EOUIPM6VT THE CONTRACTOR SWILL VERIFY THE ONENSIONS AGAINST r TH l�'7NETEMMATEANdWt OFWEACTUALEOIIPMEMPRIORTOANYCONSTRUCTION EQUIPMENTPAOp*TNM— ul I w11EAvrH«Nur L DBBION COIIYN vw" ="M_ EQUIPMENT ANCHORAGE ��(2)MIN J �7- PLAN I PER SCHEDULE INSTAL LAWARIERANDTIOIFADTIEA THESE STRUCTURAL PLANS AND CALCULATIONS WERE DEVELOPED BY SEE RESTNC-1-Y IN / NUT WIN6TGHTEIlRGRAGAWSTTHEREGARD TO THE INSTALLATION OF 3.—ITER CO2 TANK AT GREEN FIRE PRODUCTIONS INC, \ 7 /\ (MJYfABKM BA9RMATE INSTA-TESECONO NUT H I—IBITH AVE NE,ARLINGTON,WA SB223 OULEDI�I►E I I AND EM1SETEASSFMBLYY FULLTURIN SCHEDULE WH[ECOIWFER-TNMRENINGTE FlR n' U) B THISDESGN DOES NOT CONMONSTHESTRUCTURAL MEMBERS BY (LEGS, NIITAGMJNSTIHE SECOND NUT BA9EPLATES,AND CONNECTIONS BETWEEN THESE MEMBER°BY OTHERS) FOR WE i i t PURPOSES OF THIS DESIGN,ALL NEW EQUIPMENT WAS ASSUMED TO BE STTRUCTURALLY u•7 ADEQUATE. 100 z EOIIBMENT BASE RATE J'-1'MN F 6 LOApi I k[CHMNFER C THESE STRUCTURAL PLANS AND CALCULATIONS WERE BASED UPON THE FOLLOWING MINIMAL LOADS COMPLIANT WITH CHAPTER 16 OF THE 2U15 WASHINGTON STATE BUILDING CODE AND � FOR ADDITIONAL INFORMATION ASCE 7(REFER TO SEISMIC PARAMETER SCHEDULE) A- REFERTO: _ A P SITE LATTUOE LONGITUDE I8IN214B-1221WSN RISKCATEGDRV 11 i'• _ B WIND DESIGN DATA, WE[IB WANT IIO�S T� BASIC WINo SPEED,MPH 110 t1oH[pEE • a�—RINK GROUT,FORMED WIN°EXPOSURE C —I.AO I EPE N THQEVFLOPaS BY BY OTERS SIMAKOItA HROUT212 ERBONNCE—AS a IRED IN THE°TTTIE C EARTHQ—DESIGN DATA: • •�� rlwgw®FORsQmmMLIYLLN[M °�,TED TO p188dIMTON AIA COPYING)OF 9NCLUDINGBUT NOT SITSN'CO D , PAD ARTY PANBORAHYUBE THERANBBYAHY SEISMIC DESIGN GTEGORV 0 • PER PLAN' PARTY OR AFRIEB°TER TIWI THE OIEI SPECTRALRESPONSEACCEIERATIONPARAMETERS: I w AR) CHDR FOR ADI)MID11AL MOR WI BPE.P.,..IN ULWTNIMISE= A BTIUCTY 35 1O2 PER SCHEDULE RFTERTO �POmHl,nm U1DFR WATTTBI su (N)EPDXY 9 0- A Y ANCHOR e A.Ln SDI 652M L � B —1.non.--. EEN/c[xT UTeRA FORCP TYP.SECTION,TUTS ABM fO E A.PRE.—PAD (N)ANCHORAGE A WE NUCART PAG COASIOMAAnOM IUNOTH.W W.TR00E00,REINFORCEMENT PER TYP,SECTION,NTS FLA•M)WAB plANTO CAROM AgOA IMR J[,LAIMLB7T CROBRA B FOR THE PURPOSES OF THIS DESIGN,THE HXISTING PAD WAS ASSUMED STRUCTURALLY SOUO,FLAT,LEVEL,AND TO CORRESPOND TO WE ABOVE REPORTED SPECIFICATIONS UNDER SUCH ASSUMPTIONS.THE PAD WAS FOUND TO BE GENERALLY ADEQUATE AND SUITABLE FOR THE INSTALLATION OF THE NEW EQUIPMENT C WE ANALYSIS WAS BASED UPON THE REQUIREMENTS OF 21115 WASHINGTON STATE BUILDING CODE SECTION 1808 AND TABLE 1BE2(ALLOWABLE CAPACT'OF 1,5111 PBF WITH 1M S.eMam IIRIMWL—aN INCREASE FOR SHDRT-TERM WADING) \B1<mFHIDIO—(wQ OC O.THE SOIL PRESSURE UNDER THE NEW EQUIPMENT PAD 19 NOT EXPECTED TO EXCEED 300 PEP ��IM I�M�I�AY L9H)47'nd UNDER THE DEAD AND UYE LOADS,AND 4W PSF UNDER DEAD,LNE,AND SHORT-TERM LOADING �V STfp S VUE TOM NOIFAK W TE A—OFAO LORA IRE PAo MY dM1FLOP SOME 11W i°n S�oT a++Yi�O B\TItEBNM AFIt11MBI NALAROMOF THE NSWt"I'MIN1 �+C' IOj o F. TH PRIOR TO E NEW INSTALLATION,THE CONTRACTOR SHALL INVESTGATE THE CQUDITION °�°N WMOR SEBMIO OFSgN MTA EJ•7 g•¢ AND CONK URATION OF THE EXISTING PAD IN CASE OF DISCOVERY OF ANY CONDITION5 /ARLMIIEEA HEIGHT lAFO •• 1d DEVIATING FROM WE ONES OUTLINED ON THESE PLANS OR PREVENTING THE SPECIFIED EQIIIPAEIar EMPTY IYLW ICAO FT SEISMIC �BA9E SHEAR 7 C z INSTALLATION,THE CONTRACTOR SHALL STOP ALL WORK AND IMMEDIATELY NOTIFY WE EXPOSED TO HER bPS bPe 1 " COEFF qP8 VEHICULAR IMPACT°' KTAFTN BOLLARDS QnF O AW\FCATNION FS PALM BNLL BE IIBIOEIILNM MArUi MDt[VIt 1MRrJE ABSWM1OA aa UMMORM CONTACT OF TIE BOTTOM OF Wa PAO MD TBANBFEA OF MES ARE 70 THG wITIWb 3.ODDUIER CO2 990 BSI 1010 1 E OARa +21 %P .�_ \ Y MITROA MOfEGTEO STIUCTNT UNDERLYING SOIL OR PAVEMENT H THE SUBBASE MAY BE CONCRETE OR ASPHALT(1-MINIMUM THICKNESS TO BE PLACED ON September 6,2020 TOP OF THE EXISTING ASPHALT OR CONCRETE PAVEMENT),OR COMPACTED CRUSHED STONE —PIPE FILL: (1Y MIN THICKNESS,TO BE PLACED ON TOP OF EXISTING UNPAVED SURFACE) R 3,000 PSI MIN NWC SEISMIC DESIGN PARAMETER SCHEDULE BGE JOB N.520 D83217 1 THE CONTACTOR SHALL TAKE ALL MEASURES NECESSARY TO PREVENTTHEDETERIORATION WITH PANTED CROWN (FOR EXAMPLE,WATER OR MECHANICAL EROSION)OF THE SUBBASE,AS WELL AS OF THE OR COVERED WrTHASTI PICSLEEVE pAIIR IOQPROCMIG'IpM UNDERLYING MATERNAL Y2 _f —"N AAT FN OI T[ J REFERTO WE Ei PAD MANUFACTURERIS INSTALLATION SPECIFICATIONS I � CENtBR AT4 DRILLED PIER REVISIONS /.POB~AiWANCNORe OIICOYI'R[D'MIN NAf/1C alE[V[ AAIDHV Y.MLTINRJI[BIBPER KOENlW WASHERS COLOR:SAPEtt YELLOW ANCNGRROG In FACHANL1gR 111BI�BG OII A ALL ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS WAPMEM 0 EMS F)(T SFEEL OPER BPETt 8� TM HEED.��„� REQLMiE71 UNIT \ IN N IN GRADE LEG 'NR IN IN B UNLESS NOTED OTHERWISE,OTUER ANCHORAGE HARDWARE DOES NOT NEED TO BE C OALVANQED OVOE OR RALE+EGIT OJI TANK 9pODU1ER CO2 % 7 ° 98 A STAROMD STEEL WASHER C THE ANCHORAGE HARDWARE SHALL BTRICTLY MEET WE NOTED ASTM SPECIFICATIONS, PARTCUTARLY:THREADED RODS-F1554 GRADE AS SHOWN;NUTS-ASTM A194 GRADE 2H OR REFFA7ti PIANAND CONSINUCTION NOTES PoR ADETIONAL WFORAAINW ASTM A583 GRATE DH;PLATE WASHERS-ASS;CIRCULAR WASHERS-F438 D Bn-a OF HIGHER GRADES OR DIFFERENT A81111 aPECIRCA1ION6 8—NOT BE UaBG Ftv p OE,LRP11M9 07 OUTAR- E. TMNE SET ANLNOR ROD D SHOULD NOT BE DISTURBED OR LOADED DURING THE SPECIFIED E CU SE M N ANCHORAGE SCHEDULE DATE:Sep�mber8,l2020 ip DESIGNED BY JP F.UNlE55 SPECIFICALLY AUMORUED BY SEE,INSTALLATION OF THE ANCHORS AND I , / 3pWOLPSI M#N NW. APPROVED BY 1Vw EQUIPMENT MAY BEGIN NOT EARLIER THAN 7 DAYS AFTER POURING OF CONCRETE I \TATEIBN!OP PtHDAt MIVRCIIWB TOTAL STRUCTURAL SHEETS-1 G USE EQUIPMENT B AS A TEMPLATE FOR THE INSTALLATION OF WE ANCHORS .^ REFER TO PANS BYy OTHERS FOR THE ORIENTATION OF WE EQUIPMENT ON THE PADS -' "'-2 �IINEIKJIQ MC H U\E MNAMPA DRILL AND CARBIDE BITS TO DR.-ANCHOR HOLEa I L 4EMREAIR7MY0114PECiION WIII0111011 PERIOOC STANDARD DEFERENCE REPORT }B/MW/Y LDMDFANGOR6 IIrGN AG 31B: PDBT«E*EAEONBVJmENEO Rae - F'"AL STRUCTURAL BOLLARDS Received 4 .SECTION,NTS DRAWINGS l�^1SPECIAL INSPECTION SCHEDULE SEP 2 2 2020 V S-1 N W LiL EXISTING BUILDING EXISTING GENERATOR PAD NEW BOLLARDS 0 0 0 0 0 Z:--�---NEW CO2 TANK 3000 LITER 6000 LBS EXISTING 10 m CONCRETE • • NEW MICE❑BPAD EXISTING 8- X 10' BUILDING iiv orrt ow ww ■[v wa e.i at arm iev wR Ow/ ow NW DER m—•v OMFMO 1Ml HMXE v oft oa o3 20 �. cRoseR SITE LAYOUT 1 of 1 0 I '9 _ 3,000 LITER CO2 MHir � GREENFIRE o oe/o3/2 ow,wirlc crtEnnoN ��c - - CSA-2020186.DWG ors o,,,l an Air Liqui a company ARLINGTON, WA CSA-2020186 .W- MODEL DIMENSIONS _ 7 D-20857707 MODEL 11M A DIM B DTM C DIM D DIME [)IMF DERMA-MAX 44DD CO2 52 51S 4B 5/B BB 6/8 62 518 115 114 48 DESIGN SPECIFICATIONS A. o ox o01n a 1/2 1 Fla 1 121114 4400 CO2 6000 aDz DIME ITEM INNER VESSEL $4 318 CODE ASME SECTION VI II.,DIV 1 DIM C - ——421/4 RELIEF SETTING MAWP 350 PSI/24.13 BAR V-1 V•4 5 318 t*— GROSS VOLUME 12042 LITERS/539 GAL 1 2911 UTERS/769 GAL -V-10 NET VOLUME 1945 LITERS/513.9 GAL 2V?LITERS/715 GAL RVTrw J -2 2600 LBS/1179 KG 3300 LBS/1497 KG ��, C TARE WEIGHT RV-1 0.3% 0.3% qB O Rv-1 EVAPORATION RATE Cp yss`� RV-2 TYPE 304 STAINLESS STEEL 4 MATERIAL v-1 o PALLET BASE GALVANIZED CS A36 p�Cr r F GAS EQUIVALENT AT 1 ATM AND 70°F!1 ATM AND 0°C 38,048 SCF 11000 N M' S2,954 SCF/1390 NM` + I Q DIM A FILL 0 DIM F CARBON DIOXIDE EC01V GAS DELIVERY RATE(12 HRS @ 70°) DIM B INLET LPY CARBON DIOXIDE OO 5005CFH/S1LBS/HR SSCFH/51LBS/HR f GPL t'FNl a V.5 ITEM CITY PART NO. DESCRIPTION MANUFACTURER P/N MANUFACTURER r A FC-1' 1 21207104 CONN BRS QK MALE FILL FTG 6105-12-1006 PARKER 1 10715026 FIXED END ASSY BRS CGA CO2-150 N/A MEP 1 U-1* 1 20910598 CYL-TELGEN5 N/A CHART 1 20909590 DIFFPG4-1/2"DIAL O-100"H2O1/4NPT 52718757 WIKA O + PI-1 1 20927654 PG 2"DIAL 0-60OPSI/BAR 1/8MPT PANEL MINT 52553914 WIKA -�-- O 1 1 11388741 REGULATOR.500NPT@150PSI FRM-25I-50 PENTAIR t _ PI-1 y R-1* 1 20818549 REGUTATOR.500NPT@325PSI FRM-215895-0325 PENTAIR DIM D ,� \-4X 01 114 V 7 LI-1 51 5/16 R 2* 1 11779806 RFGULATOR.500NPT @ 125 PSI 'TYPE A-401 21999-0125 PENTAIR MOUNTING BOLT - TYPE A-40121999-0300 LOCATION 1 11690211 REGULATOR.SOONPT@300PSI PENTAIR RV-1 2 20599868 RV BRS 350 PSI 1/2 MPT(ASME) PRV19434TP350 REGO RV-2 2 11708451 RV BRS 450 PSI 1/2 MPT PRV9434TP450 REGO RV-3 1 1812702 RV BRS 550 PSI 1/4 MPT PRV9432T550 REGO RV-4 1 1812702 RV BRS 550 PSI 1/4 MPT PRV9432TS50 REGO ._� RV-5 1 1812702 RV BRS 550 PSI 1/4 MPT PRV9432T550 REGO �p RV-6 1 1812702 RV BRS 550 PSI 1/4 MPT PRV9432T550 REGO V-1 1 20888626 VALVE BALL 55 1/2 NPT(GAS USE) 00129FB3600X763L3 JAMESBURY -V-9 V-2 1 20888626 VALVE BALL SS 1/2 NPT(ECON OUTLET) 00129FB360OXTB 31.3 JAMESBURY NOMENCLATURE a _ _ V-3 1 2M8626 VALVE BALL SS 1/2 NPT(LIQUID) 00129FB360OXTB 31.3 JAMESBURY FC-t FILL CONNECTION FITTING V-4 1 11773885 VALVE BALL DIV SS 1/2 NPT(SAFETY) 76-603-57 B31.3 APOLLO LI-1 ITANK LIQUID LEVEL GAUGE Q V-5 1 12930205 VALVE RALLSS 1FPT(VENT/FULLTRYCOOC) A-EVY0013600XTD NON JAMESBURY PBV-1 TANK PRESSURE BUILDING VAPORIZER COIL ~� RV-0 / ( 00129F8360DXTB 3L3 JAMESBURY RI RV.1 RV-1 �`'� V-6 1 20888G26 VALVE BALL551 2 NPT ECON IN y� I-1 TANK PRESSURE GAUGE 0$00 PSI Vno V-10 FV.1 TANKFgocE53VAPORIZERcoL V-7 1 20683719 VALVE 4 WAY 1/4FPT(PRFSSURE/LEVEL) BA3ZTF2-WL8 SWAGELOK RV.3 R-1 TANK ECONOMIZER REGULATOR `/3 V-8 1 20888626. VALVE BALL 551/2 NPT(PB INLET) 00129FB3600XTB 3L3 4AMESBURY RW v++ V-0 R,+ - v2 R-2 TANK PB REGULATOR V-9 1 ( 00129FB360OXTB 31.3 JAMESBURY 20888626 'VALVE BALL SS 1/2 NPT PB OUTLET) + Rv-1 rAmPRCIMARYRELIIEFVALVE VALVEONDARY RELIEF V-B V-10 2 REGO va 10907239 1NEEDLL VALVE BRS 1/4 NPT(SAFETY DRAIN) CMM250A 83L3 RV-3 TANKECONOUTLETREUIFFVALVE DETAIL A R-2 1 12930192 VALVE BALL SS3/4FPT(000FILL) 0222-0034A3600XTD JAMESBURY "s V-3 RVA TANK Pill 7 RELIEF VALVE SCALE 3/16 v-11• RV.5 TANK PS OUTLET RELIEF VALVE 1 12930205 VALVE BALL SSIFPT(BULK FILL) A-EW001360OXTD JAMESBURY RV-B TANK FILL RELIEF VALVE V-12 1 20998626 VALVE BALL SS 1/2 FPT(FILL DRAIN) 00129FB3600XTB 31.3 JAMESBURY V-7 V-1 TANK GAB USE VALVE __ ___ *DENOTES CUSTOMER OPTION V-2 TANK ECONOMIZER OUTLET ISO VALVE - - K1 LLt VJ TANK LIQUID WITHDRAWAL VALVE ,ARV-6 DETAIL C RV-6 K %,+ V< TANK SAFETY 3-WAVDIVERTERVALVE FC-1 V-5 TANK FULL TRYCOCK/VENT VALVE Vi V$ TANK ECONOMIZER INLET VALVE SCALE 3/16 V 11 FG-1 V-7 TANK GAUGE ISOLATION VALVE H j Q D F V$ TANK PRESSURE BUILD INLET ISO VALVE RV 6 7,, V-B TANK PRESSURE BUILD OUTLET ISO VALVE + V-1D IYAW SAFE,Y DRAW VALVE _ - V-12 V-11 TANK FILL SHUTOFF VALVE V 11 V-12 TANK FILL DRAIN VALVE V-12 V2 A C PIPING A FILL EOUCTOR VIEW D-D B TANKLIOUIOWITHDRAWAL VIEW D-D A RVs C TANKPBINLET IRV 3 3/4"QDC(QUICK DISCONNECT) 1-1/2"BULK FITTING FILL KIT PV1 III U C E 0 TANKPBOUTLET V-6 FILL KIT E TANK LIQUID PHASE F TANKVAPORPHASE D CGT 209630 CHANGED ODKTOPARKER JDG 3/5/2018 APPV'D DATE CO2 V4 G ITANK FULL TRYCOCK I VENT VALVE C CGT 209591 CHANGETITLEBTABLE RLC 11/06/17 P"JPW 1 1/1 112 01 6 PERMA-CYL iflNiiHll H JTANK DUAL RELIEF - Pev.+ J TANK ECONOMIZER B CGT 209518ADDEDFILLOPTIONS CGT 1/6/17 er�" USED ON 209315 K TANK GAS USE OUT A Cf4T 209471 ADDED 3000HP CO2 CGT 8/8/16 F, CGT 11/12/2015 APPLICATIONI ORIGINAL ECRIER L TANK GAS USE IN R 1 M BOTTOM uowD WITHDRAWAL REV APPV ECR REVISION DESCRIPTION BY DATE I�CHART INC. P- ATERIAS AND IIIEGRI.IATION IwLmwGTN-�INCI'LES MAIL BALL GROUND,GA 30107 VD3SIGNPRESENT7DRY_tiISPRvr r,-.P=aCmsw-=RO�PRTYO=cgl;7ING ANCI,wIFIL THu SEE PARTS LIST SPEC DWG PERMA-MAX 11FORYATKri 1111171NG1 Y_lISIVJll!ATION IS SUE%I_D - SCHEMATIC oYE,r,asHeAcRELTTETI,rNO-ToBER�RO'j`?, Di'.I_NSIOIS AR,1,I%CH=s 4400/6000HP CO2 DETAIL B C0T1=NORLOaNsoINBARrORINkOLENORIS-HE TOpmrt$ SCALE 3/16 :+oRLIA�a;TOBetiu,YEC-0ANY0I°ANYACC P,A�x:a TRACTIONSi 1/2 D-20857707 D u0 odlrrc,IUB_cONswG�oAsgvAGv-e-E'rTorBL ac FINISH P/N 04 ;1 �# DESIGNATES A NOTE REFERE 20857707 ,>,U NCE P_ CIV.A,x A + '-� =' sty,,;W N/q 1/8=1 :;0 1 of 1 S. GORDIN STRUCTURAL DESIGN & ENGINEERING SERVICES,Inc(SGE) connect@sgeconsulting.com sgeconsulting.com 1(949)552-5244 STRUCTURAL CALCULATIONS Project: Installation of 3,000-Liter CO2 Tank Location: Green Fire Productions Inc. 17831 59th Ave NE, Arlington, WA 98223 Client: Airgas Code: 2015 Washington State Building Code SGE Job No. 520.083.217 ♦••mow S TE[/*#♦ ♦ 5 of wAsy� C • J 1 'Po 'G 42074 ♦ '� , OpURAL ECG •♦fSs10NA 7 �♦'o 5epter�be�4,ZO20 September 2020 Received SEP 2 2 2020 Structural Calculations Project: Green Fire Productions Inc. Location: 17831 59th Ave NE, �il� II",;illllll Arlington, WA 9822 g 3 II�III� I II`u' I I n SGE No.: 520.083.217 Table of Contents Project and Site Location Information................................................................. 1.1 EquipmentData.................................................................................................. 2.1 3,000 Liter CO2 Tank Forces & Loads......................................................................................... 3.1 AnchorageDesign..................................................................................... 3.5 Equipment Pad Analysis..................................................................................... 4.1 # - Referenced page number of structural calculations U.S.Seismic Design Maps 9/2/20,9:27 AM all OSH PD 17831 59th Ave NE, Arlington, WA 98223, USA Latitude, Longitude: 48.1582148, -122.150583 a Skookum Brewery 180th St NE Topcub Aircraft' ;rn Pioneer Nuggets Q OutBack Power 0 HCI STEEL BUILDINGS KLW Manufacturing & Design, Inc Go gle OCULUS, Inc Q Map data 02020 Date 9/2/2020,9:22:52 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description Ss 1.072 4 - MCER ground motion.(for 0.2 second period) S1 0.418 4 MCER ground motion.(for 1.0s period) SMS 1.148 Site-modified spectral acceleration value SM1 0 661 Site-modified spectral acceleration value SDS 0.766 Numeric seismic design value at 0.2 second SA SD1 0.441 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.071 Site amplification factor at 0.2 second Fv 1.582 Site amplification factor at 1.0 second PGA 0.431 MCEG peak ground acceleration FPGA 1.069 Site amplification factor at PGA PGAM 0.461 Site modified peak ground acceleration TL 6 4 Long-period transition period in seconds SsRT 1.072 Probabilistic risk-targeted ground motion.(0.2 second) SsLlH 1.094 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1 RT 0 418 Probabilistic risk-targeted ground motion.(1.0 second) https://seismicmaps.org/ Page 1 of 3 1 .1 ATC Hazards by Location 9/2/20, 9:28 AM OTCHazards by Location Search Information Birrrrgf.earl� Address: 17831 59th Ave NE,Arlington, WA 98223, USA, M!Verror) Oak Harbor 129 ft Coordinates: 48.1582148, -122.150583 0 Elevation: 129 ft It oSequwn Marysville Timestamp: 2020-09-02T16:22:11.941 Z WhidbeyEverett Hazard Type: Wind Island Go gle Map Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 74 mph MRI25-Year 79 mph MRI50-Year 78 mph MR150-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category II 98 mph Risk Category 11 110 mph I Risk Category III 105 mph Risk Category III-IV 115 mph Risk Category IV 109 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind- borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. https://hazards.atcouncil.org/#/wind?lat=48.1582148&ing=-122....31%2059th%20Ave%20NE%2C%20Arlington%2C%20WA%2098223%2C%20USA Page 1 of 2 1 .2 I 3 3 3 LL r �j Iml o w _� � '�" � � � � Y�yy�q 7ygt�x, tgry��a�ry111� `�•�g3���Ey�6 �1 ,I � LL w� N : Igo mpg op� 6o wLL ROn U Vt: s61S6E @ $ w 3a3tEll ��sYR Ir J � � o 0 0 �Ez$ixura ita��•t33$3�3���$3>i � z � O CY Density of CO2 assumed to be . � 8.462lb/gal Total Weight calculated to be x 9.81 k Ad Ad — o a > m� w W U C�o� l�• Q� G w U o� O r � �rarp 4 Y 1111 1 12 4IN i I � a L �`" II to• C �f U I � pc. i in• :•g �t 12.1 .� � �� w °� wa m 000�N N - 3� • \ , a � ro rG 5.�w w w x l Wmkw e F �a�€<ngomo m 5pwz€w Px cbo-uo' � � Z. €o dmE `m ";- � a w _W5Ge oa €z = - �`� oe sS2 ¢- -3m0 Eo � LL "z «mns.� mo9a G�_b `N Y YY'< °° a3 sm ya ova ao °_ s s is s� swo xCw H3 o w,m -_ _ j� as vl a w - U m m ♦. F w ii �w�.g y'f° Ugo z o c) w Z d Y ;=s§0 m `d- ' p w Cif 3� �3 In o = a m m ' m m �i•r N Q m z �m w N F- •9 --1 w a �< z T o w a Ld w O s d 14 iIl ! g N1 3 1 P ' c w n >r x o 1 � 3 w<�Y Ll- - I z J / tt 1 �^pu- Oo 0 1 11 €� �p-n LA O � 1 � It /' Q !YEFf: nz I a mr w ♦ M - 2.2 S.Gordin Structural Design& Green Fire Productions Inc.-3k Liter CO2 Tank-LL12.xlsm Engineering Services(SGE) www.sgeconsulting.com 9/4/2020 Tel.(949)552-5244 ii� SEISMIC SEISMIC FORCES PARAMETER ISYMBOLI FORMULA OR COMMENT I UNITS VALUE I ? SUPPL I REFERENCE(ASCE 7-16 UNO SEISMIC DESIGN PARAMETERS RISK CATEGORY ► 2 TBL.11.6-1,-2 1 1 OK TBL 1.5-2 IP 1 R 2 Z/H 0 AT GRADE AP 2.5 TEL 13.6-1 RP 2 TEL 13.6-1 AI'AX 0 13.3-4 STRUCTURE DESIGN PARAMETERS HEIGHT H FT 10.10 4 CT 0.02 TBL 12.8-2 x 0.75 REDUNDANCY FACTOR p p=1.0 FOR EQUIPMENT 1.00 12.3.4 REDUCED SIDS APPLICABLE? STRUCTURAL IRREGULARITIES PRESENT Y/N N HEIGHT HSFIVE STORIES(50 FT) Y REDUCTION PERIOD T50.5 SEC Y REDUNDANCY p=1.0 Y APPLICABLE FOR 12.8.1.3 SDS>1 SITE CLASS A,B,C,D Y RISK CATEGORY 1 OR 2 Y SITE DATA @ COORDINATES 48.1582148,-122.ISOM SS 1.072 S1 0.418 1.1 SITE CLASS D SETS.DESIGN CATEGORY D FA 1.200 TBL. 11.4-1 FV 1.882 TBL. 11.4-2 SMS FA'SS 1.286 11.4-1 SM1 FV'S1 0.787 11.4-2 SDS (2/3)"SMS 0.858 11.4-3 REDUCED VALUE N/A 0.858 12.8.1.3 SD1 (2/3)'SM1 0.524 11.4-4 PERIOD,LONG-PERIOD TRANS TL SEC 6 FUNDAMENTAL PERIOD T CT'HAx SEC 0.11 12.8-7 TO 0.2'SD1/SDS SEC 0.12 > 0.11 1.1 TS SD1/SDS SEC 0.61 > 0.11 1.5TS 0.917 KSD1 1.00 SITE-SPEC GROUND MOTION KSD2 1.00 11.4.8 PROCEDURE REQUIRED FOR KSD3 1.00 SITE CLASS GIVEN? D KSD#USED NO 11.4.8 E EXEMPTI F ONS SEISMIC COEFFICIENTS APPLICABLE YIN Y 15.4.1 SDS/(R/I)'KSD1 0.429 MIN 12.8-2 SD1/T/(R/I)'KSD2 2.313 MAX 12.8-3 AS FOR A STRUCTURE SD1'TL/[T'(R/1)]-KSD3 13.881 MAX 12.6-4 (CHAPTER 12) 0.044'1'SDS 0.038 12.8-5 0.5-S1/(R/1) N/A MIN 12.8-6 z 0.01 12.8-5 CS 'P 0.429 12.8-1 APPLICABLE Y/N Y AS FOR A NON-BUILDING 0.044'1'SDS 0.038 STRUCTURE Z 0.03 15.4-1 (CHAPTER 15) 0.8'S1/(R/I) N/A 15.4-2 0.3'SDS'I N/A 15.4-5 CS 0.038 APPLICABLE YIN N 13.1.5 AS FOR NON-STRUCTURAL 0.4'AP'SDS'(1+2'Z/H)/(RP/IP) N/A 13.3-1 COMPONENT (AI'AX)'AP/(RP/IP) N/A 13.3-4 (CHAPTER 13) 51.6'SDS'IP N/A 13.3-2 2:0.3'SDS'IP N/A 13.3-3 CS NIA LRFASO D SUMMARY EH/W CSMAx 0.429 3.3 0.31 EVNV 0.2'SDS 0.172 0.12 112.4-4a 3.1 S.Gordin Structural Design& l I I Green Fire Productions Inc.-3k Liter CO2 Tank-LL2.2.xlsm Engineering Services(SGE) www.sgeconsulting.com 9/4/2020 Tel.(949)552-5244 MA WIND WIND LOAD PARAMETER ISYMBOLI FORMULA OR COMMENT UNITS VALUE 7 SUPPL REFEAENCE(ASCE 7-16 UNO) RISK CATEGORY 2 TBL.1.5-2 Cl- �HEIGHT OF STRUCTURE H FT 10FUNDAMENTAL PERIOD T SEC 0.11 SEE SEISMIC FUNDAMENTAL FREQUENCY f 1lf,fz1 WIND RIGID HZ 8.82 26.2 BASIC WIND SPEED V MPH 110 SEE MAP EXPOSURE CATEGORY C 26.7.3 DIRECTIONALITY FACTOR KID 0.95 TBL.26.6-1 SITE FACTOR KZT CHECK TOPO-FLAT SITE 1.00 26.8.2 TERRAIN EXPOSURE CONSTANTS a 9.5 TBL 26.11- ZG 900 1 GROUND ELEVATION FACTOR KE 1.00 26.9 VELOCITY PRESSURE EXPOSURE 2.01`(Z/ZG)2/a,Z>=15FT TBL.26.10-1 COEFFICIENT AT Z s 15' KZ 0.849 100 AT H 0.849 100 VELOCITY PRESSURE AT ZAT H QZ 0.00256"KZ'KZT"KD"KE'VZ PSF 25 B 26.10-1 3.2 S.Gordin Structural Design& I Green Fire Productions Inc.-3k Liter CO2 Tank-VT44.1.xism Engineering Services(SGE) www.sgeconsulting.com 9/4/2020 Tel.(949)552-5244 i�l VERT VESSEL VERTICAL VESSEL PROJECT Green Fire Productions Inc. LOCATION Arlington,WA SGE#520.083.217 Ps Pw H a W t + h _ - ELEVATION SEISMIC LOAD WIND LOAD PARAMETER ISYMBOLI FORMULA OR COMMENT UNITS VALUE T SUPPL I REFERENCE(ASCE 7-16 UNO) PRODUCT CO2 VESSEL CAPACITY GAL 769 EMPTY WEIGHT WE K 3.30 FULL WEIGHT WF K 9.81 OVERALL HEIGHT H FT 10.10 LEG HEIGHT In FT 0.5 EQUIPMENT DATA BY OTHERS SHELL DIAMETER DS FT 4.83 SHELL THICKNESS TS IN 0.19 2 ANCHOR CIRCLE DIAMETER Da DA FT 7.58 #OF LEGS OR ANCHORS NIL 4 SO BASE SIDE(LAB BASE ONLY) BB IN 60.5 ELEVATION OF LAT FORCE HS (H+h)/2 FT 5.30 SEISMIC LRFD SEISMIC COEFFICIENTS LATERAL EH/W 0.429 .3 1 VERTICAL EV/W 0.172 LATERAL FORCE EH (EH/W)'WF K 4.2 VERTICAL FORCE EV (EV/W)'WF K 1.7 @ TOP OF PEDESTAL MOMENT AT BTTM OF BASEPL MP EH'HS FT-K 22.3 SEISMIC FORCE PER LEG 3.rJ TENSION TS [0.9(WF)-EV)]/NL-4MP/(NL'DA) K 1.16 UPLIFT COMPRESSION CS (1.2WF+Ev)]/NL+4'MP/(NL'DA)] K 6.31 SHEAR VS EH/NI- K 1.05 ANCHORS RESIST SHEAR ASD LATERAL FORCE EHA EH/1.4 K 3.0 VERTICAL FORCE EVA EV/1.4 K 1.2 @ TOP OF PEDESTAL MOMENT AT BTTM OF BASEPL MPA MP/1.4 FT-K 15.9 SEISMIC LOADS PER LEG MAX TENSION TSA [0.9(WF)-EV)]/NL-4MP/(NL'DA) K -0.20 UPLIFT ( THIS IS CONSERVATIVE,AS MAX COMPRESSION CSA (1.2WF+Ev)]/NL+4'MP/(NL'DA)] K 4.86 TENSION LEG CANNOT AND SHEAR VSA EH/NL K 0.75 DOES NOT RESIST SHEAR SLIDING ANALYSIS References for Friction Coeficient of 0.4 min: 1.Rabbat&Russel"Friction Coefficient of Steel on Concrete or Grout,"Journal of Structural Engineering,ASCE 1989 2.AISC Steel Design Guide 1 (1 st ed.)p.30 3.ACI 349-01 Code Requirements for Nuclear Safety Related Concrete Structures,Section RB.6.1.4 MIN.COMPRESSION,TOTAL C01 1.28'MPA/DA K 2.69 CONSIDER SEISMIC FORCES FRICTION COEFFICIENT KFR 0.40 OK ONLY,WEIGHT/GRAVITY NOT SEISMIC CLAMPING FORCE PCL C01'KFR K 1.08 PARTICIPATING SAFETY FACTOR PERMISSIBLE SFP 1.10 CALCULATED SFC PCL/Eh 0.36 ANCHORS RESIST SHEAR 3.3 S.Gordin Structural Design& Green Fire Productions Inc.-3k Liter CO2 Tank-VT44.1.xlsm Engineering Services(SGE) www.sgeconsulting•com 9/4/2020 Tel.(949)552-5244 VERT VESSEL WIND PARAMETER ISYMBOLI FORMULA OR COMMENT I UNITS VALUE ? SUPPL REFERENCE(ASCE 7-16 UNO) VELOCITY PRESSURE QZ PSF 25.00 GUST FACTOR G 0.85 MIN 26.11.1 H/D 2.09 D'(SQRT QZ) 24.17 OK SHAPE(SQR OR CYL) CYL FIG 29.4-1 3 2 SURFACE SMOOTH CIF 0.52 TOTAL WIND FORCE F QZ"G'CF PSF 11.01 EQ.29.4-1 Fz16PSF 16 OK 29.7 LRFD TOTAL WIND SHEAR PW F'D'(H-h)/1000 K 0.74 SEISMIC GOVERNS TOTAL WIND O/T MOMENT MW PW'HS FT-K 3.93 SEISMIC GOVERNS LOAD PER LEG TENSION TW 0.9'(WE)/NL-4'MW/(NL'DA) K 0.00 SEISMIC GOVERNS NO UPLIFT SHEAR ACTS WITH TENSION VW PW/NA K 0.00 COMPRESSION CW 1.2'WF/NL+4'MW/(NL'DA)] K 2.97 ASD TOTAL WIND SHEAR Pwa Pw/1.6 K 0.46 SEISMIC GOVERNS TOTAL WIND O/T MOMENT Mw Pwa'(H+h)/2 FT-K 2.46 SEISMIC GOVERNS WIND SLIDING,EMPTY VESSEL COMPRESSION,TOTAL C01 1.28'(Mw/Da+0.39'We'Da/Mw) K 2.06 FRICTION COEFF KFR --O.4 0.40 WIND CLAMPING FORCE PCL1 C01'KFR 0.83 SAFETY FACTOR ACCEPTABLE SFP 1.10 CALCULATED SFC PCL1/Pwa 1.78 CLAMPING RESISTS SHEAR SUMMARY FOR FOOTING DESIGN PARAMETER DESIGN AXIS SYMBOL UNITS FORCES PER FOOTING SEISMIC I WIND LATERAL ALONG X VX K 3.01 0.46 Y VY K 3.01 0.46 FORCES VERTICAL FROM LONG LATERAL ASD X CX K 0.00 0.00 VERTICAL Z PZ K 1.21 0.00 MAX COMPR PER LEG LRFD Z C K 6.31 0.00 WEIGHTS EQUIPMENT,EMPTY WE K 3.30 4.1 EQUIPMENT, FULL WO K 9.81 LAT RESULTANT ELEV ABOVE T.O.P. HCG 5.30 EQUIV OR ACTUAL,BASEPLATE WIDTH IN BO 0.00 LENGTH IN LO 0.00 S O LEG BASEPLATE EQUIV SQUARE SIDE IN BBP 0.00 ANCHOR CIRCLE DIAMETER FT DA 7.58 3.4 S.Gordin Structural Design& [ITGreen Fire Productions Inc.-3k Liter CO2 Tank-AC62.3.xlsm -7 Engineering Services(SGE) HY200 Irvine CA I Tel.(949)552-5244 1" 9/4/2020 ANCHORAGE TO CONCRETE - EPDXY ANCHOR - HILTI HIT-HY 200 REFERENCESI ACI ACI318-14 ESR ICC ESR 3187 DESIGN PARAMETER _T NAME I FORMULA OR SWITCH I VALUE UNIT T COMMENT REFERENCE FORCES&CONDITIONS FACTORED PULLOUT FORCE Nn1 Assumed 2 anchors 1.16 K 3.3 FACTORED SHEAR FORCE Vn1 take shear 2.10 K OPTIONAL FORCE FACTOR KF 1.00 TEMPERATURE(°F)AND TEMPERATURE RANGE T 130 ESR TBL 14 DESIGN PULLOUT FORCE Nan Nn1"KF 1.16 K DESIGN SHEAR FORCE Vn Vn1"KF 2.10 K SDC C-F ACI 17.2.3.4.4 SEISMIC COEFF(TENSION,CONCRETE ONLY) ksdc 0.75 FACTOR TENSION FORCE BY 11 Y/N (1 N 1.00 OK ACI 17.2.3.4.3(d) FACTOR SHEAR FORCE BY fl Y/N 0 Y 2.00 OK CONCRETE STRENGTH(NWC) f'c 4,000 PSI INSTALLATION CONDITION DRY="D": WET/SATURATED="W" W ACI 17.5.1.3 GROUT PADS(SHEAR STEEL ONLY) kg Y 0.80 CRACKED CONCRETE Y/N N GEOMETRY #OF ANCHORS IN THE GROUP,EFFECTIVE STEEL&CONCRETE,TENSION nt 1.00 <_4 CONCRETE,SHEAR nv 1.00 2 1 STEEL,SHEAR ns 1.00 ALONG LOADED EDGE NALE 1.00 DIAMETER ANCHOR d 0.875 IN vs 1.25" hole INSERT di l� 0.875 N SPECIFIED STRENGTH OF STEEL ANCHOR,TENSILE fut 58 KSI F1554 GR 36 OR SIM ANCHOR,YIELD fy GZI 5 G22 36 KSI OK fyt<=125,000 PSI;fyt<=1.9fy 68 KSI futa , gD 6 58 KSI INSERT,TENSILE fute LII 58 KSI ANCHOR,YIELD fy 36 KSI t-+-- I- pS INSERT/ANCHOR(S)EMBEDMENT,ASSUMED hef A 5Q 7.00 IN OK INSERT/ANCHOR EMBEDMENT,MINIMUM hef min 3.50 IN ESR TBL 14 PAD THICKNESS,MINIMUM tp" GIq 9.00 IN ESR TEL 12 PAD THICKNESS,ASSUMED tp A Jc+iCr_ 10.00 IN OK HOLE DIA d0 EGCae 1 N ESR TEL 12 ANCHOR SPACING e� i DIRECTION 1 (MINIMUM) sx ACROSS SHEAR FORCE 60.00 IN n.l DIRECTION 2(MAXIMUM) sa ALONG SHEAR FORCE 60.00 IN ALONG LOADED EDGE SL 60 IN ESR TBL 12 MIN.ANCHOR SPACING smin 4.38 IN OK 3hef 21.00 IN AVAIL,WIDTH OF HALF-PYRAMID BASE wpa 10.00 FT ANCHOR EDGE DISTANCE DIRECTION 1 01 MIN ALONG SHEAR FORCE 24.00 IN OK c12 MAX ALONG SHEAR FORCE 60.00 IN OK 0 DIRECTION 2 c21 MIN ACROSS SHEAR FORCE 19.50 IN OK c22 MAX ACROSS SHEAR FORCE 60.00 IN OK 1.5hef �/ 10.50 IN MIN.EDGE DIST cmin 6'd 4.38 IN OK 17.7.3,17.7.4 STEEL STRENGTH,TENSION ANCHOR INSERT THREADS PER INCH ntr 9.00 EFFECTIVE AREA Ase= 7T/4(d-0.9743/ntr)Z 0.4617 IN NOM,STRENGTH OF ANCHOR GROUP-STEEL Ns nt"(Ase)futa 26.78 K STEEL STRENGTH REDUCTION FACTOR OS 0.75 ACI 17.4.1.2 DESIGN STRENGTH,STEEL 0S'Ns 20.09 K NS1 20.09 K NS2 1.2NS1 32.14 K 3.5 S.Gordin Structural Design& Green Fire Productions Inc.-3k Liter CO2 Tank-AC62.3.xlsm Engineering Services(SGE) HY200 Irvine CA Tel.(949)552-5244 9/4/2020 DESIGN PARAMETER NAME F FORMULA OR SWITCH I VALUE UNIT T COMMENT REFERENCE CONCRETE BREAKOUT STRENGTH,TENSION PROJ.AREA OF TENSION FAILURE SURFACE FOR ANCHOR GROUP nt=1 CLOSE TO EDGE AN1c (01+02)(c21+c22) - IN' dj_<1.5hef ACI 17.4.5.2 nt=1 AWAY FROM EDGE ANO 9hef2 441 IN nt=2 CLOSE TO EDGE AN2c - IN' n1=2 AWAY FROM EDGE AN2a (c11+c12)(c21+sx+c22) cij!0.5hef, nt=4 CLOSE TO EDGE AN4c (c11+sa+cl2)(c21+sx+c22) IN2 si53hef nt=4 AWAY FROM EDGE AN4a IN WANO 441 AN <=n"ANO 441 IN2 kc 24 UNCRACKED ESR TBL12 BASIC BREAKOUT STRENGTH IN CONCRETE Nb kc"(f'c)'12"(hef)�z 28.11 K ACI 17.4.2.2a ECCENTRICITY OF PULLOUT FORCE e'N1 0.00 IN e'N2 0.00 IN MODIFICATION FACTOR FOR ECCENTRICITY 4,11 [1+2e'N/(3hef)]' 1.00 ACI 17.4.2.4 12 [1+2e'N/(3hef)]-' 1.00 411 *11*4,12 1.00 MODIFICATION FACTOR FOR EDGE EFFECT 1.00 cl>=1.5hef ACI 17.4.2.5a c1<1.5hef ACI17.4.2.5b 4,2 1.00 MODIF FACTOR FOR CRACKED TENSION ZONE 4,3 IF(f,<f,)=1.25,1.00 1.25 NO TENSION CRACKS NOMINAL CONCRETE BREAKOUT STRENGTH FOR SINGLE ANCHOR Ncb (AN/ANO)(Y2)(,Y3)Nb 35.14 K ACI 17.4.2.1a FOR GROUP OF ANCHORS Ncbg (AN/ANO)(41)(4,2)(4,3)Nb 35.14 K ACI17.4.2.1b STRENGTH REDUCTION FACTOR OC1 DUCTILE FAILURE 0.75 ACI 17.3.3(b) DESIGN BREAKOUT STRENGTH OCl-Ncbg 26.35 K CONCRETE PULLOUT STRENGTH,TENSION MIN.EMBEDMENT hefm 4 IN ESR TBL 12 MINIMUM SPACING smin 4.38 IN ESR TBL 12 BOND STRENGTH IN CONCRETE FACTOR FOR Yc>2500 PSI kfc 1.05 ESR TBL 14A2 UNCRACKED T 2,327 PSI ESR TBL 14 CRACKED(IF APPLICABLE) 7-1 2,327 PSI UNCRACKED ESR TBL 14 kcc 3.1-0.7h/hef,h/hef<=2.4 2.10 ESR 4.1.10.2 CRITICAL EDGE DISTANCE cac hef'(T 1/1,160)0"kcc 19.42 IN ESR 4.1,10.2 cna 10d•(Tuncr/1,100)0'S 12.43 IN ACI17.4.5.1d cc1 MIN(cac,cna) 12.43 IN MODIFICATION FACTORS FOR: POST INSTALLED ANCHORS 4'EPNA 1.00 cmin>_cc1 ACI 17.4.5.5a cmin/cc1 - cmin<ccl ACI17.4.5.5b EDGE EFFECTS `PEDNA 1 cmin>_cc1 ACI 17.4.5.4a 0.7+0-3•cmiNcc1 NIA cmin<cc1 ACI17.4.5.4b FOR ECCENTRICITY +EENA 1.00 NO ECCENTRICITY ACI 17.4.5.3 STRENGTH REDUCTION FACTORS: FOR BOND IN SEIS.CATEGORIES C-F aNs 1.00 ESR TBL 14 STRENGTH REDUCTION FACTOR 01 0.65 ESR TBL 14 13.61 S.Gordin Structural Design& Green Fire Productions Inc.-3k Liter CO2 Tank-AC62.3.xlsm Engineering Services(SGE) HY200 Irvine CA Tel.(949)552-5244 9/4/2020 DESIGN PARAMETER NAME I FORMULA OR SWITCH VALUE UNIT ? I COMMENT REFERENCE PULLOUT,CONTINUED PROD.AREA OF PULLOUT FAILURE SURFACE FOR ANCHOR GROUP nt=1 CLOSE TO EDGE AN1c 1 (01+02)(c21+c22) IN c1<cc1 ACI 17.4.5.1 nt=1 AWAY FROM EDGE ANO 1 (2'cac)2 618 IN' cl>ccl nt=2 CLOSE TO EDGE AN2c 1 (cl1+sx+c12)(c21+c22) IN cl<ccl;sx<2ccl nt=2 AWAY FROM EDGE AN2a 1 IN cl>ccl;sx<2ccl nt=4 CLOSE TO EDGE AN4c 1 (cl 1+sx+c12)(c21+sa+c22) IN cl<ccl;c2<ccl; sx<2cc1;sa<2cc1 nt=4 AWAY FROM EDGE AN4a 1 IN cl>ccl;c2>ccl; sx<2ccl;sa<2ccl n'ANO 618 IN AN 1 <=n'ANO 1 618 IN NaO TI*7r'd'hef`C1Ns 44,8 K ACI 17.4.5.2 NOMINAL STATIC PULLOUT (BOND)STRENGTH FOR SINGLE ANCHOR Na (AN1/AN01)-'PEDNA kCPNA NaO 44.8 K ACI 17.4.5.1a FOR GROUP OF ANCHORS Ncbg (AN1/AN01)'+EDNA+ECNA 4 CPNA NaO 44.8 K ACI 17.4.5.1 b DESIGN PULLOUT STRENGTH 951*Ncbg 29.1 K ANCHOR GROUP TENSION STRENGTH STEEL Ns 20.1 K CONCRETE Nc 26.4 K DUCTILE STEEL ANCHOR YIN Y STEEL STRENGTH GOVERNS YIN Y CONSERV.,NO SUPPL REINF.,COND B,YIN Y FACTD TENSILE STRENGTH,ANCHOR GROUP MIN(Ns,Nc"ksds) 19.77 K OK SHEAR STEEL STRENGTH IN SHEAR Vs ns'kg'n'0 6'Ase'fut 12.85 K ACI 17.5.1.2b REDUCTION,SEISMIC SHEAR(STEEL ONLY) ays 060 ESR TBL 11 STRENGTH REDUCTION FACTOR 02 070 ESR TBL 11 CONCRETE BREAKOUT STRENGTH(SHEAR) SHEAR FORCE PARALLEL TO EDGE Y/N ksd N 1.00 SHEAR FORCE ECCENTRICITY e'V 0.00 OK MODIFICATION FACTORS FOR SHEAR STRENGTH: FOR ECCENTRICITY `I'ECV (1+2'e'v/(3"C1))"'51 1.00 NO ECC ACI 1T5.2-5 EDGE EFFECTS - ca2/ca1>_1,5 ACI 17.5 2-6a 3'EDV 0.7+0.3'cmin/cc1 0.86 ca2/cal<1.5 ACI 1T5.2.6b FOR TENSION IN THE ANCHORING ZONE CRACKING IN THE TENSION ZONE N SUPPLEMENTARY REBAR>=#4 Y `kcv 1.40 ACI 17.5.2.7 ha/c1>_1.5 1.90 ha/0<1.5 ACI 17.5.2.8 1.90 LOAD BEARING ANCHOR LENGTH,SHEAR Le 7.00 IN L<=8d ACI 17.5.2.2 1.50 36.00 IN PAD THICKNESS tp 10.00 IN DEPTH OF SHEAR FAILURE HALF-PYRAMID BASE dp MIN(1.5cl,Ip) 10.00 IN ANCHOR SPACING ALONG LOADED EDGE SL 60.00 IN cef EDGE DISTANCE ACROSS SHEAR FORCE ca 19.50 IN cd MIN(l.5cl,c21,tp) 10.00 IN BASIC BREAKOUT STRENGTH,SINGLE ANCHOR 7(1_e/d)0 z(d)'12(f'c)'I2(c1)'5 73.80 K ACI 17.5.2.2a Vb 9(i'c)'/2(c1)1'5 66.93 K AC117.5.2.2b 66.93 K #OF ANCHORS ALONG LOADED EDGE NALE 1.00 F37] S.Gordin Structural Design& Green Fire Productions Inc.-3k Liter CO2 Tank-AC62.3.xlsm Engineering Services(SGE) HY200 Irvine CA Tel.(949)552-5244 9/4/2020 DESIGN PARAMETER 1 NAME FORMULA OR SWITCH i VALUEJ UNIT ? COMMENT REFERENCE SHEAR,CONTINUED WIDTH OF SHEAR FAILURE HALF-PYRAMID BASE GROUP 2'1.5cll+(NALE-1)'SL N/A IN wp c21+1.5cl1+(NALE-1)'SL N/A IN c21+c22+(NALE-1)•SL N/A IN N/A IN SINGLE wpl MIN[301,(c21+c22)] 55.50 IN DESIGN WIDTH OF HALF-PYRAMID BASE wpd Choose from(wp,wpl) 55.50 IN AREA OF SHEAR FAILURE HALF-PYRAMID BASE SINGLE 555 IN' ACTUAL AV dp"wpd 555 IN SINGLE, DEEP CONCRETE AVO 4.5cl13 2,592 IN ACI 17.5.2.1c NOMINAL CONCRETE BREAKOUT STRENGTH AV/AVO(4'EDV*4'Ecv'`1'Hv)Vb 33 K ACI17.5.2.1a ANCHOR GROUP AV/AVO(+EDV*4Ecv``I'Hv"3'Hv)Vb 70 K ACI17.5.2.1b IF MIN(c11.c21,c22>.10)->PRYOUT STRENGTH CONTROLS CONCRETE PRYOUT STRENGTH IN SHEAR ACI 17.5.3 kcp 2.00 hef>=2.5IN ACI17.5.3.1a PRYOUT STRENGTH,SINGLE ANCHOR Vcp kcp`Ncb 70.28 K ACI 17.5.3.1b PRYOUT STRENGTH,ANCHOR GROUP Vcpg kcp'Ncbg 70.28 K ANCHOR GROUP NOMINAL STRENGTH,SHEAR STEEL Vs 02"Vs"a vs 5.40 K CONCRETE Vc 02'Vc 49.20 K "' DUCTILE STEEL ANCHOR YIN Y STEEL STRENGTH GOVERNS YIN N CONSERV.,NO SUPPL REINF.,COND B,YIN Y FACTORED SHEAR STRENGTH,GROUP O V MIN(Ns,Nc) 5.40 K OK STRENGTH DESIGN INTERACTION SUMMARY ACI 17 6 KN Q*(Nu/FNn)<=1.0 0.06 OK ACI 17 6 1 KV 12"(Vu/FVn)<=1.0 0.78 OK ACI 17.6 2 (KN)53+(KV)5'351 OK R17 6 DUCTILITY CHECK N/A for"x 0"cases[D 17 2.3 4 3(d)] PER ANCHOR GROUP(na z 1) NOMINAL SHEAR STRENGTH,STEEL VS x(I,N/A K NOMINAL SHEAR STRENGTH,CONCRETE VC x fl,N/A K SHEAR DEMAND V x II,N/A K NOMINAL TENSILE STRENGTH STEEL TSU 32,14 K ACI 17 2 3 4 3a CONCRETE,BREAKOUT TCU1 35.14 K CONCRETE,PULLOUT TCU2 44.77 K CONCRETE,MIN TCU 35.14 K TENSILE DEMAND T 1.16 K UTILIZATION RATIOS SHEAR,STEEL kvs V/VS x II,N/A SHEAR,CONCRETE kvc VNC x 11,N/A TENSION,STEEL kts T/TS 0.036 ACI R17.2.3.4.3 TENSION,CONCRETE ktc T/TC 0.033 TOTAL,STEEL KS kvs+kls 0.036 TOTAL,CONCRETE KC kvc+ktc 0.033 RECOMMENDED DIMENSIONS WASHER HOLE DIAMETER: dh 1 IN TOP WASHER SIZE/DIA atw 3.000 IN AISC TOP WASHER THICKNESS dtw 0.375 IN TBL 14-2 BASEPLATE HOLE DIAMETER REGULAR HOLE dr 1 13/16 IN SHEAR HOLE ds 1 1/4 IN 13.81 S.Gordin Structural Design& Engineering Services(SGE) i I Green Fire Productions Inc.-3k Liler CO2 Tank-FDC5.13.xlsm www.sgeconsulting.com Tel.(949)552-5244 9/4/2020 SOIL PARAMETER DESIGN AXIS SYMBOL UNITS FORCES PER FOOTING LEVEL SEISMIC WIND LATERAL ALONG X VX K 3.01 0.46 Y VY K 3.01 0.46 FORCES VERTICAL FROM LONG LATERAL ASD X CX K 0.00 0.00 VERTICAL Z PZ K 1.21 0.00 MAX COMPR PER LEG LRFD Z C K 1 6.31 0.00 FROM EQUIPMENT DESIGN, WEIGHTS EQUIPMENT,EMPTY WE K 3.30 PASTE VALUES ONLY EQUIPMENT, FULL WO K 981 LAT RESULTANT ELEV ABOVE T.O.P. HCG FT 5.30 h EQUIV OR ACTUAL,FOOTPRINT WIDTH FT XA 0.00 LENGTH FT YA 0.00 O� LEG BASEPLATE EQUIV SQUARE SIDE IN BBP 60.50 ANCHOR CIRCLE DIAMETER FT DA 7.58 FOUNDATION DESIGN-SOIL PRESSURE ASD PARAMETER I SYMBOL I FORMULA,COMMENT,Y/N UNITS r VALUE 7 I EQUIPMENT DESIGN DATA REF .3.4 FOUNDATION DESIGN DATA SOIL ALLOW SOIL PRESSURE PPA <TBL 18062-5 PSF 1500 OK DESIGN PRESSURE TOLERANCE 5 IBC 1806.2 SOIL PROPERTIES USED w N 1 SHORT-TERM LOAD FACTOR KST 1.33 OK TOP TOP OF PAD EOUIPMENTTYPE X SHORT SIDE(OR ALONG HOR UNIT-LONGIT) HORIZONTAL TANK Y/N N Y LONG SIDE(OR ACROSS HOR UNIT-TRANSV) COMMON FOOTING Y/N N FOUNDATION PAD DIMENSIONS ALONG X(WIDTH) XF FT 8 OK ALONG Y(LENGTH) YF YFtXF FT 10 S THICKNESS TF IN 10 PEDESTAL WIDTH XP FT 0 OK LENGTH YP FT 0 OK THICKNESS OR HEIGHT TP IN 0 MATERIAL DENSITY y KCF 0.145 ECCENTRICITIES ALONG X EX IN 0.00 ALONG Y EY IN 0.00 ADDITIONAL FORCES VERTICAL PA K 0.0 LATERAL ALONG X VXA K 0.0 LATERAL ALONG Y VYA K 0.0 MOMENT ABOUT X MXA FT-K 0.0 MOMENT ABOUT Y MYA FT-K 0.0 SOIL PRESSURE DL ONLY DL+LATERAL ALONG X Y CG ELEVATION ABOVE PAD H HCG+TP FT 5.30 5.30 5.30 SHORT-TERM LATERAL FORCE VO MAX(SEISMIC,w'WIND) K 3,01 3.01 SHORT-TERM VERTICAL FORCE PS PZ+CX K 0.00 121 1.21 ASSUMED FORCE DIRECTION ANGLE ALPHA DEG 0.00 000 90,00 LATERAL FORCE ALONG X VX VO'COS(ALPHA) K 0.00 301 000 LATERAL FORCE ALONG Y VY VO'SIN(ALPHA) K 0.00 0-00 301 GRAVITY FORCE P K 9.81 9.81 9.81 ECCENTRICITY ALONG X EX IN 0.00 0.00 0.00 ECCENTRICITY ALONG Y EY IN 0.00 0.00 0.00 @ TOP MOMENT ABOUT X MX VY'H+P'EY FT-K 0.00 00 15.9 MOMENTABOUTY MY VX'TP+P'EX FT-K 0.00 15.9 0.0 FOOTING PAD DATA WIDTH(SHORTER DIM,ALONG X) XF FT 8.00 8.00 8.00 LENGTH(LONGER DIM,ALONG Y) YF FT 10.00 10.00 10.00 THICKNESS TF IN 10.00 10.00 10-00 WEIGHT OF THE FOOTING PAD WPD XF'YF'(TF/12)'y K 10 10 10 4.1 S.Gordin Structural Design& Engineering Services(SGE) Green Fire Productions Inc.-3k Liter CO2 Tank-FDC5.13.xlsm www.s geco nsul ti ng-com Tel.(949)552-5244 © 9/4/2020 SOIL PARAMETER ISYMB01-1 FORMULA,COMMENT,Y/N UNITS VAWE ? PEDESTAL WP XP-YP'(TP/12)'y K 0 0 0 WF K 10 10 10 TOTAL FORCES C,)SOIL-PAD INTERFACE(ASD COMBINATIONS IBC 160S.3.21 PO P+PA+WF+PS K 19 21 21 UNDER THE PAD VOX VX+VXA K 0.00 3.01 0.00 VOY VY+VYA K 0.00 0.00 3.01 ROTATION ABOUT X MOX MX+MXA+VOY'TF FT-K 0.00 0 18.44 ROTATION ABOUT Y MOY MY+MYA+VOX'TF FT-K 0.00 18 0 UNDER THE PAD TOTAL ECC.ALONG Y EOY MOX/PO FT 0.00 0.00 0.89 TOTAL ECC,ALONG X EOX MOY/PO FT 0.00 0.89 0.00 CONTACT LENGTH ALONG X CLX 3'XF'(0.5-EOX/XF) FT 8.00 8.00 6.00 CASE A A A CONTACT LENGTH ALONG Y CLY 3'YF'(0.5-EOY/YF) FT 10.00 10.00 10.00 CASE A A A CASE A-FULL CONTACT WITH SOIL CONCENTRIC GRAVITY PRESSURE PSG PO/(YF-XF) PSF 243 259 259 LATERAL FORCE ACTS ALONG Y PS11 Y PSG'[1+(6'EOY/YF)] PSF 243 259 397 PS12Y PSG-[1-(6-EOY/YF)] PSF 243 259 120 LATERAL FORCE ACTS ALONG X PS11X PSG'[1+(6'EOX/XF)] PSF 243 431 259 PS12X PSG'[1-(6-EOX/XF)] PSF 243 86 259 CASE B-CONTACT WITH SOIL ONLY ALONG"Z"LENGTH: LATERAL FORCE ACTS ALONG X PS21X 2'PO/(CLX'YF) PSF N/A N/A N/A LATERAL FORCE ACTS ALONG Y PS21Y 2'PO/(CLY'XF) PSF N/A N/A N/A / EXTREME SOIL PRESSURE,CONSERVATIVELY,WITH SHORT-TERM FORCE 1/ VERTICAL DOWN MAXIMUM PSLMAX PSF 243 431 397 OK MINIMUM PSLMIN PSF 243 86 120 VERTICAL UP MAXIMUM PSLMAX PSF 243 401 367 OK MINIMUM PSLMIN PSF 243 56 90 OVERTURNING ACCEPTABLE SAFETY FACTORS ASCE GUIDELINES FOR SEISMIC EVALUATION SEISMIC SFS 1.67 AND DESIGN OF PETROCHEMICAL FACILITIES WIND SFW 1.67 CHAPTER ,SEISMIC DL ONLY DL+LATERAL ALONG X Y FULL EQUIPMENT WEIGHT WO K 9.8 9.8 9.8 FOOTING WEIGHT WF K 9.7 9.7 9.7 TOTAL WEIGHT WOS WO+WF K 19.5 19.5 19.5 RESISTING MOMENT MR ABOUT XAXIS MRX WOS-(YF/2-EY)+WF-YF/2 FT-K 97 97 97 ABOUT Y AXIS MRY WOS-(XF/2-EX)+WF'XF/2 FT-K 78 78 78 LATERAL FORCE V K 0.00 3.01 3.01 OVERTURNING MOMENT ABOUT X AXIS MOX FT-K 0 0 18 ABOUT Y AXIS MOY FT-K 0 18 0 SAFETY FACTOR,OVERTURNING SF MR/MOT<SFS N/A 4.2 5.3 OK WIND EMPTY EQUIPMENT WEIGHT WE K 3.3 3.3 3.3 FOOTING WEIGHT WF K 9.7 9.7 9.7 TOTAL WEIGHT WOW WE+WF K 13.0 13.0 13.0 RESISTING MOMENT MR MRX WOW*(YF/2-EY)+WF'YF/2 FT-K 65 65 65 MIRY WOW'(XF/2-EX)+WF'XF/2 FT-K 52 52 52 LATERAL FORCE VW K 0.00 0.46 0.46 OVERTURNING MOMENT MOW VW'(H+TF) FT-K 0 3 3 SAFETY FACTOR,OVERTURNING SF MR/MOT<SFW N/A 18.4 18.4 OK SLIDING(SEISMIC OR WIND) 4.2 S.Gordin Structural Design& f Englneering Services(SGE) I Green Fire Productions Inc.-3k Liter CO2 Tank-FDC5.13.xlsm www.sgeconsulting.com Tel.(949)552-5244 01A9/4/2020 SOIL PARAMETER ISYMBOLI FORMULA,COMMENT,YIN UNITS VALUE ? SLAB PRESENT TO RESIST? N SEISMIC WIND ON SPECIFIED IMPROVED SOIL LATERAL FORCE(ASD) V K 3.01 0.46 'FOR HORIZ UNITS,LATERALLY TOTAL WEIGHT.INCLUDING FOOTING WO FULL FOR SEISMIC,EMPTY FOR WIND K 19 13 FIXED SUPPORTS COEFF.OF FRICTION MU 0 0 KEY DEPTH DK IN 0 0 LATERAL BEARING RL PCF 100 100 COHESION CH PSF 130 130 OK OK NEGLECT FOR BEARING HN IN 12 12 TOTAL BEARING FLO K 0.01 0.01 TOTAL FRICTION RFO MU'CO K 0.00 0.00 TOTAL COHESION RFC CH'XF'YF K 10.4 10.4 TOTAL RESISTANCE RO (RLO+RFO)or RFC<=0.5'WO K 9.7 6.5 SAFETY FACTOR,SLIDING SF RS/V<(SFS OR SFW) 3.24 14.09 OK OK 4.3 S.Gordin Structural Design& Engineering Services(SGE) 15351 Normandie Avenue, © Green Fire Productions Inc.-3k Liter CO2 Tank-FDC5.13.xlsm ►►►������iii�i�!!! Irvine CA 92604 Tel.(949)552-5244 PAD 9/4/2020 CONCRETE PAD DESIGN DATA PARAMETER I SYMBOL 1 FORMULA,COMMENT,Y/N I UNITS I VALUE FOUNDATION GEOMETRY WIDTH(SHORTER,ALONG X) XF FT 8.00 O LENGTH(LONGER,ALONG Y) YF FT 10.00 THICKNESS TF IN 10.00 PEDESTAL OR FOOTPRINT DIMENSIONS ALONG X XP XP OR XA FT 0.00 ALONG Y YP YP OR YA FT 0.00 ROUND FOOTPRINT EQUIVALENT XP=YP 0.8'DA FT 6.06 WHITNEY METHOD PAD CANTILEVER O ALONG X DX (XF-XP)/2+EX FT 0.97 ALONG Y DY (YF-YP)/2+EY FT 1.97 CONCRETE PAD DESIGN DATA PAD DESIGN PARAMETERS MAXIMUM SOIL PRESSURE LATERAL FORCE ALONG X PX PSF 531 LRFD LATERAL FORCE ALONG Y PY PSF 483 MOMENT,BOTTOM REINF LATERAL FORCE ALONG X MPX (PX-1.2'TF'7)'DX2/2 FT-K/FT 0.2 LATERAL FORCE ALONG Y MIRY (PY-1.2'TF'7)'DY�/2 FT-K/FT 0.7 MOMENT,TOP REINF,MAX LATERAL FORCE ALONG X MTX 1.2'TF'y"DXz/2 FT-K/FT 0.1 LRFD LATERAL FORCE ALONG Y MTY 1.2'TF'y'DYZ/2 FT-K/FT 0.3 CONSERVATIVELY,BASED ON MAXIMUM SOIL PRESSURE BEAM SHEAR LATERAL FORCE ALONG X VPX (PX-1.2'TF'y)'DX K/FT 0.4 LATERAL FORCE ALONG Y VPY (PY-12'TF'y)'DY K/FT 0.7 PUNCHING SHEAR VP K 6.31 LRFD LEG BASEPLATE EQUIV SO SIDE BBP IN 60.50 PAD THICKNESS TF IN 10.00 4.4 S,Gordin Structural Design& Green Fire Productions Inc.-3k Liter CO2 Tank-RM7.2.xlsm Engineering Services(SGE) - Reinforcement Design Irvine CA 9/4/2020 Tel.(949)552-5244 TOP pE CONCRETE DATA f c= 2,500 psi b Fr=7.5'(f'c)112= 375 psi Y ( BTTM E=57,000' ,C 1/2= 2,850 KSI REINF Acceptable Utilization I Flexure 0.9 A Ratio Shear 0.9 X a.w REBAR DIRECTION X Y Reference ACI 318-14 REBAR LOCATION(T-TOP,B=BTTM) B--F T B T 21.2(FI=0.6) BETA1= 0.85 0.85 0.85 0.85 19.2.3(Fr) CONCRETE SECTION WIDTH IN b 1Z00 1Z00 12.00 12.00 2 2 PLAIN CONCRETE,CONSERV SECTION DESIGN DEPTH IN d 10.00 10.00 10.00 10.00 CONCRETE STRENGTH PSI f� 2,500 2,500 2,500 2,500 REINFORCEMENT PSI f Oo,UOD 601000 60000 60000 FLEXURE STRENGTH REDUCTION FACTOR 0.9 0.9 0.9 0.9 NOTES LOAD FACTOR= 1 1 1 1 MOMENT,UNFACTORED K-FT/FT Mb 0.20 0.10 0.70 0.30 4'4 1)Reber direction X= MOMENT FACTORED K-FT/FT M 0.2 0.1 0.7 0.3 perpendicular to thickness CLEAR TO BARS(INCLUDE PERP.DIA) a 4.125 OK 3.125 OK 4.125 OK 3.125 OK change line(VA Global Z TO BAR CL IN a 4.5 3.375 4.5 3.375 =LocalX); SLAB Y/N y y y y 2)Reber Direction Y= rebar layers nR= 2 2 2 2 parallel to thickness change line(VA Global X=Local Y); as=7*f'c* /(Fl*fy^2)= 2.3 0.0 0.3 0.1 3)VA sign convention(about cc=(Mu'12000)'1.7'f'c"b/(FI'fy^2)= 0.0 0.0 0.1 0.1 @ ENTIRE"b":As=as-sgrt(aa^2-cc)= IN2/b Asl N/A N/A N/A N/A local axes): PER LINEAR FOOT IN2/FT As2 0.01 0.00 0.03 0.01 REINF.REO'D BY DESIGN: IN2/FT As 0.01 0.00 0.03 0-01 Shrinkage/Temp factor KST 15 15 15 15 Ass'"'"= KST/10^4'b'd/nR= IN2/B 0.09 0.09 0.09 0.09 v" ) )My BEAM Y/N N N N N I o) Asb"'"=2f'c°'S/fy'b'dz(200/fv)"b'(d-a)= IN2 N/A N/A N/A N/A M V. Ash"=2f'c°'5/fy-As= IN N/A N/A N/A N/A Asb'=1.333'As= IN' N/A N/A N/A N/A v My Asb=MAX(Ass'"'",MIN(Ase,Asb`"')= IN' N/A N/A N/A N/A PER FT Y/N Y Y Y y AMT OF OF REBARS N= 1.00 4 61.0041 1 REBAR # 6 4 6 4 REBAR SPACING S= IN @ 12.00 16.00 12.00 16.00 00 REBARS PER FT= 1.00 0.75 1.00 0.75 @,IN IN S 12 16 12 16 Supply:As IN 0.44 0.15 0.44 0.15 Demand:AsRO 0.09 0.09 0.09 0.09 Utilization Ratio(Demand/Supply) % 20% OK 61% OK 20% OK 61% OK RUPTURE OF UNREINFORCED CONCRETE @"b" Sc= IN' 200 200 200 200 Mr=0.60'Sc'Fr= K-FT 3.8 3.8 3.8 3.8 <Mu <Mu <Mu <Mu U/R OK U/R OK U/R OK U/R OK SHEAR ONE-WAY STRENGTH REDUCTION FACTOR 0 0.75 0.75 0.75 0.75 0.6 IF UNREINFORCEI SECTION DESIGN DEPTH IN d 5.50 6.63 5.50 6.63 O 0.75 IF REINFORCED Demand:SHEAR,FACTORED K Vn 0.40 0.40 0.70 0.70 4.4 Supply:p 2(f'c)'/2'd'b= K OVc 5.0 6.0 5.0 6.0 Utilization Ratio(Demand/Supply) 8% OK 7°% OK 14% OK 12% OK 4.5 Permit#: 3456 Permit Date: 10/05/20 Permit Type: COMMERCIAL MECHANICAL Project Name: Fireline Cannabis Applicant Name: Fireline Cannabis Applicant Address: 17831 59th Ave NE Applicant, City, State, Zip: Arlington,WA 98223 Contact: Philip Nelson Phone: 360-999-6645 Email: philip@firelinecannabis.com Scope of Work: Installation of 3000 liter Co2 tank AST Valuation: 4315.31 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 12/14/2020 Permit Expires: 04/03/2021 Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning LOT 7 TGW EQ&UNDIV INT TRS 994,995,996,997 &998 OF ARL BSP ARLINGTON 31052200403600 17831 59TH AVENUE NE PLN20110043& ADVANCED 637 Warehousing& PWD20110076 REC AFN MANUFACTURING Storage Services 201112205001;BEING A PARK PTN N1/2 SE1/4 OF SD SEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# 3737 Worsham CONSTRUCTION Labor and Airgas USA,LLC Aaron Lothrop 503-481-8002 AIRGAUL873C7 Ave CONTRACTOR Industries Plan Reviews Date Review Type Description Assigned To Review Status 10/05/2020 COMMERCIAL BUILDING MECHANICAL 10/05/2020 COMMERCIAL No comments from Fire FIRE MECHANICAL Fees Fee Description Notes Amount Mechanical Base Permit Fee $25.00 Processing/Technology $25.00 Mechanical Commercial Plan Review Table 4-1 $107.67 Mechanical Misc. Not otherwise specified Permit Fee based upon $165.64 valuation Total $323.31 Attached Letters Date Letter Description 12/14/2020 Building Permit 10/05/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 12/11/2020 Philip Nelson 83900706 $323.31 Outstanding Balance $0.00 Notes Date Note Created By: 11/20/2020 Emailed for site map showing the location of the proposed tank Raelynn Jones 10/07/2020 Valuation:$4315.31 Raelynn Jones 10/05/2020 This runs in conjunction with the Operating Permit BLD-3457 Raelynn Jones 10/05/2020 Emailed applicant for project valuation Raelynn Jones Uploaded Files Date File Name 12/14/2020 7842781-3456 Issued Permit.pdf 10/07/2020 7484053-3456 Application.pdf 10/05/2020 7466092-3456 Structural Calcs.pdf 10/05/2020 7466091-3456 Plans.pdf