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HomeMy WebLinkAbout2101 FARADAY AVE; ; CB082064; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 01-29-2009 Commercial/Industrial Permit Permit No: CB082064 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2101 FARADAY AV CBAD Tl Sub Type: INDUST Lot#: 0 Status: Valuation: Occupancy Group: 2120700100 $6,000.00 Construction Type: NEW Reference #: Applied: Entered By: Project Title: COVIDIEN: NEW PALLET RACKS Applicant: CONVEYOR & STORAGE SOLUTIONS 4428 GLACIER AVE SAN DIEGO CA 92120 619-255-1428 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 $81.41 $0.00 $52.92 $0.00 $0.00 $1.26 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? Plan Approved: Issued: Inspect Area: Plan Check#: Owner: Meter Size Add'I Reel. Water Con. Fee Meter Fee ~:~g~;~~;~ee. PFF (3:t 05540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL . ELECTRICAL TOTAL MECHANICAL TOTAL MasfewPrainage Fee Sewer, F.ee Re·dev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES Total Fees: $135.59 Total Payments To Date: $135.59 Balance Due: ISSUED 11/12/2008 JMA 01/29/2009 01/29/2009 $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 ?? $135.59 $0.00 ~;!1~~~~ Inspector: m ~ ,. ' :~ ', ~ I I ' ! 1:,, •'i• ·: FINAL APPROVAL Date:~-z..{'2~{ 0 -9 ATTACHED ~"~ Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations. or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. · You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactioris·OOES NOT'APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application proc;~ssing or service fees,"in:conhectil?n with this project. NOR DOES IT APPLY to any fees/exactions of which vou have nreviouslv been aiven a NOTICE similar to this or as·tii 'which ·rne·statute of limitations has nreviauslv otherwise exnired. r . f ,Ci~y of Carlsbad Plan Check No. ce:::o&> W 0 1635 Farada,y Ave., carlsbad, CA 92008 760-602-2717 /'273,.8 / 2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application JOB ADDRESS '2---[ o/ ~12..q)Ciy .,tvl;;.. Est. Value Date I \ I 'Z--\ c) It-' SUITE#/SPACE#/UNIT# IAPN --- CT/PROJECT# ILOT# rHASE# I# OF UNITS I# BEOROOMS #BATHROOMS I TENANT BUSINESS NAME I CONSTR. lYPE I occ. GROUP Co v ,· I) ie.rl DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) /; Bvild,.,..~ P-e.r,..,,k fz>r I., /:;,,yr a/2 'j>c, If ef ~ l'h-J<.;,,-. 5 Th.'3 R.ctc.k.lA<' ;~ ~r 1.3 1,,/ I( 5~1>,;f<!? - EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS YESD #_ NOD YES D NOD YES D NOD ,NTACT NAME (If Dffl'annt Fam Apflllcant) APPLICANT NAME $1.tf 5/H.J ADDRESS ADDRESS J-Jljz.l(; C111-e/-<.r //v-C. CITY STATE ZIP CITY STATE ZIP ?ltN l)/~o C.4 fz.tz () PHONE IFAX PHONE !FAX 1o%-7t7-(){, tt1 <e ( ~. z <,,:; ·zo 7 y EMAIL EMAIL .T vSI-, ~, ,'JC, rJ ,(} 'V~ hP(I , 1 c_g .,,_, J PROPERTY OWNER NAME ~CTOR BUS. NAME C~,i Y"'-7 c, jl. 'l Skr.,se $t:1IJ...ws ADDRESS ADDRESS l/LJZ'(,, C(c.c.~ ;J--v-e CITY STATE ZIP CITY STATE ZIP 5/.N O,'"jo a.~ '1z·1-c.o PHONE rAX PHONE IFAX le i'i-i '>} -1 -tzP..,. <o (le -2 s-<,. -2(,/7 G. EMAIL EMAIL ~ <:'..>~yes O y~ h•(!/ • ,.,....., _ , ARCH/DESIGNER NAME & AODRESS I STATE UC.# STATE UC.# 17-~rMt_lYBAPPlt ,io I 1~00\.0 . . ., .. WORl{ERS' COMPENSATION Wor1\trl' Compenution Dtcllrltlon: / hereby alfilm l#ldtrpenaltydpttftqone dlhe follawlngdtclnlioni: a I have and will maintain a Clltlffc:att of connnt to 111f-ln111r1 for worker..' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this pennlt Is Issued. II I have and will maintain workll'IAllJell!utlOn, as required by Section 3700 of the Labor Code, for the perfarmmce of the 6rk for which this penn~s Issued. My workers' compensation insurance carrier and licy This:::~:~:tu:::tedrrthepetit;for~hun~redoollars(S100)orless. PollcyNo. vJC-Ot;q-zql&. ExplrallonDate t-Z.. ol z.ou a Ctrtlllcate of Exemption: I certlfy that In the pe~prmance o! the work for which this pennlt is Issued, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of callfornia, WARNING: Failure to secure worlllni' ffflPIII on covnge 11 unlawful, and lltall 1ubject an llllflloyer to criminal penalties and civil fln11 up lo on, hundred thousand doll111 (&100,000), In addition to the colt of compenutlon, damagn a provkltd r In Section 370& of the Labor code, lnllrnt and attorney's feel. :.e! CONTRACTOR SIGNATURE / l' DATE ll I l'Z f z O (J 0 I hel!Jby affirm that I am exempt from Contractor's license Law for the following roason: Cl I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not inlended or offered for sale (Sec, 7044, Business and Professions Code: The Conlracto(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 yeat of complellon, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). Cl I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contracto(s License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with conlractor(s) licensed pursuant to the Contractor's License Law). · Cl I am exempl under Section ____ 8.usiness and Professions Code for this reason: 1. I personally plan to provide the m~ labor and materials for construction of the proposed property improvemenl Cl Yes CJ No 2. I (have / have not) signed an appllcalfon ·for a building pennlt for the proposed work. 3. I have contracted with the following person (finn) to provide the proposed construction (Include name address/ phone/ contractors' license number): 4, I plan to provide portlons 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 will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated (Include name / address / phone I type of work): ,M$ PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit e business plan, acutely hazmdous llllleriss regislration form or risk m111agement and pmenlion program under Seclions 25505, 25533 or 25534 o1 lhe Presley-Tanner Hazlldous Substance Account Acrf Cl Yes Cl No Is the applicant or future building occupanl required to obtain a permit from the air pollution control district or air quallly management districrt CJ Yes Cl No Is the facility to be constructed within 1,000feet of the outerbounda,y of a school site? CJ Yes CJ No IF ANY OFTHE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY IIAY NOT BE ISSUED UNLESS THE APPLICANT HAS·MET OR IS MEETING THE REQUIREMENTS OFTHE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I C811ify1hatl have read the appllcallon and state1hatthe above lnfonnatlon lsconactand that the lnfonnatlon on the plant is accurate. I llflll81D comptfwllll all City ordinances 111d Sta!D lawl INl!ng1D bulkllng consbVctlon. I hereby authorize representatille of the City~ to terupon the above mentioned property for i1spection purposes. I ALSO AGREE TO SAVE, INDEtvtllFY AND KEEP HARM.ESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, cd AND SES WHICH ~y IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: AA OSHA pemit is requl8d for Bll . over~ ' deep mid demolition or construction cl struc1ures over 3 &Dies il height EXPIRATION:Evetypemlitissuedbytle"fr • tlepra,;sionsofthisCodeshalexpiebyrmHaliorllllldbecomenulmidvoidifthebuildilgorworkautholizedbysuchpemitisnotcoomencedv.ithil 180 days from tie dai3 of such pen11it or if 1¥ ilg a: dlorized by such penni Is suspended or abaKloned at 11ff tine aller tie work Is conmeo<;ed for a period of 180 days {Section 106.4.4 Uniform Buildilg Code). APPLICANT'S SIGNATURE ' DATE [ / ( ( Z, 'Z,{)0 City of Carlsbad Bldg Inspection Request j , For: 02/26/2009 t..;..:_ •• Permit# CB082064 Inspector Assignment: MC Title: COVIDIEN: NEW PAl,.LET RACKS Description: Type:TI Job Address: Suite: Location: Sub Type: INDUST 2101 FARADAY AV Lot: 0 APPLICANT CONVEYOR & STORAGE SOLUTIONS Owner: BLACKMORE FARADAY PARTNERS Remarks: Total Time: CD Description Act Comments --- Phone: 7604508349 Inspector: fvt l _...;.._ __ Requested By: GREG STONE Entered By: CHRISTINE 14 Frame/Steel/Bolting/Welding Ap j?,Ao~ /; l-c.A.n. -~ l't"1A-~~ \::'.i:::'2. f'LA':i-. 19 Final Structural _i:_L ___________________ _ Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR99092 ISSUED LUCENT TECHNOLOGIES; ELECTRICAL REVISIONS Inspection History Date Description Act lnsp Comments 02/04/2009 14 Frame/Steel/Bolting/Welding CO MC NOTICE ATTACHED 02/04/2009 19 Final Structural CO MC City of Carlsbad _Bldg Inspection Request For: 02/04/2009 Permit# CB082064 Title: COVIDIEN: NEW PALLET RACKS Description: Type:TI Sub Type: INDUST Job Address: 2101 FARADAY AV Suite: Lot: 0 Location: APPLICANT CONVEYOR & STORAGE SOLUTIONS Owner: BLACKMORE FARADAY PARTNERS Remarks: PALLET RACK INSPECTION Total Time: Act Comments Inspector Assignment: Phone: 7606035007 Inspector: M~ Requested By: GREG STONE Entered· By: CHRISTINE CD 14 19 Description Frame/Steel/Bolting/Welding Final Structural I ~o:rtte Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR99092 ISSUED LUCENT TECHNOLOGIES; ELECTRICAL REVISIONS Inspection History Date Description Act lnsp Comments ----------··----··· ---·--·-------- CITYOFCARLS;AD NOTICE (760) 602-2700 1635 FARADAY AVENUE BUILDING DEPARTMENT DATE 04-Y2::S O °9 TIME _______ _ LOCATION 2.lol f=µet,lt;>A,'-( tJ.JJiE. PERMIT NO. t.e:, O<o-ZOb4~ : \ • ~2;-\?fl.DVID2: IA&-J....l.... 6 .... ,/;,,Ail,p 1,l ~:$ v,.::,., 1L: ' -~\-, :p-z I lZ.Atk'..... A ~\_.tbf,lc~ I~ /4au r..::tb-::> c.-s ~n , tZAt1L c.. \-s 6??-c1Pt£.i> ll ,. M-1? ___ r:.t~ , . , Dil-H-AU? 1112 l::.t o, E. , .J U-S t lF '( _ tHi2. A...:::,2,.-[?..JL-(..-(_ DF TH 6.. tz_A C(c'.. it-..le1 v-llfl-l Wh 11-l~ N, rz(C-Zi)~ii,;::t:::i ---' lL.:,.:;:!\2-P (\ \u::-'S" , 2-. ?t...~s~ lot----\ TltlC.T' G(ry of" GAZL...S-. ~ 1i:::-1i12: bi;::t' l. -fD!l f ri ,S? 2-C(t oJ. z:f' ~c.tt..-1,JU? • fZ:.c:.---L-blk l"l.1--tSr l 1Zb-L1t>:{ FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT 6:>"2-, t .. .:-1 l[ D YES Vv\ Lr:J~_ PHONE BUILDINGtPECTOR CODE ENFORCEMENT.OFFICER --~-, 24-Hour Pager (949) 227-8668 $ Toll Free Fax (866) 732-6429 We Just Do A Better Job! Observation Report and Observation A Job Address ....,;, \ ~ \ -· .._ / tt.,, I -:::·, r:.1 • '-/l r:)/L 1 Job Name (.., ,.;:i \j l [> \ }~/\ Samples: Vz X U Quantity= Description pf WorJ< Observed: DATE: l /-z ~;" I ._ic:, I I <' pr; .. : ... .-.-',fi 1:::>·c..1~. -r-<-<.'...~,.,.\ (L. Av\.r:...~ 1:J -::iY~ (_ '/.,. ,, ,} . J ,......., .:.:... <.,lj ('::::"' ·;.:;.. -t< . .:,:. /1.. (..::v·( ,z:.,:\(_ ,.::, ;_;,,'/ Architect v~ Engineer · Contracto.r,-1 , • t.,._. ,,_,,. ~-"\ \_ ~!,...' ·, r (~~-~ (._ Subcontractor 74,:. ,:;._\ .-..... it!.:...}i,1\ ~ :I.. ~ .-c::"(......'' .. -\':)~A '-::."C-I '·, ,. . . --~ ,-.,z_ i.,V, , -r,. ,--t ;;._~ ~ ........ 14. ,_ 4 "t.£--t;;;~t.~~ t?, ("'l.'" \~,/'\.( .... ! .-. A ' -·~ -l .. ~ -;. ---~~-~ -re .. <-/-0 IL::.-... -r-.::...---f""" '-......... ,\ .,,,·\t;...A~ .;.:.:( ,_, . -~ ,_¥ ... _..,,,. -~~ ~ .,_-, ~;;:)( -n I.,~ ,'4 \,J'c .. (>( ... ,\,::.. , .. -\\ ' ~ ,-I 01 . .: ~~-·;,II-~, / .... . ...,., ~ '---/· .,, i . --'l V\ .. ·~:·, : ! l .\ ., t.,_ ~ r::-;,. ) OC,;, ~9~ p;\ ~ ,.) -'=' " i~ \_·)1·-1-~ v\,;;-__ . ·f*,4 IL. ,.A , .. ~ \<.J -n.t;;: f,:..;£_~:;;.:T .. -/IJ1'/ ~~L-A_,:. ::::> ·-. ' -' ! .... J ' . ....., -\,,.,,,I. r-' ,-;::::_ I <... I ~i. ~ft .. ...:.~·-~ ,.::.__,.-(~( ... -:.\':.... .. l .,_,.jl _.,, ( .... ' -n \·( ;\ ,:;,-:-..;;;-,,:-·~·1,J,,:,.::;-"> '. -· .. (o #IJ x.'Jo-.:i-~o -.2-"3 5 - TIMEIN TIMEOUT BILLING OVERTIME CHECK ONE a a SHOW-UP OT 0 HALFDAY . DT 0 0 FULLDAY TT a By this signature on the Observation Report. I acknowledge that SOG, Inc. performed the abcfve obsewaypn and am bound by the terms and condition!"'6n the re}kse.siae of this report. I lfr, t Jr<l /1' tf J) l'JA Approved by: 11"' /}tJ\....;'1,'/j ( ~f/j'U.._..,. Project s/perintendent -Foreman -Other I -'\ c_ ..... ..._.•v-1 ...... /'\ ::.'l":~,..,I~\ . .,, ( ·-: .... s~-;;-~z(._ --; \ /· ...,. ( .: ~-_..-., ~:, -. - 3 BILLING INFORMATION & TELEPHONE# We hereby certify th.at, at the time of this inspection, we have observed all of the above reported work, unless otherwise noted. To the best of our knowledge and belief, we have found this work to comply with the approved plans, specifications, and applicable section(s) of the Uniform Building Code, as applicable to the locality where this project is located. This report cannot be construed to be a recommendation of work of any nature to be performed. The performance of our observation services is subject to the terms and conditions as described on the reverse side of this Observation Report. The Owner or,.a.successor in interest shall hold harmless Structural Observation Group, Inc. !!l?.lll,any~anq:'i,n·legal proceedings of any nature whatsoever, that is related to the obser.vatibn ser;lces"provided. ./v . .....,,. . .,,,,. -,-~. --,,,, ~ .·:r<"··, '---.. •---.\--:;:::;> :......-:-::c~·. ..., \ *~ .,.#.,. '\ ,4{'" Specialty No. t Agency WHITE-OFFICE COPY, CANARY-ACCOUNTING COPY, PINK-'-OBSERVERS COPY, GOLDENROD-JOBSITE COPY EsGil Corporation In Partnersfiip witfi (}overnment for iJ3ui(aing Safety DATE: 1/7 /09 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 082064 PROJECT ADDRESS: 2101 Faraday Ave. PROJECT NAME: Storage Racks for Covidien SET: II D APPLICANT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. fXl 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: ~ 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: ) Fax #: Mail Telephone Fax In Person ~ REMARKS: 1. Fire Department approval is '0 "'"""Ted. 2. City to field verify that the path of travel from the handicapped parking spaces to t rack area and the bathrooms serving the rack area comply with all the current disabled ace s requirements. By: David Yao Enclosures: EsGil Corporation D GA D MB D EJ D PC 12/30 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 C • --1 EsGil Corporation In CJ?artnersfiip witfi <]overnment for (Bui[aing Safety DATE: 11/20/08 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 082064 PROJECT ADDRESS: 2101 Faraday Ave. PROJECT NAME: Storage Racks for Covidien SET:I ~NT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. [ZI 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 enclos·ed for the jurisdiction to forward to the applicant contact person. [ZI The applicant's copy of the check list has been sent to: Josh Elgan 4428 Glacier Ave. San Diego, CA 92102 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: JosJi Elgan Telephone#: 858-717-0649 Date contacted:ft/z_.o/06(by4td Fax #: 619-255-2076 Mail/ Telephone D REMARKS: By: David Yao Fax V In Person EsGil Corporation D GA D MB D EJ D PC Enclosures: 11/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of C~rlsb,ad 082064 11/20/08 , GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2101 Faraday Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 11/14 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 082064 DATE REVIEW COMPLETED: 11/20/08 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 0 No ' -' City of-Carlsbad 082064 11/20/08 . 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two 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 Departme.nts. 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. 2. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.7(1) and 307.7(2). 3. City to filed verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements . Title 24, Part 2. 4. Obtain Fire Department approval. 5. Indicate the clearance from the new racks to the existing building walls. 6. Page 7 of the calculation shows the column for E rack at transverse is 3x3x12 ga column. The plan did not show the 3x3 column. Please clarify. (same for Brack too) 7. Recheck all connections on sheet 1 as follows: a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips. b) Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). c) Check the bracket maximum weak axis moment. ·8. Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member). 9. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. END · 'city of Cadsba.d 082064 11/20/08 . [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad . PREPARED BY: David Yao PLAN CHECK NO.: 082064 DATE: 11/20/08 BUILDING ADDRESS: 2101 Faraday Ave. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. storage racks per applicantion Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance i ,.. , Plan Check Fee by Ordinance I ,.. , Type of Review: El Complete Review D Structural Only D Repetitive fee · ~ Repeats Comments: D Other D Hourly I Hour* Esgil Plan Review Fee ($) 6,000 6,000 $s1.411 $52.921 $45.591 Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB082064 DATE 11/12/08 ADDRESS 2101 FARADAY AV RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER PALLET RACKS (INTERIOR) PLANNER GINA RUIZ DATE 11/12/08 ENGINEER g __.. ~(_~-- U:\AD!!IN\COUNTER/PLANNING/ENGINEERJNG APPROVAI.S Carlsba;d Fire Department SUjlDING Dt:Ft COPY Plan Review Requirements Category: TI , INDUST Date of Report: 11-12-2008 Reviewed by:_____;//~~-- Name: Address: Permit #: CB082064 CONVEYOR & STORAGE SOLUTIONS 4428 GLACIER A VE SAN DIEGO CA 92120 Job Name: COVIDIEN: NEW·PALLET RACKS Job Address: 2101 FARADAY AV CBAD carefully all comments attached. Please resubmit the necessary plans and/or specifications, wit c to this office for review and approval. Conditions: Cond: CON0003153 [MET] <tAPPRO~ THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. ouded", 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: 11/12/2008 By: GR Action: AP ,,. St~Jctura, · Concepts . ngineering 1200 N. Jefferson 'Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Project: Covidien Project#: H-102708-5 Date: 12/19/08 Address: 2101 Faraday Ave Carlsbad, CA 92008 Plan Check #: 082064 Plan Review Responses 1. All corrections have been addressed 2. Note added to sheet TS 3. Path of travel issue addressed on sheet TS 4. Fire department approval shell be obtained 5. Clearance between rack and building components shall be 6" or greater as noted on sheet SCE 1 of 1 6. Page 7 column dimensiones have been revised to match the 3xl.625x13ga posts 7a. The rivet bearing capacity shown on page 9 is correctly determined for bearing against 12ga column material. The allowable bearing value is 2.56 kips . -.. . . j 7b. The weld analysis of the beam to column connection is shown on page Bl and exceeds the beam end moments,. ) at all cases . '-' 7c. The beam bracket capacity is taken into account on page 9 when determining the overall capacity of the beam connection 8. The transverse column analysis is provided on pages 7 & 18 Respectfully, Ali P<19e 1 of 1 -. ·-· --~--.:.._: ----. -· --.!" __ --- .- tructural Prqject Name: Covidien Prqject Number : H-102708-5 Date : 10/31/08 I I ng1neer1ng 1200 N. Jefferson St, Suite F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mail@sceinc.net Street Address : 2101 Faraday Ave City/State : Carlsbad, CA 92008 Scope of Work : Selective l<ack DEC 1 9 2008 ------· -----· •-,--· ---. -----=--: ---.--. - ------ . ~ Structu.ral · Concepts ,· ;, Engineering 1200 N. Jefferson Ste, Ste.F.Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Design Data 1) The analyses conforms to the requirements of the 2007 CBC and the 2002 Rack Manufacturers Institute Sepecifications for Steel Storage Racks (RMI) and the ASCE 7-05, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi .3).Anchor.bolts shall be pr.ovided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The reinforced slab is 5" thick with minimum 2000 psi compressive strength. Soil bearing capacity is 1000 psf. Definition of Components frame Height A ~==n=============lll=l======i=====::fJ: Product Beam Spacing Beam Length Front View: Down Aisle (Lon!@1tud1nall Frame + Column Beam to Column Connector Ba5e Plate and Anchors r-~:;~ 1 Section A: Cross Aisle Qransverse ) Frame Hor1zo""'n""t""al ____ _ Brace Diagonal Brace The components herein are designed within the guidelines of the 2007 CBC and the 2002 Rack Manufacturers Institute Specifications for Storage Racks. The final design of the system is villid only .with ,proper approval from the jurisdictional building official. COVI.Qll:N tl.,,f Q_27Q8-_5..,TY_J?Jt_E I 0/31/2008 -· -. _'::." ., Structural · Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Configuration & Summary: TYPE E RACK 40" T 62" tl===t=====l; ,. ... ± + 1-------'J 42" 180" 28" 42" ,,1"-r--s6" __.+ +" 42" ..,/-- 2007 CBC Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Ss=l.164, Fa=l.035 4 42in 180in 3 96in Component Description Column Fy=55Ksi INTLK LU25/3xl-5/8x13ga P=5200 lb, M=6400 in-lb Column Backer None None . --None Beam Fy=55Ksi Lvl 1: Intlk 496/4.76"deepx2.75"x0.07" Lu=96 in I Capacity: 6370 lb/pr Beam Connector Fy=55Ksi Lvl 1: 2 PIN OK I Mconn=7548 in-lb I Mcap=15562 in-lb Brace-Horizontal Fy=55Ksi Intlk 1-1/2xl-1/4x14ga Brace-Diagonal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga Base Plate Fy=36Ksi 8x3x3/8 I Fixity= 5000 in-lb -Anchor 2 per-.Base OS.x 3.25" Embed r:r.w REDHEAD T.RUBOLT + ICC ESR 2427, SPECIAL INSPEC. REQD, (T=74 lb) Slab 5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure Level Load Per Story Force Story Force Column Column Conn. Level (PL) BeamSpcg Brace Transv Longit. Axial Moment Moment 1 2,500 lb 42.0 in 52.0 in 1071b 641b 5,200 lb 6,400 "# 7,548 "# 2 2,500 lb 28.0 in 52.0 in 1791b 106 lb 3,900 lb 3,544 "# 6,449 "# 3 2,500 lb 42.0 in 62.0 in 2861b 170 lb 2,600 lb 4,202 "# 5,829 "# 4 2,500 lb 40.0 in 3881b 230 lb 1,300 lb 2,304 "# 3,728 "# · Total: 959 lb 570 lb STRESS 0.69-OK N/A 0.39-OK 0.49-OK 0.18-OK 0.54-OK 0.7-OK 0.1-OK 0.6-OK Beam Connector 2 PIN OK 2 PIN OK 2 PIN OK 2 PIN OK COVIDIEN.Fi-I 02708-5-TYPE E . -""".;• -._ -Paqe ,3 of 2-_ -<(;.· · . -.. , _---:...-10/31/2008 ----~ --~ .... ::·-- Struct~rar Concepts ~:, Engineering 1200 N. Jefferson-Ste,.Ste,F.Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Seismic Forces Configuration: TYPE E RACK Lateral analysis is performed with regard to the 2007 CBC Sec. 2208A, 2002 RMI Sec 2.7.3. & ASCE 7-05 sec 15.5.3 Transverse (Cross Aisle) Seismic Load DL per Lvl= 100 lb V= Cs*Ip*(PL*0.67*PLrf+1.0*DL) Cs* Ip= ;q;))~p;-7_ , -... Ws= (0.67 * PLRF * PL) + DL Vm;n= 0.015 (RMI Sec 2.5.1.2) = 7,100 lb Eff Base Shear= 0.1350 Cs= 0.67*2.5*Ca/R >= 0.14 * 2/3 * Ss * Fa/1.4 = 0.1350 Vtransv"' 0.135 * (400 lb+ 6700 lb) = 959 lb ASD Loading Level PL (Product Load) PL *0.67*PLrf DL hi wi*hi 1 2,500 lb 1,675 lb 1001b 42in 74,550 2 2,500 lb 1,675 lb 100 lb 70 in 124,250 3 2,500 lb 1,675 lb 1001b 112in 198,800 4 2,500 lb 1,675 lb 100 lb 152in 269,800 ·6,700 lb 400,lb W=7100 lb 667,400 Longitudinal (Downaisle) Seismic Load Level 1 2 3 4 Ws= (0.67 * P~F * PL) + DL = 7,100 lb Eff Base Shear= 0.0803 Cs* Ip= 0.67*1.2*Cv/(R*T"'0.66)>=Vmin2 Vlong= 0.0803 * (400 lb+ 6700 lb) = 0.0803 = 570 lb ASD Loading V mlnl = 10;0:1:~ ,"??\?}/( V min2= 0.14*2/3"Ss"Fa/1.4= ;o.p~ptL:·: ' -' PL (Product Load) PL *0.67*PLrf DL hi 2,500 lb 2,500 lb 2,500 lb 2,500 lb 1,675 lb 1,675 lb 1,675 lb 1,675 lb 6 700 lb 100 lb 100 lb 100 lb 100 lb 400 lb 42in 70 in 112 in 152in W=7100 lb wi*hi 74,550 124,250 198,800 269,800 667 400 ,COVIDIEN H-1 02708-5 1YP£ E-· Ss= 1.164 Sl= 0.440 Fa= 1.035 Fv= 1.560 Ca=0.4*2/3*Ss*Fa= 0.3213 (Transverse) R= 4.0 Ip= 1.0 PLRF= 1.0 Fi Fi*hi 107.1 lb 4,498-# 178.5 lb 12,495-# 285.7 lb 31,998-# 387.7 lb 58,930-# 9591b 1=107,922 T= 1.00 sec PLRF= 1.0 (Longitudinal ) R= 6.0 Cv=2/3*S1 *Fv= 0.4576 Fi 63.7 lb 106.1 lb 169.8 lb 230.4 lb 570 lb -. _ -_/D/31/2:00_8. = -"-':c__:_ _ Structural· Concepts ~ -Engineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Downaisle Seismic Loads Configuration: TYPE E RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 570 lb Typic.il fi-ame m<1cie Tributqry <1reo of two columns oft:1ckli-ome ""-~ __ _ _ _ __ , ' 9 ~,., .. ,,,,,~,-,.•.,, ~-,·-··'' ·~-·""'" •.• ._,I,·,'-'.'!.. . ... ,-.. 1-., .. • • • • . I • I I Vcol=Vlong/2= 285 lb Fl= 64 lb F2= _1P6 lb F3= 170 lb -r:;:::-;:;::::J r,::::::-.;J ~ I ~ r:::-::::::7 : r.:;:;::::-:J ~ ~ ~: ~ ~I~ • I -~ ~~:~~:~ ________ ,, Seismic Story Moments Conceptual System Mbase-max= 5,000 in-lb <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 5,700 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 5,000 in-lb M 1-1= (Veal* hleff]-Mbase-eff = (285 lb * 40 in)-5000 in-lb = 6,400 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (6400 in-lb+ 3544 in-lb)/2 = 4,972 in-lb LEVEL hi Axial Load 1 42in 5,200 lb 2 28in 3,900 lb 3 42in 2,600 lb 4 40 in 1,300 lb Mconn-allow(2 Pin)= 15,562 in-lb -._ --~CQVIQ[Ef\J_ t:!-I_Q.V"08--S TYPE I; -~ ·,. .::------=--- M 2-2= (Vcol-(Fl)/2] * h2 = (285 lb -53.1 lb]*28 in/2 = 3,544 in-lb Mseis(2-2)= (3544 in-lb + 4202 in-lb)/2 = 3,873 in-lb .Summary of Forces Column Moment Mseismic Mend-fixity 6,400 in-lb 4,972 in-lb 2,576 in-lb 3,544 in-lb 3,873 in-lb 2,576 in-lb 4,202 in-lb 3,253 in-lb 2,576 in-lb 2,304 in-lb 1,152 in-lb 2,576 in-lb f'_aq~ 5 .. of._ 2Ss ". -"=-~;.." • .: -: ~ -.• :: -.. -'"-·.--= -: --· --.-:_-:-~..,-~ Typicol frome m<1cie ~ -~o~~ocolumns Vcol -,---.1•r1-1----_-_-_-..:::..:::.:::.:::.=~t!:b h2 hl I !1r Beam to Column Elevation Mconn Beam Connector 7,548 in-lb 2 PIN OK 6,449 in-lb 2 PIN OK 5,829 in-lb 2 PIN OK 3,728 in-lb 2 PIN OK • I 0/3 I /2008 · Structu;al Concepts -Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Column Configuration: TYPE E RACK Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Loads Section: INTLK LU25/3xl-5/8x13ga Aeff = 0.518 inA2 Jx = 0,807 inA4 Sx = 0.538 inA3 rx = 1.250 in .Qf= 1.67 E= 29,500 ksi Iy = 0.196 inA4 Sy= 0.237 inA3 ry = 0.616 in Fy= 55 ksi Cmx= 0.85 Kx = 1.7 Lx = 42.0 in Ky= 1.0 Ly= 52.0 in Cb= 1.0 r-3.000 in ~ [ '',.,oo·:"]}~;" -c=l f=i-0.7Sin Axial=P= 5,200 lb Moment=Mx= 6,400 in-lb (Column stresses@ Level 1)) Axial Analysis Kxlx/rx = 1.7*42"/1.25" = 57.1 Fe= nA2E/(KL/r)maxA2 = 40.8ksi Pn= Aeff*Fn = 18,887 lb P/Pa= 0.53 .Bending Analysis > 0.15 Kyly/ry = 1 *52"/0.6155" = 84.5 Fy/2= -2-7..-5-ks·i---- .Qc= 1.92 Check: P/Pa + (Cmx*Mx)/(Max*µx) ::; 1.33 P/Pao + Mx/Max :5 1.33 Pno= Ae*Fy Pao= Pno/.Qc Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*40.8 ksi)] = 36.5 ksi Pa= Pn/.Qc = 18887 lb/1.92 = 9,837 lb Myield=My= Sx*Fy = 0:518 inA2 *55000 psi = 28,490 lb = 28490lb/1.92 = 14,839 lb = 0.538 inA3 * 55000 psi = 29,590 in-lb Max= My/.Qf = 29590 in-lb/1.67 = 17,719 in-lb µx= {l/[1-(.Qc*P/Pcr)]Y-1 = {1/[1-(l.92*5200 lb/46089 lb)]Y-1 = 0.78 Combined Stresses Per= nA2EI/(KL)maxA2 = nA2*29500 ksi/(l.7*42 in)A2 = 46,089 lb (5200 lb/9837 lb) +"(0785*6l!007n-1b")/(li'71"91n~lb*0.7E) = (5200 lb/14839 lb)+ (p400 in-lb/17719 in-lb) = 1),'92 0.71 < 1.33, OK < 1.33, OK (EQ CS-1) (EQ CS-2) _. --CQVIDIEN H-L0"27Q8-!:5 JYf'E,_E, ____ _ _·:. ~----.,__..:: ~. ------·-.-:. -. -_. ·: '::. Pag_e l.P of -2~: _ --_ ~ . -._ ;:-_: -_~:".=-.,, --~; -~ -: ~ . ... _· -.,.._~_·::.~_-":_ __ ,._ . I 0/3 I /2008 St~tural · · · Von~ts ~--l::ngineering 1200 N. Jefferson .Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: Project:-COVIDIEN Transverse Column Conf1gurat1on: TYPE E RACK Section Properties Section: INTLK LU25/3xl-5/8x13ga Aeff = 0.518 inA2 Ix= 0.807 inA4 Sx = 0.538 inA3 rx = 1.250 in Qf= 1.67 E= 29,500 ksi Cb= 1.0 Kx= 1.7 Ky= 1.0 Iy = 0.196 inA4 Sy= 0.237 inA3 ry = 0.616 in Fy= 55 ksi Project#: H-102708-5 V r 3.0 .. 7 Fl}s·· --c=j ~ 0.7Sin My Cmx= 0.85 width= 3.000 in depthl= 1.6250 in thickl= 0.090 in Lx = 42.0 in Ly= 52.0 in T1·ansverse Elevation Loads Movt= 124,110 in-lb Frame Depth= 42 in Seismic Axial=Pv= Movt/d = 2,955 lb Axial Analysis KxLx/rx = 1.7*42"/1.25" = 57.1 Fe= nA2E/(KL/r)maxA2 = 40.8ksi Pn= Aeff*Fn = 18,887 lb P/Pa= 0.83 Bending Analysis > 0.15 Static Axial=Ps= 5,200 lb Ptotal=P= 8,155 lb KyLy/ry = 1 *52"/0.6155" = 84.5 Fy/2= 27.5 ksi Qc= 1.92 Check: P/Pa + (Cmy*My)/(May*µy) :5 1.33 P/Pao + My/May :5 1.33 Pno= Ae*Fy Pao= Pno/Qc V= 959 lb h= 6 in Moment=My= V*h/2 = 2,877 in-lb Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*40.8 ksi)] = 36.5 ksi Pa= Pn/Qc = 18887 lb/1.92 = 9,837 lb Myield=My= Sy*Fy h = 0.518 inA2 *55000 psi = 28,490 lb = 28490lb/l.92 = 14,839 lb = 0.237 inA3 * 55000 psi = 13,035 in-lb May= My/Qf = 13035 in-lb/1.67 = 7,805 in-lb µx= {l/[l-(Qc*P/Pcr)]}A-1 = {l/[1-(1.92*8155 lb/46089 lb)]}A-l = 0;66 -Combined Stresses Per= nA2EI/(KL)maxA2 = nA2*29500 ksi/(1.7*42 in)A2 = 46,089 lb (8155 lb/9837. lb}:+ .(D.-B5":2B77:in-lb}/('1BO.S ln--lb*.D:66) = (8155 lb/14839 lb) + (2877 in-lb/7805 in-lb) = ~J..30 0.92 < 1.33, OK < 1.33, OK Page -=J-of 2q, .-.::. .. .,_---- ---• :'.!'---. -··.....:;:_ -_ -·--.: . ___ :--.--· (EQ C5-1) (EQ C5-2) Structural · Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Beam Configuration: TYPE E RACK The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. Section Properties t-2.750,n Beam Member= Intlk 496/4.76"deepx2.75"x0.07" tl.750m 4 Loads Bendin Beam at Level= 1 Beam Type= Formed Ix= 2.787 inA4 Sx= 1.115 inA3 Length=L= 96.0 in Lu= 96.0 in % End Fixity= 25 % 0 = 0.25 Mcenter= B*(wL A2/8) = 0.832*(wLA2/8) Mends=-0:J<MmaxEfixed ends) = (wL A 2/12)*0.25 = 0.0208*wLA2 Fb= 0.6 * Fy = 33,000 psi Fb-eff= 33,000 psi Live Load/Pair= 2,500 lb Mcenter= 0.104 * wLA2 = 12,879 in-lb M= 12,879 in-lb fb= (M/Sx)/a = 131201 psi Bending Capcity= 6,370 lb/pair Deflection . Defl-allow= L/180 = 0.533 in Deflection Capacity= 9,088 lb/Pair DL= 5.0 lb/ft Thickness= 0.070 in Beam Shape= Step Impact Factor (a)=(l-25%/2)= 0.875 T 4.7GO m I .G25 m 1 0.070m ~· Coeff B= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends) = wL A 2/8 -(0.25 * wL A 2/12) = wLA2/8 -wLA2/48------- = 0.104 * wL A2 Fy= 55,000 psi Dead Load/Pair= (5 lb/ft) * 2 * 96 in/12 = 80Ib Dist Load=w= 13.4 lb/in <=== Critical Mends= 0.0208*wL A2 = 2,576 in-lb fb/Fb= 13201 psi/33000 psi = 0.40 <= 1.01 OK Def!= B * [5wL A4/(384*E*Ix)] = [5*13.4 lb/in*(96 in)A4/(384*29.5xl0A6 psi * 2.787 inA4)]*0.832 = 0.150 in <= 0.533 in, OK Allowable load per beam pair= 61370 lb = ~QY!DIEN H-·102708-5 TYPE E I 0;3·J /2008 ·. ---. -· ... ::.. . -----=-. ngineerlng 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. ProJect: COVIDIEN 2 Pin Beam to Column Connection TYPE E RACK Mconn max= 7,548 in-lb Load at level 1 Shear Capacity of Pin PIN DIAM= 0.44 in Ashear= (0.438 in)/'2 * Pi/4 = 0,1507 inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507inA2 = 3,315 lb Bearing Capacity of Pin Per thei996 AIS1 Cold Formed Steel Manual, Sec E3.3: Fy= 55,000 psi teal= 0.09 in Omega= 2.22 Fu= 65,000 psi alpha= 2.22 Pbearing= alpha "' Fu "' diam "' teal/Omega = 2.22"' 65000 PSI"' 0.438 IN"' 0.09 IN/2.22 4" = 2,562 lb < 3315 lb " Moment Capacity of Bracket c:.~ ~ ~} Edge Distance=E= 1.00 in Pin Spacing= 4.0 in C= Pl+P2 tclip= 0.18 in = Pl+Pl*(0.5"/4.5") = 1.11 * Pl Mcap= Sclip * Fbending SINCE C*d=. Mcap = 1.11 = 0.127 INA3 * 0.66 * Fy = 4,610 in-lb Pclip= Meap/(1.11 * d) = 4610.1 in-lb/(1.11 * 0.5 in) Thus, Pl= 2,562 lb = 8,306 lb Mconn-allaw= [Pl *4.5"+Pl *(0.5"/4.5")*0.5"]*1.33 . = 2562 LB*[4.5"+(0.5"/4.5")*0.5"]*1.33 = 15,5621n-1b > '"1comi rrrax, 'OK ~ .fOYI.DJE~. H~ I_ ~.?7c0~_._!5..:..JYeE· E . -::-; --;::-~ ... --:...~-- Page '4 _ 9,f _·. :L q, Fy= 55,000 psi Selip= 0.127 inA3 AND d= E/2 = 0.50 in Project #: H-1 02708-5 I 0/3 J /2008 . Structural, Concepts Engineering 1200 N. Jefferson Ste,.Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Transverse Brace Configuration: TYPE E RACK Section Properties Diagonal Member= Intlk 1-1/2x1-1/4x14ga Area= 0.278 in"2 r min= 0.405 in Fy= 55,000 psi K= 1.0 .Qc= 1.92 Frame Dimensions Bottom Panel Height=H= 52.0 in Frame Depth=D= 42.0 in Column Width=B= 1.6 in Diagonal Member V=Vtransv= 959 lb Ldiag= [(D·B*2)"2 + (H-6")"2]"1/2 = 60.1 in Pmax= V*(Ldiag/D) = 1,372 lb Pn= AREA*Fn = 0.278 in"2 * 13221 psi = 3,675 lb Pallow= Pn/.Q = 3675 lb /1.92 = 1,914 lb fa/Fa= 0.72 Horizontal brace Pmax=V= 959 lb (kl/r)= (k * Lhoriz)/r min = (l x 42 in) /0.405 in = 103.7 in Since Fe<Fy/2, Fn=Fe = 27,075 psi fa/Fa= 0.24 COVIIJIEN H-LQ27087_5.T:;(f'E E .. · <= 1.33 OK <= 1.33 OK Horizontal Member= Intlk 1-1/2xl-1/4x14ga Area= 0.278 in"2 r min= 0.405 in r 1.500in -, Fy= 55,000 psi K= 1.0 R}·· Clear Depth=D-B*2= 38.8 in X Brace= NO (kl/r)= (k * Ldiag)/r min 1 -------= (1 x 60.1 in /D.405 in) SINCE Fe<Fy/2, = 148.4 in Fe= pi"2*E/(kl/r)"2 1H = 13,221 psi Fn= Fe = ·13,221 psi D--- v_ SIDE ELEVATION Check End Weld Fe= pi"2*E/(kl/r)"2 = 27,075 psi Pn= AREA*Fn = 0.278in"2*27075 psi = 7,527 lb Page Lweld= 2.5 in Fu= 65 ksi tmin= 0.075 in Weld Capacity= 0.75 * tmin * L *Fu* 1.33/2.5 = 4,875 lb OK Fy/2= 27,500 psi Pallow= Pn/.Qc = 7527 lb /1.92 . = 3,920 lb _. I 0/31/2008 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Anchors Configuration: TYPE E RACK Loads Vtrans=V= 959 lb DL/Frame= 400 lb PL/Frame= 10,000 lb Wst=(0.9*DL+PL)total= 10,360 lb LL @ TOP= 2,500 lb DL/Lvl= 100 lb DL *0.90= 90 lb Lateral Ovt Forces=E(Fi*hi)= 107,922 in-lb Total Dead Load per Bay=DL= 400 lb Fully Loaded rack Vtrans= 959 lb Movt= I(Fi*hi)*l.15 ___ =-..... l0.7..922in=lb_'!' .. 1.15 = 124,110 in-lb Top Level Loaded Only Critical Level= 4 Anchor Vl=Vtop= Cs * Ip * Ws >= 350 lb = 0.135 * (2500 lb) = 3381b V2=VoL= Cs*Ip*DL = 541b Mst= (PL@ top + 0.9*DL-total) *D/2 = (2500 lb+ 400 lb *0.9) * 42 in/2 = 60,060 in-lb Frame Depth=D= 42.0 in Htop-lvl=H= 152.0 in # Levels= 4 # Anchors/Base= 2 T Mst= Wst * D/2 = 10360 lb * 42 in/2 = 217,560 in-lb 51PE El EVATION T = (Movt-Mst)/D -------"'-,(124110in-lb -217560 in-lb)/42 in = -2,225 lb No Uplift Hgt @ Lvl 4= 152.0 in Hto D ratio= 3.6 Movt= Vl *Htop*l.15 + V2 * H/2 = 338 lb * 152 in * 1.15 + 54 lb * 152 in/2 = 63,186 in-lb T= (Movt-Mst)/D = (63186 in-lb -60060 in-lb)/42 in = 741b Check (2) 0.5" x 3.25" Embed ITW REDHEAD TRUBOLT+ anchor(s) per base plate. Special inspection is required per ICC ESR 2427. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 2,310 lb Shear Capacity=Vcap= 2,405 lb Tcap*Phi= 2,310 lb Vcap*Phi= 2,405 lb Phi= 1 (240 lb/2405 lb)Al = (37 lb/2310 lb)Al + (85 lb/2405 lb)Al = .,,_-,... . -~ · . C0\11D!EN H-1 0270cl-_S: T'J'.F-E E .. 0.10 0.05 <= 1.0 OK <= 1.0 OK -_.-.-- Struct~ral' Concepts ,-Engineering , 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Base Plate Configuration: TYPE E RACK Section Baseplate= 8x3x3/8 Eff Width=W = 6.00 in Eff Depth=D = 3.00 in Column Width=b = 3.00 in Column Depth=d= 1.63 in L = 1.50 in a= 2.00 in Anchor c.c. =2*a=d = 4.00 in N=# Anchor/Base= 2 Plate Thickness=t = 0.375 in Down Aisle Loads P = 5,200 lb Axial Bearing stress=fa = P/A = P/(D*W) = 289 psi Moment Stress=fb = M/S = 6*Mb/[(D*BA2] = 277.8 psi Moment Stress=fb1 = fb-fb2 = 138.9 psi Fy = 36,000 psi Mbase=Mb = 5,000 in-lb Ml= wLA2/2= fa*LA2/2 = 325 in-lb Moment Stress=fb2 = 2 * fb * L/W = 138.9 psi M2= fb1 *L A2)/2 = 156 in-lb M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*LA 2 = 104 in-lb Mtotal = Ml +M2+M3 = 585 in-lb/in S-plate = (1)(tA2)/6 = 0.023 inA3/in fb/Fb = Mtotal/[ (S-plate )(Fb)] = 0.70 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -1,090 lb No Tension Cross Aisle Loads Pstatic= 5,200 lb Movt= 124,110 in-lb Frame Depth= 42.0 in b =Column Depth= 1.63 in L =Base Plate Depth-Col Depth= 1.50 in fa = P/A = P/(D*W) = 453 psi Sbase/in = (1)(tA2)/6 = 0.023 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.60 '(;Qym~tr~Ltb I _Q2708-5 TYPE E ----~·~;;. ':' -~:: - OK -:--:.. ~------. - Fb = 0.75*Fy*1.33 = 35,910 psi Tallow= 2,310 lb Pseismic= Movt/Frame Depth = 2,955 lb M= wLA2/2= fa*LA2/2 = 510 in-lb/in Fbase = 0.75*Fy*1.33 = 36,000 psi OK Project#: H-102708-5 b j-+-L ----w P=Pstatic+Pseismic= 8,155 lb I 0/3 1/200~ -_ ---~ Structu~al · Concepts ~ Engineering 1200 N. Jefferson,Ste.Ste·F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Slab on Grade SLAB ELEVATION Base Plate B= 6.00 in D= 3.00 in Load Case 1: Product + Seismic Configuration: TYPE E RACK width=a= 3.00 in depth=b= 1.63 in Baseplate Plan V!ew eff. Plate width=c= 6.00 in eff. Plate depth=e= 3.00 in Concrete fc= 2,000 psi tslab=t= 5.0 in phi=0= 0.65 Transverse Elev Soil fsoil= 1,000 psf Movt= 124,110 in-lb Frame depth= 42.0 in Product DL=DL= 200 lb PL=Product Load= 5,000 lb P-seismic=Pe= (Movt/Frame depth) = 2,955 lb Pse=DL+PL+Pe= 8,155 lb (Strength Design Loads) Puncture I RMI Section 2.2, eqtn 5 Pu= 1.2*DL + 0.85*PL + 1.4*Pe = 8,627 lb Apunct= [(c+t)+(e+t)]*2*t = 190.0 in.1\2 Slab Bending I · Asoil= (Pse*144)/(fsoil) 'L= (Asoil)A0;5 = 1,174 in.1\2 = 34.26 in x= (L-y)/2 M= w*xA2/2 = 10.0 in = (fsoil*x.1\2)/(144*2) Fb= 5*(phi)*(fc)A0.5/1.4 = 348.0 in-lb = 103.82 psi Load Case 2: Static Loads Puncture DL= 200Ib PL= 5,000 lb Pu= 1.2*DL + 1.4*PL RMI Section 2.2, eqtn 2 = 7,240 lb Apunct= [(c+t)+(e+t)]*2*t = 190 inA2 Slab Bending soil area based on unfactored loads Asoil= (Ps*144)/(fsoil) L= (Asoil)A0.5 = 749 fl:A2 = 27,36 in x= (L-y)/2 M= w*xA2/2 = 6.6 in = (fsoil*x.1\2)/(144*2) Fb= S*{phi)*{fc)A0:571.4 = 149.'Sln-lb = 103.82 psi -COVll31EN Ho J . .027'.08a5-WE ·E0.:...--~ -. -. --:... ---~ ----· . a--·":"--·:-·- Fpunct= 2.66*phi*sqrt(fc) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.587 <= 1.0OK y= (c*e)A0.5 + t*2 = 14.2 in s-slab= 1 *ti\ 2/6 = 4.17 in.1\3 fb/Fb= M/(S-slab*Fb) = 0.804 <= 1.33, OK DL+LL=Ps= 5,200 lb Fpunct= 2.66*phi*sqrt(fc) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.493 < =1.0 OK y= (c*e)A0.5 + t*2 = 14.2 in S-slab= 1 *tA 2/6 = 4,17 inA3 fb/Fb= M/{S-slab*Fb) = 0.346 <= 1.0, OK I 0/3 l,/2008 -. ;·. ::-·· I Structu.ral · Concepts Engineering 1200 N. Jefferson Ste; Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Configuration & Summary: TYPE B RACK T T 62" 54" 180" + 72" 180" ± t t--------il 52" --1,,______...., ' ,,_,, -168"--,~ .,f-42" ---,} 2007 CBC Seismic Criteria # BmLvls Frame Depth! Frame Height! # Diagonals Beam Length I Ss=1.164, Fa=1.035 2 42 in I 180 in I 3 168in I Component Description STRESS Column Fy=55Ksi INTLK LU25/3x1-5/8x13ga P=2600 lb, M=4987 in-lb 0.5-OK --G0lumn-Backer None None ------,--. None N/A Beam Fy=55Ksi Lvl 1: Intlk 689/5.93"deepx2.75"x0.07" Lu=168 in I Capacity: 4330 lb/pr 0.58-OK Beam Connector Fy=55Ksi Lvl 1: 2 PIN OK I Mconn=4649 in-lb I Mcap=15562 in-lb 0.3-OK Brace-Horizontal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga 0.09-OK Brace-Diagonal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga 0.27-OK Base Plate Fy=36Ksi 8x3x3/8 I Fixity= 4988 in-lb 0.86-OK Anchor 2 per Base 0.5"x3.25" Embed ITW REDHEAD TRUBOLT+ ICC ESR 2427, SPECIALINSPEC. REQD, (T=O lb) 0.05-OK Slab 5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure 0.26-OK Level Load Per Story Force Story Force Column Column Conn. Beam Level (PL) BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 2,500 lb 72.0in 52.0 in 174 lb 104 lb 2,600 lb 4,987 "# 4,649 "# 2 PIN OK 2 2,500 lb 54.0 in 52.0 in 3051b 181 lb 1,300 lb 2,449 "# 2,155 "# 2 PIN OK 62.0 in Total: 479 lb 285 lb · Notes . !AISLE SIDE POST'PRO'!ECIOR::i'R'EQlJlR'E'DTFFORKI.lFTS A'REUScDINniE VICTNITY OF THIS RACKING COVIDIEN-H-·!"0270&-5 TYF.E,13 . :~ -·· . . ~ _ ' -. ~~ = --: -; -·--.: -~----:--~ --__ ~-~~ ----:. -:::_:;-_-:~ -·· \L,\ of .2.-:4 -_-_- _. . . . . -~ ~ . __ = ~c-1: __ 0/3JJ20b8 ·---~--.. _-:. -_c,: '7 ~--·---~"' __ -~ ·- I I Structu.ral' Concepts ,, E~gineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Seismic Forces Configuration: TYPE B RACK Lateral analysis is performed with regard to the 2007 CBC Sec. 2208A, 2002 RMI Sec 2.7.3. & ASCE 7-05 sec 15.5.3 Transverse (Cross Aisle) Seismic Load Level 1 2 V= Cs*Ip*(PL*0.67*PLrf+l.O*DL) Ws= (0.67 * PLRF * PL) + DL DL per Lvl= 100 lb * ,. , ·tro> ,'i,.:,',~-; ·:-cs Ip= ..OA·' 5,', ''.'·'.:':-~. ",.:,- Vm,n= 0.015 (RMI Sec 2.5.1.2) = 3,550 lb Eff Base Shear= 0.1350 Cs= 0.67*2.5*Ca/R >= 0.14 * 2/3 * Ss * Fa/1.4 = 0.1350 Vtransv= 0.135 * (200 lb+ 3350 lb) PL (Product Load) PL *0.67*PLrf 2,500 lb 1,675 lb 2,500 lb 1,675 lb 3,350·lb DL 100 lb 1001b 200·lb = 479 lb ASD Loading hi 72in 126in W=3550 lb wi*hi 127,800 223,650 351,450 Longitudinal (Downaisle) Seismic Load Level 1 2 Ws= (0.67 * PL'RF *PL)+ DL = 3,550 lb Eff Base Shear= 0.0803 Cs* Ip= 0.67*1.2*Cv/(R*T"0.66)>=Vmin2 Vlong= 0.0803 * (200 lb+ 3350 lb) = 0.0803 = 285 lb ASD Loading Vminl = '.p~oi$;~\S-":_.\, ','<: Vm;n2= 0.14*2/3*5s*Fa/1.4= !9;q~9:if~·-:J::: <·: PL (Product Load) PL *0.67*PLrf DL hi 2,500 lb 1,675 lb 100 lb 72 in 2,500 lb 1,675 lb 100 lb 126 in 3 350 lb 2001b W=3550 lb wi*hi 127,800 223,650 351450 Ss= 1.164 Sl= 0.440 Fa= 1.035 Fv= 1.560 Ca=0.4*2/3*Ss*Fa= 0.3213 (Transverse) R= 4.0 Ip= 1.0 PLRF= 1.0 Fi 174.2 lb 304.8 lb 4791b Fi*hi 12,542-# 38,405-# I=50,947 T= 1.00 sec PLRF= 1.0 (Longitudinal ) R= 6.0 Cv=2/3*51 *Fv= 0.4576 Fi 103.6 lb 181.4 lb 285 lb ._-_ -:.· = ~=-~-CQVIDIEN H,.J 02708-5 TYPE B- ---. ·-:~-~ ---,--~ ', -. _, 0/3.1-/2008_ --· -_7·:-,;_ . -~-:, ··:·-_-=--· -·---:,~::-----'~. Structu.ral · Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Downaisle Seismic Loads Configuration: TYPE B RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Typic,il frame m<1cle Ttibut.ty ate<! of two columns ofrackfi-.me~ ,------~ I ' Vlong= 285 lb .... EJ a ~ :t13: El:~ Vcol=Vlong/2= 143 lb Fl= 104 lb F2= 181 lb F3= 0 lb Seismic Story Moments I , ________ ., Conceptual System Mbase-max= 5,000 in-lb <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 4,988 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 4,988 in-lb M 1-1= [Vcol * h1eff]-Mbase-eff = (143 lb * 70 in)-4988 in-lb = 4,987 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (4987 in-lb+ 2449 in-lb)/2 = 3J18 in-lb LEVEL hi Axial Load 1 72in 2,600 lb 2 54in 1,300 lb Mconn-allow(2 Pin)= 15,562 in-lb _ .CDVJDIEN 1:H (J_2Y..Q.8-::i-TYPE B --·· -----=-= _,. "----~--....--:.~!:! M 2-2= [Vcol-(Fl)/2] * h2 = [143 lb -90.7 lb]*54 in/2 = 2,449 in-lb Mseis(2-2)= (2449 in-lb+ 0 in-lb)/2 = 1,224 in-lb Summary.of Forces Column Moment Mseismic Mend-fixity 4,987 in-lb 3,718 in-lb 931 in-lb 2,449 in-lb 1,224 in-lb 931 in-lb Project#: H-102708-5 Typical Frame m<1cle , -~-o!~~ columns Beam to Column Elevation Mconn Beam Connector 4,649 in-lb 2 PIN OK 2,155 in-lb 2 PIN OK .I OF3 I /2008 Structu~al · Concepts · Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Column Configuration: TYPE B RACK Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Section: INTLK LU25/3xl-5/8x13ga Loads Aeff = 0.518 in"2 Ix = 0.807 in"4 Sx = 0.538 in"3 rx = 1.250 in Qf= 1.67 E= 29,500 ksi Axial=P= 2,600 lb Axial Analysis KxLx/rx = 1.7*72"/1.25" = 97.9 Iy = 0.196 in"4 Sy= 0.237 in"3 ry = 0.616 in Fy= 55 ksi Cmx= 0.85 Moment=Mx= 4,987 in-lb KyLy/ry = 1*52"/0.6155" = 84.5 Kx = 1.7 Lx = 72.0 in Ky= 1.0 Ly= 52.0 in Cb= 1.0 (Column stresses@ Level 1)) Fe> Fy/2 Fn= Fy(l-Fy/4Fe) r 3.000in-, [=]]~,. --r=j ~ 0.75in Fe= n"2E/(KL/r)max"2 = 30.4ksi Fy/2= 27,5-ks"1------- = 55 ksi*[l-55 ksi/(4*30.4 ksi)] = 30.1 ksi Pn= Aeff*Fn = 15,589 lb P/Pa= 0.32 Bending ·Analysis > 0.15 Check: P/Pa + (Cmx*Mx)/(Max*µx) :S 1.33 P/Pao + Mx/Max s 1.33 Qc= 1.92 Pa= Pn/Qc = 15589 lb/1.92 = 8,119 lb Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.518 in"2 *55000 psi = 28,490 lb Max= My/Qf = 29590 in-lb/1.67 = 17,719 in-lb µx= {l/[l-(Qc*P/Pcr)]}"-1 = {1/[1-(l.92*2600 lb/15683 lb)]}"-1 = 0.68 Combined Stresses = 28490lb/1.92 = 14,839 lb Per= n"2EI/(KL)max"2 = n"2*29500 ksi/(1.7*72 in)"2 = 15,683 lb '(26001b/81191b') + {'0.'?33'*498'7in-lb)7(1'711'9 in-lb*0.58) = (2600 lb/14839 lb) + (4987 in-lb/17719 in-lb) = U.5'7 0.46 < 1.33, OK < 1.33, OK . COVIDIEN H-102,708~5 T-'(PE 5 ._ = _=3':...., __ -... --~--':' ---··-.:;. --·--__ .. __ "~ -=--~--"::. . . --... .:: = 0.538 in" 3 * 55000 psi = 29,590 in-lb (EQ C5-1) (EQ C5-2) 10/31/2008 St'}Mi.tural · ' ' Von~ts ~--I:: ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: Pi:oject:.COVIDIEN Transverse Column Conf1gurat1on: TYPE B RACK Section Properties Section: INTLK LU25/3x1-5/8x13ga Loads Aeff = 0.518 iw'-2 Ix = 0.807 in"-4 Sx = 0.538 in"3 rx= 1.250 in Qf= 1.67 E= 29,500 ksi Cb= 1.0 Kx= 1.7 Ky= 1.0 Movt= 58,589 in-lb Frame Depth= 42 in Seismic Axial=Pv= Movt/d = 1,395 lb Axial Ana'lysis KxLx/rx = 1.7*72"/1.25" = 97.9 Fe= nA2E/(KL/r)maxA2 = 30.4ksi Pn= Aeff*Fn = 15,589 lb P/Pa= 0.49 Bending Analysis > 0.15 Iy = 0.196 inA4 Sy= 0.237 inA3 ry = 0.616 in Fy= 55 ksi Cmx= 0.85 width= 3.000 in depthl= 1.6250 in thickl= 0.090 in Lx = 72.0 in Ly= 52.0 in · Static Axial=Ps= 2,600 lb Ptotal=P= 3,995 lb KyLy/ry = 1 *52"/0.6155" = 84.5 Fy/2= 27.5 ksi .Qc= 1.92 Check: P/Pa + (Cmy*My)/(May*µy) :5 1.33 P/Pao + My/May :5 1.33 Pno= Ae*Fy Pao= Pno/.Qc Project#: H-102708-5 V -- My T~ansvetse Elevatfon V= 479 lb h= 6 in Moment=My= V*h/2 = 1,437 in-lb Fe> Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*30.4 ksi)] = 30.1 ksi Pa= Pn/.Qc = 15589 lb/1.92 = 8,119 lb Myield=My= Sy*Fy h = 0.518 in"2 *55000 psi = 28,490 lb = 28490lb/1.92 = 14,839 lb = 0.237 inA3 * 55000 psi = 13,035 in-lb May= My/.Qf = 13035 in-lb/1.67 = 7,805 in-lb µx= {l/[1-(.Qc*P/Pcr)]}A-1 = {l/[1-(l.92*3995 lb/15683 lb)]}A-1 = 0.51 . Combined-Stresses Per= nA2EI/(KL)maxA2 = n"2*29500 ksi/(1.7*72 in)"2 = 15,683 lb (3995 lb/8H9,Jb),~;(0.85:i\l4.,7 i!Mb)/(78DS m-lb;t:0.5l}; (3995 lb/14839 lb) + (1437 in-lb/7805 in-lb) = -0.80 0.45 < 1.33, OK < 1.33, OK Page } 'b of 2 q --·-·-· (EQ C5-1) (EQ C5-2) . .,.,,.:--=-. ----. ~": .,-·· . _._. - Struct~ra[ ~ l,;oncepts Engineering 1200 N. Jeffer,son.Ste, Ste F ,Anaheim,,eA-,'92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Beam Configuration: TYPE B RACK The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. Section Properties Beam Member= Intlk 689/5.93"deepx2.75"x0.07" t--2.750,n tl.750,n 4 Loads Bendin Beam at Level= 1 Beam Type= Formed Ix= 4.884 in"'4 Sx= 1.589 in"'3 Length=L= 168.0 in Lu= 168.0 in % End Fixity= 5 % 0 = 0.05 Mcenter= B*(wL"'2/8) = 0.968*(wL "'2/8) Mends=-0;1,Mmax(fixed-ends )- = (wL"' 2/12)*0.05 = 0.0042*wL"'2 Fb= 0.6 * Fy = 33,000 psi Fb-eff= 33,000 psi Live Load/Pair= 2,500 lb Mcenter= 0.121 * wL"'2 = 26,833 in-lb M= 26,833 in-lb fb= (M/Sx)/a = 19,299 psi Bending Capcity= 4,412 lb/pair Deflection Deft-allow= L/180 = 0.933 in Deflection Capacity= 4,330 lb/Pair DL= 5.0 lb/ft Thickness= 0.070 in Beam Shape= Step Impact Factor (a)=(i-25%/2)= 0.875 T 5.,130 ,n I .G25 ,n _J_ 1 0.070,n ~ Coeff B= 0.121/0.125 = 0.968 Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends) = wL "'2/8 -(0.05 * wL "'2/12) = wL "'2/8 -wL "'2/240 = 0.121 *wL"'2 Fy= 55,000 psi Dead Load/Pair= (5 lb/ft) * 2 * 168 in/12 = 140 lb Mends= 0.0042*wL"'2 = 931 in-lb fb/Fb= 19299 psi/33000 psi = 0.58 <= 1.0, OK Defi= B * [5wL "'4/(384*E*Ix)] Dist Load=w= 7.9 lb/in = [5*7.9 lb/in*(168 in)A4/(384*29.5x10"'6 psi * 4.884 in"'4)]*0.968 = 0.551 in <= 0.933 in, OK <=== Critical Allowable load per beam pair= 4,330 lb _ ._,GO.Y~Ei..LENJj~/02708-5 TYPE B. ~:;:. :_-:~<;~_!', ::.::: .:: · !'~_ge·: l VLof '!l.-:£ -~ __ -: . ----·r-. -= -: .. -· -~-•. . . · I 0/3 ·1 /2008-- ngineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. ProJect: COVIDIEN 2 Pin Beam to Column Connection TYPE B RACK Mconn max= 4,649 in-lb Load at level 1 Shear Capacity of Pin PIN DIAM= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)"2 * Pi/4 = 0,1507 inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507inA2 = 3,315 lb Bearing Capacity of Pin Per thei996 AISI Cold Formed Steel Manual, Sec E3.3: tcol= 0.09 in Omega= 2.22 Fu= 65,000 psi alpha= 2.22 Pbearing= alpha * Fu * diam * tcoljOmega = 2.22 * 65000 PSI * 0.438.IN * 0.09 IN/2.22 = 2,562 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 4.0 in C= P1+P2 tclip= 0.18 in = Pl+Pl *(0.5"/4.5") = 1.11 * Pl Mcap= Sclip * Fbending = 0.127 INA3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.11 * d) SINCE C*d= Mcap = 1.11 = 4610.1 in-lb/(1.11 * 0.5 in) Thus, Pl= 2,562 lb = 8,306 lb Mconn-allow= [Pl *4.5"+P1 *(0.5"/4.5")*0.5"]*1.33 = 2562 LB*[4.5"+(0.5"/4.5")*0.5"]*1.33 -== 15,~2 in-lb· > -~max, t>K .. . CO:;'IDIJ:~_H-:19.2?9_~"5_T.gf ~ - ~ ,.,_;:7! ---. Fy= 55,000 psi Sclip= 0.127 in"3 AND d= E/2 = 0.50 in Project #: H-I 02708-5 I 0/3JL200f!,- Structurat · Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project:_ COVIDIEN Project#: H-102708-5 Transverse Brace Configuration: TYPE B RACK Section Properties Horizontal Member= Intlk 1-1/2x1-1/4x14ga Diagonal Member= Intlk 1-1/2x1-1/4x14ga Area= 0.278 inAZ r min= 0.405 in r 1.500in -, Area= 0.278 inA2 r min= 0.405 in Fy= 55,000 psi K= 1.0 r 1.500in -, Fy= 55,000 psi K= 1.0 Qc= 1.92 Rf'" Fl}'" Frame Dimensions Bottom Panel Height=H= 52.0 in Frame Depth=D= 42.0 in Column Width=B= 1.6 in Diagonal Member V=Vtransv= 479 lb Ldiag= [(D·B*2)A2 + (H-6")A2)A1/2 ________ _ = 60.1 in Pmax= V*(Ldiag/D) = 685 lb Pn= AREA*Fn = 0.278 inA2 * 13221 psi = 3,675 lb Pallow= Pn/Q = 3675 lb /1.92 = 1,914 lb fa/Fa= 0.36 Horizontal brace Pmax=V= 479 lb (kl/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.405 in = 103.7 in Since Fe<Fy/2, Fn=Fe = 27,075 psi fa/Fa= 0.12 COVLDIEN H-I _02708-5 JYP_E~i2 _ -. _.,. ------·--.: ·-:---= <= 1.33 OK <= 1.33 OK Clear Depth=D-8*2= 38.8 in XBrace= NO _hv~ (kl/r)= (k * Ldiag)/r min 1 ------~-(1 x 60.1 in /0.405 in) Pmax,.,,:, = 148.4 in m" Fe= piA2*E/(kl/r)A2 H = 13,221 psi __ j_ SINCE Fe<Fy/2, Fn= Fe Fe= piA2*E/(kl/r)A2 = 27,075 psi Pn= AREA*Fn = ·n'.278ii1-"'"2*27075 psi = 7,527 lb = 13,221 psi SIDE ELEVATION Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.075 in Weld Capacity= 0.75 * tmin * L * Fu * 1.33/2.5 = 4,875 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 7527 lb /1.92 = 3,920 lb _Page 7-l of _4-<£ _ :_. ----=~--, 1,0/31/2008 Structu~al Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Anchors Configuration: TYPE BRACK Loads Vtrans=V= 479 lb DL/Frame= 200 lb PL/Frame= 5,000 lb Wst=.(0.9*DL+PL)total= 5,180 lb LL @ TOP= 2,500 lb DL/Lvl= 100 lb DL *0.90= 90 lb Lateral Ovt Forces=:E(Fi*hi)= 50,947 in-lb Total Dead Load per Bay=DL= 200 lb Fully Loaded rack Vtrans= 479 lb Movt= Z:(Fi*hi)*l.15 --=..50947.ir.i=lb.2!! .. 1 .. 15 . = 58,589 in-lb Top Level Loaded Only Critical Level= 2 Anchor Vl=Vtop= Cs* Ip* Ws >= 350 lb = 0.135 * (2500 lb) = 338Ib V2=VoL= Cs*Ip*DL = 27Ib Mst= (PL@ top+ 0.9*DL-total) *D/2 = (2500 lb + 200 lb *0.9) * 42 in/2 = 56,280 in-lb Frame Depth=D= 42.0 in . Htop-lvl=H= 126.0 in # Levels= 2 # Anchors/Base= 2 Mst= Wst * D/2 = 5180 lb * 42 in/2 = 108,780 in-lb T SIDE El EVATION T= (Movt-Mst)/D -~---=-{58589in-lb -108780 in-lb)/42 in = -1,195 lb No Uplift Hgt @ Lvl 2= 126.0 in H to D ratio= 3 Movt= Vl*Htop*l.15 + V2 * H/2 . = .338·Ib * 126 in* 1.15 + 27 lb* 126 in/2 = 50,677 in-lb T= (Movt-Mst)/D = (50677 in-lb -56280 in-lb)/42 in = -133 lb No Uplift Check (2) 0.5" x 3.25" Embed ITW REDHEAD TRUBOLT+ anchor(s) per base plate. Special inspection is required per ICC ESR 2427. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 2,310 lb Shear Capacity=Vcap= 2,405 lb Tcap*Phi= 2,310 lb Vcap*Phi= 2,405 lb Phi= 1 (120 lb/2405 lb)"l = (0 lb/2310 lb)"l + (85 lb/2405 lb)"l = _.-_=-"-.c:__ .. _,-COVIDJEN H-102708-5.TYPf-·B -_:_.:::::-~ ¼;... .. ~·_:._ !" 0.05 0.04 <= 1.0 OK <= 1.0 OK Structu'ra1· ' Concepts ~:-Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Base Plate Configuration: lYPE B RACK Section Baseplate= 8x3x3/8 Eff Width=W = 8.00 in Eff Depth=D = 3.00 in Column Width=b = 3.00 in Column Depth=d= 1.63 in L = 2.50 in a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Plate Thickness=t = 0.375 in Down Aisle Loads p = 21600 lb Axial Bearing stress=fa = P/A = P/(D*W) = 108 psi Moment Stress=fb = M/S = 6*Mb/[(D*BA2] = 155.9 psi Moment Stress=fbl = fb-fb2 = 58.5 psi Fy = 36,000 psi Mbase=Mb = 41988 in-lb Ml= wLA2/2= fa*LA2/2 = 339 in-lb Moment Stress=fb2 = 2 * fb * L/W = 97.4 psi M2= fbl *LA 2)/2 = 183 in-lb M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L A2 = 203 in-lb Mtotal = Ml+M2+M3 = 724 in-lb/in s-plate = (1)(tA2)/6 = 0.023 inA3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.86 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -339 lb No Tension Cross Aisle Loads Pstatic= 2,600 lb Movt= 58,589 in-lb Frame Depth= 42.0 in b =Column Depth= 1.63 in L =Base Plate Depth-Col Depth= 2.50 in fa= P/A = P/(D*W) = 166 psi Sbase/in = {1)(tA2)/5 = 0.023 inA3/in fb/Fb = M/[(S-plate)(Fb)] 0.62 . _CQ\/IO)EN ..!:!=-lJ22?Q8-5 TYPE B ~ -----~-:~:2~ .. -"_:--:..,-:- OK Fb = 0.75*Fy*l.33 = 35,910 psi Tallow= 2,310 lb Pseismic= Movt/Frame Depth = 1,395 lb M= wLA2/2= fa*L"2/2 = 520 in-lb/in Fbase = '0:75*Fy*1.'33 = 36,000 psi OK Project#: H-102708-5 Mb b I-L w P=Pstatic+Pseismic= 3,995 lb _ --10/q 1/2008 . · .. -~ - Struct~ral ' Concepts ~ ... Engineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Slab on Grade SLAB ELEVATION Base Plate B= 8.00 in D= 3.00 in Load Case 1: Product + Seismic Configuration: TYPE B RACK width=a= 3.00 in depth=b= 1.63 in Baseplate Plan View eff. Plate width=c= 8.00 in eff. Plate depth=e= 3.00 in Concrete fc= 2,000 psi tslab=t= 5.0 in phi=0= 0.65 Transverse Elev Soil fsoil= 1,000 psf Movt= 58,589 in-lb Frame depth= 42.0 in Product DL=DL= 100 lb PL=Product Load= 2,500 lb P-seismic=Pe= (Movt/Frame depth) (Strength Design Loads) = 1,395 lb Pse=DL+PL+Pe= 3 995 lb I _ Puncture I RMI Section 2.2, eqtn 5 . Pu= 1.2*DL + 0.85*PL + 1.4*Pe = 4,198 lb Apunct= [(c+t)+(e+t)]*2*t = 210.0 in"2 Slab Bending I -,, Asoil= (Pse*144)/(fsoil) L= (Asoil)"0.5 = 575 in-"2 = 23.98 in X= (L-y)/2 . M= w*x-"2/2 = 4.5 in = (fsoil*x"2)/(144*2) Fb= 5*(phi)*(fc)-"0.5/1.4 = 71.6 in-lb = 103.82 psi Load Case 2: Static Loads Puncture DL= 100Ib Pu= 1.2*DL + 1.4*PL = 3,620 lb Apunct= [(c+t)+(e+t)]*2*t = 210 in-"2 RMI Section 2.2, eqtn 2 Slab Bending soil area based on unfactored loads Asoil= (Ps*144)/(fsoil) L= (Asoil)"0.5 = 374 ft"2 = 19.35 in x= (L-y)/2 ·1'11= w*x"-2/2 = 2.2 in = (fsoil*x"2)/(144*2) Fb= S*(phl)*(fc)"0~/1.4 = "17:'2in::Jb = 103.82 psi Fpunct= 2.66*phi*sqrt(fc) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.259 <= 1.0OK y= (c*e)-"0.5 + t*2 = 14.9 in S-slab= 1 *t-" 2/6 = 4.17 in-"3 fb/Fb= M/(S-slab*Fb) = 0.165 <= 1.33, OK DL+LL=Ps= 2,600 lb Fpunct= 2.66*phi*sqrt(fc) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.223 < =1.0 OK y= (c*e)"0.5 + t*2 = 14.9 in ·s-slab; 1 *t" 2/6 = 4.17 in"3 ··fb/Fb= M/(S-slab*Fb) = 0.040 <= 1.0, OK 10/31/2008 Structural Concepts · Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Configuration & Summary: TYPE F RACK T T 42" 62" + 180" 42" t 180" ± + ,__..._...., 70" -' ' ' ,-r -96"--,} ,¥--42" + 2007 CBC Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Ss=l.164, Fa=l.035 3 42in 180in 3 96in Component Description STRESS Column Fy=55Ksi INTI.K LU25/3xl-5/8x13ga P=3900 lb, M=9552 in-lb 0.97-0K Column.Backer. None None None N/A Beam Fy=55Ksi Lvl 1: Intlk 496/4.76"deepx2.75"x0.07" Lu=96 in I Capacity: 6370 lb/pr 0.39-0K Beam Connector Fy=55Ksi Lvl 1: 2 PIN OK I Mconn=9131 in-lb I Mcap=15562 in-lb 0.59-0K Brace-Horizontal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga 0.14-0K Brace-Diagonal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga 0.4-0K Base Plate Fy=36Ksi 8x3x3/8 I Fixity= 5000 in-lb 0.6-0K Anchor 2 per Base 0.5'' x.3.25"£mbed.ITW REDHEAD JRUBOLH lCC.ESR 2427, SPECIAL INSPEC. REQD, (T=114 lb) 0.07-0K Slab 5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure 0.46-0K Level Load Per Story Force Story Force Column Column Conn. Beam Level (PL) BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 2,500 lb 70.0 in 52.0 in 150 lb 891b 3,900 lb 9,552 "# 9,131 "# 2 PIN OK 2 2,500 lb 42.0 in 52.0 in 240 lb 1431b 2,600 lb 3,557 "# 5,384 "# 2 PIN OK 3 2,500 lb 42.0 in 62.0 in 330 lb 1961b 1,300 lb 2,059 "# 3,606 "# 2 PIN OK Total: 719 lb 428 lb '!AlStE'SIDE'POSf'PROTECTORS''REQUIRED!fFORKllFl'S 'A'Rt'USED'lN'iHEVICINITY'Of'TI-115 RACKING _____ ..... · Notes , l .9/~/2()(:)8 ~, ... ·-_ ""~ -:, -.:_·-.-_-_i·""::_. Structural· , Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Configuration & Summary: TYPE D RACK ,, T T 62" 42" 180" + 110" , .... ± t ....___,, 52" 1,__, ,-~--99" ---~ .,f--42" ..,,i,- 2007 CBC Seismic Criteria # BmLvls Frame Depth Frame Height # Diagonals Beam Length Ss=l.164, Fa=l.035 2 42in 180in 3 99in Component Description STRESS Column Fy=55Ksi INTLK LU25/3x1-5/8x13ga P=1900 lb, M=6340 in-lb 0.91-OK Column Backer .None None None N/A Beam Fy=55Ksi Lvl 1: Intlk 384/3.65"deepx2.75"x0.07" Lu=99 in I Capacity: 4010 lb/pr 0.45-OK Beam Connector Fy=55Ksi Lvl 1: 2 PIN OK I Mconn=5748 in-lb I Mcap=15562 in-lb 0.37-OK Brace-Horizontal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga 0.07-OK Brace-Diagonal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga 0.2-OK Base Plate Fy=36Ksi 8x3x3/8 I Fixity= 5000 in-lb 0.75-OK Anchor 2 per Base 0.5" x3.25" Embed IlW REDHEAD TRUBOLT + ICC ESR 2427, SPECIAL INSPEC. REQD, (T=70 lb) 0.04-OK Slab 5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure 0.21-OK Level Load Per Story Force Story Force Column Column Conn. Beam Level (PL) BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 1,800 lb 110.0 in 52.0 in 148 lb 881b 1,900 lb 6,340 "# 5,748 "# 2 PIN OK 2 1,800 lb 42.0 in 52.0 in 205 lb 1221b 9501b 1,279 "# 2,578 "# 2 PIN OK 62.0 in Total: 353 lb 210 lb I AISLE SIDE1'0ST-PR<:m:CTOR5~'1F'fORKUFl"5 'ARE t:JSEO 1N7HE VICINITY OFiHIS RACKING 1---------' .·. ''Notes .. ..cCOVIDIEN H-I 02708-5 TYPJ: D ·_··_...:.-::· -.--:--_.,,-_ ••• -.. --• • __ :. _'!" ___ - I (}13 J {2,_0Q8 - :.--..,-------~-.~..: .. ---; ,, Structural Concepts ,._ Engineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Configuration & Summary: TYPE C RACK ' T T 26" 54" 144" + 72" ,~ .. ± t t------i 52" ' 1 ' ,-~ --134" -~,r ,f-42"--,j-- 2007 CBC Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Ss=l.164, Fa=l.035 2 42in 144in 3 134in Component Description STRESS Column Fy=55Ksi INTLK LU25/3xl-5/8xl3ga P=2600 lb, M=4987 in-lb 0.5-OK Column Backer None .•. None None ----. N/A Beam Fy=55Ksi Lvl 1: Intlk 689/5.93"deepx2.75"x0.07" Lu=134 in I Capacity: 5566 lb/pr 0.45-OK Beam Connector Fy=55Ksi Lvl 1: 2 PIN OK I Mconn=4453 in-lb I Mcap=l5562 in-lb 0.29-OK Brace-Horizontal Fy=55Ksi Intlk 1-1/2xl-1/4xl 4ga 0.09-OK Brace-Diagonal Fy=55Ksi Intlk 1-1/2xl-l/4x14ga 0.27-OK Base Plate Fy=36Ksi 8x3x3/8 I Fixity= 4988 in-lb 0.86-OK Anchor 2 per.Base 0.5'' x 3.25" .Embed ITW REDHEAD TRUBOLT + ICC ESR 2427, SPECIAL INSPEC. REQD, (T=O lb) 0.05-OK Slab 5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure 0.26-OK Level Load Per Story Force Story Force Column Column Conn. Beam Level (PL) BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 2,500 lb 72.0 in 52.0 in 1741b 1041b 2,600 lb 4,987 "# 4,453 "# 2 PIN OK 2 2,500 lb 54.0 in 52.0 in 3051b 181 lb 1,300 lb 2,449 "# 1,959 "# 2 PIN OK 26.0 in Total: 479 lb 285 lb CSJY'![)l~f\) H~ 1}~~3~~! l}f_: C I 0/_3 I L2008 . -4· ""_-_ ~-:-:..;:--· Structural · , ..-... l,oncepts ~ Engineering 1200 N. Jefferson.Ste •.. Ste.F. Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: COVIDIEN Project#: H-102708-5 Configuration & Summary: TYPE A RACK T T 62" 36" 180" + F======l 96" 180" ± t 1-----ii .,.-~ -72" --,~ .,f-42" -,r 2007 CBC Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Ss=l.164, Fa=l.035 2 42in 180in 3 72in Component Description STRESS Column Fy=55Ksi INnK LU25/3x1-5/8x13ga P=2100 lb, M=5857 in-lb 0.73-OK .Column Backer None •. Non° -None -N/A Beam Fy=SSKsi Lvl 1: Intlk 384/3.65"deepx2.75"x0.07" Lu=72 in I Capacity: 5662 lb/pr 0.35-OK Beam Connector Fy=55Ksi Lvl 1: 2 PIN OK I Mconn=5073 in-lb I Mcap=l5562 in-lb 0.33-OK Brace-Horizontal Fy=55Ksi Intlk 1-1/2x1-1/4x14ga 0.07-OK Brace-Diagonal Fy=55Ksi Intlk 1-l/2xl-1/4x14ga 0.22-OK Base Plate Fy=36Ksi 8x3x3/8 I Fixity= 5000 in-lb 0.78-OK Anchor 2 per Base 0.5" x 3.25" Embed ITW .REDHEAD TRUBOL T + ICC ·ESR 2427, SPECIAL INSPEC. REQD, (T=O lb) 0.04-OK Slab 5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure 0.22-OK Level Load Per Story Force Story Force Column Column Conn. Beam Level (PL) BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 2,000 lb 96.0 in 52.0 in 1641b 971b 2,100 lb 5,857 "# 5,073 "# 2 PIN OK I 2 2,000 lb 36.0 in 52.0 in 225 lb 1341b 1,050 lb 1,203 "# 2,145 "# 2 PIN OK 62.0 in Total: 389 lb 231 lb Notes "., t·A1SL'c SIDE-POST l'RO'TI:CTORS'm:QUIRcD'IF 'FORKLIFTS ft.RE tJSED"!N'1'FlcVICINITY 'OF1r!IS'RACKING _COVIDIEN Jj.J 02)'26-~J)'P~ A· .. _ ,-·--· ~ ~~ ... --... -. -~:-~--~-. ---;-~~~~-~-:.--. Page1.,$_o!-·Z. i· . --... . . -=:.-·-;:. -· -- -.. --\: ~-. -:_ ~-}_/~~ :..-· 10/31/2008 .. ;;-:.. ~ - ·t ' 1 " Converting Addresses to/from Latitude/Longitude in One Step (Geocoding) Page 1 of 1 Converting Addresses to/from Latitude/Longitude in One Step Stephen P. Morse, San Francisco [• ·,. =··:sati::h''Mbd·e:,:-:=::·j .[, -.'·'i==:: -.: De-.g/Min ~Se¢:td'Dedr:fiai:·-'.. ,:_·::]: ~=>·:,,= .':Fre·g· .Wently ... · Asked ··Questions · '? _-... • . ,\• ··':. ._t,N,•(~,·~·--·, ... ,,._{j _____ , > ,, , ; • .,, ,. __ IJ~-•,,,,,,,,,,, ~---·· ··~ ,S• J [r >:;MY:.otn:er We_op.i:ige~·:,~,:-:·J address 2101 FARADAY AVE latitude .. , ' . -----·· ... ,-... ··-.. --: city state ZIP :CARLSBAD ·cA 92008 longitude: ~------~ above values must be in decimal with minus signs for south and west country , United Sta~es [ .. ,·: ·:':l~eter_ri],ihe,:A,ddf~s~ .. : ·,. "J Currently for US & Canada only jfrom goow_lllatitude lllongitude I jdecimal 1133.134101 II-I 17.283645 I jdeg-min-secll33° 81 2.7636"11-117° IT 1.122"1 geocoder failed to return a result yahoo failed to return a result !from terraserverlllatitude lllongitude I jdecimal 1133_13449000!1-111.28421000 I jdeg-min-sec 1133° 81 4.164"11-117° 17' 3.156"1 2101 Faraday Ave, Carlsbad, CA 92008-7205 jfrom ibegin IIIatitude jjlongitude I jaecimal 1133.134510 ll-117.284233 I jdeg-min-secll33° 81 4.236"11-117° 17' 3.2388"1 2101 Faraday Ave, CARLSBAD, CA 92008 Data presented here comes from the following websites: gQQ2.le. (all addresses) g~Q.f.Q~r-(US addresses only) ibegm. (US and Canadian addresses only) iocatienet. (European addresses only) temiserver. (US addresses only) ):]_.hoo. (US addresses only) © Stephen P. Morse, 2004 m Pr'' I fl.. V http:{!_www.sJe:v~morse.org/j 6alilatl"on. php'.i' cmj!{i~=~hidgen=~d.oexti:a=&tim~~ l2254 7 4 .;:·:~ .. 1Oi31-!iOQ?\ -~-'-:- • • -, • -• _ ~--. • • ..., • '" w· ~-• '-,-:' '· r .,... • ..:· -·· -• • • -• -~ • • ·•~ --;: -~:-• ·: --. • ·--,__,:,-~· • ~-.• .;=::°:=-• Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.134101 Longitude= -117.283645 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class 8-Fa= 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.164 (Ss, Site Class B) 1.0 0.440 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.134101 Longitude= -117.283645 Spectral Response Accelerations SMs and SM1 SMs = Fax Ss and SM1 = Fv x S1 Site Class D -Fa = t.035,F-v;:: 1.56 Period Sa (sec) (g) 0.2 1.204 (SMs, Site Class D) 1.0 0.687 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.134101 Longitude= -117.283645 Design Spectral Response Accelerations SDs and SD1 sos= 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D -Fa= 1.035 ,Fv = 1.56 Period Sa (sec) (g) 0.2 0.803 (SDs, ·Site C1as-s t}) 1.0 .0.458 .(SDt, Sile Class D) - ' -'. ----- Str~tural·-·. '- l.; onc-2,l?ts l:=ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A A Project: COVIDIEN Step Beam Weld TYPICAL BEAM WELDMENT -----, I I I L---, -------- Type "A" Weld Configuration Height=A= 4.760 in Width=B= 2.750 in Top Width=C= 1.750 in Step=D= 1.625 in t-weld= 0.125 in Fw= 70,000 psi Fy-base metal=Fyb= 55,000 psi Thick Coeff= 0.7071 Weld Type= Type "A" Weld Weld Capacity= 11,724 in-lb Weld Section Properties Element Width Height 1 0.0000 in 0.0000 in 2 0.0884 in 4.7600 in 3 0.0000 in 0.0000 in 4 0.0000 in 0.0000 in 5 0.0000 in 0.0000 in 6 0.0884 in 3.1350 in Weld Capacity Element Y-bar 0.0000 in 2.3800 in 0.0000 in 0.0000 in 0.0000 in 1.5675 in :?:AREA= Fb-base= 0.6*Fyb Fweld= 0.3*Fw = 33,000 psi = 21,000 psi Mcap= Feff x (Sx) x 1.33 = 21000 psi x 0.419 inA3 x 1.33 = 1.1,124 in-lb '> 91:31:'11Hb·mmc~ctitm11ttii11e1it Project#: H-102708-5 ~::s°+ I , T --µ. 4.760 _j_ 1 C:Z::===o;:;1 0.125 in Area Y-bar I 0.0000 jnA2 0.4207 inA2 0.0000 inA2 \.·\:}:'' .. f\.::,:_ . .' : .. 0.0000 inA4 0,0000 inA2 0,0000 inA2 0.2771 inA2 0.6978 inA2 y bar= 2.057 in Ix= 1.1316 inA4 Sx= 0.419 inA3 Feff= Min of Fb-base & Fweld = 21,000 psi Pageg I of g., ~ -.-'"'--~.,. -::;.. =----:: -::. --- ' ~----1111 .. C&SS .1111----r CONVEYOR & STORAGE SOLUTIONS, INC. October 23, 2008 Conveyor and Storage Solutions, Inc. Attention: City of Carlsbad We authorize Ubiratam Siqueira to act on our behalf for submitting plans and obtaining permits with the city of Carlsbad. If you have any questions regarding this letter, please feel free to contact BeBe Kidwell, President for Conveyor & Storage Solutions at (619) 255-1428 or email at candssl@yahoo.com. Thank you for your assistance on this matter. Sincerely, President Conveyor and Storage Solutions, Inc. Frank ,·wood' Thorp CEO Conveyor and Storage Solutions, Inc. 4428 Glacier Avenue • San Diego • CA 92120 • Office 619.255.1428 • Fax 619.255.2076 CONTRACTORS LICENSE # 730010 www.cssyes.com