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Home My WebLink About1960 KELLOGG AVE; ; CB150712; Permit,i' City of Carlsbad 04-13-2015 1635 Faraday Av Carlsbad, CA 92008 Commerciai/lndustrial Permit Permit No: CB150712 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type:· Parcel No: 1960 KELLOGG AV CBAD Tl Sub Type: INDUST Lot#: 0 Construction Type: NEW Reference# Status: ISSUED Applied: 03/06/2015 Entered By: LSM Valuation: Occupancy Group: 2120930100 $30,883.00 Plan Approved: 04/13/2015 Issued: 04/13/2015 Inspect Area Plan Check #: Project Title: FLOREXPO-INSTALLA PUSH BACK RACKS IN EXISTING COOLER 5 DEEP Applicant: PAUL BAUER STE 320 23091 ANTONIO PKWY RANCHO SANTA MARGARITA CA 92688 949-505-3764 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'! Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $284.65 $0.00 $199.25 $0.00 $0.00 $8.65 $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: $494.55 Total Payments To Date: Owner: JORKEN LLC 1960 KELLOGG AVE CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD 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 $494.55 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 ?? ?? $494.55 $0.00 Inspector: FINAL APPROVAL Date: f-l2 -/ ,r 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 protest procedures set forth in Government Code Section 66020(a}, and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any . fees/exactions of which 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: []PLANNING OENGINEERING OBUILDING DFIRE DHEALTH OHAZMAT/APC0 --,,,,_: (_ Cicyof Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. ,.,a8tSD"1 \ :l. Est.J(alue $/ 3 Di gf3 Plan Ck. Deposit l 'l'\ • 'Z.,S Date 3 I (g J 1S-lswPPP . JOB ADDRESS 1960 Kellogg Ave, Carlsbad, CA 92008 SUITE#/SPACE#/UNIT# rPN 212 093 01 00 CT/PROJECT# 1 LOT# 1 PHASE# r OF UNITS 1 # BEDROOMS # BATHROOMS I TENANT BUSIN~S;~~~EXPO _ I CONSTR. TYPE I occ. GROUP DESCRIPTION·OF WORK: Include Square Feet of Affected Area(s) Pus(:;,. , · 1"'" nackaged flower storage 1N~'l'IST~ L-oo<--bfl- EXISTING USE I PROPOSED.USE rARAGE (SF) PATIOS (SF) _ I DECKS (SF) FIREPLACE ' AIR CONDITIONING 'FIRE SPRINKLERS N<O YES0No0 YEs[Z]NoO Flower Storage _ Flower Storage YES[)!. APPLICANT NAME Primary Contact ADDRESS CllY Paul Bauer 23091 Antonio Parkway, #320 STATE ZIP Rancho Santa Man:iatita CA 92688 PHONE 9495053764 9492714548 EMAIL \ pbau~r@rebstorage.com 'DESIGN PROFESSIONAL Structural Concepts Engineering ADDRESS 1200. N. Jefferson\ St. #F CllY STATE ZIP Anaheim CA '92807 -PHONE 1146327330 7146327763 EMAIL bob@sceinc.com I STATE UC.68381 I PROPERTY QWER NAME ~(JO ... ~ 1 ADDRESS CllY Carlsbad PHONE 7604314910 EMAIL CONTRACTOR BUS. NAME ADDRESS CllY Chino PHONE 9096068329 EMAIL STATELIC.# 797065 u_.,(!. -Ke1,dall FleFal 1960 Kellogg Ave STATE ZIP CA 92008 7604314922 Metal Tech Construction Inc. 14223 lronbark Ave. STATE ZIP CA 91710 9096068359 metaltc1@aol.com ! CLASS !CITY BUS. UC.# C61/D24 ~I ... ~ •• J (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 s1!(ned statement tliat he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and-Professions Code] or 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 civil penalty of·not more than five hundred dollars {$500)). _ _ / " ~ " W / / % ~ ½-A~/~ !J """" ;;;:ff!: WORl<ERS' COMPENSATION '?, Y, ill Y," :J./;/,v ,, Workers' Compensation Declaration: / hereby affirm under penalty of pe,jury one of-the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided ily 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 performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Farmers Insurance Exc~ange Policy No. A0_109525~ 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' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of.compensation, damages as pr' ded f i Section ·of the Labor code, interest and attorney's fees. 25 CONTRACTOR SIGNATURE lllillll~ 12:)AGiNT I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 ·I, as owner of the property or my employees with,wages as their 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 hfs 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). D D 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 projecls 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 p~rsonally plan to provid~ the major labor and materials for construction of the proposed property i,mprovement OYes 0No 2. I (have/ 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 I 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/ phone I contractors' license number}: 5. I will provide some of the work, but I have contracted (hired} the following persons to provide the·work indicated (include oame I address I phone / type of work}: 25 PROPERTY OWNER SIGNATURE OAGENT DATE •t COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILflfNG PERMITS ONLY»~ 0 g ,, ,z,BwfJ;¼ ~ff; /4 Is the applicant or future building occupant required to submit a business 'plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner.Hazardous Substance Account Act? Yes v 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 t/',,No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES A'ND 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 authorize 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 ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of struclures over 3 stories iri height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building u orized ';?11 permit is suspended or abandoned at any time after the work is commenced for a 7·oct of 180 days (Section 106.4.4 Uniform Building Code). ~ APPLICANT'S SIGNATURE • ~ DATE 3 ~ 1 ~ STOP: THIS SECtlON 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 Lis~ Permit#: CB150712 Type: Tl Date_ Inspection Item ____ _ 04/20/2015 89 Final Combo 04/20/2015 89 Final Combo Tuesday, April 21, 2015 INDUST !~spec~ct RI PB AP FLOREXPO-INSTALLA PUSH BACK RACKS IN EXISTING COOLER 5 DEEP Comments AM PLEASE/ EMAILING CARD Page 1 of 1 POOR QUALITY ORIGINAL S '•·· t~ofins~on · J : . #l,.1 · FOU8DA.llOJf . ! . . .. . . t .. #12 REIHFORCEOSTEEi · .. } .. · #$6 . ~QNRY-PREGROUT CODE: It BUILDING . OGROl.lt . OWAll.DRA.IHS . . ·· · ~o .·ltPANEI.S: . . . .. -#1-1 POURsiRIP$: . : ' 1-11: :coLUr,tHiOOllNGS · .##14 S!Jll~t O ft~lt t:t CE!UHG coo£,, PLUMBING Date·, ·0B1507!2 > .. 1~60·. K~i~o~~t~V. FLO~~ 1NsrAtiA rosH eACK::·: · · · RACK$ IN. EXISTINGC00i..ER5;P.EEP . · . ll .. ·lNousr_·:_ ..... · · ·.:,· .. tot#: · PAUL'SA~ER . . . '.:; .. ~.. { ' :·~·.x•. :i·">»lo~O<O~V .' \_1-~~1~,}i.t .·It'.:· .... ·:,·· .. ,.: / _ .. , ::'. • Structural Observaton Group, Inc. A California Corporation 8941 AtlantaAve.,#518 Huntington Beach, CA 92646 We Just Do A Better Job! Observation ReP,ort and Observation Agreement \ . .. City I Permit # . • _ _,,, , Job Address i ,. / :.c:....i.c..l,..,. <.,...,._,.'(..? .. :, ,-\ J,.; ·AJ=!:i.-~··· :: ·'\.> 7, ··7 '-"~ t.,:::'t,/ ~ ....... ,_,_:::,.1 -< .. ' ' (... Job Name F· ,• .~ I/ 'A.:.::z.., ~""•' ~~ ; Material. Description ii; .. .,t> '-V..,,~ t:~~-.. ·:->t,~ .A·•-4<-· { c\·i . w• Observer i ....:::, ' At . ' J.;:;,,:, .A..iQ;I"'. Samples:. X _., Quantity= . . Description pf Wor.,Observed: DATE: ·1 / i '::; l I;.': ., I ·.r c. TIMEIN TIMEOUT BILLING . OVERTIME CHECK·ONE .0 SHOW-UP ' OT 0 HALFDAY OT 0 FULL:DAY .. TT By this signature on the'.this Observation Report. I acknpwledge that SOG, Inc. performed the above observation. . Approved by: ,l . ''~.· ~ 1 . ._: Project Superintendent -Foreman -Other ;.,,, 0 0 0 Architect /,.,,,, .. , Engineer Contractor --.- ' -2> _,,;,. :_:.-·<. f~.,. ... ,,;,,__-..c . Subcontractor /--,. ~ ,.,. __ ;:.._. ... f, -I' I. . . -(,; ~:.. ·' ----+-l (_ .A~,,,z · :.· .,-,,. --~j\~ .. ,} _-..,...,..,:-t ".""C"'---~--·t', __ <1,:r•:'.. l_,.. \,_. 1 ',_ ''--·--;.,· ---/ ~-_ • ------!" _,.....,. ,<:. .... ' .:, .. "'> f "'.,_ ......... ,,_.--·~ ,, ,, BILLING INFORMATION & TELEPHONE# Certification ot Compliance We hereby certify that, at the lime 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 seclion(s) of the Uniform Building Code, as·applicable to the locality where this· project is located. This report cannot be construed to be a· recommendation of work of any nature to be performed. Th~ performance of our observation servJ9~sfs·subJect to the terms and conditions as described on the reverse side of this Obser;vation·~eport. The Owner or a.success'r i .interest shalf'hold harmless Structural Obsr.viffion Groui3:-1n·c:·froru,,.S!)y and alylegal · roc'te ings qi any nature whatsoever, that is relatec·toJhe observation services prov1de,d. ' f ............ ,. . . \ >&~ . . . ,II-~.._...,.-_--... •• Signatl:!(e:0fR\3gi~ered Op,se~7r «-_,....w--... ti-.,,...,tb~ I/_ ,--r -L:.., _ _. , , J.¥.,, .~ ,,..,,, .,,. · • ,;.·.-r ·. ·-.,. 1· .• "t ,(,'. ' ~-.. ,V ~,.It ' ,..,. ,,.. i~ •' ~,,., -"' , .. '-"' Specialty No. I Agency .,. '_, "t ,.;: . ··, WHITE-OFFICE COPY, CANARY-ACCOUNTING COPY, PINK-OBSERVERS COPY, BOTTOM WHITE-JO13SITE COPY .( EsGi:I Co,rporation In (J?artnersliip witli government Jot (}3ui{aing Safety DATE: 4/6/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-0712 PROJECT ADDRESS: 1960 Kellogg Ave. SET: II D APPLICANT D JURIS. D PLAN REVIEWER D FILE PROJECT NAME: 5 Deep Push Back Racks for Florexpo at Existing Cooler ~ 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 cod~s when minor deficiencies identified below are resolved and checked by building department staff. D The plans transtnitted--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 p·lans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicanfs copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not adVise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person ~ REMARKS: 1. Fire Department approval is required. 2. City to field verify that the path of travel from the handicapped parking space to the rack ~rea and the bathrooms serving the rack area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil Corporation D GA D EJ O MB D PC 3/31 9320 Chesape~ke Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partnersliip witli <;;011ernment for cJ3ui(aing Safety DATE: 3/17/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-0712 PROJECT ADDRESS: 1960 Kellogg Ave. SET: I 1:1 APPLICANT 4'JURIS. 1:1 PLAN REVIEWER 1:1 FILE PROJECT NAME: 5 Deep Push Back Racks for Florexpo at Existing 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 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. ~ 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. ~ 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. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Paul Bauer Telephone#: 949-505-3764 ~ate co9tacted: 6 / 18 (by:~ Email: pbauer@rebstorage.com t.-Mail / Telephone 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 15-0712 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.: 15-0712 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 15-0712 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. The location of the horizontal and diagonal bracings is not clearly shown on the plan. Please add the dimensions. 3. 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. 4. Obtain Fire Department approval. 5. Indicate the clearance from the new racks to the existing building walls and building columns 6. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 15-0712 3/17/2015 [DO NOT PAY --THIS IS 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 Valuation PORTION ( Sq. Ft.) Multiplier racks Air Conditioning Fire Sprinklers TOTAL VAl,.UE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: 0 Complete Review D .Repetitive Fee 3Repeats Comments: D Other D Hourly EsGil Fee PLAN CHECK NO.: 15-0712 DATE: 3/17/2015 Reg. VALUE ($) Mod. per city 30,883 30,883 $284.89! $185.181 D Structural Only 1-. ----tlHr. @ • $159.541 Sheet 1 of 1 macvalue.doc + ~ «~~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 3/9/15 PROJECT NAME: RACKS PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov PLAN CHECK NO: CB150712 SET#: ADDRESS: 1960 KELLOGG AV APN: [X] This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required D Yes IZI No You may a/so have corrections from one or more of the divisions listed below. Approval from these di.visions 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: . ,--'' .. . ·• ., PLANNING ·. ENGINE:l;-RING •FIRE PREVE-NTION ., 760-602-4610 . 760'-602-2750' . 760-602-:4(565 · . . . . D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D VaIRay 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.Ont1veros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: ,, «,~ . ~ CITY OF CARLSBAD- PLAN CHECK REVIEW TRANSMITTAL DATE: .04/08/2015 PROJECT NAME: FLOR EXPO BUILDING DEPTft ceefMf,fy & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECTID:CB150712 PLAN CHECK NO: 2 SET#: 1 ADDRESS: 1960 KELLOGG AV APN: ~ 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 ~ 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 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 PREVENTION -760-602-4610 760-6Q2-2750 · 76~0246$5-; ._ ,_•,, .. ---. D Chris Sexton D Kathleen Lawrence ~ Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbad~s;!.gov Kathleen.Lawrence@carlsbadca.gov Grego!'.)'..R)'.an@carlsbadca.gov D Gina Ruiz. D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carll:!badi:;s;!.gov Linga.Ontiveros@carlsbadca.gov C)'.nthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department Plan Review 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 MARO-ARITA CA 92688 CB150712 FLOREXPO-INSTALLA PUSH BACK 1960 KELLOGG AV CJ3AD Please review carefully all comments attached. Conditions: BUILDING DEPrfA COPY Reviewed by: ~ ;(}a~ CITY OF CARLSBAD FIRE DEPARTMENT -APPROVED: w/ 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 1, Section 105 of the California Fire Code shall require that the applicant/owner or end-user of the proposed pa1let 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 until above mentioned permitting process is completed. Entry: 04/08/2015 By: GR Action: AP & ~ CITY OF CARLSBAD DATE: 03/25/2015 PLAN CHECK NO: 1 SET#: 1 PLAN CHECK REVIEW TRANSMITTAL PROJECT NAME: FLOREXPO ADDRESS: 1960 KELLOGG AV BUILDING DEPTH c~~ & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECTID:CB150713 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 [8J . 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 PREVENTION .. 760-602-4610 760-602-2750 ·. · . ~760-6()2-4665 " -· ... .. . . --c • D Chris Sexton D· Kathleen Lawrence [Z] Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 C~ris.$exton@carlsbadca.gov Kathleen.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@carlsbaa~~.gQv Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@c~rlsbadca.gov Carlsbad Fire Department BUILDING DEPT .. -,J -.....---,---,--~---,-,.------,..-,...,..,_...,..---,--,-~----__,_------a--C .... ,4---1!0""""-PY~- Plan Review Date of R,~port: Name: Address: P~rmit #: Job Nam~; Job Address: Requirem?nts Category.' TI , INDUST PAUL BAUER 43091 ANTONIO PKWY STE 320 RANCHO SANTA MARGARITA CA 92688 CB150712 / CB1S0713 FLOREXPQ,, INST ALLA PUSH BACK 1960 KELLOGG AV CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot a<;lequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Pleast;' resubmit the necessary plans and/or specifications, with changes "clouded", to this offfoe for review and approval, · Conditions: Cond: BP023 [NOT MET] Re~er to Ch~pter 1, Section 105 of the Califomia Fire Code for 'Annual Use' permits required for this process, Cond: BP022 [NOT MET] Comply with Chapter 32 of the California Fire Cod~ for high-:piled combustible storage. High piled eombustible storage is storage of c0mbustible materials of more than 500 square feet where materials are stored over 12 feet in h~ight 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 sp~inkler system is not ~n.ESFR system then a single "in .. rack" sprinkler system shall be installed between the first and seco~d levels. Said system shall 1;,e installed in occupancies and locations as set forth in the Califomia 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 desig11ed 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-030415-4LV Date : 03/04/15 Street Address : 1960 KELLOG AVE City /State : CARLSBAD CA Scope of Work : PUSH BACK RACK MAR O 4 2015 Structural Concepts ':tilJ/I En~!~oe:.'~d!.rsoo ste, Ste F Anahe;m, CA 9~07 Tel, 714.632. 7330 Faxa 714.632. n63 By: BOB Project: . FLOREXPO Project#: P-030415-4LV TABLE OF CONTENTS Title Page ................................................................................................................ 1 Table of Contents ............................................................. ,....................................... 2 Design Data and Definition of Components ............................................................ 3 Critical Configuration ............................. .................................................................. 4 Seismic Loads .......................................................................................................... 5 to 6 Column.................................................................................................................... 7 Beam and Connector ............................................................................................... 8 to 9 Bracing ··········:········································································································· 10 Anchors................................................................................................................... 11 Base Plate ................................................................................................................ 12 Slab on Grade ................. ......................................................................................... 13 TYPE 5DP PB INT-FLOREXPO P?ge 2-of I 3 3/4/2015 Str:uctural Concepts ~:=r!7E · · :;a~· n~~~oe:.r~~ierson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-4LV 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-Jrame 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=SS 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 electrodes 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 ~=:n:=========:m=t====i===:::::::[J: Frame Height Product Beam Spacing Beam Length Front View: Down Aisle (Longitudinal) Frame ~ TYPE 5DP PB INT-FLOREXPO Base Plate and Anchors Page 3 of }) L Frame .J I Depth ~I Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace 3/412015 Str~tural \.,oncepts ~~ Engineering ·""'=· 1200 N, Jefferson Ste, Ste F Anaheim, CA 92801 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLO~EXPO Project#: P-030415-4LV Configuration & Summary: TYPE 5 DEEP PUSHBACK EXTERIOR T 74" 192" t 107'' l ' /r 92" Seismic Criteria # Bm Lvls Ss=l.079, Fa=l.068 -2 C_omponent 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 &Sgil Level I Load** Per Level BeamSpcg 1 600 lb 107.0 in 2 800 lb 74.0 in T 12" +· 42" + 192" 42" + 42" + 42" ~ -~ }-54" ,i ,r **RACK COLUMN REACTIONS ASDLOADS AXlAL DL= 70 lb AXTAL LL= 700 lb SEISMIC AXIAL Ps=+/-487 lb BASE MOMENT= 8,000 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 54 in 192.0 in 5 92in Single Row Description Hannibal IF3014-3x3x14ga P=770 lb, M=4108 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=2240 in-lb I Mcap=12691 in-lb Hannibal 1-1/2x1-1/2x16ga Hannibal 1-1/2xl-1/2x16ga 7x5x3/8 I Fixity= 4108 in-lb 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=88 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. 651b 50 lb 1421b 1081b Column I Column Axial Moment 770 lb 4,108 "# 4351b 2,002 "# I Conn. Moment 2,240 "# 836 "# STRESS 0.15-OK N/A 0.06-OK 0.18-OK 0.04-OK 0.04-OK 0.32-OK 0.05-OK 0.09-OK Beam Connector 3 pin OK 3 pin OK ** Load defined as product w~lght per pair of beams Total: 207 lb 158 lb Notes jC4X4.5# STRUCTURAL BEAM USED AT ALL EXTERIOR BEAM LOCATIONS TYPE 5DP PB EXT-FLOREXPO Page ff of (J 31412015 s·tr~tural l,oncepts ~ En~~~:riJ~rson Ste, Ste f Anaheim, CA 92807 Tek 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-4LV Configuration & Summary: TYPE 5 DEEP PUSHBACK INTERIOR I'-T 74" 192" t 107'' .I I ' 92" Seismic Criteria # Bm Lvls Ss=l.079, Fa=l.068 2 Compo_nent Column Fy=55 ksi .. Column & Backer None Beam Fy=55 ksi Beam Connector Fy=SS ksi Brace-Horizontal Fy=SS ksi Brace-Diagonal Fy=SS ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil Level I Load**. Per Level BeamSpcg 1 1,200 lb 107.0 in 2 1,600 lb 74.0 in ** Load defined as product weight per pair of beams I ·-I TYPE SDP PB INT-FLOREXPO 192" T Lt:::::===#==--tt---r 12" + ~ 42" + -1---'-----t 42" + ____, 42" + f-------3i I 42" -+-1'-----1-- ,r-54" ~ **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 70 lb AXIAL LL= 1,400 lb SEISMIC AXIAL Ps=+/-912 lb BASE MOMENT= 8,000 in-lb Frame Depth Frame Heig~t # Diagonals Beam Length Frame Type 54 in 192.0 in 5 92in Single Row Description STRESS Hannibal IF3014-3x3x14ga P=1470 lb, M=7670 in-lb 0.42-0K None None N/A HMH 30160/3" Face x 0.06" thk Lu=92 in I 0.42-0K Lvl 1: 3 pin OK I Mconn=4739 in-lb I Mcap=12691 in-lb 0.37-0K Hannibal 1-1/2xl-l/2x16ga 0.08-0K Hannibal 1-1/2xl-1/2x16ga 0.08-0K 7_x5_x3/8 I Fixity= 7670 in-lb 0.37-0K 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=198 lb) 0.1-0K 5" thk x 2500 psi slab cin grade. 500 psf Soil Bearing Pressure Brace 42.0 in 42.0 in 42.o in 42.0 in 12.0 in Total: I Story Force I Story Force Transv Longjt. 121 lb 921b 2671b 2031b 3871b 2951b Column I Column Axial Moment 1,470 lb 7,670 "# 835 lb 3,757 "# 0.17-0K I Conn. Beam Moment Connector 4,739 "# 3 pin OK 2,301 "# 3 pin OK 3/4/2015 Structural Concepts ~ En~!~:~~:rson Ste, Ste E Anaheim·. CA 92807 Tel: 714.632.7330 Fax, 714.632.n63 . By: BOB Project: FLOREXPO Seismic Forces Configuration: TYPE 5 DEEP PUSHBACKINTERIOR 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) Csl= Sds/R = 0.1921 Cs2= 0.044*Sds Cs-max* Ip= 0.1921 Vm1n= 0.015 = 0.0338 Cs3= 0.5*51/R = 0.0520 Eff Base Shear=Cs= 0.1921 Transverse Elevation . Cs-max= 0.1921 BaseShearCoeff=Cs= 0.1921 Level 1 2 PRODUCT LOAD P 1,200 lb 1,600 lb P*0.67*PRF1 8041b 1,072 lb sum: P=2800 lb 1,876 lb Longitudinal (Downaisle) Seismic Load Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) = 2,016 lb Vtransv=Vt= 0,1921 * (140 lb+ 1876 lb) Etransverse= 387 lb Limit States Level Transverse seismic shear per upright DL 70 lb 70 lb 140 lb hi 107in ·181 in W=2016 lb wi*hi 93,518 206,702 300,220 Project#: P-030415-4LV Ss= 1.079 51= 0.416 Fa= 1.068 Fv= 1.584 Sds=2/3*Ss*Fa= 0.768 Sd1=2/3*51 *Fv= 0.439 Ca=0.4*2/3*5s*Fa= 0.3073 (Transverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRFl = /Jiff Itili'?J}\i\J Pallet Height=hp= 48.0 in DL per Beam Lvl= 70 lb Fi Fi*(hi+hp/2) 120.5 lb 15,786-# 266.5 lb 54,633-# 3871b ~=70,418 S1m1larly for longitudinal seisirnc loads,. usmg R=6.0 Ws= (0.67 * P'-RF2 * P) + DL = 2,016 lb PRF2= 1.0 (Longitudinal, Unbraced Dir.) R= 6.0 Csl=Sdl/(T*R)= 0.1464 Cs2= .0.0338 Cs3= 0.0347 ,..c_s_=C_s_-m_a_x_*_.Ip_=_0_._1_46_4 _______________ T~= 0.50 sec Vlong= 0.1464 * (140 lb+ 1876 lb) Umit States Level Lon git. seismic shear per upright Cs-max= 0,1464 !=longitudinal= 295 lb .,____,;;;...... ________ .,.._.,.._ _________ ....., Level PRODUC LOAD P P*0,67*PRF2 DL . hi 1 1,200 lb 804 lb 70 lb 107 in 2 1,600 lb 1,072 lb 70 lb 181 in wi*hi 93,518 206,702 Fi 91.9 lb 203.1 lb Ftont \/jew sum: 1 876 lb 140 lb W=2016 lb 300 220 295 lb ====================::::::::::::::====::::::::::::::=============::::::!::=================== TYPE 5DP PB INT-FLOREXPO . .,... Page :>--of 3/4/2015 Structural Concepts ~ Engineering ,~c,:,;,l}ffi.J? 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel; 714.632.7330 Fax; 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-4LV Downaisle Seismic Loads Configuration: TYPE 5 DEEP PUSHBACK INTERIOR Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixfty. Seismic Story Forces Vlong= 295 lb Vcol=Vlong/2= 148 lb Fl= 92 lb F2= 203 lb F3= 0 lb Seismic Story Moments Typical frame ma<le Tributary area of-1:wo columns ofr0ckfi-ame~ ,-----__ I ' ~~~·~~·~ ~~ ~~·~~:~ ~~~:~~:~ .... ~~~-:~~:~ -~~~:~~·:~ • I i-96" -, Conceptual System Typical Frame ma<le ' -~ o~~~ columns Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hleff)/2 <=== Default capacity hl-eff= hl -beam clip height/2 = 104 in = 7,670 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 7,670 in-lb M 1-1= [Veal * hleff]-Mbase-eff = (148 lb * 104 in)-7670 in-lb = 7,670 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (7670 in-lb+ 3757 in-lb)/2 LEVEL 1 2 = 5,714 in-lb hi · 107 in 74in Axial Load 1,470 lb 835Ib M 2°2= [Vcol-(Fl)/2] * h2 = [148 lb -101.6 lb]*74 in/2 = 3,757 in-lb Mseis(2-2)= (3757 in-lb + O in-lb)/2 = 1,879 in-lb S_ummary of Forc:es Column Moment** 7,670 in-lb -- 3,757 in-lb Mseismic** 5,714 in-lb 1,879 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 lYPE 5DP PB INT-FLOREXPO Page~ of / "J Vcol h2 -'--i --:/ h 1 h1eff II Beam to Column Elevation rho= 1.0000 Mconn** Beam Connector 4,739 in-lb 2,301 in-lb 3 pin OK 3 pin OK 3/4/2015 COL Structural Concepts -~ En~~~:~n:Jerson Ste, Ste E Anahe;m, CA 92807 Tel: 714,632,7330 Fax: 714,632,7763 By: BOB Project: FLOR!;XPO Project#: P-030415-4LV Column (Longitudinal Loads) Configurati9n: TYPE 5 DEEP Pl,.ISHBACK INTERIOR Section Properties Section: Hannibal IF30-14-3x3x14ga Aeff = 0.643 in"2 Ix = 1.130 in"4 Sx = 0.753 in"3 rx = 1.326 in .Qf= 1.67 Iy = 0.749 in"4 Sy = 0.493 in"3 ry = 1.080 in Fy= 55 ksi Kx= 1.7 Lx = 105.5 in Ky= 1.0 r3,00:in7 i Ly= 42.0 in Cb= 1.0 y-·--r·-·-y 3.000 in Cmx= 0.85 E= 29,500 ksi Loads Considers loads at level 1 COLUMN DL= 70 lb Critical load cases are: RMI Sec 2.1 I0.075 in x ~0.75in _l_ COLUMN PL= 1,400 lb Load Case 5:: (1+0.105*Sds)O + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E}<= 1.0, ASO Method Mcol= 7,670 in-lb axial load coeff: 0.7914627 * P seismic moment coeff: 0.5625 * Meo/ Sds= 0.7682 · Load Case 6:: (1 +0.104*Sds)O + (0.85+0.14$ds)*B*P + (0.7*rho*E}<= 1.0, ASO Method 1 +0.105*Sds= 1.0807 axial load coeff: 0.67028 seismic moment coeff: 0.7 * Meo/ By analysis, Load case 6 governs utilizing loads as such Moment=Mx= O.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 * 7670 in-lb = 5,369 in-lb Kxlx/rx = 1.7*105.5"/1.326" = 135.3 Fe= n"2E/(KL/r)max"2 = 15.9ksi Pn= Aeff*Fn = 10,233 lb P/Pa= 0.19 > 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) :5 1.0 P/Pao + Mx/Max :5 1.0 Pno= Ae*Fy = 0.643 in"2 *55000 psi = 35,365 lb Pao= Pno/.Qc = 353651b/1.92 = 18,419 lb Fe< Fy/2 Fn= Fe = n"2E/(KL/r)max"2 = 15.9 ksi Pa= Pn/.Qc = 10233 lb/1.92 = 5,330 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)J}"-1 = {1/[1-(1.92*1016 lb/10228 lb)]}"-1 = 0.81 Combined Stresses = n"2*29500 ksi/(1.7*105.5 in)"2 = 10,228 lb (1016 lb/5330 lb) + (0.85*5369 in-lb)/(24799 in-lb*0.81) = (1016 lb/18419 lb) + (5369 in-lb/24799 in-lb) = 0.42 0.27 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 40.0% ·inqloads 1183.69405 lbAxia/ and M= 4026 in-lb TYPE 5DP PB INT-FLOREXPO Page 7 of / J 3/4/2015 St~tural Von~ts ~• t:ngineering .:.:"'/1::;£? · 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO BEAM Configuration: 1YPE 5 DEEP PUSHBACK INTERIOR DETERMINE ALLOWABLE MOMENT CAPACITI A) Check compression flange for local buckling (82.1) 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= yl+y3 Eq. 82.3-5 Eq. 82.3-4 Eq. B2.1-4 Eq. 82.1-1 = 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 f1,1lly 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 + e/2) 0.141 ih Lflange-top=Lf= 1.385 in C= 2*Lc/(Lf+2*Lc) = 0.169 in Eq 82.3-2 Project #: P-03041S-4LV 2.75 in ~3in + T 1.625 in 3.000 in 0.060 in Beam= HMH 30160/3" Face x 0 06" thk r= ,, I Ix= Sx= Ycg= t= Bend Radius=r= Fy=Fyv= FU=Fuv= E= top flange=b= bottom flange= Web depth= 0.783 in"4 0.420 in"3 1.980 in 0.060 in 0.060 in 55.00 ksi 65.00 ksi 29500 ksi 1.625 in 2.750 in 3,(11111 '" . -Fy - m::;:: 0.192*(Fu/Fy.) -0.068 = 0.1590 (EQ A7.2-4) dep~ ! 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 (EQA7.2-2) Thus, Fya-top= 58.97 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 114.48 ksi (tensi<;in stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom -2*r*-2*t = 2.510 in Cbottom=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 (EQ A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx=j 11.80 in-k y1 Ycg yl= Ycg-t-r= 1.860 in y2= depth-Ycg= 1.020 in y3= y2-t-r= 0.900 in By: BOB Project: FLOREXPO BEAM Configuration: TYPE 5 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 1. Check Benc;ling Stress Allowable Loads Mcenter=F*Mn= W*L *W*Rm/8 E= 29500 ksi F= 150.Q L= 92in 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*150*92 in)] = 0.847 if F= 0.95 Then F*Mn=F*Fya*Sx= 23.54 in-k Thus, allowable load per b_eam 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 = (3023 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= S*W*L "3/(384*E*Ib) L/180= S*W*L "3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/().80*5*L "2*Rd) = 384*0.7834 in"4*2/(180*5*(92 in)A2*0.816) = 2,855 lb/pair allowable load based on deflection limits Project#: P·030415-4LV 2.75in t3in + T 3,000 in 1.625 in _j_ 0,060 in f'-_ 111111111000111111111111111111111111111111111111111111 ,:---' --------------- f'--r- "' ., . . . . . ...... . . . . . : ..... ..... . .... . . ... . : : : : : : ...... . . . . . . . . . . . . . . . . . ..... BeiElm ,Le•1gth - 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+ .... ,.+. '""' ~s ~~?J~if~~~~~erson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project #: P-03041 5- 3 Pin Beam to Column Connection TYPE 5 DEEP PUSHBACK INTERIOR I he beam end moments shown herein show the result of the maximum induced fixed-end monents form se1sm1c + static loads and the code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixify)*0.70*Rho = 4,739 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* 0.15Q7in"2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 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"i4.5")+P1 *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 in"3 * 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 Thus, Pl= 2,135 lb Mconn-allow= [Pl *4.5"+P1 *(2.5"/4.5")*2.5"+P1 *(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 5DP PB INT-FLOREXPO Pa~e f of /J Fy= 55,000 psi Sclip= 0.127 in"3 d= E/2 = 0.50 in rho= JJJbiltF 3/4/2015 Structural Concepts ':lillJf E n~~~~~riJ~;:.rson Ste, Ste f Anaheim, CA 92807Jek 714.632.7330 Fax: 714.632.7763 By: 808 Project: FLOREXPO Project#: P-030415-4LV Transverse Brace ConfigLJration: TYPE 5 DEEP PUSHBACK INTERIOR Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 inA2 r min= 0.496 in 'Fy= 55,000 psi . K= 1.0 .Qc= 1.92 Frame Dimensions r-1.500 1n 1 [7}·" ~ ~0.25,n Bottom Panel Height=H= 42.0 in Frame Depth=D= 54.0 in Column Width=B= 3.0 in Diagonal Member Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Clear Depth=D-B*2= 48.0 in X Brace= NO rho= 1.00 ...-o I Load Case 6:: (1.±JJ. l04*Sef.Jj8 + 1(0,85+0.14Sds)*B*P + [0.7*rho*E]<= LO, ASD Method r-l.500in1 [7}''" ~ ~0.25,n Vb Wst L Vtransverse= 387 lb Vb=Vtransv*0.7*rho= 38:7 lb * 0.7 * 1 = 271 lb Ldiag= [(D-B*2)A2 + (H-6")A2JA1/2 = 60.0 in Pmax= V*(Ldiag/0) * 0.75 = 226 lb axial load on diagonal brace member (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 Since Fe<Fy/2, Fn= Fe T l========l 1 Pn= AREA*Fn = 0.273 inA2 * 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 Since Fe<Fy/2, Fn=Fe = 24,551 psi Pn/Pallow= 0;08 lYPE SDP PB INT-FLOREXPO <= 1.0 OK <= 1.0 OK Fe= piA2*E/(kl/r)A2 = 24,551 psi Pn= AREA*Fn = 0.273inA2*24551 psi = 6,702 lb Pa~e /'O of I _!, = 19,886 psi B +f' Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Typical Panel Confiq urat1on Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925 lb OK Fy/2= 27,500 psi Pallow= Pn/.Qc = _6702 lb /1.92 = 3,491 lb 3/4/2015 Structural Concepts -En;;~e:.~: .. on ste. ;,te E Anabeim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Single Row Frame Overturning Configuration: TYPE 5 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-030415-4LV hpit@J r r 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= Il@@Iftt:=:r=t==::f H h Product Load Top-Level, Ptop= 1,600 lb DL/Lvl= 70 lb Seismic Ovt based on E, :E(Fi*hi)= 70,418 in-lb heiaht/deoth ratio= 3.4 in A) Fullv Loaded Rack Load case 1: Movt= :E(R*hi)*0.7*E*rho = 49,293 in-lb rho= 1.0000 Frame Depth=Df= 54.0 in Htop-lvl=H= 181.0 in # Levels= 2 # Anchors/Base= 2 ho= 48.0 in h=H+ho/2= 205.0 in Mst= Wstl * Df/2 = 1504 lb * 54 in/2 = 40,608 in-lb T SIDE ELEVATION T= (Movt-Mst)/Df = (49293 in-lb -40608 in-lb)/54 in = 161 lb Net Uplift per Column I . Net Seismic Uplift= 161 lb Strenath Level B1 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 = 45,810 in-lb = 3071b T = (Movt-Mst)/Df Vleff= 307 lb Critical Level= 2 = (45810 in-lb -35064 in-lb)/54 in V2=VDk= Cs*Ip*D Cs*Ip= 0.1921 = 1991b Net Uplift per Column = 271b Mst= (0.74636*D + 0.74636*Ptop*l) * 54 in/2 = 35,064 in-lb I Net Seismic Uplift= 199 lb Strength Level Anchor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLTTZ anchor(s) per base 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 (80 lb/1250 lb)"'l + (96 lb/1840 lb)"'l = (99 lb/1250 lb)"'l + (76 lb/1840 lb)"l = TYPE 5DP PB INT-FLOR~PO Page // of / _3 0.12 0.12 Tcap*Phi= 1,250 lb Vcap*Phi= 1,840 lb <= 1.2 OK <= 1.2 OK .3/4/2015 Structural Concepts ····· .-::·:;t'=·==·t!:!=\;;:::.> Engineering ,. ,., ,,.,=,:,=·· · 1200 N. Jefferson Ste, Ste E Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-4LV Base·Plate Configuration: TYPE 5 DEEP PUSHBACK INTERIOR Section Mb Baseplate= 7x5x3/8 Eff Width=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 ,--L ----w Downaisle Elevation Down Aisle Loads Load Case 5: : (1 +0,105*Sds)D + 0.75*/(L4+0,14Sds)*B*P + 0.75*[0.7*rho*El<= LO, ASD Method COLUMNDL= 70 lb Axial=P= 1.080661 * 70 lb+ 0.75 * (1.507548 * 0.7 * 1400 lb) · COLUMN PL= 1,400 lb = 1,184 lb Base Moment= 8,000 in-lb l+0.105*Sds= 1.0807 Mb= Base Moment*0.75*0._7*rho = 8000 in-lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5075 = 4,200 in-lb B= i;Qf1.§¥Jl!fa@!J!;}{ki{i,= ... / __ Ax--'i_a_l _Lo_a_d..,.P_=_1,:...1_8_4_l_b ______ M_ba_s_e_=_M_b_=---'4,:...2_0_0_in_-l_b __ __. Axial stress=fa = P/A = P/(D*W) Mi= 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=fb 1 = fb-fb2 M2= fb 1 *LA 2)/2 = 44.1 psi = 88 in-lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 = 78 in-lb S-plate = (l)(tA2)/6 = 0.023 inA3/in fb/Fb = Mtotalf[(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 Cn/i:;JJ had,,.,. RMI Sec 2.1, ~m 4: (1+o.11Sd,JDL + r1+o.11sosJPL'0.75+EL'0.75 <= 1.0, ASD Method Check uplift load on Baseplate EffE Effe Pstatic= 1,184 lb Movt*0.75*0.7*rho= 36,969 in-lb Frame Depth= 54.0 in Pseismic= Movt/Frame Depth = 685 lb Check uplift forces on baseplate with 2 or more anchors per RMI 7 .2.2. 'Wh~.n the base plate configuration consists of two anchor bolts located on either side of the column and a net uplift force exists, the minimum base plate thickness hall be determined based on a design bending moment in the plate equal P=Pstatic+Pseismic= 1,868 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 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.17 OK TYPE 5DP PB INT-FLOREXPO M= wLA2/2= fa*LA2/2 = 107 in-lb/in Fbase = 0.7!?*Fy = 27,000 psi Page ( L of I J o the uplift force on one anchor times 1/2 the distance from e centerline of the anchor to the nearest edge of the rack column" 1-__ c~t,< Tapu ~ I... I b I :i Uplift per Column= 198 lb Qty Anchor per BP= 2 Net Tension per anchor= Ta= 99 lb C= 2.00 in Mu=Moment on Baseplate due to uplift= Ta*c/2 fb Fb *0.75= 0.023 = 99 in-lb Splate= 0.117 inA3 OK 3/4/2015 L Structural Concepts ~,,~,=,=:J::-··· .. E . . ~f.t;,f!,~:/ ngmeermg , ·~-·.-.,;z;.~·:··· 1200 N. Jefferson Ste, Ste E Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: FLOREXPO Project#: P-030415-4LV Slab on Grade Configuration: TfPE 5 DEEP. PUSHBACK INTERIOR a t X -1_i:-/-~ ~-J -- SLAB-ELEVATION Baseplate Plan View Frame depth= 54.0 in Sds= 0.768 0.2*Sds= 0.154 ·Base Plate Effec. Baseplatewidth=B= 7.00·in· Effec. Baseplate Depth=D=· 5.00 in width=a= 3.00 in depth=b= 3.00 in :I:=t:li:::!i/=IIIt§iqi§gp\t:':it:tiif /3=8/D= 1.400 F'c"0.5= 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) = 1,166 lb per column unfactored Limit State load rh:: l;~ll!lliil!ii!/ilililll:lil!l:1!1:l;!/li!:l]ll!l:111!!!!:!lll 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 in"2 Fpunctl= [( 4/3 + 8/(3*[3)] * "'*(F'c"0.5) = 97.1 psi Fpunct2= 2.66 * "'* (F'c"0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 2,650 lb Asoil= (Pse*144)/(fsoil) = 763 in"2 X= (l-y)/2 = 6.6in Fb= 5*(phi)*(f'c)"0.5 = 150. psi lYPE 5DP PB INT-FLOREXPO 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 * 1166 lb = 2,587 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 * 1166 lb = 1,708 lb Load Case 3) 1.2*D + 1.4*P = 1.2*70 lb+ 1.4*1400 lb == 2,044 lb Load Case 4) +·2*D + 1.0*P + LOE = 2,650 lb Effective Column Load=Pu= 2,650 lb per column fv/Fv= Pu/(Apunct*Fpunct) L= (Asoil)"0.5 = 27.62 in M= w*x"2/2 = (fsoil*x"2)/(144*2) = 75.1 in-lb Page /p of 1__,} = 0,175 < 1 OK y= (c*e)"0.5 + 2*t = 14.5 in s-slab= 1 *teff" 2/6 = 4.17 in"3 fb/Fb= M/(S-slab*Fb) = 0.120 < 1,OK RMI SEC 2.2 EQTN 1,2 AC! 318·11 Sec9.2.1, Eqln 9-S 3/4/2015 CB150712 1960 KELLOGG AV FLOREXPO-INST ALLA PUSH BACK ~-ACKS_IN EXIST.INf.:.<'rv-,,,,-...,_ ---· ~) 1:J/ ,~ ~ -(p ~ / r, ,ti;, / B&t c c..,,) 1 ~~-r c.tt.L<::_.S 3/qJ,6 ~ <!-r~ 3f ,1 }tS-{35&-IL, l-(AY- }? / ;;)-7 ;, S-~ Jr ~F(!. /)U),U,,t.:U:--esa--1 L rt /J..45 7r" -Fir'l-E <-f { f!'j ,s-~TI=" -,J ~ ~c.. 4 I\ ~1 ,$" l '$~u..t-O .. ,, ' .. •• :/'I/''.,. <?a:"-' f ,, ,. ''i ..,l"-{. ~ Final Inspection required by: :" CJ Plan O CM&I CJ Fire CJ SW CJtSSUED I CJcv •• Approved Date By BUILDING tf/(p I~ DY PlANNING -B/<=i I ,s-I, <Ht~ ENGINEERING ____, - FIRE Expedite? Y/(N j <f/~/15 6tl._ DIGITAL FILES Reauir~ y N HazMat APCD Health Forms/Fees Sent Rec'd Due? 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 3J17/,~ Planning Engineering Fire ~1~,~ Need? ~ ~ 7 DDone DDone DDone DDone ---,-~-------------------