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2650 Gateway Rd; ; CBC2017-0559; Permit
Print Date: 08/22/2019 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2650 Gateway Rd BLDG-Commercial 2132622000 $60,000.00 Commercial Permit Work Class: Tenant Improvement Lot#: Reference#: Construction Type Bathrooms: Orig. Plan Check#: Plan Check #: Description: CVS: INSTALL HIGH PILE STORAGE Applicant: RICH SOTELO 9560 Candida St Owner: BOOS DEVELOPMENT San Diego, CA 92126-4540 858-873-8999 x233 701 Parkcenter Dr, 110 Santa Ana, CA 92705-3541 714-953-0004 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRE High Piled Storage MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $ 1,623.31 Total Payments To Date : $ 1,623.31 Ccityof Carlsbad Permit No: CBC2017-0559 Status: Applied: Issued: Permit Fina led: Inspector: Final Inspection: Closed -Expired 10/26/2017 08/24/2018 AMOUNT $450.30 $315.21 $60.00 $733.00 $45.00 $3.00 $16.80 Balance Due: $0.00 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 imp~sition. 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. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov mtE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: □PLANNING □ENGINEERING □BUILDING □FIRE OHEALTtt OHAZMATIAPCD {'city of Building Pea 111it Application Plan Check No. CAr. 2.017 -()!£ 1 1635 Faraday Ave., Cartsbad, CA 92008 Est. Value If.. /n(\ .arn rrr1 Carl~liil~ a,,,19 ,J1a ✓ Ph: 76D-602-2719 Fax: 760-602-8558 Plan Ck. l)e,poslt email: bu~ding@car1sbadca.gov www.carlsbadca.gov Date If\ /3-./() I /'7 ISWPPP JOB ADDRESS ' SUITEf/SPACH/UNmt IAPN 213 · -awe PAl:8MAR RQ & El: ftlER'I'! S'l'REE+ -262 -06 - CT/PROJECT f. I L(lT f IPHl"S:f/ t // OF UNllS I fl BFOROOMS fl B>\lHRO(.'IVS l"'""""''";;;~ARAMCY r=;~B-,~~;; OESCRIP110N OF WORK: _,... Squant Feet ol AffKtN AIN(a) Racking permit for new CVS Pharmacy. CVS Pharmacy under building plan check #CBC2017-0378. Pall is e /\_q .b('.),t_ ~ Vct!uz-~4t1od, oo ElOS1111GU9E IPROPOS£DUSE I GARAG~ (Sf) PATI°: (SF) I DECKS. (SF) AREPL.ACE 1 I AtR CONDITIONING I I ARE SPRINKLERS N/A RETAIL YES[}<. Ne@ YEs□No □ YES□No□ -..CANTIIAME RICH SOTELO PROPBnY OWNER IIAME BRIAN CHARLES (BOOS) 3-WAY·.&PEIMU ADDRESS ADDRESS 9560 CANDIDA STREET 701 PARKCENTER DR. SUITE 110 CITY STATE ZIP CITY STATE ZIP SAN DIEGO CA 92126 SANTAANA CA 92705 PHONE I"" PHONE r"' 858-573-8999 858-573-8998 714-953-0004 ------~----· ----··-EMAIL EMAIL rsotelo lyonswarren.com bcharles@boosdevelopment.com DESIGN PROFESSIONAL TRACY LINDQUIST CONTRACTOR BUS. NAM£ /tt::) &~v1..t ,.c.I ADDRESS ADDRESS f3... w: l/eJ ,..,;;J C,f-. q Cf) 7 J ~ 9560 CANDIDA STREET 7"2.,7"" CITY STATE ZIP CITY 5 I 'J ,.,,--,,,, L., [-1-./..,(, STAT£ ZIP SAN DIEGO CA 92126 Cr> Cl-~~ -f" PIIONC r'" r110Nc lrAX 858-573-8999 858-573-8998 s-&, 'l-/ 'T '2-(,, ~ 7' :r~ .. c.. EMAIL EMAIL tlindauist®lvonswarren.com l'"TELICC-30256 STATE LIC.# !CLASS I CITY BUS. LIC.# ?-Li~ 3'1 't f3 .. (Sec. 7031.5 Bu51ness and Professions Code: Any City or County which requrres a penn,t to construct, alter, improve, demolish or repair any structure, pnor to 1ts 1SSUance, also requrres the applicant for such permit to file a sil!ned statement that he is ooensed pursuant to the provisions of the Contractor's License law {Chapter 9, commending wtth Section 7000 of Division 3 of the :Business and Professions Code} or That 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 c:M! ftt"'Mttl' C1f not m«e tt,:m ~ hu~ MU~ {$h00J). • ----~ •-~~~;: -• •-~ ~--• -•-••r•••,"",,•"''-• •,'-••~ •,-;,•• •,-c,• ,-• '.,-••-;-~•••• • • •-• • • • • -• • "':, s.•~ WORKERl', COl\l:PENS.ATrolll -.. --. Wortcan' Compensation Dedar.dlon: I hef8by a/lilm Uflder penalty of perjury ooe of the following dedarations: 0 I have and wBI maintm I certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ~ wW mainbdn worms• coma,enutian, as required by Section 3700 of the Labor Code, ful lhe perfoonance of the wo,t for which this permit is issued. Mywoiters' compensaliofl insuratre caner aid poficy oumberare:losuranceCo rfl.J4-q1e-:f-&A-'L_ .. ... PolcyNo. r6;;;.Z..."ll'f/.'{t,j,, 7D1'1 Exp;.-Date .10/I/JY ... lb:!..,.sec:tion need not be c.cmple1ed if lhe permit .is for one hundred dollars ($1-00) or less. LJ CerUftclte ot Eumption: I certify that in the performance of the work for which 1hit. permit is issued, l shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Callfomla. WARNING: Failure to seeureWOltttn' ca1.pa.1salo.1 ~ ts untawlul, and shall subjed: an emptoyeJ to crtminal penaltin and crvn tines up to one t.undnld thCJUsand dollars {&108,000), in addition to the cost of con.pensation, daman,,,as provided for In Section 3706 of the Labor coda, int-erest and attomey's fees. J!5 CONTRACTORSIGNATURE tf/,,,,_ '7~ ~ I hereby affiml that I am exempt lrom Conln1t1lr's License Law for the following '88SOtl.' □ I, a~ OIIMI" uftht!~ m my ~wllbllla!lf!S~thMmllf,~, d rioh \llm ;w'lrifhP-i;tflJ("11fP. is n!1fmfl'lm1fl(t ornfff!lll('lfnrsale{Sftr. 7044, R11~;nl ~ ~· TbP-~,; UoenBe Law does ool: apply to an owner of property who builds or iFApro'le£ 1hereon, and MIO does such WO!t himself or through his O'M\ employees, pFOYided lhat such improYements are not intended or offered for sale. If, however, the building or improvement is sold Wllhin one year of comptebon, the OYffler-buildef will have the burden of proving !hat Ile did not bUild or improve for the purpose of salEI). □ □ I, as owner of the property, am exdusively contracting with licensed contrectors to construct the project (Sec. 7044, Business and Professions Code: Tlle Contractor's License Law does not apply to an own8f" of property who builds Cl" improves thereon, and contracts for sud! projects ¥lith contractor(s) licensed pursuant lo the Contractor's license Law). I Rm ~und(q Sodior! _ BumeY.; and~ Gooeforttlitre!.l!:!Oh' 1. I personally plao to provide tt1e major labor sod materi84s for a,,s_ ol ttle proposed property improvement Oves O,o 2. I ("""''"""' oot) signed an application for a buldrlg -forttle proposed -- 3. I have conlraa8d wilh the following persoo (firm) to provide the proposed ainstruclion (include name address / phone / contractors' license number): 4. I pan tD provide pm1ions of the wort, but I have twred the fdlovMg person to coordinate,~ and provide the major WOOi. fmdude name I address/ phone I contractors' license number): 5. l will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): DATE -c OM PL I! ,-ii ·r 1H r tit c Y ,co l'il tcilt · N-.0111 ;n 1t-sr11iNT uu:~ "rr 111 L fl i Na Pe 1iM Ir t· o N tv -: ••-•,•-•••~•-•>=~••~••-,--~=-•-,,...••-• .. ~•~• ., -,~-~,.,._,,,~•• ••~,-..,,.•n-~•<•• ~,•. ,.,,, -s,-< --•-• "-~~•••-"' ~•,,.,.., Is the applicant or future buUding 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 Prc:.lc, fa;n::r I !.:21Jrda~ ~lCC ,~~ M? Yes ✓ No ls the applicant or Mure building occupant required to obtain a permit from the air pollution control district or air Quality management district? Yes ✓ No Is lhe facility to be construcled within 1,000 feet of lhe ooter boundary of a school site? Yes ✓ No IF ANY Of THE ANSWERS ARE YES, A FUW. CERTIACATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREIIENTS OF THE OFFICE OF aeRGENCY SEFMCES A.¥.Ji lME MR POUJrnoN COlffllOL DISTIUCT, .1"811lfrtbltl ..... 181dlhe_aod_tbltlhe--ls""""'andtbltlheilllonnallm>0111he_l$_ l_ll>_willlalCllfomana,sandSlale--ll>buildiAg- l hereby ---olthe City ol ~ loenlerupon the above rnentmed pUj)lll1y ilr inspedioo purpooes. I ALSO AGREE fO SAVE, INOEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABUJTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN NNWAY ACCRUE AGAINST SA[) CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMrT. OSHA: AA OSHA permit is n,quied ilr excavations rNOf 5'0' demoliion Cf COOSlrudion ol slruc1ures °"" 3 stDres n height EXPIRATION: E"")' pemlit -by the Building under the · · of lhis e,q,i,, by .. _, and become nu& and void ! the buiding Cf"""' auhJrized by such pemit is l>.A wtw,., K>d ,.;tt, ::::::::oc!lhe , --~--manym-lhe--:::•A•M;:z;z(;10044lhbm~C~) [.) ·· · .rt, STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fa, (760) 602-8560. Email buildinq@carlsbadca.gov or Mail the comp/eled form 1o City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, c-92008 CO#: (Olltce .... Only) CONTACT NAME ADDRESS -crrv -· --·srATE" PHONE FAX OCCUPANT NAM£ BUILDING ADDRESS 21p·· --····crrv· Carlsbad CA EMAIL OCCUPANT'S BUS. LJC. No. DEUVERY OPllONS PICK UP: CONTACT (Usted above) OCCUPANT (llited above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On eg, 1) MAIL/ FAX TO OTHER: __ . ____ _ .JIS APPLICANT'S SIGNAlURE OCCUPANT (Lisred ""°""l ASSOCIATEDCB#r------------ NO CHANGE IN USE/ NO CONS11IUCTION CHANGEOFUSE/NOCONSTRUCTION DATE ·--·iiP· PERMIT INSPECTION HISTORY REPORT (CBC2017-0559) Permit Type: BLDG-Commercial Application Date: 10/26/2017 Owner: BOOS DEVELOPMENT Work Class: Tenant Improvement. Issue Date: 08/24/2018 Subdivision: Status: Closed -Expired Expiration Date: 07/30/2019 Address: 2650 Gateway Rd Carlsbad, CA 92009 IVR Number: 7272 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 01/31/2019 01/31/2019 BLDG-14 082743-2019 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLOG-Building Deficiency As noted on card Yes August 22, 2019 Page 1 of 1 December 17, 2018 RICH SOTELO 9560 CANDIDA ST SAN DIEGO, CA 92126-4540 RE: BUILDING PERMIT EXPIRATION PERMIT TYPE: BLDG-Commercial, Tenant Improvement {cityof Carlsbad PERMIT NUMBER: CBC2017-0559 ISSUE DATE: 08/24/2018 ADDRESS: 2650 Gateway Rd carlsbad, Ca 92009 Our records indicate that your building permit will expire by limitation of time on 02/20/2019. 18.04.030 Section 105.5 amended -Expiration: Every permit issued by the Building Official under the proV1s1ons of this code shall expire by limitation and beoome null and void if the building or woric authorized by such permit is not commenced within 180 calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any lime after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit. Work shaH be presumed ID have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within 180 calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exCBeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any permittee holding an unexpired permit may apply for an extension of lime within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letter to us. D Project abandoned. A new permit will be obtained prior to commencing work. D Permit 180 day extension request, with written explanation including phone number and email address. Request Will not be considered without explanation D Renewal permit reques!Ed. If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any questions, please contact !he Building Inspeclion Division at 760-602-2700. Community & Economic Development Building Division] 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 / 760-602-8560 f I www.carlsbadca.gov ' DATE: 11/6/2017 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2017-0559 PROJECT ADDRESS: 2650 Gateway ✓• EsG1I A Si\FEbu1lt Company SET: I PROJECT NAME: Storage Racks & Shelving for CVS #10743 □ APPLICANT ~RIS [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 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 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: [8J EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted~_,_____ Telephone#: (by~f' Email: Fax We';son Date contacted: Mail Telephone [8J REMARKS: Fire Department approval is required. By: David Yao EsGil 0 GA O EJ O MB O PC Enclosures: 10/30 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • City of Carlsbad CBC2017-0559 11/6/2017 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2650 Gateway BUILDING OCCUPANCY: BUILDING PORTION racks . Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Type of Review: D Repetitive Fee ~ Repeats Comments: cb AREA Valuation ( Sq. Ft.) Multiplier By Ordinance Complete Review D Other D Hourly EsGil Fee PLAN CHECK#.: CBC2017-0559 DATE: 11/6/2017 Reg. VALUE ($) Mod. per city 60,000 60,000 $445.401 $2ss.511 D Structural Only 1-------il Hr. @ • $253.BBI Sheet 1 of 1 I SPECJAL PRODUCTS TANK SUPPORTS MACHINERY RACK BLDGS SHEDS MEZZANINES FOOTINGS ~~ INC ---':..)_ ~ -MATERIAL HANDLING ENGINEERING CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORM PICK MODULES ROOF VERIFICATION 1130 E. CYPRESS STREET es, 19e~ STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVJCES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING LICENSED IN ALL 50 STATES LIGHT DUTY STORAGE FIXTURES FOR CVS #10743 Palomar Road & El Fuerte Carlsbad, CA 92010 JOB #:17-1998 SALE. FATEEN, P.E. 9/26/2017 Expires _____ _ COVINA CA 91724 SHELVJNG METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECJALS PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES TEL: 909-869-0989 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 LIGHT DUTY STORAGE FIXTURES ANALYSIS PROJECT SCOPE: PROJECT CVS#l0743 FOR UNIWEB SYSTEMS SHEET NO. 2 CALCULATED BY TC DATE 9/26/2017 PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE FIXTURES TO CONFORM TO THE REGULATIONS SET BY THE 2016 CBC NOTE THAT THE ANALYSIS HAS BEEN PREFORMED FOR THE MOST CRITICAL CONFIGURATION WITH THE MAXIMUM LOAD. ALL OTHER CONFIGURATIONS ARE OK BY INSPECTION SINCE ALL COMPONENTS ARE IDENTICAL AND ONLY LOAD CHANGES. ALL UNITS ARE UNDER 8FT IN HEIGHT. PARAMETERS: , THE LIGHT DUTY STORAGE FIXTURES IN THIS PROJECT CONSISTS OF GONDOLA TYPE COMPONENTS . .•✓-•"'•'THE STABILITY OF THE UNITS DEPENDS ON THE CANTILEVER FRAMES IN THE TRANSVERSE DIRECTION AND UNIWEB 24GA METAL PANELS IN THE LONGITUDINAL DIRECTION. LATERAL FORCE FORMULA: SPECIFICATIONS: -MAIN STEEL -ANCHOR -SLAB -SOIL GENEARAL CONFIGURATION: .. ~ V = Cs* W WHERE Cs= S0s/(R/I) = [(2/3) * Fa * Ss * I/R] * W Fy = 50,000 PSI 3/8"(/J x 2-1/8" MIN. EMBED. POWERS WEDGE SCREW ANCHOR (ICC-ESR 2526) 4" x 2,500 PSI 1,000 PSF -- SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT CVS #10743 FOR UNIWEB SYSTEMS SHEET NO. 3 CALCULATED BY TC DATE 9/26/2017 lOADS & SEISMIC DISTRIBUTION -SINGLE SIDED ANALYZED PER THE 2016 CBC V = [ (2/3)*Fa*Ss*I/R] • [wLL/l.5+wDL] Fa= 1.09 Ss = 1.04 Sos= 2/3*Sms = 0.76 I= 1.0 R = 3.0 PANEL HEIGHT= 84 IN PANEL WIDTH = 48 IN PANEL AREA= 28 FT'2 wDL = 100 LB wLL = 25 P5F = 700 LB STATIC LOADS: <=== ONE SIDE PER SECTION 1607.14, A MINIMUM OF 5 PSF APPLIED PERPENDICULAR TO THE PANEL BE IMPOSED. V = 5 PSF*PANEL AREA = 140 LB SEISMIC LOADS: V = [ S081/R] * [wLL/1.5+wDL] = [ 0. 76* 1/3 ] • [ 700 LB/1.5+ 100 LB ] = 144 LB <== GOVERNS Movt = 6,029 IN-LB Mrst = 6,800 IN-LB OVERTURNING ANALYSIS CHECK ASD LOAD COMBINATION: 0.6D + 0.7E d = 24.0 IN (24" critical depth for single-sided) Puplift = (0.7Movt-0.6Mrst) / d = [4221-4080] IN-LB/ 24 IN = 6 LB <--UPLIFT ALLOWABLE TENSION = 370 LB ALLOWABLE SHEAR= 540 LB # OF ANCHORS/BRACKET= 1 # OF ANCHORS/BAY= 4 INTERACTION EON.: [Ps/Pt] + [Vs/Vt] s 1.2 (6 LB/(740 LB)]+ [100 LB/(2160 LB)]= 0.05 "tr----.... ---- < 1.2 THEREFORE OK ANCHORS ARE 3/8"!1l x 2-1/8" MIN. EMBED. POWERS WEDGE SCREW ANCHOR (ICC-ESR 2526) V(total) SEIZMIC INC, MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E CYPRESS STREET COVINA CA 91724 PROJECT CVS #10743 FOR UNIWEB SYSTEMS SHEET NO. 4 CALCULATED BY TC DATE 9/26/2017 LOADS & SEISMIC DISTRIBUTION · DOUBLE SIDED ANALYZED PER THE 2016 CBC V = [ (2/3)*Fa*Ss*I/R] * [wLL/1.S+wDL] Fa= 1.09 Ss = 1.04 Sos = 2/3•Sms = 0.76 I= 1.0 R = 3.0 wDL = 150 LB wLL = 50 PSF = 1,400 LB STATIC LOADS: <=== TWO SIDES PANEL HEIGHT= 84 IN PANEL WIDTH= 48 IN PANEL AREA= 28 FTA2 PER SECTION 1607.14, A MINIMUM OF 5 PSF APPLIED PERPENDICULAR TO THE PANEL BE IMPOSED. V = 5 PSF*PANELAREA = 140 LB SEISMIC LOADS: V = [ S051/R] • [wLL/1.5+wDL] = [ 0.76*1/3] * [ 1400 LB/l.5+150 LB] = 274 LB <== GOVERNS Movt = 11,527 IN-LB Mrst = 26,000 IN-LB OVERTURNING ANALYSIS CHECK ASD LOAD COMBINATION: 0.6D + 0.7E d = 48.0 IN (48" critical depth for double-sided) Puplift = (0.7Movt -0.6Mrst) / d = [8069 -15600] IN-LB/ 48 IN = -157 LB <--NEGATIVE VALUE THEREFORE NO UPLIFT OCCURS ALLOWABLE TENSION = 370 LB ALLOWABLE SHEAR= 540 LB # OF ANCHORS/BRACKET= 1 # OF ANCHORS/BAY= 4 INTERACTION EON.: [Ps/Pt] + [Vs/Vt] S 1.2 ., ' . [0 LB/(740 LBJ]+ [192 LB/(2160 LBJ]= 0.09 < 1.2 THEREFORE OK ANCHORS ARE 3/8"11) x 2-1/8" MIN. EMBED. POWERS WEDGE SCREW ANCHOR (ICC-ESR 2526) - V(total) CVS Pharmacv #10743 Madix Gondolas, Racks and Light Dutv Shelving Location: SEC Palomar Airport Road & El Fuerte Street Carlsbad, CA Prepared For: Madix Store Fixtures Tyrell, TX Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30745 Pacific Coast Highway Malibu, CA 90265 (310) 589-1781 Peter S. Higgins, S.E. Job Number 12478 September 26, 2017 This Document and the design it contains is copyright by Peter S. Higgins and Associat . It is provided as an instrument of service, and shall not be reproduced in any fashion w· the written pennission of Peter S. Higgins and Associates. Notice to Building Departments If this calculation is submitted for building pennit approval, it shall contain calculations as listed in the table of contents on the next page(s), and shalI be by all drawings listed in Section l. All documents shall bear appropriate seals a in ink of a contrasting color with the same Job Number Reference. The calcula · signed across this block. REPRODUCTIONS OF SIGNED COPIES ARE INV I C6c2017 -055't f PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 20 i 7 Table of Contents Job No. 12478 Sheet ii I Reference Data .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. 1 1.1 Scope of Work and Codes .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . 1 1.2 Scope of Review . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 1.3 Design Methods .. . .. .. .. .. .. . .. .. . .. .. .. .. .. .. .. .. .. .. .. . . . .. .... .. . . . . . . .. . .. . .. . .. . . .. .. .. . .. .. . . . 1 1.4 Drawings .............................................................................................. 2 1.4.1 By Peter S. Higgins and Associates ...................................................... 2 1.4.2 By Others ...................................................................................... 2 1.5 Loads .................................................................................................. 2 1.5.1 Vertical (Dead plus Live) .................................................................. 2 1.5.1.1 Sales Area Gondolas ................................................................. 2 1.5.1.2 "HD" Stockroom Racks ............................................................. 2 1.5.1.3 "OS" Stockroom Shelving .......................................................... 3 1.5.2 Seismic ......................................................................................... 3 1.5.2.1 General ................................................................................. 3 1.5.2.2 Sales Area .............................................................................. 3 1.5.2.3 Stockroom Area ...................................................................... 3 2 Stability and Anchorage per !BC ........................................................................ 4 2.1 Basic Stability Considerations .................................................................... 4 2.2 Gondolas .............................................................................................. 4 2.2.1 Single Sided ................................................................................... 4 2.2.2 Double Sided ................................................................................. 4 2.3 Racks .................................................................................................. 4 2 .4 Shelving .. . .. .. .. .. .. . .. .. .. .. . . . . . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . . .. . .. .. .. .. .. .. .. .. .. .. .. . . .. . 4 2.5 Vial Storage .......................................................................................... 5 3 Gondolas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.1 Components and Geometry ........................................................................ 5 3.2 Check Arms .......................................................................................... 5 3.3 Check Posts (Dead plus Live Loads) ............................................................ 5 3.3.1 Load to Post .................................................................................. 5 3.3.2 Basic Section, Moment Capacity ......................................................... 6 3. 3. 3 Axial Capacities .. .. . .. .. .. .. .. .. . .. . .. . . .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. . 6 3.3.3.1 Major Axis ............................................................................. 6 3.3.3.2 Minor Axis ............................................................................ 6 3.3.4 Post -Combined Stresses .................................................................. 6 3.4 Base .................................................................................................... 7 3.5 Seismic ................................................................................................ 7 3.5.!BaseShear ..................................................................................... 7 3 .5 .2 Transverse Forces and Post Design Checks ............................................ 7 3.5.3 Stability ........................................................................................ 7 3. 5 .4 Longitudingal Seismic . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. 8 3.5.4.1 Design Forces ......................................................................... 8 3.5.4.2 Panel Capacity ........................................................................ 8 3.6 Fastening to Wall ................................................................................... 8 4 Racks .......................................................................................................... 8 4 .1 Components and Geometry .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . 9 4.2 Check Beams ......................................................................................... 9 4.2.1 Design Forces ................................................................................ 9 4.2.2 Beam Properties ............................................................................. 9 4.3 Check Posts (Dead plus Live Loads) ............................................................ 10 r !I~(')• ~rcr ~ ~i~d Associates. Proviued as an instrnment of service. Copying by written permission only. \; C \..-~ ... )Cl , PETERS. HIGGINS AND ASSOCIATES Project: CVS Pharmacy #10743 September 26, 2017 CONSULTING STRUCTURAL ENGINEERS Job No. 12478 Sheet iii 4.3.1 Load to Post .................................................................................. 10 4.3.2 Second Order Effects ....................................................................... 10 4.3.3 Post Properties (net section) ............................................................... 11 4.3.4 Post Demand, Capacity and Combined Stress Check ................................. 11 4.4 Longitudinal Seismic .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... .. .... .. .. .. .. .. .. .. .. . 11 4.4.1 Base Shear ..................................................................................... 11 4.4.2 Design Forces . . . . . . . . . . . . . . . . . ... . . . . . . . .. . . . . . .. . . . . . . . . . . . . . . . .. . ... .. . . . . . . . . . . . . . ... . . . . . 13 4.4.3 Post -Combined Stresses .................................................................. 13 4.4.4 Beam Connections ........................................................................... 14 4.4.4.1 Design Forces ......................................................................... 14 4.4.4.2 Connection Capacity ................................................................. 14 4.5 Transverse Seismic ................................................................................. 14 4.5.1 Base Shear ..................................................................................... 14 4.5.2 Design Forces ................................................................................ 14 4.5.3 Stability ........................................................................................ 14 4.5.4 Anchorage ..................................................................................... 14 4.5.5 Brace ........................................................................................... 15 4.5.5.1 Design Force .......................................................................... 15 4.5.5.2 Brace Capacity ........................................................................ 15 5 Light Duty Shelving .. .. .... .. .... .. .. .. .... .. .. .. .... .. .. .. .. .. .. .. .. .. .. .. .. .... ...... .. .. .... .. ...... .. . 15 5 .1 Components and Geometry .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. 15 5.2 Check Shelf Beams ................................................................................. 16 5.3 Check Posts (Dead plus Live Loads) ............................................................ 16 5.3.1 Load to Post.(@ critical section) .......................................................... 16 5.3.2 Post Properties and Capacities (net section) ............................................ 16 5 .4 Seismic . . . . . . .. . . . . . .. . . . . . .. . . . . . . . . .. . . . . .. . .. . . .. . . . . . . . .. . . . .. . . . . . . . . . . .. .. .. . . .. . . . . . . . . . . . . . . . . . 1 7 5.4.1 Transverse ..................................................................................... 17 5.4.1.1 Base Shear ............................................................................. 17 5.4.1.2 Design Forces ......................................................................... 17 5.4.1.3 Post -Combined Stresses ........................................................... 17 5.4.1.4 Spreader Connections ................................................................ 17 5.4.1.4.1 Design Forces ................................................................. 17 5.4.1.4.2 Connection Capacity .......................................................... 17 5.4.2 Longitudinal .................................................................................. 18 5.4.2. 1 Base Shear ............................................................................. 18 5.4.2.2 Check Braces .......................................................................... 18 5.4.3 Stability ........................................................................................ 18 5.4.3.1 Base Shear ............................................................................. 18 5.4.3.2 Design Forces ......................................................................... 18 5.4.3.3 Anchorage ............................................................................. 19 5.4.3.3.1 Anchor Demand ............................................................... 19 5.4.3.3.2 Anchor Capacity .............................................................. 19 6 Wide Span Shelving ........................................................................................ 19 6.1 Components and Geometry ........................................................................ 19 6.2 Check Beams ......................................................................................... 20 6.2.1 Design Forces ................................................................................ 20 6.2.2 Beam Properties .............................................................................. 20 6.3 Check Posts (Dead plus Live Loads) ............................................................ 20 6.3.1 Load to Post .................................................................................. 20 6.3.2 Second Order Effects ....................................................................... 21 6.3.3 Post Properties (net section) ............................................................... 22 6.3.4 Post Demand, Capacity and Combined Stress Check ................................. 22 ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. L<::TER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 Job No. 12478 Sheet iv 6.4 Longitudinal Seismic .. . . . . .. . . .. .. . . .. .. . .. .. . .. . .. . .. .. . . .. . . . .. .. .. .. .. .. .. .. ... .. .. . .. . .. . . . 22 6.4.1 Base Shear .. .. .. . .. .. .. .. .. . .. . .. .. .. .. . .. .. .. . .. .. . .. .. .. .. .. .. . .. .. .. .. .. . .. .. .. .. .. .. .. .. .. . 22 6.4.2 Design Forces ................................................................................ 24 6.4.3 Post• Combined Stresses .................................................................. 24 6.4.4 Beam Connections ........................................................................... 24 6.4.4.1 Design Forces ......................................................................... 24 6.4.4.2 Connection Capacity ................................................................. 25 6.5 Transverse Seismic ................................................................................. 25 6.5.1 Base Shear ..................................................................................... 25 6.5.2 Design Forces ................................................................................ 25 6.5.3 Stability ........................................................................................ 25 6.5 .4 Anchorage ..................................................................................... 25 6.5.5 Brace ........................................................................................... 25 6.5.5.1 Design Force .......................................................................... 25 6.5.5.2 Brace Capacity ........................................................................ 26 7 Dynamic Effect of Building on Upper Level Systems ............................................... 26 7 .1 General Considerations .. .. . .. .. . . . .. .. .. .. .. .. .. .. .. .. . .. .. .. .. . . .. .. .. . .. .. .. .. .. .. .. .. .. .. .. . .. . 26 7 .2 Dynamic Amplification Factor .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. 26 7.3 Gondolas .............................................................................................. 27 7 .3 .1 Transverse Seismic .. .. .. .. .. .. .. .. .. .. . .. .. .. . .. .. .. .. . .. .. . .. .. .. .. .. .. .. .. .. .. .. .. . . .. .. .. 27 7 .3.2 Longitudinal Seismic ........................................................................ 27 7 .4 Racks . .. .. .. . .. . .. .. .. .. .. .. . .. .. .. .. . . .. .. .. .. .. .. . .. .. .. .. .. . .. . .. . .. .. .. .. .. .. .. .. .. . .. . .. .. .. . . . .. . 28 7.4.1 Transverse Direction ........................................................................ 28 7.4.2 Longitudinal Direction ...................................................................... 28 7 .5 Shelving ............................................................................................... 28 7.5.1 Transverse Seismic .......................................................................... 28 7.5.2 Longitudinal Seismic ........................................................................ 28 7.6 Vial Storage .......................................................................... : ............... 28 7 .6.1 Transverse Direction ........................................................................ 28 7 .6.2 Longitudinal Direction ...................................................................... 29 ©Copyright by Peter S. Higgins and Associates. Provided as an insrrument of servkc. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSUL TING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 1 Reference Data 1. 1 Scope of Work and Codes Job No. 12478 Sheet 1 This calculation reviews the installation of storage racks, shelving and gondolas for structural ade- quacy. The sealing of drawings is for the structural review of these units only. Other information is not reviewed, nor approved. IBC, ASCE/ANSI 7, FEMA 460, RMI/ANSI MH16.l, AISI/ANSI SlOO, AISC/ANSI S360 are used for design. 1.2 Scope of Review This calculation provides a complete review of the storage and display structures in the store. This level of detail may not be required by the City. IBC 105.2 exempts material less than 69" high from permit entirely. 2210 provides for the design of storage racks per ANSI MH16.1 (RMI Stan- dard), which lacks provisions for racks less than 96" high, and exempts "small installations" up to 12' high (section 1.4.8). Accordingly, the building official may waive permit requirements for these fixtures entirely, and many do (indeed, this office has been engaged to do engineering less than half of these stores in the western United States in the past 15 years). However, the IBC is not entirely clear on the matter. Accordingly, many building departments have taken the position that units between 69" and 96" do require a permit, but a full engineering analysis is required only for units greater than 96" tall. If the City accepts this interpretation, then the reviewer need look no further than section 2 of the calculation. This simply reviews the units for stability and anchorage requirements. All but the single sided (wall) gondolas satisfy the IBC stability requirements by very wide margins (a unit+load would need to be at least 10' tall to violate this provision, which clearly is not possible). Accordingly, aside from the single face gondolas, no anchorage at all is required. Per the note on drawing CV-1, this office strongly recommends anchorage of all units unlikely to be relocated as part of normal operations. Similarly we strongly discourage anchorage of units where relocation is expected, particularly if in a public area. Anchorage has no significant life safety benefit, and repeated anchorage in a floor severely degrades the surace leading to cart tipping and tripping haz- ards, sanitation difficulty, and shelter for vermin. These operational safety issues far outweigh any minimal increase in life safety that might be provided by anchoring. Sections 3 onward constitute the full engineering review, and are included to cover units greater than 8 feet tall. Clearly, shorter units are OK by inspection if the City requires engineering for them as part of the permit process. 1.3 Design Methods Per ANSI MH16.l, this review employs LRFD direct design methods which are the only unre- stricted design method in AISI SlOO. Notional loads are used to determine second order displace· ments. The method may be found in AISI SlOO Appendix 2. For seismic loads FEMA 460 6.5.1 is employed (as permitted by ANSI MH16.1 2.6.2). Since the displacement effects have been computed as part of the static load review, the seismic effects may be conservatively computed by simple scaling of the static results. In addition to the above documents, the reviewer is referred to the following references for assis- tance with these methods, and the connector values used in the design as required by both AISI SlOO and FEMA 460. ttcopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 20 i7 General Design Methods: Displacement Based Design for Storage Racks Higgins, P, ASCE/SEI Conference, Long Beach, CA (invited paper) ASCE/SEI Proceedings, 2007 Shake Table Results for Typical Racks: Recent Shake Table Studies of Full Scale Storage Racks Filiatrault, A., Wanitkorkul, A., Higgins, P, et Al ASCE/SEI Conference, Long Beach, CA (invited paper, presented by Higgins) ASCE/SEI Proceedings, 2007 Connector Values for Bolted Connector Racks: Job No. 12478 Sheet 2 Experimental Stiffness and Seismic Response of Pallet-Type Steel Storage Rack Connectors Filiatrault, A., Higgins, P., Wanikorkul, A., ASCE J. Pract. Period. Struct. Des. Constr. 11(3), 161-170 (2006) General Seismic Force Transverse Rack Behavior: Experimental Seismic Response of Base Isolated Pallet-Type Storage racks Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., Michael, A. Earthquake Spectra 24:3 pp 617-639 August 2008. These publications are widely available, and may be found in any large library, or easily borrowed from any lending University library. 1.4 Drawings 1.4.1 By Peter S. Higgins and Associates CV-1, MX-1, MX-3, MX-5, MX-9 1.4.2 Bv Others CVS (Source: Lyons Warren, San Diego, CA) Job Number 84219 Sheet Number D-1 dated 05/15/17 1.5 Loads 1.5.1 Vertical (Dead plus Live) Hand stack merchandise (not machine loaded -no impact). Design to 15 lbs/ft3 1.5.1.1 Sales Area Gondolas Units are max 4xl.5x7 ft = 42 ft,. Maximum 0.6 kips per side. Maximum load per level = 0. I kips 1.5.1.2 "HD" Stockroom Racks Units are max 8x3.5x8 ft = 240 ft3. 4 pairs of beams are provided for each unit. Maximum 3. 6 kips per bay Maximum 1.5 kips per level (tcopyright by Peter S. Higgins and Associate:;. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Phannacy #10743 September 26, 2017 1.5.1.3 "OS" Stockroom Shelving Units are max 4xl .5x8 ft = 48 ft3. 7 shelves are provided for each unit. Maximum 0.6 kips per bay (above base shelf) Maximum 0.12 kips per level 1.5.2 Seismic IBC/ASCE 7 15.5.3, Ref. RMI/ANSI MH16.1 section 2.6, and 1.5.2.1 General I S ~ V = £ DS vv' R Within the constraints Yielding: , s 01 111 <_ sos r✓ 0 .044S 05! £ L✓ s !,, = ---- (RI f E)T (R/1£) Given: Sos= (2/3)SMs Soi = (2/3)SM1 SMs = FaSs SMI = FvSI For default soils: Fa= 1.0; Ss > 2.00 Fv= 1.5; S1? 1.20 1.5.2.2 Sales Area IE= 1.5 Results in: R = 6 Moment Frame R = 4 Braced Frame T = Structure Period (sec) W = Rack+(2/3)Contents per 1622.3.4.2 0,] 0 l W S V moment = 0 .325 ~ L/ S O .383 L/ 0 .101 L✓ s i· brac~d = 0 -;88 1/ s 0.575 [✓ T may be determined by any rational method. 1.5.2.3 Stockroom Area IE= 1.0 (non-essential facility nor open to the general public) Job No. 12478 Sheet 3 c:copyrighc by Pecer S. Higgins and Associates. Provided as an instrumem of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSUL TING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 2.6, 2.017 Results in: O 21 7 0.0671,l ~ V momer,t = · T k ' ~ 0.256 !,/ 0 067~, < I' -0 ·325 1 '<o 383i' • V -' bruq>ci -T ,,1 -. i, T may be determined by any rational method. 2 Stability and Anchora2e per IBC 2.1 Basic Stability Considerations D ◄--► V 2.2 Gondolas 2.2.1 Single Sided For a rigid body OTM < VH/2 < I(0.383)W(2/3)H/2 = 0.128IWH RM >-WD/2 - Incipient instability occurs when: OTM = RM or (0.128)IWH = WD/2 Thus, if 0.1281H < D/2 or D/H > 0.2551 or HID < 3.9/I Unit is stable. I = 1.5. Minimum unit depth = 18" (perimeter units) Maximum unit + load height = 87" (top of back stop) Maximum height to depth ratio = 87/18 = 4.8 > 2.6 Anchorage Needed 2 .2.2 Double Sided I = 1.5 . Minimum unit depth = 36" Maximum unit + load height = 87" (top of back stop) Maximum height to depth ratio = 87/36 = 2.4 < 2.6 OK 2.3 Racks 1 = 1.0. Minimum unit depth = 48" Maximum unit + load height = 120" Maximum height to depth ratio < 120/48 = 2.5 < < 3.9 OK 2.4 Shelving I = 1.0. Minimum unit depth = 36" (back to back "finger" units) Maximum unit + load height = 90" Maximum height to depth ratio < 96/36 = 2.7 < < 3.9 OK Job No. 12478 Sheel 4 ccopyright by Peter S. Higgin~ aml Associates. Proviued as an instrument of servic~. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 2.5 Vial Storage I = 1.0. Minimum unit depth = 34" Maximum unit + load height = 72" Maximum height to depth ratio < 72/34 = 2.1 < < 3.9 OK 3 Gondolas Job No. 12478 Sheet 5 Strictly speaking, these units are exempt from regulation (except possibly for anchorage and stability review). However a full stress analysis is provided here at the request of the owner. 3.1 Components and Geometry 0 ----- ~--------1-----, : I D = max 22 in W = max 48 in H = max 87 in 3.2 Check Arms w ◄----►► I I I l H ,. = 0.05 in3 1. 7 inch kips Min. ~ ~ 0.121 arm ili .=. 0.09 inl} Ample 3.3 Check Posts {Dead plus Live Loads) 3.3.1 Load to Post One Side Loaded P 5'y VHD = 0 .60 kips = 0. 84 kips factored Both Sides Loaded P5'2 yH!✓D = 1.2 kips = 1. 7 kips factored CCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 20i7 l'D Ms-2 M = 0 inch kips = 6.0 in kips = 8.4 inch kips factored 3.3.2 Basic Section. Moment Capacity I 7C:" .J..,' I t':::=c:r::bl <:~ Li) C'•I jrnin 0.16" 3.3.3 Axial Capacities 3.3.3.1 Major Axis A5= 0.69 in2 Sx= 0.67 in3 rx = 1.11 in Sy = 0.32 in3 ry= 0.56 in Use Roark, 7th edition, table 15 .1, case 3a. n 2El (pct )'= K --12 ~Mxn = 24. 1 jnch kjps ~Myn = 11.5 mch kips Substitution yields: pa' = 27 .0 kips Job No. 12478 Sheet 6 For: P/pa = 0 a/1 < 1.0 E = 29000 ksi I > 0. 83 in4 ( core section) I = 84 in This is the Euler load (or Pe)· Fe= 27.0/0.69 = 39.1 ksi SReqiv= 86 . ~Fn= 25.8 ks1 ~Pnx= 17.8 kips K = 0.795 Second order effects negligible by inspection. 3.3.3.2 Minor A-xis !_ylry= 0 (shear panel) l--0 = 42.5 ks1 ~Pny= 29.3 kips (does not govern) Second order effects negligible by inspection. 3.3.4 Post -Combined Stresses p Al --+-- <j) p n <j) :Vf XII = 0.38 ~ 1.00 O.K. CCopyright by Peter S. Higgins and A~suciates. Pruviueu as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 3.4 Base 1 .35" - ~r I 3.5 Seismic 3.5.1 Base Shear t = 14 ga Sx= 0.68 in3 V S 0.383W = 0.13 kips per side (above bottom shelf) 3.5.2 TransYerse Forces and Post Desi2n Checks One Side Loaded P S 0.6 kips VS 0.13 kips M S Mo+L + VH/2 = 12.0 inch kips p M --+-- <!> P n <j)M .rn = 0.53 S 1.00 0 .K. 3.5.3 Stability One Side Loaded Governs By Inspection V ----r --..... H/2 D ~ Both Sides Loaded P S 1.2 kips V S 0.26 kips M < VH/2 = 16.0 inch kips p Iv[ --+-- <!> P n <j) .i\l[ xn = 0.73 S 1.00 O.K. H Job No. 12478 Sheet 7 0capyright by Peter S. Higgins and Associates. Provided as an instrume111 of service. Copying by wri11en permission only. PETER S. HIGGINS AND ASSOCIAT£.i CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 Sepcember 26, 2017 OTM :::: (VH/2) = 8.0 inch kips RM ~ (PD/2) = 5.4 inch kips Net OTM < 2.6 inch kips Uplift < 2.6/22 = 0.12 kips Use min. 1/4" diam. Approved anchors. Minimum embedment 1.5" into slab. 3.5.4 Longitudingal Seismic Forces resisted by shear panels 3.5.4.1 Design Forces V < 0.26W = 0.10 kips per side 3.5.4.2 Panel Capacitv Shear per foot of panel < V /2W = 0. 0 l kips per foot 1/ 4" Fiberboard Tested per ASTM E72 to 0.2 klf OK 3.6 Fastening to Wall Job No. 12478 Si1t::t:L 8 The units are engineered to be free standing. However, they may be attached to a perimeter build- ing wall. From the above, the total base shear is approximately (0.2)(15)(1.5) = 4.5 psf. A perim- eter wall requires a design to at least 15 psf wind load. The code does not require design for simultaneous D + L + E + W, so the attachment is acceptable, although strictly speaking not necessary. 4 Racks "Copyrighr by Peter S Higgins and Associates. Provided as an instrurn~nt of service. Copying by written permission only. PETER S. IDGGINS AND ASSOCIATES Project: CVS Phannacy # 10743 September 26, 2017 CONSULTING STRUCTURAL ENGINEERS 4.1 Components and Geometrv d C b a I ! I l V/ -'.C W D ,' ,.-:;, ,· . ,//, /,///,,,,,. / W = max 96" a-d = max 36 Beam Type Standard H .. .. H = max 96" D = 48" ly= max 42" lct= max 58" Upright Type Reiular 4.2 Check Beams 4.2.1 Desi~n Forces M~ WL (2)(8) = 12.6 inch kips 4.2.2 Beam Properties D ' 1" 0.75" Standard !o 69" D = 3.56 in 0.50" Sx= 0.35 in3 t= 1 6 go Ix= 0.68 in4 [o 50" = 0.33 in3 Job No. 12478 Sheet 9 ccopyrighc by Pecer S. Higgins and Associates. Provided as an inscrument of service. Copying by wriccen permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 20i 7 4.3 Check Posts (Dead plus Live Loads) 4.3.1 Load to Post p :;(l=I of levels)(L) ?. 4.3.2 Second Order Effects T Tot(II Colur~n Deflection = l.8 kips = 2.5 kips factored + Elost,c Colu"'n + Def orr,o. t,on P.,g,ci Bociy F.oto. t,0n Primary Notional Moment (base fixity assumption verified below) H M primary = '7 p 2 Deflection 6 = T]P( 1:£3[ c + r:J Second Order Notional Moment P6. 17?2 ( H 3 H 2 ) Mr-~=2=2 12EI/2K.8 Define: s = 1\,/ n = pH (-H-+ _l _) /\,/ primary I 2 E f c 2 f.... O To acceptable accuracy: /vf nol,ona I = /vi primary ( ] + f S 1 ) = '7 P2fJ ( 1 + f S 1 ) , .. l -,,, J Job No . 12478 Sheel 10 Kctiera comprised of the beam end stiffness in series with the connector stiffness yielding: (( I ) ( 1 ))-i J.:. lhelo = -.--+ -.-A becirn A con rt With: 6£ / J.:.beam = -[- beam Kconn from tests or published literature ccopyrigl11 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. IDGGINS AND ASSOCIATES Project: CVS Pharmacy# 10743 September 26, 2017 CONSULTING STRUCTURAL ENGINEERS 4.3 .3 Post Properties (net section) 1 , 5 II ,, Regular Dutv X -~--~-q-;-----X ' ' t t = 0.074 in As= 0.36 in2 Sx. = 0.28 in3 rx.= 1.15 in Sy= 0.11 in3 ry= 0.60 in 4.3.4 Post Demand, Capacitv and Combined Stress Check Capacity Lx 36 in Ly 39 in SRx 31 SRy 65 Fn 39.2 ksi phiPn 12.0 kips phiMnx 13.9 inch kips phiMny 5.4 inch kips Stability Kconn 3000 Theam 0.68 Lbeam 96 Kbeam 1233 Ktheta 874 s 0.07 Demand n 0.005 p 2.5 H 36 Mnot 0.2 Comb Stress 0.23 4.4 Lon~itudinal Seismic 4.4.1 Base Shear in-kip/rad inA4 in in-kip/rad in-kip/rad !<iPS Ill in-kips Determine Period -FEMA 460 Appendix A T, = 2n For a rack with a constant load per level and spacing between beams: N = number of levels wpi = w Job No. 12478 Sheet 11 ccopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy# 10743 Seprember 26, 2017 h = spacing between beams If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: N_ l L_i 2 =-(N)(N+ 1)(2/\i+ 1) t• l 6 Simplifies the basic equation to the following expression: T = l NWh2(N(N•l~(2N+l )) Job No. 12478 Sheei 12 Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Ne= 2N Nb = 1 k = kb/2 = kc (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: T 1 =2n l,v'h 2 N 2 (N+ 1)(2N+ 1) l 2 g k c ( N ( k ck+ b: oe ) + ( kb ::• ce l ) ) C:Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by writcen pcrmission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 Variable Value Wpi 1.20 h 36 hpi N 3 g 386 Ne 6 kc 3000 kbe 1233 Nb I kb 6000 kce 2301 E 29000 lb 0.68 le 0.48 Lb 96 Yielding T= 0.7 Thus: V < 0.31W 4.4.2 Desi~n Forces P ~ 1.8k; V ~ 0.37k Units Description kips Weight per level per bay m Spacing between levels in Height of level i above floor number of levels in/secA2 acceleration due to gravity number of connections in-k/rad rotational stiffness of connector in-k/rad rotational stiffness of beam end number of base plates in-k/rad rotational stiffness of base plate in-k/rad rotational stiffness of column ksi Youngs modulus inA4 Moment of inertia of beam inA4 Moment of inertia of column in Length of beam (bay width) sec Vh/2 S M ~ Vh-(e)P + Mnx (adjusted for unfactored axial load) (fixity due to width of base plate) For: h = 36 in (beam spacing at critical section) e > 2.0 in (distance between CL of post and concrete contact stress area) M = 10.0 + 0.2 = 10.5 inch kips 4.4.3 Post -Combined Stresses p M --+- <l>Pn ;\,In = 0.88 < 1.00 O.K. Job No. 12478 Sheet 13 "Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. illGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGlNEERS Project: CVS Pharmacy # 10743 September 26, 20 i 7 4.4.4 Beam Connections 4.4.4.1 Design Forces Job No. 12478 Sheet 14 Mconn ~ 10.0(1 + 2/3)/1 = 8.3 "k (notional column demands not carried to connectors) 4.4.4.2 Connection Capacity 0 0 s;- '--7/16' cl,o.r~. H'.:, r-iv,::t tyr: 4.5 Transverse Seismic 4.5.1 Base Shear Use Code Default Values V = 0.383W = 0.92k 4.5.2 Design Forces D ... .. V I" -~--' t i ~ p EQ 4.5.3 Stabilitv Standard Connection Connections tested in accordance with ANSI MH16. l. Ultimate capacity = 17. 0 inch kips. ~Mu = 11. 5 inch kips. Vh' p =-eq D h' = 96 inches Peq = 1.8 kips Note: Bracing shown is schematic -see this section, subsec- tion .2 for actual geometry. Peq ~ Po +L -Stable-No Uplifr. Anchors provide added Factor of Safety . 4.5.4 Anchorage Use min. 3/8" diam. Approved anchors. Minimum embedment 1.5" into slab. c:JCopyright by Peter S. Higgins and Associates. Provided a~ an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 4.5.5 Brace Diagonal Brace governs by inspection 4.5.5.1 Desi~n Force Pbr 'S: 1.2k 4.5.5.2 Brace Capacity 12 2 + 0.060" 1~ 8 L kl Fn (in) r (ksi) 57 116 21.3 5 Light Dutv Shelving 5.1 Components and Geometry w H ◄ I ' d ' I I bf ' I W = max 48"" a = 6" hb= 8" .. t hb I ' C ' I t a Anet= 0.26 in2 fmin= 0.49 in ~Pn (k) 4.13 OK D - n rn k H = max 96" D = 18" j = 12" k = 36" I = 36" Job No. 12478 Sheet 15 Note: The X bracing shown is schematic. See Higgins detail drawings for actual number and arrangement of braces used. The dimensions shown are for the critical sections only. "Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #1 0743 September 26, 20 i 7 5.2 Check Shelf Beams Design shelves fo r 120 lbs (very conservat ive) /, r . J\( $ shelf '1 (8)(?) = 0 .50 inch kips S min'.S 0.016 in3 t = 16 ga o.7~," L C Sx = 0.048 in3 ~M11 = 1.73 in kips t = 13 ga Sx = 0.022 in3 ~Mn = 0.79 in kips 5.3 Check Posts (Dead plus Live Loads) 5.3.1 Load to Post (@ critical section) Shelving ylv'DH,,.b P ,holf= 2 = 0.30 kips per post = 0.42 kips factored 5.3.2 Post Properties and Capacities (net section) r ;c::: '' 1 J . _) i 1 . 50" .--7 C t = 16 ga As= 0.14 in2 Sx = 0.033 in3 rx= 0.31 in Sy= 0.036 in3 r = 0.53 in t "k ~Mnx..=.. 1.19,,k ~M;..::.. 1.30- Second order effects not significant at these axial ratios Job No. 12478 Sheet i6 Axial Capacitv KLx pPn (in) (kips) 48 3.9 KLy Pa (in) (kips) 36 4.1 .:copyright by Pet~r S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 5.4 Seismic 5.4.1 Transverse 5.4.1.1 Base Shear Use Code Default Values Job No. 12478 Sheet 17 V = 0.256W = 0.11 kips per bay 5.4.1.2 Design Forces p ~ 0.3 + (0.11 )(64)/18 = 0.69k M y~ Vk/2 = (0.11)(36)/[(2)(2)] = 1.0"k 5.4.1.3 Post -Combined Stresses p M --+-- <l>Pn <!>Mv = 1.04 ~ 1.00 O.K. 5.4.1.4 Spreader Connections 5.4.1.4.1 Design Forces M conn ~ 1.0(1 +0.5)/2 = 0.7"k 5.4.1.4.2 Connection Capacity 4" 1 typ l / ( ''T', N Cl j I Plvwood Spreader Per IBC/CBC 2306 (principles of mechanics methods), NDS equations 12.3.1 (adjustment for root fastener diam- eter) and APA technical note E830C (test values) yields: Vcesc= 970 lbs (1/4-20 screw, ½" plywood, 0.078" < side plate) D1 /D2= 0.062/0.187 = 0.33 (T nail is 16 wire ga) o/ = 0.65 Fastener shear capacity per NDS: o/Vn= 210 lbs per fastener, (420 per pair of fasteners) Conservatively taking the centers of the fastener groups as the force centroids (ignoring bearing of the spreader CCopyrighc by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. IDGGINS AND ASSOCIATES CONSULTlNG STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 Job No. 12478 Sheet 18 end on the metal post) yields: ~Mn= (4)(2)(2 10)/1000 = 1.68 inch kips (exceeds post capacity) [PICTURE] 5.4.2 Longitudinal 5.4.2.1 Base Shear Use Code Default Values V = 0.383W = o.1s3k 5.4.2.2 Check Braces Metal Spreader ~Vn= 0.32 kips (SD I value) ~Mn= (4)(0.32) = 1.28 inch O.K. Number of units tributary to brace < 4 V < 0.6 kips T br= 1.0 kips - 0.75"x0.06" Brace ~Tn= 1.6 kips OK 5.4.3 Stabilitv Minimum dimension in any direction is 18" for the back to back "finger" units. 5.4.3.1 Base Shear V = 0.256W = 0.11 k per unit, 0.22 kips per back to back section 5.4.3.2 Design Forces «:copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by wrincn permission only. PETER S. IDGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 D .. .. V t I + ' -p EQ 5.4.3.3 Anchora~e For a rigid body Vh' P.q=D h' < 72 inches OTM < Vh' = 7 .9 inch kips RM > WD/2 = (1.2)(18) = 21.6 inch kips Net OTM < 0 inch kips Peq = 0.40 kips 5.4.3.3.1 Anchor Demand Taott= Net OTM/D = 0 kips Job No. 12478 Sheet 19 5.4.3.3.2 Anchor Capacity min 1/4" expansion anchors Shot pins Ample bv Inspection 6 Wide Span Shelvin~ 6.1 Components and Geometry w C b a ' W = 36" a-c = max 36" Beam Type Standard H D H = 72" D = 34" ly= max 36" lct =· max 46" Upright Type Standard ccopyright by Pecer S. Higgins and Associaces. Provided as an insrrumenc of service. Copying by writren permission only. PETERS. HIGGINS AND l ... .SSOCIATES CONSUL TING STRUCTURAL ENGINEERS Project: CVS Pharmacy# 10743 September 26, 2017 6.2 Check Beams 6.2.1 Desi2n Forces L, t,. M::;---(2)( 8) = 0.7 inch kips 6.2.2 Beam Properties l '' 0.75" -- D t= 16 go Standard t O 69" T-D = 3.56 in { 050" Sx= 0.35 in3 Ix = 0.68 in4 6.3 Check Posts {Dead plus Live Loads) 6.3.1 Load to Post p<(l:l of levels )(L) -2 = 0.5 kips = 0. 7 kips factored ~ < M .. man -4> F ,~ = 0.02 in3 Job No. 12478 Sheer 20 "'Copyright by Peter S. Higgins and Associa[es. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy # 10743 September 26, 2017 6.3.2 Second Order Effects nF I j H Toto.l ColuMn Deflect,on EIQst,c ..L I ColuMn + Def or Mo. ti,)n P,g,ci Body Poto. 1:,on Primary Notional Moment (base fixity assumption verified below) H M primary -TJ p 2 Deflection 6 = riPc::I / 2H:J Second Order Notional Moment Pt:,, 17?2 ( H 3 H 2 ) Mp_6 _2=2 12n/2Ke Define: s-Ni p,:, •PH(_!!__+-1-) M pr,mar, 12£/c 2K0 To acceptable accuracy: Iv[ nol1onal = Iv( pr11nar, 1 + Ls' = ri -l + L s' ( 20 ) pH( 20 ) 1• I 2 I• I Job No. 12478 Sheet 21 K diem comprised of the beam end stiffness in series with the connector stiffness yielding: (( 1 ) ( l ))_, K lhela = -.--+ -.- };_ bean, I,;_ conn With : , 6£ I K.beam --l - b,wm Kconn from tests or published literature C(opyright by Peter S. Higgins and Associates. Provided as an instrumem of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 6.3.3 Post Prooerties <net section) lxJ l , •. r- . 7fJ" ------A5=0.3 l in2 Sx = 0.20 in3 rx= 0.75 in Sy = 0.14 _in3 ry= 0.66 m 6.3.4 Post Demand, Capacitv and Combined Stress Check Capacity Lx 30 m Ly 36 in SRx 40 SRy 55 Fn 43.3 ksi phiPn 11.4 kips phiMnx 9.9 inch kips phiMny 6.9 inch kips Stability Kconn 500 Ibeam 1.95 Lbeam 96 Kbeam 3534 Ktheta 438 s 0.03 Demand n 0.005 p 0.7 H 30 Mnot 0.1 Comb Stress 0.07 6.4 Longitudinal Seismic 6.4.1 Base Shear in-kip/rad inA4 in in-kip/rad in-kip/rad kips in in-kips Determine Period -FEMA 460 Appendix A / f l,·p,h~, '• I For a rack with a constant load per level and spacing between beams: N = number of levels Job No. 12478 Sheet 22 ocopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 w pi= w h = spacing between beams If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: N 1 Li2 =-(N )(N+ 1)(2N+ 1) i• l 6 Simplifies the basic equation to the following expression: T = I ( (~)+ (~)) g NC k +/,; Nb k +k C bG. b CG. Job No. 12478 Sheet 23 Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Ne= 2N Nb= 1 k = kb/2 = kc (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: T 1 = 2 n ecopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy# 10743 September 26, 2017 Variable Value Unics Descripcion Wpi 0.50 kips Weight per level per bay h 30 in Spacing between levels hpi In Height of level i above floor N 2 number of levels g 386 in/secA2 acceleration due to gravity Ne 4 number of connections kc 500 in-k/rad rotational stiffness of connector kbe 3534 in-k/rad rotational stiffness of beam end Nb l number of base plates kb IOOO in-k/rad rotational stiffness of base plate kce 101 1 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 1.95 in•4 Moment of intertia of beam le 0.17 in·4 Moment of intertia of column Lb 96 in Length of beam (bay width) Yielding T= 0.3 sec Thus: V < 0.256W 6.4.2 Desi~n Forces P ~ o.sk; v ~ o.ossk Job No. 12478 Sheet 24 Va/2 < M < Va-(0.8)P + Mnxl l .4 (fixity due to width of base plate) = 2.1 + 0.1 = 2.3 inch kips 6.4.3 Post -Combined Stresses 6.4.4 Beam Connections 6.4.4.1 Design Forces P /'vi --+-- <!>Pn q>1\tl11 = 0.26 < 1.00 0.1~. Mconn -_s 1. 8 "k (notionai coiumn demands not carried to connecrors) GCopyriglu by Peter S. Higgins and Associates. Provided as an insm1ment of service. Copying by wriuen permission only. PETERS. HIGGINS AND ASSOCIATES Project: CVS Pharmacy #10743 September 26, 2017 CONSULTING STRUCTURAL ENGINEERS 6.4.4.2 Connection Capacity Standard Connection Job No. 12478 Sheet 25 2" [ typ Connections tested in accordance with ANSI MH16. l . Ultimate capacity = 12.0 inch kips. ~Mu = 7.8 inch kips. 6.5 Transverse Seismic 6.5.1 Base Shear Use Code Default Values V = 0.383W = 0.26k 6.5.2 Desi2n Forces D ~ ► 6.5.3 Stability O.K. Vh' p =-QQ D h' = 72 inches Peq= 0.6 kips Note: Bracing shown is schematic -see this section, subsec- tion .2 for actual geometry. Peq ~ Po+L -Stable-No Uplift. Anchors provide added Factor of Safety . 6.5.4 Anchorage Use min. 1/4" diam. approved anchors. Minimum embedment 1.5" into slab. 6.5.5 Brace Diagonal Brace governs by inspection 6.5.5.1 Design Force Pbr~ 0.4k ~Copyrighc by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 Sepiember 26, 2017 6.5.5.2 Brace Capacity L (in) 46 r 131 Fn (ksi) 16.8 rmin= 0.29 in Q = 1.00 (Fy= 36 ksi) K = 0.65 (fixed at each end on minor axis) 1.88 OK 7 Dvnamic Effect of Building on Upper Level Systems 7 .1 General Considerations Job No. 12478 Sheet 2G The above calculations assume direct excitation by the earthquake motions similar to that which would be found in a slab on grade or basement installation. The filtering effect of the building must be considered on the response of the storage elements. Per ASCE 7-05 13 .1.5, storage racks must be designed per section 15, with an ap= 1.0-2.5, and Rp per ANSI MH16. l. The aP derivation is essentially the dynamic amplification factor associated with potential resonance. Section 15.1.3, allows the use of seismic response history procedures. This analysis conservatively uses the ASCE 7 spectrum as the time history, and performs a modal interaction computation to determine the amplification factor aP directly. Per Section 13 .1.5, aP cannot be less than 1.0, regardless of its actual value (which is often far less than 1.0 for systems with substantially differing fundamental periods), and need not be more than 2 .5. 7 .2 Dvnamic Amplification Factor Research has shown that, like buildings, storage racks respond to earthquakes only in their funda- mental mode. Higher mode response is negligible. [Filiatrault, Higgins, et al, "Experimental Seis- mic Response of Base Isolated Pallet-Type Steel Storage Racks" Earthquake Spectra 24(3), 617-639 (2008). Filiatrault, Higgins, et al, "Experimental Stiffness of Pallet-Type Steel Storage Rack Tear Drop Connectors" ASCE Practice Periodical on Structural Design and Construction 12(4), 210-215 (2007), Filiatrault, Higgins, et al, "Experimental Stiffness and Seismic Response of Pallet-Type Steel Storage Rack Connectors" ASCE Practice Periodical on Structural Design and Construction 11 (2), 161-170 (2006) .] For systems with the response predominantly in their fundamental mode, the amplification between the building and the element can be found to acceptable accuracy via the following formula: 1 Cl f) = I( ' \ 2 2 l -r ":"0 j + ( 2 D O T.;·"· ) \J T Hf f(f Where: ccopyrigh[ by Peter S. Higgi11s and Associaces. Provid~d a, an instrument of service. Copying by wriucn permission only. PETERS. HIGGINS AND ASSOCIATES Project: CVS Pharmacy #10743 September 26, 2017 CONSULTING STRUCTURAL ENGINEERS Tele = fundamental period of the element T build = fundamental period of the building Dz = Damping coefficient (fraction of critical) For this application (second floor of a two storey building): Job No. 12478 Sheet 27 T build< 0.5 sec (ASCE 7 drift limits for a 2 storey building) Dz> 0.08 combined for storage units and building (as suggested by FEMA 460, and con- firmed in the above research citations) Thus: Cl P = ---;======= ( l _ o :s ) 2 + ( ~ 08 ) 2 T llf •l• Solving for 1.0 < aP < 2.5 yields a range of Teie within which dynamic amplification need not be considered: The roots of the equation for this range lie between 0.35 and 0.7 seconds. Thus, if the storage systems have a fundamental period outside this range, they may be designed as if excited directly by the earthquake. 7.3 Gondolas These are very lightly loaded, with large stress reserves which unless discussed below would toler- ate a multiplier of 2.5 7.3.1 Transverse Seismic Per Roark (6th ed), the fundamental period of the a cantilever is given by the expression: 2n jWl3 T= 3.s2V Elg Here: W > 1.2 kips (fully loaded case governs) L > 120 inches E = 29,000 ksi I = (3.13/2)(0.74) = 1.16 g = 386 in/sec2 Substitution yields T = 0.7 sec , which is near the ap= 1.0 range. However, there is almost 50% stress reserve, which compensates for the possi5ility that aP is slightly greater than 1.0. 7.3.2 Longitudinal Seismic These are shear panels that are both well below 0.35 sec by inspection, and have large strength reserves. ecopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by wrinen pennission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy # I 0743 September 26, 20 l7 j,4 Racks 7 .4.1 Transverse Direction Job No. 12478 Sheet 28 Fully loaded, the racks are at least 10 times stiffer in the transverse (braced) direction than the longitudinal (type 2 moment frame). Partially loaded, the p~riod is even less. Accordingly, they are outside the range where the dynamic amplification factor exceeds l .0. 7 .4.2 Lon~itudinal Direction At full load the computed period is 0. 7 sec, which is near the range of the roots of the equa- tion. However, there are large strength reserves at this period and therefore even a substantial increase in ap would not overstress the racks. At less than full load, the period will fall below 0. 7 sec. However, even if ap were linear with 1/T (which it is not), at half load the interaction resultant would be less than 0.35. The worst case is clearly T = 0.53 sec (the middle of the period range). The weight of the racks would thus be (3.6)(0.53/0.7)2 = 2.1 kips. The stress interaction would similarly be 0.67(2.1/3.6) = 0.38. (2.5)(0.38) = 0 .96 < 1.0. O.K. 7 .5 Shelving 7.5.1 Transverse Seismic Per Roark (6th ed), the fundamental period of the a cantilever is given by the expression: T=~ {wf 3.52'\/ Elg Here: W > 0.6 kips (fully loaded case governs) L > 96 inches E = 29,000 ksi I < (0.6)(2)(0.14)(18/2)Z = 14 in4 g = 386 in/secz Substitution yields T = 0.1 sec, which is well outside the range where ap > 1. 7 .5.2 Longitudinal Seismic These are lightly loaded braced frames that are both well below 0.35 sec by inspection, and also have strength reserves > 2.5. 7 .6 Vial Storage 7 . 6 .1 Transverse Direction Fully loaded, the racks are at least 10 times stiffer in the transverse (braced) direction than the longitudinal (type 2 moment frame). Partially loaded, the period is even iess. Accordingly, they are outside the range where the dynamic amplification factor exceeds 1.0. ccopyright by Perer S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only . PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: CVS Pharmacy #10743 September 26, 2017 7. 6.2 Longitudinal Direction Job No. 12478 Sheet 29 At full load the computed period is 0.3 sec, which is near the range of the roots of the equa- tion. However, there are large strength reserves at this period and therefore even a substantial increase in ap would not overstress the racks. ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only.