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HomeMy WebLinkAbout1822 Aston Ave; ; CBC2017-0117; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 12/04/2017 Commercial Permit Permit No: CBC2017-0117 www.carlsbadca.gov Job Address: Permit Type: 1822 Aston Ave BLDG-Commercial 2121202100 Work Class: Tenant Improvement Status: Closed -Finaled 03/13/2017 05/30/2017 12/04/2017 Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: $ 5,000.00 Lot#: Applied: Reference #: Issued: Construction Type: Finaled: Bathrooms: Inspector: PYork Orig. Plan Check#: Plan Check#: Description: ORTHO ORGANIZERS: INSTALL 5,500 LITER NITROGEN TANK// PRE-PLUMBED Owner: BLACKMORE COLLEGE CORNER PARTNERS Po Box 1810 RANCHO SANTA FE, CA 92067 BUILDING PERMIT FEE $2000+ BUILDING PLAN CHECK FEE (BLDG) FIRE Aboveground Storage Tanks {First tank) FIRE Plan Resub (3rd&Subsequent Submittal/hr) SB1473 BUILDING STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $ 954.44 Total Payments To Date : $ 954.44 Contractor: WESTAIR GASES AND EQUIPMENT INC 2506 Market St San Diego, CA 92102-3010 619-239-7571 Balance Due: $ 0.00 $70.61 $49.43 $700.00 $132.00 $1.00 $1.40 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date 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 file 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, or 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 fees /exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING C cicyof Carlsbad LOT# Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITEI/SPACEI/UNITI PHASE# # OF UNITS # BEDROOMS # BATHROOMS DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) ~r"~l/a+~W'\ of-55C')D l'1-t12< L,1~~ APPLICANT NAME Primary Contact ADDRESS z...z.05 .e:..-1,..,1-- GARAGE (SF) ZIP -z.,o d- APN CLASS 0HEALTH SWPPP CONSTR. TYPE OCC. GROUP AIR CONDITIONING YES 0 No 0 FIRE SPRINKLERS YESONoO ZIP Q zoao ZIP q z. (,0 er- STATE UC.# 5-431 CJ&> (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or {hat he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: ~have and will maintain a certificate of consent to self-Insure for 'Mlrl<ers' compensation as provided by Section 3700 of lhe Labor Code, for the performance of lhe 'Mlrl< for which lhis permit is issued. ~ I have and will maintain workers' compensation, as reQuired by Section 3700 of the~ r , for the performance of the 'Mlrk for which this permit is issued. My 'Mlrkers' compensation insurance carrier and policy number are: Insurance Co /-J. ' I, Policy No . ./BfJ;/tif,IJ, / IJ ~ tJ{l Ot} If S-Expiration Date L// I/ I 7 ' pii§,seciion need not be completed ~ the permit is for one hundred rs ($100) or less. LJ Certificate of Exemption: I certey that in the performance of the 'Mlrk for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Cal~omia. WARNING: Failure to secure workers' compensation covera unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages pro ti 3 6 e Labor code, interest and attorney's fees. ,65 CONTRACTOR SIGNATURE '~ENT I hereby affirm that I am exempt from Contractor's License Law for the following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do the 'Mlrk and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law). I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement 0 Yes 0 No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of 'Mlrk): .6$ PROPERTY OWNER SIGNATURE 0AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Acr? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air Quality management districr? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. Lender's Address I certify that I have read the application and state that the above infonmation is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby au1horize representative of the City of Carlsbad to enter urx,n the atxlve mentioned property for inspecooo purposes. I ALSO AGREE TO SAVE, INDEMNIFY AAD KEEP HARMLESS THE CITY OF CARLSBAD ACAINST ALL LIABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE ACAINST SAID CllY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or <Xlrlstruclion of structures over 3 stores n height. EXPIRATION: Every permit issued by the B.Jilding Offoal under the provisbns of this Code shall expire by Imitation and recxxne null and voe ~ the building or v.ork au1horized by such permit is not commenced v,;ttiin 100days from the date of such permit or if the buildng orv.ork au1horized by permit is suspended or abandoned at any time after the v.ork is commenred for a period of 100days (Section 100.4.4 Uniform B.Jilding Code). Ji5 APPLICANT'S SIGNATURE DATE • STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. C E fl T I F I C A T E 0 F OCCUPANCY /Commcrc1,1I P r o J ,, c t s 0 ll I y I Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION ,IS APPLICANT'S SIGNATURE DATE '?t~r· · i .,, · ~i:, ; :, PERMIT INSPECTION HISTORY REPORT (CBC2017-0117) "' ' . ~ Permit Type: BLDG-Commercial Application Date: 03/13/2017 Owner: Work Class: Tenant Improvement Issue Date: 05/30/2017 Subdivision: Status: Closed -Finaled Expiration Date: 12/18/2017 Address: IVR Number: 2495 Scheduled Date Actual Start Date Inspection Type Inspection No. 06/21/2017 06/21/2017 BLDG-11 026790-2017 Foundation/Ftg/Pier s (Rebar) Checklist Item BLDG-Building Deficiency BLDG-12 Steel/Bond 026791-2017 Beam Checklist Item BLDG-Building Deficiency 08/01/2017 08/01/2017 BLDG-Fire Final 030081-2017 08/02/2017 08/02/2017 BLDG-Final Inspection December 04, 2017 Checklist Item FIRE-Building Final 030443-2017 Checklist Item BLDG-Building Deficiency BLDG-Structural Final Inspection Status Primary Inspector Passed Paul York COMMENTS Passed Paul York COMMENTS Passed Dominic Fieri COMMENTS Signage for exterior tank needs to be mounted on exterior fence along fire department approach. Signage can be checked when hydrogen tanks are installed for permits cb2017 0279 Passed Michael Collins COMMENTS Nitrogen tank installation only. BLACKMORE COLLEGE CORNER PARTNERS CARLSBAD TCT#85-24 UNIT#04 1822 Aston Ave Carlsbad, CA 92008 Reinspection Passed No Passed No Passed Yes Passed Yes Yes Complete Complete Complete Complete Complete Page 1 of 1 EsGil Corporation In <Partnersliip witli qovernment for (}3ui{aing Safety DATE: 3/24/17 JURISDICTION: Carlsbad PLAN CHECK NO.: C2017-0117 PROJECT ADDRESS: 1822 Aston Ave. SET: I PROJECT NAME: Foundation for Liquid Nitrogen Tank D APPLICANT ~ JURIS. D PLAN REVIEWER D 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 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 contactec:J.:---(Y) Telephone #: Date contacted:., (by~ Email: Mail Telephone Fax In Person ~ REMARKS: City staff to verify Fire Dept. approval for location of the Liquid Nitrogen tank By: Chuck Mendenhall EsGil Corporation 0 GA O EJ O MB O PC Enclosures: 3/16/17 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad C2017-0117 3/24/17 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: C2017-0117 PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 1822 Aston Ave. BUILDING OCCUPANCY: N / A BUILDING PORTION LIN Tank Fdn Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Bldg. Permit Fee by Ordinance Plan Ch_eckFee t)y <:)_rdinanc_e Type of Review: D Repetitive Fee ,..:1 Repeats ___ J * Based on hourly rate D AREA Valuation ( Sq. Ft.) Multiplier 80 City est By Ordinance Complete Review D Other 0 Hourly EsGil Fee DATE: 3/24/17 Reg. VALUE ($) Mod. D Structural Only ____ o_.--151 Hr. @ * $so.001 Comments: N/A In addition to the above fee, an additional fee of$ is due ( hour@ $ /hr.) for the CalGreen review. Sheet 1 of 1 macvalue.doc + I I I I I I I I I I S. GORDIN STRUCTURAL DESIGN & ENGINEERING SERVICES I Inc. {SGE) connect@sgeconsulting.com sgeconsulting.com I (949) 552-5244 STRUCTURAL CALCULATIONS Project: Installation of a 5,500-Liter LIN Tank Location: Ortho Organizers, 1822 Aston Ave Carlsbad, CA 92008 Client: WestAir Gases & Equipment, Inc. Code: 2016 CBC SGE Job No. 517.022.494 t1arch 8, 20t7 March 2017 -~ Project: Location: SGE No.: Table of Contents Structural Calculations Ortho Organizers 1822 Aston Ave Carlsbad, CA 92008 517.022.494 Project and Site Location Information....................................................................... 1 Equipment Data ...... ............. .. ........... .... ........ .. ....... .. . . . . . . . . .......... ..... ........ ....... ... ...... .. 4 Tank: 5,500-Liter LIN ............................................................................................... . Forces & Loads................................................................................................ 5 Anchorage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Equipment Pad Design ........... ..... ....... ................... .......... ....... ...... ...... ...... ....... 12 § -Referenced page number of structural calculations Ortho Organizers, 1822 Aston Ave Carlsbad, CA 92008 DESIGN PARAMETERS SGE#: Job Name: Job Location: Code: Reference: 517.022.494 Installation of a 5,500-Liter LIN Tank 1822 Aston Ave Carlsbad, CA 92008 2016 CBC USGS Seismic Design Maps Web Application (ASCE 7-10) 2 3 maps.google.com 0 8 ATC Wind Speed: www.atcouncil.org/windspeed 1 1112312016 Dcsipn Mops Summary Report -USGS Design Maps Summary Report User-Specified Input Report Title Ortho Organizers Wed Novembe1 23, 2016 19:26:18 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data avallab,e in 2008) Site Coordinates 33.13227°N, 117 .28878°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output S5 = 1.079 g S1 = 0.416 g SMS = 1.153 g S,,41 = 0.659 g 0.769 g (;'\ 0.439g ~ For Information on how the SS and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the ft2009 NEHRP" building code reference document. -; -• Ill MCE11 Response Spectrum 1.20 1 oa o." 0.84 0.72 o.,o 0.'8 o.x 0.24 0.12 0.00 +--+--+--+--+--+--.._--+--+----t,---i a.oo 0.20 o.40 o.,o o.ao 1.00 1.20 1.,0 1.,0 1.ao 2.00 Pel'iod. T Cse c) "al -" Ill 0.88 Design Response Spectrum o.ao 0.72 o.u 0.5, 1HD 0.40 O.:il2 0.24 .:,.1, 0.01 ooo +--+--+--.._--+--+----t,---+--+--+-~ o.oo o 20 o . .i.o o ,o o.co 1.00 1.20 1.40 1 ,o 1.ao 2.00 Pe riod, T (sec) Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool ls not a substitute for technical subject-matter knowledge. 2 http://chp2-cnrthquakc.wr.usgs.gov/dcsignmaps/us/summary.php?tcmplate=minimal&latitudc=33 .132266:i0'76 143 I &longitudc=-I 17.288TI619457568&sitcclass=3&.r... I/ I I I I 11/2312016 ASCE 7 Wmdsµccd ASCE 7 Ground Snow Load Search Results Query Date: Wed Nov 23 2016 Latitude: 33.1328 Longitude: -117.2883 ASCE 7-10 Windspeeds (3-sec peak gust In mph*): Risk Category I: 100 Search Results for Map Related Resources Sponsors Ab::,ut AlC Contact Risk Category II: 110~ Risk Category Ill-IV: 115 MRI** 10-Year: 72 0 Houau MRI** 25-Year: 79 MRI** 50-Year: 85 MRI** 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7 -93 Windspeed: 70 (fastest mile in mph) "MIies per hour -Mean Recurrence Interval Users should conSUlt with local building offlclals to detennine H lhere are alf'f1ff11.nty-speafic: Wind speed requirements INt govern. 11=]1 Pont your results WINDSPEED WEBSITE DISCLAIMER VVhile the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund• Apphed Tcclmotogy Counca • 201 Redwood Shores Parkway, Su~e 2-40 • Redwood City, Califomla 94065 • (650) 59>15<12 3 http://windspccd.atcouncil.org/indcx .php?option=com_c-0ntcnt& ,•icw::articlc&id= I O&dec= I &latitude=33.1328056&longitude=-I I 7.2882755&risk_catcgory _l=I 00&... I/ I ~ 88 ~ M M ~ ; ii 0 " ~ ii :;; :: ~ ,: .. " --·ssss:::'.::::: 3:;1~=-=,•v••=. E ~ ! :: M i . !! i II i c ~ g i I~ ~ : i ,..L a: ~ s I; !! ; ! 'I' I ·1 !i i ~ !i ---:~~~--------·-~ -n.\J H l ~ 'r- ~ ~ :r C) ""' ...)'" \/'\ \JI~ I.JO \:>Q -t 8 I I 6' 1l ~ 3 ~= u ~ a: i i I, - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I s. Gonlin ~ Onlgn & e,.._.;ng ~(SGE) -~.com Tel. (949) 052-5244 FOOTING Dl!SIGN, VESSEL y,. LOADS 1,400 VERT VESSEL Gallon LIN Ortho Ol)l...iz... • 511-Uler LIN· VT42.5 ....... 3/3/2017 Pnlject: Orlho Organlzora Locallon: Carlsbad, CA SGEI: 517.022.494 H t Ps Pw st El.FfAD9N Of DE lfJIHHi fORCE Ht w h .s:: + J: " .. :c SEISMIC LOAD Hs a (H + h)/2 " 5.25 ft LJ WIND LOAD TANK ELEVATION K ~ SHELL DIAMETER O a 6.83 ~ TANK DATA BY OTHERS, REFER TO SHT. G) SEJSMIC LOAD • FULL VESSEL FUNDAMENTAL PERIOD SHELL HALF-LENGTH MODULUS OF INERTIA SHELL LEGS, TOTAL LAT DEFL O CG UNDER Wf FUNDAMENTAL PERIOD IC= IP.. R" lJHa Al"' RP.. Al°AX" SITE DATA EMPTYWEIGHT,We" 9.10" FULL WEIGHT, Wf" 111.85 'II HEIGHT H" 10.00/ HEIGHT h " 0.5 LS hlLS FT K / SHELL THICKNESS ts= 0.25 FT / ANCHOR CIRCLE DIAMETER De" 10.59 V FT NUMBER OF LEGS OR ANCHORS NL• • ~/ SQUARE BASE SIDE (LAB BASE ONLY) BB-119 IN A8CE715..U GUIOEUN!:S FOR SElSMIC EVALUATION ANO DESIGN OF PETROCHEMICAL FACILITIES 2ND EDITION, P. 94 'SI IN IS IL K1 K2 OELTA T IUIS Wr'LS1/(3°E1S)i1+K1"(K12+3°K1+3)1K21 2°(Pl)0(DELTA/g)os 5.e,038 IN' 415 IN' 0.105 0.008 003 IN o.osg sec < 0.06, VESSEL IS RIGID 1 ASCE 1 T8L 1.6-2 OK 1 ASCE 713.1.3 FA• 1.11111 CBC TBL 1113.5.3(1) 2 ASCE715.4-2 FVa 1.5114 CBC TBL 1113.5.3(2) 0 AT GRADE 1.0 ASCE 1 TBL 13.1-1 SMSDFA-SS-1.153 ASCE711.A-1 2.5 ASC! 1 T8L 13.1-1 8M1•FV°S1" 0.1159 ASCE711.A-2 0 ASCE 713.3-4 SOSa(213rSMSa 0.711 ASCE711A-3 SD1"(2/3,-SM1,. 0.439 A8CE711.U © LATITUDE. LONGITUDE 33.1322rN, 111.2887rW TQD0.2"801/SDSa 0.11 > 0.116 ASCE711.U 0.57 0.06 A8C!71U.5 gs,. 1.079 TS=SD1/Sl)Sa > 81 .. 0 ... 11 SITE CLASS D OK SEJSIIIC DESIGN CATEGORY D ASCE 1 TBL, 11.6-1, -2 RISK CATEGORY 2 ASCE 7 TBL 11.8-1, ·2 s S. Gonlln $lnldl.nl Oealgn & Eng-.ig SeNioel (SGE) -.agecanailtlng.can Tel (949) 552.52,44 AS VESSEL (ASCE) STRUCTURE: YIN Y SDSl(RII)., NIA 13.lff -VERT 1/ESSEL ASCE 7 CHAPTER 1Z. & 16.4 ASCE 7 15.4.1 ASCE 7 12.8-2 ASCE7 12.1-3 Otlllo Organiz1e1a • 51<-U., UN· VT42.5.ldlm 3/3/2017 SD11Tl(RII) ., NIA O.°""rSDS., NIA ASCE 7 SUPPL2 WF/(WF+WPADl..0.25 DESIGN PER CHAPTER 15 13.1.1, 0.5"$1/(R/I) a NIA ASCE7 12.1-6 ~WF~~Wf~+~WP~AD:::i.;::::::.~~~~DE::.;;:Sl~G=N~PE=R~CHAPTER.::..:""-,;~~1~3-L---"15~.3a-.o -0.01 ASCE7 12.U CSa 0.010 ASCE 7 12.8-1 AS NON-BUILDING STRUCTURE: ASCE 7 CHAPTER 15 CHAPTER 15 YIN 0.8"S11(Rll)a o.:rsos-1= cs,, y 0.03 NIA 0.231 0.231 ASCE7 13.3·1 ASCE7 15.4-1 ASCE7 15.4-2 ASCE7 15.U AS NON.sTRUCTURAL COMPONENT: ASCE7 13.3 CHAPTER 13 YIN OA"AP"SD8"(1+2"ZIH)ICRPIIP)a (Al" AX)"APl(RPIIP)a czs1.l"SDS"lflc, .,. 0.3'SD8"tpc, CSo N ASCE 7 1S.1.5 NIA ASCE 7 1S.3-1 NIA ASCE 7 13.3-4 NIA ASCE 7 13.3-2 NIA ASCE 7 13.3-3 NIA .__,;;;SE~IS,;;;Ml:::.,;;,C..;;;C~OEFF.;:;.;; ... CS=;,;;..-_..;o;;;.23;;;..;.,11 '=:-- SEISMIC FORCES ON THE VESSEL. Ult) DUE TO BASE SHEAR Eh • DUE TO VERTICAL COMPONENT E¥o0.2"8D8"la TOTAL SEISMIC EFFECT E11 Eh+E1111 IEIIIIIC MOMENT MP II Eh"(He)a SEISMIC LOADS PER LEO RIGID STRUCTURE 0.231 W11 0.154 W• 0.314 W• 0.00 K 1.53K 4.35 K 2.to K 7.24 K 23 ft-I( 0 @ TOP OF PEDESTAL NO UPLIFT ~ TOP OF PEDESTAL TENSION COMPRESSION SHEAR Ta• [0.8(Wl)-Ev))/Nl -4MPl(NL 'Oa) • Ca• (f.2Wf+Ev)JINL +4"MPl(Nl 'Oa)la Ya., ~(NL4IC)INL)-1.ot KE--- 0 TOP OF PEDESTAL @ BASEPLATE ANCHORS RtslST SHEAR SEISMIC FORCES ON THE VESSEL. ASO SEISMIC LOADS PER LEG TENSION COMPRESSION SHEAR OTHER FORCES LATERAL FORCE LATERAL FORCE ELEVATION MOMENTQTOP Of PEDESTAL Ella •Eh 11A • Evl•Evt1A • MPA•Eha".._ • Ta ucl • [O.ll(Wl)-Eva))INL • 4MPA/INL 'OIII • Ca ucl • (Wl+Evl)INl + '4'MPN(NL 'OIi)• Vu • Ellel(NL)• ASD 0 D 0 0.1'5W• o.110 W • 0.00 K 1.nK 0.78 K FACTOR LRFD 0 D SEISMIC SLIDING (ANCHOR SHEAR) ANALY818, LRFD AISC STEEL DESIGN GUIDE 1 P.30 SIDE OF EQUIV. SQ -FRAME" L MAX EQUIV PRESSURE COMPRESSION qc TENSION qi LENGTH OF ZONES COMPRESSION XC TENSION XT TOTAL COMPRESSION, MIN co FRICTION COEFF KFR SEISMIC CLAMPING FORCE PCL SAFETY FACTOR PERMISSIBLE SFP CALCULATED SFC ACTUAL SFA LEGS IN COMPR ZONE NC FT KtFT KtFT FT FT K CO"l<FR 0.7708 (0.9"(Wf)+Ev)V(C"L) + MPl(Cf.n.2) -[0.9"(Wf)-Ev,V(4"L) + MPl(4/3"t.2) qd(qc+qt)•L L·XC (L +2"XC/2)•qc PCL/Eh 0.57"KFR"SFC (L+2"XC)l(.-t)•NL 3.1 K ,/ 2.1 K .( 18 ft-K O TOP OF PEDESTAL NO UPLIFT~ 0 TOP OF PEDESTAL 0 TOP OF PEDESTAL OBASEPI..ATE K FT K-FT 8.15 0.7 0.0 8.2 0.0 11.2 0.35 3.9 1.10 0.90 U7 3.00 CONSERV (0.9 0) Coeffident of friction: KfRa0.57, (steel on dtrt conc:me) Ref. Rlbbat & Runel -Friction Coefficient of Steel on Conawl8 or GIOUt," Journal at Struclural Envu-!ng, ASCE 1989 ANCHORS RESIST SHEAR I I I I I I I I I I I I I I I I I I I I I I S. Goldin S1NC:ual Dllllgn & EnglnNring s«wm (SGE) -.IQIICXIIIIU!lln.cam Tel. (949) 1552-5244 J-4--VERTYl:SSE!. Orlho Organtz.rs • !il<-Uter LIN · VT42.5.xtom 3/3/2017 WIND VALUE IBC 2012 • 2013 CBC SECTION 1809, ASCE 7 SECTION 29 l01"'\I"<-~,4,vr wf u1, c 13G NOTES ASCE7REF RISK CATEGORY• U T,. 0.01 SEC fa 11T= 11.11 HZ RIGID STRUCTURE BASIC WINDY.. 110 MPH EXP. CATEGORY C r::...... .. DIRECT. FACTOR KOa 0.95 -'-.... Kb:O.Nlt FT Ha 15.00 ALPHA" I.I zo:, too GUST FACTOR " 1 SITE FACTOR KZT" 1.00 CHECK TOPO-FLAT SITE QZ11 24.N PSF H/DD 1.46 D"(SQRT QZ)D 34.1' SHAPE (SQR OR CYl.1-CYL SURFACE SMOOTH CF• 0.51 feQZ"O"CF • 12.18 PSF, USE 16 PSF TOTAL WIND SHEAR TOTAL WIND OIT MOMENT LOAD PER LEG TENSION SHEAR ACTS WITH TENSION TOTAL WIND SHEAR TOTAL WIND OIT MOMENT Pw • F • D • (H-tll/1000a Mw. Pw"(H+h)l2a LRFD Tw1 a 0.9"(Wel'NL • 1.ll.4"Mwl(NL ·Oa)= VW1 a Pwf(NA) • PwaaPwff,l•c., Mw • Pwa"(H+h)l2:a ASD 1.04 K US ft-K 0.00 K 0.00 K y ..... 0.8' K 4.Al fl-I( WIND SLIDING (ANCHOR SHEARI ANALYSIS, LRFD EMPTY TANK MAX EQUIV PRESSURE COMPRESSION qc KIFT 0.9"(We)l(4"l) + Mwf("3·t.2) TENSION qt K/FT 0.9"(We)l(4"l.) • Mwf(413"l.2) LENGTH OF ZONES COMPRESSION XC FT qc/(qc+ql)"L TENSION XT FT L-XC TOTAL COMPRESSION, MIN co K (L+2·XC12)•qc FRICTION COEFF KFR SUIMlC CLAMPING FORCE PCL CO"KFR SAFETY FACTOR PERMISSIBLE SFA CALCUlATED SFC PCUEh ACTUAL SFA 0.57"KFR·SFC LEGS IN COMPR ZONE NC (L +2'XCY(4L)"NL ""' OK TBLU-1 21.5.1 2t.7 TBL.21.1-1 TBL.2U-1 21.1.1 26.1.2 EQ. 21.3-1 OK FIG. 29.5-1 i16 PSF OK l!Q. 29.5-1 SEISMIC GOVERNS ~ SEISMIC GOVERNS ~ SEisiiic GOVERNS U IICIC8C 1IOl.1 0.3 0.0 8.2 0.0 5.1 0.35 1.8 1.10 1.72 2.80 3.00 SEISMIC GOVERNS~ SEISMIC GOVERNS 4:,--- CLAMPING RESISTS SHEAR T DATA FOR FOOTING .. CONCRETE DESIGN 8 SEISMIC WINO LATERAL FORCES ALONG XX (SHORT SIDE OR LONGIT DIR) K vx 3.10 0~ YY (LONG SIDE OR TIWISV. DIR) K vv a.10 O.M MOMENT AT TOP Of PEOESTAL XX (SHORT SIDE OR LONGIT DIR) n-1<. MY 1UO •M YY (LONG SIDE OR TRANSV. DIR) n-1<. MX 1UO 4..Q VERTICAL SEISMIC FORCE K vz 2.07 0.00 FOOTING WEIGHT K Wf 8.38 EMPTY K WE 9.10 9.10 PMENTWI: WO ,us 18.111 FUU. K CG ELEVATION NJ,CNE. PEDESTAL " HCG us MAX COMPR FORCE LEG UIFD K C e.n ANCHOR CIRCLE DIAMETER " DA 10.se EQUIV OR ACTUAL DIMENS10NS WIDT1i 80 IN 19.86 FOOTPRINT OR BASEPLATE LENGTH LO IN 81116 LEG 111\SEPlATE SQ.SIDE B8P IN 0.00 -, S. Gordin Structural Design & Engineering Services (SGE) Irvine CA Tel. (949) 552-5244 ANCHORAGE TO CONCRETE REFERENCES DESIGN PARAMETER FORCES & CONDITIONS C D E NAME FACTORED PULLOUT FORCE Nn1 FACTORED SHEAR FORCE Vn1 OPTIONAL FORCE FACTOR KF TEMPERATURE (°Fl ANO TEMPERATURE RANGE T DESIGN PULLOUT FORCE Nan DESIGN SHEAR FORCE Vn SEISMIC COEFF (TENSION, CONCRETE ONLY} ksdc FACTOR TENSION FORCE BY O YIN FACTOR SHEAR FORCE BY O YIN 0 0 Ortho Organizers • AC59.2.xlsm 5.5k Lit HIT-HY 200 3/3/2017 EPOXY ANCHOR HIL Tl HIT -HY 200 tee 2015 (2012 OK), CBC 2013 (2010 OK) ACI 318-1'4 (11 OK) ICC ESR 3187• (July 2015) FORMULA OR SWITCH VALUE UNIT ? o.oo K ~ 1.09 K Nn1"KF Vn1"KF N N 1.00 130 0.00 K 1.09 K 0.15 1.00 1.00 COMMENT REF ACI 311-11 REF ACI 318-14 0 ETBL 14 ETBL 14 SOC C-F 0 D.3.3.4.4 017.2 3 4 4 0 D.3.3 4.3(d) 0 17.2.3.4.3 (d) CONCRETE STRENGTH (NWC) re ~ 4,500 PSI INSTALLATION CONDITION ORY • •o-: WET/SATURATEO"''W' W 006.1.3 017.5.1.3 GROUT PADS (SHEAR STEEL ONLY) kg CRACKED CONCRETE YIN GEOMETRY # OF ANCHORS IN THE GROUP, EFFECTIVE STEEL & CONCRETE, TENSION nt CONCRETE. SHEAR nv STEEL, SHEAR ns ALONG LOADED EDGE NALE DIAMETER ANCHOR INSERT SPECIFIED STRENGTH OF STEEL ANCHOR. TENSILE ANCHOR, YIELD fyt<=125,000 PSI; fyt<=1.9fy INSERT. TENSILE ANCHOR, YIELD da d M fy futa M fy INSERT/ANCHOR($) EMBEOMENT, ASSUMED hef INSERT/ANCHOR EMBEOMENT, MINIMUM hefmin PAO THICKNESS, MINIMUM tp• PAD THICKNESS, ASSUMED tp ANCHOR SPACING DIRECTION 1 (MINIMUM) s1 DIRECTION 2 (MAXIMUM) s2 ALONG LOADED EDGE SL MIN. ANCHOR SPACING amln AVAIL. WIDTH OF HALF-PYRAMID BASE wpa ANCHOR EDGE DISTANCE DIRECTION 1 OIRECTION2 MIN. EDGE DIST c11 c12 c21 c22 cmln y N 1.9fy 3hef MIN, OR ALONG SHEAR FORCE MAX ALONG SHEAR FORCE MIN ACROSS SHEAR FORCE MAX ACROSS SHEAR FORCE ./') 1.Shef V' 5'd 0.80 1.00 1.00 1.00 1.00 1.000 IN 1.000 IN vs <=4 00 I i/ 4 11 +\Ol,E, 0 IL .... 58 KSI CARBON GR 36 OR SIM 36 KSI ! OK! 68 KSI 58 KSI 511 KSI 38 KSI 4.00 IN l OK! 4.00 IN 6.00 IN 6.00 IN @BJ 60.00 IN 60.00 IN 60.00 IN 600 IN @K) 1200 IN 10.00 FT 12.00 IN B0.00 IN 12.00 IN B0.00 IN 6.00 IN 6.00 IN ! OK! ETBL 14 E TBL 12 E TBL 14 ETBL 12 00 ETBL 12 E TBL 12 00 D.83, 0.8.-4 17.7.3 17.7.4 I I I I I I I I I I I I I I I I I ii S. Gordin Structural Design & Ortho Organizers -AC59.2.xlsm I Engineering Services (SGE) 5.5k Ut HIT-HY 200 Irvine CA Tel. (949) 552-5244 313/2017 I DESIGN PARAMETER 1 NAME FORMULA OR SWITCH l VALUE J u ~ ? I COMMENT J REF ACI 311-11 REF ACI 318·14 - STEEL STRENGTH, TENSION ANCHOR INSERT THREADS PER INCH n1 8.00 I EFFECTIVE AREA Ase= nl-4(d0-.9743/ntf 0.6057 IN' NET AREAS NET AREAS NOM. STRENGTH OF ANCHOR GROUP • STEEL Ns nr(Ase)futa 35.13 K STEEL STRENGTH REDUCTION FACTOR ¢S 0.75 05.1.2 D 17.4.1.2 DESIGN STRENGTH, STEEL ¢S•Hs 26.35 K NS1 26.35 K I NS2 1 2NS1 42.16 K CONCRETE BREAKOUT STRENGTH, TENSION I PROJ AREA Of TENSION FAILURE SURFACE FORAl'ICHQR GROUP nt•1 CLOSE TO EDGE AN1c (c11 +c12)(c21<c22) IN2 cl)S1.5hef 00.5.2 0 17.4.5.2 nt=1 AWAY FROM EDGE ANO 9hef' 144 IN' I nt=2 CLOSE TO EDGE AN2c -IW (C11+S1+c12)(c21+c22) nt:2 AWAY FROM EDGE AN2a cijS1.5hef, IN2 alSJhef nt=-4 CLOSE TO EDGE AN4c nt=4 AWAY FROM EDGE AN4a (c11+s1+c12)(c21-+s2+c22) IN' n•ANO 144 AN <=n"ANO 144 IN2 kc 24 UNCRACKEO ETBL 12 E TBL 12 BASIC BREAKOUT STRENGTH IN CONCRETE Nb kc"(rc),a"(hel)17 12.88 K 00-e D 17.4.2.2a ECCENTRICllY OF PULLOUT FORCE e'N1 0.00 IN e'N2 0.00 IN MODIFICATION FACTOR FOR ECCENTRICITY +11 11 +2e'N/(3hel)T1 1.00 D~ D 17.4.2..4 +12 [1+2e'N1(3hel)T1 1.00 I ti ill*+l2 1.00 MODIFICATION FACTOR FOR EDGE EFFECT 1.00 c1>=1.5hef 00-9 D 17.4.2.Sa c1<1.5hef D [).10 D 17.4.2.Sb +2 1.00 MODIF FACTOR FOR CRACKED TENSION ZONE i3 IF (11< f,) = 1.25, 1.00 1.25 NO TENSION CRACKS NOMINAL CONCRETE BREAKOUT STRENGlli FOR SINGLE ANCHOR Neb (AN/ANO) (t2)(+3)Nb 18.10 K D 0-3 D 17.4.2.1a FOR GROUP OF ANCHORS Ncbg (AN/ANO) (+1) (+2)(+3)Nb 16.10 K 01).4 D 17.4.2.1b STRENGTH REDUCTION FACTOR f'C1 0.75 OD.4.3(a) 0 17.3.3(b) DESIGN BREAKOUT STRENGTH ¢C1*Ncbg 12.07 K CONCRETE PULLOUT STRENGTH, TENSION MIN. EMBEDMENT helm 4 IN E TBL 12 ETBL 12 MINIMUM SPACING a min 6.00 IN E TBL 12 E TBL 12 BONO STRENGTH IN CONCRETE r1 <•24"(herrc)1121(n'd) 1,025 PSI UNCRACKED E4.1.10.2 E4.1.10.2 kcc MAX(3.1-0.7h/het, 1.4) 2.05 E4.1.10.2 E 4.1.10.2 CRITICAL EDGE DISTANCE cac her( r 111, 160)0'"kcc 3.81 IN E4.1.10.2 E4.1.10.2 cna 10da"(r uncr/1.100)°' 12.32 IN D 0.21 D 17.4.5.1d cc1 MIN(cac, cna) 3.11 IN MODIFICATION FACTORS FOR: POST INSTALLED ANCHORS + ..... 1.00 anln2CC1 0 [).26 D 17.4.5.5a cmn.lcc1 anin<cc1 D 0.27 D 17.4.55b EDGE EFFECTS + .. ,.. cmln.!CC1 00-24 D 17.4.5.48 o 7+0.3'cmln/cc1 NIA cmin<cc1 D 0.25 D 17.4.5.4b FOR ECCENTRICITY +..,.. 1.00 NO ECCENTRICIT" D D-23 017.4.5.3 STRENGTH REDUCTION FACTORS: FOR BOND IN SEIS. CATEGORIES C-F QIIS 1.00 ET8L 14 ET8L 14 ETBL 14 ETBL 14 I STRENGTH REDUCTION FACTOR 4> 1 0.55 I II I S. Gordfn Structural Design & Ortho Organizers -AC59.2.xlam EnglMelfng Serilces CSGE) 5.5k Lit HIT-HY 200 Irvine CA I r.i. (949) ss2-s244 31312017 DESIGN PARAMETER I NAIIE FORMULA OR SWITCH VALUE 1UNIT ? COMMENT I REI' ACI i11-11 REF ACU18-1' I PULJ..OUT. CONTINUED IT. CONTINUED fflQJ AREA Of PULLOUT FAIi.URE SUBfACE fOB ANCHOR GROUP ntc1 CLOSE TO EDGE AN1c1 cc11 tc12)Cc21+c22) • IN' c1<cc1 00.5.5.1 011.,.5.1 nt-1 AWAY FROM EDGE AN01 12·eac'f 58 IN' c1>cc1 nto2 CLOSE TO EDGE NO:c1 (e11+s1+e12)Cc21+c22) IN' c1<cc1; a1<2cc1 nts2 AWAY FROM EDGE AN2a1 • IN2 c1>cct; a1<2cc1 c1<cc1: c2<cc1: nt=<I CLOSE TO EOGE AN<lc 1 (c11+s1tc12)Cc21+a2+c22l • IN2 a1<2cc1; 12<2oc1 ct>cc1; c2>cc1; nt"-4 AWAY FROM EDGE Al+4a 1 IN' s1<2oc1; 12<2oc1 n"ANO 58 Iii AN1 <an"ANO 1 II Iii NaO r J •n·d'her'n.,. 12.9 K 01).22 D 17.<l.5.2 NOMINAL STATIC PULLOUT (BONO) STRENGTH FOR SINGLE ANCHOR Na (AN11AN01)" ... _ .... _"NaO tU K 0 0-18 D 17.4.5.1a FOR GROUP OF ANCHORS Nc:bg (AN1/AN01)" +-•+...,.•+-"NBO 12.t K 00-19 0 17.4.5.1b DESIGN PULLOUT STRENGTH •1•Ncbg 7.t K ANCHOR GROUP TENSION SntSIGTH I SJ'EELNs H .3 K CONCRETE Ne 7.1 K DUCTI.E STEl!L ANCHOR YIN y S7EEL STRBtGTH GOVERNS YM N CONSERV~ NO SCJl>Pt. REINF., COND 8, YIN y I FACTO TEIISLE STRENGTH, ANCHOR GROUP ""''"-· Nc'bds] s.n K El SHEAR I STEa. STRENGTH IN SHEAR Vs ns"kg'n"0.8"Ase"lut 11.16 K 01).29 017.5.1.2b REDUCTION FOR SEISMIC SHEAR a,,. 0.70 E TBL 11 E TBL 11 STRENGTH REDUCTION FACTOR I STEEL •• 0.80 ETBL '1 E TBL 11 CONCRETE •c 0.70 ETBL 12 E TBL 12 CONCRETE BREAKOUT STRENGTH (SHEAR) SHEAR FORCE PARALLEL TO EDGE YIN bd y 2.00 I SHEAR FORCE ECCENTRICITY fl\/ 0.00 !OKI MODIF/e,t,TION FACTORS FOR SHEAR STRENGTH: FOR ECCENTRICITY ... _ (1+2"e'l/1(3"C11r's1 1.00 NOECC 00-38 017.5.2.5 EDGE EFFECTS ... _ ca21ca11: 1.5 OD-37 D 17.5.2.lla I 0.7~.3"cmln/cc1 O.IO ca21ca1<1.5 DD-38 017.5.2.Sb FOR TENSION IN THE ANCHORING ZONE CRACKING IN THE TENSION ZONE N SUPPLEMENTARY REBAR >""4 N +cv 1.40 0 0 .6.2.7 D 17.5.2.7 I hek12:1.5 ... 1.73 hek1<1.5 00-39 D 17.5.2.8 1.73 LOAD BEARING ANCHOR LENGTH, SHEAR Le ,.oo IN L<"8d0 017.5.2.2 1.5c1 18.00 IN I PAD THICKNESS Ip 6.00 IN DEP'Tli OF SHEAR FAILURE tw.F-PYRAMID BASE dp MIN(1.5c1,lp) 6.00 IN ANCHOR SPACING ALONG LOADED EDGE Sl 60.00 IN I cef EDGE DISTANCE ACROSS SHEAR FORCE C8 12.00 IN cd MIN{1.5c1,c21, Ip) 6.00 IN BASIC BREAKOUT STRENGTH, SINGLE ANCHOR 7(leld)02(d)112(1'c)112(c1)1 t 25.78 K 00.33 D 17.52.28 Vb 9(te)112(c1),.. 25.10 K 01).34 017.5.2.2b I 26.10 K t OF ANCHORS ALONG LOADED EDGE NALE 1.00 \0 S. Gordin Structural Design & ii Or1ho ()fganllef9 -AC59.2.xl9m I Engl..ertng Services (SGE) Uk Lit HIT .ffY 200 lrvlneCA Tel. (9'9) 552-6244 31312017 1 VALUE iuNITI , ' DESIGN PARAMETER NAME FORMULA OR 9WITCH COIVIIENT I REF AC1111-11 REF AC! 311-14 . --·--SHEAR. CONTINUED WIDTH OF SHEAR FAILURE HALF-PYRAMID BASE GROUP 2•1.5c11~-trsL NIA IN I c21+1.5c11~·1)°Sl NIA IN wp c2t+c22+(NALE•1)·SL NIA IN NIA IN SINGLE wp1 MIN (3c11,(cte+c2a)I 30.00 IN I DESIGN WIDTH OF HALF-PYRAMID BASE wpd MAX(wp,wp1) 30.00 IN AREA OF SHEAR FAIUJRE HALF-PYRAMID BASE I SINGLE 180 w1 ACT\JAI. AV dp"Wpd 180 w1 SINGLE. DEEP CONCRETE AVO 4.5c111 8411 w1 D o.32 O 17.5.2.tc I NOMINAL CONCRETE BREAKOUT STRENGTH AVIAVO(t-·+cv·+lft')Vb 15 K DD-30 017.5.2.1• ANCHOR GROUP AV/AVO(+-•+cv • tlft'•t,..)Vb 11 K OD-31 017.5.2. tb I CONCRETE PRYOUT 8~ IN SHEAR DD.8.3 017.5.3 kcp 2.00 hef>=2.5 IN DO.CO D 17.5.3.111 PRYOUT STRENGTH, SINGLE ANCHOR Vcp kcp"Ncb JUO K 0 D-41 D 17.5.3.1b PRYOUT SfflENGTH, ANCHOR GROUP Vq,g kcp"Ncbg 32.20 K I ANCHOR GROUP NOMINAL $1'1tENG1H, SHEAR SJ&LVs f>•'V•*ava 7.0f K CONCRETE Ve ,c'Vc"awe 7.45 K DUCTJLE S1EEL ANCHOR YM y Sl'EE1. S7REIIG7H GO\IEJIIIIIS YM N COHSBW~ NO SUPPL ltl!INF, , COND 8, YIN y FACTORED SHEAR S11tB11G1H, GROUP f>V .,,,,., NcJ 7.0, K !OK! STRENGTH DESIGN INTERACTION SUMMARY DD.7 017.8 KN a• (NUIFNn)<=1.0 0.00 ii 00.7.1 017.8.1 KV n• (VIIIFVnl<"1.o 0.11 ¢:::i 00.7.2 017.8.2 (KN!'°+(KV).,,1 R07 R17.8 DUCTILE STEB. TO GOVERN PER ANCHOR GROUP (1112 1) NOMINAL SHEAR STRENGTH, STEEL vs 11.16 K NOMINAL SHEAR STRENGTH, CONCRETE vc 11.21 K SHEAR DEMAND V 1.01 K NOMINAL TENSILE STRENGTH STEEL TSU 42.11 K D0.3.3.•Ua1 0 17.2.3.4.381 CONCRETE. BREAKOUT TCU1 16.10 K CONCRETE. PUU.OUT TCU2 12.89 K CONCRETE, MIN TCU 12.81 K TENSILE DEMAND T 0.00 K UTIUZADII --HR:TO.cAPACITY B6ll!2l1 SHEAR, STEEL kYa V/VS 0.015 SHEAR, CONCRETE kvc VNC 0.072 OMEGA:a1.0 TENSION. STEEL Ids TITS 0.000 TENSION, CONCRETE be T/TC 0.000 OMEGA.,1.0 OR0.3.3.4.3 OR17.2.3.4.3 TOTAL, STEEL KS IM+ktll 0.085 ~<=40% TOTAL, CONCRETE KC IM:+klc 0.072 BASEPLATE HOLE. TOP NUT, AND WASHER RECOMMENDED HOlE DIAMETER: dh 11311t IN RECOMMENDED TOP WASHER~ 111w 3 IN AISC 14TH AISC 14TH RECOMMENDED TOP WASHER THICKNESS dlw 318 IN T8L 1 .. 2 T8L 1 .. 2 I 11 S. Gordin Strudural Design & Eng--,ing Servlcea (SGE) -.lgeCOrlSUlting.com Ortho O!ganizers -Top Slab -FCD4.8.lllsm Tel. (949) 552-6244 3/3/2017 PAD&SOIL DESIGN DATA HORIZONTAL TANK YIN COMMON FOOTING YIN N WIDTH: SHORTER DIMENSION I QR ALONG XX I QR ALONG LQNG(T EQR HQRIZ TANK N LENGTH: LONGER DIMENSION AND I OR ALONG VY W<=L DOES NOT MATTER FOR HORIZ TANK FOUNDATION FOOTING WIDTH BF FT 8.87 rvcrrE ·. PA-0 LENGTH LF FT 10.17 THICKNESS TF IN 6 -r ~ ic-1'1€ .S S' II~ e.,UJ PEDESTAL OIA.E, TC/ SLOPE WIDTH BP FT 0 LENGTH LP FT 0 ,, ' MttJ lGNSEtll THICKNESS OR HEIGHT TP IN 0 REFER TO EQUIPMENT ANALYSIS SEISMIC WIND LATERAL FORCES ALONG XX (SHORT SIDE OR LONGIT DIR) K vx 3.10 0.8,4 VY (LONG SIDE OR TRANS\/. DIR) K VY 3.10 0.84 MOMENT AT TOP OF PEDESTAL XX (SHORT SIDE OR LONGIT DIR) FT-K MY 16.30 4.4~ VY (LONG SIDE OR TRANSV. DIR) FT-K MX 16.30 4.43 VERTICAL SEISMIC« WIND FORCE K vz 2.07 0.00 WEIGHT, PAO+PEOESTAL K WF 6.39 WEIGHT I EMPTY K WE 9.10 9.10 FULL K WO 18.85 18.85 OK CG ELEVATION ABOVE PEDESTAL FT HCG 5.25 MAX COMPR FORCE LEG LRFD K C s.n ANCHOR CIRCLE DIAMETER FT DA 10.58 EQUIVALENT OR ACTUAL DIMENSIONS FOOTPRINT OR BASEPLATE I WIDTH BO IN 89.86 LENGTH LO IN 89.86 LEG BASEPLATE SQUARE SIDE BBP IN 4.00 SHORT-TERM LOAD FACTOR KST 1.33 THICKNESS OF SOIL IMPROVEMENT LAYERS BASE/GRAVEL.JCRUSHED STONE IN TB 6 RECOMPACTED SOIL IN TS 6 TOTAL IN vs 12 ADDIT10NAL FORCES VERTICAL K PA K VXA 0 K VVA 0 FT-K MXA 0 FT-K MYA 0 SOIL DESIGN DATA DESIGN SOIL LA YER. JUST BELOW: 1 PAD (ON STRUCTURAL Fill) @ STRUCTURAL FILL (ON IMPROVED SOIL) 3 IMPROVED SOIL TURB I ) NOMINAL ALLOWABLE © PPA PSF 1.500 OK s TBL 1806.2-5 SOIL PRESSURES, @ PBA PSF 1,500 OK s TBL 1806.2-4 AT LAYER @ PSA PSF 1.500 OK s TBL 1806.2-5 DESIGN PRESSURE TOLERANCE 5% \ l. ?SUMMARY OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 0.145 I I I I I I I I I I I I I I I I I S. Gordin Strudural Design & Engi,-tng SeNicn (SGE) -.llgeCOnllUting.com Tel. (949) 552-5244 PAD&SOIL FOUNDATION PAD ANALYSIS: SOIL PRESSURE DESCRIPTION NAME UNns FORMULA CG ELEVATION A8CNE. PAD H FT HCG+TP SHORT-TERM LATERAL FORCE w K SHORT-TERM VERTICAL FORCE PS K ASSUMED FORCE DIRECTION ANGLE ALPHA OEG LATERAL FORCE ALONG XX vx K W-COS(ALPHA) LATERAL FORCE ALONG VY VY K VO"SIN(ALPHA) GRAVITY FORCE p K ECCENTRICfTY ALONG XX EX IN ECCENTRICITY ALONG VY EV IN MOMENT ABOUT XX MX FT·K vv-H+KD°P°EY MOMENT ABOUT VY MY FT-K VX'TP+KD°P°EX CONCRETE FOOTING DATA NIDTH (SHORTER DIM, artdlot ALONG XX) BF FT LENGTH (LONGER DIM, ALONG VY) LF FT THICKNESS TF IN WEIGHT OF THE FOOTING PAD WPD BPLP(TFl12ro.145 PEDESTAL WP BPoLPo(TP/12ro.145 Wf K !21&. fORCES A IQIL.PAD !llll!fACI; WID ~TIONS ig llHll.iin PO K PM+PA+Wf+PS wx K VMX+VAX WY K VIIV+VAY ROTATION ABOUT XX MOX FT-K ~+MAX ROTATION ABOUT VY MOY FT-K MMY+MAY TOTAL ECC. ALONG VY EOY FT MOXIPO TOTAL ECC. ALONG XX EOX FT MOY/PO CONTACT LENGTH ALONG X zx FT 3-SF-(0.S.COXIBF) CASE CONTACT LENGTH ALONG Y Z'( FT 3"LP(0.5-EOYILF) CASE CASE A· fULL CONTACT WIJH SQIL CONCENTRIC GRAVJTY PRESSURE PSG PSF POl(treF) ROTATION ABOUT XX PS11Y PSF PSG11 + (8"EOYILF)J PS12Y PSF PSG11 -(6•EOYILF)) ROTATION ABOUT VY PS11X PSF PSG•(1 + (IS"EOXIBF)) PS12X PSF PSG"[1 -(e-EOX8')) CY§ I• CONTACT WITH IQII, Qll,I ALONG ~ LENGTH; ROTATION ABOUT XX PS21X PSF 2•POf(ZX•Lf) ROTATION ABOUT VY PS21Y PSF 2"PO/(ZrBF) EXTREME ~gueg, !;10NSERV. MAXIMUM PSLMAX PSF MINIMUM PSl.MIN PSF r; Ortho Organizers-Top Sl8b-FC04.8.Jdsm 3'312()17 DEAD LATERAL FORCE NOTES & REF. TO LOAD ALONG 2012 IBC-2013 CBC ONLY X y 5.25 5.25 5.25 3.10 3.10 0.00 2.07 2.07 o.oo 0.00 I0.00 0.00 3.10 0.00 0.00 3.10 11.15 11.85 11.15 0.00 0.00 0.00 4.00 4.00 4.oa 6.28 6.97 23.27 0.00 16.30 0.00 8.87 8.17 8.87 10.17 10.17 10.17 8.00 1.00 a.oo 6.39 6.39 6.39 0.00 0.00 0.00 8.39 6.39 8.39 ()I( OK 25.24 27.31 27.31 0.00 3.10 0.00 0.00 0.00 3.10 8.28 8.97 24.82 0.00 17.85 0.00 0.25 0.26 0.91 0.00 0.65 0.00 8.87 8.67 8.87 A A A 10.17 10.17 10.17 A A A 286 310 310 328 358 478 244 263 144 211 4IO 310 211 170 310 0 0 0 0 0 321 450 476 2841 170 144 s. Gordin strudurat Design & Eng!Mering SeMces (SGE) -.ageconautling.com Tel. (949) 552-5244 PAO&SOIL FOUNDATION PAD ANALYSIS: SOIL PRESSURE (CONT) DESCRIPTION PAD CONTACT LENGTH PAD CONTACT WIDTH EFFECTIVE AREA, JUST BELOW EFF AREA SECTION MODULI, JUST BELOW ADDL MOMENTS MAX SOIL PRESSURES, D+LAT, UNO, JUST BELOW ORTHO LOADING, D+LAT, JUST BELOW ILLUSTRATION HERE DESIGN SOIL LAYER, JUST BELOW: 1 PAO (ON STRUCTURAL FILL) @ STRUCTURAL FILL (ON IMPROVED SOIL) 3 IMPROVED SOIL N N D © @ @ © @ @ © @ @ © @ @ @(DONLY) © @ @ NAME UNITS ZP BP AP AB AS SP SB ss M1 M2 M3 pp PB PS PSD pp PB PS FT FT FT-K FT-K FT-K PSF PSF PSF PSF PSF PSF PSF FORMULA Z'B(Z'L) (ZP+TB)'(BP+TB) (ZP+vsr(BP+YS) Zf>3'BP/6 (ZP+ TB),.(BP+ TB)/6 (ZP+YSr(BP+YS)/6 PSLMAX PSG'(AP/AB)+(PS1-PSG)'(SP1SB) PSG'(AP/AS)+(PS1-PSG)'(SP1SS) PSG'(AP/AS)+(PS1-PSG)'(SP1SS) ! 100%(MAX PLAT)+30% (MIN PLAT) +100%(PD) \4 Ortho Organizers· Top Slab· FC04.8.xlsm 3l3/2017 LATERAL FORCE ALONG X y 8.67 8.67 10.17 10.17 88 88 98 98 108 108 127 1<49 150 174 17<4 201 0 0 2 2 3 3 -450 476 460 <484 477 <498 2681 268 512 S12 525 S25 5<46 5<46 ? OK OK OK OK OK OK OK NOTES & REF. TO 2012 IBC-2013 CBC CONSERV. 2:1 PRESSURE DISTRIBUTION s KST'PA sKST'PA SKST'PA SPA s KST1'PA s KST1'PA s KST1'PA I I I I I I I I I I I I I I I I I S. Gordin Structural Design & Engineefing SeMC8I (SGE) -.sgeconeulting.com Tel. (949) 552-5244 PAD&SOIL FOUNDATION PAD ANALYSIS: OVERTURNING & SLIDING Ortho Organizers-Top Slab· FC04.8.ldlm 31312017 SEISMIC SFa:1.1 (0.9D+0.7E) WiE &,T. LQ~l2 CQY0 16!;. §ECTIOt:l l!m,3 l, eEB ~I; §l;l§M~ QEa!Qt:I m.llil;LlffE§ Wind SFw:1.87 (0.8D+0.8W) USE IBC lffl.3, 1 CQMMENTARY OVERTURNING SEISMIC SF AGAINST OVERTURNI\IG SFOT 1.10 I FUllWEJGHT WO K 18.9 18.9 18.9 FOOTING WEIGHT WF K 6.4 6.4 6.4 TOTAL WEIGHT wos K 25.2 25.2 25.2 RESISTING MOMENT MR FT-K wo.•(BF/2.£i) 109 100 100 LATERAL FORCE V 0.00 3.10 3.10 VERTICAL FORCE vz. 0.00 2.07 2.07 OVERTURNING MOMENT MOT M+v-TF+VZ-Bl2 0 21 ss MRIMOT<SFOT NIA 3.5 2.8 OK OK OK WIHD SF AGAINST OVERTURNING SFOT 1.17 EMPTY WEIGHT WE K 9.1 9.1 9.1 FOOTING WEIGHT WF K 8.4 8.4 8.4 TOTAL WEIGHT W<1N K WOW"(BF/2-El) 15.5 15.5 15.5 RESISTING MOMENT MR FT-K 17 17 17 LATERAL FORCE V 0.00 0.84 0.84 M+v-TF OVERTURNING MOMENT 4 s s MRIMOT<SFOT 15.2 13.I 13.8 OK OK OK SLIDING ON SPECIFIED IMPROVED SOIL (LA TERA LL Y FIXED SUPPORTS) CHECK JUST BELOW PAD, ON COMPACTED STRUCTURAL ALL SF AGAINST SLIDING SFS 1.10 LATERAL FORCE (ASO) V K 3.10 TOTAL DEAD LOAD w K 25.24 EMPTY FOR WIND TOTAL, COMPR (D-STvert) co K 23.2 COEFF. OF FRICTION MU 0.25 OK LATERAL RESISTANCE RL PSF 0 OK s TBL 1808.2-3 =TBL 1808.2-5 SLAB PRESENT TO RESIST? N RS1 K Mlr'CO 5.8 RS2 K RL•AC<=0.5-W 0.0 RS K u SF RSN 1.17 OK NAVFAC DM7.02 RL " COHESION 250 PSF MIN -SOFT COHESIVE SOIL MU " COEFF OF FRICTION 0.3 MIN· FINE SANDY SILT, NON-PLASTIC SILT 15 s. Go,d!n SINdlnl Oeeign & ~ 5'IWIII (SGE) 153.51 NonMndie .... __ lrwleCAll2804 TII. (M) 552-5244 CONCRETE PAD DESIGN U.YERS OF REIIARS, Nr • TIIICKNESS OF FTMOISu.8 TT• llpeclllg •••• lnchn Aa,mln • 111Nr1"0,D014"e "TT• LE•LF/2 • LPf2+EYc BE•IIF/2 • BP/2>£X• 0.-• GROSS. A80UT yy xx MAX SOIL PRESSURE p loil 1 • 111N SOIL PRESSURE p 1oi1 2• SOIL PRESSUla: AT FTNG CL p 1Gi1 3a 4IO 47& 170 144 za m FOOT1HG IHEAR TOTAL ONE·WAY SHEAR V • FR"(p IOll.lll)"BF"LE • TOTAL OtE.WAY SHEAR V • F'R"(p IOll,nQ"LF"BE • ONE-wAY SHEAR CN>. Ye• Fl'l2'fl'cl"' '9F •di• EQUIV IIASEPI..' TE SIZE llllpl • fWO.WAY SHEAR AREA A• 4"1ti11Pt+drd • MAX COMPfl FORCE (FACTORED) C-• TWO-WAY SHEAR CN>N;Jn • Ai,4'(fc)"' •Al• CONCRETE DESIGN DATA MOMENlS O NET SOil PftESSURES EQUIV WEIGHTED LCW> FACTOR FR Mc• FR"tl"(P 90il1)+(p IOII 3,W-fOIMd Cl.EAR TO BARS ,: TO "TOP"BAR Cl ,: d• (TF-c) d SHEAR Fl.EXURE Pl..'IN BETA.1 CONCRETE 1,' REINFORCEMENT ,. ...,._ yy xx A,.bydnlgn• .... .... IICl,lnlll A,. min 1 • 0.10 D.10 eq.inlft. A,.l'lln2• D.ot O.Dleq.inlft. A.min 3 • (413)Aadel• I.Of 0.111 eq.inlft. A.Min• 0.10 0.10 eq.inlft. "--· u, D,JIIQ,in/11. CONCRETE RUPTURE & CRACKING ANALYSIS MODULUS OF RUPTVRE RM SCP MR MAX. FACTORED MOMENT MU EDGE DIST FROM ANCHOR OR PEDESTAL: LE EFAoCTIVE WIOTH, AT EDGE: BEFF EFFECTIVE SECTION MODULUS: SCN FACTORED NEG MOMENT (FUU WIDTH) Mn ¢·Mr CONCRETE & REBAR 1.00 IN 12 0.1D 1.17 FT O.H FT U7 FT NET.ABOUT yy xx 371 •N PSF t7 71 PSF 1H 111 PSF 7 KIPS ) KIPS 11 KIPS ID IN t\1AI 121 SQ. IN 7 KIPS U4 ICIPS ROTATION AXIS yy xx 1.29 O.Q 0.11 FT•Kin IN u, IN U5 IN 0.75 0.9 o.eo~ 0.85 2.SOO PSI I0,000 WITI11N~ OK PSI l'OSfTNE • BTTIII REIIARS NEGATIVE· TOP AEBARS 72 IN'IFT ua FT-K'FT 1 FT-K.'FT USFT UOFT )12 111' FT-I< t FT-K 16 Or1ho erv--. · Top Sltlb • FCOUJdsm 3/M017 GEOMETRY OK FOOTIMG OR PAD WIDTH (Al.ONG XX) BF U7 FT LENGTH (Al.ONG YY) LF 10.17 FT l'EDUTAL, FOOTPAINT, DR IIAIIEl'u.TE. EFFl!CTM OR ACTUAL WIDTH (ALONG XX) LENGTH (ALONG YY) NET SOI~ PRESSUf!E· LESS THE WEIGtiT 0Fll1E PAO OK A.· b C t BP 7.41 FT LP 7.41 FT ~IECTIOH LONGIT TRANSV LONGIT TRANSV 6"(fcl"' 1'TF116 ;,•5ep•RM CT 6 7 e 7 ~n • G,IN As, IN' 4 11 0.14 > t.10 4 ,. 0.14 > 0.10 4 11 0.14 > 0.10 4 ,, 0.14 > 0.10 ACI 224R o 22 • CONSERVATIVELY CONSERV CONSERV OK OK OK - I I I I I I I I I I I I I I I I IF~O. BF/2-BPl2.LF/2--0.71·DM) IF(o,t,.O. LF.MIH(4'0E,BF)) 8EF1'"TF1AI 8F"ILEl'l2'Fll(O. t45"TF-PSLMIN) ¢"SCN • RM *Mll.#OCMaaHO ~ I I I I I I I I I I I I I I Fo fl,-C,E,~ . f)LT ~ 4-Wtl, o 1.. l t11 r A-o :: ~~~ Structural Design & t--+--+-+---+---s Engineering Services, Inc. :Al Tel. (877) 477·4SGE P.!/11 Fax. (877) 362-5767 ~ www.sgeconsulting.com J Pl iMIL j, PL (NJ PAV ~ Ev1A~'\.. l ~. isl<- Engineer_ Chk'd by __ Job No.------ Date ______ _ ,., \. ,o .n' · ill,,}-;l.o,s4-l l\,12.S-(Mi))X1v,l1)( .8',63)X p.1"15 ~ L . :. lo.~,~~ )(\(I. 11 x r .f~) A-o.14f \u.'i6 \L -- m Structural Design & Engineering Services, Inc. I Tel. (877) 477-4SGE ~'11J Fax . ..{877) 362-5_767 ~~ www.sgeconsulting.com Engineer __ Chk'd by __ Job No. _____ _ Date ______ _ ::) F1L<0tivn l4 :. 0.3 't 5 MSc.U1 £ D l.e~St liv.+it\/f ~y -~.l"Jk:.. ) )'; I. lu OL - WO 5 L,t. Ot:.AI~ s.F :. 7.v OK- I I I I I I I I I I I I S. GORDIN STRUCTURAL DESIGN & ENGINEERING SERVICES I Inc. (SGE) connect@sgeconsulting.com sgeconsulting.com I (949) 552-5244 STRUCTURAL CALCULATIONS Project: Installation of a 5,500-Liter LIN Tank Location: Ortho Organizers, 1822 Aston Ave Carlsbad, CA 92008 Client: WestAir Gases & Equipment, Inc. Code: 2016 CBC SGE Job No. 517.022.494 t1arch 8 , 20/1 March 2017 Project: Location: SGE No.: Table of Contents Structural Calculations Ortho Organizers 1822 Aston Ave Carlsbad, CA 92008 517.022.494 Project and Site Location Information ....................................................................... 1 Equipment Data . . . . . . .......... ............ .......... ...... ........... ................. .... .... ...... ............ ...... 4 Tank: 5,500-Liter LIN ............................................................................................... . Forces & Loads................................................................................................ 5 Anchorage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Equipment Pad Design .................................................................................... 12 § -Referenced page number of structural calculations