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HomeMy WebLinkAbout1960 KELLOGG AVE; ; CB150713; PermitCity of Carlsbad ,· 04-13-2015 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB150713 · Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 1960 KELLOGG AV CBAD Tl Sub Type: INDUST Lot#: 0 Construction Type: NEW Reference# Status: ISSUED Applied: 03/06/2015 Entered By: LSM Parcel No: Valuation: Occupancy Group: Project Title: 2120930100 $44,625.00 FLOREXPO-INSTALL PUSH BACK Plan Approved: 04/13/2015 Issued: 04/13/2015 Inspect Area Plan Check #: RACKS IN NEW COOLER COOLER 3 DEEP Applicant: PAUL BAUER STE 320 23091 ANTONIO PKWY RANCHO SANTA MARGARITA CA 92688 949-505-3764 Building Permit Add'! Building Permit Fee Plan Check Add'! Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'! Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $373.69 $0.00 $261.58 $0.00 $0.00- $12.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2.00 $0.00 Total Fees: $649.77 Total Payments To Date: Owner: JORKEN LLC 1960 KELLOGG AVE CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $649.77 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $649.77 $0.00 Inspector: FINAL APPROVAL Date: L-/-l-Z ..-/S' Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.'' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protestprocedures 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 ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. ., THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING 0ENGINEERING OEiUILDING OFIRE OHEALTH 0HAZMATIAPCD ('cityof Building Permit Application Plan Check N9. 08 \ $b ·-h '3> 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value f.f Lf '1 J ~ 2, ~ Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit e,).14,.S'i(' email: building@carlsbadca,gov www.carlsbadca.gov Date :3/b //') lswPPP JOB ADDRESS 1960 Kellogg Ave, Carlsbad, CA 92008 SUITE#/SPACE#/UNIT# IAPN 212 -093 -01 -00 CT/PROJECT# rOT# I PHASE# I # OF UNITS . I# BEDROOMS # BATHROOMS I TENANT BUSINESS NAME . I CONSTR. lYPE I occ. GROUP FLOREXPO DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) ·3 PEEf Pu~~r packaged flower storage J f-1 ·Gt,l Coo '---e-1--. '2-1 g,q 0 [$fr EXISTING USE I PROPOSED USE I GARAGE. (SF) PATIOS (SF) I DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS _ Flower Storag_e Flower Ste>rage YESO N<O YES0No0 YEs0NoO APPLICANT NAME Paul Bauer PROPERTY OWNER NA~ ~~ tJ ::"i( d II fl al Primary Contact , 1' uc..:: e11 a o~ ADDRESS ADDRESS 23091 Antor1io Parkway, #320 . 1960 Kellogg Ave CITY STATE ZIP CITY STATE ZIP Rancho Santa Margarita CA 92688 Carlsbad CA 92008 PHONE PHONE 9495053764 IFAX 9492714548 7604314910 !FAX 7604314922 EMAIL EMAIL pbauer@repstorage.com DESIGN: PROFESSIONAL ~tructural Concepts -Engineering CONTRACTOR BUS. NAME Metal Tech Construction Inc. ADDRESS ADDRESS 1200.N. Jeffe_rso_n St. #F 14223 lronbark Ave. CITY STATE ZIP CITY STATE ZIP .Anaheim -C_A, 92807 Chino CA 91710 PHONE IFAX ·PHONE JAX 7146327330 7146327763 9096068329 9096068359 EMAIL EMAIL bOb@sceinc.com metaltc1@aol.com ISTATELIC.# STATE LIC.# I CLASS I CllY BUS. LIC.# .J.J .. 68381 797065 C61/D24 llet.t,..t (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 sii;(ned statement that he is l1Censed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of D1v1sion 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 1031.5 by any applicant for a permit subjects the applicant to a civil penalty of not_more than five hundred dollars {$500)). . · WORl<ERS' COMPENSATION !! : , ", > , , , , Workers' Compensation Declaration:-/ hereby·affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consentto 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. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performan_ce of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Farmers Insurance _Exchange · Policy No. _ A01095259 Expiration Date 04-01-15 This section need not be completed if the permit is for one hundred dollars ($100) or less. D Certificate of Exemption: I certify that in the performance of the work 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 ·California. WARNING: Failure to secure workers' c mpensation coverage · lawful, 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 as ovide · Secti 06 of the Labor code, interest and attorney's fees. ~ CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: D D D l;as owner of the property or my employees with wages as tneir sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's 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 Contractor's 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 Contractor's 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. 0Yes 0No 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/ phone/ contractors' license number): 4 .. 1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address I phone/ contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to proyide the work indicated (include name I adpress /phone/ type of work): ~ PROPERTY OWNER SIGNATURE 0AGENT DATE COMPLETE 'THIS SECTION FOR NON-RESIDENTIAL BUH.DJ NG f?~~IV!'IJJ"f ,Q;0NA-f,; ,, 00 , , ~ Is the applicanror 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 Act? Yes "',No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? , Yes .,, No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? , Yes .,. 'NO jF 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 EM§RGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above infonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby aulhorize representative of the City of Carisbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of sbuctures over 3 stories in height EJ<PIRA TION: Every permit issued by lhe Building Official under lhe provisions of !his Code shall expire by limitation and become null and void if the building or work aulhorized by such permit is not commenced wilhin 180 days from the date of such permit or if lhe buililing or work aulhorized by ?rmlt is suspended or abandoned at any time after lhe work is commenced for a p7'od 0170 d: (Section 106.4.4 Uniform Building Code). , .RS APPLICANT'S SIGNATURE • ('----, , DATE 3 ~ t .> STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. 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. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) MAIL/ FAX TO OTHER: ____ -',,------------- ~ APPLICANT'S SIGNATURE ASSOCIATED CB#,~,-~-----~---- NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP Inspection List. Permit#: CB150713 Type: Tl Date Inspection Item ____ _ 04/20/2015 89 Final Combo 04/20/2015 89 Final Combo Tuesday, April 21, 2015 INDUST Inspector Act RI PB AP FLOREXPO-INSTALL PUSH BACK RACKS IN NEW COOLER COOLER 3 DE Comments AM PLEASE/ EMAILING. CARD Page 1 of 1 POOR QUALITY ORIGINAL S "" . 'fl, ' ·J:, -• . :,, .. "!"':'"';·-~!' ,"" ~.,. --,.,,:. ... · , .... ,, ..... ~ A~~;-.•· . ;1' · ~''.~11" 1H ,. ,CARLSBAD . · · . '. ·fautldlng Division l·N'SP:ECTION RE.CO.RD ·" " ' cs1so11a :, ·i9&o ~Ei.1.ooeAv··· FLORE:XPO-lNSTALL ,fiµSf.t.BA('.;l< : . . •. ' .. ~ACKS IN·NEW CQOLl:R.COOl.ER 3 O!;EP. . -j:~llNSPECTION .RECORD CARD WiTH APPROVED . . . ,i . Pl.ANS'MUST ~E KEPT ON ntE JOB . . . . Tl . lNOlJST · . . . . ·. t..«#: . : . PA.U~ ~AµER . ·1 lq ~AlLSEFORE 3:30 R~ FOR NEXT WORKDAYINSPEcnoti '. '.1 Rl.fOR BOllOING INSPECTION CALL.: 760-602•272'5 ·· .. : ! . ,OJt GOTOq,)'.,ww;Caruba&a,qo~a,uUgfng AND CLICK ON . J ~equen fnspecti~ . .· · .· iDATE: 4 tS)tS . . · ... \,<: ,:, : {; . r I j coor:"' BUILDING . ·J lt11 . FPUIIO,Al:tOtf ~ REIMfQRCEDSIEE j ~6 · ~ASOMltYP!tEGR.OlJT ! ·.· . , · Cl GROUT O WA.Ll !)RAINS CODC .. ELECTRICAL nt D~LECIRl~UH~ER~~OUtfi>_· b·~FE!f .. #3.4 ROUGH. ELEctiiC . . . #33 .p E~ic stJIYiqe · GliEN!i'oil:4fi.r.": . j35 PKO'l'.O VOl;TAIC #39 Y:itW.. coot: " MECHANICAL · J ··. #J,0 .1U.1'.PAtffl;$ : · '";; . ,:1.1 PO\.lfl STR1P.S ".-s lit COWMM F!)O!fN!>S f ll4f UNP~Gfi,1)QNQ pucrs &Pl PING . '•,,., ii '' ~ . . :,,f E o .. fl.OOR OCEIUKG: #44 O.i>UCT&PLENUM. Oitet·p,eiNti·· . -: ... : ··r a -:m-,~...,.s-· .. --'--',.......-+-----t---,......~.,...-+-. ,-43-_...,.w ..... ,...r""·.AJ""·a""'.p..,.0-,.0--,--;sr....,,STEM.,.,. ....... ..,.s.,.··.-........ --::--,.,,t-..,.,,...,.........,..,.,.......,~-:-l::--.......,,... · ' · l ·' #13 EXT. SltEAltPMas #49 FINA~ :. '. ... ~ . . . · . ' -l:tf IJ{SULATIQff ·. j . , .llS. ~PRtAlll . l .}tit .l~l~R,,-Alff.DIMI/AU.. ..,_.".i, ---...+,-;..;..,,..,._-.,..,,;-~~~,;;;;..;;..~~~'ri'~~~~~,...,,.;...;;,.;:,;.µ......,;..:~ ... -..::,;.;..,.;.; ... ~-.. JS-1,,. Jlq0LEXCA/$YE .. /I.IOMD/ffiNCf .· if . · #55. 'pR~/FlNAl · · ·. A ..... E:19 EJNAL coos.: 11 PLUMBING . ,: .· ,:J .. . { .n::o.,~awco :01'1/co ·\i .. Iii: UHOER~ROUNDOWASJt OWJR . ii" 4124 ".fOfOUT p.wASTE O·~ . ;. 121 . TUl&SHOWEI PAI -~. J · ·.· ft~ o:GAS . t::lGA$Pn~ .· .. ; j . '. : 125 WATEfUIEATER ·, i · . ,m $01Alt WA'JP. ·.,· ·1it.F.'rfW. . 'Date 'A/$.U;o ROVNl);vtSUAt . NS UN.PiaG~oiitto i®l\lt :; · . Al$ liNOE~!3ROUMP:fLUSJt: . ·, · • · A/S OVEllltEA:DVJSPAL ·. · Alt. . '. lftOltQ.SJ~TIC: . , ·. 'A/$' . . . f AttoUGH:llt . ' ' .. . · ·: F/~F.lffAL . . . . RXED.fXl'lfCG\!lSitlNQiSY$Q R04JGMK· . • :: · flXD.mJNG:~JIYl)ROstAUCTEST .... RXm EXflltGU1$1tlf(HYSTEM FJIIAl . . · M~.GASfflSSURm'Sf · ., . :'. ' ·.~U.ShrcAi, .... POOR QUALITY ORIGINAL S (• Structural Observaton Group, Inc. A California•Cqrporation 8941 Atlanta Ave., #518 Huntington Beach, CA 92646 (949) 227-.8668 $ We Just Do A Better Job! Observation Report and Observation Agreement -- Job Address I Ct lo<..) 1-C..1~:: ( _( ,,;-;{-r;, ._1.:;:,._ ,·. · .. d'1. tC -· ,.--A City I Permit # -~), ... -l .•, !'. :> ' (,.__ 'f_. ~ l t .Jo Job Name r::.-t. ~~<...,, 2. .... ;.;_\~ ,...-l i Material Description \;~ J. t ~d i!\i.A '. f 4.r~t·_ .. Observer ,.. A.Ll~/. ~ -..... !~-. . .,.;>-, .-'1 , .. - Samples: X ,r...,,,,,r Quantity= Description of Workpbserved: DATE: '-f / J : :, / J · -; I t . I / 1".:::1./\ C., ... 1 o...'..... <..~.-,AA. A t1:c.'i"1,nJ;"1 ...,. ~-.. r. .. ·· I -, .. TIMEIN TIMEOUT BILLING OYERTIME CHECK ONE D SHOW-UP OT 0 HALFDAY DT 0 FULLDAY TT By this signature on the this Observation Report. I acknowledge that SOG, Inc. performed the above observation; Approved by: '""-~··,.A, ...... , \t..i , it '·""\ /:>_ .. rl. .... Project Superintendent -Foreman -Other · D D D Architect , r Engineer Contractor ;,,,:, • .;,. t ~ .... ~t-·· ,~ . .., t;_;;,,., .:-......... /\ (_~ _..":for...:' ><~-~ Subcontractor ' r-:~ __.. ,-. ,-,-,:: "-(~~-.. '\ .. ('" T\ ~ 11-1.'"'t'A--:;:, ( " . ·, .. \ ,,;..,. ... 1' , ..... ! '~--, ~-.... /,\ . (_~· •. ·· l _:--; . BILLING INFORMATION & TELEPHONE# CertitiCation ot Compliance We hereby certify that, at the time of this observation, we have observed all of the above reported work, unless otherwise noted. To the best of.our-knowledge and belief, we have found this work to comply with the approved plans, specifications, and applicable section(s) of the Uniform Building Code, as applicable ~~~ality where this project is located. This report cannot be construed to be a endation of work of.any nature to be performed. The performance of our obse"'!alio es is subject to the terms and conditions as d~scribed on the reverse side of ~is'Observatl Report. The Owner or a successor in interest shall hold harmless Structur~ Observation Group-;-lnc,.fro.llJ.i'!'Y and all legal e,19ceeqf gs of any nature whatsoever, that is related to the observation serv1ces·provided . ..,.~ ·-·,-.:1 /\' 1·. '-/~ ,.J Specialty Nd. Agency WHITE-OFFICE COPY, CANARY-AqCOUNTING COPY, PINK-OBSERVERS COPY, BOTTOM WHITE-JOBSITE C0PY EsGil Corporation In (Partnersliip witli qovemment for·(]Jui[aing Safety DATE: 3/17/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-0713 PROJECT ADDRESS: 1960 Kellogg Ave. SET:I Cl APPLICANT _,0URIS. Cl PLAN REVIEWER Cl FILE PROJECT NAME: 3 Deep Push Back Racks for Florexpo at New Cooler D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's · 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 departmer1t 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. 1:8:l 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. 1:8:l The applicant's copy of the check list has been sent to: Paul Bauer D EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1:8:l EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Paul Bauer Telephone#: 949-505-3764 £ate cor;facted: 6 ({ 23 (byi\l¼+-Email: pbauer@rebstorage.com DMail v'relephone Fax In Person · D REMARKS: By: David Yao Enclosures: EsGil Corporation ·' D GA D EJ D MB D PC 3/10 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 15-0713 3/17/2015 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1960 Kellogg Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 3/10 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 15-0713 DATE REVIEW COMPLETED: 3/17/2015 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is· based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No City of Carlsbad 15-0713 3/17/2015 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Sheet 1 of 2 of the plan should revise the code edition to 2013 California Building Code. 2. Sheet 2 of 2 of the plan at section view shows "5 deep pushback". It should be 3 deep push back. Please revise the title block. 3. The location of the horizontal and diagonal bracings is not clearly shown on the plan. Please add the dimensions. 4. City to filed verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements . Title 24, Part 2. 5. Obtain Fire Department approval. 6. Indicate the clearance from the new racks to the existing building walls and building columns 7. The jurisdiction has contracted with Esgil Corporatio_n located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for yo·ur project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 15-0713 3/17/2015 [DO NOT PAY-THIS JS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 1960 Kellogg Ave. BUILDING OCCUPANCY: BUILDING AREA PORTION ( Sq. Pt.). racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb I Bldg. Pernit Fee_by Ordinance :.!J i Plan Check Fee by Ordinance i:] Valuation Multiplier By Ordi11ance Type of Review: ,:;;; Complete Review r Repetitive Fee ~ ~ Repeats r Other r Hourly EsGil Fee ,, ,, ,, Comments: Reg. Mod. PLAN CHECK NO.: 15-0713 DATE: 3/17/2015 VALUE ($) per city 44,625 44,625 $374.49] $243.42) r Structural Only $209.71] Sheet 1 of 1 macvalue.doc + «~ ¥ CITY OF CARLS.BAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 3-9-15 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov PLAN CHECK NO: CB 15-0713 SET#: 1 ADDRESS: 1960 Kellogg St APN: IZ] This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes 18) No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: pbauer@rebstorage.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: -~ . . -. .. .. '", ·--·• . . ' . . ·, PI.ANN:ING, EN~iNEERiNG · , FfR~ :PREVENTION . ... ., · 760-602-4610 760-602-2750 ' 76().:60204665 ' -'~ ',, ., ' .. ~ Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.SextQn@carlsbadca.gov ChristoQher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov ·D Gina Ruiz D ValRay Marshall· D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D Linda Ontiveros D Dominic Fieri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbactca.gov Dominic.Fieri@carlsbadca.gov Remarks: . -~· t «-'~ ;l· ~ CITY OF \'CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE: 04/08/2015 PROJECT NAME: FLOR EXPO BUILDING DEPT,. corf~" Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECTID:CB150713 PLAN CHECK NO: 2 SET#: 1 ADDRESS: 1960 KELLOGG AV APN: !ZI -This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required IZ! Yes D No · D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: P. BAUER You m~y also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: - PLANNING ENGINEERING . ·. · FIRE PREVENTION 7~ 760-6()2-2750 v60-602-46es - ' D-Chris Sexton D Kathleen Lawrence ~ Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov K51thleen.Lawrence@carlsbadca.gov Grego!'.)'..Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsb~dca.gov Linda.Ontiveros~carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov m · ':arlsbad Fire Department "' Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: TI , INDUST 04-08-2015 PAUL BAUER 23091 ANTONIO PKWY STE 320 RANCHO SANTA MARGARITA CA 92688 CB150713 FLOREXPO-INSTALL PUSH BACK 1960 KELLOGG AV CBAD Please review ·carefully all comments attached. Conditions: Bl.HLDING DIEP'f,. COPY Reviewed by: q ~tll( CITY OF CARLSBAD FIRE DEPARTMENT -APPROVED: wl REQUIREMENT THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. . . THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. • Chapter l, Section 105 of the California Fire Code shall require that the applicant/owner or end-user of the proposed pallet racking system obtain and maintain the appropriate "Operational Use Permit" issued by the Carlsbad Fire Department. Please contact our office at 760-602-4665 for application and fees. • Final Inspection of this pallet racking system shall not be scheduled unti1 above mentioned permitting process is completed. Entry: 04/08/2015 By: GR Action: AP ·j ' ~' «-'"~ ~ CITY OF CARLSBAD DATE: 03/25/2015 PLAN CHECK NO: 1 SET#: 1 PLAN CHECK REVIEW TRANSMITTAL PROJECT NAME: FLOREXPO ADDRESS: 1960 KELLOGG AV " COPY Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECTID:CB150712 D This plan check review is complete and has been APPROVED by the FIRE Division. By:GR A Final Inspection by the FIRE Division is required !ZI Yes D No IZ! This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: pbauer@rebstorage.com You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: .. -. . ~ -' . ·-· PLANNING ENGINEERING FIRE PREVENTIOfi -- 760-602-4610 760-602-2750 76()-602"46~5 '; . . . a ~ -' . D Chris Sexton D Kathleen Lawrence [S] Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov K~thleen.Lawrence@carlsbadca.gov Grego~.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Lin!;!a.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov I] . . 7 . R . 1 Carlsbad Fire Department BUILDING DEPTR COPY .- Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: TI , INDUST 03-25-2015 PAUL BAUER 23091 ANTONIO PKWY STE 320 RANCHO SANTA MARGARITA CA 92688 CB150712 / CB150713 FLOREXPO-INSTALLA PUSH BACK 1960 KELLOGG AV CBAD Reviewed by: q l(}al( INCOMPLETE The item you have submitted for review is incomplete . .At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: BP023 [NOT MET] Refer to Chapter 1, Section 105 of the California Fire Code for 'Annual Use' permits required for this process. Cond: BP022 [NOT MET] Comply with Chapter 32 of the California Fire Code for high-piled combustible storage.· High piled combustible storage is storage of combustible materials of more than 5 00 square feet where materials are stored over 12 feet in height from the floor to the top of the storage. For certain high-hazard commodities, storage height over 6 feet will require a permit from the fire department. Cond: BP007 [NOT MET] Provide a note on the plan submittal that any proposed alterations to the existing automatic fire sprinkler system shall be a Deferred Submittal. If the existing fire sprinkler system is not an ESFR system then a single "in-rack" sprinkler system shall be installed between the first and second levels. Said system shall be installed in occupancies and locations as set forth in the California Fire Code, Carlsbad Municipal Code and NFPA 13 (2013 or current Ed.). When buildings are used for high-piled combustible storage, (greater than 12 feet and greater than 6 feet for certain higher hazard commodities -Plastics), sprinklers shall be designed for the type and method of storage. Entry: 03/25/2015 By: GR Action: CO ;, tructural oncepts • • • ng1neer1ng 1615 Yeager Ave La Verne, CA. 91750 Tel: 909.596.1351 Fax: 909.596.7186 e-mail: mail@sceinc.net Project Name : FLOREXPO Project Number : P-030415-3LV Date : 03/04/15 Street Address : 1960 KELLOG AVE City/State : CARLSBAD CA ~--Scope of Work-:-PUSH-BACK RACK MAR O 4 2015 ~\S0113 S~ructural Concepts ~ En~~~oe:_r~::!rson Sle, ste F Anabeim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project#:_ P-030415-3LV TABL.E OF CONTENTS - Title Page . . . .. . . ........ ..... . ............ .... .... .. .............. ... .. ............ ........ ........... ... ............ .. .. 1 Table of Contents..................................................................................................... 2 Design Data and Definition of Components ............................................................ 3 Critical Configuration .............................................................................................. 4 Seismic Loads ............................................................................. ,............................ s to 6 Column .............. :..................................................................................................... 7 Beam and Connector ............................................................................................... 8 to 9 Bracing .................................................................................................... ,............... 10 Anchors................................................................................................................... 11 Base Plate ....................................................................................................... ,........ 12 Slab on Grade ............................... ........................................................................... 13 TYPE 3DP PB INT-FLOREXPO Pagi:: :2.. of l 3 3/4/2015 Structural Concepts ~ Engineering ,.~;,,_L&~t!f 1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-3LV Design. Data 1) The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2013 CBC Section 2209A ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks ''2012 RMI Rack Design Manual" ASCE 7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=SS ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrocles or similar. All such welds shall be performed in shop, with no field-welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 500 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components A Column Beam to Column Connector ~=::tl:::::===========flt::!=====::t:=:===::tt Frame Height ~= .·.·.·.·.·.•.·.· ······ .. Beam Spacing Product . . . . . . . . Beam Length Er:ont.View:...Down Aisle (Longitudinal) Frame + TYPE 3DP PB INT-FLOREXPO Base Plate and Anchors Pag~ 3 of -, -, LFrame~I I Depth 7 Section A:·cross-Afs e (Transverse ) Frame Horizontal Brace Diagonal Brace 314/2015 Str~tural voncepts "':llff. En~~~:=~~~l:.rson ste. ste f Anaheim. CA 92807 TeJ: 714.632.7330 Fax: 714.632.TT63 By: BOB Project: FLQREXPO Project#: P-030415-3LV Configuration & Summary: TYPE 3 DEEP PUSHBACK EXTERIOR T 74" 92" t 99" J ' r,F--lr __ 92" Seismic Criteria # BmLvls Ss=l.079, Fa=L068 2 Component Column Fy=55 ksi <:;:olumn ~ Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=55 ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil level I Load** Per Level Beam-Spcg 1 600 lb 99.0 in 2 800 lb 74.0 in T Ll:::==H===---tt---, 12" +-42" 192" + ~----II 42" +-, 42" +1----ol ,r--54" "1 **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 70 lb A~AL LL= 700 lb SEISMIC AXIAL Ps=+/-467 lb BASE MOMENT= 8,000 in-lb Frame Depth Fran:,1e Height #. Diagonals Beam Length Frame Type 54 in 192.0 in 5 92in Single Row Description Hannibal.IF3014-3?<3xl 4ga P=770 lb, M=3792 in-lb None None Struc C4x4.5 w/(0) front to back brace(s) Lu=69 in I Lvl 1: 3 pin OK I Mconn=2136 in-lb I Mcap=12691 in-lb Hannibal 1-1/2x1-1/2x16ga . Hannibal 1-1/2xl-1/2x16ga 7x5x3/8 I Rxity= 3792 in-lb 0.5'' x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=72 lb) 5" thk x 2500 psi slab· on grade. 500 psf Soil Bearing Pressure Brace 42.0 in 42.0 in 42.0 in 42;0 in 12.0 in I Story Force I Story Force Transv . Longit. 641b 491b 1431b 1091b Column I Column Axial Moment 7701b 3,792 "# 4351b 2,022 "# I Conn. Moment 2,136 "# 843 "# STRESS 0.14-0K N/A 0.06-0K 0.17-0K 0.04-0K 0.04-0K 0.32-0K 0.042-0K 0.09-0K Beam Connector 3 pin OK 3 pin OK ** Load defined as product weight per pair of beams Total: 207 lb 158 lb Notes I C4X4.5# STRUCTURAL BEAM USED AT ALL EXTERIOR BEAM LOCATIONS TYPE 3DP PB EXT-FLOREXPO Page 1./of 13 314/2015 S'tr~tural \.,.oncepts ~dff Engineering . . ...._,,,,"~ffY . 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLQREXPO Project#: P-0304_15-3LV Configuration & Summary: TYPE 3 DEEP PUSHBACK INTERIOR T 74" 192" t 99" ' J ' 92" Seismic Criteria # BmLvls Ss=~.079, Fa=l.068 2 Component Column Fy=55 ksi Column & Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=55 ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil Level I Load** Per Level BeamSpcg 1 1,200 lb 99.0 in 2 1,600 lb 74.0 in 192" 42" ~ ___.-- ,j,:--54" ~ + **RACK COLUMN REAC71ONS ASDLOADS A~LDL= 701b A~L LL= 1,400 lb SEISMIC AXTAL Ps=+/-875 lb BASE MOMENT= 8,000 in-lb frame Depth Frame-Height # Diagonals Beam Length Frame Type 54 in 192.0 in 5 92 in Single Row Description . Hannibal IF3014-3x3x14ga P=1470 lb, M=7080 in-lb None None HMH 30160/3" Face x 0.06" thk Lu=92 in I Lvl 1: 3 pin OK I Mconn=4546 iri-lb I Mcap=12691 in-lb Hannibal 1-1/2xl-1/2x16ga Hannibal 1-1/2xl-1/2x16ga 7x5x3/8 I Fixity= 7080 in-lb 0.5'' x 3.25" Embed HILTI KWIKBOLTTI ESR 1917 Inspection Reqd (Net Seismic Uplift=166 lb) 5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure Brace 42.0 in 42.0 in 42.0 in 42.0 in 12.0 in I Story Force I Story Force Transv Long it. 118 lb 901b 2691b 205 lb Column I Column I Conn. Axial Moment Moment 1,470 lb 7,080 "# 4,546 "# 835 lb. 3,796 "# · 2,314 "# STRESS 0.37-OK N/A 0.42-OK 0.36-OK 0.08-OK 0.08-OK 0.37-OK 0.092-OK 0.17-OK Beam Connector 3 pin OK 3 pin OK --------------------------4-· -----~ ** Load defined as product weight per pair of beams Total: 387 lb 295 lb Notes !UNITS ALSO COME IN 48" WIDE BAYS WITH SAME COMPONENTS, OK BY INSPECTION TYPE 3DP PB INT-FLOREXPO Page ¼).. of IJ 3/412015 Structural Concepts .... ,.,, .. ,.,,:,,}',:('--,-:.-E-. . -·-·.,,, · ,,/,··''· · ng1neenng '.~;;::-1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632,7763 By: BOB Project: FLOREXPO Seismic Forces Configuration: TYPE 3 DEEP PUSHBACK INTERIOR Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 &ASCE 7-10 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) -fii!i-1,ii~vt Csl= Sds/R = 0.1921 Cs-max* Ip= 0.1921 Vm;n= 0.015 Cs2= 0.044*Sds = 0.0338 Cs3= 0.5*51/R = 0.0520 Cs-max= 0.1921 Eff Base Shear=Cs= 0.1921 T•ansyetse Elevation Base Shear Coeff=Cs= 0.1921 Level 1 2 PRODUCT LOAD P 1,200 lb 1,600 lb sum: P=2800 lb P*0.67*PRF1 804Ib 1,072 lb 1,876 lb Longitudinal (Downaisle) Seismic Load Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) = 2,016 lb Vttansv=Vt= 0.1921 * (140 lb+ 1876 lb) Etransverse= 387 lb Limit States Level Transverse ~ismic shear per upright DL 70Ib 70Ib 140 lb hi 99in 173in W=2016 lb wi*hi 86,526 197,566 284,092 Project#: P-030415-3LV Ss= 1.079 S1= 0.416 Fa= 1.068 Fv= 1.584 Sds=2/3*Ss*Fa= 0.768 Sd1=2/3*S1 *Fv= 0.439 Ca=0.4*2/3*Ss*Fa= 0.3073 (rransverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRFl = )')9.{ifI!i!f,/'i'!\Fffa Pallet Height=hp= 48.0 in DL per Beam Lvl= 70 lb Fi Fi*(hi+hp/2) 117.9 lb 14,502-# 269.1 lb 53,013-# 387Ib 1=67,514 Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL PRF2= 1.0 f,,, .. , ...... j F· ... "i. ..... ,,,1 a f,,-,,~1 Csl=Sdl/(T*R)= 0.1464 = 2,016 lb (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0338 Cs=Cs-max*Ip= 0.1464 T= 0.50 sec Cs3= 0.0347 I Vlong= 0,1464 * (140 lb+ 1876 lb) I Cs-max= 0.1464 Elongitudinal= 295 lb limit States level lan11_it seismic shear per upright Level 1 2 PRODUC LOAD P P*0.67*PRF2 1,200 lb 804 lb 1,600 lb 1,072 lb DL 70 lb 70Ib hi 99in 173.in wi*hi . 86,526 197,566 ~~ , .......... ,, ~\~ .-.;,,, .-,, ..... , ~= ...................... ~ ' ~ ' Fi Front View 89.8 lb 205.2 lb sum: 1 876 lb 140 lb W=2016 lb 284 092 295 lb =====:::::=:::::::::::::=::::========================================= TYPE 3DP PB INT-FLOREXPO Page ~ of /j 3/4/2015 Structural Concepts ~lfw Engineering .~,,,,.J:.4' . 1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOR.EXPO Project#: P-030415-3LV Downaisle Seismic Loads Configuration: TYPE 3 DEEP PUSHBACK INTERIOR Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Storv Forces Vlong= 29.5 lb Vcol=Vlong/2= 148 lb Fl= 90 lb F2= 205 lb F3= 0 lb Seismic Storv Moments Typicsl fi-.\me mocle Tributiry area of two columns ofr.ckfi-ame"" ~-----__ , ' I I -~ ~ ~:~ ~:~ ~ ~~.~~.~ -~ ~ ~: ~ ijil]:~ ... ________ ., Conceptual System Typiql Frame made , -Lo~~: columns Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hleff)/2 <=== Default capacity hl-eff= hl -beam clip height/2 = 96in = 7,080 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 7,080 in-lb M 1-1= [Veal* hleff]-Mbase-eff = (148 lb * 96 in)-7080 in-lb = 7,080 in-lb Mseis= (Mupper+Mlower)/2 Mseis(H)= (7080 in-lb + 3796 in-lb)/2 LEVEL 1 2 = 5,438 in-lb hi 99in 74in Axial Load 1,470 lb 835 lb M 2-2= [Vcol-(Fl)/2] * h2 = [148 lb -102.6 lb]*74 in/2 = 3,796 in-lb Mseis(2-2)= (3796 in-lb + 0 in-lb)/2 = 1,898 in-lb Summary of Forces Column Moment** 7;oso in-lb 3/796ili-lb Mseismic** 5,438 in-lb 1,898 in-lb Mend-fixity 1,056 in-lb 1,408 in-lb Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading TYPE 3DP PB INT-FLOREXPO Page c,· of i3 Vcol-.- 1 •i=---_----1,-*l=, h2 h1 h1eff Ir Beam to Column Elevation rho= 1.0000 Mconn** Beam Connector 4,546 in-lb 2,314 in-lb 3 pin OK 3 pin OK 3/4/2015 COl S'tructural Concepts '::11!1 En~~:~~~~erson ste. ste F Anaheim, CA 92807 Tel: 714.632.7330 fax: 714.632.ns, By: BOB. Project: FLOREXPO Project#: P-030415-3LV Column (Longjtudinal Loads) Configuration: TYPE 3 DEEP PUSHBACK INTERIOR Section Properties Section: Hannibal IF3014-3x3x14ga Aeff = 0.643 inA2 Ix= 1.130 inA4 Sx = 0.753 inA3 rx = 1.326 in Qf= 1.67 Iy = 0.749 inA4 Sy= 0.493 inA3 ry = 1.080 in Fy= 55 ksi Kx = 1.7 Lx = 97.5 in Ky= 1.0 Ly= 42.0 in Cb= 1.0 r-3,00;in-1 -r y-·-·r·-·-y 3.000in Cmx= 0.85 E== 29,500 ksi Loads. Considers loads at level 1 COLUMN DL= 70 lo Critical load cases are: RMI Sec 2.1 I0.075 in x 1*-0.75 in _j_ COLUMN PL= 1,400 lb Load Case S:: (1 +0.105*Sds)D + 0.75*{1A+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Mcol= 7,080 in-lb axial/oad coeff: 0.7914627 * P seismic momentcoeff: 0.5625 * Meo/ Sds= 0.7682 Load-Case 6:: (1 +0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E}<= 1.0, ASD Method 1 +0.105*Sds= 1.0807 axial/oad coeff: 0.67028 seismic moment coeff: 0.7 * Meo/ By analysis, Load case 6 governs utilizing loads as such Moment=Mx= 0.7*rho*Mcol 1.4+0.14Sds= 1.5075 1+0.14Sds= 1.1075 0.85+0.14*Sds= 0.9575 B= 0.7000 rho= 1.0000 Axial Analysis Axial Load=Pax= 1.107548*70 lb+ 0.957548*0.7*1400 lb = 1,016 lb = 0,7 * 7080 in-lb = 4,956 in-lb Kxlx/rx = 1.7*97.5"/J..326" = 125.0 Fe= n"'2E/(KL/r)max"'2 = 18,6ksi Pn= Aeff*Fn = 11,982 lb P/Pa= 0.16 > 0.15 Bending Analysis KyLy/ry = 1 *42"/1.08" = 38.9 Fy/2= 27.5 ksi Qc= 1.92 Check: Pax/Pa+ (Cmx*Mx)/(Max*µx) :S 1.0 P/Pao + Mx/Max :5 1.0 Pno= Ae*Fy = 0.643 inA2 *55000' psi = 35,365 lb Pao= Pno/Qc = 35365Ib/1.92 = 18,419 lb Fe < Fy/2 Fn= Fe = n"'2E/(KL/r)maxA2 = 18.6 ksi Pa= Pn/Qc = 11982 lb/1.92 = 6,240 lb" Myield=My= Sx*Fy = 0.753 in"'3 * 55000 psi = 41,415 in-lb Max= My/Qf. Per= n"'2EI/(KL)max"'2 = 41415 in-lb/1.67 = 24,799 in-lb µx= {1/[1-(Qc*P/Pcr)]}A-.1 = {1/[1-(1.92*1016 lb/11975 lb)]}"'-1 = 0.84 Combined Stresses = nA2*29500 ksi/(1.7*97.5 in)A2 = 11,975 lb (1016 lb/6240 .lb) + (0.85*4956 in-lb)/(24799 in-lb*0.84) = (1016 lb/18419 lb)+ (4956 in-lb/24799 in-lb)= 0.37 0.25 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ C5-2) ** Fot comparison, total column stress computed for load case 5 is: 35.0% inqloads 1183.69405 /b Axial and M= 3717 in-lb TYPE 3DP PB INT-FLOREXPO Page 7 of / _3 3/4/2015 By: BOB Project: FLOREXPO BEAM Configuration: TYPE 3 DEEP PUSHBACK INTERIOR DETERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (B2.1) W= C -2*t-2*r = 1.625 in -2*0.06 in -2*0.06 in = 1.385 in w/t= 23.08 !=lambda= [1.052/(k)"-0.5] * (w/t) * (Fy/E}"0.5 = [1.052/( 4)"0.5] * 23.08 * (55/29500)"0.5 = 0.524 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 48.53 ksi f2(tension)= Fy*(y1/y2)= 100.29 ksi Y= f2/f1 = -2.067 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 67.83 flat depth=w= y1+y3 Eq. B2.3-5 Eq. B2.3-4 Eq. B2.1-4 Eq. B2.1-1 = 2.760 in w/t= 46 OK !=lambda= [1.052/(k)"0.5] * (w/t) * (fl/E)"0.5 = [1.052/(67.83)"0.5] * 2.76 * (48.53/29500)"0.5 = 0.238 < 0.673 be=w= 2.760 in bl= be(3-Y) =. 0.545 b2= be/2 = 1.38 in bl+b2= 1.925 in > 0.9 in, Web is fully effective. Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1') Lcorner=Lc= (p/2) * (r + t/2) 0.141 in Lflange-top=Lf= 1.385 in C= 2*Lc/(Lf+2*Lc) = 0.169 in Eq B2.3-2 Project#: P-030415-3LV 2.7Sin ~3in + T 1,625 in 3.000 in 0.060 in Beam= HMH 30160/3" Face x 0.06" thk Ix= 0.783 in"-4 Sx= 0.420 in"-3 Ycg= 1.980 in t= 0.060 in Bend Radius=r= 0.060 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.625 in bottom flange= 2.750 in Web depth= 3.rnn ,.., -Fy - m m= 0.192*(Fu/Fy) -0.068 = 0.1590 (EQ A7.2-4) depth ! Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)"-2 -1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fye= Be* Fy/(R/t)"m = 78.485 ksi (EQ A7.2-2) Thus, Fya-top= 58.97 ksi (tension stress at top) Fya-bottorn= Fya*Ycg/(depth -Ycg) = 114.48 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom -2*r*-2*t (EQ A7.2-3) Ycg y1 l_ yl= Ycg-t-r= 1.860 in y2= depth-Ycg= 1.020 in y3= y2-t-r= 0.900 in --------2.510 i,1------------------------------------~-- Cbottorn=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.37 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.56 ksi if F= 0.95 Then F*Mn=F*Fya*Sx=j · 11.80 in-k Str~ural \.,oncEts ~::;:;:.:(+::> . . . ~? ,,,,,:::···· ngmeermg ·-···,=·=· ... ,.· 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.73~0 Fax: 714.632.7763 By: BOB Project: FLOREXPO B~AM Configuration: lYPE 3 DEEP PUSHBACK INTERIOR RMI Section 5.2, PT II Section Beam= HMH 30160/3" Face x 0.06" thk Ix=Ib= 0.783 in"4 Sx= 0.420 in"3 t= 0.060 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 59.0 ksi L Check Bending· ~tress Allowable L(?ads Mcenter=F*Mn= W*L *W*Rm/8 E= 29500 ksi F= 150.0 L= 92 in Beam Level= 1 P=Product Load= 1,200 lb/pair D=Dead Load= 70 lb/pair W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P FOR DL=20/o of PL, W= 1.599. Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)] RMI 2.2, item 8 1 -(2*150*92 in)/[(6*29500 ksi*0.7834 in"3)+(3*150*92 in)] . = 0.847 if F= 0.95 Then F*Mn=F*Fya*Sx= 23.54 in-k Thus, allowable load JJ.er beam pair=W= F*Mn*8*(# of beams)/(L *Rm*W) = 23.54 in-k * 8 * 2/(92in * 0.847 * 1.599) = 3,023 lb/pair allowable load based on bending stress Mend= W*L*(l-Rm)/8 = (30:23 lb/2) * 92 in* (1-0.847)/8 = 2,659 in-lb @ 3023 lb max allowable load = .1,056 in-lb @ 1200 lb imposed product load 2. Check Deflection Stress Allowable Loads . - Dmax= Dss*Rd Rd= 1 -(4*F*L)/(5*F*L + lO*E*Ib) = 1 -(4*150*92 in)/[(5*150*92 in)+(10*29500 ksi*0.7834 in"4)] = 0.816 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= 5*W*L"3/(384*E*Ib) L/180= 5*W*L"3*Rd/(384*E*Ib*# of beams) --------· solving for Wyields, W= 384*E*I*2/(180*5*L" 2*Rd) = 384*0.7834 in"4*2/[180*5*(92 in)"2*0.816) = 2,855 lb/pair allowable load based on deflection limits Project#: P-030415-3LV 2.75in t,3in + T 1.625 in _J_ 3,000 in 0.060 in II I I 111111111111111IIIIllIll11111110111001111111111111 f =-' f--,-- "' ., ----------------. . . . . . . . . . . ..... . . . . . ..... . ..... -8e'6m Length - li:I 1::1 Allowable Deflection= L/180 = 0.511 in Deflection at imposed Load= 0.215 in Thus, based on the least capacity of item 1 and 2 above: Allowable load= 2,855 lb/pair Imposed Product Load= 1,200 lb/pair Beam Stress= 0.42 Beam at Level 1 s·+,. •• ~+•.,.,;,I . ~s ~-~n?.4~if~~~~?terson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB FroJect: FLOREXFO FroJect #: F-03041 5- 3 Pin Beam to Column Connection TYPE 3 OEEP PUSHBACK INTERIOR The beam end moments shown herein show the result of the maximum induced fixed end monents form seIsmIc + static loads and the code mandated minimum vaiue of 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 4,546 in-lb Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)"2 * Pi/4 = 0.1507 in"2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507in"2 = 3,315 lb Bearing Capacity of Pii, teal= 0.075 in Omega= 2.22 Pbearing= alpha * Fu * diam * teal/Omega Fu= 65,000 psi a= 2.22 = 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tclip= 0.18 in = Pl+Pl *(2.5"/4.5")+P1 *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 inA3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thu$, Pl= 2,135 lb Mconn-allow= [Pl *4.5"+Pl *(2.5"/4.5")*2.5"+Pl *(0.5"/4.5")*0.5"] = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0,5"/4.5")*0.5"] = 12,691 in-lb >· Mconn max, OK TYPE 3DP PB INT-FLOREXPO P.ig~ tf of I} Fy= 55,000 psi Sclip= 0.127 in"3 d= E/2 = 0.50 in 3/4/2015 S\ructura~ Concepts . ~ Engineering .~.,,.. 1200 N, Jefferson Ste, Ste E Anaheim. CA92807 Tel: 714.632.7330 Fax: 714.632.7763 By: 808 Project: FLOREXPO Project#: P-030415-3LV Transverse Brace Configuration: TYPE 3 DEEP PUSHBACK INTERIOR Section Properties Diagonal Member= Hannibal l-1/2xl-1/2x16ga Horizontal Member= Hannibal l-1/2xl-l/2x16ga Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Qc= 1.92 r-l.500in1 r7Iom l J-1 Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 r-l.500,n1 [7}" ~ ~0.25,n ~ ~0.25m Frame Dimensions Diagonal Member Bottom Pahel Height=H= 42.0 ih Frame Depth=D= 54.0 in Column Width=B= 3.0 in ~o Clear Depth=D-B*2= 48.0 in X Brace= NO rho= 1.00 I Load Case 6: : (1.±fl_ tOtJ*s;tJ.:JjB + l(0.85+0.14Sds)*B*P + [0.7*rho*EJ<= 1.0, ASD Method Vtransverse= 387 lb Vb=Vtransv*0.7*rho= 387 lb * 0.7 * 1 = 2711b Ldiag= [(D-B*2)A2 + (H-6")A2JA1/2 = 60.0 in. Pmax= V*(L<Jiag/D) * 0.75 = 2261b (kl/r)= (k * Ldiag)/r min = (1 x 60 in /0.496 in ) = 121.0 in Fe= piA2*E/(kl/r)A2 = 19,886 psi axial load on diagonal brace member Since Fe<Fy/2, Pn= AREA*Fn = 0.273 in"'2 * 19886 psi = 5,429 lb Pallow= Pn/Q = 5429 lb /1;92 = 2,828 lb Pn/Pallow= 0.08 Horizontal brace Vb=Vtransv*0.7*rho= 271 lb (kl/r)= (k * Lhoriz)/r min = (1 x 54 in) /0.496 in = 108.9 in <= 1.0 OK. Fe= piA2*E/(kl/r)A2 = 24,551 psi Fn= .Fe = 19,886 psi Typical Panel Configuration Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925 lb OK Fy/2= 27,500 psi Wst L ---~ince Fe<F,y/2, Fn=Fe -------------Pn=-AREA'!;f.n-------Pallow=-Pn/Qc:----------- = 24,55i psi = 0.273inA2*24551 psi = 6,702 lb Pn/Pallow= 0.08 <= 1.0 OK TYPE 3DP PB INT-FLOREXPO Pag~ /0 of () = 6702 lb /1.92 = 3,491 lb 3/4/2015 Structural Concepts ~ En~;~eN~~=rson sm, Ste E Anaheim, CA 92807 TeJ: 714.632.7330 Faxc 714.632.7763 By: 808 Project: FLORE~PO Single Row Frame Overturning Configuration: TYPE 3 DEEP PUSHBACK INTERIOR Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp -E*rho Sds= 0.7682 (0.9-0.2Sds)= 0.7464 (0.9-0.2Sds)= 0.7464 Project#: P-030415-3LV Vtrans=V=E=Qe= 387 lb DEAD LOAD PER UPRIGHT=D= 140 lb PRODUCT LOAD PER UPRIGHT=P= 2,800 lb Papp=P*0.67= 1,876 lb .Cl=Wst1=(0.74636*D + 0.74636*Papp*l)= 1,504 lb B=@;QQ.®.'.i.t/1:itI'.lt) Product Load Top Level, Ptop= 1,600 lb DL/Lvl= 70 lb Seismic Ovt based on E, 1:(Fi*hi)= 67,514 in-lb height/depth ratio= 3.2 in A) Fullv Loaded Rack Load case 1: Movt= I:(Fi*hi)*0.7*E*rho = 47,260 in-lb rho= 1.0000 Frame Depth=Df= 54.0 in Htop-lvl=H= 173.0 in # Levels= 2 # Anchors/Base= 2 ho= 48.0 in h=H+ho/2= 197.0 in Mst= Wstl * Df/2 = 1504 lb * 54 in/2 =: 40,608 in-lb_ T SI E D ELEVATION T = (Movt-Mst)/Df = (47260 in-lb -40608 in-lb)/54 in = 123 lb Net Uplift per Column I Net Seismic Uplift= 123 lb Strenqth Level B) Top Level Loaded Onlv load case 1: 0 Vl=Vtop= Cs* Ip * Ptop >= 350 lb for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0.1921 * 1600 lb = 44,013 in-lb = 307Ib T = (Movt-Mst)/Df Vleff= 307 lb Critical Level= 2 = (44013 in-lb -35064 in-lb)/54 in V2=VoL = Cs*Ip*D Cs*Ip= 0.1921 = 166Ib Net Uplift per Column = 27Ib Mst= (0.74636*D + 0.74636*Ptop*l) * 54 in/2 = 35,064 in-lb I Net Seismic Uplift= 166 lb Strength Level Anchor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLTTZ anchor(s) per6ase plate. Special inspection is required per ESR 1917.--------· -----------·- Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 1,250 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 1,840 lb Phi= 1 (61 lb/1250 lb)"l + (96 lb/1840 lb)"l = (83 lb/1250 lb)"l + (76 lb/1840 lb)"l = lYPE 3DP PB INT-FLOREXPO Page/( of I 3 0.10 0.11 ------·---· -------~--- Tcap*Phi= 1,250 lb Vcap*Phi= 1,840 lb <=· 1.2 OK <= 1.2 OK 3/4/2015 Structural Concepts ~ f n~!~:=~J~rson s.to, Ste E Anaheim, CA 92807 Tek 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-3LV Base Plate Configuration: TYPE 3 DEEP PUSHBACK INTERIOR Section Mb Baseplate= 7x5x3/8 EffWidth=W = 7.00 in Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in L = 2.00 in Plate Thickness=t = 0.375 in a= 2.50 in Anchor c.c. =2*a=d = 5.00 in N=# Anchor/Base= 2 Fy = 36,000 psi I b 1-L ---w Downaisle Elevation Down Aisle Loads Load Case·s:: (1 +O.JOS*Sds)D + 0.7S*f(1.4+0.14Sds)*B*P + 0.75*f0.7*rho*El<= 1.0, ASD Method COLUMN DL=· 70 lb Axial=P= 1.080661 * 70 lb+ 0.75 * (1.507548 * 0.7 * 1400 lb) COLUMN PL= 1,400 lb = 1,184 lb Ba!le Moment= 8;000 in-lb l+0.105*Sds= 1.0807 Mb= Base Moment*O.75*O.7*rho = 8000 in-lb * O.75*O.7*rho 1.4+0.14Sds= 1.5075 = 4,200 in-lb B= ;Q;J@Qitfff:J\f{J}._! __ Ax_ia_l_L_o_a_d_P_=_1_,1_8_4_1_b ______ M_b_a_se_=_M_b_= ___ 4, .... 2_O_O_i_n_-l_b __ ..... Axial stress=fa = P/A = P/(D*W) Ml= wLA2/2= fa*LA2/2 = 34 psi = 68 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2 * fb * L/W = 102.9 psi = 58.8 psi Moment Stress=fbl = fb-fb2 M2= fbl *L A2)/2 = 44.1 psi = 88 in-lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 = 78 in-lb 5-plate = (l)(tA2)/6 = 0.023 inA3/in fb/Fb = Mtotalj[(S-plate)(Fb)] = 0.37 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = 88 lb Mtotal = Ml+M2+M3 = 234 in-lb/in Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 1,750 psi Tallow= 1,250 lb OK OK Cross Aisle Loads . Criti:,/ /o,d ase RN/Sec 2.J, ilem 4: (1+o.11Sds)OL + (1+o.14S0S}Pl.'0,7S+EL'0.7S <= 1.0, ASO Me/1,od Check uplift load on Baseplate EffE Effe Pstatic= 1,184 lb Movt*0.75*0.7*rho= 35,445 in-lb Frame Depth= 54.0 in Check uplift forces on baseplate with 2 or more anchors per RMI 7 .2.2. 1When the base plate configuration consists of l:Y,to anchor bolts located on either side P=Pstatic+Pseismic= 1,840 lb b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.00 in fa = P/A = P/(D*W) = 53 psi Sbase/in = (l)(tA2)/6 = 0.023 in63/in ------ fb/Fb = M/[(S-plate)(Fb)] = . 0.17 OK TYPE 3DP PB INT-FLOREXPO Pseismic= Movt/Frame bepth = 6561b M= wLA2/2= fa*LA2/2 = 105 in-lb/in Fbase = 0.75*Fy . --= 27,000 psi Pa~e/ l---of. ( .3 f the column and a net uplift force exists, the minimum base plate thickness shall be determined based on a design bending moment in the plate equal to the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column" I~ Mu Ta T•Ft4-ff ~ Uplift per Column= 166 lb Qty Anchor per BP= 2 ----Net Tension per anchor=Ta= 83 lb -- c= 2.00 in Mu=Moment on Baseplate due to uplift= Ta*c/2 fb Fb *0.75= 0.02 = 83 in-lb Splate= 0.117 inA3 OK 3/4/2015 Structural Concepts -En~~~:~riJ':.,son ste. ste • Anaheim, CA 92807 Tel, 714.632. 7330 Faxc 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-3LV Slab on Grade Configuration: TYPE 3 DEEP PUSHBACK INTERIOR a •••• t······••••••·•r--e-1--·~·~·'······;······ . ~,b:E: ,. ·······~····· t X ~, ____ 1-/-~ ~---·I -] IFt! :-;-: •. ----.: ••••••• A .~s·r·•· AUYE~:~~V~&B ··.·.·-:::::::::::::::::::-:-:-·.·.·.:-:Down Aisle .-:·· Movt= 60,550 in-lb Frame depth= 54.0 in Sds= 0.768 SLAB ELEVATION Baseplate Plan View 0.2*Sds= 0.154 Base Plate Effec. Baseplate width=B= 7.00 in Effec. Baseplate Depth=D= 5.00 in width=a= 3.00 in depth=b= 3.00 in !'flf Iif:::I:!'iiAfrnt~9li:ftI:t:tfK: P=B/D= 1.400 F'cA0.5= 50.00 psi Column Loads DEAD LOAD=D= 70 lb per column unfactored ASD load PRODUCT LOAD=P= 1,400 lb per column unfactored ASD load Papp= 938 lb per column P-seismic=E= (Movt/Frame depth) = 1,121 lb per column unfactored limit State.load rh~= ::r;i~~§,;:l::::;::~~~i;:11:;::}:!/!:!:;?~:r;:;:;:1:r:1: Sds= 0.7682 1.2 + 0.2*Sds= 1.3536 0. 9 -0.20Sds= 0.7464 Puncture Apunct= [(c+t)+(e+t)]*2*t = 190,0 inA2 Fpunctl= [( 4/3 + 8/(3*p)] * ;i., *(F'cA0.5) = 97.1 psi Fpunct2= 2.66 * ;i., * (F'cA0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 2,605 lb Asoil= (Pse*144)/(fsoil) = 75(} inA2 --· x=-(L-y)/2--- = 6.5 in Fb= 5*(phi)*(fc)A0.5 = 150. psi TYPE 3DF FB INT-FLOREXFO midway dist face of column to edge of plate=c= 5.00 in midway dist face of column to edge of plate=e= 4.00 in Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN s = 1.35364 * 70 lb+ 1.35364 * 0.7 * 1400 lb+ 1 * 1121 lb = 2,542 lb Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI sEc 2.2 EQTN 7 = 0.74636 * 70 lb+ 0.74636 * 0.7 * 938 lb+ 1 * 1121 lb = 1,663 lb Load Case 3) 1.2*D + 1.4*P = 1.2*70 lb+ 1.4*1400 lb = 2,044 lb Load Case 4) 1.2*0 + 1.0*P + 1.0E = 2,605 lb Effective Column Load=Pu= 2,605 lb per column L= (Asoil)A0.5 = 27.39 in M= w*xA2/2 --- = (fsoil*xA2)/(144*2) = 72.4 in-lb fv/Fv= Pu/(Apunct*Fpunct) = 0,172 < 1 OK y= (c*e)A0.5 + 2*t = 14.5 in ----S-slab= 1 *teffA 2/6 = 4.17 inA3 fb/Fb= M/(S-slab*Fb) = 0.116 < 1, OK P~g~ /J of. /) RMI SEC 2.2 EQTN 1,2 ACI 318--11 Sec 9.2.1,Eqln 9-S 3/4/2015 CB150713 1960 KELLOGGAV FLOREXPO-INSTALL PUSH BACK RAr.K8 IN Nl=W r.orn l=R COOi ER 3 DEEP ~-----__..,....,~,..,..__.......,....._.,.._............, ...... ~~ .... ~""'---- 3/ro{,;; ~ t'D ~ ( r~ / Esc,.-,L LJ-f ~~ ~s 3(Ct J,s-(#Jl ~ &,~ .2) ) 17 , ,~ cJ:,{yl L-LJ...Avv Final Inspection required by: CJ Plan CJ CM&I CJ Fire CJ SW CJ1SSUED I Dev. Approved Date By BUILDING Lf/ "''s-Otf 3 / :;n / 1 ~ ~ Jr @. F~ 0WlU-,<, 11 -~L Fi e..6.l:t" -F,r(' r..f { 1 I< f2--,U: ..-,J WI~ ~ 4( , 3 / ,s Is s ~ PLANNING ~19/r-s--~ ENGINEERING ~ -FIRE Expedite? v7N7 Lffyt,,r-~ DIGITAL FILES Reauired7 y N HazMat APCD Health Forms/Fees Sent Rec'd Due7 By Encina y N Fire y N HazHealthAPCD y N PE&M y N ,, School y N , Sewer y N Stormwater y N Special Inspection y N- CFD: y N LandUse: Density: lmpArea: FY: Annex: Factor: PFF: y N Comments Date Date Date Date Building .3],7 Its- , Planning Engineering Fire .!,~/,;' - Need? CJ Done -DDone DDone DDone ~ ···-· ...... : ... : .... ~ .· --' "' ~