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Home My WebLink About1932 KELLOGG AVE; ; CB071585; Permit.... . = ,,, City of Carlsbad :, ·... ...~~ 07-30-2008 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB071585 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 1932 KELLOGG AV CBAD Tl Sub Type: Lot#: Status: Valuation: Occupancy Group: 2121700400 $50,000.00 Construction Type: INDUST 0 NEW Applied: Reference #: Entered By: Project Title: LIFE MEDICAL-STORAGE RACKS Applicant: LIFE PROPERTIES L L C 1932 KELLOGG AVE CARL$BAD CA 92008 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. WaterCon. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $0.00 $0.00 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: DEREK DOWNEY 1932 KELLOF AV CARLSBAD CA 92009 760 801-6566 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES ISSUED 06/08/2007 RMA 06/18/2008 06/18/2008 JM Total Fees: $644.91 Total Payments To Date: $644.91 Balance Due: ~-z1;.-:> Inspector: ~ Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? $644.91 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "lmpo~ition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from lhe date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the· protest and any other required information with the City Manager for processing iri 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. 'P. City of Car.ls bad , '·f 1'®i5 Faraday Ave:, Carlsbad, CA 92008 . iJ 760-602-2717 / 2718 / 2719 ~ Fax: 760-602-8558 Building Permit Application #BEDROOMS DESCRIPTION OF WORK: (Please (!escr/be present use and proposed use) 7.6LJ./J-r" 'tJ/V~. b Date SUITE#/SPACE#/IJNIT# #BATHROOMS CONSTR. TYPE OCC. GROUP BUILDING AREA (SF) ADDITION AREA (SF) GARAGE (SF) . PATIOS (SF) DECKS(SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YESD #_ NOD YES D NOD YES D NOD APPLICANT NAME ADDRESS CITY STATE ZIP " PHONE FAX EMAIL CONTRACTOR BUS. NAME ADDRESS C!TY STATE ZIP PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & AQDRESS STATELIC.# STATE LIC.# ClASS · CITY BUS. UC.# /Sec. 7031.5 Business and Professions Code: Any City or''Counl): which requires a permit to co'nstruc~ alte~. improve, demolish or reP,air any structure, prior to ill issuance, also requires the applicant for such permit to file a signed statement that he is ficensed J!Ursuant-to the provisions of the Contractor's License Law {Chapter 9, commending with Section ,DOD of Division. 3 of the Business and Proiessions Code} or that he is exempt therefrom, and the ball! for the alleged exemption. Any violation of Section 7031.5 by any applicant for a-permit subject! the applicant to a civil penalty of·not more than five hundred dollars {$500}). . . · ~ ' ~ ' < WORKSRS' COMPENSATION :&•i'1li , , .:. . •. ,d:i?::'"· .,. , "· , Workers'·Compensatlon Declaration: I hereby affirm under penalty of perjury one of the following declarations: CJ I have and will malniain a certillc_ate of consentto self.Insure for workers' compensation as proyided by Section 3700 of the Labor Code, for the performance of.the work for which this permit is issued. CJ I hav~ and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance qf the work forwhich this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. ____________________ Policy No. ______________ Expiration Date · This section need not be.completed if the permit is for one hundred dollars ($100) or less: · . · 5 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person ·in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure.workers' compensation coverage is unlawful, an,d shall subject an employer to criminalpenalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.- ,85 CONTRACTOR SIGNATURE DATE · 1 hereby affirm that I am exempt froin Contractor's Ucense Law for the following reason: . "'11" I, as owner of me property or my employees with wages as their sole compensation,.will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's ,......._ License Law does not apply to an owner of property who builds or improves thereon, and who does such work hims~lf or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the buili!ing or improvement is sold within one year of completion, the owner-builder will have the burifen of proving that he did not !mild or improve for the purpose of sale}. '.)(' I, as owner of.the property, am exclusively contracting with licensed contractors to construct-the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). r)C · I am exempt under Section ____ .Business and Professions Code for this reasom · · 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D Yes D No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to proviae the proposed construction (include name address / phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise.and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will pr9vide some of the work! but I have contracted (hired) the following persons to·provide the work indicated (include name/ address I phone/ type of work): Is the·applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk-management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes D No . Is the.applicant or future building occupant required to obtain a permit from the air, pollution control district or air qu,ality management district? D Yes D No Is the facility-to be cqnstructed within 1;000 feet of the ou!er boundary of a school site? D Yes D No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY•NOT BE ISSUED UNLESS JHE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - I certifythatlhave readtheappllcationand state that the above lnfonnati_on is cxmectand that the infonnation on the plans is accurate. I agree to complywith all City ordinances and State laws relating to building construction. Lhereby authorize representative of ihe City of Calisbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY.WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OFTHIS PERMIT. OSHA: Ail OSHA permit is requited for excavations <Ner 5'0' deep and demolition or construction of structures <Ner 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by fimitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such pennit or if the building or work authorized by such permit is suspended ~ abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ' . .85APPLICANT'SSIGNATUR!:° .r_,,.,,,.,,, DATE t -7-07 City of Carlsbad Plan Check No. ,.1635 Faraday Ave., Carlsbad, CA 92008 760-60~~2111 I 2718 / 2719 . Est. Value Fax: 760-602-8558 Plan Ck. Deposit Buiidlng Permit Application Date JOB.ADDRESS SUITE#/SPACE#/UNIT# CT/PROJECT# LOT# · PHASE# #OFUNI # BEDROOMS · # BATHROOMS ' · TENANT BU INESS NAME lYPE OF CONST. OCC. GROUP DESCRIPTION·OF WORK: (l"/eue ducrlbe prufint use and proposed use) · BUILDING·AREA (SF) ADDITION AREA (SF) GARAGE (SF) PATIOS (SF) . DECKS(SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YESD #_ NOD YES [J NOD YES D NOD CONTACT NAME (ff Different Fom Appllclint) APPLICANT NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP · PHONE FAX PHONE FAX EMAIL EMAIL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP. PHONE FAX EMAIL ~- STATELIC.# CITY BUS. LIC.# /Sec. 7031.5 Biuine11 and'Prqlessiolls Code: Any.Ci\y: or CoualY, wliich requim a p_nii to coasM alter:JmPFQY~ demolish or rtP,ainny.structurt prior to its issuance, also requim the applicant for such pennit to file a signed statement that he is ficensed.Jtursuant to the proY11ion1-.of-die Contiaclor's Liteale-Law {Chapllr. 9, commendinf widi Seclion 700lf of DIYision 3 of the Business and Pnile11ion1 Code} or that he is exempt therefi'om, and the ba111 for the allegtd 'exemption. Any violation of Section 7031.5-by any apP,bt.for a Hffllit 1u~·Jli! ~Ito a ad pttlally of not~ than five, hund~ dolars {$500}). . · WORl(ERS' COMPENSATION Workers' Compin11tlon .Dt!;lrilon: / hereby affirm under ~nalty of pe{jlK)i ooe·of the following declaratioi1$: tJ I have and wi)I maintain a.cenilicate of consent to self-insure for worilers'compensation as-prov~ by Section 3700 of the Labor Code, for the performance of the work for ;hlch this permit is issued. Cl I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for 11\e performance of the work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: · · · · · ·insurance Co. · .Policy No, _________ Expiration Date _______ _ This section nee<! not be completed if the permit is for one hundred dollars ($100) or fess. Cl Certificate pf Exe,nptlon: I certify that-in the performance of the work for which ttiis permltls issued, lshali not employ any.person In ariy manner so as to become subject to the Workers: Compensation Laws of Ccilifornia. WARNING: Failure to •~ri worken1' COmptn~on coverage 1111nlawful, and ahail subject an employer to crtmlnal penalties and civil fines up to one hundred thousand dollars (&100,000), in iddHio,:i to the.cost of coinp1111atlon, damages II pi'ovliltil for in Stction 3708 of the Labor code, Infer~ and:attomey'a feea. A5 CONTRACTO~ SIG~T!JRI; DATE. OWNER-BUILDER DECLARATION I hereby affirm t~t.l am.exempt from Cont,ilctor's License /,l/w for the folfow{ng re,son: . Cl I, as ow~ of !he. property or my employees with wages !IS their sole compensation, will do the work and the struqture is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Ucense{aw does r)Ot apply to an owner of property who builds or improves thereon, and who does·such work hlrilself.or,through his own employees, provided that stlch lmptovements are not intended or offered for sale. If, however, the building or-Improvement Is sold within one year of completii>n, the owner-builder will h~e the burden of proving that he did not build or Improve for the purpose of sale), CJ I, as owner of the property, 1r11 exclusively contracting wlth'llcensed contractors to construct the projecl'(Sec .. 7044, Business and Professions Code: The Contractor's License Law does. not apply to an owner-of property who bllllds or-Improves thereon, and contracts·for such projects with contractor(s) licensed pursuant to the Contractor's License Law). CJ I 1r11 exempfundei' Section Business and Prof~kins Code for this reason: 1. I personally.plan to provide the major labor·and materials for construction of the proposed property lmprovelll!lnl Cl Yes CJ No 2. ! (have/ have not) signed an application for a bulldi~ permit for.the proposed work. ·3,.1 have contracted with the following person.(firm) to provide the proposed construction (include name c!(ldress /phone/ contractors' license number): 4. I plan to prqvlde portions of the work', but I have hired-the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license numb.er): 5. I will provide S00\8 oi the work, but I have contracted (hired) the following persons to provide !he work Indicated (Include n~ / address / phone / type of work): . . ~PROPERTY OWNl;R SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY :Is the ~pplicanCqrfuture building occ~pantrequlred to s.~bmlt a business plan, acutely h.azardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Haz~dous Substance Account Act? • Cl Yes CJ.No Is the app[icant or future building occu~t required to o.btal~ a permit from the air PQ!lulion controt·di~trict or air quality management district? CJ Yes CJ No Is the f~ility to be c9T1slructed wlth\n 1,000 ~!-of th~ !)!J)!lr boundi!fY. of .i ~hoQI sif(l? Cl, Yes r:i No - IF ANY OF THE ANSWERS ARE'YES, Af.lNAL CERTIFICATE·O~·OCCUPANCY MAY NOT BE ISSUED UNt:ESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POtfUTIOtfCONf~~~ DISTRl~_T. I c~rtify thtioat I have read I/le application· !lf\d._s!,ate.ika_i,the~b<iv~j,,i~~on:is:cofi.a:6i.aMihai.\l)itnidrm~UQri on'th~·pl~s is accurate. I agree to comply with all City ordinances and Slate laws relating to building C9nstruc n. . ·. . I hereby authorize representativ" of th!I City ofCat!sb\l(i to. ~ter UPQ~_tlin09ve me~tiO"!'Q J)Toperty for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY _AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABIL)TIES, JUDGlll!ENtS, COSTS1ANO EXPl:NSES .WHICH MAY IN'AffY:WAY,AOCRUE ·AGAINST'SAlDCITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. O$HA: An OSHA permit is required for excavapons over 5'0' deep and llemolition or construction of structures over 3 sto.rles in height. · · EXPIRATION: Every per!Jlll Issued.by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or,work authorized by such permit is suspend.ad or-abandoned at any time after the work is commenced for a pe,riod of 180 days (Section 106.4.4'Unlform Building Code), · . ..@S' APPLICANT'S SIGNATURE DATE 1 • I City of Carlsbad Bldg Inspection Request For: 07/30/2008 Permit# ·cB071585 Inspector Assignment: JM --- Title: LIFE MEDICAL-STORAGE RACKS Description: Type: Tl Job Address: I Suite: Sub Type: IN DUST 1932 KELLOGG AV Lot .o 9 Location: Inspector: ------- OWNER DEREK DOWNEY- Owner: GIACOMINI FAMILY TRUST 11-11-92 Remarks: Total Time: CD Description Act Comment 19 Final Structural Al Requested By: AL Entered By: JANEAN 29 39 49 Final Plumbing Final Electrical Final Mechanical ../,JL._ ___________ _ f~-- Comments/Notices/Holds Associated PCRs/CVs Origlnal PC# CV010575 CLOSED NO BIZ LIC, STORING VEHICLES; H-ILLEGAL CONST; · CV070277 CLOSED PCR02193 ISSUED LIFE MEDICAL; SEVERAL REVISIONS PCR07135 ISSUED LIFE PROP: ADD SINK & HOLDING; TANKS Inspection History Date Description Act lnsp, Comments 07/28/2008 19 Final Structural co MC NEED RACK/SHELVING LOAD SIGNAGE 07/23/2008 19 Final Structural CA JM AL BECK 07/07/2008 89 Final Combo co JM SEE CARD 07/03/2008 19 Final Structural CA PC 06/24/2008 14 Frame/Steel/Bolting/Welding co JM SEE RECORD CARD CIIV 11 Carlsbad · Flnal Bulldlng Inspection Dept: Building Engineering Planning CMWD St Lite ~ Plan Check #: Permit#: CB071585 Project Name: LIFE MEDICAL-STORAGE RACKS Address: 1932 KELLOGG AV Contact Person: AL Sewer Dist: CA Phone: 6197261249 Water Dist: CA Date: 07/07/2008 Permit Type: Tl Sub Type: INDUST Lot: 0 11111 I 11 I I I 111 I I I I I I I I,; I I I I I I I 11 I I I I I I I I 11III1111 I 11 I I I 11 I I~ I I I I I I I 11 I I I I I I I I I I I I 11 I I 11 I I I 11 I I I I I 111·1IIII111111 I 11 I I I Ii I 11 I I I 11 I I I I I I 11 I 111 I I I I I I 1111 I I I 11 Inspected LZ~ Date ~t ~Disapproved: __ ay: lnspect~d: J __ t!Jg/ Approved: I Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: ln_spected: Approved: Disapproved: __ ,, ......................................................................................................................................................... , Comments:. -------------------------------------- ' I ' % . t.· UNSCHEDULED BUILDING INSPECTION· .PAJ1f .. ~B ~Ul-1'(· P~ .· . . INSPECTOR -~ ----- . . ' ~~RMIT#. · G$.o0lt;~--: ... · .. · PLAN CHECK-# ____ _ .··, JOB,APDRESS· , (',~'2.-~~~_0 _<4 ~ . AV~-.. _ ... . J)ESCRlPTlON. ____ ...--_____________ _ CODE :OESCRIPTION . ( 9 .. '. . .. . . . . . . . . . . ,• ,• •' .. .• ·· . . . -......... , ·--· ......... '• .. _ . .. · ... A(:T · .. COMMENTS . W _ .· . --~ ·fM_G/l-,~i;ibl.-\JL~ L,.o.At::> '6~~"-'IA<4~ .. ~ -' v· ,_--e 1 .~' .,.. -. L...;.;...:__A~ :.,,::.,.· --t: :!.. ·e1 {' .... ',11l Tes.ting Services & Inspection, Inc .,, ~· 3030 Main Street San Dieg'9 CA 92113 ((;1'-til'-9904, Fax (619) ,ll;,4-4931 . ' ( ~ VISUAL INSPECTION REPORT ProiectName: · / : .& fJV'f'J ./\ ,.. -J . •, c. • I Proi,~ Ad!lron: I q ? "l . V11 ) ~ -;,_ ~ / ~ I Architec;t: F.ngineer: Lab. ReceiviDA.& Teatina Comtr. Mlllt'l Samnlet: · A/ ,,,,;d ( .?hlNS~CTIP~ MA.T'L~~G. QTY Lr'"'1!i&!:. Shon C--.Culnd.,,_ . . c... ModirlllioininlH .. . Mi,.......; 111•..,;,,.;Piiaiii ... ,,, MnGIIIVBoek', Roil ...... ' :s.....itv. Soil Tccrbiicim lloo-- . Pl'111NHCO!lfRW F.J10=.Bolt OSBPD. . Olbci. ,: OSA Odi1r Batch Plirit I ' MAY.'~DESClllPTION Reinteninor Sttcl . " All Tbr..aBola '.JI-) •• OroiaMklPSI Mortlr'LWtll'll.l. H.S.B.-... SC.cl' . : PermitNumber:lfo-1-/ ~-.'1i--r- Job Number: Other: . Other: .M"~~C,TION:. CHECKLIST -PlaMIIHlai:. .... EaOIV,;_,; '_:·.:, . Comclmf Aotiao • .. I . t7: . ';;J~..f,-h /f:-~.;,,, ..).~ :.._ j-~:-:· :-i -/) ~~ ~/Y ·-;L/!~:7 ·._; h A /'_L_. _..,,.~¢_·~ i-,,..<; ! ,, /'-~ c-.cJ r ~ --7l,,, Sa-/~~ ,, • ~ J £/ L// -~ .J _,,,-,J _L_ _ =? ~ ""77\ / A -:-5 A I I I, CD.TllICA110.N OF COMPLIANCE: All of die reported work, unlc11 o1hfflrite noted, oomplies wilh llf'FO\'Cd plmil, spccificllions and applicable sections of die building codes. This ...,.ort nnlv coven 61c loc.-,.f tbc work ...,cdld abd doct nat:'ffllllitutc • • · .,.,;,,;,,,, oc,. .. icct ccil*ol. NOTEHmpectlaa Ila•• oa • A-liear mhllm-; actual time after, hoJan; ~ ho1U' dewlqr"mhdmam ,.. Jo• eaiicehtl-. 9Y.tf:lltt• etraetlw DR Satar•aya, do11•1e Um.e Oll Sudav .. Ta<•> s~ ~ C1feat Slpatare ''A Quality Assurance Firm'' VISUAL INSPECTION REPORT ProjectN~A ~ '1i;K·1·111.~ -...:--,c PrQject ddre"ss: 1932 KELLOG A VE. \ Architec~ _/ r Engineer: _STRUCTURAL CONCEPTS ENGINEERING General Contractor: OWNER BUILDER ----Contractor'Doing..Reported Work: -OWNER.BUILDER ---·- Lab. Receiving & Testing Constr. Mat'! Samples: NIA INSPECTION MAT'L SAMPLING QTY MAT'L DESCRIPTION -.J Field Shop-, Concrete Cylinders Reinforcing Steel Concrete Mortar Samoles Cone. Mix/PSI Structural Steer .Grout Samples Cone. Mix/PSI Masonrv Masonrv Prisms ,J All Thread Bolts ½" Fireproofing Masonrv Block Grout Mix/PSI Pile Driving Reinforcing Steel Mortar Type/PSI Roofing Fireproofing H.S.Bolts -Specialty Asplialt-Concrete Electrode Soils Technician Roofing Steel ..; · BoJ! P~ll-0,ut _ , Steel· ----· Fireproof -• --~ ·-.. ~ Prestress Concrete High Strength Bolts Units Block Waterproofing· Other _ ---Unit Brick OSHPD Other MetalDeck , --- -OS-A -· Other---" -. Reinf. Tendons Mechanical Other Eooxv Electrical Other Other Batch Plant Other Other Inspection Date: 06-27-08 ON SITE FOR BOLT PULL TEST. REQUIRED 3750 LBS. TESTED 25% OF½" ALL THREAD BOLTS SET IN SIMPSON STRONG TIE SET 22 EPOXY. ALL TESTED TO 3750 LBS. ALL BOLTS SET FOR STORAGE RACKS. TESTING SERV.lCES & INSPECT.ION INC. 3030 Main Street San Diego, CA 92113 (619) 234-9904 (619) 234-4931 Fax PermitNumber: B07-1585 File Number: NIA Job Number: NIA Other: NIA ----=-: Other: NIA INSPECTION CHECK LIST -.J Plan/Specs Clearances Positions ,J Sizes Laps Consolidation Torque Applied ,J Tension Applied 3750 LBS. Epoxy Drills,dH_oles -----. --Corrective Action Corrections Complete CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report only covers the-locatigµs ofth_e work,i11_spected and does not constitute engineering opinion or project control, ~ ' . '----. --. . . ---. ----. -----------. --- INSPECT.OR NAME: i ·-JNSJ't~~iGNd ~ . . . '. . ·-STANLEY'SCHLAGER ··--. . ------~~ . --, . , .. ----' ------~--,-,,21: ,--: .ra:A~~~~~-A"/ CE}!11I_~It~TE NUMBER: 455 ~ ·--.. -: - NOTE:fospecti~ns !med on a 4-hour ~inim~m;-~ctua;_ti~e after 4 h~urs;; hou; s~ow ~~ mi~im~m f~~b ~anc~~lati~ns. 0~ me effective on Saturdays, double time on Sunday SUBMITTED TO: CITY OF CARLSBAD/ C.O.D. - EsGil .Corporation In (l'artnersliip witli <;;oven.irnent for <Buifain9 Safety DATE: 8/1/07 CJ APPLICANT ~ JURISDICTION: City of Carlsbad CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 071585 SET: II PROJECT ADDRESS: 1931 Kellogg Ave .. PROJECT NAME: Storage Racks for Lift Properties l2SI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: l:8:] Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PQ 7/24 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I . f. ~. EsGil Corporation In <Partnersliip witli government for (]Jui(tfing Safety DATE: 6/18/07 JURISDICTION: City of Carlsbad D FILE PLAN CHECK NO.: 071585 SET:I PROJECT ADDRESS: .1932 Kellogg Ave. PROJECT NAME: Storage Racks for Lift Properties D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. r:gj· The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. i:gj The applicant's copy of the check list has been sent to: Al Beck 11142 Provenc~I Place San Diego, CA 92128 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. i:gj Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: fl .B7ck Telephone#: 619-726-1249 Date contacted:~// P'/o,;fbY,· Fax #: 858-716-0614 Mail T~lephone ~ Fax In Person D .REMARKS: By: David Yao Enclosures: Esgil Corporation D GA (j MB D EJ D PC 6/11 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 , ' (' I . ~ . City of Carlsbad 071585 6/18t07 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1932 Kellogg Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/11 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 071585 DATE REVIEW COMPLETED: 6/18/07 This plan review is limited to the technical requirements contained in the Uniform 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. Tile 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. Per Sec. 106.4.3, 1997 Uniform Building Code; the approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes 0 No ' . 1 · · C'ily of Carlsbad 071585 6/18/07 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will· route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire 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 ail 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. 2. Provide a rack layout plan showing the location of all racks. 3. Only the storage racks are included in this plan review 4. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24. ·5_ USC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. Please provide a signed copy of the designer's or contractor's construction cost estimate of all work proposed. 6. 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 UBC Tables 3-D and 3-E. 7. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. Show a path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. Title 24, Part 2. 8. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306.8, 309.8 and 311.8. 9. Indicate the clearance from the new racks to the existing building walls and building columns. 10. Provide forklift protection per Section 2222.5. (or check the exception or note on the plan that no forklift will be used.) Recheck the "pallet" racks as follows: 11. Recheck all connections on sheet SCE 1 of 1 as follows: a) The rivet bearing.capacity is only dtFu = 0.406(0.0747)65 = 2 kips. ' ;!. ' 'City of Cadsbad 071585 6/18/07 b) c) Provide calculations for all beam to bracket weld capacities per Section 2330 .(allowable weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). Check the bracket maximum weak axis moment. 12. Recheck the base plate anchors .as follows: a) Check the transverse seismic for 9verturning with only the top shelf loaded with the force acting through the center of gravity of the top load per Section 2228. 7. b) Note 5 on sheet SCE 1 of 1 shows "special inspection is required during anchor installation". Provide special inspection program to the building official prior to issuance of the building permit. (if applicable). 13. 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). 14. The calculation shows the dimension between the two most top horizontal members is 12". The plan (SCE 1 of 1) did not show it. 15. The calculation shows the first horizontal member is 48" from floor (page 15) for type 2 SGL ROW. The plan shows 60~' .. Ple.ase check. ·1 s. 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 071585 6/18/07 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 071585 DATE: 6/18/07 BUILDING ADDRESS: 1932 Kellogg Ave. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. storage racks estimate Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance 1..-/ Plan Check Fee by Ordinance I • I Type of Review: 0 Complete Review D Structural Only · D Repetitive Fee 3 Repeats Comments: D Other D Hourly ...._ ___ __.I Hour* · Esgil Plan Review Fee ($) 50,000 50,000 $345.061 $224.291 $193.231 Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB OJ l5SS ADDREUt'.336 kel)Ojj A\lenue DATI! ~ ..-l l -O? RBSIDl!NTIAL TINANT IMPROVl!Ml!NT USIDl!NTIAL ADDITION MINOR PUZA CAMINO R1!AL (<$10,0GO.OG) POOL/ SPA RffAINING WALL PµNNER 9:_ (Y)~ ENGINEER~ ..... CARLSBAD COMPANY STOHS VILLAGa FAIiia . . . COMPL.,.I OFFICI BUILDING DATB (o.-t I :01. DATE qd/4 ... II Carlsbad Fire Department Plan Review Requirements Category: Tl , INbUST :Date of Report: 12-10-2007 Name: Address: Pennit #: CB071585 Job Name: Job Address: LIFE MEDICAL-STORAGE RACKS f932 KELLOGG AV CBAD BUILDING DEPT" COPY Reviewed by: ___ fl_'_ IL~-· __ ?!I-~ INCOMPLETE · The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review . carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0002485 [NOT MET] Fire requested that the applicant revise the rack layout to comp[ly with the provisions of Article 81 of the CA Fire Code. The specifics of which are as follows; 1. Between Rack 15 and 17 /18 provide a minimum of 44 inch clear path 2. Provide a 6 inch vertical flue space between racks 17 and 18. 3. Provide a 6 inch vertical flue space between racks 11 an 12. 4. Provide a minimum of 44 inch clear path of travel around any racks not situated against a wall. 5. At no time shall there be a 'Dead,.end' path in any room used for high-piled combustible storage. Entry: 12/10/2007 By: GR Action: CO f \., ,, ~ )'· y• ,~\ tructural Prqj~ct Name : Life Properties Prqject Number: G-052407-8· Dafe : 07 /13/07 -Correction #1 I I ng1neer1ng 1200 N. Jefferson St, Suite F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mail@sceinc.net Street Address : 1~32 Kellogg Ave Ci1y/State : Carlsbad, CA 92008 Scope of Work : Selective Rack · 1· S~ti-uc,tural -Concepts ~ Engineering · '-=--. : :· . ·· ·· .1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax; 714.632.7763 By: · A.A. Project:· l:.IFE· PROPERTIES Project #: G-052407 -8 TABLE OF ~ONTEr,rTS Title Page ........................................ -....•.............••...••.•••••.•.•...•.....••...... · ........... -..... . Table of Contents ................................................. , .......... : ......................... _ .............. . Design Data and Definition of Components .......................................................... .. Critical Configuration .................................................. , .......................................... . Seismic Loads ............................................................................ -............................ . Column ....................... _ ....... · ................................. · ................................................. . Beam and-Connector ............................................................................................. ,. Bracing ........................ · .................................. -.................... · ................................. . Anchors .......................... · ....... · ...................................................... -....................... . Ba$e Plate._ ............................................................................................................. . Slab on Grade .......................................................................... -....... -...................... . Other Configurations ........................................................................... , .................. . 1 2 3 4 5to6 7to 11 i2 to 14 15 .16 17 18 1~to 26 Life Properties G-052407-8 Type 5 5R.-rev7-l 3-07 Paqe · 'L of 1-(p 7/13/2007 '-Stru.otural Concepts :;i:;~4 Ehgineering · · --·--:----:.d ·. 1200 N, Jefferson Ste. Ste E Anaheim. CA 92807 Tel; 714,632.7330 Fax: 714.632.7763 By:. A.A. · · Project; LIFE PRPPERTIES Design Data 1)The analyses conforms to the requirements of the 2001 CBC, utilizing division X of chapter 22 and section 1630.2 2) Column steel e<;>nforms tci AS1M A570, Gr.5?, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55,. with minimum yield, Fy=55 ksi All other steel c;onforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi U.N.O. · 3) Anchor bolts shall be.provi$ciby installer perICBO reference on plans and calculations herein. Installer must -_provide any ~pecial inspection as.called out on plans or calculations, or ~s required bythe. ICBO report indicated herein. 4) All welds shall conform to AWS procedures, util12ing E70:x,x electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) Toe.reinforced slab is 5" thick with minimum 2000 psi compressive strength. Soil bearing capacity is 500 psf. Definition of Components Frame Height _ ))};{: ~= , Product: ···-····· ········· A ......... ·······-·· ......... ......... ......... ········· ......... ......... Beam Leng~ Front View: Down Aisle (LongltudjnaQ Frame Beam Spacing life Properties G-052407-8 Type 5 SR-rev?-13-07 Beam to Column Connector Base Plate arid Anchors Page 3 of 1,A.:, Section A: Cross Aisle (Iransverse ) Frame Project #: G-052407 -8 Horizontal Brace Diagonal Brace 7/13/2007 < l Str~tura1 \.,oncepts ~ EnginEtering . . . ·--~:.: ... · · 1200 N. Jefferson ste. Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA · · Project: · LIFE PROPERTIES . Project#: G-052407-8 Configur~~ion & ~ummary: TYPE s.SGL.ROW Seismic ZC,ite 4 (Na,;.1.0) ~mpo1_1~nt Col~mn Column Backer Beam -. Beai:n Connector Brac::e.:Diagonal B.race Connection ·-.. ~asePlate ., . An.chor .-·stab. .. -- ' Leve! , -Load . ... Per Level 1 -~Q.lb 2 ·90Qlb 3 9001b 4 9001b 5 900·lb T 30" + 30'' + 192" 30" + 36" -t- 36" oo~',' l============I ~ --"r--12" + 24" + '-24" ,, +: / 24" 192" + ~ 24" -4,- 24" / + 24" + 24" ~1---1 · # Bm LYls F~me ~ Frame Height # Diagonals Beam length Frame Type 5 42 in 192.0 ill 8 96in Single Row -· Description STRESS Fy=SSICi;i MecaluxUSO P=2500 lb, M=3281 in-lb 0.24-0K None None None N/A Fy=55Ksi .. vi 1: Mecalux 510],7 4" X 2.5• X 15 ga Lu=96 in I Capacity:·4318 lb/pr 0.21-0K Fy=SOKsi Lvl 1: 3j>~~OK I Mcon1_1=4215 in-lb I Mcap=15834 in-lb 0.27-0K Fy=S~ .. M~ U515 Sgl .i.97x1.38x16ga(U80) 0.17-0K Grades _ (2}0,3125" Dia~ Bolt per Brace End 0.22-0K Fy=36Ksi 8x5x1/2 I Fixity= 3281 in-lb 0.26-0K 2perBase . o.~.-x 4.25• Em~ SIMPSON SET ,.l:OPXY ICBO ESR 1772 Inspection Reqd (T=463 lb) 0.02-0K ,, . -.S-' th~',x:"2()00-psi slab. 500-psf Soil Bearing Pressure 0.41-0K '. ] Story Force r Story Fon:e Column I Column I Conn. Beam BeamSpc:g .tsrace rransv Longit. Axial Moment Moment Connector 36.lhn . 24:0 ,ri 641b 28 lb 2,500 lb 3,281 "# 4,215 "# 3 pin OK ~.0in 24.0in 1281):) 55 lb 2,000 lb 3,226 "# 3,712 "# 3 pin OK 30.0in 24.0in 181Jb 781b 1,500 lb 2,275 "# 2,944 "# 3 pin OK 30.0 in 24.0in 2341b 1011b 1,000 lb 1,689 "# 2,272 "# 3pin OK 30.0in 24.0in 2871b 1241b 5001b 931 "# 1,427 "# 3 pin OK 24.0 in 24.Q in 12.0.in Total:_ 8931b -3861b . l ~N-~_! ·-· . Life Properties G-05.2407-8 Type 5 SR-rev:7-.J 3-07 Paqe i of 7/13/2007 y t Stru~tural Concepts ~4 Engineering ·. · ·-~ · . 1200 N. Jefferson Ste. Ste E Anaheim, CA 92807 Tel: 714,632.7330 fax: 714.632.7763 By: A.A. . ,· .Project: .. Lll=:E.PROPERTIES Seismic Forces ·configuration: TYPE 5 SGL ROW lateral analysis is performed with regard to sections 222R5.2 arid 1630.2.ofthe 2001 CBC Base sh~clr is highest of: 1) Cv*I*W/(R*T*l.4) (EQ 30-4) <;= 2.5*ca*I*W/(R*1.4) (EQ 30-5) 2) 0.li*ca*I*W/1.4 (EQ 30-6) 3) 0.8*Z*Nv*I*W/(R*1.4) (EQ 30-7) 4)1.So/o*(Dl+LL) (Sec 2228.3.2) Transverse (Cross Aisle) Seismic Load . T= Ct*(H)°·75 = VEQ30-4= 0.742 VEQ 3()..6= 0.035 . Base·Stiear Coeff= 0.1786 J_eyel LL 1 !;)00 lb 2 9001b. 3 900 lb· 4 9001b 5 9001b Longitudinal (Downaisle) Seismic Load . T= . U*(H)o.75 = VEQ 30-4= 0.327 VEQ30-6= :0,035 !3!i,s~ Shear Coeff= 0.1403 Level LL 1 9001b 2 900·lb 3 9001b 4 9001b 5 900Jb 0.14sec a-transv= 0.020 <= Vr:Q30-s= 0.1786 Vma.3.2? 0.015 . VEQ 30-7= 0.033 n-transv= 1 Vtransv= ·0.1786 * (500 lb+ 4500 lb) = 893 lb ll/(n-transv) DL 9001b JOO lb 9()0 Jb 1bo·tb 9001b 100 lb 90().lb '1001b 9001b 1001b 4,500 lb ·SOOJb hi 36in 72in 102in 132in 162in W=SOOO 16: wi*hi 36,000 72,000 102,000 132,000 162,000 504,000 0.25~ Q-lpng= 0:035 <= V.eQ30-s= 0.1403 Vma.3:z. = 0.015 . VEQ»1= 0.026 Vlong= 0.1403 * (500 lb+ 2250 lb) :;= 3861b U/(n-long) DL hi wi*hi 4501b 1001b 36in 19,800 4501b 1001b 72in 39,600 4501b lOO·lb 102in 56,100 450 II? 1001b 132in 72,600 4501b 1001b 16:?in 89,100 2,250 lb . 500.lb W-27501b 277,200 Life Propert1e~ G-052407-8 Type 5 SR-rev7~13-07 Page Project #: G-052407 -8 I= 1.0 Seismic Zone 4, Z= 0.4 ca= o.44 Na= 1.0 Cv= 0.64 Nv= 1.0 (Transverse) R= 4.4 Fi Fi*hi 63.81b 127.6 lb 180.7 lb 233.9 lb 287.0 lb 8931b (Longitudinal ) R= 5.6 n-long= 2 Fi 27.61b 55.1 lb 78.1 lb 101.1 lb 124.1 lb 3861b 2,297-# 9,187-# 18,431-# 30,875-# 46,494-# l=107,284 7/l 3/2007 1 1 Stru~tural · Concepts -... ~ En~~8 =.~~son st.. Ste F Anaheim, CA 92807 Tul:"714&32,7330 Fax: 714 632.7763 By: . A.A._ . Project, .LIFE l?ROP!:RTl~S Project #: G-052407 -8 Down_aisle Seismic Loads · · Configuration: 1YPE 5 SGL R.OW . Determine the story moments by ~pplying portal analysis. The ~ plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 386 lb Vcol=Vlong/2= 193 lb Fl= 28 lb F2= 55 lb F3= 78 lb Seismic Story Moments L Mbase-max;= 5,000 in-lb <=== Default capacity Mbase-v= (Vcol*hleff)/2 =· 3,281 in-lb <=== Moment going to base Mbase-eff= Minimum ofMbase-max and Mbase-v-~· · = 3,281 in-lb M 1-1= [Vcol * h1eff]-Mbase-eff = (193 lb* 34,ih)-3281 in-lb = 3,281 in-lb Mseis= (Mupper+Mlower)/2 Mseis(1-1)= (3281 in-lb+ 3226 in-lb)/2 = 3,253 in-lb LEVEL hi Axial Load 1 36in 2,500 lb 2 36in 2,000 lb 3 30in 1,500 lb 4 30in 1,000 lb 5 30in 5001b Mconn-allow(3 Pin)"= 15,834 in-lb M 2-2= [Vcol-(F1)/2J * h2 = [193 lb -27.6 ll:ff"36 in/2 = 3,226 in-lb -Mseis(2-2)= (3226 in-lb+ 2275 in-lb)/2 = 2,750 in-lb Sulllfflilry of Forces Column Moment Mseismit . Mend-fixity 3,281 in-lb 3,253in-lb 962 in-lb 3,226 in-lb 2,750 in-lb 962 in-lb 2,275 in-lb 1,982 in-lb 962 in-lb l,689 in~lb l,~10 in-lb 962 in-lb 931 in-IQ 465 in-lb 962 in-lb life Properties G-052407-8 Type 5 SR-rev?-13-07 {f) of¼ h1 h1eff II Beam to Column Elevation Mconn Beam Connector 4,215 in-lb 3 pin OK 3,712 in-lb 3pinOK 2,944in-lb 3 pin OK 2,272 in-lb 3 pin OK 1,427 in-lb 3 pin OK 7/13/2007 Siru~tural Concepts _ :fip-4 Engineering · · · · --~~ . 1200 N. Jefferson Ste, Ste E Anaheim. CA 92807 Tel: 714.632.7330 fax; 714,632.7763 ~y: A.A._ __ Project; . LIFE PROPERTIES Project #: G-052407 -8 Column Configuration: 1YPE S_SGL ROW Confurms:ro the requirements.of Chapter CS of ttie 1996 AISI Cold Formed Steel Design Manual ·for combined bending and axial loads. Section Properties Loads Section: Mecalux USO Aeff = 0.616 W'2 Ix : 0,946 inA4 Sx = 0.596 inA3 ,r.x = 1.240 in Qf= 1.67 E= 29,500 ksi · ·Axial=P= 2;500 lb Axial Analysis Kxlx/r.x = 1.7*36./1.24" = 49.4. -Iy = 0.503 in!'4 Sy= 0.347 inA3 ry = 0;903in Fy= 55 ksl Cmx::;: 0.85 . ,_.oment=Mx= 3,281 in-!b Kyly/ry = 1*~·/0.903" . = 53.2 Kx = 1.7 L.x = 36.0 in Ky= 1.0 Ly= 48.0 in Cb= 1.0 (Column stresses@ Level 1) Fe> Fy/2 Fn= Fy{l-Fy/4Fe) r-3.200111-1 r 0.075 in 2.700 in J_ Fe= nA2.Ef(KL/r)maxA2 = 103.0ksi Fy/2= 27.5. ksi = 55 ksi*[l-55 ksi/(4*103 ksi)] = 47.7 ksi Pn= Aeff*Fn = 29,359 lb 'P/Pa= 0.16 _..,_-,-.:;:_-:--c Bending Analysis > 0.15 Cl1eck: P/Pa + (Cmx*Mx)/(Max*µx) ~ 1.33 P/Pao + Mx/Max::; 1.33 .Qc= 1.92 Pa= Pn/Qc = 29359 lb/1.92 = 15,291 lb Pno= Ae*Fy Pao= Pno/.Qc Myield=My= Sx*Fy = 0.616 jnA2 *55000 psi = 33,880 lb Max= My/Qf = 32780 in-lb/1.67 = 19,629 in-lb µx= {1/[1-(.Qc*P/Pcr)JY-1 = {1/[1-(i.92*2500 lb/73561 lb)]}A-1 = 0.93 .Combined Stresses = 338801!)/1.92 = 17,646 lb Per= n"'2EI/(KL)maxA2 = nA2*29500 ksi/(1.7*36 in)A2 = 73,561 lb (2500 lb/15291 lb) + .(0.85*3281 in-lb)/(19629 in-lb*0.93) = (2500 lb/17646 lb)+ (3281 in-lb/19629 in~lb) = ·o.32 · 0.31 < 1.33, OK < 1.33, OK Life Properties G-052407-8 Type 5 SR-rev7-l 3-07 Paqe q-ofl-t, = 0.596 inA 3 * 55000 psi = 32,780 in-lb (EQ CS-1) (EQ C5-2) 7/13/2007 ' ·St~tural Uon!ts ~;-;J . ngineering ---:----V. .. · . . 1725 S. Doualass Rd. Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: LIFE PROP. Project#: G-052407-8 TRANSVERSE COLUMN Cont1guratlon: 1YPE s SGL ROW Conforms to the requirements of Chapter Cs of th!3 1996 AISI Cold Formed Steel 'Desi§n Manual for combined bending and axial loads. Section Properties Loads Section: Mecalux USO Aeff= 0.616irl"'2 Jx = 0.946 in,.·"! Sx = 0596 i11'·· 3 rx = 1.240 in· Qf= 1.67 E= 29,500 ksi Cb= 1.0 Kx= 1.2 Ky= 1.0 Movt= 123,377 in-ib Frame Depth= 42 in S,eisrnic Axial=Pv= Movt;td = 2,938 lb Axial Analysis · Kxlx/rx = 1.2*36"/1.24" = 34.8 Fe= n"2E/(Kl./r)max"2 = .. 103.0ksi Pn= Aeff*Fn =a29,359 lb P/Pa= 0.36 > 0.15 . Bending Analysis Iy = 0.503 in''4 Sy= 0.347 in,·,3 ry = 0,903 in Fy= 55 ksi Cmx= 1.00 width= 3.200 iri depth1= 2.700 1n thick!= 0.0750 iu Lx == 36~0 in Ly= 4'3.0 in Static Axial=Ps=. 2500 ib Ptotal=P= 5,438 lb Kyl.y/ry = 1:t48"/0.903" = 53.2. Fy/2= 27.5 ksi Qc= 1.92 Check: P/Pa + (Cmy*My)/(May*µy) S 1.33 P/Pao + My/May S 1.33 Pno= Ae*Fy, Pao= Pno/Qc Transverse Elevation V= 193 !b h= 10 in Moment=My= 'ti /2*h = 4,465 in-lb Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*103 ksi)J = 47.7 ksi Pa= Pn/Qc = 29359 lb/1.92 = 15,291 lb Myield=My= Sy*Fy h = 0.616in"2 *55000 psi = 33,880 lb = 33880lb/1.92 = 17,646 lb = 0.347 in"3 * 55000 psi = 19,085 in-lb May=My/Qf = 19085 in-lb/1.67 = 11,428 in-lb µx= {l/[1-(Qc*P/Pcr)]}"-l = {l/[1-(1.92*5438 lb/63563°lb)]}"-l :.0.84 Combined Stresses Per= n"2B/(KL)max"2 = n"2*29500000 psi/(1*48 in)"2 = 63,5631b (543f:l lb/15291 lb) + (1"''4465 in-lb)/(11428 in-lb*0.84) = (5438 lb/17646 lb) +.(4465 in-lb/li428 in-lb)= 0.82 0.70 < 1.33, OK < 1.33, OK (EQ CS-1) (EQ C5-2) '( ' St~t_ural · \.,onEts ~ nginee~in9 · _ _ --V _· . 1200 N. Jefferson, Ste, Ste F Anaheim,_ CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: LiFE PROPERTIES Project #: G-052407 -8 «;:ol&,1mn-Exposed Post Check Configuration: WP1: 5 SGL ROW Conforms to the requirements of Chapter CS-of the 1996 AISI Cold Formed Steel ~ign Manual for combined bending and axial loads. Check post protector_requirementof2001 CBC Sec 2222.5 Section Properties Loads Section: Mecalux USO Aeff = 0.616 in"2 Ix = 0.946 in"4 Sx = 0.596 in"3 rx= 1.240 in ill= 1.67 E= 29,500 ksi Axial=P= 2,500 lb Axial Analysis KxLx/rx = i.2*36"/1.24" = 34.8 Fe= n"2E/(KL/r)max"2 = 239.9ksi Pn= Aeff*F.n . = .29,195 lb P/Pa= Bending Analysis Iy = 0.503 in"4 Sy= 0 . .347 in"3 ry = 0.903 in . Fy=:=-50 ksi Cmx= 0,85 width= 3.200 in depthl= -2.700 in thickl= o._105 in Moment=Mx= O in-lb > 0.15 KyLy/ry = 1*24"/0.903" :;: 26.6 Fy/i= 25.0 ksi .Qc= 1.92 Check: P/Pa + (Cmx*Mx)/(Max*µx) :5 1.33 P/Pao + Mx/Max ~ i.33 Pno= Ae*Fy Pao= Pno/Qc = 0.616 in"2 *50000 psi = 30,800 lb = 308001b/l.92 = 16,042 lb Kx = 1.2 Lx = 36.0 in Ky= 1.0 Ly= 24.0 in Cb= 1.0 Fe> Fy/2 Fri= Fy(l-Fy/4Fe) r3.200in-J -i 0.105 in 2.700 in l_ = 50 ksi*[l-50 ksi/{4*239.9 ksi)] = 47.4 ksi Pa= Pn/Qc :i: 29195 lb/1.92 = 15,206 lb Myield=My= Sx*Fy = 0.596 in"3 * 50000 psi = 29,800 in-lb Max= My/Qf Per= n"2EI/(KL)max"2 = 29800 in-lb/1;67 = 17,844 in-lb µx= {1/[1-(flc*P/Pcr)]}"-1 = {1/[1-(l.92*2500 lb/147586 lb)]}"-1 = 0.97 Combin·ed Stresses . =, n"2*29500 ksi/(l.2*36 in)"2 = .147,586 lb (2500 lb/15206 lb) + (0.85*0 in-lb)/(17844 in,lb*0.97) = 0.16 <= 500/o, NO POST PROTECTION REQUIRED PER CBC SEC 2222.5 age ·St~tu;al .\.,onEts . ~~ · ngineering _ _ · --:..~ · . · 1200 N. Jefferson Ste, St~ F Analleim, CA 928Q7Tel: 714.632.7330 Fax: ·114.632.7763 By:· A.A. · . ·Project: LIFE PROPERTIES Project #: G-052407-8 . Column~Exposed Post Check . TYPE 1 SGL ROW Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Check post protector requirement of2001 CBC Sec 2222.:5 Section Properties Loads Section:· Mecalux U80 Aeff = 0.616 jnA2 Ix = 0.946 inA4 Sx = 0.596 inA3 rx = 1.240 in .Qf::: 1.67 E= 29,500 ksi Axiai.Anailysis Kxlx/rx = 1.2*96"/1.24" = 92.9 Fe= nA2E/(Kl./r)max"2 = 33.:i'ksi Pn= Aeff*Fn = 19,387 lb f!/Pa= 0.10 Bending Analysis Iy = 0.503 inA4 Sy.= 0.347 jnA3 ,ry = 0.903 in Fy;=: 50 l<si Cmx= 0.85 wicll:h= ;3.200 in depth!:;: 2.700 in thickl= 0.105 ip Moment=Mx= o in-lb < 0.15 Kyly/ry = i*24"/0'.903'' :;: 26.6 Fy/2= 25.0 ksi .OC= 1.92 . Check: P/Pa + Mx/Max :5 1.33 Kx = 1.2 r-3.200 in -1 Lx = 96.0 in Ky= 1.0 Ly= 24.0 in Cb= 1.0 Fe> Fy/2 Fn= Fy(1-Fy/4Fe) -r 2.700 in J_ = 50 ksi*[l-50 ksi/(4*33.7 ksi)] = 31.5 ksi Pa= Pn/Qc = 19387 lb/1.92 = 10,097 lb 0.105 in -Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.616 in"2 *50000 psi = 30,800 lb Max= My/Qf = 29800 in-lb/1.67 = 17,844 in-lb . · µx= {1/[1-(Qc:*P/Pcr)]}"-1 · = {1/[1-(1.92*10QQ lb/20754 (b)]}A-1 = 0.91 Combined Stresses = 30800lb/1.92 = 16,042"lb Per= nA2B/(KL)maxA2 = nA2*295Q0 ksi/(1.2*9Q in)A2 = 20,7541b = 0.596 inA3 * 50000 psi = 29,800 in-lb (1000 lb/10097 lb)+ (0 in-lb/17844 in-lb)= 0.Q6 . <=. 500/~, NO POST PROTECTION .REQUIRED PER CBC SEC 2222.5 I. ' ' ·.5t~~ural Vonets ~~ ngineering .. · -~ · : · 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. . Project: LIFE PROPERTIES Project#: G-052407 -8 Column"'Exposed Post Check TYPE 8 SGL ROW . Conforms to tl:le requirements of'Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined· bending and axial loads. Check post protector requirement of 2001 CBC Sec 2222.5 Section Properties Loads · Seetib_n: Mecalux USO Aeff = 0.616 inA2 Ix = o.946 in"4 -Sx = 0.596 in/\3 . rx-= 1.240 in_ . Qf= 1.67 E= 29,500 ksi Iy = 0.503 in/\4 Sy= -0.347-in"3 · ry = 0.903.in Fy=_50 ksi Cmx= 0.85 width= 3.200 in depl:hl-= 2.700 in thic;kl= 0,105 in Axial=P'= 11500 lb Moment=Mx= 0 in-lb Axial Analysis Kxl.x/rx;:: 1.2*84"/1.24" = 81.3 Fe= nA2E/(KL/r)maxA2 = 44.lksi ·Pn= Aeff*Fn .. = 22,062 lb P/Pa= 0.13 Bending-Analysis < 0.15 Check: P/Pa, + Mx/Max ~ 1.33 Pno= Ae*Fy = 0.616 in"4 *5000Q psi = 30,800 lb KyLy/ry = 1*24"/0.903" = 26.6 Fy/2,= 25.0 ksi Qc= 1.92 Pao= Pne>/Qc = 308001b/1.92 = 16,042 lb Kx = 1.2 Lx = 84.0 in Ky=_ 1.0 Ly.= 24.0-in Cb= 1.0 Fe> Fy/2 Fil= Fy(1-Fy/4Fe) r3.200in-, -r 0.105 in 2.700 in J_ = 50 ksi*[l-50 ksi/(4*44.1 ksi)J = 35.8 ksi Pa= Pn/.Qc = 22062 lb/1.92 = 11,491 lb Myield=My= Sx*Fy = 0.596 inl\ 3 * 50000 psi = 29,800 in-lb Max= My/.Qf Per= n"2EI/(KL)max"2 · = 29800 in-lb/1.67 = 17,844 in-lb µx= {1/(1-(.Qc*P/Pcr)]Y-1 = {1/[1-(l.92*1500 lb/27108 lb)]}l\-1 = 0.89 Combined Stresses = nl\2*29500 ksi/(1.2*84 in)"2 = 27,108 lb (1500 lb/11491 lb) + co in-lb/17844 in-lb) = 0.09 <= 50%, NO POST PROTECTION REQUIRED PER CBC SEC 2222.5 age /j o ?_)o t S~ru~tura, Concepts ~-4 Engineering . . · · · · ·--....:::.d . 1200-N. Jefferson Ste, Ste E Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714,632.7763 . E!y: A.A. Project: LIF~ PROPERTIES Project #: G-052407-8 Beam Configuration: 1YPE s SGL ROW The beam to column connection is assumed to provide partial erid fudfy for the beam frame. The end moment calculated herein is added to the lateral force·force portal moment wt)en analyzing the connection capacity. The impact load on the beam is addressed ·by including the Impact Factor •a• in the determination of the beam center bending stress. Section Properties Loads Beam Member= Mecalux S1017 4" x 2S x 15.ga Beam at Level= 1 !;learn Type=. Formed Ix:::: 1.629 inA4 Sx= 0.764 inA3 Length=L= 96.0 in Lu= 96.0 in Beam Weight= 4.0 lb/ft Thickness= 0.067 in Beam Shape= Step Impact Factor (a)=[l-(25%/2)]= 0.875 % End fixity= 25 % 0 = 0.25 Mcenter= B*(wL A2/8) = 0,832*(wLA2f$) Mend~= _0*Mmax(fixed ends) = (wl A2j12)*Q,25 = 0,020/l*wLA2 Al= 0.6 * Fy = 33,000 psi Coiaff B= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends)-0*Mcenter(fixed ends) = wLA2/$ • (0.25 * wl"2/12) : wl"2/8" wLA2f48 = 0.104 * wL "2 Fy= 55,000 psi . Fb-eff= 33,000 psi Live Load/Pair= 900 lb Dead Load/Pair= (4 lb/ft)* 2 * 96 in/12 =641b Dist Load=w= 5.0 lb/in .Bendin Mcenter= 0.104-* wl"2 = 4,812 in-lb M= 4,812 in-lb fb= (M/Sx)/a .. = .7,199 psi Bendi,-g capcity= 4,3:iS lb/pair Deflection Defl-allOW= l/180 ·. = 0;533in Deflecti,m capacity= 5,288 lb/Pair Mends= 0.0208*wL"2 = 962 in-lb fb/Fb= 7199 psi/33000 psi = 0.22 <= 1.0, OK <=== Cr,tical · Defl= 6 * [5wL "4/(384*E*Ix)J = [5*5 lb/in*(96 in)"4/(384*29.5xl0A6 psi* 1.629 inA4)]*0.832 = 0.096 in <= 0.533 in, OK Allowable load per.beam pair= 4,3181b Life Propert1e5 G-052407-8 Type 5 SR-rev7s13-07 . Iv L,'9 · Pat3e of 7/13/2007 ,t By: A.A. . . .Project: -Liff. F'ROF'ERTIE5 ,3 Pin Beam to Column Conri~n TYPE 5 SGL_ ROW 'Mconn max= 4,215 in-lb Load at level 1 ConnectorType= 3 Pin Shear Capacity of Pin _ Pin Diam= 0.44 in Fy= 50,000 psi Ashear= (0'438 in)A2 * Pi/4 = (l.1507 jnA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 50000 psi* 0,1507jnA2 = 3,014 lb · Bearing Capacity of Pin Per·thei996 AIS! Cold Formed-Steel Manual, Sec E3.3: teal;,, 0.075 in Fu= 65;000 psi Moment Capacity oUSra~et : , Edge Di$nce=E:;: 1.00 in C= P1+P2+P3 tclip= 0.18 in = Pl+Pl *(2.5"/4.5")+P1 *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip_ * Fllending = 0.127 jnA3 * 0,66 * pt = 4,191 in-lb Pclip= Mcap/(1.667· * d) = 4191 in-lb/(1.667 * 0.5 in) = 5,028 lb C*d= Mcap = 1.667 Thus, Pl= 1,998 lb Mconn-allow= [Pl *4.5"+P1 *(2:5"/4.5")*2:s"+Pl *(0.5''/4.5")*0.5"]*1.33 ·= 1997.723 LB*[4.5"+(2;5''/4.5")*2.5"+ (0.5''/4.5")*0.5"]*1.33 = 15,834 in-lb > Mconn max; Ok life ·Propert1e5 &052407-8 Type 5 5R-rev7-I 3-07 )J 1.Jo Paqe of · Fy= 50,000 psi Sclip= 0.127 jnA3 d= E/2 = 0.50 in F'roJect #: G-052407-8 7/13/2007 ·Str~ura1· - \.,onets ~74 -ngineering _ · -~ · _ _ _ j200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A A Step 'Beam Wei~ -----.. I I I --, __ ] Project: LIFE PROP. ----, ______ J ----, ' - --- Project #: G-052407-8 Toype "A" Weld Type "B" Weld Type "C" Weld_ Type "D" Weld Type "E" Weld Configuration -----========================================================== Height=A= 4:000 in Width=B= 2.500 in Top Width=C= 1.500 in Step=D= 1.625 in t-weld= 0.125 in Fw= 70,000 psi Fy-base metal=Fyb= 50,000 psi Thick Coeff= 0.7071 Weld Type= Type "A" Weld Weld Capacity= 7,989 in-lb Weld Sectio11 Properties , Element-Width· . Height : . 1 0:0000 in 0.0000 in 2 0.0884in 4,0000 in 3 0.0000 in _0.00Q0_ in 4 · 0.0000 in 0.0000 in 5 · 0:0000 in 0,0000 in 6 o_.0884 in :Z.~750 in . Element Y-bar 0.0000 ih 2:0000 in 0.0000 in 0.0000 in 0.0000 in 1.1875 in ~:AREA= t1,500in{ t-2.500 iir T ,_,25;, 4.000in :== J_ Area 0.0000 in"2 0.3536 in"2 0.0000 in"2 0.0000 in"2 0.0000 in"2 - 0.2099 in"2: o.5635 in"2 ybar= 1 0.125in ~ Y-bar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ·············· . . . . . . . . . . . . . . . :-:-:-:-:-:-:-:-:-:-:-:-:-:-:-.... ·.·.·.·.·.·.·.·.·.·.·.·.·.· 1.697 in I 0.0000 in"4 0.0000 in"4 0.1532 in"4 Ix= 0.6570 in"4 Sx= 0.285 in"3 Weld Capacity ___ c::, ================================================= Fb-base= 0.6*Fyb = 30,000 psi Mcap= Feff x (Sx) x 1.33 = 21000 psi X 0.285 in"3 X 1.33 = 7;989 in-lb Fweld= 0.3*Fw = 21,000 psi Page of ,~ l"° Feff= Min of Fb-base & Fweld = 21,000 psi l s~~u~tural Concepts , ~4 Engineering , · · ·-"";J . · 1200 N. Jefferson Ste. Ste E Anaheim.-CA 92807 Tet: 714.632,7330 Fax: 714,632.7763 . By: A.~. Project:> LIFE PROPERTIES Project#: G-052407 -8 Transverse Brace Configuration: lYPE 5 SGL ROW Section Properties Diagonal Member= Dbl Mclx U515, Sgl 1.97x1.38x:16ga(U80) Area= 0.228 inA2 r min= 0.446 in . Fy= 55,000 psi K= 1.0 Fy= 55,000 psi K= 1.0 Brace Type;, Single # Brace/Diag = phi= 1 24.0in Qc= 1.92 Frame Dimensions Bottom Panel Height=H= 24.0 iri Frame Depth=D= 42.0 in Column Width=B= 2.7 in Diagonal Member V=Vtransv= 893 lb Ldiag= [(D-B*2)A2 + (H-61A2]Al/i = 40.8 in Pmax= V*(Ldiag/D) = 8671b · Pn= AREA*Fn = 0.228 jnA2 * 33454 psi = 7,572 lb (Per sgl brace) Bolt Capacity Pallow= Pn*phi/Q = 7572 lb * 1/1.92 = 3,9441b f~/Fa= 0.22 Bolt Diam 0.3125 in Fv= 21,000 psi tmin= 0.060 in Fu= 65,000 psi <= 1.33 OK Shear Capacity= Bolt Area * Fv * 1.33 * 2 (Dbl Shear) = 4,2841!) OK Bearing capacity= 1.2 * Bearing Area * Fu * ·1;33 * 2 = 3;890 lb OK Life Properties G-052407-8 Type 5 5R-rev7-J 3-07 :_J_ j+-'-+2.0in.-\ Clear Oeplfl=D-8*2= 36.6 in XBrace= NO SINC{: Fe>Fy/2, Py/2= 27,500 psi (kl/r)= (k * Ldiag)/r min . = (1 x 40.8 in /0.446 in) = 91.5 in Fe= piA2*E/(kl/r)A2 = 34,776 psi Fn= Fy*(l-fy/4fe) = 33,254psi ,.,,,,.--1 6 Page ~ of L 1-1 .%9 ,n -., 7/l 3/2007 ; l. s~~u~tural Concepts ~ Engineering . · . · . ·-:---,'S::/ · 1200N. Jefferson Ste. Ste E Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: __ A.A. .. Project: · 1:.IFE PROPERTIES Project #: G-052407 -8 J:\nchors Configufc!tiom TYPE 5 SGL ROW Check overturning per S:ectioh 2228.7.1 of the 2001 CBC Loads . Vtrcms=V= 893 lb DL/Frame= 500 I!> LL/Frame= 4,500 lb Frame Depth=D= 42.0 in . Ht:op-lvl= 162.0 in # Levels= 5. n-transv= 1 Wst=(0.9*DL +LL/n)total= 4,950 lb LL@ TOP=. 900 lb DL/Lvl= 100 IQ DL *0.90= 90 lb # Anchors/Base= 2 T Lateral Ovt Forces=S(R*hi)= 107,284 ;n-Ib n= 1 Fully Loaded rack SIDE EIEVATION \/trans= 893 lb Movt= I(R*hi)*l.15 Mst= Wst * D/2 T = (Movt-Mst)/D = 107284irHb * 1.15 = 123,377 in°lb = 4950 lb * 42 in/2 = 103~950 in-lb = (123377in-lb -103950 in-lb)/42 in = 4631b Top Level Loaded Only -Critical Level= 5 Anchor \/top;= 2.5*Ca*I(DL+Li.@top/n-transv)/(R*1.4) = 0.1786 * (100 lb+ 900 lb/1) = 179 lb Mst= 0;9*(DL~total + Utop/n) *D/2 = (900 lb/1 +. 90 lb*S) ~ 42 in/2 = 28,350 in-lb Hgt @ Lvl 5= 162.0 in ·Movt= Vtop*Htop*l.15 = 17$.6.lb * 162 in* 1.15 = 33,273 in-lb T= (Movt-Mst)/D := (33273 in-lb -28350 in-lb)/42 in = 117 lb Check {2) 0.5" x 4.25" Embed SIMPSON SET EOPXY anchor(s)per ba.se plate. Special inspection is provided per ICBO ESR 1772. Fully Loaded: Top-Level Loaded: Pullout Capacity= Tcap= 3,750 lb Shear Capacity=Vcap= 1,930 lb Tcap*Phi= 4,988 lb Vcap*Phi= 2,567 lb L.A. City Jurisdiction? NO Phi= 1.33 . (232 lb/4988'.lb)Al.65 + ti231b/2_5671b}"l.66 .= (59 lb/49881tJ)Al,56 + (451b/2567 lb)A1.66 = Life Properties G-052407-8 Type 5 SR-rev?-I 3-01 Pa(Je I \o of [)a 0.02 0.00 <= 1.0 OK <= 1.0 OK 7/13/2007 s;ructural Concepts ~;J Engin~ering . . ·--...:z,."-:::/ · -.. 1200-N. Jefferson Ste. Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. · Project:· LIFE !>ROPERTIES . Project #: G-052407 -8 ,_-c· .--c-· ··'-:·=-;::::::=====:;================================================= Base Plate 9>rlfiguration: TYPE 5 SGL ROW Section "Width=W = 8;00 in Depth=D = 5.oo in Column Width=b = 3.20 in L = 2.40 in Plate Thickness=t = 0.500 iii a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Bas~;, 2 J=y = 36,000 psi p Mb Down Aisle Loads ________ ,;:::::::=::::::=:::::::;::::::::::::::::============================================== P = 2,500 lb Mbase=Mb = 3,281 in-lb Axial Bearing stress=fa = P/A = P/(D*W) = 63 psi -Moment Stress=fb = M/S = 6*Mb/[(D*BA2J = 61.5 psi Moment Stress=fbl = fb-fb2 = 24.6 psi.· Ml= wLA2/2= fa*LA2/2 = 180 in-lb Moment Stress=fb2 = 2 * fb * L/W = 36.9 psi M2= fbl*LA2)/2 = 71 in-lb M3 = (1/ 2)*fu2*L *(2/3)*L = (l/3)*fb2*L A 2 = 71 in-lb Mtotal = Ml+M2+M3 = 322 in-lb/in S-plate = (l)(tA2)/6 = 0.042 inA3/in fb/Fb ;= Mtotal/[(S-plate)(Fll)] = · 0,22 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] . = -578 lb No Tension Cross Aisle Loads Pst:gtic= 2,500 lb Movt= 123,377 in-lb Frame Depth= 42.0 in b =Column Depth= 2.70 in L =Base Plate Depth-Col Depth= 2.4o in fa = P/A = P/(D*W) = 136 psi Fb = 0.75*Fy*l.33 = 35,910 psi Tallow= 4,988 lb Pseismic= Movt/Frame Depth = 2,9381b M= wL A 2/2= fa*LA 2/2 = 392 in-lb/in Sbase/in = (l)(tA2)/6 Fbase = 0.75*Fy*l.33 = 0.042 inA3/in = 36~000 psi fb/Fb = M/[(S-plate)(Fb)] 0,26 OK Life Propert1e5 G-052407-8 Type 5 5R-rev7-13-07 OK P=Pstatic+Pseismic= 5,438 lb 7/13/2007 1 St~uctural · - Conce~ts ~ Engineering · _ -~-· 1200-N. Jefferson Ste, Ste E Anaheim, CA 92807 Jet: 714.632.7330 Fax: 714,632.7763 .By: A.A._ Project:· tlFI; PROPERl)ES Sl~b-on Grade Configuration: TYPE 5 SGL ROW a --t--x-·-+~-/--+1 -~I . . • L -----,.+ SLAB ELEVATION Base Plate B= 8.00in P= 5.00.in Load Case 1: Product + Seismic width=a= 320 in depth=b= 2.70 in Baseplate Plan View Project #: G-052407 -8 Concrete f'c= 2,000 psi tslab=t= 5.0 in phi=0= 0.65 Soil fsoil= 500 psf Movt= 123,377 in-lb Frame depth= 42.0 in eff. baseplate wiclth=c= 8.00 in eff. baseplate depth=e= 5.00 in -Product DL= 250 lb Product LL= 2,250 lb P-seismic=E= (Movt/Frame depth)*l.4 = 4,_1131b (Strength Design Loads) -. --Pse-Db.+LL+E/14-5 438 lb Puncture I Pu= 1.1*(1.2PDL + 0.5Pl.1_+ 1.0*E) (Sec 1612.2.1, EQ 12-5) = 6,091 lb Apuilct= [(c+t)+(e+t)J*2*t = 23(),Q jnA2 Slab Bending -----, . .. . Asoil= (Ps*144)/(fsoil) L= (Asoil)l'0.5 .. = 1,566inA2 = 39.57.in x= (L-y)/2 M= w*xA2/2 = 11.6 in· = (fsoil*XA2)/(144*2) Fb= 5*(phi)*(f'c)A0.5/1.4 = 234.6 in-lb = 103.82psi (Sec:_1922.5.1) Load Case 2: Static Loads Puncture POL= 2501b Pu= -l.4*PDL + 1.7*Pl.1 = 4,175 lb PLL= 2,250 lb (Sec 1909.2.1, EQ 9-1) Apunct= [(c+t)+(e+t)]*2*t Slab Bending Asoil= (Ps*144)/(fsoil) L= (Asoif)A0.5 = no in"2 = 26.83 in- X=-(L-y)/2 M= w*x"2/2 = 5.3 in = (fsoil*xA2)/(144*2) Fb= 5*(phi)*(f'c)"0.5/l.7 == 47.9 in°lb = 145,.34 psi • (Sec 1922.5.1) . Fpunct= 2.66*phi*sqrt(fc) = 77.3 psi .. fv/Fv= Pu/(Apunct*Fpunct) = 0.34 < 1.33 OK y= (c*e)"{).5 + t*2 = 16.3in S-slab= 1 *tA 2/6 = 4.17-inA3 fb/Fb= M/(S-slab*Fb) = 0.54 < 1.33, OK P!-+LL=Ps= 2,500 lb Fpunct= 2.66*phi*sqrt(fc) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.23 < 1.0 OK y= (c*e)"0.5 + t*2 = 16.3 in S-slab= 1 *tA2/6 = 4.17 inA3 fb/Fb= M/(S-slab*Fb) 0.08 < 1.0,0K life fropeft1es G-052 407-8 Type 5 5R'-rev 7-l 3-07 Paqe )r of Z.tc 7/13/2007 ' 1 St;~tural . l,oncepts .. ~..;J Engineering . . . --~ . . . 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632.7763 By: . A.A. Project: · LIFE 'P~OPERTIES Project #: G-052407 -8 ~_onfiguration & ~11mn1ary: "ryPE 1 SGL ROVJ · Seismii:: Zone 4(Na=L0) . q>mponent Column Cc,>luinri Backer Beam ~m Connecto_r Brace-l;>iagonal · · . Brace Con_nection Base Pl.ate . ' Anchor Slab Level , Load Per Level .. . 1 9001b 2 9001b T - -"rs:-12" + 24" 1 60" + ''' 92" + ~ 24" + / 24" 192" + ~ 24" ->k-24" / 96" + 24" + 24" ' . ' ~ ' ,-~-~ 96" ~-;~ ·# Bm Lvls Frame Pepth Frame Heigh # _Diagonals Beam Length Frame Type .2 42 in 192.0 in 8 96in Single Row Fy=55Ksi None Fy=55Ksi Fy=SOksi fy=55Ksi Grades Fy=36Ksi _2perBase '.• BeamSPCG 96:o in :60,0 in . Description ~lilx:USO P=1000 lb, M=3619 in-lb Nqne None Lvl 1: ~1ux ~1017 4~ x· 2.s"_x 15 ga Lu=96 in I capacity:431Slb/pr LYI 1: 3pinOK I Mconn=3486 in-lb I Mcap=15834 in-lb Mclx U515 Sgl l.97x1.38x16ga(U80) (2) 0.3125~ ]?iam Bolt per Brace End ,. 8x5x1/2 I F'IXity= 3619 in-lb .. o.s· x 4.~-Embed SIMPSON SET !=()PXY ICBO ESR 1772 Inspection Reqd (T=311 lb) S-thtcx·2000 pshlab. 500 psf Soil Bearing Pressure Brace 24.0in .24.0 in 24.0in 24.o in 24.0 in 24.0in 24.0 in 12.D in I Story force f Stor:y Fi>rce Transv Longit. °1361b 59-lb 221 lb 951b 1541b. Column I Column Axial Moment 1,000 lb 3,619 "# 5001b 1,430 "# ·I Conn. Moment 3,486 "# 1,677 "# STRESS 0.28-0K N/A 0.21-0K 0.22-0K 0.07-0K 0.09-0K 0.15-0K 0.031-0K 0.11-0K Beam Connector 3pinOK 3 pin OK Life Propert1e5 G-05240?'-8 Type I SR Page I? of 2-6 7/13/2007 , .. S~;~~ural -l,oncepts ~ Engineering · . · · · · ~-~ · · 1200 N, .;Jefferson Ste, Ste F Anaheim, CA 92B07Tel: 714.632.7330 Fax: 714.632.7763 · By: A.A. · Proj~t: · · L!FE PROPERTIES Project#: G-052407-8 ... ...=======================:::::::::::::============================ . .. Configuration & $ummary: _TYPE ~ SGL ROW · Seismic Zone .'4 (Na=1.0). Comppnent :eo1umn. Column Back~r Beam Beam Connector · Brace-Diagonal Brace Connection Base.Plate " ._· Anc'1or, ·· ... Slab . . ·. ·"".Level I .Load · .. , PerLevel .. 1 9001b 2 9001b 3 9001b 4 9001b T 36" t 36'' 1 9~" -r 12" + 48" I ' ~96"--,r ~---11 12" + 24" + 24" ~ + 24" 192" + 24" 4,-- 24" + .24" · / + 1----',>11 24" -~---11 ,f--42" -t' :ft Bm Lvls Fra~ Depth Frame Heig\tt # Diagonals Beam Length Frame Type 4 42 in 192.0 in . 8 · 96in Single Row Description STRESS . fy=55Ksi !'lecal~USO P=2000 lb, M=3553 in-lb 0.22-0K None None None N/A Fy=55Ksi . LYI 1: ~lux S1017_4" x 2.5" x 15·g~ Lu=96 in I Capacity:43181b/pr 0.21-0K Fy=SOKsi LYI J: 3 pin OK I . Mconii=3136 in.:.lb I Mcap=15834 in-lb 0.2-0K Fy=55Ksi M~ U51~ Sgl L97x1.38x16ga(U80) 0.13.:0K . ,Grade.5 (2) 0.3125" Diam Bo4 per Brace End 0.18-0K Fy=36Ksi Bx5x1/2 I r.lXity= 3554 in-lb 0:2-oK ·2perBase o.s• x 4.25" Embed SIMPSON SET EOPXY: ICBO ESR 1772 Inspection Reqd (T=16 lb) 0.01-0K . . .. 5" ·thk ·x 2000 psi slab; 500 psf Soil Bearing Pressure 0.22-0K J Story Force . ., Story Force Column I Column I Conn. Beam BeamSpcg ~ Transv . Longit. Axial Moment Moment Connector 48.0in ·24.0in 1021b 441b 2,000 lb 3,553 .# 3,136 "# 3 pin OK 12.0 in 24,0 i!l 1281b 551b 1,500 lb 795 .# 2,303 "# 3 pin OK 36.0in 24.0in 2041b 881b ... 1,000 lb 1,887 "# 2,452 "# 3 pin OK 36.0in 24.0 in 2811b 121 lb 5001b 1,093 "# 1,508 "# 3pin OK 24.0in 2'1.0in 24.0 in 12.0 in Total: .. 714 lb · ·==1 ====No=tes=================::::::::::::=:::::;::::::=;:====;::=::::;=============I Life Properties G-052407-8 Type 2 SR · · _Pa4:3e ~ of -~ 7/13/2007 ,, ~' t St;~tur~I . l,oncepts - I ~ Engineering . ~ --7·.1200 N, Jefferson Ste. ste E Anaheim, CA.92807 Tel: 714.632.7330 Fax: 714.632.7763 By: _A.A. Project:: ·llFE;·PROPERTIE$ Project#: G-052407-8 Configura~OQ & Summi!lry: TYfE ~ SGL ROW Seismic Zone · 4 (Na=-1.0) Component ~lumn Column '5acker Beam ... ~m ~nriector ... Brace-Diagonal Brace Conn~on Base Plate .. Ar1chor . ·. -... · Slab .. ,,1 '-" • Level 1 -2 3 Notes · ! , Load Per Level .9001b 9001b 9001b T 36" ..,_- 12" 4-24" 192" t 36" t + ~ 24" + / 24" 192" + ~ 24" +-24" / + 24" 60" + I 24" ~ ' ' "}-42" i' # Bm Lvls Frame Depth Frame Height # Diagonal~ Beam Length Frame Type 3 . 42.in 192.0 in 8 96in Single Row . ·Fy=55Ksi N9118 . fy.=55Ksi Fy=SOKsi Fy=55Ksi Grade 5 Fy=36Ksi 2per·Base · . . BeamSpcg '60.oin 36.0in 36.0in . ~ription_ MecaluxUSO P=lSOO lb, M=3349 in-lb None None Lvl 1: Mecalux S10,17 4" x 2.5" x 15 ga Lu=96in I capacity:431Slb/pr Lvl 1: 3_pin OK I Mcor,_n=3460 in-lb I Mcap=15834 in-lb Mdx U515 Sgl 1.97x1.38x16ga(U80) .. {2)0.3125" Dian, Bolt per Brace End . SxSxl/2. I F"JXity= 3350 in-lb o,s· x 4.25· Embed SIMPSON SET EOPXY ICBO ESR 1772 Inspection Reqd (T=61 lb) .. S"'·thk.:it 2000 psi slab. 500 psf Soil Bearing Pressu_re ~ 24.0in 24.0in 24.0in 24.0in 24.0 in 24.0 in 24.0 in 12.0 in Total: I Story Force I Story Force Transv . ·1.ongit. 1121b 1791b 2461b 53611,) 481b 771b 1061b. 231 lb Column Axial 1,500 lb 1,000 lb 5001b. I Column Moment 3,349 .# I Conn. Moment 3,460 "# 2,262 "# 1,439 "# STRESS 0.19-0K N/A 0.21-0K 0.22-0K 0.1-0K 0.13-0K 0.17-0K 0.01-0K 0.14-0K Beam Connector 3 pin OK 3 pin OK 3 pin OK Life Propert1e5 G-052407-8 Type 3 SR Paqe 't--\ of 1..-lo 7/13/2007 r 1 Str~tural -· -l,oncepts . ~~ Engineering· . . · ·,~~---V · -· · :1200 N. Jefferson Ste, Ste E Anaheim. CA 92807Tel, 714.632.7330 Fax: 714.632.7763 . By:-A.A.._ · Project~ LJFE PROPERTIES Project #: G-052407 -8 -· =================================================== . Configuration & Summary: TYPE 4 SGL ROW .. T 36" t 1 92'' 36" t- 36" + 48" J V . ~ k----ll 12" + 24" + 24" ~ + 24" 192" ,+-- 24" ...>f,:- 24" + 24" / +. 1----':all 24" ~ i-c-----11 .f-'--· 96" --.. r ,f-42" + .. . ~ei5:1!1ic Zone ·:ft Bm l:Yls . Beam Length Frame Type 4 (N<!;,1.0) 4_ 42' in 192.0 in 8 96in Single Row Compone~t .. Description STRESS Column Fy=55Ksi MecaJ'*USO _ P=2000 lb, M=3553 in-lb 0.22-OK Column Qacker None None None N/A J)eam • Fy=55Ksi LYI 1: Mecalux S1017 4" x 25" X 15 ga Lu=96 in I Capacity:4318lb/pr 0.21-0K 8(!,im. Connector Fy=50Ksi LYI 1: 3 pin OK I Mconn=3965 in-lb I Mcap=15834 in-lb 0.25-0K Brace-Diiilgonal Fy=55Ksi Mcbc U515·Sgl 1.97x1.38x16ga(U80) 0.13-0K . sr,.ce-CQnned:ion .. Grade.5 (2) 0.3125" Diam Bolt per Brace Erid 0,18-0K 8"!i~Plate . f.y=36Ksi S,XSxl/2 I Fbdty= 3554 in-lb 0.21-0K Anchor. ... _2perBase o.s• x 4,25• Embed SIM~ SET l;OPXY ICBO l;SR 1772 Inspection Reqd (T=325 lb) 0.02-0K . ·:;·-Slab .. . .. S-:thk·x:2000 psi·slab. ·soo psf Soil Bearing Pressure -· . .. . . 0,27-0K · Level I Load ,. / Stor,y For~e , . Story ~~ Column I Column I Conn. Beam Per.Level _BeamSpcg . Brace Transv . Long1t. Axial Moment Moment Connector 1 .. :90011> 48.0 in 24.0in 841b 361b 3,553 "# 3,965 "# 2,000 lb 3 pin OK 2 9001b 36.0in 24.0in 1471b ,64lb 1,500 lb 2,453 "# 3,129 "# 3 pin OK 3 9001b 36.0in 24.0 in 210 lb 91 lb 1,000 lb 1,881 "# 2,434 "# 3 pin OK 4 9001b 36.0 Jn 24.0 in 2731b 1181b 5001b 1,063 "# 1,493 "# 3 pin OK 24.0in 24.Pin 24.0 iri 12.0 in Total: 714.lb 3091b Notes··· ·Life Properties G-052407-8 Type 4 SR (.,'L,-Page of '1.)..:. 7/13/2007 ,, - - -.... St~~t~ral \.,oncepts :;irl Engineering --,,--V --: 1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632,7763 By: A.A. Projeqt: llf E PROPERTl!=S Project #: G-052407 -8 Configuration & Summary: TYPE 6 SGL ROW t---"I<- 12" 30" +- 1 +- 24" 92" -t-,, 48" - 24" . + -~ 24" + / 24" 192" + ~ 24" +-24" ~/ + + 24" 36" + . I 24"- -"'¼- ' ~9,6" ,f--42'' ,Y . ·. Seismic Zone .. it. Bm Lvis ·Frame -Dept;h Frame Height _ # Diagonals Beam Length Frame Type A (Na=l.O) --4 42 in 192.0 in 8 96in Single Row ,, -.. ~n,ponent Description STRESS Column Fy=55Ksl Mecalu:xUSO -· P=2000 lb, M=2626 in-lb 0.19-0K Column ESitcker ~ None -None N/A -~m ,,, Fy=55Ksi Lvl ~= ~hoc S1017 4" ,X 2.:5" x i5-ga Lu=96in I Capacity:43181b/pr 0.21-0K Beam ~nn~r Fy=50Ksi Lvl 1:. 3 piri OK; I. _ Mq>itn=394~ in-lb I Mcap=15834 in-lb 0.25-0K Brace-Diagonal Fy=551Csi ~Ix U515 Sgl 1..97x1.38x16ga(U80) 0.13-0K ,., Brace ,co~nection Grades {2) 0.3125" Diam Bolt per Brace End 0.18-0K Base Plate Fy=36Ksi, 8x5x1/2 .. I F"ooty= 2627 in-lb 0.2-0K ., .Anchor 2per-Base , o.s· x ~-25· Embed ~IMPSON SET EOPXY ICBO ~ 1772 Inspection Reqd {T=106 lb) 0,01-0K ,., ,,, ,,, ..... ~ --~-:.: ::.slab .. :._ .... -· · · · 5" tfik x 2000 psi .slab. 500 p$f Soil Bearing Pressure 0.24-0K ·:...t:,evel I. toad --· ------·-. ---· -•-··-, s~:;:c~ f Story Force Column I Column I . . Conn • Beam -_ PerLevel BeamSpcg. . Brace _Longit. Axial Moment Moment Connector .. 1 9001b 36.0ir\ -24.0in 701b 301b 2,000 lb 2,626 .# 3,947 "# 3 pin OK 2 9001b -45;0 in 24;0in . 1641b 711b 1,500 lb 3,343 .# 3,257 "# . 3 pin OK 3 9001b 24.0in . 24.0in 2111b 91 lb 1,000 lb 1,246 "# 2,022 "# 3 pin OK 4 9001b 30.0in 24.0in 2691b 1171b 5001b 874 "# 1,399 "# 3 pin OK 24.0in 24.0in 24.0 in 12.0 in l Total: . }14 lb 30911:l, Notes_ Life Properties G-052407-8 Type G SR PaC3e t-J of 1.). 7/13/2007 .. ·· . Str~tural . \.,oncepts ~-:? Engineering . · -, · ... ·~:--.,.-i_~. · . 1200 N. Jefferson Ste, Ste f Anaheim. CA 92807 Tel: 714,632.7330 fax: 714.632.7763 ~y: _ A.A. · :Project: _ l,.IFE PROPERTIES Project #: G-052407 -8 ---::::::::::::::::::=======================::::::=:::::=;;:::::::::=::::::::========================= Config_uration & Summ~ry: TYPE 7 SGL ROW_ ,, T -');:- 12" 30" +. 1 + 30" 92" ,. t- 36" 24" + ~ 24" + / 24" 192" --'f--~ 24" 4:-24" / + + 24" 36" + I 24" ...>l._- ' .,r--96" --~r }-42" ,r S~ismic Zone ·. # Bm Lvls · Frame Depth Frame Height # Diagonals Beam Length Frame Type _ 4(Na=l.0). .1 . . 42in 192.0 in 8 96in Single Row ' Compone_nt ~ription STRESS ·-·-q»lumn Fy=55Ksi . Mecalux USO P=2000 lb, M=2626 in-lb 0.19-0K ~otumn Backer None None,_ None N/A Beam Fy=55Ksi LYI i: Mecal~x S1017 4" X 2.5" X 15 ga Lu=96in I capacity: 4318 lb/pr. 0.21-0K _Beam Connector Fy=SOKsi 1,.YI ],: _3 pin OK _ . I Mconn=3519 in-lb I Mcap=15834 in-lb 0.22-0K 'Brac:e-Diagonal Fy=55Ksi Mdx U51~ Sgl 1,97x1.38x16ga(USO) 0.13-0K Brace Connection Grade 5 ---(~) o._3125" Diam Boft per Brace End 0.18-0K Base.Plate _Fy=3~ -_ ---~xl/2 I Fbcity= 2627 in-lb 0.19-0K --~Chor ·. . -2:~!:.Base O.S-x 4.25._Embed SIMPSON SET EOPXY JCBO ESR 1772 Jnsped:ion Reqd {T=16 lb) 0.01-0K .. -··-· '$lab· -. -----· -..... S-th~ x 2000 psi slab. 500 psf-Soil Bearing Pressure 0.23-0K _ .. _ .,__ .. · . L.evel I -·Load ' Story Force f Story ~e : Cofumn I Column I Conn. Beam .,er Level BeamSpcg Brace . . Transv Long1t. Axial Moment Moment Connector 1 -9001b :36.0in 24.0in : 751b 331b 2,000 lb 2,626 .# 3,519 "# 3 pin OK 2 9001b 36.0in 24.0tn 1501b 65lb 1,500 lb 2,489 "# 2,999 "# 3 pin OK 3 '9001b 30.0 in 24.0in 2131b 92!b 1,000 lb 1,586 "# 2,202 "# 3 pin OK 4 9001b 30.o in 24.0 in 2761b 1191b 5001b 894 "# 1,409 "# 3 pin OK 24.0.in 24.0ir'l 24.0 in 12.0 in ·_Tota!: i'14 lb 3091b NQtes Life Properties G-052407-8 Type 7 SR 7/13/2007 , . Str~tural . \.,oncepts .. • -~ En~~:=~~'!tsoo file, St• E 8o•h<im. CA 92®7 Toi: 714.632,7330 Fax: 714,632.7763 .. By: A.A. · Project:· 'llFE PROPERTIES. Project #: G-052407 -8 Configuratioi:i & Summary: TYPE 8 SGL ROW T 30" -'r<- 12" + 24" '92" t. + ~ 24" + / 24" 192" + Seismic Zorie . · 4(Na=1.0} ,. Component ' . Colum_n Column B'acker Beam _Beam Connector Brace-Diagonal Brace ~~nnection ---.. ·" ., , ·aasePlate , Anchor Slati· ,, ,, Level f , Load . Per Level. ,. 1 2 ·3 "9001b 9001b 90Qlb 42" t ,84" .I - 3 _ Fy=55Ksi None F=y=::55Ksi fy=~ Fy=55Ksi Grade5 Fy=36Ksi • 2per8ase, .. BeamSoca 84.0in 42.0in 30.0ih life Propeit,es G-052407-8 Type 8 SR ~ 24" 4:-24" · / + 24" + 24" · .. -·~ ,f-42" ,t' Frame Qepth Frame·Heigh_t '# Diagonals Beam Length Frame Type . 42 in · 192.Q 1n 8 96in Single Row . , . Description 11'.fecaluxUSO P=1500 lb, M=4735 in-lb None Non~ . Lvl :l: Mecalux S1017 4• X 2.5" X 15 ~ Lu=96in I Capacity: 4318 lb/pr Lvl 1: 3 pin OK I Mconn=4264 in-lb I Mcap=15834 in-lb Mclx U515 Sgl 1.97xL38x16ga(U80) (2) 0.3125" t»iam J3olt per Brace End Sx5x1/2 I rooty= 4736 in-lb o:s··x 4,25• Embed SIMPSON-SET EOPXY Ic;:BO ESR 1772 Inspection Reqd (T=410 lb) ,, · s· thk x;·2()()() psi,slab. 5QO ~ Soil Bearing Pressure ~. 24.0 in -24.0in 24.0 in 24.0 in 24.0 in 24.0 in 24.0 ln. 12.0 in I Story Force I Story Force Transv :l.ongit.. · '1231b i851b 2291b 531b 801b 991b Column Axial 1,500 lb 1,000 lb 5001b I Column Moment 4,735 .# 1,869 .# 739 "#, I Conn. Moment 4,264 "# 2,266 "# 1,331 "# STRESS 0.36-0K N/A 0.21-0K 0.27-0K 0.1-0K 0.13-0K 0.21-0K 0.023-0K 0.17-0K Beam Connector 3pinOK. 3 pin OK 3 pin OK '?_;.,-L,f._p Page ~ of 7/13/2007 t S~r~tural voncepts . ~ En~~:~~~n ste. Ste F Anabeim.-CA 92!1!1Z Tel, 714.632.733!) Fax: 714,632.71§3 By: AA . Project:-. LIFE PROPERTIES Project #: G-052407 -8 · Configuration & Summary: TYPE 9 SGL ROW Sei1amic Zone 4 (Na=l.0) Componen~ Column . Column Backer Beam Bean; Conn~r . -.Brace-Diagonal Bra.c:e·C~,nnection Base Plate Anchor -. Sl~b~ ... -. .. : Lev~I. I U>ad Per Level 1 ·90Qfb 2 ·900lb --3 9001b Notes T .42" 168" .+ - 168" 42" t 84" I ' ' ,-r -96" -----r T k-----i1 24" +· 24" / + 24" ~ + 24" / + 24" +~ 24" ~ l='--------1 _}.. 42" ,r # 8m !-vis . Frame Depth F~me Height # _Diagonals Beam Length Frame Type 3 42 in 168.0 in 6 96in Single Row Description STRESS Fy:;:55Ksi MecaluxUSO P=1500 lb, M=4735 in-lb 0.36-0K None None -None N/A Fy=55Ksi LYI 1: Mecalux ~1017 4" x 2.5" x 15'ga Lu=96in I capacity:43181b/pr 0.21-0K Fy=SOKsi .J..YI 1: 3~nOK I ~nn=4273 in-lb I Mcap=15834 in-lb 0.27-0K Fy=55Ksi . Mclx U515 Sgl 1.97x1.38x16ga(U80) 0.1-0K Grade 5 (2), ~>.3125" Djam Bolt per Brace End 0.13-0K Fy=36Ksi 8x5xl/7 I f"ooty= 4736 in-lb 0.21-0K ·2perBase ·o.s• x4.25· Embed SIMPSON SET EOPXY ICBO ESR 1772 Inspection Reqd (T=501 lb) 0.023-01< . . S-thk:X2000psi slab. 500 psf Soil-Bearing Pressure 0.18-0K -·· ... .. . •.· f Story Force ., Story Force Column I Column I Conn. Beam BeamSpcg .Brace -Transv Longit. Axial Moment Moment Connector 84.0in 24.0 in 1191b ·51 lb 1,500 lb 4,735 .# 4,273 "# 3 pin OK 42.0 in 24:0in 1791b 771b 1,000 lb 1,887 .# 2,445 "# 3 pin OK . 42.0·in 24;0in . -~lb 1031b · 5001b 1,078 "# 1,501 "# 3 pio OK 24.0 in 24;0 in 24.0 in Tcil:ill:. 536.lb. 0 231 fb L,fe Propert1e5 G-052407-8 Type 9 SR 2-v Page ,of L, (o 7/13/2007 I . ·, .. ' ., .. POOR . . .. · .QUALITY· l ~ ' i~ : . r, ;: t. . . ·· ORIGINAL S . ' . . . :~:-~-. 07/18/2007 12:07 7146327753 , .:s~·~~t , I · · <>nciepts I ~ Engi,jeering SCE, INC I i· PAGE 04/04 Project#: G.052401-:1 Ancllals I ·i Conflgur;ltlon: ~ s SGL, ROW 01«t ovemmngJper sectiop 222S.1.1orttie 2001 aic I I I i I . I \ltr.lns;:;V: 893 lb , , Ll/Fnlrne= 'f,:IOO IIJ iWSt=(O.Sl~OL+U/n~I• 4,950 lb . ' LL O TOP= 900 lb . DL/1.'fl= 100 lb ! I 1 i DL "ll.QO ... 90 lb Lateral Ollt ~!'t!S=S(R*hlr-107,284 In-lb I ' I I ! ! rad f1ame vepln=D"" 42.0 i Hf.Op-Iv!"' 162,0 n ft. l.elll!ls= s 1\-tranw,,, 1 I Ancl:lors{Ba,e= 2 n-1 MOvt:o: '. I(R*ht')*l.15 i MSt-Wst*D/2 T: (Ml'M:--Msl:)/O •; 107284fn.lb it 1.15 .. : 1i3,m 1n·lt> "' -,950 lb • 42 in/2 .. 103,950.in-lb "° (1233771n-lb • 103950 in-lb)/42 in "' '463 lb . . I Critical l.eYel:: ;s Vb:)p.a :2.S*Ca*I(DL +U.Olllp/n-lnnsv)/(R*l.4) = ;0.1786 • (100 lb+ 900 lb/1) = it'91b ·. : I Mst= f ·9*(0L-t;dcaJ + Limp/ti} "0/2 ..-----i~ lb~l f 90 lb*5) • 42 in/2 ,,-lb ! i Hgt@ Lvl S= 162.0 il Movt-vtop*l*US = 178.6 I~• 162 in ., 1.15 =-33,273t·lb i= (Movt-)/0 = (33273 · b -28350 in-lb)/42 irl = U11b Checir (l) OS'• 3.375"' El'nNCI 11W REDHEAD 'IRUBOLT ~11) per lNIN ptate. Special insNCtlofl is nol aa,owWed _, ICIIO ILc;R. 7.31. - FCJlly Loaded: · Pullout Olpacity•ffCap= 968 lb . Shoor ~poaty=Vcep-1,"83 lb Tcap*PIII= 968 lb Vcap9Phic: 1,483 lb I i LA, CILy .:Jurisdiction? NO Prli= 1 (J.321,/968 lb)-"~• (223 lb/1,i&l lb)'\1 • I (591b/968 lb)11,.. (45 lb/1483 lb}"l = 7/18/2007 07/18/2007 12,071 I i I I i ! i ' 7146327763 SCE, INC ... -~---'----- DESCRiPTION !SIMPS~ SET.EOPXY WEDGE I ~ -·· ... , .... ~ _J:.,f-,... SIZE_ i1/2"0 Xl41/4" MIN. EMBED. NOTES: I: ESR# l 1772 SE°'fNOTE #4 ABOVE FOR ANCHOR SPECS. I i -' PAGE 03/04 CJ) w i= a: . eo W 0 w ~ ~ CL. g ~ 0 g ci ~ i a: (\J ~ a.~~ w LL -....I G-052407-8 SCE 1 of 1 \. ) 07/18/2007 12:07 7146327753 < . ' . ' '1! !-j i I . SCE, INC ' i I I ' GENERAL PROJECT NOTES --·· ---+-, -···~ .. --------+---' ., l. DESIGNED fEA T~E REQUIREMENTS OF THE 2001 CBC. I I 2. SEISMIC zqNE 4-!Na = 1.0, NV= l.O 3. SJQRAGE dAPAqlfv: 900# PER L~L I 1 1/2"~ x 4-1/411 MIN.jEMBED. . . PAGE 02/04 I I 4 '-1-:{e... P~e-~.e-s (;.,. D~'l.401,r 1°11>1.-k..Lll~~ ~JL_, C>,r-\sb .. J, ,,;-q,.~-.\r 4. ANCHORS SIMPSON SET EPOXYICBO El'R 1772 (2) -ANCH08 PER BASEPLATE. 6. SPECIAL IN$PECliON IS REQUIRED DUR NG ANCHOR INST TION. IN LIEU OF ~NCHCi)R INSPECTION, THE ~CHOAS SHALL BE ~ULL TESTED TO 3750 LB :NET U~LIFT. TEST SHALL BElcoNDUCTED BY A LI ENSEO TESTING LAB. ·s. CONCRETEiTHIC~NESS & COMPRESSIVE STRENGTH, 5" x 20 PSI 7. SOIL BEARl~G PRESSURE 500 PSF I 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED INC NFORMITY WITH THIS STANDARD SHALL DISPLAY I~ ONE OR MORE CON~PICUOUS · LOCATIONsi A PERMANENT PLAoue EACH NOT LESS THAN sd SQUARE . INCHES IN AREA AND SHOWING THE MAb<IMUM PERMISSIBLE/luNIT LOAD IN CLEAR, LEiJBLE GRADE 5A307 OR BETT~R. INSTALL TO SNUG. TIGHT FIT OR BETTER 10. ALL WELDIN~ PEAtORMED IN THE SHOR OF AN APPROVED FfBRICATOR BY AWS CERTIFIED WELDERS USING E70XX ELEdTRODE OR BETTER. FIELD WELDS. IF ANY, SHALL1 BE P~OVIDED UNDER THE ~UPERVISION OF A udENSED DEPUTY INSPECTOR; i I !.:ll-~-~EAR ~PAC~ BELOW SPRINKLERS ~HALL BE A MIN. OF TOP OF TO EA T . I lldl":f'~~:0:.15.~~=--i::~C . 2. IN LIEU OF 1'HE E~OXY ANCHORS SHOWN ABOVE ON ITEM ~4, ITW REDHEAD TRUBOLT WEDGE ANCHOR$ MAY BE USED WITH¢>UT SPECIAL INSPEbTION REQUIREMENTS DURING INSTALLATION. PROVIDE 1/Z-0 X 3.375" ~IN. EMBEDMENT ~NCHOR, SAME QTY AS #4 ANCHOR R~POR"J: JCC ESR#,251 I · I -. 7146327763 i i Company: I I Attn: Al Heck C --t--""""-•I ---'----Tel: 1 I . Fax: g58.71:6.061.4 Re: 1p1e Prp~~-r-ti_e_s __ CC• I ' SCE, INC ,i : l l· I I PAGE 01/04 $CE Job No. G-052407-8 [ From: Ali Abolhassani, PE I ........ -... ______ _ 1 Date: ,Jul_y 18, 2007 ___ _ r Fax: 714.632.7763 t ........ --=--=-=--=-==-=--=:----- iPhone: 714.632.7330 Pages (incl bover): 4 i -------- Al,. : ! l I Here i.s a.n op~i~~al ~nchor specification us.i..g ITW Redhead Tru~olt wedge anchors not requjring special io~pocl:tion d~1ring in:stallation. I j ; I : . .. -.; Respectfully, l ! SCE, Inc ...-. .,-::=-=-~· ..... J ~··-.. ... (!,. ·--~ ·' .. c-,~'· ,,·:ft':,,,'~ v." ~v·::..:.:~uq.,;v _... ,, ':'\ '/,-.1 •(A'...:!.,(•\ f ~-)·' / Q.1,u\..N, .. ': • ,. . :,~, ~ ·1.i'l•\f.S'•,\ l I i I I i i J I I 1 1200 N. Jeffersdn, Ste F helm, CA 92807 Te~ 714.63~ti330 Fax: 714.63~.'.776.3 e-mal~: mall@sceinc.net : I 11:U'l t'M 1, SPECIFIC GRAVITY IS 1.75 2. 1 PIECE ROTATIONALLY MOLDED 3, TRANSLUCENT 4, FDA APPROVED RESIN 5, CALIBRATED IN GALLONS 6, THREE YEAR \J ARR AN TY 7, UV STABILIZED 8, LARGER LID AVAILABLE 72 3/4 ,. 0 400 13 1/2 t O 300 I 0 200 _L 0100 8 _J~ i-7 D",i\l;IN ~n:: MATERIAL I DEAN 12-10-93 HIGH DENSITY I APPIIJVED DATE RE:V ilE:SCR:iPTICN DATE: APVD POLYETHYLENE ,, SCAL£ NONE. .,.. uas DIMENSIONS ARE IN INCHES OENERAL TCLERANC~S ± .5% @ 68° F THIRD,ANGLE PROJE:CTlCN .P"RT WEIGHT -$-Et 118 LBS. U\IG ND. VT0500-46 SH I REV ¢19 ¢8 LID ,, 69 I ACE ROTO-MOLD PAATNO. VT0S00-46 SAt VTOS00-46 Permits for this space have been issued. Permit# CB 07 7909 Non hazardous all natural materials and RO water will be used in this process. Activities: .Mixing vitamins all natural, washing mixing equipment. Sink waste water drains to 50 gal. holding tank, and automatically pumped to 350 gal. cone bottom holding tank. The PH js;adjusted and batch discharged per San Dieg,o County Sanitation District guidelines. Materials: Hardware: Food grade High Density Polyethylene Tank Specific gravity is 1.75, 1 piece rotationally molded. Translucent, FDA Approved. Pump: Stainless Steel. Food grade Valves.:1 ,fVC schedule 40 Piping : Aas; PVC schedule 40 \ CB071585 1932 KELLOGG AV LIFE MEDICAL-STORAGE RACKS Tl Lot#: INDUST LIFE PROPERTIES L LC 6 (f Io 7 TO tfi, -7/-,;_,__ t lf't I e-Q}/Jrt vc:r ~ /} £ c!? v 4-'t-vA-1?tn1 w ~ Er~.n1.-1 M £.. if f/-07-~'f(!_,,, fhJ ~~ _ ~o P::~ ~~ c/4._vfu_ ~,;/;:) ~ ~ .~ ~t itt>"\ f lv-~ ® ~ ld,-<L fJ ,_ ,J.;._ ~:f-e-A.£:J) t 2-\,0 ! 01-C-~ sa-r-/v Ft,e.e_ CG--1<) t2..I ,.o( Dr -Fi \'2..E.. corv. fY\Ai \.-e.J. ~ BUILDING' PLANNING ENGINEERING FIREAPPAIF HEALTH DE~RM HAZMAT/1,,!R TO OTHER SEWE QUAL APPLICANT FROM R DISTR __ /\PPLl.__,ANJ s C i 5 p E e 112:10.07 F :CHOOLFORM FD FORM E & M WORKSHEET PECINSP lANCORR NG CORR SGILCORR RE CORR '-f[~/o<zs , pe, &f,P(,.ffiff<ir>J setter $~, ~/;;jo:fs, q/ 9/oj' t;1 r;~ f<_yev~, ~ Ok. lo ~L /1-;/2 ~ ~~ o~ .44J ) Jv _k f O'y-1.., C'W-"\ ,,,,..,...__ i nK f-j tft/f"L ~ _:,, ( rtk_ """-(lt Jj. . 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