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Home My WebLink About2726 LOKER AVE W; ; CB131609; Permit. I City of Carlsbad 11-06-2013 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB131609 Building Inspection Request Line (760) 602-2725 Job Address: 2726 LOKER AV WEST CBAD Permit Type: Tl Sub Type: INDUST Status: ISSUED Applied: 07/08/2013 Entered By: RMA Parcel No: 2090812800 Lot#: 0 Valuation: $15,000.00 Construction Type: NEW Occupancy GroL1p: Reference# Plan Approved: 11/06/2013 Issued: 11/06/2013 Inspect Area Plan Check #: Project Title: TRITON MICRO TECH-NEW PAD FOR 1400 GALLON NITROGEN TANK, 6 FT HIGH CHAIN LINK FENC & 1 FOUR FOOT WIDE ACCESS GATE & 1 THREE FOOT WIDE ACCESS GATE Applicant: AK CONSTRUCTORS INC ATTN: ANDREW DONEGAN 1828 RAILROAD ST CORONA CA 92880 951 280-0269 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $175.87 $0.00 $123.11 $100.00 $0.00 $3.15 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $0.00 Owner: FENTON H G COMPANY C/0 H G FENTON CO · 7577 MISSION VALLEY RD #?,00 SAN DIEGO CA 92108 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee 'CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee · Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES Total Fees: $403.13 Total Payments To Date: $403.13 Balance Due: ln~pector: FINAL PPROlA Date: --Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $403.13 $0.00 NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.' You have 90 days from ttie dat~ this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and ~ile the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, ot annul their imposition. · · · You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fee /exacti n f whi h h v r vi usl en iv n N Tl E imil r his or a t whi h he t tute f limi ations has reviou I otherwise ex ired. EXISTING·USE ' PROPOSED'USE GARAGE (SF\ PATIOS(SF) DECKS (SF) , FJREPLO.CE :YESO i!_ l\00 AIR CONDITIONING YES D r.00 FIRE SPRINKLERS YES O 1<00 APPLICANT AME· (Primwon~) • f-.;_f"-. ,· • I ·APPLICANT NAME (Secohdary Contact) __ _,,,_,,.~ . \ 0"-lt:;~,~N~--------+-~------------------ ADDR!Ef z_ '6 1..At L ~~ ~ ADDRESS CllYC~'2.e>tJ~ <:A CITY STATE PHONE , ,FAX Workers' Compensation Declaration: I hereby affirm under pe11ally of pe1jwy one of/he fol.towing decfara!ions: 0 I have and will maintain a certificate ol.:onsent'to self.Insure for worners' ccrnpensatlon as provided by Section 3700 olthe Labor Code, ior the performance o!lhe,work forwhich this permft & issued · '1 J have and will maintain workeri;' comp~nsnt{on, a:'.!,equlrod by Scclid.3700 of tho i,,abot Capo, fortho·perfoinco cf ~,•,-om ()wnich 'sci::11 iQjed. My worker,, oompensat,on insu7n,:: carrier ~ulicy nwnhernro,lnsuianC!)Co.STPt~ t.Jbt:i Nrfi ~ L\A:Y,\L\'tH_PolicyNo. OOu(O /0 -. _ ExprrationOale /0-2.('.) '+- This sec!bn need nol he oamplored ifihe pem,i: is br on$ hundred dollars S100i or fess C (/: 0 Certificate of Exeinpli?n: ! certir/ ihst in the p~rformance of the ·wot:k for which this pem1il is issued, I shall not employ any pllrson in any manner so as 10 becorr:e subject lo me Workers' Compsnsafion Laws of California, WARNING: Failure to·secure workers' compensation co erage is nfawful,,and shall subject an.employer to criminal penalties.and civil lines up to one hundred th usand dollars (&100,000), in addition lo the cost of co111pensation. da ages a rovjded for in Se 'on ?7 I.the Labor code, inlerestand attorney's fees. 25 cot.TRACTOR SIGNATURE · · I hereby afi:rm tr.at I ~m ~empt from COJitracbt's Lice11se.Laiv fa! the fo!!oW1i1g 1eason: Cl l, as owllet of U,e property ort1l'J en1ployees Willi wage$ ;:,s their sote.comp,msation, will do lh-0 work and tho,s!/Llciure.h; /\ol intended or·ofiered for sale /Sec. 7044, Business and Pro!~ssions Code: 'The Crinkaclor's Uc~nso Law does ·no! apply lo an owner o: propllrlywho builds or improves !hereon, and who do~s welt wmk himsolf or !hl:ousti his own employeos. pro,idod that such irtprovoments are no! ir-lem!ed or offered for sale. If, howev!lr, the bqi!qir.g or improvement is ·sold 1..;:hi.1 one year o! completion, the Q1\11er•builder will hav'C lhe burden of prov mg tbal he did not build or improve for lhe pu,pose of sale}, CJ l, as owner onte propcrt;, am oxclusivoly coolrocting 1~i!h licensed contractors to oonstnic1 the project {Sod. 7044. eusinoss and Professions Code: iho {',0ntw.:lor's t1conse Law doos nol fl!Jply to ,:in owner of propeltf who tuikls or improves !hereon, arid CQll!mcts for such pro~ls with conlra,;lo~si licensed purouant fo the·Cootrac!o(s ,Uc<inse Law). D 1 am exempt under Section _____ ,usiness and Professions Code-forlhis reascn: 1. I person all)' plan to pibvide the ma,'Of labor and· materials for oonstrucfion of the prop;ised property improvamenl ::J Yes D No 2. 1 {have {,have ncij·signed ,in appficaaon for a building peri'nil for the proposed worll. 3, I lla\/econlf~led y,i!h too iol!owing person \trm) lo provide tlle pfQPosed cons!nlclion (include name address I jl,~one I con!rac!ots' liconse'number): 4, I plan to provide portions of the woil<. bµf,I h&ve hired the fcUowlng person lo coordina!e;supervise,andproviife The maj'or work (include name/ address I phona/ con!rac!crs' hcense number): 5. J v.~I provide some of the work. but I have 'laln!racled {hired) the fol:01~ing persons to provide the wo!k fndica~ (include name I address'/ phone/ type of work): .@:5 PROPERTY OWNER SIQNATURE AGENT· OATE Is !he appficant or future bui)ding occupant required !o sub,,ll a ~usiness plan, acutely hazardous mateijafs registration form·or risk.management and pre,ention program under Secticns 25505, 25533 or 25534 of !he Presley-Tanner Hazqtdous ~ubstanc~ Account Act? ::J Yes ti No , , . , Is !he applicant oi future buikling occupant requ1red to Qbla1n a permit from Iha air polMlon conlrol'disirici at air.qilality managemtn! d1s\ric:t? O Yes w No ls UJe f;,dlity io be CQnslnfi:ted v.i:hin 1,000 feel of the oilier bo~r,dary ol a school site? O-Y es CJ Ni:, · . IF ANY OF THE ANSWERS ARE YES, A FJNAt. CERTIFICATE OF OCCUPANCY MAY NOT _BE ISSUED UNLESS THE APi'LICANlHAS MET.OR IS MEl!nNG THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES'AND IBEAIR POL!.:UTION C_ONTROL DISTRICT. . . , J,. l I hereby affirm that ttiere is a.coostruption lending agency for the performance oflhe Wotk.thls perm~ is issued (Sec. 3097 (i).Clvil Code}. ! lender's Nam~ . · · · . . · Lencl.er'.s Address · ·. -. · · . t . _. -• • . . STOP: 'lH1$ SECTION NOT'REQUIRED FOR'BUIL,DING.Pi:R~UT·ISSUANCE. C9mplete the following ONl,. Yif-aCertifi~ate:ofOccupancy will·be requested· at final inspection.-. ~ . . . . . CERTIFICATE OF OCCUPANCY !Commercial Projects Only) Fax d~o) 60i-8580:: Em~i1'bliildfng@carlsbadca.gov or Maiitii~· completed form.to Cilj of Carlsbad, Suifding_ Oi~sion 1635'Farad~y Avenue, Carlsbad, Califur,ni; 9200B., I CO#: (Office Use Only) CONTACT NAME O~CUPAfl!T_NAME 1------.,.,---'--~------~--------·-··---------------..-...,..,, ----·-------------------------1 ADDRESS' . , BUILDING.AODRESS, • · . ,!-,,,-CITY ........ ~-c,._,,.,--~--...,s"'rA"':rE=-----~-------------zrf>,-· --t,;..,CITY , • STATE -·-· CA · Pl)Ol)l!i EMAIL DELIVERY OPTlilNS .. CJ PICK UP: ·c CONTACT {t.isted above) .ci OCCUP.ANT (Li_stett above} ~·CONTRACTOR-con Pg. 1) CJ ·MAIL TO;· ·o . CONTACT {Ll~tlld ilbo\fo} ,:i OCCUPANT (Lfstect aboYel . . o--<:ONmACTOR (01i Pg. l) CJ MAIL /·FAX TO OTHER: ..... ,_,.. .. --····-·-.. -........ ···----.. --,·· .• ; ,_, .. ,,.. .,,._ .. .,., ..... ..,. ....... ., ,.,..,_~ ........ '-,,., ..... .,, .. ,,,-, .... ,' ,,,, _ _,,, _ _,,.,.,., ... ,,,,-..,-~ ,,..,,,,,_,_,., .. .....,.· '"'"''' , .. -,,-, ...,,,,, .... ~r!sbad OCCUPANT'S !$US. tlC. No. o, ASSOglATEDC~# .... : ......••. .,.-.... _ .. ··-······· -·-· _ i:; NO CHAN~E.IN USE/ NO CONSTRUCTION : Cl CHAN~E OF uslf; NO CONSTRUCTION ~ APPLICANT'S S(GNA.TURE DATE d ZIP lnspectio-n List P~rmit#: CB131609 Type: Tl Date Inspection Item 01/17/2014 19 Final Structural 01/17/2014 29 Final Plumbing 01/17/2014 89 Final Combo 12/03/2013 21 Underground/Under Floor 11/14/2013 11 Ftg/Foundation/Piers Tuesday, January 21, 2014 INDUST Inspector Act PD AP PD AP RI PD AP PD AP TRITON MICRO TECH-NEW PAD FOR 1400 GALLON NITROGEN TANK, 6 FT HIG Comments COF Page 1 of 1 «~ -~ CITY OF ? CB131609 -2726 LOKERAVWEST TRITON MICRO TECH-NEW PAD FOR CARLSBAD Building Division INSPECTION-RECORD 1400 GALLON NITROGEN TANK, 6 FT HIGH CHAIN LINK FENC & 1 FOUR FOOT WIDE ACCESS GATE & 1 THREE FOOT WIDE ACCESS GATE Tl INDUST @ INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB Lot#: A K CONSTRUCTORS INC @ CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION @ FOR BUILDING INSPECTION CAJ,.L: 760-602-ZUS OR GO TO: www.carlsbadca,goy/Bulkllng AND CUCK ON "Request Inspection" RECORD COPY DATE: Required Prior to Requesting Bullcllng.Flnal 1t·ca-cked YES Plannl~Landscape 760-944-8463 Allow 48 hours CM&I (Engineering Inspections) 760-438-3891 call. before 2 pm Fire Prevention 760-602-4660 Allow 48 hours Type of Inspection CoDe " ELECTRICAL Date #31 CJ ELECTRIC UNDERGROUND CJ UFER #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 0 ELECTRIC SERVICE O TEMPORARY CJ GROU,: CJ WALL DRAINS #35 PHOTO VOLTAIC #10 TILT PANELS #39 FINAL --------------------------1 _ # 11 POUR STRIPS CODE ff MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUC'IS & PIPING #14 SUBFRAME CJ FLOOR CJ CEILING #44 D DUcr a PLENUM D REF. PIPING #15 ROOF SHEATHING #43 HEAT-AIR COND. SYSTEMS #13 EXT;SHW PANELS #49 FINAL #16 INSULATION_ CooE # COMBO INSPECTION #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRYWALL #82 DRYWALL,EXTLATH, GAS TES (17,18,23) #51 POOL.EXWSTEEL/BOND/FENCE #83 ROOFSHEATING, EXT SHEAR (13,15) #55 PR_EPIASTER #84 FRAME ROUGH COMBO (14,24,34,44) #89 FINAL OCCUPANCY (19,29,39,49) #22 CJ SEWER & BL/CO CJ PL/CO I FIRE Date #21 UNDERGROUND OWASTE CJ WTR / J,. • #24 TOP OUT CJ WASTE O WTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 0 GAS TEST O GAS PIPING A/S UNDERGROUND FLUSH #25 WA,:ER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 _ FINAL A/SflNAL CODE# STORM WATER F/AROUGH·IN #600 PRE-CONSTRUCTION MEETING F/AFINAL #603 FOLLOW UP INSPECTION FIXED EXIINGUISHING SYSTEM ROUGH-IN #605 NOTICE to CLEAN FIXED EXIING SYSTEM HYDROSTATIC TEST #607 WR111£N WARNING FIXED EXIINGUISHIMG SYSTEM FINAL #609 NOTICE OFVIOLATION MEDICAL GAS PRESSURE TEST #610 VERBAL WARNING MEDI.CAL GAS FINAL Inspector Ins or REV10/2012 SEE BACK FOR SPECIAL NOTES Section 5416. Health and Safety Code, State of California (a) There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the pojnf):n.dlcijJed. f~. ~aif ~u~~s~]e,}Trispection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES ··, DATE: 10/30/13 JURISDICTION: Carlsbad PLAN CHECK NO.: 13-1609 EsGil Co~poration In (Partnersliip witli (JO'flernmentfor<Buiftfino Safety SET: REV 1, Set I PROJECT ADDRESS: 2726 Loker Ave. West ~~!'~ G~NT ~~ CJ PLAN REVIEWER CJ FILE PROJECT NAME: Outdoor Nitrogen Storage 1400 Gallon Tank & Fence Enclosure i::8J The plans transmitted herewith have been corrected where necessary and substantially comply with. the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D E:sGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC Enclosures: 10/24/13 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 13-1609 .. 10/30/ 13 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE ( REV #1 ) JURISDICTION: Carlsbad PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 2726 Loker Ave. West PLAN CHECK NO.: 13-1609 DATE: 10/30/13 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: NA BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. 1400 gal Tank NA Hrly Air Conditioning Fire Sprinkler$ TOTAL VALUE Juriscliction Code cb By Ordinance Bldg. Permit Fee by Ordinance ,... Plan Check Fee by Ordinance ..- Type of Review: D Complete Review D Structural Only ORepetitive Fee ,... Repeats * Base.d on hourly rate Comments: D Other E] Hourly EsGII Fee -------11 'Hr. @ ' ($) $100.001 Sheet 1 of 1 macvalue.doc + DATE: 7/16/13 JURISDICTION: Carlsbad PLAN CHECK NO.: 13-1609 EsGil Corporation In, (l'artnersliip witli qovernment for <.Bui(ain9 Safety SET:I PROJECT ADDRESS: 2726 Loker Ave. West PROJECT NAME: Outdoor Nitrogen Storage Tank and Vaporizer CJ APPLICANT \a' JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date c;ontacted: Mail Telephone (by: Telephone #: ) Email: Fax In Person Fax#: RE_MARKS: The notes clouded in red on the approved plans from Esgil must be made to the city set of plans to make a 2nd set of approved plans for the city. By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC Enclosures: 7/9/13 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + f~x (858) 560-1576 • : J,. Carlsbad 13-1609 7/16/13 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 13-1609 PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 2726 Loker Ave. West DATE: 7/16/13 BUILDING OCCUPANCY: F-1 TYPE OF CONSTRUCTION: NA BUILDING AREA Valuation Reg. VALUE PORTiON ( Sq. Ft.) Multiplier Mod . . . Outdoor Tanks NA City Est .. Air Conditioning Firl? Sprinklers· TOTAL VALUE Jurisdiction Code . cb By Ordinance. Bldg. Permit Fee by Ordinance Plan Chee~ Fee by Ordinance .... Type of Review: Complete Review D Structural Only ORepetitive Fee .,.. Repeats D Other 0 Hourly EsGil Fee i---,.---r @ • Comments: ($) 15,000 15,000 ,/ $175.871 $114.321 $98.491,/ Sheet 1 of 1 macvalue.doc + ~ ~ CITY OF ·CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:07/23/13 PROJl;CT NAME: TRITON MICRO TECH PROJECT ID: CB13-1609 APN: 209-081-28 PLAN CHECK NO: 1 SET#: ADDRESS: 2726 LOKER AVE WEST VALUATION:$ 15,000 NITROGENTANKWITH BLOCK WALLAND GATE I ./ j T~i~ ~Ian check review is complete and has been APPROVED by the ENGINEERING . D1v1s1on. By: KATHLEEN LAWRENCE 07/23/13 A Final Inspection by the Division is required Oves [Z]No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: ADONEGAN@AKKCONSTRUCTORS.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: .. '. ' . . . ' ... ENGINEERING : . FUtE.. PREVENTION .. •' PLANNING, ·., ~·" ' ' 760-6024610 760-602~2750. ,. . 760~602,4~65· · . ' .. ... .. ·-'•• D Chris Sexton [{ I Kathleen Lawrence n Greg Ryan 760-602-4624 -1 760-602-27 41, /__J 760-602-4663 Chris.Sexton@carlsbadca.gov K~thleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov linda.Ontiveros@carl~badca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: ~. -------------------------------- & ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB13-1609 Date:07/23/13 Project Address: 2726 LOKER AVE WEST APN: 209-081-28 . . . NITROGEN TANK WITH 8' HIGH BLOCK ProJect Description: WALL AND ACCESS GATE Valuation: $ 15,000 ENGINEERING contact : Kathleen Lawrence Phone: 760-602-2741 0 RESIDENTIAL INTERIOR 0 RESIDENTIAL ADDITION MINOR (<$20,000.00) 0 CARLSBAD PREMIER OUTLETS O0THER: PCR Email: kathleen.lawrence@carlsbadca.gov Fax: 760-602-1052 . [l]TENANTIMPROVEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r ·····---·--··---··"·--... -.................. -....... -.... -······-·····-·· ··-···-·---····---:-···--.. ···--....... __,.. .. -··.··-.. , : . . . OFFICIAL USE ONLY -. . . · · . . . . . ; j:'' . . . . ENGINEERING AUTHORIZATION TO·l~SUE.BUILDING PERivliT . ' . ' I 1 SY: KATHLEEN LAWRENCE -PATE:07/23/13 :: ~ . l REMARKS: NO ENG. FEES--NO CHANGE IN USE · .. . I l Notification of Engineering·APPROVAL bas been sent to ADONl;GAN@AKKCONSTRUCTORS:COM :j via EMAIL on 07/23/13 I ~ .. ,.~--........ ---' ... -. ·"-.. --~-· ....... ~· •----.. , ...... -.,-.. -· ..... , ............. _· -___ ,._.' -~--......... ___ ,. ,.,,; ---····--·•'•·-· .. ··--.,,, Page 1 of 1 REV 4/30/11 ,., .. «,~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 DATE: 10-23-13 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.1mv PLAN CHECK NO: CB 13-1609 SET#: 2 ADDRESS: 2726 Loker Av West APN: 209-081-28-00 C8J This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required O Yes ~ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: adonegan@akconstructors.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: . ~ .. .. ,-. _, ~ .. '-.. ,, Pi.ANNING ENGINEERING ' . ., FiRE P~EVENTIO'N· · . . 760.:602-4610 760-602·21'50 ,, 760-602-4665 . . . . .. .. . .. .,. ·- , i ~ Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: REVIEW#: 1 2 3 ~DD ~DD ~DD ~DD ~DD Plan Check No. CB 13-1609 Address 2726 Loker Ave West Date 10-23-13 Review# 2, Planner Chris Sexton Phone (760) 602-4624 Type of Project & Use: tank/tank pad Net Project Density:N/A DU/AC Zoning: P-M General Plan: Pl Facilities Management Zone: § CFO (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: ~ Item Complete Environmental Review Required: DATE OF COMPLETION: D Item Incomplete -Needs your action YES D NO D TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES D NO D TYPE __ APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES O NO 0 CA Coastal Commission Authority? YES O NO 0 If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impc!cted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO D (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) ~ D D . Housing Tracking Form (form P-20) completed: YES D NO D N/A D P-28 Page 2 of 3 07/11 ' " Site Plan: ~DD ~DD ~DD DOD ~DD ~DD ~DD ~DD D~D Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical-lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D 2. Project complies: YES D NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required __ Shown __ Required ___ Shown __ Required __ Shown __ Required 20' Shown __ Required __ Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ Interior Side: Required __ Shown __ Street Side: Required __ Shown __ Rear: Required __ Shown __ Structure separation: Required __ Shown __ 3. Lot Coverage: Required___ Shown __ 4. Height: Required __ Shown __ 5. Parking: Spaces Required __ Shown __ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ Shown __ · Additional Comments 1) Per Section 21.34 of the Carlsbad Municipal Code -Planned Industrial -the rear yard setback for this lot is 20 feet. Walls, fences and structures above 6 feet need to adhere to the setbacks. Can you please show on a site plan what the rear yard setback is from the enclosure to the rear property line? 10-23-13 Tank and the enclosure are under 6 feet in height therefore allowed to be in a setback. · OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE 10-23-13 P-28 Page 3 of 3 07/11 ,, ( «~ ~ CITY OF CARLSBAD DATE: 07/11/2013 PLAN CHECK NO: 1 SET#: 1 PLAN CHECK REVIEW TRANSMITTAL -IUJ# lDING oep·r., co90fit'Y& Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT NAME: TRITON MICRO TECH PROJECT ID: CB131609 ADDRESS: 2726 LOKER AV WEST APN: [8J This plan check review is complete and has been APPROVED by the FIRE Division. By:GR A Final Inspection by the FIRE Division is required [gJ Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. · Plan Check Comments have been sent to: You may also have correc_tions from one or more of the divisions listed below. Approval from these divisions may be required prior to .the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please-contact the following reviewer as marked: 0 Chris Sexton 760-602-4624 ChriS.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Remarks: APPROVED D Kathleen Lawrence 760-602-27 41 · Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov I r If Carlsbad Fire Department Plan Review· Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: Tl , INDUST 07-11-2013 AK CONSTRUCTORS INC ATTN: ANDREW DONEGAN 1828 RAILROAD ST CORONA CA 92880 CB131609 TRITON MICRO TECH-NEW PAD FOR 2726 LOKER AV WEST CBAD Please review carefully all comments attached. CITY OF CARLSBAD FIRE DEPARTMENT -APPROVED: -IU.iLDING DEP't ,COP"'f Reviewedby: __ 4-.......·ft_- THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUB:JECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE w1rH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 07/11/2013 By: GR Action: AP DAVID 0 .. ROBERTS, PE, INC. . ' :,4:, THIRD ST., #10:; LAGUNA BEACH, CA 92651 1949) 497-1229 PH. (949) 6:;:;-1621 CELL 1949) 497-1:;:;o FAX dove@DORoberte.com JOB NO. 1:;o:;7,4 DATE OCT 201:, DESIGN ____,D=-=OR..____ CHECK ---,a- SHEET =c:: OF J.:..i- STRUCTURAL CAL·CULATIONS FOR 1,400 GALLON BULK TANK AND ANCHORAGE AND FOUNDATION AT RECEIVED 0Cr 2 3 2013 CITY OF CARLSBAD BUILDING DIVISIOf>~ TRITO·N MICRO TECHNOLOGIES 2826 LOKER AVE. WEST CARLSBAD 1 CA 92010 . FOR AK CONSTRUCTORS, INC. 1828 RAILROAD ST. CORONA, CA 92880 (951) Page I .of I iJ:ouchMap.c;:om . . . . . . . . \ Map~ -I ,Country -State I Places I Google .Earth I Cities I Earthquakes I Lat • ·Long MubUu.attd.PniJl.top ?1ap~ Home » Latitude and Longitude of a Point To find the latitude and longitude of a point Click ·on the map, Drag the marker, or enier the ... Address:/2826 .Loker Ave. West, Carlsbad, .CA __ e;2010 ........... ; ili] Map Center: Get Address -Land Plat Size -Street View. NEW! Rectangle Tool -Area Photographs Try out 3D Google Earth. Google Earth gives you a 3D look of the area around the center of the map, which is usually your last click point, and ·includes latitude, longitude and elevation information. Latitude and Longitude of a Point Note: Right click on a blue marker to remove it. Show Point from Latitude and Longitude 4,,~'fe·~~ese-·····-t~§";o~~ ~~~t "'"0~ed'''a..r,e--" .P-f U th' 'f kno th I t·tud d I ·t d d. t f fl';cJ~;.:·.s,.~.1•Jt"\M,.~l!IY!l,f~t'E1.f"1.:-'it,"'.·~ ~~1\1[-iu .. "!"L.\!\v•r:;:'vl se rs I you w e· a I e an ongr u e coor ma es o ,, .---...---a point and want to see where on the map the point is. Use:+ for N Lat or E Long -for S Lat or WLong. Get the Latitude and Longitude of a Point Example: +40.689060 -74.044636 Note: Your entry should not have any embedded spaces. When you clicl< on the map, move the marker or enter an .address the latitude and longitude coordinates of the point are inserted in the boxes below. Latitude: l~.~ .. 1.~ 1.3~~ ... ,... . . .. ... .J Longitude: j-117.252761 ....... -· ~ Degrees Minutes Seconds Latitude: ,~.3 ................ ; 11 ................. l [53.0364 _____ .) Longitude: b~~ ..... --~ b..~ ........... : 19.9396. , ......... : Decimal Deg. Latitude: l... ........................ ' Decimal Deg. Longitud~: l -.. -·-· .... -· _: 1~1;~h1:i"w{f;9,lfi@ Example: +34 40 50.12 for 34N 40' 50.12" Degrees Minutes Seconds Latitude: I. ·-----···--·: L-...... ---, '-·--------.. _. 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Connect Now! .. ----,--------............................................................................................... · .................. ----.......................................................................................................... . © iTouchMap.com 2007-2012 / T-riton ·Micro Technologies 2826 Loker Ave. West· Carlsbad, CA 92010 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.131399 Longitude= -117.252761 Spectral Response Accelerations Ss and Sl Ss and Sl = Mapped Spectral Acceleration Values Site Class B -Fa= 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.099 (Ss, Site Class B) 1.0 0.417 (Sl, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.131399 Lo~gitude = -117.252761 Spectral Response Accelerations SMs and SMl SMs =Fax Ss and SMl = Fv x Sl Site Class D -Fa= 1.06 ,Fv = 1.583 Period (sec) 0.2 1.0 Sa (g). 1.165 (SMs, Site Class D) o·. 660 (SMl, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.131399 Longitude= -117.252761 Design Spectral Response Accelerations SDs and SDl SDs = 2/3 x SMs and SDl = 2/3 x SMl Site Class D -Fa= 1.06 ,Fv = 1.583 Period (sec) 0.2· 1.0 Sa (g) 0.777 (SDs, Site Class D) 0.440 (SDl, Site Class D) '--'--- Pl HCV 7 LI· I HCV·4 pr-r Ii\·· I';[ ·,c .. ~ /-/~ I ·,1 ,_ I 11/V 11-/ (V•l-/1.·,.,_ 1 ..... IL '/[NllfUll I~ I I/ 16 (t?0.'i'COCK -t -., ., ,._,. 1--25·3/16 -GAS US(. II 72 :,, HCV· 10 I TT·2 -.....__HCV-3 '-Tsv-• 2 1,YP l . 39·3/6 FILL ±1· orr GROUND !I. " ~ i ~={ " \ ~ {<,~ i------,1-~-------------189· IH ±I• OAL • 1 --------------1·6~··15/·16 ·VE..SSH·-t-fNG·JH---•• •• ·• ·------ .YAP I TSV·3· 1'. ~~ ---.-~ -------•-----------l .,;L 6j OD _/.~ T_sv-2 II l VAP· 1 ' 11.ffi (·3-' S· I · ··-..--J1) 1 • 1/2 4 PLCS 58-5/16 FROM------+----48 <tor CROWN or HEAD . MOUNT ING HOLES 4€;t< 'L~VEL. iO'l«'.,llOR OPTIONS PIPtt.lG LEGell 0~Pry~ Af.jttil r,JM-k 7' 14' ;ZtxJ,ij, JC"ART NO r·· V.c•ENOOR---,-IIE-OR-M~A~TION---li ir,no,;-\1 IRlCiO 511rrurn w1M1ow(s1 ~l~.7-~_'._ 1.'.:q .. ~rr, l, 21 IG CHS•GTONI a,1r,2 ,;-i ,. ~t-o 1";i 1111•A ··--·--·NAL LINE; 5I7.ES __ .l!:l'~·i,,:1· ----l 01,1', ,1) I Jl_l_/ __ f-li(ll~IJC L.Yf J..lllbRAWAl •'II' II 1:,!:i L IOIJID ~-.n-~!~FJ_10 l[V(L lll'fll ~· t Hi LE V[L Tiiii··· i ~ T -···1fiir•~t_ ~ll-'-1'-I -----' ·1 TAG DEFIMTION C· I CONNECT ION. AUX llOUIO C·l CONNECTION, S[CONDARY AUX LIDUID (•4 CONNECT ION. SECONDARY AUX VAPOR CV· I f Ill LINE CHECK VALVE CV· l ECONOM I l[R CHECK VALVE re-1 F Ill CONN[CT ION HCV· I BOTTOM Fill VALVE HCV·2 TOP fill VALV[ IIC:V· 3 PB INL(T VALV[ HCV· 4 FULL TRYCOCK VALV[/VENT H(V· 5 VACUUM GAUGE TUBE VALVE HCV· 7 fill LIN[ DRAIN VALVE ., HCV·8 LI· I VAPOR PHASE VALVE H(V· 10 ll·l LIOUID PHAS[ VALVE H(.V· 11 PB OUTLET VALVE HCV· 13 PRODUCT SUPPLY VALVE HCV-15 ~AFETY RELIEF SELECTOR VALVE rec-1 PRESSURE BUILO COIL PCV· 1 PR£SS CONTROL VALVE I~~~::~ !PRESSURE SAFETY ELEMENT, INNER ~PRESSURE SAFETY VALVE. INNER I p:;_y; iS I CHART NJ VEWOR INFORMATION 11827441 IREGo·_ncy8~12 R 20630368IGEN[RANT ICV·S038-T·8 10821005 CGA LIN !ACCESSORY NUMB[RI 10821013 CGA LOX IA ESSORY NUMB[Ri 10821021 CGA LAR IA~_ SSORY NUMBER I I 1827441 !REGO IBKA9408 11827441 !REGO IBKA9408 11827441 !REGO IBK9404 1713922 !REGO IB206ll·4T6 104823al !HOKE 41 I ILIB 1182_7441 IREGO IBK945o I 0907239 I REGO ICMM250A I 0907239 I REGO ICMM250A 11827441 IR[GO IBK9<04 17139?2 IREGO_WB206LL-4T6 10975557 IHEROSE WDN20 PN45 1165753< I CHART SUPPL I ED 10931061 lm~N~C~~2~~~VE tffllD-0120 11509339 IBS&B 1375 PSI) 11494835 I HE ROSE 106388· 1006·6046 SIZE I. MPT I" f PT I" fPT I· I /1" NPS 112" fPT I· I /2 CGA I" NPS I" NPS 112" NPS 112" FPT I /8" f PT 3/8" fPT ~ 114" MPT 112" NPS 112" FPT ~ 111" fPT 1/4" f PT 3/4 • MPT • fREE • 314" MPT • I" FPT , INIIER VESSEL DESIGN DATA WEIGHTS AND SHIPPING DATA ! · MODEL: BL·1400 MODa: BL-1400' PSIG 250 MAWP: bo<g 17. 24 PS IG 2?.~-MAWP borg_ I 1 24 DESIGN PS IG 272. 4 WEIGHT POUNDS 4. ~_D·D PRESSURE borg 18. 78 EMPTY KILOGRAMS 2.,n CODE COMPLIANCE: ASME CODE CASE 2 59G OXYGtN POUNDS 1.8, I OU KI LOG RAMS ·a. LIO. DESIGN 'r • 320° TO 120° TEMPERATURE 'c • 196° TO 49° Y/E IGHT NtlliOGEN POUNDS 14. 2·00 fULL KI LOG RAMS 6,441 MATERIAL or CONSTRUCTION: SA240 304 STAINLESS STEEL OUTER VESSEL DATA POUNDS 21. 000 ARGON KI LOG RAMS 9. 526 CODE COMPLIANCE: FULL VACUUM PER CGA-341 SHIPPING I NCH(S I90X73X10 DI MENS IONS MM'S 4,826 X I. 85~ X 11, 778 DESIGN •r • 20• TO 300° CAPACmES -.. -.... _ lEMPERATURE •c ·29° TO 149° MODEL: j BL1400 MAlERIAL OF CONS1RUCTION: Al6 CARBON STEEL I GROSS l GALLONS I I. 380 \j _ _.) I ----- ' : -----· f ~· . " 0 0 0 ...-- . i' 1 .. ' 11 , . " ....... ..-- c-.i ' " ....... I..O NEW in ' I'\ ....... ..-- c-.i . ' 10 00 ' ,1 ' ~.00 11 4.00 ii ~.00 '1 , , , ---- ----~ ~-------------J _______ i I' I ' ' I I i i i I I i i TANK i i i i i i j i I I ! I --' -1------' -------• ,_ ______ I I I I I I i ·j DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 GENERAL SEISMIC DESIGN REQUIREMENTS NON-STRUCTURAL COMPONENTS, ASCE CHAPTER 15.7 TANK TRITON TANK EQUIVALENT LATERAL LOAD PROCEDURE, SEISMIC BASE SHEAR ASCE 7-05, 12.8 PER 2003 NEHRP SEISMIC DESIGN PROVISIONS, SITE CLASS "D" SHORT PER. 1 SEC MAPPED ACCEL PARA SITE COEFFICIENTS ss := 1.099 MAX CONSIDERED EQ (MCE) SMS := Fa·S5 SMS = 1.165 DESIGN SPECTRAL ACCEL.PARAMETERS Sns := ¾-sMs jsns = 0.777 j s 1 := 0.417 Fv := 1.583 SMl = 0.660 PER 15.4.1 (1b), TABLE 15.4-2, SEISMIC COEFICIENTS FOR NONBLDG STRUCT TYPE "HORZ. /SADDLE SUPPORTED VESSEL" PER 15.7, AND DESIGNED PER 1'5.4 J---_/ SEISMIC COEFFICIENTS. ~:= 3 no:= 2 Cd:= 2.5 PERSECT.15.4.1.1,ANDT.11.5-1 I:= 1.0 HIGHEST LEVEL OF TANK, WITH SIGNIFICANT MASS T. 12.8-2, ALL OTHER STRUCT. SYS. R R1:=-I R1 = 3.00 Ct := 0.02 X := 0.75 FUNDAMENTAL PERIOD, Ta Ta:= Crhn x Ta= 0.08 > 0.06 FLEXIBLE NON-BLDG STRUCT. PERIOD CALCS PER 11.4.5(2) Sns EQN. 12.8-2 cs82:= R I Sm NOT MORE THAN Cs83:= -- EQN 12.8-3, FOR Ta<= TL Ta·R1 NOT MORE THAN Sm-TL EQN 12.8-4, FOR Ta> TL cs84 := 2 Ta ·Rr NOT LESS THAN EQN. 15.4-1 0.8-S1 AT S1>0.6, NOT LESS Cs42:=-- THAN EQN. 15.4-2 Rr EQN.12.8-1 ~:= cs82 F:\0-Dave backup files\0-MATHCAD\0- 201 0\Triton Tank\2007 BASE SHEAR NON-BLDG ASCE CH 15 HORZ TANK ENERCALC HIL Tl.xmcd Sm Ts== -Ts= o.57 Sns 1cs82 = 0.259 I GOVERNS cs83 = 1.913 cs84 = 199.62 cs41 := 0.030 cs42 = 0.111 Iv= 0.259 I w 10/16/2013 DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 TANK DESIGN LOADS ,JS.,:= 1000-Ibf WoL := 4900-lbf WTL := 14200-lbf f\ := 5.75-ft H1 := 0.5,ft D := 5.25-ft Jw= 13.58-ft H = 3.13 ft D1 := 5.67-ft del = 2.84 ft L1 := 4.0·ft !el= 2.00 ft DESIGN SEISMIC LOADS BASE SHEAR Vs:= 0.259-WTL DESIGN SEISMIC MOMENT Ms:= Vs·H L1 L w le1 le1 IVs= 3678 Ibf I jMs = 11493 ft· lb~ OVERTURNING, ASCE2.3.2 OTs := Ms -(0.9)WTrL1·0.510Ts = -14067ft·lb~ F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR NON-BLDG ASCE CH 15 HORZ TANK ENERCALC HIL Tl.xmcd 2 w I I NO OVERTURNING I 10/16/2013 I i /--- DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 WIND LOAD ASCE 7-05, 6.5.15 DESIGN WIND LOADS ON OTHER STRUCTURES VELOCITY PRESS AT CENTROID BASIC WIND SPEED PER FIG. 6-1 IMPORTANCE FACTOR VEL. PRES. EXP. FACTOR PER TABLE 6-3, EXP. C, 5.75' z:= H __,)/ WIND DIRECTIONALITY FACTOR PER TABLE 6-4, ROUND TANK VELOCITY PRESS PER 6.5.10, EQN 6-15 GUST FACTOR PER 6.5.8 AND COMMENTARY RIGID DEFINITION, P.282 -HID< 4 THEN G=0.85 H -= 0.60 D FORCE COEFF PER FIG 6-21., __E__(psf 0·5J = 136 ROUND TANK W/ INTERPOLATION 0.5 ft qz <= 2.5, H/D=0.6 DESIGN WIND LOAD USE MIN= 30xCf DESIGN WIND SHEAR DESIGN WIND MOMENT INTERIOR CONDITION, 10 PSF MAX OR Pw lz=3.t3 ft 1 1vsp := 8~ II= 1.00 I IKz := 0.8~ IKd := 0.9~ [Q,:= 0.8~ IVw = 1497lb~ IMw = 4679 ft· lb~ CHECK EMPTY TANK WITH WIND F:\0-Dave backup files\0-MATHCAD\0- 2,010\Triton Tank\2007 BASE SHEAR ,NON-BLDG ASCE CH 15 HORZ TANK 3 __J'ENERCALC HIL Tl.xmcd /- 7 -I 10/16/2013 f---- DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 UNFACTORED LOADS FOR ENERCALC GEN'L FOOTING lwoL = 4900 Ibf I jMs = 11493 ft-lb~ jMw = 4678.73 lbf-~ jwTL = 14200 Ibf I jVs = 3678 Ibf I jvw = 1497.20 lbf I FOOTING LENGTH IL:= 10.0-ij FOOTING WIDTH IB := 10.0-ij MIN. DIST. IL1 = 4.00 ft I ALT.: APPLY UNFACTORED Db MAND V TO ENERCALC COMBINED FOOTING POINT DEAD LOAD PDL := Wor0.5 IPoL = 2450 Ib~ IAPPLYAT3.0 FT POINT TOTAL LOAD PTL := WTL·0.5 IPTL = 7100lb~ !APPLY AT7.0 FT SEISMIC TENSION AND Ms I SEIS UP AT 3.0 FT AND DOWN AT 7.0 FT I COMP AT MIN. DIST. T1:=-IT1 = 2873 lbf I L1 SEISMIC SHEAR AT Vs MIN. DIST. V1:=-1v1 = 1839 lbf I ISEIS LATERAL AT SAME PTS 2 _),WIND TENSION AND COMP AT MIN. DIST. MW T2:=- L1 IT2 = 1170 lbf I jWIND UP AND DOWN AT SAME PTS vw WIND SHEAR AND 1v2 = 749 lbf I !WIND LATERAL AT SAME PTS COMP AT MIN. DIST. V2:=-2 DESIGN SOIL BRG, ASD FOR ENERCALC PROG. BASIC LOAD COMB.,ASCE 7-05, 2.4.1,ASD, Qe=V COMB #1, 2.4.1 1.0D COMB #5, E D + 0.7V COMB#5, W D +W=Wdl +W COMB #8 0.6D + 0.7V IMAX BEARING, D = 263 PSF < 1,500 x 1.0, OK F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR NON-BLDG ASC'E CH 15 HORZ TANK ENERCALC HILTl.xmcd 4 10/16/2013 DAVID 0. ROBERTS, PE, INC 343 THIRD sr., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 JoESIGN MAT, LRFD /--FOR ENERCALC PROG. APPLY UN FACTORED DL MAND V TO ENERCALC COMBINED FOOTING BASIC LOAD COMB., ASCE 7-05, 2.3.2, LRFD, Qe=V COMB #1, 2.4.1 1.4D COMB#5 COMB#6 COMB#7 1.2D +V 0.9D + 1.6W = .9Wdl + 1.6W 0.9D +V MIN. 10.0' SQ, 10" THICK, 2.5 KSI, TYPE II CONCRETE MAT FDN W/ #5, GR. 60 E.W. AT 16" O.C. AT CENTER OF MAT F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR NON-BLDG ASCE CH 15 HORZ TANK ENERCALC HIL Tl.xmcd 5 10/16/2013 I I ,~ I I DAVID 0. ROBERTS, P.E., INC. 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 P (949) 497-1229 F (949) 497-1330 Description : --- Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-05 fJc;ijft1ffijij'ftlgr6,t1tf&'n.3'::it::::::r:: I? :r~.~ : }1 ;,Ji\ Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density 3 ksi 40 ksi 2.5 ksi 145 pcf <I> : Phi Values Flexure : 0.9 Shear: 0.75 f;\$01.Nfft~r.m)ti<lP:(·7 ;:::/~?}?:/'.~:, ., ~-",,' ~-~ ~?P ?J Allowable Soil Bearing 1.5 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Fooling base depth below soil sulface" for force) ~ Coefficient of Soil/Concrete Friction 1.0 Distance Left of Column #1 = 3.0 ft Pedestal dimensions ... Between Columns = 4 ft s D' = q. 1m. Distance Right of Column #2 = 3 ft Height = Total Footing Length = 10.0 ft Footing Width = 10 ft Footing ThicknesE = 10 in Rebar Center to Concrete Edge@ Top = 5.0 in Rebar Center to Concrete Edge@ Bottom = 5.0 in FAPP!i,~g;,~il'tl.s ::;· ,::. ·· .. ,;:... :: );,:. ::.· .; .. · \,.'.'.:; c ,, ;.; '. ):: .. : :'~~ Applied @ Left Column .D Lr Axial Load Downward = 7.1 Moment ( +CW) = Shear(+X) = Applied @Right Column Axial Load Downward = 7.1 Moment (+CW) - Shear(+X) = ·Overburden = Project Title: En9ineer: ProJect Descr: Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on 'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth .... Allowable pressure increase per foot when base of footing is below Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & Width Increases as specified by user.) Col#1 Col#2 Yes No 12 12in Bars left of Col #1 Count Size# in Bottom Bars Top Bars Bars Btwn Cols Bottom Bars Top Bars Bars Right of Col #2 Bottom Bars Top Bars L s w 8.0 2.0 8.0 2.0 8.0 2.0 E -2.873 1.839 2.873 1.839 5 3 5 3 5 3 Project ID: 0.0018 1.5: 1 1 : 1 ft ksf ft ksf ft 10 ksf 1.50 ksf As Actual 2.480 0.220 2.480 0.220 2.480 0.220 H k k-ft k k k-ft k \0 As Req'd 2.160 in"2 0.0in"2 2.160 in"2 0.0in"2 2.160 in"2 0.0in"2 DAVID 0. ROBERTS, P.E., INC. 343 THIRD ST., #103 LA°GUNA BEACH, CA 92651 P (949) 497-1229 F (949) 497-1330 Project Title: Engineer: Project Descr: Project ID: l:";,;:/).I;$f~M'i,SUf!(M.AR¥::F, r,? ,:,,·· .. ,./'.: ~-::} :~.(';~::·;),:.\;{:< i -·#JM•J•1...._ -PASS -·--d'~t~~----~:·searing· -.... _. -----... _ .... -.. -_ ..... _. c:8 ksf ----_,_,,_. ... .. .. CT5 8 - 4 a 1_P~~·o;ksr_~ --.:>· -·-~o~.e 6 ~o~-t-0i1~9_ 7 ~E?ad_ ~?_m?ina~i?n_ ·· · --- PASS 5.232 Overturning 16.223 k-~°1t PASS 6.125 Sliding 2.575 k 15.770 k 0.6D-t-0.7E PASS 8.841 Uplift 2.011 k 17.781 k 0.60-t-0.7E PASS 0.08526 1-way Shear-Col #1 7.005 psi PASS 0.1389 1-way Shear-Col #2 11.416 psi PASS 0.1665 2-way Punching-Col #1 27.364 psi PASS 0.1665 2-way Punching-Col #2 27.364 psi PASS No Bending Flexure-Left of Col #1 -Top 0.0 k-ft PASS 0.1726 Flexure-Left of Col #1 -Bottom 6.213 k-ft PASS No Bending Flexure -Between Cols -Top 0.0 k-ft PASS 0.1999 Flexure -Between Cols -Bottom 7.196 k-ft PASS No Bending Flexure -Right of Col #2-Top 0.0 k-ft PASS 0.2111 Flexure -Right of Col #2 -Bottom 7.60 k-ft 82.158 psi 82.158 psi 164.317 psi 164.317 psi 0.0 k-ft 35.994 k-ft 0.0 k-ft 35.994 k-ft 0.0 k-ft 35.994 k-ft +1.40D +1.200-t-0.50L -t-0.20S+E +1.400 +1.400 N/A +1.400 N/A +1.20D-t-0.50L-t-0.20S+E N/A +1.20D-t-0.50L-t-0.20S+E l l DAVID 0. ROBERTS, P.E., INC. 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 P (949) 497-1229 F (949) 497-1330 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-05 t~~-~'oiritfifl&rinali;orrt;::·:,7 :_~:::·.~:·:~/";"''.?Y'r~--~ Material Properties I fc : Concrete 28 day strength 3 ksi fy : Rebar Yield 40 ksi __,,.' Ee : Concrete Elastic Modulus 2.5 ksi _,..--Concrete Density 145 pcf <J> : Phi Values Flexure : 0.9 Shear: 0.75 ~1,,:$Jm\1b,QiirtaJiQrft'.•\~.-'/._· .. ,,.,r: __ :· ~:.5, . .-:>~-: "~ Allowable Soil Bearing 1.5 ksf Increase Bearing By Footing Weight No Soil Passive Slidin~ Resistance 250 pcf (Uses entry for Footing base depth below soil swface" for force) Coefficient of Soil/Concrete Friction 1.0 Distance Left of Column #1 = 3 ft Pedestal dimensions ... Between Columns = 4 ft s D' = q. ,m. Distance Right of Column #2 = 3 ft Height = Total Footing Length = 10.0 ft Footing Width = 1 O ft Footing Thickness = 10 in Rebar Center to Concrete Edge @ Top = 5.0 in Rebar Center to Concrete Edge@ Bottom = 5.0 in r~-:A:iiPn~a::cQa,a·$"' _:·r.:i?.,,i_: JI:'.· '-?·.s.:·::::<7 ;-;: ·~\t ··:o;':-1 Applied@ Left Column D Lr Axial Load Downward = 2.450 Moment (+CW) = Shear(+X) = Applied@ Right Column Axial Load Downward = 2.450 Moment ( +CW) = Shear(+X) = Overburden = Project Title: Engineer: ProJect Descr: Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on 'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on fooling Depth .... Allowable pressure increase per foot when base of footing is below Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) · Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Col#1 Col#2 Yes No 12 12in Bars left of Col #1 Count Size# in Bottom Bars 8.0 5 Top Bars 2.0 3 Bars Btwn Cols Bottom Bars 8.0 5 Top Bars 2.0 3 Bars Right of Col #2 Bottom Bars 8.0 5 Top Bars 2.0 3 L s w E -1.170 0.7490 1.170 0.7490 Project ID: 0.0018 1.5: 1 1 : 1 ft ksf ft ksf ft 10 ksf 1.50 ksf As Actual 2.480 0.220 2.480 0.220 2.480 0.220 H ~ ,- k k-ft k k k-ft k 1i As Req'd 2.160in"2 O.Oin"2 2.160 in"2 O.Oin"2 2.160 in"2 O.Oin"2 DAVID 0. ROBERTS, P.E., INC. 343.THIRD ST., #103 LAGUNA BEACH, CA 92651 P (949) 497-1229 F (949)497-1330· Description : 1400-GAL·Horz Tank Wind Center Reinf Project Tiile: En9ineer: PrQJect Descr: Project ID: Printed: 16OCT2013, 9:21PM r "---'--'})-'·.§=$:""',G"""~-"';J_.0,'-"-~-"'ij __ j"-'_1f~~:r,-___ ;,."-'-;:~~~f'-:;~'--'r __ <:='2::"---:i'""}~:;c'--";~T'---'r.': ..... ':;,.,.,,,?"'-:~=<~~'i:_·.~-'7'...c.1 __________ ~-----'-·WMK•U-- Ratio Item Ap lied Capacity Governing Load Combination --:::t ·-~-~~t2' ----~~!!;~~~{ .................................... 9~:~:~~f -----~~ ------............. --- PASS 6.802 Sliding 1.498 k 10.190 k 0.6D+W PASS 9.709 Uplift 1.170 k 11.360 k 0.6D+W PASS 0.02980 1-way Shear-Col #1 2.448 psi 82.158 psi +1.40D PASS 0.07905 1-way Shear-Col #2 6.495 psi 82.158 psi +1.20D+0.50Lr+0.50L +1.60W PASS 0.05457 2-way Punching -Col #1 8.967 psi 164.317 psi +1.40D PASS 0.05457 2-way Punching -Col #2 8.967 psi 164.317 psi +1.40D PASS No Bending Flexure -Left of Col #1 -Top 0.0 k-ft 0.0 k-ft NIA PASS 0.05956 Flexure -Left of Col #1 -Bottom 2.144 k-ft 35.994 k-ft +1.40D PASS No Bending Flexure-Between Cols -Top 0.0 k-ft 0.0 k-ft NIA PASS 0.07838 Flexure -Between Cols -Bottom 2.821 k-ft 35.994 k-ft +1.20D+0.50Lr+0.50L +1.60W PASS No Bending Flexure-Right of Col #2-Top 0,0 k-ft 0.0 k-ft NIA PASS 0.09223 Flexure -Right of Col #2 -Bottom 3.320 kaft 35.994 k-ft +1.20D+0.50Lr+0.50L +1.60W DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 _/DESIGN ANCHORS LRFD lk /--USE WITH HILTI SOFTWARE jsns = o.777 I jMs = 11493 ft-lb~ jMw = 4679ft-lb~ IVs= 3678 !bf I 1vw = 1497 lbf I /-- BASIC LOAD COMB., ASCE 7-05, 12.4.2.3, LRFD p=1.0, Qe=V COMB#5 (1.2 + 0.2Sds)D +pQe = 1.36D + V 111 = 4.oo ft 1 jw01 = 4900 Ibf I jwT1 = 14200 Ibf I COMB #6, 2.4.1 0.9D + 1.6W COMB#7 (0.9 -0.2Sds)D +pQe = 0.74D + V COMB #5 -SEISMIC Mg (WTL) T 51 = -3391 lbf #5 (1) BOLT TENSION T 51 := --1.36 -211 N Vs V5:=-. jv5 = 919 lbf I #5 (1) BOLT SHEAR N COMB #7 -SEISMIC Mg (WTL) IT71 = -1190lb~ T71 :=--0.74 -#7 (1) BOLT TENSION, GOVERNS SEISMIC 2-11 . N V71 := V5 1v11 = 919 lbf 1 #7 (1) BOLT SHEAR, GOVERNS SEISMIC COMB #6 -WIND . (Mw) (WDL) IT61 = -167lb~ T61 := 1.6· 211 -0.9 N #7 (1) BOLT TENSION, GOVERNS WIND WITHWdlONLY vw v6 := N jv6 = 374 lbf I #7 (1) BOLT SHEAR, GOVERNS WIND DESIGN ANCHOR BOLT IN NEW 10 "THICK, 2500 PSI CONC. ;~~ _/ F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR NON-BLDG ASCE CH 15 HORZ TANK ENERCALC HIL Tl.xmcd ~--~---------------, · (1) ~"ct> x 7" EMBED F1554, GR. 36 THREADED ROD W/IDLTI HIT-RE 500-SD AND PERIODIC DEP INSPECTION PER ICC-ES ESR-2322. (4) PLACES 7 10/16/2013 / _ _/ www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 lnputdata Anchor type and diameter: Effective embeclment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: David 0. Roberts, P.E., Inc. Dave 343 Third St., #343 (949) 497-1229 I dave@doroberts.com HIT-RE 500-SD + HAS 3/4 her.act= 7.000 in. (het,llmlt = -in.) ASTM F 568M Class 5.8 ESR-2322 3/1/201314/1/2014 design method ACI 318 / AC308 Page: Project: Sub-Project I Pos. No.: Date: -(Recommended plate thickness: not calculated) no profile 1:,,s.1 Profis Anchor 2.4.3 1 Triton Horz Tank 10/22/2013 cracked concrete, 2500, fc' = 2500 psi; h = 10.000 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] yes (D.3.3.6) z ' ' ' ~ : 0 ' ' ' ' ' ---~ ... ~--------- ,~~ ~ ' ' ' ' ... , ... x ' J-- Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: David 0. Roberts, P.E., Inc. Dave 343 Third St., #343 (949) 497-1229 I dave@doroberts.com 2 Proof I Utilization {Governing Cases) •=!lS-li Profis Anchor 2.4.3 Page: 2 Project: Triton Horz Tank Sub-Project I Pos. No.: Date: 10/22/2013 Design values [lb] Utilization Loading Tension Shear Loading Proof Steel Strength Combined tension and shear loads 3 Warnings 13N • Please consider all details and hints/warnings given in the detailed report! Load Capacity !}NI Pv [%] -I - 919 2444 -/ 38 (3v ~ Utilization IJN,v rlo] I"'··-Fastening meets the design criteria! ---. 4 Remarks; Your Cooperation Duties Status OK Status • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by ineans of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You niust take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function ofthe Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilli AG, FL-9494 Schaan Hilli is a registered Trademark of Hilli AG, Schaan ,,---- I _l DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA. 92651 (949) 497-1229 FREi: STANDING WALL WIND LOAD METHOD 2, ANALYTICAL PROCEDURE, ASCE 7-05 ASCE 6.5.14 FENCE 6' TALL, 22' LONG PER 6.5.4 AND FIG. 6-1, BASIC WIND SPEED 85 MPH ZONE .PER 6.5.6.2, SURFACE ROUGHNESS C PROJECTED NORMAL AREA h := 6.0·:ft B := 22.0·ft A8 := h·B BASIC WIND SPEED PER FIG. 6-1 IMPORTANCE FACTOR PER CBC T. 1604.5, CAT. I AND T. 6-1 WIND DIRECTIONALITY FACTOR PER 6.5.4.4, TABLE 6-4, FENCE W/ SLATS VEL. PRES. EXPOSURE FACTOR PER 6.5.6.6, TABLE 6-3, EXP C: h=6 FT TOPOGRAPHIC FACTOR PER 6.5. 7.2, FIG. 6-4 FIGURE6-4 IF ALL CONDITIONS OF FIG 6-4 NOT MET, THEN Kzt = 1.0 NO ESCARPMENT OR RIDGE VELOCITY PRESS PER 6.5.10, EQN 6-15 GUST FACTOR PER 6.5.8 FORCE COEFF PER FIG 6-20, CASE A DESIGN WIND FORCE UNIFORM LOAD F:\0-bave backup files\0-MATHCAD\0- 2007\0-WIND LOAD\2007 WIND LOAD WALL EXP C FENCE.xmcd s B s := h -= 1.000 -= 3.667 /W h s GREATER THAN 10 PSF lV:= 8~ C,"( II:= 0.8~ IKd := 0.8~ 1¾:= o.s~ ¾tB:= 1.0 IKzt = 1.000 I 1% = 11.4 l ~G:= 0.8~ ~M/ ::f IF= 1733 !bf I USE : IP = 13.1 psrj 10/15/2013 \1 rlAVID 0. ROBERTS, PE, INC. 343 THIRD ST# 103 LAGUNA BEACH, CA 92651 PH 949.497.1229 FENCE DESIGN POST AT 6' O.C., 6-0" HIGH LATERAL LOAD POST MOMENT CON CRETE BEARING POST HEIGHT POST SPACING Pwind := 13.l·psf W := Pwinct·S 2 W•L Mpipe:= --2 fc := 2500-psi 2 1/2" POST EMBED REQ'D (d ) := pipe [ M--J0.5 reqd :6 ·(2.375-in) brg 6 k= 6.0·ft ~:= 6.0·ft lw = 78.6 plrj TRITON jMpipe = 16978 in·Ibq I 2 1/2" POST .OK I jfbrg = 875 psi I USE 21'2" DIA. FENCE POST AT 6' O.C. MAX WITH 7" EMBED IN 2500 PSI CONCRETE F:\0-Dave backup files\0-MATHPAD\0- 2007\0-FENCE\CLF Fence Design.xmcd 1 10/15/2013 .I ( .I u 1 ,, Page 1 of 2 · . Z:/fl(t/''1 .l./f,/t< · . Fet-,lu Y~1>T s . JL,Y't L ;.::,~~-~ ~r•" ,, ,j b A ~ / l,;rA -.h~-1,1 ,~ (jvvVc--i.;(~,~N vie::,, (-t?J., 1;e,,..~i-.J l-01.:,,· I c..-:)-'f><..., ! -.r1Z:-A~-~~-- • Aluminum Fence • Aluminum Railing • Gate Operators • Vinyl·Fence • Vinyl Railing • Gates/.Hardware • Wood Fence • Decking Systems • Fence Tools • Chain Link-Fence • Access Control · • Search . . .:. ; i ..<'~~ ~\~'_,, . J Home:.·-""· 1111111· ~'-" Register For Free Login I My Account I My Favorites I Track My Order I (0 item(s) -$ 0.00) Chain Link Fen·ce Specifications I Chain Link Fence Parts Catalog SS20® Physical Dimensions and Strength Calculations SS20®Sizes View Cart Fence Decimal O.D. Pipe Wall Yield E]Minimum Calculated Load Industry Equivalent Thickness Strength (lbs.) O.D. (outside EJl(mm) llinches ll(mm) lllb~ ll(k /m)llps~ 1 O' Free !cantilever Dimension) 9 P Supported D~ 11-3/8" 111.315 1133.40 ll.080 112.03 11-5/8" 111.660 1142.16 ll.08s !12.16 12" 111.900 1148.26 IJ.090 112.29 @-1/2" 112.375 1160.33 11.095 112.41 G ' 112.875 1173.03 11.110 112.79 S540® Physical Dimensions and Strength Calculations S540® Sizes Fence Decimal O.D. Pipe Wall Weight Industry Equivalent Thickness 111.056 111.57 1150,000 11150 IDE 111.431112.13 1150,000 11262 ll~~ 111.741 112.59 1150,000 11---II~~ 112.315 113.44 1150,000 11---I~~ 113.251 114.84 1150,000 11---ll663 II~ Max Bending Calculated Load (lbs.) Moment O.D. (outside !inches ll(mm) llinches ll(mm) IEJkg/m)lllb. in. 110' Free !cantilever I diameter) Supported 14' l!D /1-3/8" !11.315 ll33.40 11.104 112.64 111.35 112.01 ll5555 1/185 11116 lltD 11-5/8" . 111.660 1142.16 11.111 112.82 111.84 112.74 ll9805 11327 11204 I~ 2" j1.900 1148.26 11.120 113.05 112.28 ll3.39 1114050 ll468 11293 IBfil 2-1/i" · J /2.375 ll60.33 11.130 113.30 113.12 11::~:~p 11~::3 ll5oa 11339 I 1J__:./ /2.875 ll70.03 1/.160 1/4.06 114.64 11914 I~ 13-1/2" 113.soo ll88.90 ll.160 114.06 115.71 .118.50 ll67040 112235 111397 1l931 I 14" .114.ooo 11101.eoll.160 114.06 116.56 119.76 ll89095 112970 111856 1112371 *~----cifications and descriptions are accurate as known at time of page creation and are subject to change without notice. l E-mail I ·contact I ~ I Chain Link I Ornamental I Operators I Terms of Use I Return Polley I Shipping Polley I Privacy Statement I Brochure Important Disclaimer: Hoover Fence Co. strives to be accurate in depicting all products featured on our website. Pricing, specifications, and availability are subject to change without notice. Copyright 1995-2013 Hoover Enterprtses, Inc. -All Rights . ~ "' DAVID 0. ROBERTS, PE, INC .. ~,r? · ~1-3 THIRD ST., #1021 ~' ' LAGUNA BEACH, CA 92651 (949) 497-1229 PH. (949) 62121-1621 CELL (949) 497-121210 FAX dave@DORobert~.com JOB NO. 121007 DATE MAY 201'.; DESIGN ---=D~OR.,_____ CHECK -'-' ____ SHEET --e;_oF:1:f;_ STRUCTURAL CALCULATIONS FOR 400 GALLON MICROBULK T~~Eo AND VAPORIZER AND JUL O 8 2013 CITY OF CARLSBAD BUILDING DIVISION ANCHORAGE AND FOUNDATION AT TRITON~ MICRO TECHNOLOGIES 2$26 LOKER AVE. WEST CARLSBAD, CA 92010 F'OR AK CONSTRUCTORS, INC. 1828 · RAILROAD ST. CORONA, CA 92880 (951) 280-0269 ... Page 1 of 1 •. ·'\) iTouchMap.com . \ Maps I Coun~ry -State I Places I Google Earth I Cities I Earthquakes I Lat • Long ~ .. J MobH<t llttd P~•M<>P, M"PS Home-5> Latitude and Longitude ofa Point To find the latitude and longitude of a int Click on the map, Drag the marker, or en!:: the ... Address: .............. ?.~~r ~v_El· .. Y.'!~.st.1 .c~rl~b."'.d! .. <::A .9.~.0.10 . . l ~ Map Center: Get Address-Land Plat Size -StreetView. -NEW! Rectangle Tool.-Area Photographs Try out 3D Google Earth. Google Earth gives you a 3D look of the area around the center of the map, which is usually your last click point, and includes latitude, longitude and elevation information. Latitude and Longitude of a Point Note, Right click on a blue marker to remove it. ~:'.:L"'.'o1~rl"e~.Ait.:Mv,&~rs~· . '"'·:! 'l v e~ter°:Red'Marker:<<j !"·•·--....... \', .... ,.. --~ .•,V • •••• '"'" ... .. • ....... ,, .. _ Get the Latitude and Longitude of a Point When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point are inserted in the boxes p(;llow. Latitude: [33.131399 · _ . _ Longitude: l~1 .. 1.1.:~s2ys1__ __ ..... Degrees Minutes Seconds Latitude: j33 ............... ..i ,7 __ ............... l !s3.0364 ...... _ .. : Longitude: 1-1.17. ·-.. : 11.5 ............. ; 19,9396 ........ ..' Show Point from Latitude and Longitude Use this if you know the latitude and longitude coordinates of a point and want to see where on the map the point i$. Use:+ for N Lat or E Long •for S Lat or WLong. Example: +40.689060 -74.044636 Note: Your entry should not have any embedded spaces. Decimal Deg. Latitude: L_ ... -· .. -...... · Decimal Deg. Longitude: I -... . Example: +34 40 50.12 for 34N 40' 50.12" Latitude: Longitude: Degrees Minutes I. ! , •• ,, .... 1 [ ..... I: ............ ., .... i I .... _ .................. ...1 w:\'~n0:v?l?s'r6"t%;! Seconds -1.. L. ................. .i AdChoices li> Eye Doctor in Los Angeles LosAngelesEyeExa ... Eye exam Los Angeles $59.00 Deal on contact lens exam $85.00 OnStar Navigation System www.OnStar.com No Need to Pull Over and Search for Directions w/ OnStar. Connect Now! ............................................................... __ _ _ __ ..... -........................................................................................................................................................................ .. © iTouchMap.com.2007-,2012 6/1/2013 ,, ~ f- Triton Micro Technologies 2826 Loker Ave. West Carlsbad, CA 92010 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.131399 Longitude = -117 .252761, Spectral Response Accelerations Ss and Sl Ss and Sl = Mapped Spectral Acceleration Values Site Class B -Fa= 1.0 ,Fv = 1.0 Data are based on a O. 0-1 deg grid spacing Period (sec) 0.2 1.0 Sa (g) 1.099 (Ss, Site ~lass B) 0.417 (Sl, Site Class B) Conterminous 48 States 2003 NEHR_P Seismic Design Provisions Latitude= 33.131399 Longitude= -117.252761 Spectral Response Accelerations SMs and SMl SMs =Fax Ss and SMl = Fv x Sl Site Class D -Fa= 1.06 ,Fv = 1.583 Period (sec), 0.2 1.0 Sa (g) 1.,165 (SMs, Site Class D) 0.660 (SMl, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.131399 Longitude= -117.252761 Design Spectral Response Accelerations SDs and 'SDl SDs = 2/3 x SMs and SDl = 2/3 x SMl , Site Class D -Fa = 1.06 ,Fv = 1.583 Period Sa (sec) (g) 0.2 0.777 (SDs, Site Class D) 1.0 0.440 (SDl, Site Class D) ~ 1.92 ; 4.05 ,9.9 ; 1.79. ~1.33 1; , , ,. ., , , ,f 9' C~'l u N ~ ..--t'">, ' C".> .. I' I . I I I ' 0 I' J I I I _ ,_ ,_ _ 0 ' + + '-" • • . ' 0 ,-..,.. tAJ\lk VAf ,_,__ ~ 0 N t') t') ---+ + + ... I' ~ co 0) . '--1--~-..-- • • ... I' _,_ ->-'-t') 0 tc>,· N C" ,, I' ' o·' ' 0.33 ,, 1, 1.67 ,, 6.00 ,, 1.67 ,, ,,0.33 , , , , , , --':--- F--1 F--. R 1500 Liter Micro Bulk Vessel " \ ~ :sp~giJJcations 1500 Litter -384 Gallons i-e:....:__, '.-. -~ ,,.·· ·. 'Argon = 43,220 SCF 4,466 lbs ]{':~-~-3~:~o,~fl tsqo-1:; ~~ --~ ............ l.:,.. ~gen =_44,22QSCF 3,658 lb_s · CO2= 29,340 SCF 3,356 lbs \lE.F~h~ · __ ..... : . J ~, 1,;o • ~~-·-·"~ . __,.__ ~-===:===:::::;;=.:::±:i. i . .4!-Q" • .... · cl ~5" A~~~-H~l~-5/8~-M~unti~~-, ·1· !\,_ . ~ol,e_ for ½" An~or B~lts . . .. j: _ ... , .... : .. ::. ... , ... { :i .I ·I i C: io ~ '<If'. LO, :I ~ l ·1 ., I ., --+- t r·A .. 511 t··. . -~~-62 .,..._ ---,----,, Vessel sets in Pallet Well ··77,r I I .,.s· . ll) ··N CC? CX) '¢!' I r 1: :!' :'· 1,- 1 -~ . ·: r . Mounting Bolt Pattem . · l ~ ~ _.J (·:: . . --· I l . . · · ·. . J J f · . ;;; Steel Pallet Stays attached to vessel Pallet Anchors to Foundation Pad For 1500 or 2000 Liter .> ,J> ' \ ~ 8 7 6 D f\~ 19 1i0 " ~t ~/4" T~P C B /'.---. i ii\ A ;,7:t•· ~ '21i1 8 7 6 .. ! Hi! 1i7" : r··---- 1 I,.,,, ., 21 I 5 SECT. A-A ,. 4 --. ]ZCiNEi REV i I LTR 3 ·01;SCRIPTION 2 E.o:· ' \ ~ REVISED l;'JY ~ DAT,E APPRi ! .... , ORIGINAL ISSUE RW 9/2/07 OUTLET --- INLET - ~~~--? -~ ~ ~ J w· 1 ~ i %' f \j\ l) !i ~ f, -.., ~. f { EXI iiE~ALs x± .1 THIS DRA½'._ING IS PROPRIETARY INFORMATION PROPERTY OF CRY0GfN!C EXPERTS, !NC, USE THIS FOR INFORMATION ONLY. DIMENSIONS AN'D CONNECTION LOCATIONS WILL CHANGE DEPENDING ON THE APPLICATION D / : ( k \ Ci/ t:/'& t}f)U~? : C r··----------271''-------··7 r iii/';;{: ::1~\~c~i:)t;:;~,r r-·~ -----------------___ _1_ 'I ,1 k fj .,,')~d-"'.'rt::~1·. . 1 F< .,r,.,,,-, .,_. . . ; t,? ·, ft,,;;"'w·''' . '/ '. j , : L L -: . 'l1o It i::U,1,-t . 01 .... ... ..,... I /.JO \C& \ ...... ,..,., . ANCHOR SOLT LAYOUT CRYOGENIC EXPERTS 1 r ,,c? ,--, ¼f v r: .. , -~~. \.f' 7J 1-..,.,,,_..V 531 Senay Circle, El ~in, Colilom11J 93036 Toll Free 1-800-f"OR-CEXI OR Phone {805} 98i-4300 ~ex (805} gal-4501 DATE TITLE : -=-B---.... ' '-~ ~OillS" ±1/~----APPROVALS , 03, .. ;_,~-x~~i gf DESIGN: KM K " 1 ~ ANGLES ± l" I -----21>;"----· BREAK ALL SHARC EDCES CHECKED ,-. ·• DIMENSIONS ARE IN INCHES 9i2/07 ; MODEL AMBIENT Vi1PORIZER GENERAL ARRANGEMENT A6 A • \ \\ ci;c JOB No MANUF· I'\\..- j.., \ 'fa, F"!LC RELEASED: SIZE . 0 SCM "iD owe. \10 ~ ~-;i:::.,12o A6 L..., ..-0 1_.J . . SCALE 5X ,JOB NUMBER R~·'-t SHEET 1 OF I 5 4 3 2 DAVID 0. ROBERTS, Pl;, INC 343 THIRD ST., #103 LAGUNA BEACi-1, CA 92651 (949) 497 -122,9 -~--,,~~ A,C.------ FRE E STANDING WAL(;ND LOAD ) MEiHOD 2, ANALYTIC :FfiR06-EetJ'RE, ASCE 7-05 ASCE 6.5.14 CMU WALL 8' TALL, 10' LONG PER 6.5.4 AND FIG. 6-1, BASIC WIND SPEED 85 MPH ZONE PER 6.5.6.2, ROUGHNESS C, EXPOSURE B PROJECTED NORMAL AREA h := 8.0·ft B := 10.0·ft A5 := h·B BASIC WIND SPEED PER FIG. 6-1 IMPORTANCE FACTOR PER CBC T. 1604.5, CAT. I AND T. 6-1 WIND DIRECTIONALITY FACTOR PER 6.5.4.4, TABLE 6-4, ·CMU VEL. PRES. EXPOS. FACTOR B PER 6.5.6.6, TABLE 6-3, CASE 2,b: h=8 FT TOPOGRAPHIC FACTOR PER 6.5.7.2, FIG. 6-4 (p C:,:,\') Cl V\} /· -·it,,., of'i fv\1'1 (v := s~ Ml II:= 0.8~ IKd := 0.8~ jKz := 0.5~ FIGURE6-4 K1 := 0.0 K2 := 0.0 K3 := 0.0 KztA := (1 + K1·K2·K3)2 KztA = 1.000 KztB := 1.0 IF ALL CONDITIONS OF FIG 6-4 NOT MET, THEN Kzt = 1.0 NO ESCARPMENT OR RIDGE VELOCITY PRESS PER 6.5.10, EQN 6-15 GUST FACTOR PER 6.5.8 FORCE COE FF PER FIG 6-20, CASE A DESIGN WIND FORCE UNIFORM LOAD p:=( :J F:\0-Dave backup files\O-MATHCAD\0- 2010\Triton Tank\2007 WIND LOAD WALL EXP B WALL.xmcd s B s := h -= 1.000 -= 1.250 /IN h s GREATER THAN 10 PSF IKzi = 1.000 I 1%·=7.61 ~G := 0.8~ ~l)O{ ::I IF= 761 lbf I USE : Ir= 9.Spsrj 6/4/2013 ~--. f DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 SITE WALL EQUIVALENT LATERAL LOAD PROCEDURE, ASCE 7-05, 12.8 AND 15.4 NON-BLDG STRUCT. SIMILAR TO BLDG PER 2009 IBC SEISMIC DESIGN PROVISIONS, SITE CLASS "D" MAPPED ACCEL PARA SHORT PER. ss := 1.099 1 SEC s 1 := 0.417 SITE COEFFICIENTS Fa:~ 1.06 Ev,= l.583 MAX CONSIDERED EQ (MCE) SMS := Fa·Ss SMS = 1.165 SMl := Fv·S1 SMl = 0.66_0 DESIGN SPECTRAL 2 ----~ 2 .------, ACCEL. PARAMETERS Sos:= 3·8Ms l8os = o.777 I 801 := 3·8M1 1801 = o.44o I DESIGN REQMTS FOR NON BUILDING STRUCTURES PER Sl;:CT. 15.4 PER 15.4.1 (1b), TABLE 15.4-2, SEISMiC COEF_ICIENTS FOR SIGNS AND BILLBOARDS . k== 3.5 n_0 := 1.15 cd := 3.o IMPORTANCE FACTOR PER 15.4.1.1 AND TABLE 11.5-1 MEZZ HEIGHT T. 12.8-2, ALL OTHER STRUCT. SYS. FUNDAMENTAL PERIOD, Ta · BASE SHEAR PER 12.8.1, V = CsW I:= 1.0 h:= 10.0•ft Ta:" Cr(~r R R1-:= -I Rr '= 3.50 hn := h hn = 10.00 ft c1 ,= 0.028 x:= 0.80 !Ta,; 0.18 ·1 > 0.06 FLEXIBLE NQN-Bl,.DG STRUCT. LONG PERIOD, FIG 22-15, SECT. 11.4.5 IT L := 8.9 · EQN·. 12.8-2 NOT MORE THAN i EQN 12.8-3, FOR Ta<= :rL _,,,--_/ NOT MORE THAN f EQN 12.8-4, FOR Ta> TL NOT LESS THAN EQN; 15.4-1 ATS1>0.6, NOT LESS THAN EQN. 15.4-2 EON. 12.8-1 Sos cs82 := -· cs82 = 0.222 R1 . Sm cs83 := -.-cs8.3 = 0.712 Ta·R1 SDl'TL cs84 := --cs84 = 32.228 2 Ta ·R1 Csmax := if(TL > Ta,Cs83,Cs84} Csmax = 0-712 Csl := min(cs82,csmax) C81 = 0.222 cs85 := 0.03 0.8·Si cs86 := --cs86 = 0.095 R1 Csmin := max(cs82•Cs85•Cs86) cs := max( csl 'csmin) {t== c~xw csmin = 0.22·2 !Cs= 0.2221 · lY,:= 0.22~ X W I --- i • DAVID 0. ROBERTS, PE, INC. 343 THIRD ST.; #103 LAGUNA BEACH, CA 92651 PH. (949) 497-1229 MINIMUM CMU REINFORCEMENT A54 := 0.2o-in2 b := 12-in t 8 := 7.625-in t6 := 5.625-in PROPOSED HORZ SPACING ACtUAL WALL THICKNESS . ./ TOTAL REINF. REQ'D MINIMUM REINF. REQ'D MIN. HORZREINF. SPACE, #4 ACTUAL HORZ. AREA, #4AT24" VERT. REINF. REQ'D VERT. REINF. SPACING Sph := 24-in t := tg Asttot := 0.002-b·t Astmin := 0.0007-b·t As4. 8pHreqd := --. ·ft Astmm A54-b Ashorz== -- Sph Asttot = 0.183in2 Astmin = 0.064in2 SpHreqd = 37.471 in Asvertrqd := Asttot -Ashorz Ass 8p5reqd ,= . .ft Ashorz = 0.100 in 2 Asvertrqd = 0.083 in2 sp5reqd = 3.735 ft · Asvertrqd MINIMUM 8" CMU WALL RE:INF.: .#5 VERT@ 24'i OC. & #4 HORZ@ 24" O.C. RW2 0 F:\0-Dave backup files\0-MATHCAD\0- )010\0-Masonry\MIN CMU REI_NF.xmcd 6/4/2013 /--- DAVID 0. R0!3ERTS, P.E., INC. 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 (949) 497-1330 Title · TRITON TANK ENCLOSURE Job# ; 13037 Dsgnr: DOR Ci · Page: __ ·D_ Date: 4 JUN 2013 Descr, TANK ENCLOSURE This Wall in File: f:\0-dave backup files\0-rp 2010\triton\triton.rp5 RetainPro 10 (c) 1987-2!)12, Build 10.13.5.8 License: Kw-osos6494 Cantilevered Retaining Wall Design License. To: DAVID 0. ROBERTS, P.E., INC . Code: IBC 2009,ACI 318-08,ACI 530-08 I Criteria .._.._ _______ _.. jsoil Data • Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Retained Height = 0.25 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf SoilDensity, Toe = 110.00 pcf Footing!ISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in -.L s.u.r.c.ha•r•g•e•L•o.ad.s.· _____ .. J I Lateral Load _Applied tQ _Stem I [ Adjacent Footing Load Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning [ Axial Load Applied to Stem I Lateral Load = 0.0 #/ft Adjacent Footing Load - ... Height to Top = 0.00 ft Footing Width = ... Height to Bottom = 0.00 ft Eccentricity = The above lateral load Wall to Ftg CL Dist = has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = b.O in = Wind on Exposed Stem = 0.0 psf at Back of Wall Wind acts left-to-right toward retention side. Polsson's Ratio = J Stem Weight Seismic Load I Fp / WP Weight Multiplier = 0.222 g Added seismic base force ...._ _______ 1111!11 _____ .. Seismic·Self-Weight acts leMo-right toward retention side. 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 -79.8 lbs I I Design Summary • J Stem Construction • _T~o~p_s_te_m _____________ _ -Stem OK . Wall Stability Ratios Overturning _Jliding f ...---Total Bearing Load · ... resultant ecc. = 2.02 OK 5.83 OK 821 lbs 5.63 in Soil Pressure @ Toe = O psf OK Soil Pressure @ Heel = 1,032 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 0 psf ACI Factored @ Heel = 1,238 psf Footing She~r@ Toe = 0.9 .psi OK Footing Shear@ Heel = 1.2 psi OK Allowable = 82.2 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Forc:e -. 56.4 lbs less 100% Passive Force = -0.0 lbs less 100% Friction Force = -328.6 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5: 1 Stability = 0.0 lbs OK Load Factors -------~-- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2009,ACI 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg ft= · 0.00 Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment. ... Actual Moment. .... Allowable = = = = = = lbs= ft-#= Shear ..... Actual psi= Shear ..... Allowable psi= Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= Masonry 8.00 # 5 24.00 Center -0.666 78.9 329.1 494.4 1.8 19.4 61.0 3.75 30.00 6.00 Hook embedment reduced by stress ratio Masonry Data _______________________ _...,_ __ fril psi= 1,500 Fs psi= 24,000 Solid Grouting = No Use Half Stresses = nla Modular Ratio 'n' ~ 21.48 Short Term Facto~ = 1.000. Equiv. Solid Thick. in= 5.20 Masonry Block Type = Normal Weight Masonry Design Method = ASD Half-Stress option used. Concrete Data fc psi= Fy psi= O'AVID 0. ROBERTS, P.E., INC. 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 (949) 497-1330 Title : TRI.TON TANK ENCLOSURE Job# : 13037 Dsgnr: DOR .Descr:TANK ENCLOSURE '0 Page:_1_ Date: 4 JUN 2013 This Wall in File: f:\0-dave backup files\0-rp 2010\triton\triton.rp5 RetainPro 10 (c) 1987-2012, Build 10.13.5.8 License: Kw-ososs494 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Li!f'ense To: DAVID 0. ROBERTS, P.E., INC. /--1 Footing Oimensions & Strengths • [ Footing Design Results • /-- Toe Width = 0:67 ft. Heel Width = 1.33 _.ToL ~ Factored Pressure = 0 1,238 psf Total Footing Width = 2.00 Mu': Upward = 0 0 ft-# Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft Mu' : Downward = 3 3 ft-# Mu: Design = -3 3 ft'-# Actual 1-Way Shear = 0.92 1.24 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None· Spec'd fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Min. As % = 0.0018 Cover@ Top 2.00 @ Btrn.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined I Summary of Overturning & Resisting Force_s & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = Surcharge over Heel - Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stern Above Soil = Seismic Stern Self Wt Total = = Resisting!Overturning Ratio 23.4 -79.8 -56.4 V!;!rtical Loads used for Soil Pressure = 0.42 9.8 5.13 -40SJ.0 O.T.M. -399:2 = = 2.02 821:5 lbs Soil OverHeel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stern Weight(s) = Earth@ Stern Transitions= Footing Weigh1 = Key Weight = Vert. Component = . ...• RESISTING ...... Force Distance ·Moment lbs ft ft-# 18.2 0.33 6.1 503.3 1.00 501.6 300.0 1.00 300.0 2.00 Total = 821.5 lbs R.M.= 807.6 If seismic included the min. OTM and sliding ratios niay be 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: _j * Axial live load NOT included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culatiol'). • Pp= 0.# -56.364# 1031.5psf If adjacent.footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. V1 .v Designer select all horiz. reinf. J-1111-i~,__. _ _-i ,, See Appendix A j 2'-0". DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA .BEACH, CA 92651 (949). 497-1229 ,,,, .. .-··-··----. .......,,___ GENERAL SEISMIC DESIGN REQUIREMENTS /~RITON ICED "'\/ NON-STRUCTURAL COMPONENTS I VAPORIZER ../ BUILDING SEISMIC DESIGN CATEGORY DETERMINATION, ASCE7-05; 11.4 THRU 11.s.l~~-r-- AND 2009 IBC SEISMIC DESIGN PROVISIONS ,---.,---, V/'<n f ~ V\ l DESIGN SPECTRAL !Sns :::: 0.771 ism :::: 0.449 ACCEL.PARAMETERS ~-__ __,_ · - / PER IBC T. 1604.5, NATURE OF OCCUPANCY ASSUMED . _/ UNESSENTIAL, THEREFORE OCCUPANCY CATEGORY II /----PERT 11.5-1, IMPORTANCE FACTOR II:= 1.q IN CATE;GORY II /---- SEISMIC DESIGN CATEGORY PER TABLE 11.6-1 Sds>=0.5 BUILDING DESIGN UNKNOWN, THEREFORE SEISMIC DESIGN CATEGORY PER TABLE '1'1.6-2 Sd1 SDC"D" SDC"D" PER SECTION 11.6, OCC. CAT. IV N.A. SDC "D" GOVERNS BUILDING DESIGN WHERE S1 > 0.75 SHALL BE SDC "F" .DESIGN REQMTS FOR NON STRUCTURAL COMPONENT ANCHORAGE AT SLAB PER 13.4 AND REFERFENCE SECT.13.3, 13.6 AND 13.11 {ENGINES, TURBINES, PUMPS, COMPRESSORS ... ) PER TABLE f3.6-1, SEISMIC COEFFICIENTS FOR CONDENSER COMPONENT RESPONSE MOD.FACTOR . COMPONENT AMPLIFICATION FACTOR .IMPORTANCE FACTOR PER 13.1.3.1, ALL OTHERS .HEIGHT TO POINT OF.ATTACHMENT, MEZZ LEVEL. AVG HEIGHT TO ROOF, (USE h = 1 AT GROUND LEVEL EQUIP) DESIGN SEISMIC FORCE 13.3-1 0.4·ap·Sns·1p ( z) Fp31 := . · I + 2·-Wp RP h NOT GREATER THAN 13.3-2 NOT LESS THAN 13.3-3 SEISMIC DESIGN COMPONENT FORCE. Fp32 := l.6·Sns·1p Wp IN ADDITION, ADD+/-0.2xSdsxWp VERT PER 13.3.1 DESIGN VERT LOAD Wpsl := (0.2-s08) Wp p = 1 AND no DOES NOT APPLY PER 13.3.1 F:\0-Dave backup files\O-MATHCAD\O- i010\Tritcin Tank\2010 BASE SHEAR /NON-BLDG Ch 13 ENERCALC J Vaporizer.xmcd Wp ~ := 2.5 ap := 1.0 1p := 1.0 z:= 0.0 h:= 1.0 Fp3l = 0.124 X Wp Fp32 = 1.243 x Wp Fp33 == 0.233 X Wp IFP = 0.233 I X Wp USE FOR EQUIP. LATERAL FORCE AT CENTER GRAV. ,, jWpsl = 0.155 j x Wp INCREASE DOWN LOAD AT SEIS "C" .1wps2 = -0.155 I X Wp INCREASE UP · · LOAD AT SEIS "T" 6/4/2013 ---- DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 DESIGN REQMTS FOR NON STRUCTURAL COMPONENTS ANCHORAGE PER 13.4 ANCHORS EMBEDDED IN CONCRETE PER 13.4.2 SHALL BE PROPORTIONED TO CARRY 1.3TIMES THE FORCE IN THE COMPONENT DUE TO PRESCRIBED FORCES Fmult := L3 USE Rp SHALL NOT EXCEED 1.5 UNLESS GOVERNED BY DUTILE STEEL Rpconc = 1.5 STEEL GOVERNS USE13.3.1 &2 SEISMIC DESIGN ANCHOR FORCE IN ADDITION, ADD+/-0.2xSdsxWp VERT PER 13.3.1 $UBTRACT 0.2xSds x Wp FROM VJ:RT DEAO LOAD wanch :=-(1.0 -0.2·Sns)' Wp ·ANCHORAGE WITH HILTI PROGRAM .NO. ANCHORS )i,:= 4 _ }Ji== 1630-lbf Hi:= 105.0·ih J:_l,:= 63.0·in _/ D := 19.25-in D1 := 21.5-in Del:= O.S·D Del ::; 9.63 in jF pap.ch = 0.233 I X Wp USE FOR ANCHOR LATERAL FORCE jw anch = 0.845 j x Wp USE TO RESIST ANCHOR PULLOUT FORCE L1 r r DJ f • k;= 28.S·in L1 := 27.25-in Lel := 0.S·L Lel = 14.25 in w w UNFACTOREO ANCHOR LOADS "T" AT ,ANCHOR . Fpanch·W·H-Wanch·W·Del Tanc := -=-----------'-----. D1·N·0.5 T anc = 249 lbf T UPLIFT. AT ANCHOR TBOLT := max(Tanc,O·lbf) IT BOLT= 249 lbf I DESIGN FOR '-· ----'-· -,_jANCHOR UPLIFT "V" AT ANCHOR V F W NW:= panch' IV= 3801brj Le2_ ~ Le1 I I e2· De1 ~ tr ct D DESIGN FOR ANCHOR SHEAR 1/2"w, A193, GR 7 x 4" EMBED W/ HILTI -HIT-RE 500-SD PER ICC-ES ESR 2232. $PEC. INSP. REQ'D. (4) PLACES F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2010 BASE SHEAR NON-BLDG Ch 13 ENERCALC Vaporizer:.xmcd 2 6/4/2013 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's commen~: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: ln~tallation: Reinforcement: David 0. Roberts, P.E., Inc. Dave 343 Third St., #343 (949) 497-1229 I dave@doroberts.com HIT-RE 500-SD + HAS 871/2 her.act= 4,000 in. (hef,lim~ = -in.) ASTM A 193 Grade B7 ESR-2322 3/1/2013 I 4/1/2014 design method ACI 318 / AC308 eb = 0.000.in. (no stand~off); t = 0.500 in. 1:115~-1 Profis Anchor 2.3.6 Page: Project: Sub-Project I Pos. No.: Date: 6/4/2013 Ix x,ly x t = 3.000 in. x 3:000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 10:00lJ in., Temp. short/long: 32/32 'F hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no sllpplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, _E, or F) Geometry [in.] & Loading [lb, in.lb] yes (D.3.3.6) :· ' ' ' lnput·data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003-2009 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: David 0. Roberts, P.E., Inc. Dave ,:,,s., Profis Anchor 2.3.6 Rage: 2 Project: Address: 343 Third St., #343 (949) 497-12291 dave@doroberts.com Sub-Project I Pos.No.: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Bond Strength Pryout Strength (Bond Strength controls) Combined·tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 249 856 380 1844 13v t;; ·0.206 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 6/4/2013 Utilization 13N / 13v [%] Status 30 /-OK -/ 21 OK Utilization JIN,v [%] Status 20 OK , Any and all.information and data ·contained in the Software concern solely the use of Hilt! products and are based on the principles, formulas and security regulations in accordance with·Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you-bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without.any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. , You must take all necessary and reasonable steps to prevent or limit damag~ caused by. the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate. function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with.the existing conditions and for plausibility! PROFIS Anchor ( c} 2003-2009 H1lti AG, FL-9494 Schaan H1lti is a registered Trademark of H1lti AG, Schaan DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 UNFACTORED COMBINED FOOTING DESIGN LOADS FOR RISA bl ONLY J::j_,:= 4 "C" AT SUPPORT NO.ANCHORS w £v:= N 1c = 408 1bf 1 DESIGN DL ONLY 4 PLACES. -~~ .. ~~-., -··-~,. DL + SEISMIC OVERTURNl~G·,-· .. ·o-· DIRECTION ... ·-----) . L ~-------~ TOTAL DL Po:= w IPo = 1630 Ibf I OVERTURNING "V" AT BASE UNFACTORED LOADS IMs ~ 1995ft·Ib1 IVs= 380lb1 IW = 1630 lbf j jvs = 380 Ibf I ·1sn~ = o:777 I jMw := o.o.ft.Jb1 APPLY UNFACTORED DL MAND V TO EQUIPMENT ANCHORS POINT DEAD LOAD PDL:== C SEISMIC TENSION AND Ms·0.5 COMP. AT D1 DIST T1:==-- 01 SEISMIC SHEAR Vs /TD1 DIST. V1 :== -N Mw /....--WIND TENSION AND ·COMP AT DIAM DIST. T2:=- 01 WIND SHEAR AND vw COMP AT DIAM DIST. V2:=-N f:\0-Dave backup files\O-MATHCAD\0- 2010\Triton Tank\2010 BASE $HEAR NON-BLDG Ch 13 ENERCALC Vaporizer.xmcd !Pot = 408 lb1 IT1 = 557 !bf I 1v1 = 95 1bf 1 .., IT2 == 0.000 I 1v2 =0.0001 3 101 == 1.79 ft 1 IVw:= O.O·lb1 6/4/2013 ... 1 DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 . . . ',, ... •' .. ---.,, ... -. ~ . "~ .... .,,.,~ ...... \ DL + SEISMIC OVERTURNING,. "L" DIRECTION l -. "-.. ~ ..... ~- APPLY UN FACTORED DL M ANo'v...;r~~OUIPMENTAN~·;;;s -ea;..,_lr.r~, ... POINT DEAD LOAD ~= C IPoL = 408 lb1 SEISMIC TENSION AND Ms·0.5 . _;. COMP AT D1 DIST, k== --jT l = 439 !bf I L1 Vs ,.,,--SEISMIC SHEAR 1v1 = 95 !bf 1 /-- ATD1 DIST. ~:=-N WIND TENSION AND MW COMP AT DIAM DIST. ~:=- L1 WIND SHEAR AND vw COMP AT DIAM DIST. ~=-N F:\0-Dave backup files\O-MATHCAD\0- 201O\Triton Tank\20-10 BASE SHEAR -~ON-BLDG Ch 13 RISAVaporizer.xm~d ITz = 0.000 I jv2 = 0.000 I 4 6/4/2013 .. ., \C,\ -~ ' DAVID 0. ROBERTS, PE, INC _ ... ,· \ 343 THIRD ST., #103 ,,/ !\ ( ). LAGUNA BEACH, CA 92651 ( TM}{ l,o/i,{.J-> _.. (9~~) 497-12i~. .. ", t ,_.,,.,.,/ (.,.-,--.. , ...... ) . . ... ,...._~ --............ -_____ .. ,.,,~,- \ ~~ND LOA~~~?E 7-05, 6.5.15 DESIGN WIND LOAD$ ON OTHER STRU~TURES 'vECO·e1TrPRESS AT CENTROID z := H-0.5 BASIC WIND SPEED PER FIG. 6-1 IMPORTANCE FACTOR VEL. PRES. EXP. FACTOR PER TABLE 6-3, EXP. B, CLASS 2b, 7.58' WIND DIRECTIONALITY FACTOR PER TABLE: 6-4, ROUND TANK lz = 3.8 ft 1 (v := 8~ Ml 11 = 1.00 1 IKz := 0.51 jKd := 0.9~ VELOCITY PRESS PER 6.5.10, EQN 6-15 2 q2 := 0.00256-Kz·Kct·I·V ·psf lqz = 10.0 ps~ ~o := o.8d GUST FACTOR PER 6.5.8 AND COMMENTARY RIGID DEFINITION, P.282 -HID< 4 THEN G=0.85 I.I = 1.89 D FORCE COEFF PER FIG 6-21, _E___(psfo.5) = 1_26 ROUND TANK W/ INTERPOLATION 0.5 ft qz < 2,5, H/0=1.23 'DESIGN WIND. LOAD USE MIN= 30xCf · INTERIOR CONDITION, 10 PSF MAX OR Pw ~00' ::I jVw= 63711:i~ __/ DESIGN WIND SHEAR . /...-DESIGN WIND MOMENT WIND OVERTURNING jMw = 2413 ft. lb~ joTw = -4374ft-Ib~ F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR & ANCHOR FOR FLAT BOTTOM TANK 1500L RISA HILTl.xmcd 3 I NO OVERTURNING I 6/4/2013 OAVID-0. ROBERTS, PE, INC LAGUNA BEACH, CA 92651 /,.. . 343 THIRD ST., #103 ,,. .... · ..... -----··--···-) (949) 497-1229 ~; 11te{ ~ j~·i Jc:.,,-. ~ ___ ,,..,,,. _/4.0 FT <1> x 9.85 FT HIGHTANfr:rs·ooL NITROGEN ,.--EQUIVALENT LATERAL LOAD PROCEDURE, SEISMIC BASE SHEAR ASCE 7-05, 12.8 . PER 2003 NEHRP SEISMIC 'DESIGN PROVISIONS, SITE CLASS "D" SHORT PER. 1 SEC MAPPED ACCEL PARA .SITE COEFFICIE;NTS ss := 1.099 MAX CONSIDERED EQ (MCE) SMs := Fa·S8 SMs = 1.165 DESIGN ~PECTRAL ACCEL.PARAMETERS s08 := ¾-sMs 1s08 = o.7771 . . PER 15.4.1 (1b), TABLE 15.4-2, SEISMIC COEFICIENTS FOR NONBLDG STRUCT TYPE FLAT BOTTOM TANK WITH DETAILING REQMTS PER 15.7, AND DESIGNED PER 15.4 SEISMIC COEFFICIENTS. PER SECT .. 15.4.1.1, AND T. 11.5-1 R:= 3 NW I:= 1.0 HIGHEST LEVEL OF TANK hn := 7.58 T. 12.8-2, ALL OTHER STRUCT. SYS. n0 := 2 R R1:=- I ct:= 0.02 x:= O.75 SMl = 0.660 FUNDAMENTAL PERIOD, Ta Ta:= Cfhn x Ta= 0.09 > 0.06 FLEXIBLE.NON-BLDG STRUCT. PERIOD CALCS PER 11.4.5(2) EQN. 12.8-2 NOT MORE THAN EQN 12.8-3, FOR Ta <= TL NOT MORE THAN . EQN 12.8-4, FOR Ta> TL NOT LESS THAN EQN. 15.4-1 . '1:TS1>0.6, NOT LESS ___/ THAN -EQN. 15.4-2 ..r EQN. 1~.8-1 F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR & ANCHOR FOR FLAT BOTTOM TANK 1500L RISA HIL Tl.xmcd GOVERNS cs83 = 1.606 Cs84 =141 cs4l := 0.030 c542 =0,111 IV=0.259W I 1LJ() 6/4/2013 /------ DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 . LAGUNA BEACH, CA 92651 (949) 497-1229 DESIGN ANCHORAGE AND CONCRETE PAD TANKOIA. CONTENTWT TARE WEIGHT ID:= 4.0-ij TANK HEIGHT Ji:= hn·ft H = 7.58 ft ·wT := 2590-lbf WDL ,= 3350-lbf TOTAL TANK WT. WTL := WT+ WDL DESIGN SEISMIC LOADS _J BASE SHEAR Vs := 0.259· WTL DESIGN SEISMIC MOMENT Ms:= Ys·H·0.5 OVERTURNING F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR & ANCHOR FOR FLAT BOTTOM TANK 1500L RISA HILTl.xmc<;l 2 jvs = 1538 Ibf I jMs = 5831 ft·lbq joTs = -6204ft-Ib1 n w H t _J__ SLAB d1 d1 I NO OVERTURNING I 6/4/2013 DAVID 0. ROBERTS, PE, INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 UNFACTORED LOADS jsns = 0.111 j jwDL = 3350 lbf I jwTL = 5940 lbf I lMs = 5830.76 ft-lb~ jvs = 1538 lbf I APPLY UNFACTORED Db MAND V TO MAT FON WTL POINT DEAD LOAD Pn1:=-jPnL = 1485 lb~ N SEISMIC TENSION AND Ms COMP AT DIAM DIST. T1:=-IT1 = 14~9 lbf I <l2 SEISMIC SHEAR AND Vs 1v1 = 769 lbf 1 COMP AT DIAM DIST. V1:=-2 WIND TENSION AND M~ IT 2 =:' 596 !bf I COMPATDIAM DIST. T2:=- <l2 WIND SHEAR AND . vw COMP At DIAM DIST. V2:=-1v2 = 318 lbf 1 2 DESIGN SOIL BRG, ASD BASIC LOAD COMB., ASCE 7-05, 2.4.1, ASD , Qe=V COMB #1, 2.4.1 1.0D COMB#5 COMB#5,W COMB#8 D + 0.7V D+W=Wdl +W 0.6D + 0.7V DESIGN MAT, LRFD 1d2 = 4.05 ft 1 jMw = 2413 lbf-~ jvw = 637 !bf I NUMBER OF ANCHORS DOWN AT ANCHOR T UPAT2 PLACES AND ·c DOWNAT2 PLACES tJ_,:= 4 I SEISMIC LATERAL 4 PLACES T UP AT 2 PLACES AND C DOWN AT2 PLACES jWIND LATERAL 4 PLACES MAX BEARING, D + 0.7V = 598 PSF < 1,500 x 1.33, OK BASIC LOAD COMB., ASCE 7-05, 2.3.2, LRFD, Qe=V COMB #1, 2.4.1 1.4D COMB#5 COMB#6 COM8#7 1.2D +V 0.9D + 1.6W = .9Wdl + 1.6W 0.90 +V · 8'-0"x10'-0", 1 O" THICK, 3.0 KSI, TYPE II CONCRETE MAT FDN W/ #5, GR. 60 E.W. AT 12" O.C. AT MIO-HEIGHT F:\0-Dave backup files\0-MATHCAD\0- 2010\Triton Tank\2007 BASE SHEAR & ANCHOR FOR FLAT BOTTOM TANK 1500L RISA HILTl.xmcd . 4 6/4/2013 ,- DAVID 0. ROBERTS, PE,·INC 343 THIRD ST., #103 LAGUNA BEACH, CA 92651 (949) 497-1229 DESIGN ANCHORS LRFD USE WITH HIL Tl SOFTWARE 1sDS = 0.777 I BASIC LOAD COMB., ASCE 7-05, 12.4.2.3, LRFD p=1.0, Qe=V !Ms== 5831 ft-lb1 !Mw = 2413ft-lb1 IVs= 1538 lbf I 1vw = 637 lbf I COMB #5 (1.2+ 0.2Sds)D + pQe = 1.36D + V COMB #6, 2'4.1 0.9D + 1.6W ID= 4.00 ft I 1wTL = 5940 Ibf I COMB#7 (0.9 -0.2Sds)D +pQe = 0.74D + V COMB #5 -SEISMIC Ms (WTL) T51 = -987 lbf #5 (1.) BOLT TENSION T51 := --1.35 -2dl N Vs IVs= 385 !bf I V5:=-#5 (1) BOLT SHEAR, GOVERNS SEISMIC N COMB #7 -SEISMIC Ms (WTL J IT 81 = -Si lb~ T81 :=--0.74 -#8 (1) BOLT TENSION, GOVERNS SEISMIC 2-d1 N Vg1 := V5 1v81 ·= 385 Jbf I #8 (1) BOLT SHEAR, GOVERNS SEISMIC COMB #6 -WIND . T71 := 1.6{::)-oriL) IT71 =-80lb1 .#7 (1) BOLT TENSION, GOVERNS WIND WITH Wdl ONLY vw 1v1 ;, 1s9 lbf 1 V7:=-#7 (1) BOLT SHEAR, GOVERNS WIND N DESIGN ANCHOR BOLT IN NEW 10" THICK, 3000 PSI CONC. F:\0-Dave backup files\0-MATHCAD\0- . _/1010\Triton Tank\2007 BASE SHEAR & ANCHOR FOR FLAT BOTTOM TANK .,.,..-1500L RISA HILTl.xmcd (1) l/2"cI> x 4" EMBED Al93, GR. B7 THREADED ROD W/IIlLTI HIT-RE 500-SD AND PERIODIC DEP INSPECTION PER ICC-ES ESR-2322. (4) PLACES 5 6/4/2013 WW'.N.hilti.us Cqmpany: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation S~rvice Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: David 0. Roberts, P.E., Inc. Dave· 343 Third St., #343 (949) 497-12291 dave@doroberts.com HIT-RE 500-SD + HAS 87 1/2 het,act = 4.000 in. (hef,limtt = -in.) ASTM A 193 Grade B7 ESR-2322 3/1/2013 I 4/1/2014 design method ACI 318 / AC308 eb = 0.000 in. (no stand-off); t = 0.500 in. 1:115.1 Profis Anchor 2.3.6 Page: Project: Sub-Project I Pos. No.: Date: 6/4/2013 Ix x ly x t = 3.000 in. x 3.000.in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f0' = 3000 psi; h = 10.000 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry tension: condition B, shear: condition·B;·no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar .Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading (lb, in.lb] yes (D.3.3.6) z lnput.cata and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademar1< of H1lt1 AG, Schaan ' ' ' ' ', .... X . www.hilti.us David 0. Roberts, P.E., Inc. Dave Page: Project: t:11-;;JI Profis Anchor 2.3.6 2 / Company: ~ . Specifier: _.-Address: ' Phone I .Fax: 343 Third St., #343 Sub-Project I Pos. No.: E-Mai!: · (949} 497-12291 dave@doroberts.com 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading . Proof Pryout Strength (Bond Strength controls). Combined tension and·shear loads 3 Warnings • Please consider all details and hints/warning_s given in the detailed report! Date: besign values [lb] Load Capacity 385 1844 13v ~ Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 6/4/2013 Utilization 13N / 13v [%] Status -/- -/ 21 OK Utilization JlN.v [%] Status • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security·regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average fi_gures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Softwa(e. are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance ofthe results or suitability for a specific application. • Yciu must take all necessary and reasonable steps to prevent or limit damage caused by.the Software. In particular, you must arrange for the regular:backup of programs and data and, if applicable, carry out the updates of !tie $oftware offered by Hilti on a regular basis. If you do not use the Autc:,l:Jpdate -function of the Software, you.must ensure that you are-using the current c!nd thus up-to-date version of the Software in each case by carrying-out manual-updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plaus1bilityl P.ROFIS Anchor ( c) 2oos,2009 Hilli AG, FL-9494·Schaan Hilli is a registered.Trademark of.Hilt, AG, Schaan ~ ~ _., ti. ,z N4 N27 N28 N29 N30 N31 N32 ~N33 N34 N35 N3 •N7 •Nf / i', . ---··-·--·-·-.. .... N26' , , N36 ·• • • •N16 •N17 N25 IIIL l'fl .j N37 .. I / .,,.---, N24 :" j" .. , N38 ; l . i I ! .. ! ' 0N23 • •N1!a ! N15 N39 ! I I l '·~ "1 N22 N40 - N21 J 11 N14 N41 N20 . -·-··------· --., N42 ,.· •N6 i 1N10 •Nt NS N1 N19 N43 N2 (~o~~) DAVID 0. 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Load(..pL -Dead Load SK-2 DOR Triton Tank June 4, 2013 at 8:52 PM 13023 Triton.fnd ~------------'----------------------------------~---------·------- ~' ---r-----------------l}£}--- .x tl.z ~ .12k_~ __ 12_k _____ 12...,..k_.~--12_k_._ . ...,12_k_._._12_k_._._12_k_. ___ 12_k_._._12_k---1·~·_12_k __ ._12_k_ J--- .12k ______ ., .12k _____ .,. ,_ ·-·~ ........ "'" ""'" ...... ' ' ·-:, -.72k . . 1.R'2k -,-.56k k r..··-.56k .12k ____ llM-__ .3_9_k...:._~-'-"""_'-l-_\1---~-----·_39~k-=="~c·::;...-\_,...i_~_t~/-1 ---1--~_t_J__;_;.1:-=2::..:.k--..i:::. ,. ,_l/ ,_-_/ . . 12k __ ., .12k__., ~ ! ! ; l " . "I -.56k .1k_ ---~\ -\......J -.72k .72k ~.121<_., .12k_.::-___ ._39_k~=,., ..... /" ... · \-!--. ------~·3_9~k·=·-=-=.1·c"""_--!\'---,-------!---· 1_2_k_-w:::. . '--I '......j .12k _____ _., .12k _ .12k ;;: --:~1 DAVID 0. ROBERTS, P.E ... ./ .,,,,,· --~-.. ---· ---·-·----·-" >' , / DOf Triton Tank .12k ______ .,. .12k .12k SK-3 June 4, 2013 at 8:52 PM Triton.fnd .---1-8023 / ~--------~-----------------·---'------------- ,, .. tl.z _J /---- DOR . 13023 .12 .12k .12k .12 .12~ . 72k .12~. .12~ .12kj .12~ ~-··· ·-····-......... ·7 . 72kr··"<56k . (~--·-\ iJ. ' ,_ _____ .....,,..,._/_,__ ________ ___,_,i~~-v ____ +-___ _, I ' .12k .12k .12k "1 .12k .12k .12k .12 .12k ; .39~ T .39kj -.72k .39~ -.56k (>, \.J) .1~ "/ .39J / ................... / .12~ .12~ SK-4 Triton Tank June 4, 2013 at 8:52 PM Triton.fnd ,, Company Designer Job Number DAVID 0. ROBERTS, P.E., INC. DOR 13023 Triton Tank Concrete Rebar Set ASTM A615 Concrete Code ACI 318-05 Concrete Properties June 4, 2013 ?::eJ 8:53 PM Checked By: __ Label E fksil G fksil Nu Therm t\1 E. .. Densitvrk/ft... fdksil Lambda Flex SteelL Shear Stee ... 1 . 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