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2840 LOKER AVE E; ; CB112124; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-16-2011 Commercial/Industrial Permit Permit No: cs112124 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2840 LOKER AV EAST CBAD Tl Sub Type: 2090820800 Lot#: $50,000.00 Qonstruction Type: Reference #: GLANBIA NUTRITIONALS-RACKING HIGH BAY STORAGE IN WAREHOUSE INDUST 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: Applicant: Owner: BACK'S CONSTRUCTION INC . 2882 POPLAR MEADOWS LN 91935 619 713-2566 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedited Plan Review $450.62 $0.00 $315.43 $0.00 $0.00 $10.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $520.00 BIXBY LANO COMPANY 2211 MICHELSON DR #500 IRVINE CA 92612 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 Total Fees: $1,297.55 Total Payments To Date: $1,297.55 Balance Due: ISSUED 10/04/2011 RMA 11/16/2011 11/16/2011 $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 ?? ?? $1,297.55 $0.00 Inspector: FINAL APP~OVAL Date: o-z..{ 0 ~ t~ 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 "lees/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 vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. Q~ ~ « ~ ~ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 www.carlsbadca.gov JOB ADDRESS 2840 Loker Avenue East SUITE#/SPACE#/UNITII 082 08 CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP Glanbia Nutritionals, Inc VB S-2 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) New High bay Warehouse racking EXISTING USE Warehouse PROPOSED USE Warehouse GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESO AIR CONDITIONING NO[ZJ YESONo[Zj FIRE SPRINKLERS YEs[Z]NoO APPLICANT NAME (Primary Contact) Stuart Fromson APPLICANT NAME (Secondary Contact) ADDRESS ADDRESS 1301 Third Ave CITY STATE ZIP CITY STATE ZIP San Dieao CA 92101 PHONE FAX PHONE FAX 619.239.2353 EMAIL EMAIL saf@carrierjohnson.com PROPERTY OWNER NAME Bixby Land Company CONTRACTOR BUS. NAME Back's construction Inc. ADDRESS ADDRESS 2211 Michelson Drive, Suite 500 2882 Poplar Meadow Lane CITY STATE ZIP CITY STATE ZIP Irvine CA 92612 Jamul CA PHONE FAX PHONE FAX 949.336.7015 619.713.2566 EMAIL EMAIL mhodges@bixbyland.com dback@backsconstruction.com STATE UC.# CLASS 8795976 B (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or 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)). --_ _:: ,, Workers' Compensation Declaration: I hereby affirm under penalty of petjur; one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. [Z] 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. Star Insurance Company Policy No. WC048349902 Expiration Date 611112 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 amagqs pro ided for in Section 3706 of the Labor code, interest and attorney's fees. ~ CONTRACTOR SIGNATURE [ZJAGENT DATE \o, -[, , < ,-, ~-~ , ~~~, I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do the 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 ONo 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/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I wm provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address / phone /type of work): · ~ PROPERTY OWNER SIGNATURE OAGENT DATE Is the WPlicant or future building occupant required to submit a business~, 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? D Yes WNo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or a~ality management district? 0Yes [Z] No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0Yes l.lJNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certify that I have read the application and statethatthe above information Is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad 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 permitis required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in 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 th · ·ng or ark auth 'zed by such permit is suspended or abandoned at anytime after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). _,g APPLICANT'S SIGNATURE DATE City: of Carlsb·ad ,Bldg Inspection Request For: 01/27/2012 Permit# CB112124 Title: GLANBIA NUTRITIONALS-RACKING Description: HIGH BAY STORAGE IN WAREHOUSE Type:TI Job Address: Sub Type: INDUST 2840 LOKER AV EAST Suite: Lot: 0 Location: APPLICANT BACK'S CONSTRUCTION INC Owner: BIXBY LAND COMPANY Remarks: Total Time: ' ' ~. r, CD Description Act Comments Inspector Assignment MC Phone: 7604294664 Inspector: ----- Requested By: MICHAEL WARD Entered By: CHRISTINE 19 Final Structural y\ Th~J6 f:1/22-EWA-t-:f1=..e 4a e, Comments/Notices/Holds Notice The Owner/Applicant shall be resopnsible to obtain the required Operational Use permits . No final inspection shall take place until all permits have been issued and all fees have been paid. Associated PCRs/CVs/SWPPPs Original PC# lnsgection History Date Description Act lnsp Comm~nts 12/20/2011 14 Frame/Steel/Bolting/Welding PA MC SEE APPROVED PLANS 12/09/2011 14 Frame/Steel/Bolting/Welding PA PY RACKS SEE FLOOR PLAN 11/30/2011 19 Final Structural PA MC SEE CARD & APPROVED PLANS '·' CIIV Of Carlsbad . Flnal Bulldlll IISPBCIIOI Dept: Building Engineering Planning CMWD St Lite <t!!"D Plan Check #: Permit#: Project Name: · Address: Contact Person: Sewer Dist: CB112124 GLANBIA NUTRITIONALS-~G HIGH BAY STORAGE IN WAREHOUSE 2840 LOKER AV EAST Phone: CA Water Dist: CA Date: 01/30/2012 Permit Type: Tl Sub Type: INDUST Lot: 0 .......................................................................................................................................................... ~;peeled~ A~ Date / l Inspected: Z. 1tt>t,Z-- I Approved:/ Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ ......................................................................................................................................................... ., Comments: ______________________________ _ BRETT ALSLINGER SPECIAL· INSPECTIONS 7380 Park Ridge Blvd. Unit 124 • San Diego, CA 92120 ICBOIICC (858) 205-2333 REGISTERED INSPECTOR'S DAILY REPORT h TYPE OF [ Reinforced Concrete u INSPECTION Post Tensioned Concrete D REQUIRED C Structural Masonry 0 Job~ddress ALL CITIES & JURISDICTIONS INSPECTION & MATERIAL TESTING I Job Numt>or !Dato/ l 1-Z..f /OJ 1 I Structural Steel Assembly D Quality Control t Fireproofing r7 Epoxy Anchors Asphal~ [Sf6ther City I -~ z.~,~10 l.-~~e.. AV£ ·~A·s;r CA tZL S.f:S.l.\~D . c.A. 1<)~5'2 Pemilt Numb<tr JobNnme G . LA .. v'\(StA v\ <.ATiZ 1/l~\ LS C... r3,.f i Z. I c. ~-1 I i.,;oeday L../2. ·!'Z 1,..... s 1'3,,AO Type of Structuro An::hltecr ,r ($.,. t-i.A v\ CA I t'"2:,Jl_ L ~-D· . MaloNII Ot,:scjjptlOfl (typct, gno<lc, source) Y:.c.-, , c6' K yi, Engine« \.,-..IE.-~£ ('3c;n_.T -t-1.-,A: {/\, v'\ I I,; A L -· . Contractor (?<?\A/~$. t(-;A S "TiA, ~AZ-S· 1 <-c_-tt:-z Sl.'5.-rs,,,c.;,,,. <-\7V' ~on>Nam<i , Subcontracto/. Brett. Alb linger . v,. ,A INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. ·-o\3.S~···(<:.:'-/~, r::::, ---r-H-~ Dr:2.1,._J tlA (_ ..,, L<--E.A V'\ I if'/ ( .... 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G,:;, L(._,A -r-, d f ) SAMPLES ca:,. •. ~~,t: M(JRtAR r,RntJT PAGE OF CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise noted, is in confOITTJance with the approved plans, specfficaUons, and applicab[e sections of the governing building laws. ~~ .·,~, SD#656 Certification ,Numbe!" BJ.,nr:K PRISMS nF',._.SlTY TIMEIN TIMEOUT REG.HOURS OT 1.5X , OT 2X All inspections based on a minimum of 4,hoors. Ovor 4· hours = 8 how. m1n1mum. MY inspections extending pas\ noon Will be charged as an 8 hour mmimum APPROVED BY ,,r I I I/ j iZtwf/v,wl Vi/w~ PROJECT SUPERINTENDENT .JGC# 0881693--BB/84/89 .r' '· l .• . ''f.' ,Elsie M4nftf tt,1Jti!tfing .Co. 600 :w.: Maple st · · · .·· ,Bex 9T···:. ::. . Watkr.Jo'.~ IN -4:tiffgg·' . " , . I •. 2jpi~3 7-8&4i' Certificate of Conformance Aztec Fire and Safety CUSTOMER NAME 8107 Commercial St. STREET La Mesa, CA 91942 OlY, STATE ZIP CODE GLAMBIA CUSTOMER PURCHASE ORDER NUMBER · Elsie Manufacturing Co. certifies that the items listed below have been manufactured, inspected, and tested and have been found to meet the requirements set forth in the applicable UL 33 specifications. The items listed below were manufactured on December 7, 2011 and meet the requirements set forth by the referenced purchase order above. When installed in specific applications, the actual operating temperature of the link may vary slightly. It is the responsibility of the purchasing party to verify that the link/links will work correctly in their application. All records pertaining to these items are on file at Elsie Manufacturing Co., and will be held on file for a 1T1inimum of two years, unless otherwise specified in the purchase order r<:?quirements. For a fee, these records can be made available for examination by you or your customer if requested. Invoice#: 00114402 132 ModelA165 *Tested Operational Temperature (F) Serial#: FL165A 168F Batch#: 248 502CS .j. DATE ,I ,t l -2 l 2-. L..{ 2-'8 4 o \ l-.(!i K~ 1<.-/.\-v -=tg_ - BRETT ALBLINGER SPECIAL INSPECTIONS c~t 7380 Park Ridge Blvd. Unit 124 • San Diego, CA 92120 !CBOI/CC (858} 205-2333 ALL CITIES & JURISDICTIONS INSPECTION & MATERIAL TESTING .. REGISTERED INSPECTOR'S DAILY REPORT I Job Numl>e£ I Dato /4 / ,; 1-Z.. Q4;; ,' TYPE OF 0, Reinforced Concrete D Structural Steel Assembly D Quality Control' "D D I C .~Epoxy Anchors INSPECTION Post Tensioned Concrete Fir~pr~fing REQUIRED D Structural Masonry 0; A~phalt [St' Other Job Address City I' z.er,..1(,;) l ot,{ -~:,? /\Jr;_ ~:A,-,:-C.A 'Zi ;,_I\D ,::.,.,1\ ,: : ,:,(C ~-~~ t: _' -~:..--.-i-t ~ ,..,""':>'. -..; r l ·~ .7,.~,,. JobNmne Permit Nitmoor 11.,,uedBy (" ~l-.A..~t\ :S11\ LI\ ....,..... . ..,_. A .,,. ,',,.'!'> 11-z . a:.,,1 ~::/\ z:,~--~'i '\ ~ ... . ! I./'\ l :.::::.1 , ~,. I.-. .;.., ~'~,~-_1 Type of Stnlctuftt Atchlteet :~ . ....,.._ ~. / ... kJ\v'\-A -, L-~ :::-._:\ Malerlal Oncrlptlon (typo, gnide, source) , Engineer· \ j ~-:> J • .--:, -.J "i( ~< 1-'· /\ :.-\ ".'1 :.:~~·-\ t..._ • ..,,...-1 £ _p·,# 1~.,:-,.-(,,,L t ½· ' ;,. !..,A. ,~ l' ~,.. . . t:: ... Contractor 1% .. -· '\ -~ 7' (._;f ~ ::~ i:..: ~c: --\ -,-l (;._"I.,;-, .. /.::. .. ---~ 1 .... -1.· '4 ' t> I ( .~J--'--· vt ' . --....... -: lmlpoctora Name Subcontractor /.~: Brett Alblinger -~ INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLT.S TORQUED} CHECKED, ETC. #· ...... 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I,. < .. ,l't_ ~~( . .., ( ,"..~/\ -/") SAMPLES C • i= MORTAl::i , .. ..,,uJT Bl --.r·K ""·''SMS ··~~-~ ll PAGE __(_ OF _f_ TIMEIN TIMEOUT REG.HOURS OT15X OT2X CERTIFICATION OF COMPLIANCE: To the best of my know1edge, all of the reported work. unless otherwise noled, is in conformance with the approved plans, specifications, and applicable sections.of ,fue governing building laws. All inspections bslsed on a mirumum of 4 hours. Over 4 houcs = 8 hew. minimum. ~.--.~-------l~ . -~~? _,.,..,.,.;,.--~-t~~· ....,J,~. --;:::_.;,.-~I /\, Signature of'Speclel,lospe'C!or • tF ' Any inspections extending past 000n will be charged as an 8 hour mmimum SD#656 Certification Number APPROVED BY ICC# 0881693-88/84/89 I ', ' 'l f .t, I / ,, ~ ~ ~ : . . . PROJECT SUPERINTENDENT -- / BRETT ALBLINGER SPECIAL INSPECTIONS "" 7380 Park Ridge Blvd. Unit 124 • San Diego, CA 92120 ICBOI/CC (858) 205-2333· REGISTERED INSPECTOR'S DAILY REPORT TYPE OF D Reinforced Concrete INSPECTION D Post Tensioned Concrete REQUIRED D Structural Masonry Job Address .... , •' ._, ,_ '(·~-(....> f,...r:._,I~;; /2~ r\.1Jl {;;.?~"'\.~~ JobNmne ~L.AtA~iA tll t A 112 t '11 ;;;.,ts'\A i. .. .S Type of Struc:tun, ~-' .. Q. C-:r·. ~- Mallntal Dasctfptlon (type, gnlde, source} \J-"---~ ~ 1 /{ ~,;.:. ~2~c-,_.---t/~ of K 4 ~ .... #V'Ct~ ~; . J.r. .. Fe ' .'_.+.\ ·;_,,·1--~_-,,;,, (":, -I U.,, --r,-,Z',. ~:--:_ c I I -....S tnspecton, Name Brett Alblinger - ALL CITIES & JUQISDICTIONS INSPECTION & MATERIAL TESTING 1 I Jol>Numbof' I Oat1 I tl ;.:.-1 u D Structural Steel Assembly D Quality Control1 D Fireproofing [; Epoxy Anchors D Asphalt [S;,:Other City . c:A tZ,t,.. . ,.:; "\ ·::> I • ...-~-:.."' \ ..::._..r\ (":)·1.---_ -_,:.: .. !)..,;; Penni! Number l l""ued 8y ~(~{ i Z:.J z. '-1 .,.. ... .<tlf -> '"} .;_. ,\ 4.-L.. -'~-":':.A At<:hlh!ct l H Av'\tl\1 -:, \ f...,..'J.,,,,.. (._ r~.4 ~~,,~1 -~--,~.~ .. :., -A Engineer \' . ~MContractor f.stA.i __ -r; V'\ Subcontractor l~PECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. ,.,-.: -.. I~ ::> ~ ',~,;:..-;~ .f ~, !~_:-•. ~/ ~RL. ;-=,,'.> I t ,_,,_ .J ;.-.et-{~ r l. .· .... ~,.,:\:,A I ,/( \...,~ ,:;, l" ·:=..,t,_:z ,;. t) ... I ?r 1\'·· , . ..,. ...... ~J,~;:;--,.A ~ ,:0.::. t· r._~ .. v-1.,,~-~12 .. /~ __ -_.,~: 7 ,.~ ~ ~ ...,__.,... ~ -~__.,. . ' ---•J.-,..., .......... 1~ {', ~·= ,-.-A.:::.... ... ,~ (Q --.J\ ··-_ _:-:;_.,A_ ~:. t ~ ., 1/;i:. 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A,,·,1 -·· f'r,;;,;,11.,/f-:.,.,;4 ~. .,,... t-1: ,-9 -?' .,, i\ . ti (.-:~, <, ~-..• . 1---:A ~-:-if A;1..A:: ., SAMPLES Cur .C MflR1AR r..RnlJT I ; PAGE _I_· OF __ / \ CERTIFICATION OF COMPLIANCE: To the best of my lmow!edge, all of the reported work. unless otherwise noted, is in conformance with the approved plans, specifications, and applicable sections of the governing building laws. --------· ~..,,,..... ~ F-· i ..... ~,,r'"""~ ! ~·· __..,.-,7 ', ------.-~ ,/ S0#656 Certification Number ,1'.;:..(.~ .. ! . .-....... )._~~-~II { (.,_.,i}. -,-... Bl nr.K PRISMS , I I ,, ;' TIMEIN TIMEOUT REG.HOURS OT1.5X OT2X All inspections based on a mirumum of 4 tiours. Over 4 hours = 8 hollfl1 minimum. Any 1nspeciions extending past noon will be charged as an 8 hour mmimum APPROVED BY PROJECT SUPERINTENDENT Signature,..o.f~$i>e£[!~~ J _ >< '----~--t> ' .,, ICC# 0881693-88/84/89 EsGil Corporation In (l'artnersliip witli government for CBuifaing Safety DATE: 11/10/2011 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 112124 PROJECT ADDRESS: 2840 Loker Avenue East SET: II CJ APPLICANT ~ 'trPLAN REVIEWER CJ FILE PROJECT NAME: Storage Racks for Glanbia Nutritionals (NA). Inc D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 12s] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [2S] 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: Fax #: Mail Telephone Fax In Person [2S] REMARKS: Fire Department approval is required. By: David Yao Enclosures: EsGil Corporation D GA D EJ D PC 11/3 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 l EsGil Corporation In <Partnersli.ip witli. government for (}Juifaing Safety DATE: 10/14/2011 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 112124 PROJECT ADDRESS: 2840 Loker Avenue East SET: I D A_ffl..LQ_ANT ~- D PLAN REVIEWER D FILE PROJECT NAME: Storage Racks for Glanbia Nutritionals (NA). Inc 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. cgj 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. cgj The applicant's copy of the check list has been sent to: Stuart Fromson 1301 Third Ave. San Diego, CA 92101 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: Stuart Fromson Telephone#: 619-239-2353 Date contacted: tof ft f I, (by: /, ) Email: saf@carrierjohnson.com Fax #: t Mail / Telephone/ Fax In Person D REMARKS: By: David Yao Enclosures: EsGil Corporation D GA D EJ D PC 10/6 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 j l City of Carlsbad 112124 10/14/2011 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2840 Loker Avenue East DATE PLAN RECEIVED BY ESGIL CORPORATION: 10/6 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 112124 DATE REVIEW COMPLETED: 10/14/2011 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 112124 10/14/2011 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. Obtain Fire Department approval. 2. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1) Seismic design data. The following information should be provided. (Section 1603.1.5) a) Seismic importance factor, IE and occupancy category b) Mapped spectral response accelerations Ss and S1 c) Site class d) Spectral response coefficients Sos and So1 e) Seismic design category f) Basic seismic-force-resisting system(s) g) Design base shear h) Seismic response coefficient(s), Cs i) Response modification factor(s), R j) Analysis procedure used. 3. Provide complete construction detail of the rack (beam size, uprigl')t size, all connection details, moment connections, x bracing size, location and connections .. etc.) with calculation to justify it. 4. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 9~123; telephone number of 858/560-1468, to perform I' -/ City of Carlsbad 112124 10/14/2011 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 112124 10/14/2011 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 112124 DATE: 10/14/2011 BUILDING ADDRESS: 2840 Loker Avenue East BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier storage racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance j ..-I Plan Check Fee by Ordinance I ,.. I Type of Review: 0 Complete Review D Repetitive Fee ~ Repeats Comments: D Other D Hourly. EsGil Fee TYPE OF CONSTRUCTION: Reg. VALUE Mod. per city D Structural Only ----IHr.@• ($) 50,000 50,000 $450.621 $292.901 $252.351 Sheet 1 of 1 macvalue.doc + & ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 11-2124 Date: October 4, 2011 Project Address: 2840 Loker Avenue East Project Description: Warehouse racking ENGINEERING Contact : Linda Ontiveros Phone: 760-602-2773 · 0 RESIDENTIAL 0 RESIDENTIAL ADDITION MINOR {<$20,000.00) 0 CARLSBAD COMPANY STORES !ZI OTHER:CB11-1881 APN: 209-082-08-00 Valuation: $50,000.00 Email: linda.ontiveros@carlsbadca.gov Fax: 760-602-1052 GZ]TENANTIMPROVEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r · · -· · -· · -· · -· · -· · -· · -.· · ai=i=iciAt.UsE·oNLY. -· · -· · -· · -· · -·· -· · -· · ~ ENGINEERING AUTHORIZATION TO ISSUE BUILDING PE.RMIT BY:c:<~ DATE:October4,2011 REMARKS: Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 1 REV 4/30/11 PLANNIN·G/ENGINEERING APPROVALS PERMIT NUMBER CB 11-2124 DATE10/4/11 ADDRESS 2840 Loker Avenue East RESIDENTIAL ADDITION- MINOR (<17,ooo.o·o) RETAINING WALL VILLAGE FAIRE OTHER racking system PLANNER~ .-J-eJd:~ POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING SOLAR PANELS DATE /0-5-// ENGINEER _________ _ DATE. ______ _ 11:\ADMIN\COUNTER/PLANNING/ENGINEERING APPROVALS Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST Date of Report: 11-12-2011 Name: Address: Permit#: CB112124 BACK'S CONSTRUCTION INC 2882 POPLAR MEADOWS LN JAMUL CA 91935 Job Name: GLANBIA NUTRITIONALS-RACKING Job Address: 2840 LOKER AV EAST CBAD Conditions: Cond: CON0005063 ~] BUILDING OOFf~ COfY Reviewed by: --=-i4'1'--"4'--lf--~---"""'--- ** CITY OF CARLSBAD FIRE DEPARTMENT-APPROVED: v.J/4~-rt;erJJJ ') 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. Entry: 11/12/2011 By: GR The Owner/Applicant shall be resopns1b e o o tain tlie require perational Use permits cited above. No final inspection shall take place until all permits have been issued and all fees have been paid. Cond: CON0005064 .=9[NOT MET] Provide a 'Knox' key-box at door btwn Matchlines (ML) E+D/1; at door btwn ML'H-J/5-6; ML H-J/9 and at ML A/6-7. An authorization to order form may be obtained by calling the Fire Prevention Division at 760-602-4665. Entry: 11/12/2011 By: GR Action: PA i I' J Cond: BP020 .:j};J [~ Exits shall be illuminated at any time the building is occupied with light having intensity of not less than I-foot-candle at floor level. The power supply for exit illumination shall comply with the Building Code. Entry: 11/12/2011 By: GR Action: AP Cond: CON0005065 [NOT MET] Any room having an occupant load of 50 or more, where fixed seats are not installed, and which is used for classroom, assembly or similar purpose, shall have the capacity of the room posted in a conspicuous place. Provide note on plans detailing placement location for sign and proposed occupant load(s). 9 An annual 'Operational Use Permit' must be obtained from the Carlsbad Fire Department. Information on this permit is available by calling 760-602-4665. Entry: 11/12/2011 By: GR Action: PA The Owner/Applicant shall be resopnsible to obtain the required Operational Use permits cited above. No final inspection shall take place until all permits have been issued and all fees have been paid. Cond: CON0005066 [NOT MET] In accordance with Carlsbad Municipal Code and Article 1 of the California Fire Code, annual 'Operational Use' permits issued by the Carlsbad Fire Department required for this business include: 1. High-piled Combustible Storage 2. Places of Assembly . Dust Producing Operations* Entry: 11/12/2011 By: GR Action: PA The Owner/Applicant shall be resopnsible to obtain the required Operational Use permits cited above. No final inspection shall take place until all permits have been issued and all fees have been paid. Cond: CON0005068 9 [tllM'] Permit for Dust Producing operations may be waived if the blending processes are found to be contained and ventilated. Entry: 11/12/2011 By: GR Action: AP The Owner/Applicant shall be resopnsible to obtain the required Operational Use permits cited above. No final inspection shall take place until all permits have been issued and all fees have been paid. Cond: CON0005067 [NOT MET] Comply with Articles 1 and 23 of the Carlsbad Fire Code for high-piled combustible storage. High piled combustible storage is storage of combustible materials of more than 500 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. ~ Entry: 11/12/2011 By: GR Action: PA The Owner/Applicant shall be resopnsible to obtain the required Operational Use permits cited above. No final inspection shall take place until all permits have been issued and all fees have been paid. } CONDITIONAL RECOMMENDATION FOR APPROVA:SJ...1DG. DEPia~fHJN CONDITIONS: Field verify that the locations of idle pallets are in accordance with sheet A2.10 As stated in Pages 1 & 2, of the Summary Table in the High-Piled Combustible Storage Report, the contractor is to provide hydraulic calculations in order to verify that available water supply will meet or exceed revised demand for Option #1 or Option #2. Western Fire is to provide hydraulic calculations based on water supply information,· obtained within the past 12 months, from the water authority having jurisdiction. See High-Piled Combustible Storage Report, returned with this plan check set, for revision to Table 12.12.1.2(a) within Attachment #6 (flagged). Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net Checked by: Daryl Kit James Date: November 9, 2011 APPLICANT: Stuart Fromson PROJECT NAME: Glanbia JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 2840 Loker Avenue East PROJECT DESCRIPTION: CB 112124 25,492 New High Bay Warehouse Racking This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. Please direct any questions regarding this review to: Daryl K. James 760-724-7001 or kitfire@sbcglobal.net COMMENTS T0.1 -v Fire Protection -Fire Department Access Note 7. Revise CFC reference to CFC Sec. 509.1 Note 4. CFC reference to CFC Sec. 507 -Y Fire Protection -Fire Alarm Systems Note 1. Revise CFC reference to CFC Sec. 907.1 Note 2. Revise CFC reference to CFC Sec. 903.4.1 Note 3. Revise 100 sprinkler heads to 20 sprinkler heads and revise CFC reference to CFC Sec. 903.4 Note 4. Remove or revise CFC reference to CFC Sec -../ Fire Protection -Fire Resistive Construction Note1. Revise CFC reference to CFC Sec. 807. (Chapter 25 in the CFC addresses Tire Rebuilding and Tire Storage) Note 4 .. Revise CBC reference to CBC Sec. 713 Note 5. Revise CBC reference to CBC 713.4.1.2 -v Means of Egress . Note 1. Revise CFC reference to CFC Sec. 1008.1.2 (CFC Chapter 12 addresses Dry Cleaning Plants) Note 3. Revise CFC reference to CFC to CFC 1008.1.10. Note 4. Revise CBC reference to CBC Sec 1018.2 Note 9. Revise CFC reference to CFC Sec. 1011.5.1 Note 1 a.Revise CBC reference from CBC 10011.5 to CBC 1011.5 and CFC reference to CFC 1011.5 .: '- Applicable Standards ...J Revise to the following editions NFPA 14 2007 NFPA 17 2002 NFPA20 2007 NFPA22 2003 T0.3 ...J Exiting General Notes Note 5. Add 90-minute battery backup . ...J Project Data Revise Occupancy Type from S-2 to S-1. Racking Plan 1st Floor Page: 2 of 2 Denote the storage locations and configurations of idle wooden and idle plastic pallets. See A2.1 O Comments! ...J Indicate flue space dimensions on racking plan. A2.10 ...J Typical Rack Elevation It is noted that elevations are for installation reference. Confirm and illustrate all rack heights and elevations from floor to bottom of roof deck. Structural engineering calculations were not included in this plan check set. A2.10 Coordinate the following wood and plastic idle pallet locations with High-Piled Combustible Storage Report: ~ Denote the location of idle wo.od pallet storage, on Sheet A2.10, in Warehouse #1, as per High-Piled Combustible Storage Report Section 4.1.2. Field Verify ~ Denote the location of idle plastic pallet storage, on Sheet A2.10, in Warehouse #2, as per High-Piled Combustible Storage Report Section 4.1.4. Field Verify ~ ...J Clarify discrepancy between wood pallet storage at a Max Height of 30'-0" in Warehouse #2 on Sheet A2.1 O and High-Piled Combustible Storage Report Section 4.1.3. Revised to 25' High-Piled Combustible Storage Report Option #2 ...J Add the following note to A2.10: Hydraulic calculations will be provided with deferred fire sprinkler submittal to prove .45/2000 can be delivered. See Conditions for Recommendation for Approval Glanbia Nutritionals (NA), Inc. Regional Offices Tenant Improvement Storage Racking Anchorage 2840 Loker A venue East San Diego, CA 92008 Structural Calculations 1st Submittal September 12, 2011 For: Carrier Johnson+ Culture 1301 3rd Avenue, Suite 100 San Diego, CA 92101 pacific coast structural engineering, lie 43 84 Mississippi Street, Suite A San Diego, CA 92104 Job# 211029.00 I Digitally signed by marshall pfeiffer DN. cn=marshall pfe1ffer, o=pcse, ou=engineering, email=cpfeiffer@pcse-sd.com, c=US Date: 2011.09.1212 06:51 -07'00' pacific coast s1ructural enoineerino, Hc 4384 mississippl st, suite a JOB SHEET NO. OF san diego, ca 92104 ---------------- 858.270.3796 www.pcse-sd.com CALCULATED BY DATE -----CHECKED BY DATE ----- Seismic Design Base Shear: Equivalent Lateral Force Procedure f Ordinary Moment Frame I Brace Frame -High Bay Storage Rack Determine value of the Seismic Design Base Shear, V. Based on ASCE 7-05. Requirements for Seismic Design Category A are not considered. Step 1 Input Data Variables determined by building configuration Occupancy Category per Table 1-1 = 1.00 Occupancy Importance factor per Table 11.5-1 c, = 0.020 Building Period parameter per Table 12.8-2 X 0.75 Building Period parameter per Table 12.8-2 R 3.50 Response Modif. Coeff. per Table 12.2-1 h. 20.00 Height above base to the uppermost level in the main portion of the building, (ft) Step 1 Output Data Variables determined by site and location D Site Class per Table 20.3-1 = 8 Long-period Transition per Figure 22 s; = 1.251 Spectral Acee!. for short periods per Figure 22 S,* = 0.472 Spectral Acee!. for 1-sec. period per Figure 22 F; = 1.000 Site Coefficient per Table 11.4-1 F; 1.528 Site Coefficient per Table 11.4-2 *Use USGS website to get precise values: http://earthquake.usgs.gov/research/hazmaps/design/index.php Approximate fundamental period, T. (sec.) per Section 12.8.2.1 T. = c, (h.)X = 0.189 (Equation 12.8-7) Design spectral response acceleration coefficients per Sections 11.4.3 and 11.4.4 SMS = F. s. = 1.251 Sos = (2/3)SMS SM1 = Fv s1 = 0.721 so, = (2/3)SM1 0.834 0.481 (Equation 11.4-1 and Equation 11.4-3) (Equation 11.4-2 and Equation 11.4-4) Response Spectrum Transition Periods (sec.) per Section 11.6.5 T0 = 0.2 (S0,fS0s) = 0.115 0.577 0.8 T. 0.461 Step 2 Input Data Variables determined by Sections 11.6 and 12.8.2 D Seismic Design Category per Section 11.6 Cu = 1.4 Period upper limit coeff. per Table 12.8-1 Step 2 Output Data (Section 11.4.5) (Section 11.4.5) Upper limit fundamental period for base shear determination, T (sec.) per Section 12.8.2 T = Ta x Cu = 0.265 Seismic Base Shear, V per ASCE Section 12.8.1 c, sos (R/1) C,mtn = 0.044 S0s I 0.5S1 c,mln = --(R/-1)---- so, Cs max = ----------T(R/1) ForT> TL, cs max T2(R/I) = 0.238 V = C,W = 0.037 V = c.w n/a V = c.W 0.519 V = c.W n/a V = C,W file:I//E:/04 work/2011/211029 Glanbia Nutnlionals/Calculat,ons/PCSE -Seismic Loads 2006 IBC.xls (Section 12.8.2) = 0.238 W (Equation 12.8-2 and Equation 12.8-1) 0.037 W (Equation 12.8-5 and Equation 12.8-1) = n/a w (Equation 12.8-6 and Equation 12.8-1) = 0.519 W (Equation 12.8-3 and Equation 12.8-1) = n/a w (Equation 12.8-4 and Equation 12.8-1) Sheet1 pacific coast structural engineering, lie 4384 mississippi st, suite a san diego, ca 92104 858.270.3796 www.pcse-sd.com JOB SHEET NO. Glanbia Nutritionals PCSE#211029 CALCULATED BY mcp DATE 08/29/11 Seismic Analysis, Distribution & Design of High Bay Storage Base Support Total Seismic Force (ASCE 7-05, ASD) I,V= 0.240 Sds = 0.834 I= 1 Seismic Distribution Level wx Tier4 5.00 Tier3 5.00 Tier2 5.00 Tier 1 5.00 20.00 Overturning Moment (Mot) kips ft Level Fx Tier4 1.86 Tier3 1.42 Tier2 0.98 Tier 1 0.54 4.80 X hx 18.33 14.00 9.67 5.33 hx 18.33 14.00 9.67 5.33 20.00 wxhx 92 70 48 27 237 K-ft Mot 34.08 19.88 9.48 2.88 66.32 kips = 4.80 kips Fx sx Calc'd F0x 1.86 0.372 1.42 0.284 0.98 0.196 0.54 0.108 4.80 Mnt Frame Brace Frame base base 90 42in 7.5 Resisting Moment 75 3.5in 35 K-ft 1.86 1.64 1.42 1.20 --Uplift Tension 0.90 -E -1.179 0.829kips none I 829 lbs I 50001~s -- " "' r Base plate Loading 5kips Base plate area 64si Bearing Pressure 78.125 psi During a Seismic Event 5.329 kips Two-Way Shear Area 2.78sf 1;: 5000 l~s I 83.27psi Soil Pressure 1.92 ksf Use (2) 5/8" dia A.B. [30% utilization] Page 1 -------------"" " 5000 l~s 1 ···,,.m >£1:,r $; "' " ,.,, 1;: l!rrorrl 11 -t-1:.;i,, [ ;.·,,.m 50001bs , " " ~ l't°?,',J.EI -a-,;. I J -'· --=---1()' _,[ TIER4 J:ER3 f.ER2 rnn hOO• www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: PCSE MCP -1- Page: Project: Sub-Project I Pos. No.: Date: 1:115;.1 PROFIS Anchor 2.1.4 5/8" Dia Kwik Bolt TZ 4" min embed 9/12/2011 Specifier's comments: 6" min Cone Slab on Grade 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile Base material: Reinforcement: Seismic loads (cat. C, D, E, or F): Geometry [in.] & Loading [lb, in.-lb] Kwik Bolt TZ • CS, 5/8 (4) h., = 4.000 in., h,,m = 4.750 in. Carbon Steel ESR 1917 9/1/2009 I - design method ACI 318 / AC 193 e, = 0.000 in. (no stand-off); t = 0.500 in. Ix x I, x t = 4.000 x 4.000 x 0.500 in. (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, f; = 2500 psi; h = 6.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar yes (D.3.3.6) ' z: ' ' ' ' ~o ' .. ~ -~ '• ~-. 'I.-.... --"'~. ' ' ' ' ' ' ' ...... x Input data and results must be checked for agreement with the exisbng conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilt, AG, FL-9494 Schaan H1lt1 1s a registered Trademark of H1lti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: PCSE MCP -I - 2. Load case/Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 400 700 max. concrete compressive strain [%0]: 0.00 max. concrete compressive stress [psi]: O resulting tension force in (x/y)=(0.000/0.000) [lb]: 400 resulting compression force in (x/y)=(0/0) [lb]: 0 3. Tension load 700 0 Proof Load N0, [lb] Capacity $N. [lb] Steel Strength* 400 12878 Pullout Strength* N/A N/A Concrete Breakout Strength** 400 1326 * anchor having the highest loading **anchor group (anchors in tension) Steel Strength Equations Nsa = ESR value $ Nsteel <!: Nua Variables n Calculations Nsa [lb] 17170 Results Nsa [lb] 17170 Ase.N [in.2] 0.16 psteel 0.750 refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D-1) fu1a [psi] 106000 p Nsa [lb] Nua [lb] 12878 400 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan H1lti 1s a registered Trademark of H1lti AG, Schaan ,:,is., Page: Project: Sub-Project I Pas. No.: Date: Utilization ~N [%] = N0/$N0 3 N/A 30 PROFIS Anchor 2.1.4 2 5/8" Dia Kwik Bolt TZ 4" min embed 9/12/2011 Status OK N/A OK www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Concrete Breakout Strength Equations PCSE MCP -1- (ANc) Neb = ANcO lj/ed,N ljlc,N lj/cp,N Nb ACI 318-08 Eq. (D-4) $Neb~ Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h~t ACI 318-08 Eq. (D-6) ljlec,N = (1 + ~ e~) S 1.0 ACI 318-08 Eq. (D-9) 3 hef ljled,N = 0.7 + 0.3 (~.st)$ 1.0 = MAX(Ca,mln 1.5hef) $ 1 _0 'lfcp,N Cac ' Cac Nb = kc J,., -ff,, h~/ Variables het [in.] 4.000 fc [psi] 2500 Calculations ANc [in.2] 144.00 Results Neb [lb] 6800 ec1,N [in.] 0.000 ANcO [in.2] 144.00 <pccncrete 0.650 ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2,N [in.] Ca.min [in.] 0.000 393.701 'J'ec1,N 1jlec2,N 1.000 1.000 $seismic <f>nonductile 0.750 0.400 Input data and results must be checked for agreement with the existing conditions and for plausibility! 'J'c,N 1.000 'J'ed,N 1.000 <j> Neb [lb] 1326 PROFIS Anchor ( c) 2003-2009 H11ti AG, FL-9494 Schaan Hilti is a registered Trademark of H1lti AG, Schaan Page: Project: Sub-Project I Pos. No.: Date: Cac [in.] 8.750 'J'cp,N 1.000 Nua [lb] 400 ,:,is., PROFIS Anchor 2.1.4 3 5/8" Dia Kwik Bolt TZ 4" min embed 9/12/2011 17 Nb [lb] 6800 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4. Shear load Proof Steel Strength* Steel failure (with lever arm)* Pryout Strength** PCSE MCP -1- Load V0• [lb] Capacity $V0 [lb] 700 6861 NIA NIA 700 2856 NIA NIA Concrete edge failure in direction** * anchor having the highest loading **anchor group (relevant anchors) Steel Strength Equations Vseis = ESR value $ Vsteel ~ Vua Variables n Calculations Vsa [lb] 10555 Results v •• [lb] 10555 0.16 q>steel 0.650 refer to ICC-ES ESR 1917 ACI 318-08 Eq. (D-1) futa [psi] 106000 <j> Vsa [lb] Vua [lb] 6861 700 Input data and results must be checked for agreement with the exisfing conditions and for plaus1b1lity! PROFIS Anchor { c ) 2003-2009 Hilti AG, FL-9494 Schaan H1lti is a registered Trademark of Hilti AG, Schaan Page: Project: Sub-Project I Pos. No.: Date: 1:11-;~1 PROFIS Anchor 2.1.4 4 518" Dia Kwik Bolt TZ 4" min embed 911212011 Utilization 13v [%] = V0.f$V0 Status 10 OK NIA NIA 25 OK NIA NIA www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: PCSE MCP -1- Pryout Strength (Concrete Breakout Strength controls) Equations Vcp = kcp [ (::;) lj.led,N lj.lc,N lj.lcp,N Nb] ACI 318-08 Eq. (D-30) ~ Vcp?. Vua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 h~f ACI 318-08 Eq. (D-6) IJ.lec,N = (1 + ~ e~) S 1.0 ACI 318-08 Eq. (D-9) 3 hef . (C . ) IJ.led,N = 0. 7 + 0.3 1.Sh:f S 1.0 = MAX(Ca,mln 1.5hef) S 1 _0 lj.lcp,N Cac , Cac Nb = k0 11, ..ffc hi/ Variables kcp he1 [in.] 2 4.000 A, f~ [psi] 2500 Calculations ANc [in.2] ANco [in.2] 144.00 144.00 Results Vcp [lb] $concrete 13600 0.700 ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) e01.N [in.] ec2,N [in.] 0.000 0.000 ljlec1,N ljlec2,N 1.000 1.000 ~seismic ~nonductile 0.750 0.400 5. Combined tension and shear loads 0.302 0.245 5/3 Input data and results must be checked for agreement with the existing cond1t1ons and for plausibility! Ca.min [in.] ljled,N 1.000 <j> Vcp [lb] 2856 PROFIS Anchor ( c ) 2003-2009 Hilt, AG, FL-9494 Schaan H11ti is a registered Trademark of Hilti AG, Schaan Page: Project: Sub-Project I Pas. No.: Date: ljlc.N 1.000 ljlcp,N 1.000 Vua [lb] 700 Utilization ~N.v [%] 23 ,:,is., PROFIS Anchor 2.1.4 5 5/8" Dia Kwik Bolt TZ 4" min embed 9/12/2011 Cac [in.] 17 Nb [lb] 6800 Status OK www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 6. Warnings PCSE MCP -1- Page: Project: Sub-Project I Pos. No.: Date: 1:11-;;.1 PROFIS Anchor 2.1.4 6 5/8" Dia Kwik Bolt TZ 4" min embed 9/12/2011 • Condition A applies when supplementary reinforcement is used. The <ll factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACl318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out-of-plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputing values for brittle reduction factors (<j,0000"'"'') different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of <j,"'"'"'"' = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing cond1t1ons and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilb AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 7. Installation data Anchor plate, steel: - Profile: no profile PCSE MCP -1- Hole diameter in the fixture: d, = 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x y c,x 1 0.000 0.000 \ y \ ~ 1 2.0000 2.0000 c,, Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page: Project: Sub-Project I Pos. No.: Date: ,:,,s., PROFIS Anchor 2.1.4 7 5/8" Dia Kwik Bolt TZ 4" min embed 9/12/2011 Anchor type and diameter: Kwik Bolt TZ -CS, 5/8 (4) Installation torque: 720.001 in.-lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 6.000 in. 0 0 0 0 0 0 0 0 N N 0 0 0 0 0 0 0 0 N N 2.0000 2.0000 X Glanbia Nutritionals NA, Inc. Hannibal Material Handling Style Cold Formed Selective Racks Location: 2840 Loker Ave. E, Ste. 101 Carlsbad, CA 92010 Prepared For: Baltin Discount Rack Crater Oak Dr. Calabasas, CA 91302 Prepared By: Andrew L. Kirby Consulting Engineer 29523 Ridgeway Dr. Agoura Hills, CA 91301 Ph. (818)735-0719 Fax (818)735-0355 Andrew L. Kirby, P.E. Job Number 1832 October 27, 2011 This Document and the design it contains is copyright by Andrew L. Kirby, PE. It is provided as an instrument of service, and shall not be reproduced in any fashion without the written permission. Notice to Building Departments If this calculation is submitted for building permit approval, it shall contain all sheets of calculations as listed in the table of contents on the next page(s), and shall be accompanied by all drawings listed in Section 1. All documents shall bear appropriate seals and signatures in ink of a contrasting color with the same Job Number Reference. I REPRODUCTIONS OF SIGNED COPIES ARE INV ALIDI CB11 ~gf Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER Table of Contents Job No. 1832 Sheet ii 1 Reference Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Documents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1.1 Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1.1.1 By Andrew L. Kirby ................................................................. 1 1.1.1.2 By Others .............................................................................. 1 1.2 Loads .................................................................................................. 1 1.2.1 Vertical (Dead plus Live) .................................................................. 1 1.2.1.1 Pallet Storage .......................................................................... 1 1.2.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks .......................... 1 1.2.2.1 One Pallet Wide ...................................................................... 1 1.2.2.2 Two Pallets Wide ..................................................................... 1 1.2.3 Seismic, 2010 CBC .......................................................................... 2 1.2.3.1 Storage Racks ......................................................................... 2 1.2.3.1.1 General (ASCE 7, Section 15.5.3) ........................................ 3 2 Four Level Selective Rack Configuration "Type C" . . . . .. .. .. . . . . . .. . . . . .. . . . . .. . . . .. .. .. .. . . .. . .. .. 3 2.1 Components and Geometry .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 2. 2 Check Pallet Support Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 2.2.1 Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 2.2.2 Pallet Support Beams ....................................................................... 5 2.2.2.1 30140 <~Spans ~ 2.SK/Level .............................................. 5 2.2.2.1.1 Design Forces ................................................................. 5 2.2.2.1.2 Beam Properties .. . . . . . .. . . .. . . . . . . .. . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . .. . . . . . . .. . 5 2.2.2.2 41140/ 44160 <~Spans ~ 5.0k/Level .................................... 5 2.2.2.2.1 Design Forces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 2.2.2.2.2 Beam Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 2.2.2.3 44140 ~ 102" Spans ~ 5.0k/Level . .. . .. .. . . . .. . . . . . . . . . .. . . . .. . . . .. .. . . .. .. .. 6 2.2.2.3 .1 Design Forces . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 2.2.2.3.2 Beam Properties ............................................................... 6 2.3 Check Posts (Dead plus Live Loads) ............................................................ 6 2. 3 .1 Load to Post (@ critical section) . .. .. .. . .. . . . . .. .. . . . . . . . .. .. . . . .. . . .. .. . .. . .. . .. .. .. . .. .. 6 2.3.2 Post Properties & Capacities (net section)(@ critical sections) .................... 7 2.4 Longitudinal Seismic .............................................................................. 7 2.4.1 Base Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 2.4.2 Base Shear Distribution ..................................................................... 8 2.4.3 Design Forces ................................................................................ 8 2.4.4 Post -Combined Stresses .................................................................. 9 2.4.5 Beam Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 2.4.5.1 Design Forces ......................................................................... 9 2.4.5.2 Connection Capacities ............................................................... 10 2.4.6 Base Plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 2.5 Transverse Seismic ................................................................................. 11 2.5.1 Base Shear ..................................................................................... 11 2.5.2 Base Shear Distribution ..................................................................... 12 2.5.3 Design Forces ................................................................................ 12 2.5.3.1 Stability & Anchorage Requirements: Fully Loaded System ................ 12 2.5.3.2 Stability & Anchorage Requirements: Top Level Only Loaded ............. 13 2.5.3.3 Braces ................................................................................... 1_3 2.5.3.3.1 Design Force . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 2.5.3.3.1.1 Diagonal ................................................................. 13 2.5.3.3.2 Check Bracing Connection .................................................. 13 2.5.3.3.3 Brace Capacity . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 2.5.3.3.3.1 Diagonal ................................................................. 13 3 Slab-on-Grade Design Checks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER Job No. 1832 Sheet iii 3.1 Maximum Combined Downward Load ......................................................... 14 3 .1.1 Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 3 .1.1.1 Calculate Existing Slab-on-Grade Design Strength .. .. .. .. .. .. .. . .. .. .. . .. .. .. 14 3.2 Check for Uplift ..................................................................................... 15 3.2.1 Design Criteria ............................................................................... 15 3 .2.1.1 Check Bending Capacity of Existing Slab-on-Grade . . . . . . . . . . . . . . . . . . . . . . . 15 Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 1 Reference Data Andrew L. Kirby, PE CONSULTING ENGINEER Job No. 1832 Sheet 1 This calculation reviews the installation of storage racks for structural adequacy. The sealing of draw- ings is for the structural review of the storage racks only. Other information is not reviewed, nor approved. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Andrew L. Kirby HMH-01 1.1.1.2 By Others Hannibal Material Handling, Inc. Drawing Number Sheet Glanbia Nutritionals 1 of 1 1.2 Loads 1.2.1 Vertical (Dead plus Live) 1.2.1.1 Pallet Storage All Selective Rack Configurations: Max. Load/Pallet ,s 2.5 kips Rev Remarks -Fixture Layout Plan & Elevations Conservatively, design all beams for 25 % impact. 1.2.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks Conservatively assume beams are simply supported UNO. Note: rack nomenclature is some- what different than standard structural notation. Here, L=Load on the beam (usually expressed in terms of a unit or pallet load), W = Width of the bay ( or span of beam). 1.2.2.1 One Pallet Wide Impact = 25 % of pallet load. Design moment is 1.25 times moment due to the pallet load alone. 1.2.2.2 Two Pallets Wide Take 25% impact of a single pallet as a UDL on½ of span. There are two beams support- ing each level (one front, one rear). Accordingly, each two pallet wide beam supports one pallet load on the full span, plus 1/8 of a pallet load on half of the span. Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 I l L/8 L/2 I I I 'vi" ~ I I L/2 I l Andrew L. Kirby, PE CONSULTING ENGINEER For the Fully Loaded Case (without impact) Mmax = [WL/(2x8)] ] S.F.D. ~ B.M.D. For the Impact Load Case Mmax = [l .125WL/(2x8)] MO.X =(36l'w'L/1280) Exact Solution: V=0@x=19W/40from support Mmax = 361WL/2560 1.2.3 Seismic, 2010 CBC Job No. 1832 Sheet 2 Note: The following seismic design coefficients have been determined based upon the follow- ing GPS location: Lat.: 33.133°N & Long.:-117.251 °W For this location, Ss::; 1.094 & S1::; 0.415 1.2.3.1 Storage Racks Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER 1.2.3.1.1 General (ASCE 7, Section 15.5.3) 0.50S I S I S I 0.044SvslEW~ I EW~V= DJ Ew~ DS Ew R RT R Given: Note: For working stress designs: Job No. 1832 Sheet 3 For default soils: Seismic forces may be multiplied by 0.67 per RMI Sec- tion 2.1 Fa= 1.062; Ss:::; 1.094 Fv= 1.585; S1 ::S 0.415 SMs=FaSs SMl =FvSl sns = (2/3)SMs =0. 775 Sn1 =(2/3)SM1 =0.439 RMoment=6.0, Longitudinal Direction RBraced =4.0, Transverse Direction Note: R values per RMI Specification, Section 2.6.3 T=Structure Period (sec.) W=Rack+(2/3)Contents per ASCE 7, 15.5.3.2 Here, for IE= 1.0 (non-essential facility nor open to the general public) Substitution yields: 0.023W ~ V long= 0.~49 W ~ 0.086 W 0.035W ~ V trans= 0.~73 w ~ 0.130W T may be determined by any rational method: 2 Four Level Selective Rack Confi1:uration "Type C" Note: This design includes by inspection all "Type A, B, D & E Selective Rack Configurations" which have similar components and geometry for similar or reduced design loads per level for a similar or reduced spacing between beam levels. Conservatively, this design is checked for the maximum post design load at the greatest beam spacing. Copyright ® by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Glanbia Nutritionals NA, Inc. October 27, 2011 2.1 Components and Geometry " u \,/" TYP, ELEVATION W=Max. 51-105" a=max. 60" b=max. 66" c=max. 66" d=max. 48" Pallet Support Beam Types: 30140 < 51" < 2.Sk/Level 44160 < 96" < 5.0k/Level 41140 < 96" < 5.0k/Level 44140 < 102" < 5.0li/Level --------- Base Plates: ALL TYP. SECTIONS Seismic [min. 5x8x 3/8", w/min. (2) No. ½" diam. fasteners w/min. 3-½" net embedment] 2.2 Check Pallet Support Beams 2.2.1 Design Criteria Type of Beam Strength Criteria Job No. 1832 Sheet 4 42' ~ TYP. FRAMES H=max. 240" e=8-12" D=42-44" ly=max. 42" (as shown) Lct=max. 52" Upright Types: 240" Tall IF-3012 (3x3x 12 Ga.) or 180" Tall IF-3012 (3x3x 12 Ga.) w/ 60" Tall IF-3014 (3x3x 14 Ga.) Extensions Bracing: ALL Horz. & Diag.: C 1-½xl-½x 16 Ga. Stiffness Criteria Pallets Only S _ ___!::!._ _ / L Level W boy 3.8Lleuel W~ay = W Bay m!n -0.6F y -( Impact) (2x8)(0.60F y) 0max = Conservatively Where: 2x384E I 180 ignore end connec-L= Load/Level Substitution Yields; tion fixity for W=BayWidth strength I1mpact=Impact Load Factor per 0.89LleuelW~ay computations. Section 1.2.2 J min= E Allow 20 % end Substitution yields; connection fixity for stiffness only. Lleuel W Bay Allow L/180 total smin = (!Impact) 9.6F Y deflection. Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Andrew L. Kirby, PE CONSULTING ENGINEER Project: Glanbia Nutritionals NA, Inc. October 27, 2011 2.2.2 Pallet Support Beams 2.2.2.1 30140 < 48" Spans <2.s}.{/Level 2.2.2.1.1 Design Forces M ~ ( 1 _25) (0.88)Llevel W Bay (2)(8) =8.3 inch kips 2.2.2.1.2 Beam Properties 1 O' CTyp,) r-'.- bl -1 -t - B' S < M min -0.60F y =0.23 in3 0 • 89 L level W ~ay J min~ E =0.18 in4 30140 D=3.00 in B=2.75 in d=l.63 in t=0.060 in Sx=0.57 in3 lx=0.95 in4 2.2.2.2 41140/ 44160 < 96" Spans <5.0l5./Level 2.2.2.2.1 Design Forces M<(l 125)(0.88)LlevelWBay -. (2)(8) =30.0 inch kips 2.2.2.2.2 Beam Properties 1 O' <Typ.) ....:.__ bl ...., _j B' < M Sm1n -0.60F Y =0.83 in3 0 • 89 L level W ~ay I.<-----min -E =1.41 in4 41140 D=4.13 in B=2.75 in d=l.63 in t=0.075 in Sx=0.95 in3 lx=2.07 in4 Job No. 1832 Sheet 5 Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 1 O' CTyp,) ~ b[ -I .J B' Andrew L. Kirby, PE CONSULTING ENGINEER 44160 D=4.50 in B=2.75 in d=l.63 in t=0.060 in Sx=0.89 in3 Ix=2.11 in4 2.2.2.3 44140 < 102" Spans <5.~/Level 2.2.2.3.1 Design Forces (0.88)L W M M~(l.l2 S) Level Bay S <---(2)(8) min -0.60F y = 31. 9 inch kips =0.89 in3 0.89 LLeuel W ~ay J m,n ~ E =1.60 in4 2.2.2.3.2 Beam Properties 1 O' CTyp,) ...:..c... b[ -I .J B' 44140 D=4.50 in B=2.75 in d=l.63 in t=0.075 in Sx=l.09 in3 lx=2.58 in4 2.3 Check Posts (Dead plus Live Loads) Note: Conservatively, this design assumes the maximum stored weight in each position. 2.3.1 Load to Post (@ critical section) Lower Section (# of levels)(LLeuei) p<---------2 PL= 10.00 kips Upper Section (ti of levels)(LLeuei) p ~ ____ 2 ___ _ PL=7.50 kips Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Job No. 1832 Sheet 6 Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER 2.3.2 Post Properties & Capacities (net section) (@ critical sections) Lower Section Job No. 1832 Sheet 7 X I I -I I IF-3012 (Fy=55 ksi) W=3.00 in D=3.00 in t=0.100 in lylry=max. 37 alrx=max. 47 Upper Section I I I I I I X 'vi' X I i -"-- I -I I I I I I I I X 'vi' i -- 2.4 Longitudinal Seismic 2.4.1 Base Shear As=0.78 in2 Sx=0.86 in3 rx=l.27 in Sy=0.61 _in3 ry=l.13 m IF-3012 (Fy = 55 ksi) W=3.00 in D=3.00 in t=0.100 in As=0.78 in2 Sx=0.86 in3 rx=l.27 in Sy=0.61 _in3 ry= 1.13 m Fa=26.9 ksi Pa=21.0k -"k Mxa=28.4- lyfry=max. 37 a/rx =max. 52 Fa=26.0 ksi Pa=20.3k ---"k Mxa=28.4- Determine Period -Rayleigh Method -Derivation supplied upon request. T?:_!!:_ Wl 2 --+-(2n2 +2n+l) ( ( l I ) ) 112 ~5G 6EI Ke Where: G = Gravitational acceleration W = (2/3)xLoad per level 1 = Spacing between levels E = Young's Modulus I = Moment of inertia of post KQ = Connector stiffness n = Number of levels For units = kipsi-.inches, seconds G = 386 in/secL E = 29,000 kips/in2 The equation reduces to: 1 ( ( l I ) ) 112 T?: 14 Wl2 174,000/+ Ke (2n2+2n+ 1) The column stiffness component may be conservatively ignored reducing the formula to: T?: ---(2n2+2n+ 1) ( wz2 )112 196Ke Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 For this configuration Andrew L. Kirby, PE CONSULTING ENGINEER W =3.33 kips/Level (average load per level) 1 =60 inches (average) Kg =2x560= 1,120 (560 inch kips per radian per connector, average) Substituting yields: T> 1.5 sec Thus: V:; 0.033W, conservatively use V ~ 0.060W 2.4.2 Base Shear Distribution Base shear coefficient= 1. 000 SEISMIC LOAD DISTRIBUTION Level hi Wi Wihi 1 60 1.00 60.00 2 126 1.00 126.00 3 192 1.00 192.00 4 240 1.00 240.00 r 618 4.00 618.00 2.4.3 Design Forces V = W,h, ' rw,h, I: vi 0.097 1.000 0.204 0.903 0.311 0.699 0.388 0.388 1.000 OTM=Vihi 5.825 25.689 59.650 93.204 184.369 Job No. 1832 Sheet 8 OTM CHECK 60.000 59.592 46.136 18.641 184.369 In compliance with the 2008 RMI Specification, Section 2.1, Eqn. #4, "Load Combinations for the ASD Design Method, Gravity -Seismic Load Critical": Gravity -Seismic Load Critical: ::S(l.00+0.11Sds)DL+(l.00+0.14Sds)PLapp+EL Note: All loads in Cases 3 & 4 except the Deal Load may be multiplied by 0. 75. In addition to the 0. 75 multiplier, for Cases 3 & 4 the seismic force (EL) determined in accordance with Section 2.6 or another limit-states based code may be multiplied by 0.67 because the limit states based codes give higher seismic forces. Lower Section PDL =(0.04x10.00)=0.40 kips; PpL=l0.00 kips & PEL =0.0 kips P:; [(l.0+0.llSDs)PDL]+0.75[(1.0+0.14SDs)PpL + PEL] < [(1.0+0.1 lx0. 78)0.40] +o. 75[(1.0+0.14x0. 78)10.00+0] <S.sk MDL =0.0 in-kips; MpL =0.0 in-kips & MEL= 12.7 in-kips (see below) V < 0.060[(2/3)(10.00)+0.40]=0.42k MEL::SMax of [Va-(1.6)P] & Va/2 < [(0.42)(60)-(1.6)(10.00)] or (0.42x60/2) ;; 12. 7 inch kips (nominal fixity due to width of base plate) M:::; [(1.0+0.11SDs)MDL]+0.75[(1.0+0.14SDs)MpL +MEL] < [(l.0+0. llx0.78)0.0] +0.75[(1.0+0.14x0.78)0.0+ 12.72] :S [0.0+0. 75(0.0+ 12. 72)] =9.5 'k Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Upper Section Andrew L. Kirby, PE CONSULTING ENGINEER PDL =(0.04x7.50)=0.30 kips; PpL =7.50 kips & PEL =0.0 kips P :,S [(1.0+0.1 lSDs)PDL] +o. 75[(1.0+0.14Sos)PpL + PEL] < [(1.0+0. l lxO. 78)0.30] +0.75[(1.0+0.14x0. 78)7 .50+0] <6.6k MDL =0.0 in-kips; MpL =0.0 in-kips & MEL= 12.6 in-kips (see below) V :,S (0.903)(0.424)=0.38k M<Va/2 < ""(O. 38x66/2) ;; 12.6 inch kips M:,s [(1.0+0.11Sos)MoL]+0.75[(1.0+0.14SDs)MpL +MELl < [(1.0+0.llx0.78)0.0]+0.75[(1.0+0.14x0.78)0.0+ 12.63] ~ [0.0+0. 75(0.0+ 12.63)] =9.5 'k 2.4.4 Post -Combined Stresses Lower Post Section =0.72~ 1.00 O.K. (Design assumptions very conservative) Upper Post Section =0.62:,Sl.00 O.K. (Design assumptions very conservative) 2.4.5 Beam Connections 2.4.5.1 Design Forces Mc0 nn:,S9.5"k (see below) In general for a given level: Mi+ Mi+I M conn;= 2 Job No. 1832 Sheet 9 Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER Column Moments M4=3.0 m k M3=7.3 ink M2=9.5 ink M1 =9.5 ink Ms=9.5 ink 2.4.5.2 Connection Capacities Bottom (2) Beam Levels Only ~ 7 /16' clioM, rivet i I <Vo =3.3 k,ps) ! I Heavy Duty Connection ! I Job No. 1832 Sheet 10 Connection Moments M4=1.5 mk M3=5.2 ink M2=8.4 ink M1 =9.5 ink I ci. I >, ~ Ma=(3.3)(8)=26.4 ink O.K. All Other Beam Levels ~ Standard Connection I 7 /16' dio.1'1, rivet ! <Vo =3,3 kips) 0 Ma=(3.3)(4)=13.2 ink O.K. cu ------------------------ 2.4.6 Base Plates Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER Note: Per Sections 2.4.3 & 2.4.5.1 above: P$8.8 kips & M$9.5 inch-kips. Here, D=5.0", B=Min. 5.0", a=l.0", y=l.0", t=3/8" & fc'=2.0 ksi Job No. 1832 Sheet 11 Cale. "x": From equilibrium, IM A = o p A Fp T R= P+ T o: <D-o. -x/3)' (x/3) 0 [J~ t' D' T=O.O kips (P)(~-a )+M-(R)(D-a-i)=o Where: R=(½)F8.x.B & Fp = [0. 7 fc'] = 1.40 ksi Solving the quadradic equation yields: x=2.50" Cale. "R": From equilibrium, IF Y = o R = P + T = 0.5B(x)(F p) substitution yields: R=8.8 kips Thus, T=R-P=0.0 kips Check Plate Bending: FP.B.y 2 y . . MPlates 2 {l-3x}=3.0mch-kips Ma~ (4/3)SxFb=3.2 in-kip O.K. Use min. ½" diam. ICC approved expansion anchors. Minimum O.K. embedment 3-½" into slab. 2.5 Transverse Seismic 2.5.1 Base Shear In compliance with the 2008 RMI Specification, Section 2.1, Eqn. #3, "Load Combinations for the ASD Design Method, Seismic Load Critical": TBase Plate:::: [(0.60-0. l lSns)PnL] +o. 75[(0.60-0.14Sns)PpL-PEL] Note: All loads in Cases 3 & 4 except the Deal Load may be multiplied by 0. 75. In addition to the 0. 75 multiplier, for Cases 3 & 4 the seismic force (EL) determined in accordance with Section 2.6 or another limit-states based code may be multiplied by 0.67 because the limit states based codes give higher seismic forces. Use Code default values, Cs Max.=SnslR=0.194W, Ig=l.0 & W s = [(0.67xPLRFxPL) + PnL] = [(0.67xl .0)(2.50)(2x4)+0.80] =14.13 kips Vrnt=Csip_Ws =(0.194)(1.0)(14.13)=2.74k/Bay V ASD =0.o7Vu1t = 1. 83K/Bay = 1. 83k/Upright Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER 2.5.2 Base Shear Distribution Base shear coefficient= 1.000 SEISMIC LOAD DISTRIBUTION Level hi Wi 1 89 1.00 2 155 1.00 3 212 1.00 4 266 1.00 L 722 4.00 2.5.3 Design Forces Wjhi 89.00 155.00 212.00 266.00 722.00 Vh' p =-eq D V = W,h, ' LW,h, 0.123 0.215 0.294 0.368 1.000 h' =205 inches (conservative) D=Min. 4211 I: vi OTM=Vjhi 1.000 10.971 0.877 33.276 0.662 62.249 0.368 98.000 204.496 Total OTM:::; [(1.83)(205)] =373 in-kips Job No. 1832 Sheet 12 OTM CHECK 89.000 57.864 37.737 19.895 204.496 Net OTM to Anchorage, MNet=373 in-kips/Upright PEQ::S(OTM/D)=8.88 kips Note: Bracing shown is schematic -see this section, subsec- tion 2.1 for actual geometry. 2.5.3.1 Stability & Anchorage Requirements: Fully Loaded System Note: As specified in RMI Section 2.6.8, safety against overturning shall be designed on the basis of the weight of the rack plus every storage level loaded to 67 percent of its rated load capacity. TBase Plate ::S [(0.60-0.1 lSDs)PDL] +0.75[(0.60-0.14SDs)(2/3)PpL-(2/3)PELl < [(0.60-0.1 lx0. 78)0.40] +o. 75[(0.60-0.14x0.78)(2/3x10.00)-(2/3x8.88)] ~-1.78 kips TBase Plate= 1. 78k Use min. ½ 11 diam. ICC approved expansion anchors. Minimum embedment 3-½" into slab (Note: For anchors w/Min. 3 11 Effec- tive Embedment, spaced Min. 611 apart and installed in Min. 3,000 psi concrete the permissible load per pair of fasteners O.K. ~3,740 lbs). Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER 2.5.3.2 Stability & Anchorage Requirements: Top Level Only Loaded Use Code default values, Cs Max. =Sns/R=0.194W, lp=l.0 & W8 =(0.67xPLRFxPL)=(0.67xl.0)(2.5x2)=3.33 kips Vu1t=CslP.. Ws =(0.194)(1.0)(3.33)=0.65k/Bay V Asn=O.o7Vuit=0.43K/Bay=0.43k/Upright h' =266 inches (conservative) Total OTM ::S [(0.43)(266)] = 114.5 in-kips PEQ ::S (OTM/D) = 2. 73 kips TBase Plate ::S [(0.60-0.1 lSns)PnL] +o. 75[(0.60-0.14Sns)PpL-PEL1 < [(0.60-0.1 lxO. 78)0.40] +0.75[(0.60-0.14x0. 78)2.50-2. 73] ~-0.92 kips TBase Plate=0.92k Use min. ½ 11 diam. ICC approved expansion anchors. Minimum embedment 3-½" into slab (Note: For anchors w/Min. 311 Effec- tive Embedment, spaced Min. 6 11 apart and installed in Min. 3,000 psi concrete the permissible load per pair of fasteners O.K. ~ 3,740 lbs). 2.5.3.3 Braces Note: 4411 Deep Uprights, Bottom diagonal members govern by inspection. 2.5.3.3.1 Design Force 2.5.3.3.1.1 Diagonal Pbr :S(0.75)(1.83)(52/38) = 1.88k 2.5.3.3.2 Check Bracing Connection Check Welds: 3/1611 Fillets w/Min. 3 inches/End Va::S:(4/3)(2.8)(3)=11.lk O.K. 2.5.3.3.3 Brace Capacity 2.5.3.3.3.1 Diagonal Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Job No. 1832 Sheet 13 Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER Job No. 1832 Sheet 14 . Ifl C=l-½ in; e=l-½ in; L=¾ in; t=16 Ga . Anet=0.27 in2 _j ~L" L kl (in) r Fa (ksi) rmin =0.52 in Q=l.00 K<0.95 Pa (k) 4.35 O.K. 3 Slab-on-Grade Design Checks 52 96 16.10 3.1 Maximum Combined Downward Load Note: 4-Level Selective Rack configuration "Type C" governs by inspection. 3 .1.1 Design Criteria To obtain the direct punching load for the strength design of the reinforced concrete slab-on- grade section, it is necessary to compute the design axial load on the slab footing due to fac- tored strength loads: Note: Combined D+ L+ E design load combination governs by inspection. Pu :'5 [l.2D+ l.0E+f1L] 3.1.1.1 Calculate Existing Slab-on-Grade Design Strength Ref.: Journal of Structural Engineering, Vol. 123, January, 1997. The strength of the existing floor slab can be calculated using the equation: Pa = l . 7 2 X { k ~: 1 x l O 4 + 3 . 6 0} f ct d 2 Where: ks represents the spring constant of subgrade reaction. Typically the range of subgrade modulii for soils with an allowable soil bearing pressure range of 500-1500 psf is 60-200 psi/in. Conservatively, this analysis assumes a subgrade modulus coefficient of 60 psi/in=0.060 ksi/in. Ee represents the modulus of elasticity of concrete. For normal weight concrete, Ee, shall be permitted to be taken as 57, ooof?c. Here, for 2,000 psi concrete, Ec=2,550 ksi. fct represents the splitting tensile strength of concrete =5 <I> .f?c, Here, conservatively assuming 2,000 psi concrete, fct=[(5)(0.65)(2000)0,51103]=0.15 ksi. R1 represents the radius of the loaded area. Here, the equivalent radius is conservatively taken as half the minimum base plate dimensions=(0.50)(5.0)=2.5 in. d represents the depth of slab. Here, per owner, the minimum slab thickness ~ 5 inches. Using these coefficients, the calculated slab strength Copyright© by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. Project: Glanbia Nutritionals NA, Inc. October 27, 2011 Andrew L. Kirby, PE CONSULTING ENGINEER Pa= l .72x{ (O.Oi~~~2 ·5 ) xl04 + 3.60 }co.15)(5.02 ) = 27.0kips > > Pu :::: [1.2(0.4) + 1.4(8.9) + 1.0(10.0)] =22.9 kips (E) Slab O.K. 3.2 Check for Uplift Note: 4-Level Selective Rack configuration "Type C" governs by inspection. 3.2.1 Design Criteria Job No. 1832 Sheet 15 The seismic force reactions on the existing floor slab are based on strength design. However, Section 1801.2 states that allowable stress design may be used for seizing the supporting foun- dations using the load combinations given in 1605.3. Here it is elected to use the alternate basic load combinations of 1605.3.2. As specified in Section 2.5.3.1 above, TNet :::: 1.78 kips/Post Minimum tributary area of existing 5" thick slab-on-grade required to resist net upward force :::: (1.78x103)/(0.9)(63) ::::31.6 ftZ, which is equivalent to 2.8 ft. or 34" on either side of the base plate. For this design condition, the maximum slab design moment per foot (using fac- tored design loads) ::::WL/2 =(l.4)(63x2.8f103)(34/2) ::::4.2 in-kips or 0.35 ft-kips/ft. 3.2.1.1 Check Bending Capacity of Existing Slab-on-Grade Note: Conservatively, check as unreinforced plain concrete section. Max. design moment, Mu ::::4.2 in-kips With, t=5" & B=l2"; Sx=50 in3 & ~=0.65 Permissible slab-on-Grade bending strength <!>Mn~ S<j>fi':' S = 7 .3inch-kips (E) Slab O.K. Copyright © by Andrew L. Kirby, PE. Provided as an instrument of service. Copying by written permission only. & ~ CITY OF PLUMBING, ELECTRICAL, MECHANIGAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov RLSBAD B-18 Project Address: Permit No.: /;~ f I J,( ,:Z (/ Information provided below refers to worR being done on the ~entioned permit only. / This form must be completed and returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains....................................................... ~ New building sewer line? ......................................................................................... Yes __ No~ Number of new roof drains?............................................................................................................... -0- lnstall/alter water line? ......................................................................................................................... -G;;, Number of new water heaters? ......................................................................................................... -a. Number of new, relocated or replaced gas outlets? .................................................................... 4- Number of new hose bibs?.................................................................................................................. --0- Residential Permits: New/expanded service: Number of new amps: ______ _ Minor Remodel only: Yes__ No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this projed: Number of new amps involved in this projed: New Construction: Amps per Panel: Single Phase ............................................................... Number of new amperes ______ _ Three Phase ................................................................. Number of new amperes _______ _ Three Phase 480 ........................................................ Number of new amperes _______ _ Number of new furnaces, A/C, or heat pumps? ............................................................................ _..Jd::.. New or relocated duct worh? .......................................................................... Yes ___ No X Number of new fireplaces? ................................................................................................................. ~ Number of new exhaust fans? ............................................................................................................ ~ Relocate/install vent?............................................................................................................................ _.a,. Number of new exhaust hoods? ........................................................................................................ _Q.... Number of new boilers or compressors? ........................................................... Number of HP rG- B-18 Page 1 of 1 Rev. 03/09 I I I I I I I I I I I I I I I I I I I \\\. KLAUSBRUCKNER ) \ l AND ASSOCIATES 4105 Sorrento Valley Blvd. Carlsbad, CA 92121 Tel: (858) 677-9878 Fax: (858) 677-9894 Glanbia Nutritional 2840 Loker Avenue Carlsbad, CA High-Piled Combustible Storage Report Rev 2.2 October 28, 2011 •.r City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 01-12-2012 Plan Check Revision Permit No:PCR11147 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2840 LOKER AV EAST CBAD PCR Status: Parcel No: Valuation: Reference #: PC#: 2090820800 $0.00 C-e, I I .:L\ 4' Lf Lot#: 0 Applied: Construction Type: NEW Entered By: Plan Approved: Issued: Project Title: GLANBIA-STORAGE RACKS-REVISE Inspect Area: SPLICING TO ALLOW PLACEMENT OF LOAD BEAM Applicant: BRENT BAL TIN 825 CRATER OAK DR CALABASAS CA 91302 818 388-6296 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $125.00 Inspector: Owner: BIXBY LAND COMPANY 2211 MICHELSON DR #500 IRVINE CA 92612 $125.00 $0.00 $0.00 Total Payments To Date: $125.00 Balance Due: FINAL APPROVAL Date: Clearance: ISSUED 01/03/2012 RMA 01/12/2012 01/12/2012 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/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 vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exnired. 1' ~~ ~ CITY OF PLAN CHECK REVISION APPLICATION Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov CARLSBAD 8-15 Plan Check Revision No. Pcl!i / { f Lf 7 Original Plan Check No. C B I I -z I 2. ~ Project Address 28~o l..olre v Ave... UJ'r Date_l....e;_B-/_1-=2-____ _ Contact.iteuf 5c,,l/r(// Ph f/18-Jff 8" 629{;, Fax 2.lfr:8'8'06<£27 Emailblref/4-fe..bJr.o. c/c~c.o Wl Contact Address 8 2,. i C v--~ -J.e v-0 "< /( D v-City { <f /4 6 ct.s Ct.S Zip f'/ J' 6 2- General Scope of Work r;1J ce. A' , f ,/!? o-/ h ; a__ -k o ~ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: D Plans D Calculations D Soils D Energy D Other __________ _ 2 Describe revisions in detail 5 Does this revision, in any way, alter the exterior of the project? 6. Does this revision add ANY new floor area(s)? D Yes 7 Does this revision affect any fire related issues? D Yes 8 Is this a complete set? D Yes if No £$"Signature k ;Lr-==- 3 List page(s) where each revision is shown D Yes )Q' No )\f No 4 List revised sheets that replace existin sheets ~o 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov 01-12-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR11147 Building Inspection Request Line (760) 602-2725 Job Address: Pennit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2840 LOKER AV EAST CBAD PCR 2090820800 Lot#: $0.00 Construction Type: 0 NEW GLANBIA- STORAGE RACKS-REVISE SPLICING TO ALLOW PLACEMENT OF LOAD BEAM Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 01/03/2012 RMA 01/12/2012 01/12/2012 Applicant: BRENT BALTIN Owner: BIXBY LAND COMPANY 825 CRATER OAK DR CALABASAS CA 91302 818 388-6296 2211 MICHELSON DR #500 IRVINE CA 92612 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $125.00 $0.00 $0.00 Total Fees: $125.00 Total Payments To Date: $125.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen'ed to as lees/exactlons." 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 Govemment 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 sen/ice fees in connectton with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been oiven a NOTICE similar to this, or as to whiph the statute of limitations has oreviouslv othenvise exoired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Developrr}ent Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. _Original Plan Check No. Ce> 11-2(2.^ Project Address Contact>^g>i/ S^///r^ ?h.SLLSiMdL£2Si ?a->^2±S:M^££22. Email/)trgtr4/)c4c^ c^^C^^ Contact Address \ra.-k. \r O^M Dr at^ Ci klc^so-f Zip General Scope of Work ^p/^ct. A ^ ^ y4^ooA yC c a^-r/^c 'u Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: • Plans • Calculations • Soils • Energy • Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that rep/ace existing sheets Ov-Qii^l r/^<: I Ci (A tq/i A/"? A //a tA-) 5 Does this revision, in any way, alter the exterior of the project? O Yes 6 Does this revision add ANY new floor area(s)? • Yes JS^ No 7 Does this revision affect any fire related issues? • Yes No 8 Is this a complete set? • Yes ^^1 ^Signature- [J^o No 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717 / 2718 / 2719 www.carlsbadca.gov Fax: 760-602-8558 EsGii Corporation In Partnership with government for BuiUing Safety DATE: 1/9/2012 •/PPLICANT JURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 112124 rev(PCRl 1147) SET; I PROJECT ADDRESS: 2840 Loker Ave. East PROJECT NAME: Storage Racks for Glanbia Nurtritionals NA, Inc. Revision ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I 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. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: David Yao Enclosures: original approved plan 112124 EsGil Corporation • GA • EJ • PC 1/4 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 112124 rev(PCRl 1147) 4/9/2012 [DO NOT PAY- THIS IS NOT AN INVOICE] JURISDICTION: City of Carlsbad rev(PCR11147) PREPARED BY: David Yao VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 112124 DATE: 1/9/2012 BUILDING ADDRESS: 2840 Loker Ave. Bast BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) rack upright splice revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Cb BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: By Ordinance • Connplete Review $125.00 • Structural Only D Repetitive Fee Repeats Based on hourly rate • Other g Hourly EsGII Fee 1 $100.00 Hr.@ $100.00 Comnnents: Sheet 1 of 1 macvalue.doc + Project: Glanbia Nutritionals NA, Inc. 12/29/2011 ANDREW L. KIRBY, PE Consulting Engineer Job# 1832 Sheet FX-1 ofl FIELD CHANGE ORDER #1 Jurisdiction: City ofCarlsbad, CA Inspector: Not known Permit #: Not known Date request was received by this office: 12/29/11 Itein# Description 1 Field Condition Installation contractor has requested permission to substitute previously approved "column splice, please see Detail#4 on "KIRBY" drawing sheet HMH-01", with one shown below. Clarification: "Column Splice" substitution (as delineated below) may be made as requested. 60" FRAME EXTENSION trr—w SHIM O. SECTION -BOLT TROUGH SIDE C 2-l/2x1-1/4x 3/16" SPUCE ^-A/--' ' l-SERIES 15' TALL n FRAME Justification \ f<\ Splice sectidS)lman^e raserv^apacity to adequately transfer design demands to supporting upright post SSl^tigri. ^gstiytion may be made as requested. '•a NO ADDIT L CHANGES ARE PERMITTED BY THIS ORDER ThiS^fCebt shall l)e attached to the building permit drawings Please contact the engineer at 818-73^-0719 (collect if required) with any questions or clarifications regarding this change. • Copyright © by Andrew L. Kirby, PE. Provided as an instrument nt of service, ^jjyingby writtei^eiMission only 2 c> S S r > > o m w o i< I O hit 0) m > s i n I I I > c Ql o O ft I • 5