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HomeMy WebLinkAbout2515 PALOMAR AIRPORT RD; ; CB131185; Permit09-26-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/lndustriai Permit Permit No: CB131185 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 2515 PALOMAR AIRPORT RD CBAD Tl Sub Type COMM 2130201800 Lot# 0 $400,000 00 Construction Type' NEW Reference # LOWES-STORAGE RACKS Status Applied Entered By Plan Approved Issued Inspect Area Plan Check # ISSUED 05/13/2013 RMA 07/11/2013 07/11/2013 Applicant SEIZMIC INC ATTN AMY EDWARDS 161 ATLANTIC ST POMONA CA 91768 909 869-0989 Owner' COUNTY OF SAN DIEGO PUBLIC AGENCY OOOOO Building Permit $1,871 62 Meter Size Add'l Building Permit Fee $0 00 Add'l Red. Water Con Fee $0 00 Plan Check $1,310 13 Meter Fee $0 00 Add'l Building Permit Fee $0.00 SDCWA Fee $0 00 Plan Check Discount $0 00 CFD Payoff Fee $0 00 Strong Motion Fee $84 00 PFF (3105540) $0 00 Park Fee $0 00 PFF (4305540) $0 00 LFM Fee $0 00 License Tax (3104193) $0 00 Bndge Fee $0 00 License Tax (4304193) $0 00 BTD #2 Fee $0 00 Traffic Impact Fee (3105541) $0 00 BTD #3 Fee $0 00 Traffic Impact Fee (4305541) $0 00 Renewal Fee $0 00 PLUMBING TOTAL $0 00 Add'l Renewal Fee $0 00 ELECTRICAL TOTAL $0 00 other Building Fee $0 00 MECHANICAL TOTAL $0 00 Pot Water Con Fee $0 00 Master Drainage Fee $0 00 Meter Size Sewer Fee $0 00 Add'l Pot Water Con Fee $0 00 Redev Parking Fee $0 00 Red Water Con Fee $0 00 Additional Fees $0 00 Green BIdg Stands (SB1473) Fee $16 00 HMP Fee 99 Fire Expedidted Plan Review $0 00 Green BIdg Standards Plan Chk 99 TOTAL PERMIT FEES $3,281 75 Total Fees $3,281 75 Total Payments To Date $3,281 75 Balance Due: $0.00 Inspecti FINAL APPROVAL Date ^Hl IS 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 "fees/exactions" You have 90 days from the date this pemnit 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 nght 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 previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenwise expired CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave, Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carlsbadca.gov Plan Check No. Est. Value Plan Ck. Deposit / J SWPPP JOB ADDRESS SUITE#/SPACE»/UNIT« CT/PROJECT # # BATHROOMS TENAm BUSINESS NAME CONSTR TYPE AL DESCRIPTION OF WORK: include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES AIR CONDITIONING YES I I NO I I FIRE SPRINKLERS YES I |NO| I CONTACT NAME (If Different Fom Applicant) APPLICANT NAI of I a/he J-i^e^ ADDRESS ADDRESS CITY STATE ZIP o ry\£> v-7<i^ SiTATE ZIP PHONE FAX EMAIL EMAIL / - - . y PROPERTY OWNER NAME ADDRESS CONTRACTOR BUS. NAME ADDRESS CITY STATE ZIP CITY PHONE FAX STATE ZIP 4A EMAIL EMAIL (V\sM<r ARCH/DESIGNER NAME & ADDRESS ' STATE LIC # JS5 crrY BUS uc# ^ I (Sec 70315 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 IChapter 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 perjury one ofthe following declarations lave and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of Ihe Labor C^e, for the performance of the work for which this pennit is issued ,1 have and will maintain workers' compensation, as required bv Section 3700 of the Labor Code, for Ihe perfomiance of the work for which this permit is issued My workers' compensalion insurance earner and policy y number are ln.siiranceCo ~2.<^C'\ cV\ V\^AA^^ >? ciJ Policy No \>OC- (^C^^ S-<9^0_3- Expiration Dale \_V ~ \ This section need not be completed if Ihe permit is for one hundred dollars ($100) or less I I Certificate of Exemption I certify that in the perfomiance of the woi* 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 caverage is unlawful, and shall subject an employer to cnminal penalties and civil fines up to one hundred thousand dollars (&100,OQO), m addition to the cost of compensation, damag^..asprq)(ideg,fo!3n Section 3706 ofthe Labor code, interest and attomey's fees jgS" CONTRACTOR SIGNATURE • AGENT DATE I hereby affm that I am exempt fmm Contractor's License Law for the following reason I I I, as owner of the property or my empkjyees with wages as their sole compensation, will do the wori( and the stnicture 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 Ihe purpose of sale) I I I, as owner of the property, am exclusively contracting vmth licensed contractors to constmct 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 I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for constmction of the proposed property improvement QYes I INO 2 1 (have / have not) signed an application for a building pemnit for the proposed work 3 1 have contracted with the follovflng person (fimi) 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 cooidmate, supervise and provide Ihe mapr work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the foltowing persons to provide the worts indicated (include name / address / phone / type of wort() ygfpROPERTY OWNER SIGNATURE •AGENT DATE Is the applicant or future building occupant required to submitabusiness plari. acutely hazardous matenals registration fomi or nsk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account AcP | j Yes I iNo Is the applicant or future building occupant required to obtain a penrat from the air pollution control distnct or air quality managemeni distncP I lYes I I No _ airqual Is the facility to be constructed within 1,000 feet of the outer boundary of a school site'' QYes QNO IF ANY OF THE ANSWERS ARE YES, A RNAL CERTIFICATE OF OCCUPANCY (HAY 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 constaiction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address I certi^' that I have read the application and state that the above information is comsct and thatthe infoimation on the plans is accurata I agme to comply with all City ordinances and State lans relating to building constnicbon. I hereby authonze representative of the Qty of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGF!EE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE Cm OF CARLSBAD AGAINST ALL UABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA pennit is required for excavations over 50 deep and demoliton or constmction of stmctures over 3 stones in height EXPIRATION Every perniit issued by the BuiWing Offiaal under the provisions of this Code shall expire by limitation and become null and void if the building or wik authonzed by such pemiit is not commenced within 180 days from the date of such pennit or if the building or wori< authonzed by such pemnit is suspended or abandoned at any time alter the wo* is commenced fbr a penod of 180 days (Section 106 4 4 Unifomi Building Code) ^APPLICANT'S SIGNATURE (^^^y^^^K^^J^ <^^^^;/c<-^Ly^^ DATE Inspection List Permlt#: CB131185 Type: Tl COMM LOWES-STORAGE RACKS Date Inspection Item Inspector Act Comments 09/09/2013 89 Final Combo PD AP 08/19/2013 12 Steel/Bond Beam PD AP 08/19/2013 14 Frame/Steel/Bolting/Weldin PD AP Thursday, September 26, 2013 Page 1 of 1 Frora:CSI Construction 949 380 3930 09/26/2013 14:07 #387 P.002/002 CB131185 2515 PALOMAR AIRPORT RD LOWES-STORAGE RACKS vI>liANS«/IUjrP^^ THE JOB Tl COMM Lot# SEIZMIC INC RECORD COPY IF ''YES" IS CHECKED BELOW THAT DIVISION'S APPROVAL IS REQUIRED PRIOR TO REQUESTING A FINAL BUILDING INSPECTION. IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED BELOW. AFTER ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 7G0-602-8560. EMAIL TO BLDGINSPE CTION StgC AR LSB ADC A.GO V OR BRING IN A COPY OF THIS CARD TO: 1635 F-ARADAY AvE.. CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE REACHED AT 760-602-2700 BETV^TEEN 7:30 AM - 8:00 AM THE DAY OF YOUR INSPECTION. H date liupector m •i' ^! ik0Preyerktqp I fl': /•• 'u ^X j^,;' \'-yi^O^^^^ '^"'^JjM&^f^^a^h " ^ J:''5i] - ""/'^''"'V-V' ""^.'^ Type of Inspection Type of Inspection [ CODE S BUILDING Date - 'inspector ' V CODE ,1 ELECTRICAL ' Date ilupe«tor f 31 ,'d!EU^WllNDERG^RbUND; IB UFER ^ *12 RBNfPRCEOSTCEL li* .,i»bu^HSi^(?iitw;v^"h" , -> A' «66 IMSiNRV ifis. GROUT ' .... ' . #33: dcUciRICSERVjCE. • TEMPORARV ' . ' : a«ROUT 0 WAU DRAINS V , #35 J!HOTO VQLtAiC : , , ; ' . . «i6 mtPANas " V : ' ; , ~_ ' ' • .'" ' , #u POUR snips . , -?', . , ~- • • CODE » MECHANICAL >;#,«/'=4PtttMN,i*b]ftti!?s;,KV:-" v-.i-^ #Kf^iwiAMK-gi:(^(iia #44 •OUCT&PtENUM O REF. PIPINO .•aifisjRoa^swaEiimwfi^ • ''i'i-,--,.' CODE „ COMBO INSPECTION v'.lrCVl\' ''C;'''-'' A" -'t'"' " • '''' v^#jL|;|ioili?|Ani>,, '.-.;.vr • ,_<-.' i.-. . : V-: V',*' #51 POOlEXCA/STEEl/BOND/reHCE ic;M''. i-i.S:'"'V;'.'i\f";.5.?" CODE « PLUMBING Date Inspector •ii?/.f\'-',jr t'.f FIRE Date «:v|triltpf^^ri53'' #24 TOPOUT OWASTE DVm • , f-r'f;'^;"f.""\«v''!:.^s;',,' ;i/-'-'f}'S';'-;;.^.'^ WMmm^mM^ii^k' : -' " ' ^' r ' . "' ' ^:si,%"riV''''^~'r'l.\ CoDEi.' STORMWATER '•f^oilBCftj i'i 'iTL'^:'--}':^' ' ' ' /'\° ^ '"V5 ;>jti?ifou]6w OPMPE^^ ^' ^ • ..'".' C i#liil(tlN@|B^^^ :#os JojncEto^ • ; ' ^ / -'^ / .\ ; . FRED BOING SYSTEM HYDROSTATIC TEST ''A ^ '"^ ^ ;;Fiib'lBiPiits«SM'irs^^ ^ .V • - #609 : NOTICE OF VIOUTION iMEDli^iE#^P#^SUREt^ * MloVVERBAt^ARHING IMEDICAL'G/iSnNAL ' \'• - ', REV ioaoi2 SgE BACK ROf? SPECIAL NOTES EsGil Corporation In (Partners fiij) witli government for (BuiCding Safety DATE: 6/14/2013 • APf^UCANT ^^URIS JURISDICTION; City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 13-1185 SET II PROJECT ADDRESS: 2515 Palomar Airport Road PROJECT NAME: Storage Racks for LOWE'S #2331 XI 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 forward 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 XI REMARKS: Fire Department approval is required. By: David Yao Enclosures: EsGil Corporation • GA • EJ • PC 6/10 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip witH government for (BuiCding Safety DATE: 5/22/2013 • APPLICANT J2f''JURIS JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 13-1185 SET I PROJECT ADDRESS: 2515 Palomar Airport Road PROJECT NAME: Storage Racks for LOWE'S #2331 I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. xl 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 forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Amy Edwards I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Amy Edwards Telephone #: 909-869-0989 Date contacted: ^f'Z'^ (byr(\^ ) Email: operations@seizmicinc.com Fax #: N^Mail \/(elephone Fax In Person • REMARKS. By David Yao Enclosures: EsGil Corporation • GA • EJ • PC 5/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 13-1185 5/22/2013 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1185 PROJECTADDRESS: 2515 Palomar Airport Road DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 5/14 5/22/2013 REVIEWED BY. David Yao FOREWORD (PLEASE READ): 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? • Yes • No City of Carlsbad 13-1185 5/22/2013 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. Provide a rack layout plan showing the location of all racks, (type A-E and cantilever rack) 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. Obtain Fire Department approval. 4. 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). 5. Noted on the plans that periodic special inspection is required during the anchorage of storage racks 8 feet or greater in height in structural assigned to Seismic Design Category D, E, and F 6. Indicate the clearance from the new racks to the existing building walls and building columns. 7. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI. 8. The bolt size for the connection between the beam and column (detail 6A, 6B and 6C) shall be clearly identified. 9. The connection details between column and beam appear to suggest using safety pin as part of the connection, (i.e. the 4-pin connection 6C shows three bolt and safety pin?) Please clarify. 10. Provide calculation to show the column base plate and bolts for the cantilever rack (2/13- 458-B) is adequate to support all the loads. City of Carlsbad 13-1185 5/22/2013 11. The construction detail of the base for the cantilever rack appears to not identify on the plan, (see sheet 31-33 ofthe calculation) Please clarify. 12. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 13-1185 5/22/2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1185 PREPARED BY: David Yao DATE: 5/22/2013 BUILDING ADDRESS: 2515 Palomar Airport Road BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft) Valuation Multiplier Reg. Mod. VALUE ($) storage racks per city 400,000 Air Conditioning Fire Sprinklers TOTAL VALUE 400,000 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance • j $1,871.62 / Plan Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats IZl Complete Review • Other j—j Hourly EsGil Fee • Structural Only Hr $1,216.55 $1,048.11 Comments. Sheet 1 of 1 macvalue doc ••• ^ CITY OF CARLSBA PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 ww/w.carlsbadca.gov DATE: 5/16/13 PROJECT NAIVIE: Lowe's #2331 Jnstall Storage racks PROJECTID: SDP 09-05 PLAN CHECK NO:CB131185 SET#:I ADDRESS: ^515 Palomar Airport Rd APN:213-020-18 VALUATION: $400,000 APPLICANT CONTACT: operations@seizmidnc.eom X This plan check review transmittal is to notify you of clearance by: LAND DEVELOPIVIENT ENGINEERING DIVISiON Final Inspection by the Construction & Inspection Division is required: Yes L ^ No ^ For status from a division not marked below, please call 760-602-2719 This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. g'Si-GPLANNING tfe'**|fj&vf^60-6O2-461O : LAND DEVELOPMENT ENG. 760-602-2750 ! FIRE PREVENTION 760-602-4665 Chris Ss-xton ' 760-602 4624 [ Ghris,Sexton@carlsbadca.gov \ ! Kathleen Lawrence i _J 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan ^ 760-602-4663 j Gregory.Ryari@carlsbadca.gov " 1 Gina Ruiz i 760-602-4675 Gma.Ruiz@carisbaclca.gov | X L Linda Ontiveros 760-602-2773 j nda.Ontiveros@carlsbadca.gov P 1 Cindy Wong i ^—J 760-602-4662 j Cynthla.Wong@carisbadca.gov t L, J ! 1 j i .... - . ,.\ r^^n Dominic Fieri j L..J 760-602-4664 i Dominic.Fleri@carlsbadco.gov ^ Remarks STORM WATER Development Services Land Development Engineering STANDARDS Development Services Land Development Engineering QUESTIONNAIRE 16^5 Faraday Averue CARL5BAO E-34 760-602-27S0 www c aHsbadcd gov' 16 Hiltside devolopment Any devfiloornori lhat creates more than 5 €00 square fee! of mpe'vious surface arnj is located .1 an area wi'ffi ^(lown erosive so-! ronditions, »v*iere the cfevc oprrcr! wi( gram o'l arty nafura! slope that ,s twfenty-f'V6; percent !2S%i or^reater ^ '7 BnmronmentallY Sensitive Area (BSAj A1 Jevetopn\ert located wthm of c rectiy acjosenr 'o or dtscharjirg I a tec'b/ !c an £SA (where Crscharges kom the develcpr^cnt or redgveloo'-nsnt erte; 'eceiving ,va!ers vAtt^m tt>o ^ ESA) whicH e'ther creates 2 500 square feet or mo''e of tn'f^er%/io.>s surface on a propoiied pro|cct s**C' o- ircruassc ' i^'e area o- inpermoiisncss of a p'Opos^d p'OjaC' Si'.c- 10 'c or moie of its ria:u-al'y Qccurnng condtto?' _^ Parkim lot A^ea of 5.000 squart- 'eet or more or with 15 or more pa'king soaces and potenSiasiv exposed So urnao runoff _ _ "9 Streets, roads, hinhways, anct freeways Any paved sur'ar.e :f-iat 13 5 OOfi squar.-j feet or g'eatfer ,.>sfin for the transportation of autoniobiies snicks, motorcycles, anc otfier vehtc'es !C R6t0ti Gasohne Outlets. Serving ftore than 100 vehtcies per day and g'-eaier t^iHP, 5 000 &ouare fept ;i1 Coastal Develm.fn&Qt Zone Any project located vjithi'i 200 fee! of the Pacific Ocear arid ceates more tfian 2500 sq-jare fee*, of ir-.pervious sjrface or {2\ .ncreases impervious sur'ace Ci pfooerty by mere than 10% 12 Mom than l-acre of dtsturbmee Project res^lt-s in she disturaari!.,® of 1 -acre or more ot land and is considered a ; PoCutdnt-go'ierdting DeveloDmenl Project' • Er»'rc-"ertaiiv Sersi'we Arsiis .-'.udt !>.>', a"? 3! liriitra !J a Cioa'; W£:!<"' A;t Ssctbr 303'*; ,mriaiie<1 waw ftO'-;"ii, araa^ a'j'vgi.af};, ai Afs^s, of 5i>Bi.k'' B'tlC3.csl S.gr'fir.ari:i? bv- the otass 'A'ate- SPaOurces Ccnt.x' Ooa'3 (A'aic- Guaiity Coptrc "iB-j fo"- 'b'- Sar D-ega Basir ('.394,1 ai^d 3—.c-"d'r.'5' IS; w.s;<;r soiiss de&ij-atett with ire RARL tongf'cai uss fii? Staie Wa»er Rssourcss Contsd 8<ja-d :V.'3!er 0'J3!.I. Corrci F ar 'cr t^ja San Dietjc Bs&n ,199^ *inc dr-t>r<)rJ<«'H , e.-.irornit^t'iaUy asrsicus areais w^!c^ n3vi2 tJe-a'' )de"tifta<: 'iy Iba Copetf?ifree^ Djre'.i:. adia?>»?^t" 'r*;.^Ds s^tuat^'*-^ ^dhir 203 feei ottne Fi'vro^rr'err.^. v Ser^S't A.'e;^ } 0' rf^a-^irg <j rec! y -o" mea-iS cjf ov, f'orr a I'ainag* vO"i":ya.'"!:e SJSICP '.ha! is carrpose'i; rot a<fr"m igleo A''h '"ir-^* frr)"^ adjace'.t larc*? •I'Bi; o.'f.-i(V-> item t^e sutiec .-elcpi!>?"t rflde.cl&oi.ieri- sis* a"'; 4 ^nnytprt-ce.i.^'a'mj Oevelapnei; r>'«ie-ts ,-!ts tro<^e ,ir<!jec>« thai 9g.-«-ra!° ::,!lli.,',T-t'> a' -cv^ jredie' !*•«'• -wtc^g-o -.a sf^/e.i .sf-v-.' f.^sp <i ; cscs 'ra!. ^.'"r t.utfe 10 an c^xreedsrce lo an snif^a -eo .\alor n<>.':y .'j' ^l•>c^ Cfaa:a re/,' "?ipsr'Vio jj. ^vur'.'ic^^^^ g^eatoi tna"^ 5100 ^.'I'l.^re fp^: arr> or ifttron^.if^ •^'w Isrc'^irag irc 3re3i "la! reiure ro'Jtire jss 0' fsrti .»g's art* ppsf&des " TOS' cases hraai fa't sroj^cts tn*! ste fo- 'nfr'^^u-,"'-! .'er.'z'ns u;a as anu.'.j*"! n, c n.i,i-!c'VT-.-;e .dcrt'^.s 0' ^fr reries't'?n -sr bic^v"? '..^is ^sre -^ct cA'-r»i(ti*''ac *'oiutari o-a-'arat-n'^ "-**.'ei>n'-^'--''f Pro^f.-s-^ ;^^>y .-^-^j h,j,i: .>^,ih Dt I'l ''j'fs^es Jt t ^>-e'-t INSTRUCT ONS r Section 1 Results- if yod answered YES to ANY of tha questions af>ove you! project suhjec! to Priority Development Project requi'ements Skip Seciior 2 Btid p.ease prOLKed !o Sscmr 3 Chetl rreets PR'ORITY DEVELOPMENT PROJFCT -eauireTenSs" box in Section i Additional storm waler rerjuirerrents wtti apoty per the SJSMP. ,f yc-i ..(r.siwered NO !o ALL if ih% qucst.ons atiovu then pleasF p'c-fpf! to Sirtio' 2 and foilow ihe irstrMCtii>n.s E-34 Psye 2 of 3 Rirv TtJ AR STORM WATER STANDARDS QUESTIONNAIRE E-34 Deyelopment Services Land Devetopment Engineering 162b f^araday Av#ri,e 760-502-2750 www tarisbadca.BOv- SECTION 2 SIGNiHCANT REDEVELOPMBIT INSTRUCTIONS: Comptete the questions betow regarding your project YES NO 1 Pr-c.ec! results m !fie disturbance rjf 1 -acre rjr trore of iar<d and is ;:,onbideted a Poliutatst-gerorafing Deveiop'iier,! PiHSSlIZ.™™___ . . „ _ „, " sNSf RUCTIONS !f you arswe'ed NO please proceed »o question 2 •f you answered YES, then you ARE a signs-'icanl redevelopment anc yOL ARE suDjeci tc PRIORITY DEVELOPIVIENT PROJECT recuKements Ptease chenK ine meet-^ PRIORITY DEVELOPMENT PROJECT rsQure-nenfs' box 'n Saction 5 betow 2 b the projeot redeveiopiriq an existing prionty project typo' (Priority p.-OjOcfs aie defined in Section ' If you answered NO. then yor, ARE NOT a signifrarr redevelopmen- and your project -s suD;eci to STANDARD STORMWATER REQUIREMENTS Please check "he does not meet PDP requrerrents boy in Section 3 below. 3 is the vvoit lirmited to trenching and resurfacing associated with utility work resurfacing and reconfigunng surface ! parki-ig lots anc e-fisting 'oadways ne* sidewak, bike lane on existing road and/or roubne maintenance of darraged ! pavenient sucn potho!« fijpair' Resuiracngireconfiguting parking tots is where the <vork does not expose iinderlying scii i during const'uclion i • iNSTRUCTiONS If you answered HO then proceed to question 4 If VOL answered VES, then you ARE NOT a significant redevelopment and your projert is snbject to STANDARD STORi^WATER REQUIREMENTS Please checK the doe? not meet POP requirements" box in Section 3 beiow d VViP your redovefopn-ent Drojoct create, repiace or acd at least 5,00!) square feet of iiTsDervious sjrfacfe& on tj^istiny 1 ? developed property or will you' project be ocateo within 20C feet of the Paci'ic Ocettn and tl > create 2500 square feet or : "• | I mo'e 0* ;mpervious surface or t.2j >ncreases impervious surface on ire prosedy tiore than !0%? Repiacemen' of \ > existir'g inpeh/sous surfaces includes arsy ac'.iv ty that is not oart of routine maintenance where •mpervious materialCs) are I \ I rgmQycd exposing underlying soil during construction t ; . iNST.5^UCT0NS If yoi, ar-swered YES. you ARE a significant redeveiopment and you ARE subje-st to PRIORITY DEVELOPMENT"" PROJECT requifeirienis Please check tne "meets PRIORITY 0£V£LO?MENT PROJECT requrements' nox n Sett-on 3 below Reviev SUSMP to find out 'f SUSM=' recuirements apply to yo'jr project envelope or the entire projecl site li you a'tswerefl NO then you ARE NOT a sign ficdnt reaevelopmen; ar'd your pioject is sabject to STANDARD STORMWATER j REQUIREMENTS P'ease checl< the 'does not meet PDP require-riems box ir Section 3 beiow •for definition see root note 4 on page 2 SECTJON 3 QUES110NNAIIS RESULTS My project noeis PRIORITY DEVELOPMENT PROJECT (PDP) roauiremonts and must conply v.itr^ additional stormwater c'ena per the SUSMP and l und^'stand I '-nust p-'ftpa'C- ti Stonn '.Vatet fvtanage.mont P'an for submittai al tTie o' appticaiio \ understand fiow cor.l-a shyd'ornodilicaticn) teauirerriems tra> duply io my p-ojeol. Refer lo SUSMP for cetaiis. My project does not meet PDP reyuremen's and mu";! only comply wth STANDARD STORMWATER REQUtREI«ENTS aer me SiJSM!^ A'i pah of these requirenents j'MH incorporate IOA impa". riev'ei:>pmen! ^'rategies th'ougnrwi my proiect Appiicdn! '"fo'rrs! or and S-gnoturc Box 611'.- HI nr.- PC'F-- AppiiCan' Name AbSttssors Parcel Nurnbetii 2 • 3 •: 1. -: h -: Applicant Title Date C 'v Con;,,'r»rce 1 •>'! S \ i i-^.-r, Page 3 of 3 REV I'l4 '1 ^ STORM WATER f.r STANDARDS mMmiimLSMmei ^ QUESTIONNAIRE V* rill \ L.^iJrx-' Land Development Engineering 16 JS Faraday Avenue A E-34 760-602-27S0 www.carisbadra gov HillsidB developmont Any development that creates more than 5.000 square feet of tmpe'vious surface ami is located 'n an area with known erosive so i renditions wfwre the aeve oprrcrt v.-ii> grade tys my natusa! siope tfidt is twentv-f-ve percent i2y-ji) or greater ^ EnvlronmmtallY Semitive Area (ESAf A'i devetopment iocated within or drectiy acjacent* to o- cischargittg d rectly^ lo an ESA {wtiere ascharges from the develcpTient or redevelopment wi! enter receiving ,vaiers within the ESA) whicri r>'ther creates 2 500 sqcare feet o' more of smpen/io-js surface on a proposed project s*e o- 't^creasss tha area o' iTiperviaosness of a proposed grojeci site 10% or '-nose of its natu'aisy occurring eondi^ on_ Parking lot Area of 5,000 tsguare feet or more, or with 15 or more packing sDaces, and poteniially exposed so uroan nmoff Sfreefs, roads, ftfg^ways, and freeways Any paved surface that is 5 000 square feet or gteater jsen for tne i transportation of automobiles, trucks, motorcycles, ar^d other vehio-es , 10 RetatTGasoffrte Outfefs. Serving rrsore than 100 vehtcies per day and greater thart 5,000 square feet '•11 Coastal Devefo^mmt Zone Any project located withir^ 20C feet of the Pacific Ocear and (11 creates moie trsan 250Q square feet of impervious surface or ',2] ncreases impervious surface on property by mere than 10-,.. ii2 More than i-acre of disturbance Project results in the dssturoance of 1-acra or mo'e ot land and is considered a Pol.utant-generattng Development Proiect'' • Erviioirwitallv Sersii.e Areas rcLide cut in" f,ot lirjjit»d io a"! Cieai 'A'ater Aa Sectiot! SCSui rnj5a«>;d Aase- r<ojiei. areas assgrawc i'-. A'S^to ,jf Spetia' B'3loa'i,si ,S,9r,'icart)-f i5y trie Sta*e Wattf- Rpsourees Confc Boa'j iAiate' Cua-ty Cortrc, r^iai fo' tt-» Sar Osaoa Basm ("S&^i a-d a«'e'd>-"-aris) watti xsdHs ':e«i5-j!t.2.t ire fyiSE tHngfical use tj^ tue Stata tVa'ar Resoo'css Cnn-i-o. Bria-d -y.'s;t>r Qussii> Co'-irc, F ar ter f-o Sa.-i Dia<7,c- Basic I9r>4t a.-.d ar^pnsitiiersa,, areas ces.arntf^tt as pres*^'V6s or trsetr squtvalent .jndei ti**- ^tulti Sp^^oia^: G-^-^^ervatnr i^-ograin .^i^-'-.r. the C^*ias a^-i Z^jrVy ct Ba-^ O-^pri arsi nr^ ao^^valert f>a.'irDrqit-1 taliv hsin v.^ aieas w),i:n nj^e been ide"*i!i8d -jy lip Copiw-rnree-s . Direai, anjacpc! T<:an'; ?.tua'.-»r< Aitrsr 2^-3 .'ss: ot ire f I'vito-^msri-sri' Sersit-i-a A-e.'i "i •Oi'>r>'a-girg r reel y »' riaariB c.tliow t'otn a U'ainage ccnvt!ya<-cc xniM'p .t-at la rarrpo-ies a-'-.raiy a' IVIAS frsrrj t."-? subie:l cSislcprnf ot tst rede, tiopmer: ,<t P ref. j^oi^ni -irflec .v -^OA- from .^djaca'^i .ar^rls 4 •'c.isuisf-Qcno.'Sting Da'.ei,ip-~v;r.t r>'oie,-.t5 are ^^os« afr.jepss shst ii^r'^rata pnUuvants at s greatiir t'-a-i barVo'ii -.r ie»-es « jf-eral tr-"!;.-. in-'.,£ie a' s:-0!ei,tv 'ra! s;s-,sr suSe ;.3 ar »xf gedai'ce So ar 'mpn^-es ^^ater Pccy .y *ih ct- create* re* 'ri[-sr»-iovs sur'.sw, grtsaisr (hsn PCK -^-^u.ire fr-»< acc-or in»aa..;e -sw B-ri<-i;a:-ir9 areas that requ re routine jse ai ferti '.'ft. arc pasticJdes -r-ost pases lireai pa*i-.vay proiects sS'al are fs ip'requ-art -/en'c* i.se s.uJ' .3? STC'g> r':< at msrssnanre a„cf'sj, o- fci r-edestrer ,v Picvce tare no; co-osiPe'ed i-io.ii'ar;-Gf>nara!irii •^•«».-chp'pnfi ^'-s,'---t5 .t -hey ara fee!' fP- BP-VK!!!', •;uifac?s o"i >l ^l-er>' ''c.-. io si.tr.Kjrc aq p^'^tou<i S'.Paces INSTRUCT Ot^S' Section 1 Results: If you answered YES to ANY of the qucstKjns .above yoor project sj. subject to Priority Development Project requiftsments. Skip Settlor 2 and p.ease proceeri to Sectirpn 3 Checl^ the rraets PRIORITY' DEVHLOPMEN"^ PROJECT 'SQuiretienis box ir Section 2 Atidifouat stomt v/ater requirements wtll apply per the SUSMP. !f you arssworod NO to ALL o* the questions above then plessR p'occf>sJ tc Section 2 and fotlo* the irstmction-s E-34 Page 2 of 3 RCV 1/t4'i STORM WATER Development Services Land Development Engineering STANDARDS Development Services Land Development Engineering ^' C- i-QUESTIONNAIRE 163S Faradav Avenue SBAD E-34 760-602-27S0 www tarlsbadc3.gov SECTION 2 SIGNIFICANT REDEVELOPMENT INSTRUCTIONS: Complete the questions beiow regarding your project YES NO 1 Project results :n the distarbance o' 1-ac'e or more of land and is considered a Pollutant-yenoralmg Devetopment '!£9i£^i"'* , INSTRUCTIONS If you arswe'ed NO, please Droceed to question 2. i I' yoi, answered YES, then you ARE a signc'icant recovetopmenl anc you ARE suDjea to PRIORITY DEVELOPMENT PROJECT • Z*£Hi'"^I!!£2i%— Please cheek tne meets ."RIORiTY DEVELOPMENT PROJECT rggurements' boy m Sectiorf 5 below 2 !s tiie project redeveiopir^g an existing oooritv pro;ect type? tPrionty projects ate dc-fincd in Section 1 > " lNSTR!JCT!6NS"™¥>t)!JanswFe^^ ~ I* you answeted NO then yoo ARE NOT a sitjni'icant redevelopment and your project s suDject to STANDARD STORMWATER < REQUIREMEt^TS Please check the 'does nol mee' PDP -equrements box in Section 3 below. j 3 Ihe worlr lirnttea to trenching and resurfacing associated with utility work, resurfaonq and 'econfiguring surface I pat^t-g Ictfe and existing roadways, new sidev,'ali<, bii<e lane on existtrtg road andr'or routine maintenance of damaged j . pavement such as -Pothole rofjair'' Resurfac ng,'recoflfiguiing aaiking lots is -where the work does not expose underlyirsg scil ; I dunnc} cor'ssl'uciion '• " iNSTRtJCTioSlS™ ify'ou answered MO.Tfsen proceed to question 4 l» you answered YES, then you ARE NOT a significdnf redevelopment and yop'r project is subject to STANDARD STORMWATER REQUIREMENTS Please check the 'does nol me^t PDP reqyirerper^s' box in Section 3 oelow rt V\fiil your redevelopment orotoct create, replace or aad at least 5,000 equate feet of tmDerv!cu& surfaces on existing i ! ileveioped property or will your project be ocaleo within 20C feet of the Pacific Ocean and 111 create 2500 square feet or i more impernwus surface oi i,2j ncreases impervious surface on the p'ooerty by more than 10%''' Repiacfemerr of i • existing inpen/tous surfaces ncluoes any actiy ty that is not pari of routine maintenance where smper^^ious matenaitsi are j , rgmgvgj; gxposing iinrjeriying soii during construction ""•NSTRUCT om If ycu answered YES, you ARE a significant redevelopment ana you ARE subject to PRIORITY DgVELOP)«ENT • PROJECT requirements Please check Ine -meet-s PRIORITY QfcVcLOPfvlEN" PROuECT req jrements" tiox n StictPun 3 below Revi' SUSf4P to find out if StJSM.P reouirements apply to -your project envelope or the ent're project site If you answered MO then you ARE NOT a sign Scant redevelopment and your pioject is subject to STANDARD STORMWATER . REQUIREMENTS -^laase check the 'does not meet PDP requirements' box in Sectton 3 beiow •for dc-rmition see t^ootnote 4 on page 2 SECTtOM 3 QUESTIONNAIRE RESULTS yj • "Addr App!' My project -i^cets PRIORITY DEVELOPMENT PROJECT (PDP) requi.'-ements and must ccpipiy wrth addiPOnal stormwater cnsena ye' ine SUSMP and I undcrsta-.d i must prepare a Slorni vVater Managomont Plan for sobmittai at tino of appticoiion. , v.r>cer5'and flow crjntfo fhydtomoCificdtiCn) reuunernents tray apply to my proje'st. Refer to SUSMP fot cetails, M/ proiect does no! meet POP requirements and must rpniy compty wth STANDARD STORMWATER REQUIREIiENTS per the _SiJSMP Al t?art of these requirg.ments i will incornorate low impact development sfategies thro.,gno(jt my proj^^c! Aj->piicant 'nfoTrat-on ana Sigr'atu.'C Box •.^ 13-in--:' U'i agit Name : tici.iaay Apsli • ^' ^ Assessors Parcel t^lumbetts Apokcani Title i^y?rst.ctn Hr»ctIni^s^ inct : Oate E-34 Page 3 of 3 REV 1,'14 11 ARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www carlsbadca eov DATE: 5/14/13 PROJECT NAIVIE: INTERIOR RACKS ONLY PROJECT ID: PLAN CHECK NO: CB131185 SET#: ADDRESS: 2515 PALOMAR AIRPORT RD APN: ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No You may also have corrections from one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. [J This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: OPERATIONS@SEIZMICINC.COIVI For questions or clarifications on tlie attached cliecklist please contact the following reviewer as marked: PLANNI|IG '760-6j02:46i0 , i ENGINEERING ; . , 760-602-2750 ' . FIRE PREVENTION •', ' . 760-602-4665 - , f 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Rulz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • Dominic Fieri 760-602-4664 Dominic.Fien@carlsbadca.gov Remarks: V 4 CARLSBA CITY OF PLAN CHECK REVIEW TRANSMITTAL Comti00^3^conomic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 06/14/2013 PROJECT NAIVIE: LOWE'S HIW PROJECT ID: CB131185 PLAN CHECK NO: 2 SET#: 1 ADDRESS: 2515 PALOMAR AIRPORT RD APN: 3 This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division Is required ^ Yes • NO 3 This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SEIZMIC ENG., INC. You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING "760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov X Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carIsbadca.fiov 1 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.fiov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: See Attached Carlsbad Fire Department Plan Review Date of Report: Name: Address: Requirements Category: Tl, COMM 06-14-2013 SEIZMIC INC ATTN: AMY EDWARDS 161 ATLANTIC ST POMONA CA 91768 Reviewed by: Permit #: CB131185 Job Name: Job Address: LOWES-STORAGE RACKS 2515 PALOMAR AIRPORT RD CBAD Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: 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. 1. Any "Third-party" inspection and/or testing reports prepared as part ofthis installation shall be copied to both the Building and Fire departments. 2. Prior to loading and merchandising of the racks, an inspection of this installation shall be conducted by the Carlsbad Fire Department 3. Once racks are stocked and merchandised, a full emergency access and lighting test shall be conducted by the Carlsbad Fire Department prior to permit issuance. 4. Once racks have been signed off by all involved departments, then an operational use permit will be issued by the Carlsbad Fire Department. Entry: 06/14/2013 By: gr Action: AP DATE: 05/15/2013 PROJECT NAIVIE: LOWE'S HIC - RACKING PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2515 PALOIVIAR AIRPORT RD J^ROJECT ID: CB131185 APN: • This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the F!RE Division is required |^ Yes • No ^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SEIZMIC, INC. You may also have corrections fiom one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attc-thed checklist please contact the follov.tng reviewer as marked: ', f C-'PIMNIING ^ ^^^E'NGIpERI,p# ; -760-^2-275^/ -| FIREjilvEN#ION,:^, Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov X Gi'eg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov Gina Ruiz 760-602-4675 Gma.Ruiz@carlsbadca.gov 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • •}> 1 1 Dominic Fieri 760-602-4664 Donffnic.Fieri@carlsbadca.gov Remarks: SEE ATTACHED Carlsbad Fire Department ^ ' Plan Review Requirements Category: TI, COMM Date of Report: 05-15-2013 , Reviewed by: Name: SEIZMIC INC Address. ATTN: AMY EDWARDS 161 ATLANTIC ST POMONA CA 91768 Permit #: CB131185 Job Name: LOWES-STORAGE RACKS Job Address: 2515 PALOMAR AIRPORT RD CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine comphance with the apphcable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0006309 [NOT MET] Comply with Articles 1 and 23 ofthe Califomia 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 ofthe storage. For certain high-hazard commodities, storage height over 6 feet will require a permit from the fire department. Cond: CON0006310 [NOT MET] Chapter 1, Section 104 ofthe California Fire Code allows the AHJ to require at no expense to the AHJ, you the applicant are to obtain a third-party Technical/Research report specific to the installation, use and protection of the vanous commodities to be stored in each rack system. This report once approved by the Fire Code Official shall accompany any submittal for any hazardous or high-piled storage arrangement. Additionally, once this |3lan is approved the owner/applicant (I.pwe's) shall be required to obtain and maintain all applicable Operational permits required for this installation and mat trials stored. Attached is a list of consultants whom have demonstrated specific competencies and understand our requirements. Entry: 05/15/2013 By: GR Action: CO \L\TF.Ri\L H.VNDL>NG |^'^fl> lEIRINC i;sT I at!:,''-' CVROUSELS LOCKERS SHUTTLES RACK BLDGS DRIVE-IN PLATFORMS SEISMIC ANALYSIS HEADER STEEL DESIGN SHELVING CONVEYORS MACHIMERY STAIRS RACK CANOPIES I-LOW SELECTIVE CAD DRAWINGS PERJ4ITTING SERVICE CATWALK FENCES IvIEZZAMNES STRUCTURALS CANTILEVER HANDSTACK SHEDS PRODUCT TESTING SUBMITTAL SERVICE RIVET FOOTmOS MODULAR OFFICES TANK SLTPORTS CATWALKS PUSH BACK STORAGE FIFLD INSPECTION STATE APPROVALS STEEL FOUNDATIONS PARTITIONS VERTICAL LIFTS MOVABLE GONDOLAS PICK MODULES VRC SPECIAL Licensed in All 50 States STRUCTURAL CORRECTION FOR LOWES 2515 PALOMAR AIRPORT ROAD CARLSBAD, CA 92008 SEIZMIC, INC. PROJECT #13-0458 PC# 13-1185 DATE: 5/29/2013 1. Provide a rack layout showing the location ofall racks. (Type A-E and cantilever rack). Response: Provided. Please see submitted layout. 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), Response: See note # 9 on sheet 13-0458-A 3. Obtain Fire Department Approval. Response: Fire department approval is forthcoming. 4. 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). Response: See page 11.1 of calculations 5. Note on plans that periodic special inspection is required during the anchorage of storage racks 8 feet or greater in height in structural assigned to Seismic Design Category D, E, and F. Response: See note # 6 on sheet 13-0458-A 6 Indicate the clearance from the new racks to the existing building walls and building columns. 161 ATLANTIC ST • POMONA • CA 91768 • TEL 909-869-0989 • FAX 909-869-0981 Response: See note # 10 on sheet 13-0458-A 7. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI. Response: See note # 11 on sheet 13-0458-A 8. The bolt size for the connection between the beam and column (detail 6A, 6B and 6C) should be clearly identified. Response: See detail 6A, 6B and 6 C on sheet 13-0458-A. 9. The connection details between column and beam appear to suggest using safety pin as part of the connection, (i.e. the 4-pin connection 6C shows three bolt and safety pin?) Please clarify. Response: No All connectors are two or 3 pin connectors. Calculations have been revised accordingly. 10. Provide calculation to show the column base plate and bolts for the cantilever rack (2/13- 458-B) is adequate to support all the loads. Response: See pages 27-30 and 34-35 of calculations for column, base and bolting adequacy of the cantilever rack. 11. The construction detail of the base for the cantilever rack appears to not identify on the plan, (see sheet 31-33 ofthe calculation) Please clarify. Response: See details 2 & V-C on sheet 13-0458-B for base construction. Should you have any questions, please feel free to contact me. Sincerely, Roy J. Farrow, Seizmic Inc. SPECIAL PFODUCTS TANK SUPPORTS MACFflNERY RACK BLDGS SHFDS MEZZANINES FOOTINGS COWEYORS TALL SUPPORTS HEADER SIEEL SORT PLATFORM PICK MODULES ROOF \'ERIFICATION STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK C.WTILEWR OTHER SERVICES SEISMICANALYSIS PERMIT ACQUISITION EGRESS FL.ANS STATE APPROVALS PRODUCT TESTING SHELVING ' METAL METAL'WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIALS PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAROFnCES FENCES Licensed in all 50 States 2515 PALOMAR AIRPORT RD CARLSBAD, CA Job No. 13-0458 161 ATLANTIC STREET * POMONA CA 91768 TEL (909) 869-0989 FAX (909) 869-0981 SEIZMIC' MATERIAL HANDLING ENGINEERING TEL . (909)869 - 0989 FAX (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 2 RF 4/11/2013 TABLE OF CONTENTS TABLE OF CONTENTS & SCOPE PARAMETERS COMPONENTS & SPECIFICATIONS LOADS & DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING ANCHOR ANALYSIS BASIC LOAD COMBINATIONS OVERTURNING BASEPLATE SLAB & SOIL . ' . ' . SCOPE: • i THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITSi COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. 4 9 10 11 12 16 17 18-20 21 22 23 24 SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 A FLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 3 CALCULATED BY RF DATE 4/11/2013 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IM ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECITON. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING Some components may nol be used or may vaiy TRIBUTARY AREA LEGEND 1. COLUMN 2. BEAM 3 BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6 DIAGONAL BRACING 7. BACK TO BACK, CONNECTOR TRANSVERSE LONGITUDIN.AL NOTE ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET SEIZMIC MATERLVL IIANDLING ENGINEERING TEL (909)869 - 0989 FAX (909)869 - 0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 4 CALCULATED BY RF DATE 5/29/2013 COMPONENTS & SPECIFICATIONS : TYPE A ANALYSIS PER SECTION 2208 OF THE 2010 CBC SITE CLASS = D Beam Elevation LEVELS = 4 PANELS = 4 PRODUCT LOAD / LVL = 4000 lbs, FRAME HEIGHT = 192 in. FRAME DEPTH = 48 in. BEAMLENGTH= 108 in. SEISMIC CATEGORY = D (Fa =1, Ss = 1.06) HI =48 m H2 = 48 m H3 = 42 m H4 = 42 m H4 H3 H2 H1 W4 ProductLoad/Lvl _^ W 1 =4000 lbs W2 =4000 lbs W3 =4000 lbs \V4 =4000 lbs W3 W2 W 1 Y4 Y3 H Y2 1 Paiiel Heights YI = 42 in Y2 = 42 in Y3 = 48 in Y4 = 30 in COLUMN BEAM Level 1 CONNECTOR fai Level 1 OK OK OK 3 X3 X IIGA Steel = 55000 psi Stress =48% 5 1/2" 13GA Steel = 55000 psi Max Static Capacity = 9037 lb Stress = 44% Three Pm Connector Stress = 43%) COLUMN BACKER BEAM @ Level 2+ CONNECTOR (ai Level 2+ OK OK None Stress • 5 1/2" 13GA Max Static Capacity = 9037 lb Stress = 44% Three Pm Connector i ' Stress = 36% BRACING BASE PLATE OK HORIZONTAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 16% OK DIAGONAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 34% OK 6mX6mX0.375 m Steel = 36000 psi MBase = 7568 in lb Stress = 53% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Beanng Pressure = 1000 psf Slab Puncture Stress = 47% Slab Bending Stress =19% Hiltl Kwik Bolt TZ (KB-TZ) ESR-1917 Pullout Capacity- = 1546 lbs Shear Capacity = 1475 lbs 0 5" X 3.5" Mm Embed No Of Anchors = 2 per Base Plate Anchor Stress = 33% SEIZMIC MATERLM HANDLING ENGINEERING PEL (909)869-0989 FAX (909)869 -0981 161 ATLANTIC STREET, POMONA. CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 5 CALCULATED BY RF DATE 5/29/2013 COMPONENTS & SPECIFICATIONS j TYPE B ANALYSIS PER SECTION 2208 OF THE 2010 CBC Beam Elevation ..^ LEVELS = 3 HI = 96 in I' M PANELS = 4 PRODUCT LOAD / LVL = 4000 lbs, FRAME HEIGHT = 192 in. FRAME DEPTH = 42 in. BEAM LENGTH= 102 in. SEISMIC CATEGORY = D (Fa =1, Ss = 1.06) H2 = 48 in H3 = 42 in H3 H2 HI SITE CLASS = D W3 W2 Wl ProductLoad/Lvl _^ Wl =4000 lbs. W2 =4000 lbs W3 =4000 lbs Y4 H Y3 Y2 YI Panel Heights YI = 42 in Y2 = 42 in Y3 = 48 in Y4 = 30 m COLUMN BEAM (a), Level 1 CONNECTOR (a). Level 1 OK OK OK 3 X3 X IIGA Steel = 55000 psi Stress =80% 5 1/2" 13GA Steel = 55000 psi Max Static Capacity = 9569 Ib Stress = 42% Three Pm Connector Stress = 56% COLUMN BACKER BEAM @ Level 2-1-CONNECTOR (a) Level 2+ OK OK None Stress = 5 1/2" 13GA Max Static Capacity = 9569 Ib Stress = 42% Three Pm Coimector Stress = 23% BRACING BASE PLATE OK HORIZONTAL 2 1/4 X 1 1/2 X 0 067 (B-42) Stress = 11% OK DIAGONAL 2 1/4 X 1 1/2 X 0 067 (B-42) Stress = 23% OK 6 in X 6 in X 0 375 in Steel = 36000 psi MBase = 8000 in lb Stress = 47% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 39% Slab Bending Stress = 16% Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 PuUoul Capacity = 1546 lbs Shear Capacity = 1475 lbs 0 5"X3 5" Mm Embed No Of Anchors = 2 per Base Plate Anchor Stress = 39% SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 6 CALCULATED BY RF DATE 5/29/2013 COMPONENTS & SPECIFICATIONS ^ TYPE C ANALYSIS PER SECTION 2208 OF THE 2010 CBC Beam Elevation LEVELS = 3 HI =78 in H2 = 56 m 113 = 58 in PANELS = 4 PRODUCT LOAD / LVL = 4000 lbs. FRAME HEIGHT = 192 in. FRAME DEPTH = 72 in. BEAMLENGTH= 120 in. SEISMIC CATEGORY = D (Fa = 1, Ss = 1.06) SITE CLASS = D W3 H3 H2 W2 Wl ProductLoad/Lvl W1 =4000 lbs W2 =4000 lbs W3 =4000 lbs -V- T Y4 H Y3 Y2 Y1 Panel Heights YI = 42 ro Y2 = 42 m Y3 = 48 in Y4 = 30 in 4-D COLUMN BEAM (ai Level 1 CONNECTOR Level 1 OK OK OK 3X3X11GA Steel = 55000 psi Stress =56% 5 1/2" I3GA Steel = 55000 psi Max Static Capacity = 8134 lb. Stress = 49% Three Pin Connector Stress = 48% COLUMN BACKER BEAM (al Level 2+ CONNECTOR Level 2-i- OK OK None Stress = 5 1/2" 13GA Max Static Capacity = 8134 lb Stress = 49% Three Pm Connector I ' Stress = 29% BRACING BASE PLATE OK HORIZONTAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 28% OK DIAGONAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 41% OK 6 inX6 inXO 375 m Steel = 36000 psi MBase = 8000 in lb Stress = 47% SLAB & SOIL OK ANCHORS OK Slab = 5" X 4000 psi Soil Beanng Pressure = 1000 psf Slab Puncture Stress = 32% Slab Bending Stress = 13% Hllti Kwik Boh TZ (KB-TZ) ESR-1917 Pullout Capacm' = 1546 lbs Shear Capacity = 1475 lbs 0 5"X3 5" Mm Embed No. Of Anchors = 2 per Base Plate Anchor Stress = 25% SEIZMIC- MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 7 CALCULATED BY RF DATE 5/29/2013 COMPONENTS & SPECIFICATIONS ; TYPE D ANALYSIS PER SECTION 2208 OF -fflE 2010 CBC Beam Elevation ^ HI =24 m H2 = 48 in H3=48m H5 H4 = 36 m H5 = 36 m LEVELS = 5 PANELS = 4 PRODUCT LOAD / LVL = Load Varies FRAME HEIGI-rr = 192 in. FRAME DEPTH = 28 in. BEAM LENGTH= 97 in. SEISMIC CATEGORY = D (Fa = 1, Ss = 1.06) H4 H3 H2 HI SITE CLASS = D W5 W4 W3 W2 W 1 ProductLoad/Lvl , Wl =2000 lbs W2 =3000 lbs W3 =3000 lbs W4 =3000 lbs W5 =3000 lbs Y4 Y3 Y2 YI Panel Heiglns YI = 42 in Y2 = 42 m Y3 = 48 in V4 = 30 m ^ D-Jf COLUMN BEAM M Level 1 CONNECTOR (al Level 1-3 OK OK OK 3 X3 X UGA Steel = 55000 psi Stress =38% 2 1/2" 15GA(4250) Steel = 55000 psi Max Static Capacity = 2074 lb Stress = 96% Two Pin Connector Stress = 53% COLUMN BACKER BEAM (a) Level 2-t-CONNECTOR @ Level 4 ^ OK OK None Stress -• 3 9/16" UGA (4356) Max Stadc Capacity = 3758 lb Stress = 80% Three Pm Conneclor Stress = 42% BRACING BASE PLATE OK HORIZONTAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 10% OK DIAGONAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 27% OK 6 in X 6 in X 0 375 in Steel = 36000 psi MBase = 3167 in lb Stress = 36% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Beanng Pressure = 1000 psf Slab Puncture Stress = 56% Slab Bending Stress = 23% HilU Kwik Boh TZ (KB-TZ) ESR-1917 Pullout Capacity = 1546 lbs Shear Capacity' = 1475 lbs 0 5" X 3 5" Mm Embed No Of Anchors = 2 per Base Plate Anchor Stress = 84% NOTES 5-1/2" BEAM OK AT LEVEL 4 & 5 SEIZMIC' MATERIAL HANDLING FNGINr.ERING TEL (909)869 - 0989 FAX (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 8 CALCULATED BY RF DATE 5/29/2013 COMPONENTS & SPECIFICATIONS ; TYPE E ANALYSIS PER SECTION 2208 OF TI-IE 2010 CBC SITE CLASS = D Beam Elevation LEVELS = 5 Hi=6in H2 = 26 m H3 = 28 in H4 = 96 m PANELS = 3 PRODUCT LOAD / LVL = 1500 Ibsl^ FRAME HEIGPrr = 192 in. FRAME DEPTH = 42 in. BEAM LENGTH= 148 in. SEISMIC CATEGORY = D (Fa = l, Ss = 1.06) H5 H4 H H3 H2 HI -4 W5 W4 W3 W2 W1 ProductLoad/Lvl Wl =1500 lbs W2 =1500 lbs W3 =1500 lbs W4=1500 lbs W5 =1500 lbs Y3! H Y2 YI Panel Heights YI = 55 m Y2 = 100 1) Y3 = 30 m D COLUMN BEAM (g Level 1 CONNECTOR (al Level 1-3 OK OK OK 3 X3 X IIGA Steel = 55000 psi Stress =24% 3 9/16" 14GA (4356) Steel = 55000 psi Max Static Capacity = 1734 lb Stress = 87% T]WO Pin Connector • Stress = 24%) COLUMN BACKER BEAM @ Level 24-CONNECTOR @ Level ^ + OK OK None Stress = 5 1/2" 13GA Max Static Capacity = 5649 lb Stress = 27% Three Pin Connector ; Stress = 25% BRACING BASE PLATE OK HORIZONTAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 7% OK DIAGONAL 2 1/4 X I 1/2 X 0 067 (B-42) Stress = 26% OK 6inX6inX0'375 in Steel = 36000 psi . MBase = 327 in lb Stress = 15% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Beanng Pressure = 1000 psf Slab Puncture Stress = 26% Slab Bending Stress =11% Hllti Kwik Bolt TZ (KB-TZ) ESR-1917 Pullout Capacity = 1546 lbs Shear Capacity = 1475 lbs 0 5"X3 5" Min Embed No Of Anchors = 2 per Base Plate Anchor Stress = 24% SEIZMIC PROJECT FOR MATERIAL HANDLING ENGINEERING TEL (909)869- 0989 FAX (909)869-0981 161 ATLANTIC STREET. POMONA. CA 91768 LOWES LOWES SHEET NO. 9 CALCULATED BY RF DATE 4/11/2013 LOADS AND DISTRIBUTION; Number Of Levels- 4 wPL (Sum of product loads) 16000 lbs wDL (Sum of dead loads) 400 lbs TOTAL FRAME LOAD: 16400 lbs Fa: LOO Ss. 1.06 le- 1.00 Rw (Longitudinal): 6.00 Rw (Transverse). 4.00 LONGTUDINAL DIRECTION 2/3-F,-5,-/,-(((0.67)-ff/J+r„J 0.75-0.67 VI [(2/3) X 1 X I 06 X 1 X (((0.67) 16000) + 400) / 61 X 0.75 X 0.67 V • 658 lbs V,.. TRANSVERSE DIRECTION R... •0.75-0.67 [(2/3) X 1 X 1.06 X 1 X (((0.67) 16000) + 400) / 4] X 0.75 X 0 67 V ' 987 lbs F=V ^ W,H, ^ Levels K LONGITUDINAL TRANSVERSE Levels K /, VP /; 1 2 3 4 48 96 138 180 4,100 4,100 4,100 4,100 196,800 393,600 565,800 738,000 68 137 197 256 4,100 4,100 4,100 4,100 196,800 393.600 565,800 738,000 103 205 295 385 1,894,200 658 lbs 1,894,200 987 lbs SEIZMIC' MAT ERIAL HANDLING ENGINEERING TEL (909)869 -0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 LOWES LOWES 10 CALCULATED BY RF DATE 4/11/2013 PROJECT FOR SHEET NO. LONGITUDINAL ANALYSIS; THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT) i^,lp„a + ^n,.., = + „„,,,, I - ^ M Upper Lomi V, 2 329 lbs kmh M ikise - 7568 in/lb t-RONT FLEVAl ION LEVELS h ./, AXIAL LOAD MOMENT MEnds Mconn 1 46 34 8,200 7,566 1,099 8,422 2 48 68 6,150 7,080 1,099 7,022 3 42 98 4,100 4,767 1,099 4.837 4 42 128 2,050 2,709 1,099 2.454 SAMPLE CALC. = (329 lbs X 46 in) - 7568 in/lb = 7,566 m/lb SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869- 0989 FAX (909)869-0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT FOR LOWES LOWES SHEET NO. 11 CALCULATED BY RF ^^'^^ 4/11/2013 COLUMN ANALYSIS : P = M = K.. • L.. Axial R. K = 8200 lbs 7566 in/lb = 1.2X46in/1 3in = 42.3 = lX42in/l.lin = 39.8 KL R Max = 42.3 WE ik-l/ f = 162.7 KSI 2 = 28 KSI Since: F„ > F„ ll F.. - F. 1--F. Pn = Aeff-F„ P p n_ P 55 KSI X [1 -55 KSI /(4 X 162.7286KSI)] 50.4 KS! 0 997 in'^2 X 50.4 KSI = 50202 lbs 50202 lbs/1.92 = 26147 lbs 0.31 Flexure P P Cmx • M 5z«ce:-->0.15 Check: Myield ^M^^S,-F^r '-'32 '"'^S x 55000 PSI Max = • Per = Yl'EI 1 62260 / 1 67 62260 in/lb 37281 in/lb 1/1 - ac-Per (3 14159)^^2 X 29500 KSI X 1.698/(55 2in.)-^2 = 162248 lbs = (1/(I-(1.92 X 8200 lb/162248 lb)))'^-l = 0.9 (8200 Ib / 26147 lb) + (0.85 X 7566 in/lb / 37281 in/lb X 0 9) = 0.5 (50%) A SECTION PROPERTIES A 3 in B • 3 in t : 0.12 in Aeff 0 997 in'^2 lx 1 698 in'^4 Sx 1,132 in'^3 Rx 1.305 in ly 1 I 1 inM Sy • 0.732 10-^3 Ry 1 055 in Kx 1.2 Lx 46 in KY : 1 Ly : 42 in Fy 55 KSI E 29500 KSI Qc: 1.92 Qf: 1 67 Cmx . 0.85 Cb : I MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, GA91768 PROJECT FOR SIEET NO. CU CUL ATID BY DATE LOWES I'! 1 EF 5;':5aoL COLUMN ANALYSIS WEAK AXIS COLUMN ANALYSIS SECTION Pstatic= 8,200 LB Pseismic= 5880IN-LB/42 IN = 140 LB Ptotal= 8,340 LB My= V*h = 493.5 LB * 5 IN = 2,468 IN-LB KxLx/rx = 1.2*46 IN/1 305 IN Vi::::^ = 42 3 <=== (Kl/r)max KyLy/ry = 1*5 IN/1 055 IN = 4.7 czdl/' AXIAL SIDE ELEVATION Fe= TT'^2E/(KL/r)max'^2 V= 494 LB -162 7 KSI Mseismic= 5,880 IN-LB Fy/2= 27 5 KSI h= 5.0 IN SINCE, Fe > Fy/2 DEPTH= 42 IN THEN, Fn= Fy(1-Fy/4Fe) = 55 KSI*[1-55 KSI/(4*162 7 KSI)] (EQ 04-3) SECTION PROPERTIES = 50 4 KSI A= 3 OIN Pn= Aeff*Fn B= 3 0 IN = 50,202 LB (EQ C4-2) C= 0.75 IN Qc= 5/3-1- (3/8)*R-(1/8)*R'^3 t = 0 120 IN ' = 1 81 Aeff = 0 997 IN'^2 Pa= Pn/Qc lx = 1 698 INM = 50202 LB/1 81214054838147 (EQ C4-1) Sx = 1 132 IN'^3 = 27,703 LB rx -1 305 IN ' P/Pa= 0 30 > 015 ly = 1110 INM: FLEXURE Sy = 0 732 IN'^3, CHECK P/Pa -1- (Cmx*Mx)/(Max*|Jx) < 1 33 ry = 1.055 IN ' P/Pao + Mx/Max < 1 33 (EQ C5-1) Kx = 12 1 Pno= Ae*Fy (EQ C5-2) Lx = 46 0 IN i = 0.997 IN'^2 *55000 PSI Ky = 1.00 i = 54,835 LB Ly = 5 0 IN ; Pao= Pno/fic Fy= 55 KSI = 54835 LB/1.81214054838147 E= 29,500 KSI .-30,260 LB nf= 1 67 1 Myield=My= Sy*Fy Cmx= 0 85 i = 0 732 IN'^3 * 55000 PSI Cb= 1 0 i = 62,260 IN-LB Mx= {1/[1-(nc*P/Pcr)]}'^-1 THUS, Max= My/nf = 62260 IN-LB/1 67 = 37,281 IN-LB Pcr= TT'^2EI/(KL)max'^2 = Tr'^2*29500 KSI/(1 2*46 IN)'^2 = 162,249 LB (8340 LB/27703 LB) + (0 85*2468 IN-LB)/(37281 IN-LB*0.91) ^ (8340 LB/30260 LB) + (2468 IN-LB/37281 IN-LB): {1/[1-(1,81214054838147*8340 LB/162249 LB)]}'^-1 0 91 i 0 36 0 34 (EQ 05-1) (EQ C5-2) SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX . (909)869 - 0981 161 ATLAN^nC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 12 CALCULATED BV RF DATE 4/11/2013 DETERMllNE ALLOWABLE MOMENT CAPACITY Check Compression Flange for Local Buckling (B2.1) w = c-2-l-2-r= 1.7-(2 * 0.083)-(2 * 0.25) = 1.03 in M'/t = 1 03 /0 083 = 12.41 A = {l.052/Vl)-(w/0-VK7^ = (1.052 / (4)'^0 5) * 12.41 * (55 / 29000) 0.5 = 0.28 <= 0.673 Flange is fully effective Check Web for Local Buckling per Section fB2.3) fX'^omp)^-F^,-{yJy2)= 55 * (2.54 / 2.87) = 48.68 KSI ./2 (tension) = • (>'i / ja) = 55 * (2.3 / 2.87) = 44.08 KSI = ./i //i = 2.54 / 2 3 = -0.906 /k=4-f2-(l-v/)'+2-(l-(//) = 4 + (2 * (I + -0.906)'^3) + 2 * (1 + -0.906) Plat Depth = w = y^+y-^- 2.3 + 2 54 w//= 4.84/0.083 4.84 h^. =w- /?, =: Z),(3 -(//)= 4 84 * (3 - -0 906) = 18.91 = 2.42 ^, 4-^2 = 18.91 +2.42 = 4.84 / 2 21.66 4.84 in. 58.31 <200 OK l = (l.052/Jk)-{M>/ty^iFjE) = (1 052 / (21 66)^0 5) * 58 31 * (48.68 / 29000)^^0.5 = 0.54 = 21.33 Web is fully effective 2.3 yi • 2.87 • 2 54 yc,-2 634 4.7 Sc-1 639 I: 0 083 r: 0 25 55 fc 65 E: 29000 TopFlange: 1.7 BottomFlange: 2 75 WehDepth: 5.5 SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX . (909)869 - 098! 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 13 CALCULATED BY RF DATE 4/11/2013 DETERMllNE ALLOWABLE MOMENT CAPACITY (cont.) Determine Effect of Cold Working on Steel Yield Point (FYA) per Section A7.2 F^,,=c-F^^+{l-e)-F^ Lcorne, = 4 = (^S)'+ = 3,14159 * (2 * 0.25-^ 0 083) / 4 = 0.46 C = 2-LjLf+2-L^^ 2 * 0.46/(1.03-t-2*0.46) =0.47 ^ lUltisie-lop ^1 m = 0.192 •(F„/F,J-0.068= 0 192 * (65/55)-0 068 4=3.69-(,/;7/;,)-o.8i9-(y;,//J-i.79 = 3.69 * (65 /55)-0.819 * (65 /55)^^2- 1 79 /„//,= (65 /55) r// = (0.25 / 0.083 = 4 - F„/(r//)"' = 1 43 * 55 / (0 25 / 0.083)^^0 16 fva-iop= 0 47 * 65.93 + (1 -0.47)* 55 f.a^l.„ion, fya ' y.j[depth - y,^)=^ 60.14 * 2.634/(5.5 - 2.634) Check Allowable Tension Stress for Bottom Flange ^IkiiiKi-hoi ~ ^fh ~ ^holloin ^'^ 2 • / - 2.75 - (2 * 0.25) - (2 * 0.083) C„„„„„=C„=2-LJ{L„, + 2.LJ = 2 * 0 46 / (2 08 -I- 2 * 0 46) ^V-hnllom ~ ^yh ~ Q) ' ^yc 0 ~ ) ' ^yf 0.31 * 65.93 +(1 - 0.3 0*55 F =F ya yci-lop 2.08 0.31 58.39 = 1.03 in. = 0.16 yi •• 2.3 = 1.43 2.87 i • 2 54 " 1.181 < 1.2 2.634 = 3.012 <7 0K ' A: 4.7 1.639 = 65.93 t: 0.083 ! • 0.25 = 60.14 '\Fy-. 55 fc 65 \ E\ 29000 = 55.27 TopFlange: TopFlange: 1.7 BottomFlange: 2 75 WehDepth: 5 5 60.14 60.14 SEIZMIC' MATERIAL HANDLING ENGINEERING PEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET. POMONA. CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 14 CALCULATED BY RF DATE 4/11/2013 DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR Check Bending Capacity M,,.„,,,=<l>-M„=W.L-Q-Rji Q = LRFDLoadFactor = 1.2 • DL -p 1.4 • +1.4 • 0.125 • FZ forDL = 2%qfPL Q= 12 * 0 02+14+1.4 * 0 125 = 1.599 R„,=\-[{2.F-L)/{6-E-Ib + 3-F-L)] = I-((2 * 150 * 108)/((6 * 29000 * 4.7)+ (3 * 150 * 108))) = 0.96 If^ = 0.95 ^•M,,=^-Fya-S,= 0.95 * 60.14 *1639 = 93.64 in M„„=fT/.Z-(l-i?J/8 = 9037 * 0 5 * 108 * (1- 0.96)/ 8 = 2440 in/lb W =(/)-M „•%•{# of Beams)/{L • R„, • Q.) = 93.64 * 8 * 2/(108 * 0.96 * 1 599) * 1000 = 9037 lb/pair Check Deflection Capacity R,=\-{4-F-L)/{5-F-L + \0'E-1,)^ 1-(4 * 150 * 108)/((5 * 150 * I08) + (10 * 29000 M.7)) = 0.96 A,,={5-W-L')/{384-E-],) Z/180 = (5 • 1^ • Z' • R, )/(3 84-E-I„4 of Beams) ((5 * 9037 /2000 M08'^3)/(384 * 29000 * 4.7))* 0.96 = 0.52 W = {3S4-E-F2)/(m-5-L'•R,) = 384 * 29000 * 4.7 * 2/(ISO* 5 *(I08'"2)* 0,96)* 1000 = 10387 lb/pa yi • 2.3 yi • 2.87 y^ • 2.54 y^c-2 634 J.C-4.7 Sc-1 639 t: 0.083 r: 0.25 55 ic 65 E: 29000 TopFlange: 1.7 BottomFlange: 2.75 WebDeplh: 5 5 Allowable Load = 9037 lb/pair SEIZMIC' MATERIAL HANDLING ENGINEERING I EL (909)869- 0989 FAX (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 15 RF 4/11/2013 ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL ^"^C om ^Allow.XmmiL -S,*F, M,,.,, = m'/s M„,,,„^ = m,,,„, *//8 M,, , = ^"^C om ^Allow.XmmiL -S,*F, Level Msiauc •^Allow.Slalic Seismic ^ Allow.Seismic Result 1 54972 122000 8422 54087 ': GOOD 2 54972 122000 7022 54087 GOOD 3 54972 122000 4837 54087 GOOD 4 54972 122000 2454 54087 GOOD SEIZMIC PROJECT FOR MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 LOWES LOWES SHEET NO. 16 CALCULATED BY RF ^^^^ 5/29/2013 BEAM TO COLUMN ANALYSIS : TYPE A CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS- 1 SHEAR CAPACITY OF PIN PinDiameter - 0.438/«. F.. = 55000 PSI AT LEVEL 1 ^shca, =DiameterClL P -0 4. F • A J .Shear ^^'^ ' v Shear 0.1507 in'^2 0.4 X 55000 X 0 1507 m'^2 3315 lbs 2 BEARING CAPACITY OF PIN ColumnThickness = 0 12 Z;, = 65000PSI Q = 2.22 « = 2.22 P/iearmK = " Col .Thickncss j Q = 2.22 X 65000 X 0.438 X 0.12 / 2 22 3 MOMENT CAPACITY OF BRACKET Edge Dist . = \.OIn. PinSpacing = 2 In F. = 55000 PSI 3416 lbs C= P,+P,+P, T,„^=0.n9In. S,„^=0\21In' ^Capacilv ~ Sciip ' F^ = i^+/^(l5/4.5)+i^(.5/4.5) = PI X 1.667 'lip Bending 0 127 In^3 X 66XFy = 4610 in-lb C-d = M^^^^,„^= 1 667 P^.d 3" d = EdgeDisl/2 = 0.5 ^uip Capacity/( 1.661 -d) = 4610/(1.667 X 0.5)= 5531 lbs MINIMUM VALUE OF Pl GOVERNS P = 3315 lbs t?=7ga - 1-5/6" -)f ' I Conn-Allow [P,*4.5]+[P, *(0.5/4 5)*0.5] 19706in-lb > 8422in-lb OK SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX • (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 17 CALCULATED BV RF DATE 4/11/2013 TRANSVERSE ANALYSIS; BRACING: IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING . COMPRESSION MEMBER Ldiag = 7(Z-6)' +{D-{2- BCol)f = jsj- Virans • LDiag Vdiag = k-l rMin F. = d (1 X 55.3173)/(0 485) n'e k-l rMin I F„ ' 2 F =F It c = 1300 lbs 114.1 In = 22001.8 PSI 27500 ' Pma« = 22001.8 PSI SIDE ELEVATION Panel Height (L) = 42 In Panel Depth (D) = 48 In Column Depth (B) = 3 In Clear Depth (d) = (D | 2*B) = 42 P, = Area-F„ 7349 lbs Qc = 1.92 P P = " " Qc 3828 lbs Brace Stress = VDiag P. 0.34 < 1 (34 %) SEIZMIC' MATERIAL HANDLING ENGINEERING TRL • (909)869 - 0989 FAX (909)869-0981 161 ATLANTIC SFREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 18 RF 4/11/2013 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318 S APPENDIX D Assumed cracked concrete application Anchor TvPe ICC Report Number Slab Thickness Min. Slab Thickness {h^.^^^) Concrete Streneth (f\) Diameter {d^^ Nominal Embedment {h„„„,) Effective Embedment [h^i) Number of Anchors {n) e'N eT From ICC ESR Report Ae r I Ufa C mm = Hilti Kwik BoU TZ (KB-TZ) 1/2" dia, 3.25" hef, 6" min slab = ESR-1917 = 6 in = 6 in. = 4000 in = 0.5 = 3.5 in = 3.25 in. 4 in 0 in. 0 101 in.sq. 106000 psi 2 375 m 2 375 in 7.5 m 4915 lbs Tension Capacity Shear Capacity 2021 lbs 2753 lbs 0.75 0.75 \.5.h^, = 4.88 in = 6 4 875 in Ca2 = 12 W«t;C„2_„,/^ = 4.875 in 3-V = 9 75 in 5| = 4 in = 4 in. = 0 m. ^-'^eS^^,^,^ = 0 m. A V 1 .SCgl Sl 1 bCa'J Adj. Strength 1515 lbs 2065 lbs ASD Value Conversion Factor 1 4 1546 lbs 1475 lbs SEIZMIC =i] PROJECT LOWES ! FOR LOWES ' MATERIAL HANDLING ENGINEERING SHEET NO. 19 1 TEL • (909)869 - 0989 FAX (909)869 - 0981 CALCULATED BV RF 161 ATLANTIC STREET, POMONA, CA 91768 DATE 4/11/2013: ANCHOR ANALYSIS TENSION STRENGTH Steel Strength D.5.1 ^ = 0.75 D.4.3. a) i) ^yV,„ = (Z*«4s..^« (0.75 * 2 * 0.101 * 106000) = 8030 lbs D-2 Concrete Breakout Strength <I)N^i,^. D.5.2 ^ = 0.65 D.4.3 c) il) Condition B CateRory 1 AN. = (QI a.lj + S,,acl, +1 )• (C„2,„/; + S^^^,,j + 1 .5\,f ) = 134.0625 in.sq. ^M«=9/z^V = 95.0625 1 Check if - ^NCI^NU, =1.41 y^cc.N = 1 D.5 2.4 1 yCd.N = 1 D 5 2 5 yc.N = 1 ; D.5.2,6 = 17 D522 K = 1 Nh=kMf'y'{K)' = 6299 lbs D-6 ; D.5 2.7 i (l>Nu„ = 'PUNC I^NCO tyc. ,N \yC',i.N \yc,N IVCP.N X^I> ) \ D.5.2.1 (0.65 * (134 0625/95.0625) + i * l * i * 1 * 629= 5774 lbs 1 Pullout Stength ^^p„ D.5.3 ^ = 0.65 D.4.4 c) li) Condition BCateeor\' 1 ^c,,, = 1 '; D.5 3 6 <l>^pn =^ ^yC.p^P.C, (./''c/2500)'" (0.65 * 1 * 2 * 4915 (4000/2500) '"0.5) = 4041 lbs D 5.3.1 1 Steel Strength (^iV^J 8030 lbs \ Embedment Strength - Concrete breakout strength 5774 lbs Embedment Strength - Pullout strength {^N) 4041 lbs 1 SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 20 RF 4/11/2013 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength ^F,,, Steel Strength (i^V^J 8351 lbs Embedment Strength - Concrete breakout strength [i^V^,,^,) 5506 lbs Embedment Strength - Pryout strength {^V^,,) 12436 lbs D.6.1 D 4.3 a) li) </> = 0.65 D-28 = ^n • 0.6/l^,./;„„ (0 65 * 2 * 0.6 * 0 101 * 10 = 8351 lbs Concrete Breakout Strength i/iVcbg D.6.2 Concrete Breakout Strength i/iVcbg D 4.3 c) i) condition B <t> = 0.7 = (1 -S^V,, + +1.5c„, )h„ = 132 in.sq. A-u, = '^^a\K = 108 in.sq. Check if A'c-'^A-c, A/c / A'co = 1.22 yCc.v = 1 D 6.2.5 D.6.2.6 yc.i.- = 1 D6.2 7 y^h.v = 1.22 D.6.2.8 da = 0.5 in. A' = 1 in. D.6 2.2 A' = 1 in. 4 = 1 D.3 6 ^h = the smaller of'^ih/daT'{daT^'^aif'cJ^'^a\\nd ^\if',) ' = 5285 lbs D-33, D-34 (l>y.h, = AAC 1 A'.„ \yCc.v lyc.n \yc.v \yc,.v \Vh) D.6.2.1 (0.7 * 1.22 * 1 * 1 * 1 * 1.22 * 5285) * 1 = 5506 lbs Concrete Pryout Stength cjjV^^^ D.6.3 <!> = 0.7 D4 3 c) i) Condition B cp D,6.3.1 ^ch!i= 8883 lbs ^Kpii = ^^cp^chii (0.7 * 2 * 8883) = 12436 lbs D.6.3.1 SEIZMIC PROJECT FOR MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 LOWES LOWES SHEET NO. 21 CALCULATED BV RF DATE 4/11/2013 BASIC LOAD COMBINATIONS y = 987 lb Irons Product Load/2 (PL) = 8000 Ib V = 658 Ib long Dead Load/2 (DL) = 200 lb ,<? = ,0 707 Seismic Load (EL) = 5565 Ib BASIC LOAD COMBINATION i. DL 1.0 * 200 = 200 Ib 2 DL + PL + LL + (Lr or SL or RL) 200 + 8000 + 0 + 0 = 8200 lb 3: (0 6 * DL) + (0 75 * 0.6 * PLapp) - (0.75 * WL) (0.6 * 200) + (0.75 * 0.6 * 5360) + (0.75 * 0) = 2532 Ib 3: ((0.6 - (0.11 * Sds)) * DL) + (0.75 * (0,6 - (0 14 * Sds)) * PLapp) - (0.75 * 0.67 EL) (0 6 - (0 1 1 * 0 707)) * 200 + (0.75 * (0.6 - (0.14 * 0.707))) * 5360 - (0.75 * 0 67 * 5565) = -678 lb 4: DL + (0.75 * PL) + LL + (Lr or SL or RL) + (0.75 * WL) 200 + (0.75 * 8000) + 0 + 0 + (0 75 * 0) = 8200 Ib 4- (1 + (0 1 1 * Sds)) * DL + (0.75 * (1 + (0.14 * Sds) * PLapp) + (0.75 * 0.67 * EL) (I + (0.11 0 707)) * 200 + (0 75 * (1 + (0.14 * 0.707))) * 8000 + (0.75 * 0.67 * 5565) = 9606 Ib 5. DL + LL + (0.5 * (SL or RL)) + (0.88 * PL) + IL 200 + 8000 + (0.5 * 0) + (0.88 * 8000) + 2000 = 9240 Ib SEIZMIC MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 22 RF 4/11/2013 OVERTURNING ANALYSIS : FULLY LOADED Total Shear = 987 lbs Mo.,=yin,in-Ht M,„„ = 987 X 136 M, -5](^f^,+.85>FZ)z)-c//2 = (16000+(.85 X 400)) X 48/2 134232 in/lb 392160 in/lb P lIpLip P. d _1(AZ„,+Mj MaxOomi (134232 -392160)/48 -5373 lbs. Puplifl <= 0 No Up Lift = (134232 +392160)/48 = 10967 lbs. TOP SHELF LOADED Shear M M 391 lbs M =V -Ht ^ OVI ' top ' = 391 X (180 + ((42 - 10)/2)) M , (4000 +f.85 X 400)) X 48 12 76560 in/lb 104160 in/lb (76560 - 104160)/48 -575 lbs. Puplifl<=0 No up Lift W -D- P uplift CROSS AISLE ELEVATION P Vpl-ill ANCHORS No of Anchors • 2 Pull Out Capacity : 1546 Lbs. Shear Capacity . 1475 Lbs, COMBINED STRESS Fullv Loaded = (0 / 1546 X 2))+ ((987 /2)/(1475 X 2)) = 0 17 Tov Shelf Loaded = (0 / (1546 X 2))+ ((391 /2)/(1475 X 2)) = 0.07 Seismic UpLift Critical fLC#3) = ((678 / 1546 X 2))+ ((987 /2)/(1475 X 2))) / 1 2 = 0.32 Sec 4.22 ESR-1917 USE 2 Hllti Kwik Bolt TZ (KB-TZ) 1/2" dia, 3 25" hef, 6" min. slab Anchors per Baseplate SEIZMIC MATERIAL HANDLING ENGINEERING TEL • (909)869 - 0989 FAX . (909)869 - 0981 161 ATLANTIC SFREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 23 CALCULATED BV Rp DATE 4/11/2013 BASE PLATE ANALYSIS : THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY), THERE ARE 3 CRITERIA IN DETERMINING Mb THEY ARE 1 MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3 Vcol*h/2 (FULL FIXITY) Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. M Hav P P i ol A D-B M,. fh = fh2-- 8200 lbs 7568 in/lb D-B^/6 2-h •fh B fh\ ~ fh ~ fh2 Base Plale Width (B) Base Plate Depth fD) Base Plate Thickness ft) 6 in 6 in h bl = 0.375 in Fy(base) = 3 ill 1.5 in 36000 PSI 227.8 PSI = 210.2 PSI 105.11 PSI 105.11 PSI ifTl 1 + bl wb^ _ b^ •[/. + /;„+-67/;,,] S Husc — l-C F = 75F 'Base •'•^'^y f ^ M„ F S • F ' h '-'lime ' Iktsa = 453.33 in/lb 0.02 in/cb = 36000 PSI = 0.53 <= 1 OK J 1 ft.1 SEIZMIC MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 24 CALCULATED BV RF DATE 4/11/2013 Ks SLAB AND SOIL : THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING PUNCTURE P 8200 lbs 134232 in-lb p^^^^^ = (l .2 + 0.2Sds)-DL + (0.85 + {).2Sds)-PL +1 .OEL 13764 lbs F. panel C ^ 0 A -t- 3 3^, 2.66-^--V/c < f P J V max F ~ A -F V mmu I = 100.94 PSI = 288 sq. in. = 0.47 punci SLAB CHECK [—- = 474.341649025257 ,f>P„=^-L72-{{k^-rJeJ-lO' +3.6)- f, -t^ = 70775 lbs. d, req' d = ^(^i,.-,. /((^^ • 1 -72 • ({k^ -rJ e^)-]0'+3.6)- f\)) = 2.65 in. h-'^{erd,req'd' /(l2-{\-'JC^ = 18.37 b,reg'd = 2-b = 36.74 in. (Grav. - seis. critical) FOOTFNG B = 6 m W = 6 in t/ = 48 m CONCRETE b = 1 5 ;< Radius .f'c 1 X e. 4000 PSI 6 m 06 0.6 50 pci 3 3604996.53259 SOIL fsoil = 1000 PSF IVIATERIAL HANDLING ENGINEERING TEL. (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 25 RF 4/11/2013 CANTILEVER RACK ANALYSIS: PROJECT SCOPE THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 2010 CALIFORNIA BUILDING CODE THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES SPECIFICATION COLUMN STEEL- 50,000 PSI ARM STEEL- 50,000 PSI BASE STEEL- 50,000 PSI BOLTS- GR 5 OR SIMILAR SLAB-6 IN* 4000 PSI SOIL- 1000 PSF SEISMIC FORMULA- Cs x W (SECTION 1613 OF THE 2007 CBC) CONFIGURATION # LEVELS= 4 ARM LENGTH= 54 IN LUARM= 1,800 LB DL/ARM= 35 LB SUMMARY OF RESULTS i ARM COLUMN LONGITUDINAL BRACE TYPE= S4x7,7 STRESS= 75%/OK TYPE= W8x18 STRESS (S)= 60%/OK STRESS (D)= 56%/OK TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK ; CONNECTION = BOLTED 1 O75"0 GR|5B0LT STRESS= 43%/OK 1 ARM CONNECTION TYPE= W8x18 STRESS (S)= 60%/OK STRESS (D)= 56%/OK TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK ; CONNECTION = BOLTED 1 O75"0 GR|5B0LT STRESS= 43%/OK 1 # BOLTS= 2 BOLTTYPE= GR 5 STRESS= 49%/OK BASE TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK ; CONNECTION = BOLTED 1 O75"0 GR|5B0LT STRESS= 43%/OK 1 # BOLTS= 2 BOLTTYPE= GR 5 STRESS= 49%/OK TYPE= W8x18 STRESS (S)= 56%/OK TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK ; CONNECTION = BOLTED 1 O75"0 GR|5B0LT STRESS= 43%/OK 1 # BOLTS= 2 BOLTTYPE= GR 5 STRESS= 49%/OK TYPE= W8x18 STRESS (S)= 56%/OK ANCHORS TYPE= HILTI KB TZ SIZE= (2) 0 625"x4" EMBED PER BASE STRESS (S)= 2%/OK ! STRESS (D)= 56%/OK TYPE= HILTI KB TZ SIZE= (2) 0 625"x4" EMBED PER BASE STRESS (S)= 2%/OK ! STRESS (D)= 56%/OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 26 RF 4/11/2013 LOADS AND DISTRIBUTION: SYSTEM TYPE= SINGLE & DOUBLE SIDED V = CsxW = 0 8Si / (R/l) Ss= 1 06 Fa = 1 08 S1 = 0.625 Fv = 1 5 1= 1 00 R= 3 V-coeff = 0BSi/(Rx1,4) = 0.119 LL/ARM= 1,800 LB DL/ARM= 35 LB < PER SECTION 15 4 ASCE 7-05 FOR S1>0 6g < PER SECTION 15 4 ASCE 7-05, TABLE 15 4-2 FOR DISTRIBUTED MASS CANTILEVER n=# OF LEVELS= 4 Vtotal(sgl ) = 0 119 x 1835 LB X 4 LVLS = 874 LB Vtotal(dbl.) = 0 119 X 1835 LB X 4 LVLS x 2 SIDES = 1,747 LB LEVEL H1 H2 H3 H4 Hx 52 IN 92 IN 132 IN 172 IN Wx 1,835 LB 1,835 LB 1,835 LB 1,835 LB XFn=V/Frame= Hx Wx 95,402 IN-LB 168,788 IN-LB 242,174 IN-LB 315,560 IN-LB 821,923 IN-LB 1 (SINGLE LOAD 101 LB 179 LB 257 LB 335 LB 874 LB Fl (DOUBLE LOAD) 203 LB 359 LB 515 LB 671 LB 1,747 LB SINGLE SIDED XFn*Hn=Mseis-sgl= 113,449 IN-LB DOUBLE SIDED IFn*Hn=Msels-dbl= 226,898 IN-LB MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 27 RF 4/11/2013 ARM ANALYSIS: DCHECK BENDING LL+DL=W= 1,835 LB Marm= W * L/2 = 1834 65 LB*(54IN)/2 = 49,536 IN-LB Fb= [(2/3) - (Fy*L/r(T)'^2/(1 53X10'^6*Cb)]*Fy < 0 6*Fy = [(2/3)-(50 KSI*(84.4)''2*1)/(1 53X10^6*1 )]*50 KSI = 21,691 PSI Fb-eff= 21,691 PSI fb= M/S = 49535 55 IN-LB/3.04 IN'^S = 16,295 PSI fb/Fb= 0.75 < 1.0 OK 2) CHECK DEFLECTION DEFLECTION= WL^3/8EI = 0 205 IN ALLOWABLE DEFLECT10N= L/180 = 0 300 IN [ B 1 OK 3) CHECK CONNECTION CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION BOLT DIAM= 0 750 IN # BOLT= 4 Ft= 42,000 PSI Fu= 65,000 PSI (EARING PLATE THICK =tmin= 0 193 IN PI IS MINIMUM OF DOUBLE SHEAR AND BEARING CApMlT'^' ^ i_ TENSION CAP= FfB0LTAREA*2 ' ' '~ = 42000 PSI*(0 75 IN)'^2*(n/4)*2 = 37,110 LB BEARING CAP= Fu*BEARING AREA*2 = 65000 PSrO 75 IN*0 193 IN *2 = 18,818 LB P1= 18,818 LB Mcap= PI * Dl * 1 33 = 100,363 IN-LB OK ARM S4x7 7 A= B= ly= Sx= Fy= Lmax= Lunsup= r(T)= 4 0 IN 2 66 IN 6 080 INM 3 040 IN'^3 50,000 PSI 54.0 IN 54 0 IN 0 64 D1= 40 IN MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX- (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 28 RF 4/11/2013 COLUMN ANALYSIS: 1) STATIC LOADS SINGLE SIDED Pmax= # LVLS x ARM LOAD = 7,339 LB Mstatic= lARM MOMENTS = # LVLS x W x (L/2+A/2) = 4 X 1834 65 LB x (54 IN/2 -)- 8 lN/2) = 227,497 IN-LB (kl/r)x= 2.1 X 172 IN/3.43 IN = 105 31 (kl/r)y= 1 X 60 IN/I 23 IN = 48 78 (kl/r)max= 105 31 Cc = (2n'*2E/Fy)'^0.5 = 107.9 SINCE (KL/r)max < Cc, USE EQTN E2-1 CHECK INTERACTION EQTN(S) (H1.3): COLUMN Fa = f1-((kl/r)'^2/2Cc'^2)lFv TYPE= W8x18 5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc'^3 A= 8 00 IN = 13,669 PSI B= 5 25 IN Area= 5.26 IN'^2 fa= P/AREA lx= 61 90 INM = 1,395 PSI Sx= 15 20 IN^S rx= 3 43 IN fa/Fa= 010 <015 ly= 7 97 INM Sy= 3 04 IN'^3 fbx= M/S Fbx= 0.6Fy ry= 1.23 IN = 14,967 PSI 30,000 PSI Fy= 50,000 PSI Kx= 2 1 F'ex= (12*Tr'^2*E)/(23*(KL/rx)'^2) Ky= 1 0 = 13,466 PSI Lx= 172 IN Ly= 60 IN fb/Fb= 0 50 (1-fa/F'e)= 1 00 Cm= 0 85 fa/Fa -I- fb/Fb= 0.60 < 1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD Mseis-sgl= 113,449 IN-LB <=== SEE LOADS & DIST SHEET fb= (Mstatic+Mseismic)/Sx = (227497 IN-LB -f 113449 IN-LB)/15.2 IN'^3 = 22,431 PSI CHECK INTERACTION EQTN(S), (H1-3): fa/Fa •^ fb/Fb= 0.64 <1.0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 29 CALCULATED BY RF DATE 4/11/2013 COLUMN ANALYSIS: DOUBLE SIDED, SINGLE SIDE LOADED 1) STATIC LOADS Pmax= # LVLS x ARM LOAD = 7,339 LB Mstatic= lARM MOMENTS = # LVLS X W x (L/2-t-A/2) = 4 x 1834 65 LB x (54 IN/2 + 8 IN/2) = 227,497 IN-LB (kl/r)x= 2 1 x172 IN/3 43 IN = .105 31 (kl/r)y = 1 x 60 IN/I 23 IN = 48.78 (kl/r)max= 10531 Cc = (2TT'^2E/Fy)''0 5 = 107 0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa •• [1-((kl/r)''2/2Cc^2)1Fv 5/3 + 3(kl/r)/8Cc - (kl/r)'>3/8Cc'*3 = 13,454 PSI fa= P/AREA = 1,395 PSI fa/Fa= 0 10 <0 15 fbx= M/S = 14,967 PSI F'ex= (12*Tr'^2*E)/(23*(KL/rx)'^2) = 13,466 PSI Fbx= 0 6Fy = 30,000 PSI fb/Fb= 0 50 CHECK INTERACTION EQTN(S) (HI-3): (1-fa/F'e)= 1.00 COLUMN TYPE= W8x18 A= 8 00 IN B= 5.25 IN Area= 5.26 IN'^2 lx= 61 90 INM Sx= 15 20IN'^3 rx= 3 43 IN ly= 7 97 INM Sy= 3 04 IN'^S ry= 1 23 IN Fy= 50,000 PSI Kx= 2 1 Ky= 1 0 Lx= 172 IN Ly= 60 IN Cm= 0 85 fa/Fa + fb/Fb= 0.60 < 1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD Mseis-sgl= 113,449 IN-LB <=== SEE LOADS & DIST SHEET fb= (Mstatic+Mseismic)/Sx = (113449 IN-LB + 227497 1N-LB)/15 2 IN'^S = 22,431 PSI CHECK INTERACTION EQTN(S) (H1-3): fa/Fafb/Fb= 0.64 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 30 RF 4/11/2013 COLUMN ANALYSIS: DOUBLE SIDED, BOTH SIDES LOADED 1) STATIC LOADS Pmax= # LVLS x ARM LOAD x 2 = 14,677 LB Mstatic= I:ARM MOMENTS = 0 IN-LB (kl/r)x= 2 1 x 172 IN/3 43 IN = 105 31 (kl/r)y= 1 X60 IN/1.23 IN = 48 78 (kl/r)max= 105 31 Cc = (2TT'>2E/Fy)'^0 5 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa: [•1-((kl/r)^2/2Cc^2)1Fv 5/3 + 3(kl/r)/8Cc - (kl/r)''3/8Cc''3 13,454 PSI fa= P/AREA = 2,790 PSI fa/Fa= 0 21 >0 15 fbx= M/S = 0 PSI F'ex= (12*TT'^2*E)/(23*(KL/rx)'^2) = 13,466 PSI Fbx= 0 6Fy = 30,000 PSI fb/Fb= 0 00 CHECK INTERACTION EQTN(S) (1-fa/F'e)= 0.79 (H1-1): (H1-2): 2) CHECK EFFECT OF SEISMIC LOAD Mseis-dbl= 226,898 IN-LB <=== SEE LOADS & DIST SHEET COLUMN TYPE= W8x18 A= 8 00 IN B= 5.25 IN Area= 5 26 IN'>2 lx= 61 90 INM Sx= 15 20 IN'^3 rx= 3 43 IN ly= 7 97 INM Sy= 3.04 IN'^3 ry= 1 23 IN Fy= 50,000 PSI Kx= 2 1 Ky= 1 0 U= 172 IN Ly= 60 IN Cm= 0.85 fa/Fa + Cmx * fbx/[Fbx * (1 -fa/F'ex)] = 0.21 < 1 fa/0.6Fy + fb/Fb = 0.09 <1 0 OK 0 OK fb= (Mstatic+Mseismic)/Sx = (226898 IN-LB + 0 IN-LB)/15 2 IN'^3 = 14,927 PSI CHECK INTERACTION EQTN(S) (H1 -1): fa/Fa + Cmx * fbx/[Fbx * (1 -fa/F'ex)] = fa/O.BFy fb/Fb = 0.56 0.36 < 1 < 1 0 OK 0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 31 RF 4/11/2013 OVERTURNING: SINGLE SIDED RACK 1) CHECK FULLY LOADED CASE V= 874 LB Movt= XFn*Hn = 113449 IN-LB = 113,449 IN-LB <=== SEE LOADS & DIST SHEET Mst= (WDL + WLL) * L/2 = 7339 LB * 56 IN/2 = 205,492 IN-LB Puplift= (Movt-Mst)/d = (113449-205492)/56 IN = -1,644 LB NO TENSION ON ANCHOR 9inF \/lF\A/ IDL=4*34 65 LB=WDL= 139 LB ZLL=4*1800 LB=WLL= 7,200 LB Lbase= 62 IN e= 3 0 IN d= 56 0 IN L= 54 IN Hn= 172 0 IN TOTAL # OF ANCHORS/BASE= 2 # OF ANCHORS PER END= 1 ANCHOR PULLOUT CAPACITY= 2,886 LB ANCHOR SHEAR CAPAC1TY= 4,678 LB CHECK COMBINED STRESS (0 LB/2886 LBj'^S/S + (437 LB/4678 LB)'^5/3 : 0.02 < 1.0 OK USE (2) HILTI KB TZ ANCHORS PER BASE MATERIAL HANDLING ENGINEERING TEL. (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 32 RF 4/11/2013 OVERTURNING: 1) CHECK FULLY LOADED CASE V= 874 LB Movt= IFn*Hn = 113449 IN-LB = 113,449 IN-LB DOUBLE SIDED RACK/SINGLE SIDE LOADED <=== SEE LOADS & DIST SHEET Mst= (WDL -I- WLL) * L/2 = 7477 LB* 110 IN/2 = 411,235 IN-LB Puplift= (Movt-Mst)/d = (113449-411235)/110 IN = -2,707 LB NO TENSION ON ANCHOR .qinF \/IFW XDL=8*34 65 LB=WDL= 277 LB ZLL=4*1800 LB=WLL= 7.200 LB Lbase= 116 IN e= 3 0IN d= 1100IN L:^ 54 IN Hn= 172.0 IN TOTAL # OF ANCHORS/BASE= 2 # OF ANCHORS PER END= 1 ANCHOR PULLOUT CAPACITY= 2,886 LB ANCHOR SHEAR CAPAC1TY= 4,678 LB CHECK COMBINED STRESS. (0 LB/2886 LB)''5IZ * (437 LB/4678 LB)'^5/3 •• 0.02 < 1.0 OK USE (2) HILTI KB TZ ANCHORS PER BASE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 33 RF 4/11/2013 OVERTURNING: 1) CHECK FULLY LOADED CASE V= 1,747 LB Movt= IFn*Hn = 226898 IN-LB = 226,898 IN-LB DOUBLE SIDED RACK/BOTH SIDES LOADED • SEE LOADS & DIST SHEE Mst= (WDL + WLL) * Lbase/2 = 14677 LB * 110 IN/2 = 807,235 IN-LB Puplift= (Movt-Ms1)/d = (226898 -807235)/110 IN = -5,276 LB NO TENSION ON ANCHOR ^inF VIFW ZDL=8*34 65 LB=WDL= 277 LB ILL=8*1800 LB=WLL= 14,400 LB Lbase= 116 IN e= 3 0 IN d= 1100 IN L= 54 IN Hn= 172 OIN TOTAL # OF ANCHORS/BASE= 2 # OF ANCHORS PER END= 1 ANCHOR PULLOUT CAPACITY= 2,886 LB ANCHOR SHEAR CAPAC1TY= 4,678 LB CHECK COMBINED STRESS (0 LB/2886 LB)'^5/3 + (874 LB/4678 LB)'^5I3 = 0.06 < 1.0 OK USE (2) HILTI KB TZ ANCHORS PER BASE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 34 RF 4/11/2013 BASE ANALYSIS: 1) CHECK STATIC LOADS Mbase= 227,497 IN-LB fb= Mbase/Sx = 227496 6 IN-LB/15 21 IN'^3 = 14,957 PSI Fb= 0 6*Fy = 30,000 PSI fb/Fb = 0.50 < 1.0 OK 1) CHECK COMBINED STATIC AND SEISMIC LOADS Mbase= 340,945 IN-LB fb= Mbase/Sx = 340945 365306122 IN-LB/15 21 IN'^3 = 22,416 PSI Fb= 0 6*Fy = 30,000 PSI fb/Fb: 0.75 < 1.33 OK BASE TYPE= W8x18 A= 8 00 IN B= 5.25 IN t= 0 230 IN Sx= 15 21 IN'^3 Fy= 50,000 PSI MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED DATE BV LOWES LOWES 35 RF 4/11/2013 DOWNAISLE BRACE: V/FRAME*1 5=V= 2,621 LB Ldiag= [Y'^2 -i- D'^2]'^0 5 = 69 0 IN Vdiag= V*Ldiag/D = 2621 LB * 69 IN/34 IN = 5,319 LB <=== TENSION (T) ON DIAGONAL Tallow= AREA * 0 6 * Fy * 1 33 = 0,527 IN'^2 * 0 6 * 36000 PSI * 1 33 = 15,178 LB T/Ta= 0.35 CHECK CONNECTION < 1.0 OK SHEAR CAPAC1TY= BOLT AREA * Fv * #BOLTS * 1,33 = (0.75 IN)'^2 *(TT/4)*21000 PSm 33 = 12,370 LB CONN STRESS= 5319 LB/12370 LB 0.43 < 1.0 OK 1 V r L X/ / Vdiag / \ [ Y -I r L n r J L -1 J ' D > FRONT VIEW '-4 Y= 60 IN D= 34 IN BRACE: L1-1/2x1-1/2x3/16 BRACE AREA= 0 527 IN'>2 Fy= 36,000 PSI BRACE CONNECTION CONNECTION TYPE= BOLTED BOLT DIAM= 0 750 IN Fv= 21,000 PSI #BOLT/END= 1 000 /-YI T"^SEIZMIC^/ >/' INC. !^ ) \ / , V MATERI-XL H.\NDLI?^G R^TrlXEfRlNG SPB3IAL PliODUCTS TANK SUPPORTS MACHINERY HACK BIDGS SHEDS MEZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORI PLATTORM PICK MODULES ROOF VFRIIICATION STORAGE RACKS SELf-tnVE DRIVE-IN PUSH BACK PLOW RACK CAN IlLEVCR OTHER SERVICES SEISMICANALYSIS PERMIT ACQUISITION EGRESS PLANS S-I ATF APPROVA l,S PRODUCT lESTING SHELVING METAL METAL'WOOD MOVABLE CJONDOLAS LOOKERS CATWALKS SPECIALS PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES Professional Licensed in 50 States ^0, 161 ATLANTIC STREET POMONA * CA 91768 TEL: (909) 869-0989 FAX: (909) 869-0981 SEIZMIC- MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX • (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 2 RF 4/11/2013 TABLE OF CONTENTS TABLE OF CONTENTS & SCOPE PARAMETERS COMPONENTS & SPECIFICATIONS LOADS & DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING ANCHOR ANALYSIS BASIC LOAD COMBINATIONS OVERTURNING BASE PLATE SLAB & SOIL SCOPE: . • THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. 12 16 17 18-20 21 22 23 24 SEIZMIC' MATERIAL HANDLING ENGINEERING TEL . (909)869 - 0989 FAX (909)869 - 0981 161 ATLANTIC STREET POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 3 CALCULATED BV RF DATE 4/11/2013 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING Some components may not be used or may vaiy. TRIBUTARY AREA LEGEND I. COLUMN 2 BEAM 3. BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6 DIAGONAL BRACING 7, BACK TO BACK CONNECTOR TRANSVERSE LONGITUDIN.AL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET SEIZMIC MATERIAL FLANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANIIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 4 CALCULATED BY RF DATE 4/11/2013 COMPONENTS & SPECIFICATIONS ; TYPE A ANAI,YSIS PER SECTION 2208 OF THE 2010 CBC SITE CLASS = D Beam Elevalion LEVELS = 4 H'^"^™ T^-r^, n W4 PANELS = 4 PRODUCT LOAD / LVL = 4000 lbs, FlUME ITRIGIIT = 192 in. F-RAME DEPT'H = 48 in. BEAM LENGTH= 108 in. SEISMIC CATEGORY = D (Fii= 1, Ss= L06) H2 = 48 in H3 - 42 111 H4 = 42 111 V H4 H3 H2 H1 W2 VV PiodiiclLoad/Lvl Wl -4000 lbs W2 =4000 lbs W3 =4000 11K W4 =4000 lbs Y4 Y3 H YS YI \ \ Panel Heights YI = 42 m Y2 - 42 m Y3 - 48 in Y4 " 30 m D COLUMN BEAM (ai Level 1 CONNECTOR (al Level 1 OK OK OK 3X3 X IIGA Slcel = 55000 psi Stress =50% 5 1/2" 13GA Steel = 55000 psi Max Static Capaaty = 9037 lb Stress = 44% Four Pin Connector Stress = 24% COLUMN BACKER BEAM (a) Level 2-F CONNECTOR @ Level 2+ OK OK None Stress '• 5 1/2" 13GA Max Static Capacity = 9037 lb Stress = 44%. Four Pin Coiinecloi Stress = 20% BRACING BASE PLATE OK HORIZONTAL 2 1/4 X 1 1/2 X 0 067 (B-42) Stress = 16% OK DIAGONAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 34% OK 6 in X 6 in X 0.375 in Steel = 36000 psi MBase = 7568 m Ib Stress = 53% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Beanng Pressure = 1000 psf Slab Puncture Stress = 47% Slab Bending Stress = 19% Hilli Kwik Bolt TZ (KB-TZ) ESR-1917 PuHoul Capacity = 1546 lbs Shear Capacity = 1475 lbs, 0.5" X 3 5" Mm Embed No Of Anchors = 2 per Base Plate Anchor Stress = 33% SEIZMIC MATERIAL nAN13I,TNG ENGINERRING TEL (909)869 -0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 5 CALCULATED BY RF DATE 4/11/2013 COMPONENTS & SPECIFICATIONS ; TYPE B ANALYSIS PER SECTION 2208 OF TTIE 2010 CBC' SITE CLASS = D Beam Elevation HI =--% in H2 = 48 in I-n = 42 m LEVELS = 3 PANELS = 4 PliODUCT LOAD / LVT. = 4000 lbs. FRAME TIEIGIIT = 192 In. FRAK/IE DEPTH = 42 in. BEAM LENGTH= 102 in. SEISMIC CATEGORY = D (Fii = l, S.s = L06) H3 H2 HI W3 W 1 PiodiictLoad/Lvl Wl =4000 lbs W2 =4000 Ihs W3 =4000 lbs Y4 Y3 H YS YI \ Panel Heiahls YI = 42 m Y2 = 42 m Y3 = 48 in Y4 = 30 in COLUMN BEAM (§ Level 1 CONNECTOR @ Level I OK OK OK 3X3X IIGA Steel = 55000 psi Stress =83%. 5 1/2" 13GA Steel = 55000 psi Max Static Capacity = 9569 lb Stress = 42% Four Pin Connector Stress = 31% COLUMN BACKER BEAM @ Level 2-F CONNECTOR (ai Level 2+ OK OK None Stress = 5 1/2" 13GA Max Static Capacity = 9569 lb Stress = 42% Four Pin Connector Stress = 13% BRACING BASE PLATE OK HORIZONTAL 2 1/4 X 1 1/2 X 0 067 (B-42) Stress = 11% OK DIAGONAL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 23% OK 6 m X 6 in X 0.375 in Steel = 36000 psi MBase = 8000 in Ib Stress = 47% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 39% Slab Bendms Stress = 16% Hilti K-wik Bolt TZ (KB-TZ) ESR-1917 Pullout Capacity = 1546 lbs Shear Capacity = 1475 lbs 0 5" X 3 5" Mm Embed No Of Anchors = 2 per Base Plate Anchor Stress = 39% SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 6 CALCULATED BY RF DATE 4/11/2013 COMPONENTS & SPECIFICATIONS ; TYPE C ANALYSIS PER SECTION 2208 OF THE 2010 CBC Beam Elevation LEVELS = 3 Hl=78m H2 = 56 m 1-13 = 58 m PANELS = 4 PRODUCT LOAD / LVL = 4000 lbs. FRAME FIEIGHl^ = 192 in. FRAME DEP'ffl = 72 in. BEAM LENGTI-I= 120 in. SEISMIC CATEGORY = D (Fa= 1, Ss= 1.06) H3 H2 HI SITE CLASS = D W3 •N2 W 1 Product Load/Lvl _^ WI =4000 lbs W2 -4000 lbs W3 =4000 lbs Y4 Y3 H Y2 Y1 \ \ \ \ / ./ \ Panel Heights YI = 42 m Y2 = 42 m Y3 = 48 m Y4 = 30 in D COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK OK OK 3 X3 X UGA Steel = 55000 psi Stress =59% 5 1/2" I3GA Steel = 55000 psi Max Static Capacity = 8134 lb Stress = 49% Four Pm Connector Stress = 27% COLUMN BACKER BEAM (al Level 2-f CONNECTOR raj Level 2+ OK OK None Stress = 5 1/2" 13GA Max Static Capacity = 8134 lb Stress = 49% Four Pin Conneclor Stress = 16% BRACING BASE PLATE OK HORIZONTAL 2 1/4 X 1 1/2 X 0 067 (B-42) Stress = 28% DIAGONAL 2 1/4X1 1/2 X Stress = OK 0 067 (B-42) 41% OK 6 in X 6 m X 0 375 in Sleel = 36000 psi MBase = 8000 in. Ib Stress = 47% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Beanng Pressure = 1000 psf Slab Puncture Stress = 32% Slab Bending Stress = 13% Hilli Kwik Bolt TZ (KB-TZ) ESR-1917 PuUoul Capacity = 1546 lbs Shear Capacity = 1475 lbs. 0,5" X 3 5" Mm Embed No Of Anchors = 2 per Base Plate Anchor Stress = 25% SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 7 CALCULATED BY RF DATE 4/11/2013 COMPONENTS & SPECIFICATIONS ; TYPE D ANALYSIS PER SECTION 2208 OF Tl-ffi 2010 CBC Beam Elevation ,^ HI =24m H2 = 48 m H3 = 48 m H4 = 36 m H5 = 36 m LEVEiLS = 5 PANELS = 4 PRODUCT L0A13 / LVL = Load Varies FRAME I-IEIGHT = 192 in. FRAME DEPTT-I = 28 in. BEAM LENGTTI= 97 in. SEISMIC CAITiGORY = D (Fa =1, Ss = 1.06) H5 H4 H3 HI SITE CLASS = D W5 W4 V 3 VV 2 W 1 PiodiictLoad/Lvl _^ Wl =2000 lbs W2 =3000 lbs W3 =3000 lbs W4 =3000 lbs W5 =3000 lbs Y4 Y3 H Y2 YI Panel Heights Y! - 42 m Y2 42 m Y3 - 48 in ^'4 = 30 in COLUMN BEAM (Ob, Level 1 CONNECTOR @ Level 1 OK OK OK 3 X 3 X IIGA Steel = 55000 psi Stiess =40% 2 1/2" 15GA (4250) Steel = 55000 psi Max Static Capacity = 2074 lb Stress = 96% Two Pm Connector Stress = 53% COLUMN BACKER BEAM ra) Level 2+ CONNECTOR Ta] Level 2-F None Stress = 3''V.'^." 13GA Max Static Capacity = 3758 lb Stress = 80% OK OK Four Pm Connector Stress = 24% BRACING BASE PLATE OK HORIZONTAL 2 1/4 X 1 1/2 X 0 067 (B-42) Stress = 10% OK DIAGONALL 2 1/4X 1 1/2 X 0 067 (B-42) Stress = 27% OK 6 in X 6 in X 0 375 m Steel = 36000 psi MBase = 3167 in Ib Stress = 36% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 56% Slab Bending Stress = 23% HiUi Kwik Bolt TZ (KB-TZ) ESR-1917 Pullout Capacity = 1546 lbs Shear Capacity = 1475 lbs 0 5" X 3 5" Min Embed No Of Anchors = 2 per Base Plate Anchor Stress = 84% NOTES- 5-1/2" BEAM OK AT LEVEL 4 & 5 SEIZMIC' MATEl^. HANDLING ENGINEERING TEL (909)869 - 0989 FAX (909)869 - 0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 8 CALCULATED BY RF DATE 4/II/20I3 COMPONENTS & SPECIFICATIONS ; TYPE E ANALYSIS PER SECTION 2208 OF THE 2010 CBC Beam Elevation ,^ HI = 6 m H2 = 26 in. H3 = 28 m H4 = 96 lu LEVELS = 5 PANELS = 3 PRODUCT LOAD / LVL = 1500 lbs!' "'^ FRAMIJ: I-miGHT = 192 in. FRAME DEPTH = 42 in. BEAM LFNGTH= 148 in. SEISMIC CATEGORY = D (Fa =1, Ss = 1.06) H5 H4 H3 H2 H1 UL SITE CLASS = D W5 W4 W3 W2 Wl ProductLoad/Lvl Wl =1500 lbs W2-1500 lbs W3 =1500 lbs W4 =1500 lbs W5 =1500 lbs Y3 H Y2 YI ./ ./ / Panel Heights YI = 55 m Y2 = 100 11 Y3 = 30 in 4 COLUMN BEAM (ffi Level 1 "3 CONNECTOR @ Level 1-3 OK 3 X3 X IIGA Steel = 55000 psi Stress =24% 3 Vz " 15 GA (4356) Steel = 55000 psi Max Static Capacity = 1734 lb Stress = 87% OK OK Two Pm Connector Stress = 24% COLUMN BACKER BEAM @ Level 4*^ CONNECTOR Level -^^ OK OK None Stress = 5 1/2" 13GA Max Static Capacity = 5649 Ib Stress = 27% Four Pin Connector Stress = 14% BRACING BASE PLATE OK HORIZONTAL 2 1/4 X 1 1/2 X 0 067 (B-42) Stress = 7% OK DIAGONAL 2 1/4X 1 1/2 X0 067 (B-42) Stress = 26% OK 6 in X 6 in X 0 375 m Steel = 36000 psi MBase = 327 in Ib Stress = 15% SLAB & SOIL OK ANCHORS OK Slab = 6" X 4000 psi Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 26% Slab Bending Stiess = 11% Hllti Kwik Boll TZ (KB-TZ) ESR-1917 Pullout Capacit>' = 1546 lbs Shear Capacity = 1475 lbs 0 5" X 3 5" Mm Embed No Of Anchors = 2 per Base Plate Anchor Stress = 24% SEIZMIC PROJECT FOR MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX . (909)869 - 0981 161 ATLANTIC STREET. POMONA. CA 91768 LOWES LOWES SHEET NO. 9 CALCULATED BV RF DATE 4/11/2013 LOADS AND DISTRIBUTION: Number Of Levels: 4 wPL (Sum of product loads). 16000 lbs wDL (Sum of dead loads) 400 lbs TOTAL FRAME LOAD. 16400 lbs Fa: LOO Ss 1.06 Ie: 1.00 Rw (Longitudinal): 6.00 Rw (Transverse). 4.00 V, LONGTUDINAL DIRECTION 2/3-F^-S^-I,.-{{{0.6l).W,,,)+W„) R... •0.75-0.67 [(2/3) X 1 X 1.06 X 1 X (((0 67) 16000) + 400) / 6] X 0.75 X 0.67 V, l.oitg -658 lbs TRANSVERSE DIRECTION _2/3-F,-^^-i,-(((0.67)-If,J+^„J R... •0.75-0.67 [(2/3) X 1 X 1 06 X 1 X (((0.67)16000) + 400) / 4] X 0.75 X 0.67 V ' 987 lbs F. = V Levels K LONGITUDINAL TRANSVERSE Levels K f ^\ f 1 2 3 4 48 96 138 180 4,100 4,100 4,100 4,100 196,800 393,600 565,800 738,000 68 137 197 256 4,100 4,100 4,100 4,100 196,800 393,600 565,800 738,000 103 205 295 385 1,894,200 658 lbs 1,894,200 987 lbs SEIZMIC MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX - (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. ]o CALCULATED BV RF DATE 4/11/2013 LONGITUDINAL ANALYSIS: THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). • Vpp ^co,„riv^^con„-i: M, M Co„„-^ = ^Uppe. +^l. .owe/' ^ MUpper +^l.o.c, + M, V, Vco, = - M Hu\c Long 7568 in/lb 329 lbs F-RONT ELEVATION LEVELS K ./; AXIAL LOAD MOMENT MEnds Mconn 1 46 34 8,200 7,566 1,099 8,422 2 48 68 6,150 7,080 1,099 7,022 3 42 98 4.100 4,767 1,099 4,837 4 42 128 2,050 2,709 1,099 2,454 SAMPLE CALC. = (329 lbs X 46 in) - 7568 in/lb = 7,566 in/lb SEIZMIC' MA FERIAL HANDLING ENGINEERING TEL . (909)869 - 0989 FAX . (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES II RF 4/11/2013 COLUMN ANALYSIS P = M = K^L, P. Ky • Ly R.. 8200 lbs 7566 in/lb = 1 2X46in/I.3in = 42.3 = IX 42m/I. I in = 39.8 KL R Max = 42.3 Axial F.. F.. WE 162.7 KSI k-l/ rMaxl 28 KSI Since: F^. > FJ2 F.. - F., 4-F. i- J Pn = Aeff-F„ P = 55 KSI X [I - 55 KSI /(4 X 162.7286KSI)] = 50.4 KSI = 0.997 in^2 X 50.4 KSI = 50202 lbs = 50202 lbs/I 92 = 26147 lbs = 0.31 Pa Flexure c- r,^. P n t ^„ , P Cmx-M, Since:—->0.\5 check: —+ ^<1 ^a P„ Max-pi ^ Myield - M^ = S, - F„ M.. I 132 ln'^3 X 55000 PSI = 62260 in/lb Max - Per af {K.-Lj 1 = 62260/ 1.67 37281 in/lb 1/1- Qc- Per (3 14159)^^2 X29500 KSI X 1.698 / (55.2in.)'^2 = (1 /(I -(1.92 X 8200 lb/ 162248 lb)))'^-l A SECTION PROPERTIES 162248 lbs 0.9 (8200 lb/26147 lb)-+-(0 85 X 7566 in/lb/37281 in/lbX 0 9) = 0.5 <l (50%) A 3 m B 3 in t : 0.12 in Aeff • 0 997 in'^2 lx 1 698 in'^4 Sx • 1.132 in^3 Rx 1 305 in ly : 1 1 1 inM Sy : 0 732 in^3 Ry • 1 055 in Kx 1.2 Lx 46 in Ky 1 Ly 42 in Fy 55 KSI E 29500 KSI 1 92 af: 1.67 Cmx 0 85 Cb • 1 SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 12 CALCULATED BY RF DATE 4/11/2013 DETERMllNE ALLOWABLE MOMENT CAPACITY Check Compression Flange for Local Buckling (B2.1) w = c-2-/-2-r= 1 7-(2 * 0.083)-(2 * 025) = 1.03 in w/t= 1.03 /0.083 = 12.41 ^ A = (c052/^)-{w/t)-^[FjE} = (1.052 / (4)^^0.5) * 12 41 * (55 / 29000)0.5 = 0.28 <= 0 673 Flange is fully effective Check Web for Local Buckling per Section (B2.3) ./;(comp) = F,, -{yjy2)= 55 * (2 54 /2.87) = 48.68 KSI (tension) = F^-iyJy^)^ 55 * (2.3 12.87) = 44.08 KSI ^^.filf^ 2.54/2.3 =-0.906 k = 4 + 2-{\-yyy + 2-{\-y/) = 4 + (2 * (1 + -0.906)-^3) + 2 * (1 + -0.906) FlatDepth = w = -F y., = 2.3 + 2 54 w//= 4 84/0.083 l = {^.Q52l4k\{M>lt)-^[FjE) = (1 052 / (21.66)'"0.5) * 58.31 * (48 68 / 29000)^^0.5 4.84 b^. = w = Z), (3-(//)= 4.84 * (3 --0.906) = 18.91 = 2.42 h +b, = 18 91 +2.42 b^ = 4.84/2 = 21.66 = 4.84 in. = 58.31 <200OK = 0.54 3^1 : 2.3 y2 • 2.87 y^ • 2 54 yen 2.634 f 4.7 s. 1.639 I. 0 083 r 0.25 55 f 65 E 29000 TopFlange 1.7 BottomFlange : 2.75 WebDepth 5.5 = 21.33 Web is fully effective SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX , (909)869 - 0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 13 CALCULATED BV RF DATE 4/11/2013 DETERMllNE ALLOWABLE MOMENT CAPACITY (cont.) Determine Effect of Cold Working on Steel Yield Point (FYA) per Section A7.2 F,,,=c-F^^+{l-c)-F^ konic, =-^'c =(^/2)-(/'+^/2)= 3.14159 * (2* 0.25 +0.083)/4 = 0.46 2 * 0.46/(1.03 + 2 * 0.46) = 0.47 = 1.03 in. = 0.16 C = 2-4/I,+2-4 = Lfla,igc-top - Pj ~ m : 0.192 • (F„/F,, )- 0.068 = 0.192 * (65 / 55) - 0 068 -1.79 = ^.=3.69-(,/;,//J-0.819-(X/ 3.69 * (65 / 55) - 0.819 * (65 / 55)'^2 - 1 79 f/f= (65/55) r/t= (0.25 /0.083 Pyc = ^6 • Pv/i'f')"' = 1.43 * 55 / (0.25 / 0 083)'t).l6 fya-ion = 0.47 * 65.93 + (1 - 0.47) * 55 f,a-ho,lo,„ = fya ' ycj[depth - J = 60.14 * 2.634/(5.5 - 2.634) Check Allowable Tension Stress for Bottom Flange 3^1 : 2.3 = 1.43 yi • 2.87 y-s • 2.54 = 1.181 < 1.2 yc, -yc, -2.634 = 3.012 <7 0K f-4.7 sc-1.639 = 65.93 l: 0 083 r: 0.25 = 60.14 Fy--55 fc 65 E: 29000 = 55.27 TopFlange: 1.7 BottomFlange: 2.75 WehDepth: 5.5 Pflunae-hoi ~ P fh ~ Photlom ^ ' 2-1 — 2.75 - (2 * 0.25) - (2 * 0.083) 2 * 0.46 / (2.08 + 2 * 0.46) F =F =C-F +('\-C)-F ' y-bolUm ^ yh yc ^ V ^h / y/ 0.31 * 65.93 + (1 - 0.31)* 55 F =F ya ya-lop = 2.08 0.31 58.39 60.14 = 60.14 SEIZMIC' MATERIAL HANDLING ENGINEERING TEL . (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 14 CALCULATED BV RF DATE 4/11/2013 DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR Check Bending Capacity M,^,„^.,^^-M„=W-L-a-Rj% a = LRFDLoadFactor = 1.2-DL + \.4-PL + \A-Q.\25-PL forDL = 2%qfPL Q= 1.2 * 0 02 +1.4 +1,4 * 0.125 = 1.599 R„,=\-[{2-F-L)l{6-E-Ib + 3-F-L)] = 1-((2* 150 M08)/((6 * 29000 * 4:7)+ (3 * 150 * 108))) = 0.96 If(l) = 0.95 (j)-M^^=<j>-Fya-S^= 0 95 * 6014 *1639 = 93.64 in M^„,=W-L-{\-R„)l% = 9037 * 0.5 * 108 * (I -0 96)/8 = 2440 in/lb W = ,f>-M„-8-{#ofBeams)/{L - R„, • Q) = 93.64 * 8 *2/(108 * 0.96 * 1 599)* 1000 = 9037 lb/pair Check Deflection Caoacilv K..-K-Pi R^, = \-{4- F • L)/{5 - F • L + \0- E • I„) = 1-(4 * 150 * 108)/((5 * 150 * 108)+ (10 * 29000 * 4.7)) = 0.96 A,„.=V180 A,,=(5-W-L')/{3U-E-I,) I/l 80 - (5 - • • R^ )/(384 -E-I,, -UqfBeams) ((5 * 9037 /2000 * 108^^3)/(384 * 29000 * 4.7))* 0.96 = 0.52 ff = (384-F-/-2)/(l80-5-Z,'= 384 * 29000 *4.7 * 2/(180 * 5 *(l08'^2)* 0.96)* 1000 = 10387 lb/pa 3^1 : 2.3 y2 • 2.87 2.54 2 634 f-4.7 Sx '-1 639 t: 0.083 r: 0.25 C: 55 fu -65 E: 29000 TopFlange: 1.7 BottomFlange: 2.75 WebDepth: 5.5 Allowable Load = 9037 lb/pair SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA. CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 15 CALCULATED BV RF DATE 4/11/2013 ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL ^Conn ^ Allow..Scnmic = S,*F„ //8 M,^, ^Conn ^ Allow..Scnmic = S,*F„ Level Ms,a„c Allow.Slatic ^Seismic ^ Allow.Seismic Result 1 54972 122000 8422 54087 GOOD 2 54972 122000 7022 54087 GOOD 3 54972 122000 4837 54087 GOOD 4 54972 122000 2454 54087 GOOD SEIZMIC' PROJECT FOR MAT'ERIAL HANDLING ENGINEERING TEL • (909)869 - 0989 FAX • (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 LOWES LOWES SHEET NO. 16 CALCULATED BV RF DATE 4/11/2013 BEAM TO COLUMN ANALYSIS : CONNtiCTloN CAPACITY DBPENbS ON THti FOLLOWING PARAMETERS: 1. SHEAR CAPACITY OF PIN PinDiameter = 0.438/«. F, = 55000 PSI • AT LEVEL 1 A Slu'c, = Diameter' • — 4 P =zO 4- F • A 0.1507 in^2 04 X 55000 X 0.1507 in'^2 3315 lbs 2 BEARING CAPACITY OF PIN ColumnThickness = 0 12 4, = 65000PS'/ a = 2.22 a - 2.22 Piiewinn =(^'F„- Dia. • Col.Thickness/a = 2 22 X 65000 X 0 438 X 0 12 / 2.22 3. MOMENT CAPACITY OF BRACKET EdgeDist . = \.OIn. PinSpacing = 2 In F„ = 55000 PSI 3416 lbs c= i^+4 + p, + 4 T,„„=0.min. S,„„ = Q.\211n' ^Capacity ~ '-'^(7(/; ' -^/ic'/itZ/nji = 4-f 4(4.5/6.5)-+7^(2.5/6.5)+4(.5/6.5) = P1X2.I54 = 0 127 ln'^3 X .66X Fy = 4610 in-lb C-fl'^M,.^^ 2154 P^.d d = EdgeDist 12 = 0.5 P( hp = ^ Capacity/(2.154-d) = 4610/(2.154 X0.5)= 4280 lbs MINIMUM VALUE OF Pl GOVERNS 4 = 3315 lbs M,„„„, = [4 * 4.5]+[4 * (0.5/4.5)* 0.5] = 35190in-lb > 8422in-lb W ga I I I 1-5/8 • 4 OK SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA9I768 PROJECT LOWES FOR LOWES SHEET NO. 17 CALCULATED BY RF DATE 4/11/2013 TRANSVERSE ANALYSIS: BRACING: IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER Ldiag = ^{L-6f +{D-{2-BCol)f = 553- Virans • LDiag Vdiag k-l rMin 4 - d (1 X 55.3173)/(0.485) U'e k-h rMin Fy_ 2 ' 2 F =F n e = 1300 lbs 114.1 In 22001.8 PSI 27500 PmaK y^/ 22001.8 PSI SIDE ELEVATION Panel Height (L) = 42 In Panel Depth (D) = 48 In Column Depth (B) = 3 In Clear Depth (d) = (D - 2*B) = 42 P., - Area - F„ 7349 lbs Qc = 1.92 " Qc 3828 lbs Brace Stress = VDiag P. 0.34 (34 %) SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 18 RF 4/11/2013 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318 Z APPENDIX D Assumed cracked concrete application = Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia. 3 25" hef, 6" min. slab Anchor Type ICC Report Number Slab Thickness Min. Slab Thickness (h ) V mm / Concrete Strength (f\) Diameter (j^J Nominal Embedment (/2,„„„) Effective Embedment ) Number of Anchors {n) e'N e'V From ICC ESR Report Ac J Ilia mm ^'mni Cae ESR-1917 6 in. 6 in. 4000 in 0.5 3 5 m. 3 25 in. 2 4 in 0 in. 0 101 in.sq 106000 psi 2 375 in. 2.375 in 7.5 in. 4915 lbs Tension Capacity Shear Capacity 2021 ibs 2753 Ibs 0.75 0.75 C5-h. C„,=6 ^2=12 use •C al.adi useC al.ailj 4.88 in 4 875 in 4.875 m. = 9.75 in. Sy =4 in. useS.aj, = 4 in. i.S'2 = 0 in. = 0 in. A 1 .SCgii $•} 1 •SCa'j Adj. Strength 1515 Ibs 2065 Ibs ASD Value Conversion Factor I 4 1546 lbs 1475 Ibs ^ SEIZMIC^ *i5S5S;5;^^^5SSSS-' PROJECT MATERIAL HANDLING ENGINEERING SHEET NO. TEL : (909)869 - 0989 FAX (909)869 - 0981 CALCULATED BY 161 ATLANTIC STREET, POMONA, CA 91768 DATE LOWES LOWES 19 RF 4/11/2013 ANCHOR ANALYSIS TENSION STRENGTH Steel Strength D.5.1 ^ = 0.75 ^N^^ = <^nAs,f^,a (0 75 * 2 * 0.101 * 106000) = 8030 lbs D,4.3. a) i) D-2 Concrete Breakout Strength <f>Nj,^ D.5.2 <l> = 0.65 D.4.3 c) ii) Condition B Category 1 ' ^,V. = [Ca^ acli + + 1 -^Kl )• [Ca2.o,j + So^tlj +^-5^)= »34.0625 in.SQ. A -9h ^ ^Mo-^"<-/ = 95.0625 i Check if ^Wc-"Ac<> ^Nc/^Nco =1.41 yCcN = 1 D 5.2.4 'l'c,,N = 1 D.5 2.5 yc,N = 1 D.5 2.6 K = 17 D.5.2 2 \ = 1 ^h=KAtif'J'{K)' = 6299 lbs D-6 yCr.N = 1 D 5.2 7 ^^ch, = 1 ^Nco ){yCc ,,V Xy^ed.N .N \yCp.N X^^h) (0.65 * (134.0625/95.0625) * i * i * i * i * 629= 5774 Ibs D.5.2.1 Pullout Stength t^^p,, D.5.3 </> = 0.65 D 4 4 c) il) Condition BCategory 1 yC.p = 1 D.5 3.6 ^^p„ = HC,p^p,cr{.f'cl'^^^^l^ (0.65 * 1 * 2 * 4915 (4000/2500) -^0.5) = 4041 lbs D.5.3.1 Steel Strength ((ziA^^J 8030 lbs Embedment Strength - Concrete breakout strength ({zW^.^,^,) 5774 lbs Embedment Strength - Pullout strength ((Z^iV^,,,) 4Q4J SEIZMIC MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX ' (909)869 - 0981 16! ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 20 RF 4/11/2013 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength <I>V^^ D.6.1 Steel Strength <I>V^^ D.4.3 a) ii) D-28 Wu,=<l^^-^-^^sefi„a (065 *2 * 0.6 * 0 101 *10 = 8351 Ibs Concrete Breakout Strength (l)Vcbg D.6.2 D.4.3 c) i) condition B <t> = 0.7 A, = -Sc,,, + 5, +1.5c„, )h„ = 132 in.sq. A-u> = 3c^,,4 ^ 108 in.sq. Check if \c-^A:u> A'LIA'CO = 1.22 yC^y = 1 yCciy D6.2 5 = 1 D.6.2.6 ycy = 1 D.6.2.7 ^l^iiy = 1.22 D.6 2.8 da = 0.5 in. J D.6.2.2 C- = 1 in. K = 1 D.3 6 ^h = thesmallerof'7(^c-/'^o)°'(^«)°^4(/'<,)°'^'^«i'^ and 94,(A)°'C<,I" = 5285 Ibs D-33, D-34 <l>Vch, = ^{A-C /A'CO t¥eey \yCdy \y^ey \yCiy \V,) D.6.2.1 (0.7 * 1.22 * i * 1 * 1 * 1.22 * 5285) * 1 = 5506 lbs Concrete Pryout Stength ^4^^^ D.6.3 = 0.7 D.4.3 c) i) Condition B K. = 2 D.6 3 I ^\hfi= 8883 lbs ^^cp« - ^^cp^cbf. (0.7 * 2 * 8883) = 12436 Ibs D6.3 1 Steel Strength (^)/^J 8351 Ibs Embedment Strength - Concrete breakout strength 5506 lbs Embedment Strength - Pryout strength (^4^ ) 12436 Ibs SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES •^OR LOWES SHEET NO. 21 CALCULATED BV RF DATE 4/11/2013 BASIC LOAD COMBINATIONS y = 987 Ib Product Load/2 (PL) = 8000 1b y = 658 Ib Dead Load/2 (DL) = 200 1b S- = 0.707 Seismic Load (EL) = 5565 Ib BASIC LOAD COMBINATION 1: DL 1 0 * 200 = 200 Ib 2: DL + PL + LL + (Lr or SL or RL) 200 + 8000 + 0 + 0 = 8200 Ib 3: (0.6 * DL) + (0 75 * 0.6 * PLapp) - (0.75 * WL) (0.6 * 200) + (0.75 * 0.6 * 5360) + (0.75 * 0) = 2532 Ib 3 ((0.6 - (0.11 * Sds)) * DL) + (0.75 * (0,6 - (0.14 * Sds)) * PLapp) - (0.75 * 0.67 * EL) (0.6 -(0.11 * 0.707)) * 200 + (0.75 * (0.6 - (0 14 * 0 707))) * 5360 - (0.75 * 0 67 * 5565) = -678 Ib 4. DL + (0 75 * PL) + LL + (Lr or SL or RL) + (0.75 * WL) 200 + (0.75 * 8000) + 0 + 0 + (0 75 * 0) = 8200 Ib 4. (1 +(0.I I * Sds)) * DL + (0 75 * (1 + (0.14 * Sds) * PLapp) + (0.75 * 0.67 * EL) (1 +(0.11 * 0 707))* 200 +(0.75 *(] +(0.14^ 0 707))) * 8000 + (0.75 * 0.67 * 5565) = 9606 Jb 5: DL + LL + (0.5 * (SL or RL)) + (0.88 * PL) + IL 200 + 8000 + (0 5 * 0) + (0.88 * 8000) + 2000 = 9240 Ib SEIZMIC' MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX . (909)869 - 0981 161 AIT.ANTIC STl^EET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 22 RF 4/11/2013 OVERTURNINGANALYSIS FULLY LOADED Total Shear = 987 Ibs M„.,=V„^„^.Ht = 987 X 136 M,,=YMp-^-^^^'F>L)-dl2 = (I6000+C85 X 400)) X 48/2 134232 in/lb 392160 in/lb 4 Upl.Ill Pu _l(M„,-M,) d l(7\/„„,+Mj d = (134232 -392160)/48 = -5373 Ibs. Puplift <= 0 No Up Lift = (134232 + 392160)/48 = 10967 Ibs. TOP SHELF LOADED Shear M M = 391 Ibs Mo.=V„„-Ht = 391 X (180+ ((42 - 10)/2)) M,,^Y[w,^+wDL)-dl2 M, (4000+=^.85 X 400)) X 48/2 76560 in/lb 104160 in/lb 4 _\{M„,-Mj Upl,III d = (76560- 104160)/48 = -575 Ibs. Puplifi<=ONo up Lift W Puplift CROSS AISLE ELEVATION ANCHORS No. of Anchors • 2 Pull Out Capacity : 1546 Lbs, Shear Capacity : 1475 Lbs. COMBINED STRESS Fullv Loaded = (0 / 1546 X 2))+ ((987 /2)/( 1475 X 2)) = 0 17 Top Shelf Loaded = (0 / (1546 X 2))+ ((391 /2)/(1475 X 2)) = 0.07 Seismic UpLift Critical fLC#3) = ((678 / 1546 X 2))+((987/2)/(1475 X 2)))/1.2 = 0.32 Sec 4.22 ESR-1917 USE 2 Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 3.25" hef, 6" min. slab Anchors per pasePlate SEIZMIC' MATERIAL HANDLING ENGINEERING I EL • (909)869 - 0989 FAX (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 23 CALCULATED BV RF DATE 4/11/2013 BASE PLATE ANALYSIS : THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY) THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1 MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3. Vcol*h/2 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcoi P P ( ol A D-B M„ Ih ~ 8200 lbs 7568 in/lb fh2- D-B'/e 2-b B fh\ ~ fh~ fh2 f Ba.se Plate Width (B) Base Plale Depth (D) Base Plate Thickness (t) 6 in b 6 in bl 0.375 in Fy (base) 227.8 PSI 210.2 PSI 105.11 PSI 105.11 PSI 3 in 1.5 in 36000 PSI rfti bl M.=^ = ^-[4 + /;„+.674j S Husc F = 75F ' Base -'-^^ y 6 5/ Ph S- 4!«se = 453.33 in/lb 0.02 in/cb = 36000 PSI = 0.53 <= 1 OK y J4 fb2 F- ft.1 SEIZMIC MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989 FAX • (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT LOWES FOR LOWES SHEET NO. 24 CALCULATED BV RF DATE 4/11/2013 Ks SLAB AND SOIL : THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE p 8200 Ibs M.. 134232 in-lb 4,,, = (l .2 + Q.2Sds)-DL + (0.85 + Q.2Sds)-PL +1 .QEL 2 ~) ^ ^ 13764 Ibs F. pinwl 4 3 ^34 2.66-A-J7c< A^„„,,=[{B + t)+{W+t)]-2-t 100.94 PSI 288 sq. in. P.. FA -F V piiticl puna SLAB CHECK = 0.47 ./'=7.5-V/. (^P„^<^-\.12-{{K-rJe^).\Q'+3.6)-f'i-t' 474.341649025257 = 70775 Ibs. d, req' d = V(4,„,, /(^ -1.72 ((4 - r, / c J -10" + 3.6)- /',)) = 2.65 in. b = ^j(erd,req'd'l(\2-{^-M')-k^)) . ,5.37 b,req'd = 2-b = 36.74 in. (Grav - seis. critical) FOOTING B W d 6 in 6 in 48 in CONCRETE -V, b = 1 5 K Radius / bieqy = 2x{1 SjiRadius.) / \ \ f'c t X , / \ Rl = ((Weffx Cfef(-^05],'2 / \ / 4000 PSI 6 m 0.6 0.6 50 pci 3 3604996 53259 SOIL fsoil = 1000 PSF MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX- (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 25 RF 4/11/2013 CANTILEVER RACK ANALYSIS: PROJECT SCOPE THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 2010 CALIFORNIA BUILDING CODE THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES SPECIFICATION COLUMN STEEL- 50,000 PSI ARM STEEL- 50,000 PSI BASE STEEL- 50,000 PSI BOLTS- GR 5 OR SIMILAR SLAB- 6 IN * 4000 PSI SOIL- 1000 PSF 5EISMIC FORMULA- CsxW (SECTION 1613 OF THE 2007 CBC) CONFIGURATION # LEVELS= 4 ARM LENGTH= 54 IN LL/ARM= 1,800 LB DL/ARM= 35 LB SUWIWIARY OF RESULT •s ARM COLUMN LONGITUDINAL BRACE TYPE= S4x7.7 STRESS= 75%/OK TYPE= W8x18 STRESS (S)= 60%/OK STRESS (D)= 56%/OK TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK CONNECTION = BOLTED 0 75"0 GR 5 BOLT ' STRESS= 43%/OK ARM CONNECTION TYPE= W8x18 STRESS (S)= 60%/OK STRESS (D)= 56%/OK TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK CONNECTION = BOLTED 0 75"0 GR 5 BOLT ' STRESS= 43%/OK # BOLTS= 2 BOLT TYPE= GR 5 STRESS= 49%/OK BASE TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK CONNECTION = BOLTED 0 75"0 GR 5 BOLT ' STRESS= 43%/OK # BOLTS= 2 BOLT TYPE= GR 5 STRESS= 49%/OK TYPE= W8x18 STRESS (S)= 56%/OK TYPE= L1-1/2x1-1/2x3/16 STRESS= 35%/OK CONNECTION = BOLTED 0 75"0 GR 5 BOLT ' STRESS= 43%/OK # BOLTS= 2 BOLT TYPE= GR 5 STRESS= 49%/OK TYPE= W8x18 STRESS (S)= 56%/OK ANCHORS TYPE= HILTI KB TZ SIZE= (2) 0 625"x4" EMBED PER BASE STRESS (S)= 2%/OK STRESS (D)= 56%/OK TYPE= HILTI KB TZ SIZE= (2) 0 625"x4" EMBED PER BASE STRESS (S)= 2%/OK STRESS (D)= 56%/OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 26 RF 4/11/2013 LOADS AND DISTRIBUTION: SYSTEM TYPE= SINGLE & DOUBLE SIDED < PER SECTION 15 4 ASCE 7-05 FOR S1>0 f V = Cs X W = 0.8Si / (R/l) Ss= 1 06 Fa = 1 08 S1= 0 625 Fv = 1 5 1= 1 00 R= 3 V-coeff= 0 8Si/(Rx1 4) = 0 119 LL/ARM= 1,800 LB DL/ARM= 35 LB n=# OF LEVELS= 4 Vtotal(sgl )= 0 119 x 1835 LB X 4 LVLS = 874 LB Vtotal(dbl ) = 0.119 x 1835 LB X 4 LVLS x 2 SIDES = 1,747 LB < PER SECTION 15 4 ASCE 7-05, TABLE 15 4-2 FOR DISTRIBUTED MASS CANTILEVER LEVEL HI H2 H3 H4 Hx 52 IN 92 IN 132 IN 172 IN Wx 1,835 LB 1,835 LB 1,835 LB 1,835 LB ^Fn=V/Frame= HxWx 95,402 IN-LB 168,788 IN-LB 242,174 IN-LB 315,560 IN-LB 821,923 IN-LB I (SINGLE LOAD 101 LB 179 LB 257 LB 335 LB 874 LB Fl (DOUBLE LOAD) 203 LB 359 LB 515 LB 671 LB 1,747 LB SINGLE SIDED IFn*Hn=Mseis-sgl= 113,449 IN-LB DOUBLE SIDED XFn*Hn=Mseis-dbi= 226,898 IN-LB MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX, (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 27 RF 4/11/2013 ARM ANALYSIS: 1) CHECK BENDING LL+DL=W= 1,836 LB Marm= W * L/2 = 1834 65 LB*(54IN)/2 = 49,536 IN-LB Fb= [(2/3) - (Fy''L/r(T)'^2/(1,53X10''6*Cb)]*Fy < 0 6*Fy = [(2/3)-(50 KSI*(84 4)^^2*1 )/(1 53X10^^6*1 )]*50 KSI = 21,691 PSI Fb-eff= 21,691 PSI fb= M/S = 49535 55 lN-LB/3 04 IN'^3 = 16,295 PSI fb/Fb= 0.75 <1.0 OK 2) CHECK DEFLECTION DEFLECTION= WL^3/8EI = 0.205 IN ALLOWABLE DEFLECTION= L/180 = 0 300 IN [ B \ ARM S4x7 7 OK 3) CHECK CONNECTION CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION BOLT DIAM= 0 750 IN # BOLT= 4 Ft= 42,000 PSI Fu= 65,000 PSI SEARING PLATE THICK =tmin= 0.193 IN A= B= ly= Sx= Fy= Lmax= Lunsup= r(T)= 4 0 IN 2 66 IN 6 080 INM 3 040 IN'^3 50,000 PSI 54.0 IN 54.0 IN 0 64 P1 IS MINIMUM OF DOUBLE SHEAR AND BEARING CAP; WffT TENSION CAP= Ft*BOLT AREA*2 = 42000 PSr(0 75 IN)'^2*(n/4)*2 = 37,110 LB BEARING CAP= Fu*BEARlNG AREA*2 = 65000 PSI*0.75 1N*0 193 IN *2 = 18,818 LB P1= 18,818 LB Mcap= PI ' Dl * 1 33 = 100,363 IN-LB OK D1= 4 0 IN MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 28 RF 4/11/2013 COLUMN ANALYSIS: SINGLE SIDED 1) STATIC LOADS Pmax= # LVLS x ARM LOAD = 7,339 LB Mstafic= lARM MOMENTS = # LVLS x W X (L/2+A/2) = 4 x 1834 65 LB X (54 IN/2 + 8 IN/2) = 227,497 IN-LB (kl/r)x= 2 1 X 172 IN/3 43 IN = 105 31 (kl/r)y = 1 X 60 IN /1 23 IN = 48.78 (kl/r)max= 10531 Cc = (2TT'*2E/Fy)'^0 5 = 107.9 SINCE (KL/r)max < Cc, USE EQTN E2-1 COLUMN Fa = [1-((kl/r)'^2/2Cc'^2)1Fv TYPE= W8x18 5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc'^3 A= 8 00 IN = 13,669 PSI B= 5 25 IN Area= 5 26 IN'^2 fa= P/AREA lx= 61,90 INM = 1,395 PSI Sx= 15 20 IN'>3 rx= 3.43 IN fa/Fa= 010 <015 ly= 7 97 INM Sy= 3 04 IN'-S fbx= M/S Fbx= 0 6Fy ry= 1 23 IN = 14,967 PSI 30,000 PSI Fy= 50,000 PSI Kx= 2 1 F'ex= (12*TT'^2*E)/(23*(KL/rx)'^2) Ky= 1 0 = 13,466 PS! Lx= 172 IN Ly= '60 IN fb/Fb= 0 50 (1-fa/Fe)= 1 00 Cm= 0 85 CHECK INTERACTION EQTN(S) (H1-3): fa/Fa •^ fb/Fb= 0.60 < LO OK 21 CHECK EFFECT OF SEISMIC LOAD Mseis-sgl= 113,449 IN-LB <=== SEE LOADS & DIST SHEET fb= (l\/!static+Mseismic)/Sx = (227497 IN-LB + 113449 IN-LB)/15 2 IN'^3 = 22,431 PSI CHECK INTERACTION EQTN(S). (HI-3): fa/Fa fb/Fb= 0.64 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 29 RF 4/11/2013 COLUMN ANALYSIS: DOUBLE SIDED, SINGLE SIDE LOADED 1) STATIC LOADS I Pmax= # LVLS x ARM LOAD = 7,339 LB Mstatic= lARM MOMENTS = # LVLS X W X (L/2+A/2) = 4 X 1834 65 LB x (54 lN/2 + 8 IN/2) = 227,497 IN-LB (kl/r)x = 2 1 X 172 IN/343 IN = 105 31 (kl/r)y= 1 X60 IN/1.23 IN = 48 78 (kl/r)max= 105 31 Cc = (2TT'^2E/Fy)'^0 5 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa = n-((ki/r)''2/2Cc'^2)lFv COLUMN 5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc'^3 TYPE= W8x18 = 13,454 PSI A= 8 00 IN B= 5.25 IN fa= P/AREA Area= 5 26 IN'^2 1,395 PSI lx= 61 90 INM Sx= 15 20 IN^3 fa/Fa= 010 <015 rx= 3 43 IN ly= 7 97 INM fbx= M/S Fbx= 0 6Fy Sy= 3 04 IN-^S ~ 14,967 PSI 30,000 PSI ry= 1 23 IN Fy= 50,000 PSI F'ex= (12*Tr'^2*E)/(23*(KL/rx)'^2) Kx= 2 1 13,466 PSI Ky= 1 0 Lx= 172 IN fb/Fb= 0 50 (1-fa/F'e)= 1 00 Ly= 60 IN Cm= 0.85 CHECK INTERACTION EQTN(S) (H1-3): fa/Fa •^ fb/Fb= 0.60 < 1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD Mseis-sgN 113,449 IN-LB <=== SEE LOADS & DIST SHEET fb= (Mstatic+Mseismic)/Sx = (113449 IN-LB + 227497 IN-LB)/15 2 IN'^3 = 22,431 PSI CHECK INTERACTION EQTN(S), (Hi-3): fa/Fa+ fb/Fb= 0.64 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA91768 PROJECT FOR SHEET NO. CALCULATED BV DATE LOWES LOWES 30 RF 4/11/2013 COLUMN ANALYSIS: 1) STATIC LOADS DOUBLE SIDED, BOTH SIDES LOADED Pmax= # LVLS x ARM LOAD x 2 = 14,677 LB Mstatic= ZARM MOMENTS = 0 IN-LB (kl/r)x= 2 1 X 172 IN/3 43 IN = 105 31 (kl/r)y= 1 X60 IN/1.23 IN = 48,78 (kl/r)max= 105 31 Cc = (2TT'^2E/Fy)'^0 5 = 107 0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa: I1-((kl/r)^2/2Cc^2)1Fv 5/3 + 3(kl/r)/8Cc - (kl/r)'^3/8Cc''3 13,454 PSI fa= P/AREA = 2,790 PSI fa/Fa= 0 21 >0 15 fbx= M/S = 0 PSI F'ex= (12*TT'^2*E)/(23*(KL/rx)'^2) = 13,466 PSI Fbx= 0 6Fy = 30,000 PSI fb/Fb= 0 00 CHECK INTERACTION EQTN(S) (1-fa/F'e)= 0 79 (H1-1): (H1-2): fa/Fa + Cmx * fbx/[Fbx * (1-fa/F'ex)]: fa/0.6Fy + fb/Fb • 2) CHECK EFFECT OF SEISMIC LOAD Mseis-dbl= 226,898 IN-LB <=== SEE LOADS & DIST SHEET fb= (Mstatic+Mseismic)/Sx = (226898 IN-LB + 0 IN-LB)/15 2 IN'^3 = 14,927 PSI CHECK INTERACTION EQTN(S) (H1-1): fa/Fa + Cmx * fbx/[Fbx * (1-fa/F'ex)] = fa/0.6Fy + fb/Fb = 0.21 0.09 0.56 0.36 COLUMN TYPE= W8x18 A= 8 00 IN B= 5 25 IN Area= 5 26 IN'^2 lx= 61.90 INM Sx= 15.20 IN'^3 rx= 3 43 IN ly= 7.97 INM Sy= 3.04 IWZ ry= 1.23 IN Fy= 50,000 PSI Kx='2 1 Ky='l.O Lx= 172 IN Ly= 60 IN Cm= 0 85 < 1 < 1 ,0 OK ,0 OK <1 < 1 0 OK 0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 31 RF 4/11/2013 OVERTURNING: 11 CHECK FULLY LOADED CASE V= 874 LB Movt= XF'i*Hn = 113449 IN-LB = 113,449 IN-LB SINGLE SIDED RACK : SEE LOADS & DIST SHEET Hn Msf= (WDL + WLL) * L/2 = 7339 LB * 56 lN/2 = 205,492 IN-LB Puplift= (Movt-Mst)/d = (113449-205492)/56 IN = -1,644 LB NO TENSION ON ANCHOR =5inF ViFW IDL=4*34 65 LB=WDL= 139 LB ILL=4*1800 LB=WLL= 7,200 LB Lbase= 62 IN e= 3 0 IN d= 56,0 IN L= 54 IN Hn= 172 OIN TOTAL # OF ANCHORS/BASE= 2 # OF ANCHORS PER END= 1 ANCHOR PULLOUT CAPACITY= 2,886 LB ANCHOR SHEAR CAPACITY= 4,678 LB CHECK COMBINED STRESS: (0 LB/2886 LBj'^S/S + (437 LB/4678 LB)''5/3 0.02 < 1.0 OK USE (2) HILTI KB TZ ANCHORS PER BASE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 859-0981 161 ATLANTIC STREET • POMONA, CA91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 32 RF 4/11/2013 OVERTURNING: DOUBLE SIDED RACK/SINGLE SIDE LOADED 1) CHECK FULLY LOADED CASE V= 874 LB Movt= IFn*Hn <=== SEE LOADS & DIST SHEET = 113449 IN-LB = 113,449 IN-LB Mst= (WDL + WLL) * L/2 = 7477 LB* 110 IN/2 = 411,235 IN-LB Puplift= (Mov1-Mst)/d = (113449 - 411235)/110 IN = -2,707 LB NO TENSION ON ANCHOR RiriF UIFW IDL=8*34.65 LB=WDL= 277 LB ^LL=4*1800 LB=WLL= 7,200 LB Lbase= 116 IN ^ e= 3 0 IN d= 110 OIN L= 54 IN Hn= 172 0 IN TOTAL # OF ANCHORS/BASE= # OF ANCHORS PER END= ANCHOR PULLOUT CAPACITY= 12,886 LB ANCHOR SHEAR CAPACITY= 4,678 LB CHECK COMBINED STRESS (0 LB/2886 LB)'^5/3 + (437 LB/4678 LB)'^5/3 USE (2) HILTI KB TZ ANCHORS PER BASE 0.02 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL, (909) 869-0989 • FAX- (909) 869-0981 161 ATLANTIC STREET • POMONA, CA91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 33 RF 4/11/2013 OVERTURNING: 11 CHECK FULLY LOADED CASE V= 1,747 LB Movt= 2:Fn*Hn = 226898 IN-LB = 226,898 IN-LB DOUBLE SIDED RACK/BOTH SIDES LOADED : SEE LOADS & DIST SHEE Mst= (WDL + WLL) * Lbase/2 = 14677 LB* 110 IN/2 = 807,235 IN-LB Puplift= (Movt-Mst)/d = (226898-807235)/110 IN = -5,276 LB NO TENSION ON ANCHOR 9inF\/IFW IDL=8*34 65 LB=WDL= 277 LB ILL=8*1800 LB=WLL= 14,400 LB Lbase= 116 IN e= 3 0 IN d= 1100IN L= 54 IN Hn= 172 OIN TOTAL # OF ANCHORS/BASE= 2 # OF ANCHORS PER END= 1 ANCHOR PULLOUT CAPACITY= 2,886 LB ANCHOR SHEAR CAPAC1TY= 4,678 LB CHECK COMBINED STRESS (0 LB/2886 LB)'^5/3 -f (874 LB/4678 LB)'^5/3 • 0.06 < 1.0 OK USE (2) HILTI KB TZ ANCHORS PER BASE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 . 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULA FED BV DATE LOWES LOWES 34 RF 4/1 1/2013 BASE ANALYSIS: DCHECK STATIC LOADS Mbase= 227,497 IN-LB fb= Mbase/Sx = 227496 6 IN-LB/15,21 IN'^3 = 14,957 PSI Fb= 0,6*Fy = 30,000 PSI fb/Fb = 0.50 < 1.0 OK 1) CHECK COMBINED STATIC AND SEISMIC LOADS Mbase= 340,945 IN-LB fb= Mbase/Sx = 340945 365306122 IN-LB/15 21 IN'^3 = 22,416 PSI Fb= 0 6*Fy = 30,000 PSI fb/Fb •• 0.75 < 1.33 OK BASE TYPE= W8x18 A= 8 00 IN B= 5 25 IN t= 0 230 IN Sx= 15 21 IN'^3 Fy= 50,000 PSI MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC STREET • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE LOWES LOWES 35 RF 4/11/2013 DOWNAISLE BRACE: V/FRAME*1 5=V= 2,621 LB Ldiag= [Y'^2 + D'>2]'^0,5 = 69 0 IN Vdiag= V*Ldiag/D = 2621 LB * 69 IN/34 IN = 5,319 LB <=== TENSION (T) ON DIAGONAL Tallow= AREA * 0 6 * Fy * 1 33 = 0 527 IN'>2 * 0 6 * 36000 PSI * 1 33 = 15,178 LB / V \^ \ Y Vdiag -I r 1. -1 r J L T - J_ FRONT VIEW T/Ta= 0.35 CHECK CONNECTION < 1 0 OK Y= 60 IN D= 34 IN SHEAR CAPACITY= BOLT AREA * Fv * #BOLTS * 1 33 = (0 75 IN)''2 *(TT/4)*21000 PSI*1*1 33 = 12,370 LB CONN STRESS= 5319 LB/12370 LB 0.43 < 1.0 OK w —\ BRACE: Ll-1/2x1-1/2x3/16 BRACE AREA= 0 527 IN''2 Fy= 36,000 PSI BRACE CONNECTION CONNECTION TYPE= BOLTED BOLT DIAM= 0 750 IN Fv= 21,000 PSI #BOLT/END= 1 000 'SAN DIEGO REGIONAL iZARDOm MATERIALS QUESTIOI OFFICE USE ONLY UPFPi BP DATE Business Name Lowe's Prwect Address 2515 Palomar Airport Road Business Contact Tony Carlsbad CA state Telephone # I 760 ) _ 207-0401 Mailing Address 2515 Palomar Airport Road sbad Slate CA Zip Code 92008 Zip Code 92008 •fm 020 1800 Plan File# Project Contac! Tony Elias Telephone # ( 760 ) 207-0404 The foltowing questions represent tte facility's activities, NOT tho specific project description. PART h RRE DEPARTMENT - HAZARDOUS MATERIALS DIVISIOM: OCCUPANCY CLASSiFiCATtON: IndfCSte Oy arcling the item, meiher your business will use, process, or store any of the foMowmg haxardous materials it any of tne sems are ctrcsed. applicant must contact tne Fire Protection Agency vMh junsdiction prior to pian submrttai Facility's Square Footage fmduding proposed project): Occufswcy Rating: 1 E-xplosive or Blasting Agents ( 5.!Organic Peroxides - Sj Water Reactives (i3 Corrosives 2 Compressed Gases (""o" Oxidizers 10 Cryogenics .i^ OIner Health HazarcJs 3 Flammabie/Combusiibte Liquids 7 Pyropnonc« -11."' Hightsr Tojac or TOMC Materials Is None of These ' 4 Flammable Sdids • 8 sjnstabfe Reactives 12 Radioactives PAjriTsAWPiEGOcouwfYoepAmmmiOFBN'wmHMEmALmAvm-H^moous'mATMmMJDmSm mmor ntivCmmv^eTiolmC^ questions is yes, appiican! must contact the County of SanDiFgo HazardotisKtotinals Division, 5500 OveriancTAve, Suite 110, San Diego, CA 92123. Call (858) 505-6700 pnor to ttie issuance of a building permit. FEES ARE REQUIRED Project ComplPtion Date J ,/ Expected Daie of Occupancy ^. /J /_ YES NO 1 m D 2 • • 3 m • 4 a • • O 6 • 7 • O (for new construction oj reipodehng projects) is your business listeti on the reverse side of this form''(check all that apply). , C',_. I »'J'.-'X"'''"^'''s* ' Will your ijusiness dispose of Hazaiilous Substances or lyedtca! Waste In any amount'' \j "' _ Will your busmess store c handte Hazardous Substances in quantities equa) to or greater than S5£a!fons, 5f)£pouncls, 200 cubic feet, or caranogens/reproductive toxins in any Quantity? /> ',,,|,'~'" "* ' "• fi-' Mil your business use an existing or instai! an undenjround storage tank" Wiii yojr ljusmess store or handle Regulated Substances (CalARP")? < Wi'l yoji business use or install a Hazardous Waste Tank System (Title 22, ,Articte 10)? Wl!! your business store petroleum m tanks or containers at your faality wth a lota! stoiagi or greater than 1,320 gallons? {Caiifomia's Aboveground Petroleum Storage Act), apacily • CalARP Exempt Oate Initials • CalARP Required Date i initials I n CalARP Complete Date initials PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: H ttie answer to atiy of ttje questions'!38ldwl,i?yes; sppleant must contact ttie Air Poliirtion Control Distnd (APCD), 10124 OW Grove Road. San D!ego7CA92131-1649, telephone <85!3) 588-2600 pnor to t!iie.issuanp6 of ajbuilding or demolition permrt Note if ths an.sMfer to questions 4 or 5 is yes. applicant must also submit an asbestos notificafion "form ta.fte.APCO-'at 'feasl.40"working days pnor to oommenong demolition or renotration, except ii.- «• u< ,--s-.-v.-j.! of residenba! stnjctures of four unifs or fess'^'CdntSctpe" APCO fortriore'mformation Will the sutsjecf faci'ity or construction activities include operations or equipment that emit or are capaWe of emitting an air oontammant"' (See !he APCD factsheet at '>i:i ...ii ftriM^iiX o2'ri;:i.'/';Jii3'0.:r"-'i;-_-j/if, and tfie list of typical equipment requinng an APCO psrmit on the reverse side of ihis from Contact APCD if you fiave any questions) (ANSWhR ONLY IF QUESTION 1 ts YES) Will iha subien tsciliiy be located within 1.000 feet Ofthe ouier boundary of a schrol (K througti 12)"? (Search the California School Directory at l-tvzi''^KJ... '):hOf>.UP^^'''Si3'i 'or public anti pnvate schculs or contra the spcropnate school distnct) Has a survey seen perfoimed to determine the presence of Asnostos Containing Materials'' Wii there be renovation tnat involves handtmg of any friaPie asbestos materials, or disturbing any matenal that contams nm-fiiabie asbestos? Will there be demolition involving the removal of a load supporting structurai member' YES NO 1 a • 2 • • 3 • • 4 • • 5 • • Bnefly descnbe business activities: Home Improvemeni Retail Sales Bnefly describe proposeo project, New 154,000 square foot retail building 1 <fedare urtder penalty of perjury that to the best of my ."cnowJedge and belief ihe/fsponsi Jim Madden teme of Owner or Authonzed Agent har«n^re true and coirect SignaliM of Ownei- or Authonzed Agent 9 / 27 I 12, Date FIRE DEPARTMENT OCCUPANCY OJ^SSIFiCATION-. BY _____ „ FOR OFFICIAL USE ONLY DATE. EXEMPT OR MO FURTHER IftfORMATION REOUIRED RBfASED FpR BUILDING PSRW BUT NOT FOR OCOUPANCT RELEASED FOR OCCUPANCY COUNTV-HMO* APCD .-•'COlJST¥j:HM& • APCO COUMTY-riMD APCD • ' , fmmc c J 1 , \ • - ' , " : , 'A statnp in this box ortiy exempts businesses from comptefing or upsJating Hazardous Wateriafs Business Plan Oiher permiltirig requirements may still apply HM-9n\ (02,'n) County of San Diego -DEH-Hazanious IVIatcriais Diveion SAN DIEGO REGIONAL HAZARDOUS IVIATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE / Business Name L^^g.g Business Contact Tony Telephone # ( 760 ) 207-0401 Project Address 2515 Paiomar Airport Road City Carlsbad state CA Zip Code 92008 020 1800 Mailing Address , „ 2515 Palomar Airport Road (faJfsbad State CA Zip Code 92008 Plan File* Project Contact ^ Tony Ellas Telephone # / 760 ) 207-0404 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTWENT - HAZARDOUS IMATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous matenals If any of the items are circled, applicant must contact the Fire Protection Agency with junsdiction prior to plan submittal Facili^^ Square Footage (including proposedjiraject); Occupancy Rating: 1 Explosive or Blasting Agents f^iOrganic Peroxides Cgy Water Reactives Cl^ Corrosives 2 Compressed Gases (^}oxidizers 10 Cryogenics (TO Other Health Hazards (3) Flammable/Combustible Liquids 7^ Pyrophoncs ^T) Highly Toxic or Toxic Materials 15 None of These FlammabSe Solids (S) Unstable ReactniBS 12 Radioactives PART II- SAN DiEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS iWATERIALS DIVISIONS (HIVID): If the answer In any nf thP questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave , Suite 110, San Diego, CA 92123 Call (858) 505-6700 prior to the issuance of a building permit FEES ARE REQUIRED Project Completion Date / / Expected Date of Occupancy ^ 1^ / ^ • CalARP Exempt YES NO (for new construction or remodeling projects) 1 Kl O Is your business listed on the reverse side of this form''(checl< all that apply) 2 • • Will your business dispose of Hazardous Substances or ti/ledical Waste in any amount? 3 XI • VV?II your business store or handte Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 4 • • Will your business use an existing or install an underground storage tank'' 5 • • WII your business store or handle Regulated Substances (CalARP)'' en • Will your business use or install a Hazardous Waste TanSt System (Title 22, Article 10)? 7 • • WII your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons'' (California's Aboveground Petroleum Storage Act) Date Initials • CalARP Required Date Initials • CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT- If the answer to any of the questions below IS yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a bu'ldmg or demolition permit. Note, if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days pnor to commenang demolition or renovation, except demolition or renovation of residential structures of four units or less Contact the APCD for more information YES NO Will the subject facility or construction activities indude operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http /Awvjw sdancd.ora/info/facts/oermits odf. and the list of typical equipment requinng an APCD permit on the reverse side ofthis from Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)'' (Search the California School Directory at http-.//www cde.ca gov/re/sd/ for public and private schools or contact the appropriate school district). Has a survey been performed to determine the presence of Asbestos Containing Matenals'' Will there be renovation that involves handling of any fnable asbestos matenals, or disturbing any material that contains non-fnable asbestos? Will there be demolition involving the removal of a load supporting structural member? 1 m • 2 • • 3 • • 4. • • 5 • • Bnefly descnbe business activities- Home Improvement Retail Sates Bnefly describe proposed project New 154,000 square foot retail building I fledare under penalty of perjury that to the best of my knowledge and belief theifsponsi Jim Madden Name of Owner or Authorized Agent herainare true and correct Signat/rg of Owner or Authonzed Agent / 27 / 12 Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION'. BY: FOR OFFICIAL USE ONLY DATE- EXEMPT OR NO FURTHER INFORMATION REQUIREO RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD COUNTY-HMD APCD COUNTY-HMD APCD t. Reviewed '3. !J Ddte/Initials 0 \, <f' ^ ot sa^ • HM-9171 (02/11) Coimty ot San Diego - DEH - Hazardous Matenals Division ^ SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFPi* HV# BP DATE / Business Name, ,_ Lowes Business Contact Tony Telephone # ^760 ) 207-0401 Proiect Address 2515 Palomar Airport Road City Carlsbad Slate CA Zip Code 92008 "^"^020 1800 Mailing Address 2515 Palomar Airport Road (fa^isbad Slate CA Zip Code 92008 Plan Fi!e# Project Contact _ Tony Elias Telephone* ( 760 ) 207-0404 The folloviring questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTIVIENT - HAZARDOUS IVIATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous matenals If any of the items are circled, applicant must contact the Fire Protection Agency with ii*ieHir>t'in»^ isri/MT t/\ rsltin criKmiHol CT^^^ilifu'^ Cmiom ITnnt'ifTa f'mi^hyHinn rimnnvari r\rf\iant\' f^f*r«iin'ipi#*tt D<ifiMM> jurisdiction prior to plan submittal Facilit 1 Explosive or Blasting Agents 2 Compressed Gases (3) Flammable/Combustible Liquids X Flammable Solids s Square Footage (induding proposed nroject) ^Organic Peroxides \§J Water Reactives ^Oxidizers 10. Cryogenics Pyrophoncs ~ tfy Highly Toxic or Toxic Materials @ Unstable Reactives Occupancy Rating:. 13J Corrosives T« Other Health Hazards None of These Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DiVISIONS (HMD): If the answer to any of the Oate questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overiand Ave., Suite 110, San Diego, CA 92123 Call (858) 505-6700 prior to the issuance of a building permit. ^ ^ FEES ARE REQUIRED. Project Completion Oate: / / Expected Date of Occupancy. ^ 1^1 (for new construction or remodeling projects) Is your business listed on the reverse side of this forni"' (check al I that apply) ( QICJI 2"/cC/n/y| h IA Will your business dispose of Hazardous Substances or Medical Waste in any amount? (j vJ Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 0\l?//] i/^/rfi-ri^ Will your business use an existing or install an underground storage tank? /T 'r^ Will your business slore or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10) Will your business slore petroleum in tanks or containers at your facility v^th a t&tal storagercmescity JCIBSV^ or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). | '-'^L ^KtLlI PART III! SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: if the answer to any of tile quel^SUlt^ Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (853|586-2e00 prior to " permit Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos riolificpff^F^xo-toUheJ commencing demolition or renovation, except demolition or renovation of residential structures of four unltsnness-ijoniatt" YES NO 1. • 2. • • 3. Si • 4. a • 5. • • 6. • • 7 • • • CalARP Exempt Initials • CalARP Required Initials ,RP Complete / Date Initials YES NO 1. • 2. • • 3. • • 4. • • 5. • • must [contact the Air uildirtg or demolition idiirffl days prior to mfatrnalion. Will the subject facility or construction activities include operations or equipmenl lhat emit or are capable of emitting an air contaminant? (See the APCD factsheet at hltp.//viww.sd3pcd.orq/info/facts/permits pdf, and the list of typical equipment requinng an APCD permit on the reverse side ofthis from. Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject faality be located within 1,000 feel of the outer boundary of a school (K through 12)? (Search the California School Directory at http Ihmiw cde.ca gov/re/sd/ for public and pnvate schools or contact the appropnate school district). Has a survey been performed to delemiina the presence of Asbestos Containing Materials'' Will there be renovation that involves handling of any friable asbestos matenals, or disturbing any material lhat contains non-friable asbestos'' Will there be demolition involving the removal of a load supporting stmctural member? Briefly descnbe business activities- Home Improvement Retail Sales Briefly describe proposed project. New 154,000 square foot retail building 1 <ieclare under penally of perjury lhat to the best of my knowledge and tielief theHteppn! Jim Madden herein are true and correct. Name of Owner or Authorized Agent Signature of Owner or Authonzed Agent J 27 / 12 Date FIRE DEPARTMENT OCCUPANCY CtASSIFICATION-_ BY- FOR OFFICIAL USE ONLY. DATE- EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED Fgg^UILDlNG PERWIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD* APCD APCO COUNTY-HMD APCD aiu^. HM-917t (02/11) County of San Diego - DEH - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date Business Name street Address 6/1 i ^ C^nnfy\'f7 ^ytA Email Address PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biofuel Manufacturing Biotech Laboratory Bull< Chennical Storage Car Wash Chemical Manufacturing Chemical Purification Dry Cleaning Electrical Component Manufacturing Fertilizer Manufacturing Film/X-ray Processing Food Processing Glass Manufacturing Industrial Laundry lnl< Manufacturing Laboratory Machining / Milling Manufacturing Membrane Manufacturing (i.e. water filter membranes) Metal Casting / Forming Metal Fabrication Metal Finishing Electroplating Electroless plating Anodizing Coating (i.e. phosphating) Chemical Etching / Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement/ Vitamin Manufacturing Painting/Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing / Packaging Pharmaceutical Manufacturing (including precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap / Detergent Manufacturing Waste Treatment / Storage SIC Code(s) (if known):. Brief description of business activities (Production / Manufacturing Operations):_ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industria! wastewater to be discharged (gal / day):, List hazardous wastes generated (type / volume): Date operation began/or will begin at this location: OC" Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If ves, when: (VTX t/yi6 {/\A— Site Contact H( dhzjl^ ^^^"^ Title P^^"t" M^l^ Sianaturg-^^ky^^^W ENCINA WASTEWATER AUTHO 200 Avenida Encinas FAX- (760)476-9852 Phone No. ncinas Carlsbad, tk '92011 (760) 438-3941 CB131185 2515 PALOMAR AIRPORT RD I OWES-STORAGE RACKS J2^ Gin I 15 - p]a^(l.r=<^- SW QlSSUED •cv Approved Date By BUILDING PLANNING ^(M/ l^ ENGINEERING ] ^//^//^ FIRE Expedite? Y (^\/Lt^ C)^/l^l / i-h AFS Checked by ^ / Haztv/lat APCD Health Forms/Fees Sent Rec'd Due? By Enema Y N Fire Y N HazHealthAPCD Y N PE&M Y N School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD: Y ^ LandUse CFD: Y ^ LandUse Density ImpArea FY Annex Factor PFF: Y ('hi) Comments" Date Date Date Date Building Planning Engineenng Fire 6//V//e> / IJDone • Done • Done • Done • Done