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HomeMy WebLinkAbout2350 CAMINO VIDA ROBLE; ; CB940591; PermitBUILDING PE 07/26/94 12:29 Jo^Address: 2350 CAMINO VIDA ROBLE Permit Type: INDUSTRIAL TENANT IMPROVEMENT Parcel No: 213-050-09-00 Valuation: 11,656 Construction Type: NEW Reference* POR STORAGE COMPTON ' S RMIT Suite: Appl/Ownr i MCKINLEY EQUIPMENTPP 7726 TRACE STREET #B SAN DIEGO, CA 92123^'* 619 678-4410 Permit No: CB940591 Project No: A9400824 Development No: 7921 07/26/94 0001 01 02 C-PRMT 137-00 Status: ISSUED Applied: 05/18/94 Apr/Issue: 07/26/94 Entered By: DC * * *Fees Required Fees : Adjustments: Total Fees: Fee description Building Permit Plan Check Strong Motion Fee * BUILDING TOTAL & Credits * * .00 88 . 00 137.00 Ext fee Data 135.00 88.00 2.00 225.00 ilNSR- CITY OF CARLSBAOJCLEAF 2075 Las Palmas Dr., Carlsbad, CA 920oL(fil21 APPROVj- . DATEflWY 'UCATION City of Carlsbad Building Department 2075 Las Palms Dr., Carlsbad. CA 92009 (619) 438-1161 1. PERMIT TYPE From List 1 (see back) give code of Permit-Type: For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: Net Loss/Gain of Dwelling Units PLAN CHECK NO. EST.VAL PLAN CK DEPOSIT VALID. BY DATE 2. PROJECT INFORMATION FOR OFFICE USE ONLY Address Nearest Cross Street or Suite No. LEGAL DESCRIPTION Lot No.Subdivision Name/Number Unit No.Phase NoT CHECK BLLUW IF SUBmlTTLD: D 2 Energy Gales D 2 Structural Gales D 2 Soils Report D1 Addressed Envelope ASSESSOR'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK SQ. FT. /*</ # OF STORIES # OF BEDROOMS # OF BATHROOMS 3. UUNTAUI PKKSUN (ii ainerenl trom applicant) NAME (last name first) fi/)tf/&y\f t CITY STATE ADDRESS ZIP CODE DAY TELEPHONE IT APPLICANT QCONTRACTOH U AGENT *OR CONTRACTOR TJOWNER Q AGENT FOR OWNLR NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE ^ CITY STATE ZIP CODE DAY TELEPHONE O. CONTRACTOR NAME (last name first)/^>/ADDRESS *Zf-y ; ZIP CODE TS-?^ DAY TELEPHONE LICENSE CLASS CITY BUSINESS LIC. # TJESIGNER NAME (last name first) <ff*//f 9 ADDRESS CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # 7. WORKERS' COMPENbAIlUN Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director of industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed withthe Building Inspection Department (Section 3800, Lab. C). -7_ , INSURANCE COMPANY POLICY CerDficate or 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. SIGNATURE DATE 8. OWNER-BUILrJER DECLARATION Owner-Builder Declaration: 1 hereby atnrm mat I am exempt trom the Contractors License Law tor fneToIIowing reason: D I, as owner of the property or my employees witii wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided diat such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). D 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). O I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractors License Law (Chapter 9, commencing 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]). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: 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 quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer 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 AFTER JULY 1,1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 9. CONSTRUCTION LENDING AGfeNCY ~" ~~~ I hereby attirm that there is a construction lending agency tor the performance ot the work tor which this permit is issued iSec 3097(U Civil Code). LENDER'S NAME LENDER'S ADDRESS TOT APPUOAN1 UEKT1FICA liON I certify that I have read the application and state that the above information is correct. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABUJTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over S'O" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). APPLICANTS SIGNATURE ^J \^^^^ ^—. ^ ^ DATE: WHITE: File YELLOW: Applicant PINK: Finance CORRECTION NOTICE ADDRESS: rg&O CAMVd //P4 D APPROVED PLANS SHALL BE ON JOB SITE BUILDING D FOUNDATION D REINFORCING STEEL D MASONRY D GROUT-GUNITE D FLOOR AND CEILING FRAME D SHEATHING D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL PLUMBING D UNDERGROUND PLUMBING D UNDERGROUND WATER D ROUGH PLUMBING D TOP OUT PLUMBING D SEWER AND PL/CO. D TUB OR SHOWER PAN D GAS TEST D WATER HEATER ELECTRICAL D TEMPORARY SERVICE D ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE D UFER GROUND D G.F.I. D SMOKE DETECTOR MISCELLANEOUS D PLENUM AND DUCTS D COMBUSTION AIR Q CONDITIONED AIR SYSTEMS D SOLAR D GRADING a POOL D PATIO a SIGN D OTHER ffjdh. TIME: DATE: INSPECTOR |TY OF CARLSBAD BUILDING INSPECTION DEPARTMENT PHONE - 4&8-3550 Note; Final Inspection Required "A Quality Assurance Firm" TESTING SERVICES & INSPECTION INC. 3030 Main Street San Diego, CA 92113 (619) 234-9904 (619) 234-4931 fax INSPECTION REPORT Project ft Project Name (per plans) {_^&titft-r*M "1 f]Project Address (legal) ._^/^ >L^).. L^ Architect O/>; • /A <1V >' _^ "-^r'' '"' Engineer Contractor '~f Page 1 of L Building Permit No. Plan File No. _ A/ /M ~CT9/ Govt. Contract No. OSA or OSHPD tt Other _ _ _ INSPECTION CODE nsi-ipn PI 1 OSA P1 1 MAT'L SAMPLING QTY Reinf Steel Steel HS Rnlte Tendon (PT Strands] nthpr DthPf Dthpr MATERIAL DESCRIPTION Rinf- WWF Units- Hl«* [Inils- Rrirk StePl HR Rnlh X othP, M:/J; kit.;^L p«*fj INSPECTION CHECKLIST Y Plan A Spars INSPECTION DATE: 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 covers the locations of the work inspected only and does not constitute engineering opinion or project control. INSPECTOR NAME INSPECTOR SIGNATURE INSPECTOR COMPANY I.D. NO. v*r-5~CERT. Jt ___Z^__.DATE NOTE: Inspections based on 4 hour minimum, actual time after 4 hours, 2 hour show-up minimum for job cancellations. Overtime effective on Saturday, double time on Sunday. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 5&O-145S DATE: JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS: PROJECT NAME: SET: JURISDICTIQ ER COPY C//*ivO FjDESIGNER /<4c£S The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified &£(OLj . are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. ] The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: REMARKS: D QJ57>t7A/ By:EnclosuresESGIL CORPORATIO^^ DGA DCM DPC ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO. CA 92123 (619)560-1468 DATE: JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS: PROJECT NAME: 7/_^ JURISDICTION^ JPLAN CHECKER [jFILE COPY DUPS ^DESIGNER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: C/f/n wo I//DA CA&LS&AO Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: REMARKS: Telephone By:ESGIL CORPORATION DGA DCM (UPC Enclosures TTTETSPTCTION: CA&I _Date plans received by plan checker: / PLAN CHECK NO.: ?V"59/ PROJECT ADDRESS: Z3S O -^Date plan recheck completed; 7//fl/9V By: p£~T£. CA/^'^O I///X4 TO: RECHECK FLAN CORRECTION SHEET FOREWORD; PLEASE READ Plan check is limited to 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. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below need clarification, modification or change. All items have to be satisfied before the plans will be in confonnance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. FLANS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. la-case you did not koop—a copy e£—She—peiof—correction ti&t,—wo have encleood—those pagos—containing tho still outcfcandiag-acrroctjpne. Please contact me if you items. have any questions regarding these 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 check sheet with the revised plans. O 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 to the plans not resulting from this correction list? Please check. Yes _No A/OT£THAT OF AVD .S/4v/7**-V AL c/fccs o/J Form No. RPCS.41290 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO. CA 92123 (619) 560-14^8 DATE: 6/JO/?V iiAPPLIC&KT ___ ^T1 JURISDICTION JURISDICTION: CAfiLZ MO (jPLAN CHECKERQFILE COPY PLAN CHECK NO: fV" Stf SET:"2aT DUPS QDESIGNER PROJECT ADDRESS: Z3S"Q PROJECT NAME: The plans 'transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubrnitted for a complete recheck. The check list transmitted herewith is for your infor: The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the- plan check has been comoleted. Person contacted: Date contacted: Telephone REMARKS: By: /°£Tt- /=r3CfffX EnclosuresESGIL CORPORATION DGA DCM UPC JURISDICTION: PLAN CHECK NO.:. PROJECT ADDRESS: TO: Date plans received by plan checker: £ / 2-7 / 6 ft ? plan recheck completed: _&/Jp/?y By: ?. 3.SQ RECHECK PLAN CORRECTION SHEET FOREWORD: PLEASE READ Plan check is limited to 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. The plan check is based on regulations enforced by the Building Inspection Department, You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below need clarification, modification or change. All items have to be satisfied before the plans will be in conforoance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: 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 check sheet with the revised plans. The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. In oaco you did not koop ? crpy ef—the—prior correction—"li-cfc;—wo—haw onolocod'" fchosa paga&'.-'containing -tha .still outstanding corrections. Please contact ne if you have any questions regarding these items. Please indicate here if any changes have been nade 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 to the plans not resulting from this correction list? Please check. Yes No F(& L Of- PT TiTLf. ZV O 'OF- OF D/S7>WC£ 7D r,f re / A r Form No. RPCS.41290 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 56O-146S DATF . _ /O?V _ _ M APPLICANT BJURISDICTION . _ _ PLAN CHECKER [jFILE COPY PLAN CHECK NO: _ 7 V~ S*?/ _ SET: 1C _ DU?S P] DESIGNER PROJECT ADDRESS: 2 3^Q r/U'UA/O V//O/4 PROJECT NAME: __ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. a The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. 1^1 The applicant's copy of the check list has been sent to: 3.3ZQ CA^'fv/0 1/iQA &0&LE. CA^LS^/V^ CA Esgil staff did not advise the applicant contact person that plan check has been completed. f~j Ssgil staff did advise applicant that the plan check has been comoleted. Person contacted: Date contacted: Telephone REMARKS: By: P£TE FACfatJ? Enclosures:ESGIL CORPORATION DGA DCM BPC JURISDICTION: Q4£fJ> M O PLAN CHECK SO.: <?V~S9/ PROJECT ADDRESS: Z TO: Date plans received by plan checker: £/W<7VBv: PET£ o /3 /7 V plan recheck completed: C4A*'/VO l/f£>A 3 RECHECK PLAN CORRECTION SHEET FOREWORD: PLEASE READ Plan check is limted to technical requirements contained in the Uniforo Building Code, Unifom Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on lavs and ordinances enforced by the Planning Department, Engineering Department or other departments. The itecs shown below need clarification, nodification or change. All itens have to be satisfied before the plans will be in ccnfornance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does net: permit the violation cf ar.y state, county or city law. A. PLANS Please oake all corrections on the original tracings and subnit two new sets of prints, and any original plan sets that nay have been returned to you by the jurisdiction, to: The folloving itess have net been resolved fron previous plan reviews. The original correction nuzaber has been given for your reference. Is- ease you-d-i4-Rot--keep a copy of • SJiG—orior—corrs&fe-ion ^ist-<-—we—have /"^\{ 2. J To facilitate rechecking, ^—^ next to each item, the sheet of please identify, the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. •eackreod—these—-page s—eoafeai outstanding—co¥r-ec£4oHS~.— Please contact aa if you have any questions regarding these itens. Please indicate here if any changes have been cade to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe then and where they are located on the plans. Have changes been cade to the plans not resulting fron this correction list? Please check. Yes No Af >g£Cfr£C£, T^fg.fO^M£LtT?Q\J ~7 ) Form No. RPCS.f.1290 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 - S"/Z7/9V QAPPLICANT" •JURISDICTION JURISDICTION: O4^CS M-O [jPLAN CHECKER [jFILE COPY PLAN CHECK NO: ?V^-S6f SET: OT DU?S QDESIGNER PROJECT ADDRESS: 2 3>5O (TA^v^O V*QA PROJECT NAME: The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified £re resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Ssgil staff did advise applicant that the plan check has been completed. Person contacted: £ £,<vo Date contacted: _ Telephone £ REMARKS : By: PFDi ^ttC/tee Enclosures ESGIL CORPORATION1 DGA DCM Dpc FLAN CORRECTION SHOT TENANT IMPROVEMENT FLAN CHECK NO.:. JURISDICTION: TO: PROJECT DATA OCCUPANCY: BUILDING USE: TYPE OF CONSTRUCTION: ACTUAL AREA: ALLOWABLE AREA: STORIES: HKTCTT; SPRINKLERS OCCUPANT LOAD: REMARKS: Date plans received by jurisdiction: Date plans received by Esgil Corporation: Date initial plan check conpleted: By : Applicant contact person: Tel. FOREBOTO: J PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state lavs regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Code sections cited are based on the 1991 UBC. Clearance from those departments may be required prior to the issuance of a building permit. The circled 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. 303(c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law, To speed up the recheck process. note on this list for a copy) where each correction item has been addres s ed^ i. e.. p 1 an sheet. specif i cat i on. etc... Be sure to enclose the jnarked up list when vou .submit the revised plans. NOTE: PACT NDHBERS ARE NOT IN SEQUENCE AS PAGES HAVING NO ITBfS NEEDING CORRECTIONS WERE DELETED. LIST NO. J*0 TENANT IMPROVEMENT WITHOUT SPECIFIC ENERGY ZONE DATA OR POLICY SUPPLEMENTS, 1991 UBC 9/2- Y Please sake all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, CA 92123, (619) 560-1^68. Please nake all corrections on the original tracings and submit two new sets of prints, to: The jurisdiction's building department. Indicate on the Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans. Section 302(d). Each sheet of the plans nust be signed by the person responsible for their preparation, even though there are no structural changes. Business and Professions Code. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. Provide the correct address and suite number of tenant space on the plans. Section 302(d). Provide a note on the site plan indicating the previous use of the tenant space or building being remodeled. Section 302. When the character of the occupancy or use changes within a building, the building must be made to comply with current Building Code requirements for the new occupancy . Please provide complete details to show the building with comply. Section 502. 7 UBC Section 304 requires the Building Official to determine the total value of all construction work proposed under this permit. The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment. Please provide a signed copy of the designer's or contractor's construction cost estimate of all work proposed. Provide a plot plan showing the distance from the building to the property lines and the location of tenant space (or remodel) within the building. On the first sheet of the plans indicate: Type of construction of the existing building, present and proposed occupancy classifications of the remodel area and the occupant load of the remodel areas and the floor where the tenant improvement is located. 12 J 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 9-A and 9-5. A cocplete description of the activities and processes that will occur in this tenant space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would nake classification in Tables 9-A and 9-B possible. The building official cay require a technical report to identify and develop methods of protection from hazardous materials. Section 901(f). If control areas are used for exceeding the exenpt amounts of hazardous materials from Tables 9-A and 9-B, they shall be constructed of not less that required for a one-hour occupancy separation. Section 404. The number of control areas within a building used for retail/wholesale stores shall not exceed two; the number of control areas in buildings with other uses shall not exceed four. Footnote 1, Tables 9-A and 9-B. The aggregate quantity of any hazardous materials "in use" and "in storage" shall not exceed the quantity listed in Tables 9-A and 9-B for "storage". Footnotes 2 and 3, Tables 9-A and 9-B. 17.) Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 ani 1P01 UDO, UHC and UTC iuul 1890 Provide a fully dimensioned floor plan showing the size and use of all rooms or areas within the space being improved or altered. Draw the plans to scale and indicate the scale on the plan. Section 302(d). Indicate the use of all spaces adjacent to the area being remodeled or inproved. Show any existing fire rated area separation walls, occupancy separation walls, demising wal Is , shafts or rated corridors . Identify and provide construction details for proposed new fire rated walls. Specify on the plans the fire ratings of assemblies to protect penetrations or proposed openings in existing or new fire walls, floor- ceiling assemblies or roof -ceiling assemblies. 8/4/92 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact i ^ at Esgil Corporation Thank you. Enclosures: 1. ___ 2-. 3. Of s T JOB A Ft no/e C Tl cK/TC- **l. u £. — Wc/:r C O fc. t» C=3 S!SARLED ACCESSol 3 Maaa 2 c £r O *" =J Ji =0rt r .> '3 '-> =- u 0 o'J=•O .£3 13t> "p = ^ 5 "w" - o i-sl 5 P 5 S I LU' > 0 EMODELSU J « OS 3 S Ec: c Q, - 3 > 2 §-o c -I:y 5 * • — . -3 ° •*i a ^S S S £ •S E 3 -a C s Jj SS *> 5 -3 O Lt *v 'JI 5. £ S o ••= c o J= s:= |oSl - " g I -S« o ~ ^ «si&is f E.It/l o ~ — ,-— V) •— - " _ C = OQ ill ' 5 Q 8 « -^** ^^ III oZ jl!!!Jin! e c S-S= « ••'s s - •-!i i3 o -o ^ ^i >5-23,^- -^ — ^^III!c: c g 2s GO lil 8 fJ ri i•< ZLL:a « — -•->•; a! E is fcJ .S2 .22 0^ — . * *"*» .^^w ^* '*™1^ ^ ^ r^P - ^,£t>3 ^,UJ LJ 3 — — r>i = "'-3 3J1I 22 3 *'&!?3 « «-8 2 '> '3 e § "3 ^r-^ -TO o < g •3C O o S- a a = -3 8=c a ^f •' 5 Qz< C"* ^^ ^*^ p^-Vr 1^11 u:CO 5f •'fc— ai CN CN"[^ v^ C5 -p S3 > Oi_ — •Vi u1 ok« f—LAw J^£ U S? 'o^ (J rt uc: 'uor* VI y•— £ -o i_ 5_ oL« M 'klUW)UT3 trt D _0 o S0 ^•^t/i 'xo o ^*2 --—^3Cc stances, ci— | 'o u cO<s\ t_oTJ 5 ^.U*•OJ3a Jurisdiction DECLARATION OF PREVIOUS CONSTRUCTION COSTS* Building Address:. Project Address (suite £):. Plan Review #: Building Owner: Telephone: Applicant: Telephone: I HEREBY DECLARE that the total costs of all improvements since January 26, 1992 along the same path of travel leading to the above project address to be: $ . Owner (or authorized agent) Address Signature Date *In order to determine if your project may qualify to file for an unreasonable hardship, the total cost of all construction over the previous three years (since January 26, 1992) must be documented (Title 24, Section 3112(a)iiExc.2). The cost must include work done by other tenants along the same path of travel. e jfc»bt*f.fir« kf April; I. 1«4 DOCUMENTATION OF UNREASONABLE HARDSHIP Job Address Plan Check No Owner ^____ Date It is reauested that the above named project be granted an exception fromthe reauirements of the State 9f California Title 24 handicapped accessibility provisions, as specifically noted below: 1. EXCEPTIONS REQUESTED ESTIMATED COST OF ITEMS TO BE EXEMPTED 2. The cost of all construction without excepted items, is: 3. The impact on financial feasibility of the project, if the requestedexception is not approved is: . 4. The facility is used by the general public for the purpose of: 5. The exceotions being requested will not penalize handicappedaccessibility as equivalent facilities are available as follows: 6. Exceptions requested, and data provided, by: Department Use Only Findings and Decision of the Enforcing Official: Signature of Enforcing Official Date HA-1 010190 DEPARTMENT OF STATE ARCHITECTURE-NQN RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS SCOPE: The following disabled access items are taken from the 1991 edition of California Administrative Code Title 24, applicable as of April 1, 1994. Per section 110 B, all publicly and privately funded public accommodations and commercial faculties shall be accessible to persons with physical disabilities as fellows: (1) Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. (2) Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. (3) Any curb or sidewalk intended for public use that is constructed with private funds. (4) All existing accommodations when alterations, structural repairs or additions are made to such accommodations. GENERAL: To assure that barrier-free design is incorporated in all buildings, facilities, site work and other improvements, these standards apply to all additions, alterations and structural repairs. These standards incorporate the requirements covered in Title II and HI of the Americans with Disabilities Act of 1990. Items proceeded with an asterisk (*) are examples of changes that have occured since the previous regulations. NOTE: All Figures and Tables referenced in this checklist are printed in California Administrative Code, Title 24. SITE ACCESSIBILITY: A. Site development and grading shall be designed to provide access to all entrances and exterior ground floor exits, and access to normal paths of travel, and where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, etc. B. * When more than one building or facility is located on a site, accessible routes of travel shall be provided between buildings and accessible site facilities. C. At every primary public entrance and at every major function along or leading to an accessible route of travel, there shall be a sign displaying the international symbol of accessibility. Signs shall indicate the direction to accessible building entrances and facilities. D. Where stairways occur outside a building, see section 3306(q) for requirements. DISABLED ACCESS PARKING SPACES: A. * The required number of accessible parking spaces in new facilities *(or in existing facilities where a change of occupancy occurs} is as follows per Table 31A: 1. * 1 for each 25 spaces up to 100 total spaces. 2. 1 additional space for each 50 spaces for between 101 and 200 total spaces. 3. 1 additional space for each 100 spaces for between 201 and 500 total spaces. 4. For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required. 5. For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces. 6. If total number of spaces is less than 5, one shall be 14'0" wide and line to provide a 9'0" parking area and 5'0" loading and unloading area. There is no requirement that this space be identified or reserved for the exclusive use by persons with disabilities. 8. • Outpatient facilities require a minimum of 10% of the total number of spaces to be accessible. If facilities specialize in treatment of people with mobility impairments, a minimum of 20% of the total spaces shall be accessible. See section 3107A{aJ3.a and b. C. • Valet parking facilities shall provide a passenger loading zone located on an accessible route to the facility entrance. The space requirements of section 3107A apply to facilities with valet parking, per section 3l08A(c). D. * Accessible spaces shall be located as follows, per section 3l07A(a)1: 1. On the shortest possible route to an accessible entrance when serving a particular building. 2. On the shortest route of travel to an accessible entrance of a parking facility. C6/NR/G Hon-RBsidintial Acciss Requitimints Pa08 2 Plan ReviiW Cornelian lilt April 15, 1994 3. Dispersed and located closest to accessible entrances where b-ji!dings have multiple accessible entrances with adjacent parking. Note: This section does not apply to existing facilities where local ordinances preclude requirements unless a change of occupancy occurs. E. Single spaces shall be 14'0" wide and outlined to provide a 9'0" parsing area and a 5'G" leading and unloading area on the passenger side of the vehicle. When more than cne space is provided, in lieu of providing a 1-i'O" space for each space, two spaces can be provided v.-ithin a 23'0" area with s 5'0" loading zone between each 9'0" wide space. Each space is to be a minimum of 18'0" in depth. See section 3l07A(b)1. NOTE: See Figures 31-18A. 31-18B and 31-18C. F. A bumper or curb shall be provided and located at each space to preven: encroachment of cars into the required width of walkways per section 3107A(b)3- G. The maximum slope of parking surfaces in any direction shall net exceed / " per foot (2.CS3%) per section 3l07.1(b)4. The maximum slope at the passenger loading zone shall not exceed 2%. H. Parking spaces shall be identified by a reflectorized sign permanently posted immediately adjacent to and visible from each space, consisting of a profile view of a wheelchair with occupant in white on dark blue background. The sign shall not be smaller than 70 square inches in area and, when in a path of travel, shall be posted at a minimum height of 80" from the bottom of the sign to parking space finished grade. Signs may also be centered on the wall of the interior end of the parking space at a minimum height of 36" from the parking space finished grade, ground or sidewalk. Spaces complying with section 3107A(b)2 shall have an additional sign "Van-Accessible" mounted below ihe symbol of accessibility per section 3107A(c). In addition, each accessible space is required to be marked with the international symbol of accessibility. I. An additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be not less than 17" by 22" with lettering not less than 1" in height. Per section 3107A[cJ required wording is as follows: "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning " J. Where provided, all passenger loading zones and at least one vehicle access route from site entrances and exits shall have a minimum vertical clearance of 114" per section 3108A(b)2. K. Space(s) shall be located so that disabled persons are not compelled to wheel or walk behind parked cars other than their own per section 3107A(b)3. L All vertical entrances to and vertical clearances within parking structures shall have a minimum vertical clearance of 8'2" where required for accessibility to accessible parking spaces. M. * A minimum of one in every 8 accessible spaces shall be served by an access aisle 96" minimum width and shall be designated van accessible per section 3107A(b)2. All such spaces may be grouped on one level of a parking structure. N. * Provide a passenger access aisle, 60" by 20'0", adjacent and parallel to the passenger loading space per section 3l08A(b). CURB RAMPS: NOTE: See Figures 31-19A through 31-22. A. Curb ramps shall be constructed at each corner of street intersections and where a pedestrian way crosses a curb per section 3106A(e). B. Curb ramps shall be a minimum of 48" wide with a maximum slope of 1:12 (8.33%), per sections 3106A{e)2 and 3106A{e)5. The lower end of each curb ramp shall have a V " lip be beveled at 45 degrees. C. • The landing at the top of the curb shall be level and 48" minimum depth for the entire width of the curb ramp or the slope of the fanned or flared sides shall not exceed 1:8 (12.5%), per section 3l06A(e)4. D. The surface of all curb ramps and its flared sides shall be slip resistant and contrasting from the adjacent sidewalk finish per section 3l06A(e)6. E. All curb ramps shall have a grooved border 12" wide at the level surface of the sidewalk along the top and each side approximately / " on center per section 3106(e)7. P. * Detectable warnings extending the full width and depth of the curb ramp inside the grooved border if the slope is between 1:15 (6.66%) and 1:20 (5%), per section 3106A(e}8. This shall consist of raised truncated domes with a diameter of 0.9" at the base tapering to 0.45" at the top. Spacing shali be 2.35" Non-R«sid»nlial ACCIK Riquinmints P^D" 3 Plan RsviBW Correction List April 15. 1994 center-to-cent er. NOTE: See Figure 31-23. G. Locate curb ramps to prevent obstruction by blocked cars per section 3106A(e)9. H. The slope of adjacent surfaces, including street and gutter, within 4 feet of ramps shall be limited to a maximum of 1:20 (5%), per section 3106A|e). WALKS AND SIDEWALKS: A. Walks sloping greater than 1:20 (5%) must comply with the ramp requirements of section 3307 per section 3324(c). B. Walks shsll be 48" minimum in width and have slip resistant surfaces. C. The maximum cross slope shall not exceed V " per foot per section 3324{a).3 if the enforcing agency finds that an unreasonable hardship exists, then the maximum cress slope may be increased to a maximum of /" per foot for distances not to exceed 20 feet. D. Abrupt level changes shall not exceed /" along any accessible route. \Vhen changes do occur, they shall be beveled with a slope of no greater than 1:2. Level changes of /" or less may be vertical. Note: If level changes exceed V ", they must comply with requirements of curb ramps. E. At each gate or door, a 60" x 60" level area is required when the gate or door swings toward the walk per section 3324(e). Walks shall extend 24" minimum to the side of the strike edge of a door or gate that swings toward the walk. NOTE: See Figure 33-2. F. Provide 80" minimum headroom from all walkway surfaces to any obstruction per section 3325{b). G. At walks with continuous gradients, level areas at least 5'0" long at intervals of 400 feet are required per section 3324|f). H. Grating openings are to be limited to a maximum of / " in the direction of travel per section 3324(b). 1. Provide 36" wide detectable warning material at the boundary between walkways and vehicular ways. Material shall comply with criteria of section 3325A(cJ1, per section 3325(e). J. * Where more than one route is provided, all routes shall be made accessible per section 3103A(i)2. PEDESTRIAN RAMPS: A. A path of travel with a slope exceeding 1:20 (5%) shall be considered a ramp per section 3307(a.1). Handrails are required to be provided at each side of ramps. B. The maximum allowable slope for accessible ramps is 1:12 (8.33%), per section 3307(e.1}1. Provide the * least possible slope for all ramps. C. The maximum cross slope at walks and sidewalks shall not exceed V " per foot (2%) per section 3324(a)3. If the enforcing agency finds that an unreasonable hardship exists, then the maximum cross slope may be increased to a maximum of V " per foot (4%} for distances not to exceed 20 feet. D. Ramp surfaces shall be slip resistant, per section 3307(g). E. Landings are required at the top and bottom of all ramps, per section 3307{d. 1}. The bottom landing shall be a minimum of 72" in the direction of travel and the top landing shall be a minimum of 60" x 60". F. A 60" intermediate landing is required at maximum elevation changes of 30". A 72" landing is required at direction changes exceeding 30 degrees per section 3307(d.1)6. G. When a door swings over the top landing, the minimum depth of the landing shall equal to the door width, plus 42", per section 3307{d.1). H. Strike edge distances to door shall be 24" at exterior ramps (and 18" at interior ramps), per section 3307(d.1). I. * When the slope of ramps exceeds 1:20 (5%), handrails are required at each side, per section 3307(e.1). J. Handrails shall be 1 %" to 1 %" in cross section and placed a minimum of 1 !£" from walls, per section 3307{e.1). K. Per section 3307(e.1), handrails shall meet the following requirements: 1. Be continuous. * 2. located 34" to 38" in height above the ramp surface. 3. Have 12" extensions beyond the top and bottom. 4. Ends shall be returned. L. If ramp exceeds lO'O" in length (and ramp is not bounded by walls, curbs or wheel guides shall be provided, per section 3307{h.l). M. " Wall surfaces, adjacent to handrails, shall be free of sharp or abrasive elements, (i.e., no stucco), per section 3307|e.l). LA/NR/G Non-Residsntial ACCISI Fequiti mints pagB 4 Plan Rsview Cornelian List April 15. 1994 ENTRANCES AND CIRCULATION: A. * All entrances and exterior ground level exits shall be made accessible, cer section 3301 ih). B. * When a building, or portion of a building, is required to be accessible (or adaptable}, an accessible route of uevel shall be provided to all portions of the building, to accessible baling entrances and between the building and ihe public way. See section 3103A(i)2. DOORS: A. Per section 3304{{), every required passage door shall have a minimum 32" clear width. B. Door hardware shall be of the lever or push type and mounted 30* to £4." above the floor, per section 3304{c.1). C. Per section 3304(1.1},regardless of the occupant load, there shall be a level floor or lancing on each side of the door. The floor or landing shall not be more than 1/ " lower than the threshold of the doorway. Note: An exception is permitted for exterior landings, which may slope up to V " per foot (2%) in any direction, for surface drainage, per section 413. D. Per section 3304(c.1), all hand-activated door opening hardware shall meet the following requirements: 1. Shall be centered between 30" and 44" above the floor. 2. Latching and locking doors that are in a path of travel shall be operated with a single effort by lever type hardware, panic bars, push-pull activating bars or other hardware designed to provide passage without the ability to grasp the opening hardware. 3. Locked doors shall exit in the direction of travel. E. The lower 10" of all doors shall be smooth and uninterrupted to allow the door to be opened by a wheelchair footrest without creating a trap or hazardous condition. Narrow frame doors may use a 10" high smooth panel on the push side of the door. F. Where turnstiles are used to provide fully controlled access, such as where an admission price is charged, a door or gate that is accessible to persons with disabilities, shall be provided adjacent to or within 30'0" from each turnstile entrance or exit. This passageway shall provide 32" clear opening and remain unlocked during business hours. G. The width of the level area, on the side to which a door {or gate) swings, shall be as follows per section 3304(1.1): 1. Extend 24" past the strike edge of the door for exterior applications. 2. Extend 18" past the strike edge of the door for interior conditions. * 3. Extend 12" past the strike edge on the push side if door has latch and closer. H. The space between two consecutive door openings in a vestibule, serving other than a required exit stairway shall provide a minimum of 48" of clear space from any door opening into the vestibule when door is open 90 degrees, per section 3304{i.1). Doors in series shall swing either in the same direction or away from the space between the doors. I. Maximum effort to operate doors shall not exceed 81/ pounds for exterior doors and 5 pounds for interior doors. Such push or pull effort shall be applied at right angles to hinged doors and at the center plane for sliding doors. Where fire doors are required, the maximum effort to operate the door may be increased to 15 pounds. See section 3304(i.2}1. J- * Per section 3304(i.1)2.8, the level area at floors or landings shall have a length at least 60" in the direction of door swing and at least 48" {or 44" if doors don't have latches or closers) in the direction opposite the door swing. NOTE: See Figure 33-2. K. Where a door opens into a stair of a smokeproof enclosure, the required landing need not have a length of 60", per section 3304(1.1)20(1). SPECIAL HAZARDS: A. Objects projecting from walls with their leading edges between 27" and 80" above the finished floor shall protrude no more than 4" into walks, halls, corridors,passageways or aisles. Objects mounted at or below 27" above the finished floor may protrude any amount. Freestanding objects mounted on posts or pylons may overhang 12" maximum from 27" to 80" above the ground surface or finished floor. B. Abrupt changes in level exceeding 4" adjacent to walks, such as at planters or fountains, except between walks and adjacent streets or drives, shall be identified by 6" high warning curbs projecting at least 6" above the walk surface per section 3325{a) except when a guardrail or handrail is provided. If a guardrail or handrail is provided, no curb is required when a guide rail is provided centered 3" {"/ 1") above the Non-Residential Access RequirsmBnts Page 5 Plan Review Correction List April 15.1994 surface of the walk or sidewalk. C. If a walk crosses or adjoins a vehicular way and the walking surfaces are not separated by curbs or other elements, the boundary shall be defined by a continuous detectable warning which is 36" in width. The surface shall be raised truncated domes in a staggered patten with a diameter of nominal 0.9" at the base tapering to 0.45" at the top, a height of 0.2" and a center to center spacing of nominal 2.35". D. At transit boarding platforms, the pedestrian access shall be identified with a directional detectable texture. The raised bars shall be 1.3" wide and 3" from center-to-center off each bar. This surface shall be placed behind yellow detectable warning texture (truncated domes) and aligned with all doors of transit vehicles. NOTE: See Figure 31-23. E. If carpet cr carpet tile is used en a ground or floor surface in a common use area, it shall have firm backing or no backing. The maximum pile height shall be / ". Exposed edges of carpet shall be fastened to floor surfaces and have trim along the entire edge of the exposed edge and trim shall comply with the requirements for changes in level. STAIRWAYS AND HANDRAILS: A. Handrails are required on each side of stairs, per section 3306(1.1)1. B. ' Handrails shall be located 34" to 38" above the nosing of the treads. C. Handrails shall extend a minimum of 12" beyond the top nosing and 12" plus the tread width beyond the bottom nosing. D. * The handgrip portion of handrails shall not be less than I1/ " nor more than 1 / " in cross sectional dimension or the shape shall provide an equivalent gripping surface. The handgrip portion shall have a smooth surface with no sharp corners. E. * Handrails shall be designed to provide a grasping surface to avoid the person from falling. The spacing of brackets shall not exceed 8 feet and be such that the attachment is capable of withstanding a load of at least 200 pounds applied in any direction at any point on the rail. F. Per section 3306(p), approved stairway identification signs, showing whether or not a roof access exists, the floor level, and the upper and lower level of the stairway terminus, shall be located at each floor level in all enclosed stairways in buildings two or more stories in height. The information is to be shown using raised Arabic numerals and raised braille symbols which conform to section 3105A(e)3. The sign shall be located approximately 5'0" above the floor landing and readily visible when the door is open or closed. G. The upper approach and the lower tread of each stair shall be marked by a strip of clearly contrasting color at least 2" wide and placed parallel to and not more than 1" from the nose of the step or landing. The strip shall be as slip resistant as the other treads of the stair. For exterior stairs, the upper approach and all treads shall be marked. H. * Tread surfaces shall be slip resistant and smooth, rounded or chamfered exposed edges and no abrupt edges at the nosing. Nosing shall not project more than 1V " past the face of the riser above. Risers shall be solid (open risers are not permitted). I. * Per section 3306(i.1)2F, handrails projecting from a wall shall have a space of 1 V " between the wait and the rail. Handrails may be located in a recess maximum 3" deep extending at least 18" above the top of the rail. Wall surfaces, adjacent to handrails, shall be free of sharp or abrasive elements, (i.e., no stucco) per Sec. 3306{i.1)2.F. ELEVATORS: Per section 5103Jd/l). in buildings twQ_or_more stories in height, served bv elevatorts). all elevators shall comply with the.requirements contained in Chapter 51 of Title 24. A. Elevators shall be automatic and be provided with a self leveling feature that will automatically bring the car to the floor landings with a tolerance of (*/}/" under normal loading and unloading conditions. The clearance between the car platform sill and the edge of the hoistway landing shall be not greater than 11/", per section 5103(d.1)1. B. The minimum clear width for elevator doors shall be 36", per section 5l03(d.l)3. C. Doors shall be provided with a door reopening device, which will function to stop and reopen a car door and adjacent hoistway door in case the door is obstructed while closing. See section 5103(d.1)4 for additional requirements. D. Per section 5103ld.1)6, the e'evator car inside shall comply with the following requirements: 1. The minimum clear distances between walls, or between the walls and door, excluding return Non-Residential Access Requirements PBBB 6 Plan Review Correction List April 15,1994 panels, shall be not less than a. 80" by 54" ((or center opening doors). b. 68" by 54" (for side-slide opening doors). c. Minimum distance from walls to return panel shall not be less than 51" NOTE: See figure 51-A for further details. E. A handrail shall be provided on one wall of the car, preferably the rear. The rails shall be smooth and the inside surface at least I1/" clear of the walls at a nominal height of 32" from the floor. Nominal = (~/)1". F. Call operation buttons2 shall be within 3'6" of the floor. See section 5103(d.1)8 for additional requirements. G. * Special access lifts may be provided between levels, in lieu of passenger elevators, when the vertical distance between landings, structural design and safeguards are permitted by the State of California, Division of the State Architect, Access Compliance Section, the Department of Industrial Relations, Division of Occupational Safety and Health, and any applicable safety regulations or other administrative authorities having jurisdiction. H. If lifts are provided, they shall be designed and constructed to facilitate unassisted entry, operation and exit from the lift. See section 5107(a) for specific requirements. SANITARY FACILITIES: A. Sanitary facilities that serve buildings, facilities, or portions of buildings or facintiesjhat are required to be accessible to persons with disabilities, shall be made accessible unless the enforcing agency determines that compliance with these standards would create an unreasonable hardship and equivalent facilitation is provided per section 3105A(bJ1. B. See exceptions to section 3105A(b)1. regarding the requirements for equivalent facilitation under unreasonable hardship. (1J Accessible sanitary facilities must be usable by a physically disabled person within a reasonable distance of accessible areas. (2) Equivalent facilitation would provide for either a lateral or front transfer toilet stall. NOTE: See Figure 31-1C. (3) Doors shall have a clear and unobstructed opening of at least 30". C. Per section 3105A(bJ1.A, where separate facilities are provided for nondisabled persons of each sex, separate facilities shall be provided for the disabled persons of each sex as well. Where unisex facilities are provided for nondisabled/disabled persons, such unisex facilities shall be provided for the disabled. D. Where facilities are to be used solely by children, the specific heights may be adjusted to meet their accessibility needs per section 3105A(b)1.B. E. Per section 3105A(b}1.C., passageways leading to sanitary facilities shall have clear access widths as specified in chapter 33. All doorways shall have a minimum 32* clear opening and a level and clear area for a minimum depth of 60" in the direction of the door swing and 44" where the door swings away from the level and clear area. In addition, all strike edge clearance dimensions are required to be met. F. Doorways leading to mens sanitary facilities shall be identified by an equilateral triangle / " thick with edges 12" long and a vortex pointing upward. Women's facilities shall be identified by a circle, / " thick, 12" in diameter. Unisex facilities shall be identified by a circle with a triangle superimposed on the circle and within the 12" diameter. The required symbols shall be centered on the door at a height of 60". See section 3105A(b)1.D. See 3105A(eJ10 for additional signage. MULTIPLE ACCOMMODATION SANITARY FACILITIES: A. Sanitary facilities that serve buildings, facilities, or portions of buildings or facilities that are required to be accessible to persons with disabilities, shall be made accessible unless the enforcing agency determines that compliance with these standards would create an unreasonable hardship and equivalent facilitation is provided per section 3105A(b}1. B. Per section 3105A(b)3.A.|ii), a water closet fixture located in a compartment shall provide the following: 1., A minimum of 28" clear space from a fixture or a minimum of 32" wide clear space from a wall at one side. 2. A minimum of 48" long clear space shall be provided in front of the water closet if the compartment has a end opening door (60" is required for side opening doors). 3. Grab bars shall not project more than 3" into the clear spaces indicated. C. Water closet doors shall be equipped with a self closing device and have a minimum 32" clearance when No n-Residential Access Requitiminis PJ;S 7 Plan Review Correction list April 15,1SW located at the end {and 34" when located at the side). See section 3l05A(b)3.A.{iii). D. When standard compartment doors are used, with minimum 9" clearance for footrests underneath and a self closing device, the clearance at the strike edge as specified in section 3304(i. 1 }2C. is not required. SINGLE ACCOMMODATION FACILITIES: A. * As per section 3105A(b)3.B., there shall be a sufficient space in the toilet room for a wheelchair measuring 30" x 48" to enter the room and permit the door to close. No door shall be permitted to encroach into this space. There shall be a clear floor space at least 60" in diameter, or a T-shaped space as shown in Figure 31-12 (a) and {b). Doors are not permitted to encroach into this space. B. The water closet shall be located in a space which provides a minimum 28" clear space from a fixture or 32" clear space from a wall on one side. A minimum of 48" clear space shall be provided in front of the water closet. C. For bathrooms serving hotel guest rooms, see section I214(d). RESTROOM FIXTURES AND ACCESSORIES: A. In new construction, water closets in accessible restrooms shall meet the following requirements per section 5-1502: 1. The height of the water closet seat shall be between 17" and 19". 2. The controls shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. 3. The controls for flush valves shall be mounted on the side of the toilet area and be no more than 44" above the floor. 4. The force required to activate the controls shall be no greater than 5 pounds of force. 5. In alterations where the existing fixture is less than 15" high, a 3" seat shall be permitted. B. Urinals in accessible restrooms shall meet the following requirements per section 3105A(h)4. and 5-1503: 1. The rim of at least one urinal shall project 14" from the wall and be located 17" maximum above the floor. 2. The force required to activate the flush valve shall be a maximum of 5 pounds of force. 3. The control mechanism shall be located a maximum of 44" above the floor. 4. A minimum of 30" x 48" clear floor space shall be provided in front of the urinal. C. Lavatories shall comply with the following requirements per section 3105A(b)4.A., 3105A(h)4. and 5- 1504: 1. A minimum of 30" x 48" clear space shall be provided in front of the lavatory for forward approach. The clear space may include knee and toe space beneath the fixture. 2. The clear space beneath lavatories shall be a minimum of 29" high x 30" wide x 8" deep at the top and 9" high x 30" wide and 17" deep at the bottom from the front of the fixture. The maximum height of the counter top shall be 34" 3. All hot water and drain pipes under the lavatory shall be insulated. 4. The faucet controls and operating mechanism shall be of the type not requiring tight grasping, pinching or twisting of the wrist and have an operating force of not greater than 5 pounds. 5. If self-closing valves are used, they shall remain open for at least 10 seconds. D. Showers and shower compartments shall comply with the requirements of sections 5-1505 and 3105A(b}5. and 6: 1. Compartments shall be 42" in width between wall surfaces and 48" in depth with an entrance opening of 36" minimum. NOTE: See Figure 31-2A. 2. Grab bars shall comply with section 3105A(b)3.C.lii), (iii) and (iv). They shall be located on walls adjacent to and opposite the seat and mounted 33" to 36" above the shower floor. NOTE: See Figure 31-2A. 3. When a threshold or recessed drop is used, it shall be a maximum of V " in height and shall be beveled or sloped at an angle of not more than 45 degrees from the horizontal. 4.^ The shower floor shall slope toward the rear of the compartment to a drain located within 6" of the rear wall. Maximum slope of the floor shall be V " per foot in any direction. 5. The floor surface shall be of Carborundum, grit faced tile or of material providing equivalent slip resistance. 6. A folding seat located on the wall opposite the controls and mounted 1 8" above the floor shall be provided. Non-Rsjidsntial Accsss Rtquiremenls P>;B 8 Plan Rsview CorrBdion List April 15,1S94 NOTE: See Figure 31-2A. 7. The soapdish shall be located on the control wall at a maximum height of 40" above the shower floor. 8. Showers in all occupancies shall be finished as specified in section 3105A(b)5 to a height of not less than 70" above the drain inlet. 9. Where no separate shower compartment is provided, the shower shall be located in a corner with L-shaped grab bars extending along two adjacent wails with a folding seat adjacent to the shower controls. 10. A flexible hand-held shower unit, with a hose at least 60" long shall be provided with head mounting height of 4-8" A.F.F. Two wall-mounted heads may be installed in lieu of the hand-held unit in areas subject to excessive vandalism per section 5-1 505. E. * Per section 5-1506, bathtubs shall be provided with a shower spray unit having a hose at least 60" long that can be used as a shower. Enclosures shall not obstruct controls or transfer from a wheelchair. Tracks of enclosures shall not be mounted on their rims. NOTE: See Figures 31-8, 31-9A and 31-9B. F. Grab bars shall comply with the following per section 3l05A(b)3.C.: 1. Grab bars shall be located on each side or one side and the back of the physically disabled accessible toilet stall or compartment. They shall be securely attached 33" above the floor and parallel except where a tank-type toilet is used which obstructs placement at 33", the grab bar may be installed as high as 36". 2. Grab bars at the side shall be located 15" to 161/" ("/1") from the center line of the water closet stool and be at least 42" long with the front end positioned 24" in front of the stool. Total length of bars at the back shall not be less than 36". 3. The diameter or width of the grab bar gripping surface shall be 1 V " to 11/ " or the shape shall provide an equivalent gripping surface. If mounted adjacent to a wall, the space between the wall and the grab bar shall be 1 V ". 4. See section 3105A(b)3.C.(iii) for structural strength requirements. NOTE: See Figures 31-1 A, 31 IB, 31-1C, 31-2A, 31-9A and 31-98. G. * Per section 3105A(b) and (c), where lockers are provided for the public, clients, employees, members or participants, at least one and not less than 1 % of a!! lockers shall be made accessible to the physically disabled. A path of travel of not less than 36" in clear width shall be provided to those lockers. H. Where towel, sanitary napkins, waste disposal and other similar dispensing and disposal fixtures are provided, at least one of each type shall be located with all operable parts within 40" of the floor. Mirrors shall be mounted with the bottom edge no higher than 40" above the floor. I. Toilet tissue dispensers shall be located on the wall within 12" of the front edge of the toilet seat per section 3105A(b)4.C. DRINKING FOUNTAINS: A. Where water fountains are provided they shall comply with section 3105A|d)1: 1. Water fountains shall be located completely in an alcove or otherwise so positioned so as to not encroach into pedestrian ways. 2. The alcove in which the water fountain is located shall not be less than 32" in width and 18" in depth. 3. See section 1507 of the California Plumbing Code for additional requirements. NOTE: See Figure 31-3 of Title 24 for specific dimension requirements. TELEPHONES: A. Where public telephones, or public pay phones, are provided they shall comply with the requirements of section 3105A(d)2: 1. A clear space at least 30" x 48" that allows either a forward or parallel approach by a person using a wheelchair shall be provided. Clear floor or ground space for wheelchairs may be part of the knee space required under some objects. 2. One full unobstructed side of the clear floor or ground space for a wheelchair shall adjoin another wheelchair clear floor space. If the clear space is located in an alcove, or otherwise confined on all or part of three sides, additional maneuvering clearances shall be provided. Bases, enclosures and fixed seats shall not impede approaches to telephones by people who use wheelchairs. 3. If telephone enclosures are provided, they may overhang the clear floor space required. See Non-Ri jidsntiil ACCIK Riquiramants Page 9 Plan Reviiw Conation list April 15, 1994 Figures 31-4 (a), (b), and {c). If enclosures protrude into walls, halls, corridors or aisles, the cord from the handset shall be at least 29" long. 4. The highest operable part of the telephone shall be 48" maximum as specified in section 3l05A(hJ4C and D and Figures 31-5C and 31-5D. Telephones mounted in a corner that require wheelchair users to reach diagonally shall have the highest operable part no higher than 54" above the floor. 5. Telephones shall be equipped with a receiver that generates a magnetic field in the area of the receiver cap. If banks of public phones are provided, then at least 25%, but always at least one per bank, including closed-circuit telephones in a building or facility, shall be equipped with a volume control capable of producing a minimum of 12 dbA and a maximum of 18 dbA above normal. 6. Public telephones with volume control shall be hearing aid compatible and shall be identified by a sign containing a depiction of a telephone handset with radiating sound waves. 7. * If four or more public pay phones are provided and at least one is at an interior location, then at least one interior public text telephone complying with section 3105A(d)2l(ii) and (Hi) shall be provided, per section 3105A(d)2l(i). Also, they are required for stadiums, arenas, convention centers and covered malls. 8. Text telephones shall be identified by the international TDD symbol (See Figure 31-14). Directional signage is required to be provided, adjacent to all banks that do not contain a text telephone, indicating the location of the nearest text telephone. If a facility has no banks, the signage shall be provided at the building entrance or building directory. NOTE: See Figures 31-4 (a), (b}, ic) and 31-5A, C and D for required specific dimensions. CVNR/G Date:Jurisdiction Prepared "byi VALUATION AND PLAN CHECK FEE Q Bldg. Dept. D Esgil PLAN CHECK NO. BUILDING ADDRESS APPLICANT/CONTACT BUILDING OCCUPANCY 5*0 wo wrO/1 PHONE NO. DESIGNER PHONE TYPE 0? CONSTRUCTION CONTRACTOR PHON! BUILDING PORTION ^4^-tS Air Conditionine Commercial Residential Res. or Comm. Fire Stirir.klers Total Value BUILDING AREA VALUATION MULTIPLIER VALUE f^<T6 1 '§ e e ft 6£l Building Permit F-ee S Plan Check Fee $ COMMENTS; /JS oo $ ?77S" SHEET I OF / 12/87 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 597 ADDRESS DATE RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL VILLAGE FAIRE OTHER <? COMPLETE OFFICE BUILDING PLANNER ENGINEER DATE I//' DATE C:\WP51 \FILES\BLDG.FRM Rev 11/15/90 City of Carlsbad ***** Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Thursday. May 26.1994 Reviewed bv: 0 > Contact Name Lodi Metal Tech. Inc Address 213S.KeltySt P.O. Box 967 City, State Lodi CA 95240 Bldg. Dept. No. &***& 5V/-5*?/ Planning No. Job Name Compton's New Media Job Address 2350 Camino Vida Roble Ste. or Bldg. No. E3 Approved - The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1 st 2nd 3rd Other Agency ID CFD Job# 94088 File# 2560 Orion Way * Carlsbad, California 92008 • (619) 931-2121 LODI METAL TECH., INC. LODI. CALIFORNIA via COMPTONS NEW MEDIA 2320 CAMINO VIDA McKTNLEY CAR!SRAD. CA DATE 1fi MAY '34 SHEET NO. DRAWING NO. 5550 92009 NO,REVISIONS /I BY DATE ITEM DESCRIPTION PALLET RACK 1 - 2 GENERAL RACK LAYOUT / UPRIGHT SELECTION 3-7 SEISMIC ANALYSIS - TRANSVERSE 8-10 SEISMIC ANALYSIS - LONGITUDINAL 11 BEAM ANALYSIS AND DETAILS 12-14 FOUNDATION AND ANCHORAGE 15 R-1 R-2 R-3 R-4 R-5 R-6 R-7 R-9 R-10 REFERENCE APPENDIX LB BEAM SECTION PROF^fTES LM COLUMN SECTmW^ROPERTIES LM BRACING a&etlON PROPERTIES LB BEAM M0MENT CAPACITY CAPACITY COLUMN LOADS IISMIC 'FiSQ^FFICIENTS - U.B.C. Std. 27-11 ANCHORS, CONCRET^<^D HEAD - WEDGE', ICBO #1372 L.M.T. BROCHURE JUN 18 1994 L.M.T. STRUCTURAL DETAILS DRAWI!14-5550 RACKING DESIGNED AND FABRICATED IN ACCORDANCE WITH 1. U.B.C. - '91 & U.B.C. Std. 27-11 - '91 SECTION 2706 & TABLE 23-P-II-4(10) 2. A.N.S.I. MH16.1 - 1985 (RACK MANUFACTURERS INSTITUTE) 3. CITY OF LOS ANGELES FABRICATOR LICENSE #1244 4. WELDED AND INSPECTED PER A.W.S. D 1.3 LODI METAL TECH., INC. LODI, CALIFORNIA via COMPTON'S NEWMEDIA 2320 CAMINO VIDA ROBLE McKINLEY CARLSBAD, CA OBOQO DATE 16 MAY '94 SHEET NO. DRAWING NO. NOJ REVISIONS BY DATE City of Carlsbad Plan Check Department 2560 Orion Way Carlsbad, CA 92008 Phone - 619/932-2121 by Esgil Corporation Pete Fisher 9320 Chesapeake Drive Suite 208 San Diego, CA 92123 Phone - 619/560-1468 Plan Check #94-591 II 6/10/94 Re: Storage Rack for: Compton's NewMedia, Inc. Barry Adams 2320 Camino Vida Roble Carlsbad, CA 92009 Permit Assistance by: Smith Consulting Artchitects Larry Kloha 5355 Mira Sorrento Place Suite 750 San Diego, CA 92121 Rack Materials supplied by: McKinley Equipment Chris Hatley 17611 Armstrong Avenue Irvine, CA 92714 Phone - 619/929-2500 Fax - 619/929-2511 Phone Fax 619/452-3188 619/452-3907 Phone Fax 714/261-9222 714/250-7301 Rack Materials Fabricated and Engineered by: Lodi Metal Tech Phone - 209/334-2500 Palmer S. Tingey, P.E. Fax - 209/334-1259 213 South Kelly Lodi, CA 95242 Corrections for plan recheck on 10 June 1994 #1. noted #2. noted #3. noted #4. noted #5. Sheets Al and A2 signed by Smith Consulting #6. - #21. n/a #22. Fire Department approval has been obtained - 26 March 1994 #23. Disabled access by Smith Consulting / Compton's #24. Clearance required per UBC 2337(b)ll is: 3(Rw/8) < 3(Rw/6) = 3 (8/6) = 4" Minimum This will be noted on drawings by Smith Consulting #25. Floor plan supplied by Smith Consulting / Compton's #26. For racks treated as single rows: A. Anchorage on sheet 13 of 14 Anchor bolts: Anchors for the single rows will need to have Special Inspection or be tested for proper installation as shown on ICBO Report #1372. Base plate: Attached is a sheet showing the existing foot plates with the axial load and the moment load combined. The existing foot plates should be OK on the single and back-to-back rows. B. Beam to column connections Weld: The welds on the LBF356 beams for the back-to-back should be OK as is with the moments shown on the original calculation, page 8 of 15. The welds on the LBF356 beams for the single rows are slightly over stressed as shown on the attached calculation, and on revised page 8 of 15. The proposed solution is to install back cross bracing in the single rows to eliminate the seismic moments. The calculations and structural details drawing #94-5550 have been updated to show this modification. Bracket pin capacity: R-5 - The analysis of the pins for the beam brackets are OK as shown. The pins are stronger than shown, test results from the manufacturer of the pins is attached. Bracket parent material: R-5 - The beam bracket analysis is OK as shown. The same beam brackets used on the LBF356 beams are used on larger beams and have not failed even under much higher loads. LODI METALTECH JNC. LODI. CA 9524O COMPTONS CARLSBAD, CA PREPARED BY P.S.Tvngey OWE 16 MAT94 SHEET NO. r DRAWING NO. 84-5550 NO. GENERAL LAYOUT REVISIONS BY DATE Design Is per UBC 1991 & UBC STD 27-11 and per RMI 1985 Section 2706 & TABLE 23-P-II-4(10) MATERIAL- A.S.T.M. A570 w/ Fy > 50 ksi Safety Factor for Bending = 1.65 Safety Factor for Columns = 1.92 LOAD 700tb« TOOttn /' 144 7 72 • 72 s J \ 1 ' ' ] TOOta 7000)9 V TDOba 7000M -BEAMS LBF356-96 £»_5 L 08J '1 1/2 L4KV^ 1.4K UPRIGHT LM15-144-44 44 Longitudinal Transverse STATIC LOADINGS: UPRIGHT: LM15-144-44 w/ 3/8 x 2 5/8 x 7 FOOT PLATES BEAMS: LBF356-96 1/2 LOAD: Each toad is a uniform food in the negative y direction. Each load is 700Ibs BEAM LEVELS: 2 SEISMIC LOADINGS: U.B.C. ZONE 4 & V=(ZIC/Rw)W per U.B.C. Std. 27-11 Vertical distribution per 27.1107(e)2 4 LODI METAL TECH., INC. LODZ, CALIFORNIA SHEET NO. PALLET RACKING STRUCTURAL CERTIFICATION NOJ REVISIONS I BY UPRIfiHT CAPACITY SEE SHT.*i CONFIG. TRANSVERSE W/ BRAC1N6 e LONGlTt/DINAL W/ BEAMS -ft TT?ANS.—\-Y" COHT. Ku "^ .6 ? 'o/c 72 "<jfc LONfi.~ 'X-X" FIXEP BASE Kx - A ^ /.£ AREA ^ETJ = -4// fl SEE SHT f?-( FALLOW. MALLOW. " I VERTICAL LOADING ONLY C 100 54 UTILIZATION FACTUAL *L.L. +• O.L. s ^73^.219 j « 5.972 K"H' O.K. DCS. OF P1 + M' = DA' r t. LlLj 075 LMI5-C8L. K-(M. LoDI 1 LC ^ETAL TECH., INC. »DI. CALIFORNIA . £10 ri pra P4 -^ PALLET STRUCTURAL RACKING CERTIFICATION PREPAR ED BY f\t*b&( DATE / /^AH ff- NOJ SHEET NO. l**/f DRAWING NO REVISIONS 1 BY DATE LAT. LOAD DISTRIBUTION -&-— _y***^**. nx. . 27- :ft 7Z .m_ ADP- °l 4 - INPUT MATERIALS COL.-C %<^y,«7r BRACE -C \7z*\K*.075 NO. 1 2 A •W .284 E ?*7 3E£ 1 ,to5 -ow [wj BRACING DESJGN MEMB. 9 10 II IZ 13 LOAD KIP ,1f* .t>?-?7 .*\ r1*070 w*> Kl '7/7f)f i v1 «^r SIZE (PER R-J) "W6A.C IVzH'A ^ 5i ^5- ^ ^-/^t' i r c^A*^ ' ±1_4 ff TRANSVERSE COLUMN PE5IGN TRANS. VERT MOM. G ACTUAL . ALLOW P_ . M f? M, < t.33 .,77 LODI Metal Tech 213 S. Kelly St Lodi, CA 95240 Inc EASI4-87 FEA COMPTONS - McKINLEY File Date Time 94-55501.127 5/16/94 11 :27:30 ANALYSIS INPUT GRID POINTS DE 1 2 3 4 5 6 7 8 9 10 X (In) .00000 .00000 .00000 .00000 .00000 44.00000 44.00000 44.00000 44.00000 44.00000 Y (in) .00000 6.00000 72.00000 138.00000 144.00000 .00000 6.00000 72.00000 138.00000 144.00000 z (in) .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi ) (psi ) (in2) ( in4) (i n4 ) (in4) 1 3.0000E+007 1.2000E+007 4.1100E-001 2.0500E-001 O.OOOOE+QOO O.OOOOE+000 DENSITY = .28 Ibs/in3 2 3.0000E+006 1.2000E+007 2.8400E-001 4.6400E-002 O.OOOOE+000 O.OOOOE+000 DENSITY = .28 Ibs/in3 ELEMENT DEFINITION ID MATID 1 2 3 4 5 6 7 8 9 10 1 1 12 13 1 1 1 1 1 1 1 1 2 2 2 2 2 N1 1 2 3 4 6 7 8 9 4 4 3 2 2 N2 2 3 4 5 7 8 9 10 9 8 8 S 7 N3 0 0 0 0 0 0 0 0 0 0 0 0 0 N4 0 0 0 0 0 0 0 0 0 0 0 0 0 THICKNESS 0 0 0 0 0 0 0 0 0 0 0 0 0 (in) .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 . OOE+000 .OOE+000 .OOE+000 A1 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 A2 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0, OOE+000 A3 O.OOE-^OOO 0. OOE + 000 0. OOE+000 0. OOE + 000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE + 000 0. OOE+000 BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM ID NODE DIRECTIONS ( in BOUNDARY CONDITIONS VALUE ID NODE OR radians) DIRECTIONS ( in VALUE OR radians COMPTONS - McKINLEY 5/16/94 11:27:30 Page 12 O.OOOOE+000 12 O.OOOOE+000 Load Case tt 1 ID NODE DIRECTION 1 1 POINT LOADS VALUE (Ibs OR in-lbs) 1.81000E+002 3.62000E+002 COMPTONS - McKINLEY 5/16/94 11:27:30 Page ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP (in) 1 O.OOOOOE+000 2 5.74125E-002 3 2.61828E-001 4 3.79804E-001 5 3.92529E-001 6 O.OOOOOE+000 7 4.50363E-002 8 2.50679E-001 9 3.98312E-001 10 4.13068E-001 Y - DISP (In) O.OOOOOE+000 6.96616E-004 3.55085E-003 6.40059E-003 6.40059E-003 O.OOOOOE+000 •6.96616E-004 •8.32282E-003 •8.33184E-003 •8.33184E-003 RZ (radians) -9.81877E-003 -8.87195E-003 -8.97431E-004 -2.12077E-003 -2. 12077E-003 -7.67569E-003 -7.03325E-003 -1.58472E-003 -2.45940E-003 -2.45940E-003 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 NODE 1 2 2 3 3 4 4 5 6 7 7 8 8 9 9 10 4 9 4 8 3 8 2 8 2 7 -1 1 -5 5 -5 5 1 -1 1 -1 1 -1 1 -1 0 0 -3 3 6 -6 2 -2 -1 1 2 -2 ELEMENT FX (SXX) (Ibs) 1.43155E+003 1.43155E+003 5.33222E+002 5.33222E+002 5.32384E+002 5.32384E+002 1.81899E-012 1.81899E-012 1.43155E+003 1 .43155E + 003 1 .42471E+003 1 .42471E+003 1.68659E+000 1.68659E+000 O.OOOOOE+000 O.OOOOOE+000 3.58373E+002 3.58373E+002 6.37749E+002 6.37749E+002 2.15881E+002 2.15881E+002 1.07088E+003 1.07088E+003 2.39648E+002 2.39648E+002 FORCES FY (SYY) (Ibs) 3.23497E+002 -3.23497E+002 -3.01802E+001 3.01802E+001 4.70089E+000 -4.70089E+000 4.32010E-012 -4.32010E-012 2. 19503E+002 -2. 19503E+002 -2.01459E+001 2.01459E+001 3.62670E+000 -3.62670E+000 -1 .38698E-011 1.38698E-011 -1 .68659E+000 1.68659E+000 -1.04942E-001 1 .04942E-001 -8.37765E-001 8.37765E-001 -8.33008E-001 8.33008E-001 -6.83253E+000 6.83253E+OOQ MZ (SXY) (in-lbs) 5.45697E-012 1.94093E+003 -1.73903E+003 -2.52866E+002 2.69123E+002 4. 11365E+001 2.72848E-012 5.18412E-011 -9.09495E-013 1 .31702E + 003 -1 . 17252E+003 •1 .571 10E+002 2.01186E+002 3.81763E+001 •4. 18368E-01 1 •1 . 18234E-01 1 •3.60337E+001 •3.81763E+001 •5.10282E+000 •3.22142E+000 •1 .62565E+001 2.06052E+001 •4.58261E+001 2.02498E+001 •1 .56133E+002 • 1 .44499E+002 BOUNDARY FORCES NODE FX FY (Ibs) (Ibs) 1 -3.23497E+002 - 1 .43155E+OQ3 MZ (In-lbs ) 5.45697E-01 COMPTONS - McKINLEY 5/16/94 11:27:30 Page 6 -2.19503E+002 1.43155E+003 -9.09495E-013 END OF ANALYSIS DATE: 5/16/94 TIME: 11:27:30 V LODI METAL TECH., INC, LODI, CALIFORNIA PALLET PR SPARED BY DATE SHEET NO. 6*P I? DRAWING NC LOAD DISTRIBUTION— R - UBC «.TB. NO.REVISIONS BY DAT /4«M» * If A ',v>^ "T if I© ffs A"DP.:~J£~5J££.Q?= -".TITLE C INPUT. MATERIALS -— _^t -^^ ^- >^_jrf^"*/^ ' r ^ • No. „"/..:: AREA COLUMNS . R-4 ELEM- . Y/ t SEISMIC P' ^L = M' LODI Metal Tech., Inc 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4-87 FEA COMPTONS - McKINLEY File: £4-555.0271^7 Date: 6/07/94 ) Time: 17:35:36 / NODE 1 2 3 4 5 6 7 GRID X (in) .00000 .00000 99.50000 99.50000 99.50000 199.00000 199.00000 POINTS Y (in) 72.00000 144.00000 .00000 72.00000 144.00000 72.00000 144.00000 z (in) .00000 .00000 .00000 .00000 .00000 .00000 .00000 ID MATERIAL PROPERTIES E psi G A IZ J IY (psi ) ( in2 ) ( in4 ) ( in4 ) ( in4 ) 3.0000E+007 1.2000E+007 4.1100E-001 5.8200E-001 O.OOOOE+000 O.OOOOE+000 DENSITY = .28 Ibs/in3 3.0000E+007 1.2000E+007 7.4140E-001 1.2039E+000 O.OOOOE+000 O.OOOOE+000 DENSITY = .28 Ibs/in3 ELEMENT DEFINITION ELEMID MATID Nl N2 N3 N4 2 2 1 1 2 2 1 2 3 4 4 5 4 5 4 5 6 7 0 0 0 0 0 0 0 0 0 0 0 0 THICKNESS (in) O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 Al OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 A2 O.OOE+000 O.OOE+000 O.OOE+000 O.OOE+000 O.OOE+000 O.OOE+000 A3 O.OOE+000 O.OOE+000 O.OOE+000 O.OOE+000 O.OOE+000 O.OOE+000 BEAM BEAM BEAM BEAM BEAM BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE (in OR radians) 1 1 23 O.OOOOE+000 2 2 3 3 123 O.OOOOE+000 4 6 5 7 23 O.OOOOE+000 ( ) POINT LOADS DIRECTION VALUE (Ibs OR in-lbs) 141 6.80000E+001 251 1.36000E+002 Load Case # 1 ID NODE DIRECTIONS VALUE (in OR radians) 23 O.OOOOE+000 23 O.OOOOE+000 COMPTONS - McKINLEY 6/07/94 17:35:36 Page ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP (in) 1 5.01614E-001 2 9.47763E-001 3 O.OOOOOE+000 4 5.01614E-001 5 9.47763E-001 6 5.01614E-001 7 9.47763E-001 Y - DISP (in) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 •2.60339E-032 •2.59014E-032 O.OOOOOE+000 O.OOOOOE+000 RZ (radians) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 -3.75615E-003 -1.85185E-003 O.OOOOOE+000 O.OOOOOE+000 ELEMENT 1 2 3 4 5 6 ELEMENT NODE FX (SXX) (Ibs) 1 O.OOOOOE+000 4 O.OOOOOE+000 2 O.OOOOOE+000 5 O.OOOOOE+000 3 4.45830E-027 4 -4.45830E-027 4 -2.26802E-029 5 2.26802E-029 4 O.OOOOOE+000 6 O.OOOOOE+000 5 O.OOOOOE+000 7 O.OOOOOE+000 FORCES FY (SYY) (Ibs) -8.18140E+001 8.18140E+001 -4.03358E+001 4.03358E+001 2.04000E+002 -2.04000E+002 1.36000E+002 -1.36000E+002 -8.18140E+001 8.18140E+001 -4.03358E+001 4.03358E+001 MZ (SXY) (in-Ibs) -2.70682E+003 -5.43367E+003 -1.33451E+003 -2.67890E+003 8.25487E+003 6.43313E+003 4.43421E+003 5.35779E+003 -5.43367E+003 -2.70682E+003 -2.67890E+003 -1.33451E+003 NODE FX (Ibs) 1 -6.07614E-013 2 O.OOOOOE+000 3 -2.04000E+002 6 O.OOOOOE+000 7 O.OOOOOE+000 BOUNDARY FORCES FY (Ibs) -8.18140E+001 -4.03358E+001 4.45830E-027 8.18140E+001 4.03358E+001 END OF ANALYSIS DATE: 6/07/94 MZ (in-lbs) -2.70682E+003 -1.33451E+003 8.25487E+003 -2.70682E+003 -1.33451E+003 TIME: 17:35:36 PTO r* DRAWN BY P « m DATE 14SEPT'93 n.Srf DRAWING NO. LBF356 ITEM QTY.DRAWING NO.DESCRIPTION REVISION RATED LOAD - 3566# PER PAIR LBF356 - 96 BEAM DETAILS NO.DATE T/n M7/O "• 1 " | 1 1/2 3 1/2 13 \/A | 2 4 />f*J/4 -^ ^ _.. .A t \ - 1/8 R TYP Ii9178n.a. _L t i 1.582 t- 7/16±l/l« * *-l 3/8 LBF356 Properties Ixx = 1.2039 In 4 Sxx = .6277 in3 A = .7414 lne 45 ksl Mln Yield If L U 10 3566(96) 10 = 34.23 in K f = Py / 1.65 - 45ksi / 1.65 - 27.27 ksi U 34.23 2 f 2(27.27) Sreq = Sxx .6277 L<xct .0104TT L3 .0104(3566)963 2 E I 2 (3E7)1.2039 L 96 160 180 dact< dnax = .45 in .53 in BY T° & ^ 1K336V1 DRAWN BY G.Y.S. DATE 24JUNE'94 DRAWING NO. LBF356 ITEM QTY.DRAWING NO.DESCRIPTION REVISION NO. LBF356 BEAM WELD ANALYSIS DATE BY 13 3R i—a typfn^J LBF356 Veld Properties Elenent 1 2 L 3 1/4 1 3/4 y 1,75 1.0 Ly 5,688 1,75 L 2.861 .447 d ,262 .488 Ld2 ,224 ,417 Ic 3,085 .863 TOTALS Y — Jxx = Sxx = M = 5 7,438 7,438 / 5 = 1,488* 3.949 (.060) - .237 ,237 / 2.012 = ,118 ,118 (70ksi / 1.65) = 5.006in.k 5.006 (1.3) = 6.658in.k 3.949 fi/K t< /•it K WELD WIRE USED IS .045'DIA CERTIFIED BY CWB TD AWS A5.18 (ER70S-3) AND AWS A5.17 (EM13K). LODI METAL TECH., LODZ. CALIFORNIA INC.C0A4/ TT>N> CNSUNV4 PR^ARgPBY (2fZ7^^^ DATE /<M NO. *V?f SHEET NO./2^^/r DRAWING NO. REVISIONS BY DATE CONCRETE SLAB INVESTIGATION SHEAR UNE M /= ;,7/t NOTE: BECAUSE OF COmWUfTY. THE SUB WIU. TAKE NEGATIVE UOUEKTS psf SOIL BEARING SLAB SENDING A .«?< S =in «= in _ |n_lbs psl psi = 1.6 f = 1.6 ft. j x- .3| ft V PUNCHING SHEAR V = 2 5/8 = 2 2 5/8 7 in LODI METAL TECH., INC. - LODI. CALIFORNIA PREPARED BY DATE SHEET NO. DRAWING NO. FOOT PLATE DESIGN (TRANSVERSE) NO.) REVISIONS | BY | DATE IP. -2, i—I- o i<? 5i A = 2§* x STT" = 14.4 in" Effectiveo 2 P.2- JU = 2 C1^ t = t m. < .375 in. Base Plate ANCHORAGE (LONGITUDINAL) i ij&p: 09 0 9 =(?.2ff-^ P- ( Zj ) + PM ( 5l ) > M, P«= 4—1 4 assumed rotation point ANCHOR BOLTS: Dia X ^-/f Long in. Embedment V e P LODI METAL TECH., INC LODI. CALIFORNIA I NO. REVISIONS | BY |DATI '•*»'* ^' - -Z-- /h>«t g,2W<it (f. \I l\^U\ f*""' h -^te- £01" L<* *& r*> , 1,Al/*^r1 LODI METAL TECH., INC LODI,CAUtFOBNIA DATE , f DRAWING NO. NOJ REVISIONS | BY (DATE ^ ,67(4-0*)- til* ^ X LODI METAL TECH., INC. LODI. CALIFORNIA PRJEPAREBBY DATE \ SHEET NO. DRAWING NO. NO.I REVISIONS I BY I DATE Looi METAL TECH., INC. LODI, CALIFORNIA ____ PALLET PREPARED BY DATE SHEET NO. DRAWING NC V NOJ REVISIONS BY DAT "LATERAL LOAD DISTRIBUTION— ft-v^sfe- UBC, STB. Z.7-« "INPUT. MATER.lALts ', O No.AKEA ±1L ,7f/t . R-4 ELEM- MOM. Y/ t SEISMIC COM&\MED STRESS . . _ P' M' LODI Metal Tech. 213 S. Kelly St Lodl, CA 95240 Inc EASI4-87 FEA COMPTONS - McKINLEY File Date Time 94-55502. 5/16/94 12:28:50 27 ANALYSIS INPUT NODE 1 2 3 4 5 6 7 1 1 99 99 99 99 99 GRID X (in) .00000 .00000 .50000 .50000 .50000 .00000 .00000 POINTS 1 1 1 I 72, 44, i 72, 44, 72, 44. Y [in) .00000 .00000 .00000 .00000 .00000 .00000 ,00000 z (in) .00000 .00000 .00000 .00000 .00000 .00000 .00000 MATERIAL PROPERTIES G A IZ (psi ) (in2) (in4) 2000E+007 4.1100E-001 5.8200E-001 ID E (psi ) 1 3.0000E+007 1 DENSITY = .28 Ibs/in3 2 3.0000E+007 1.2000E+007 7.4140E-001 DENSITY = .28 Ibs/in3 J IY (in4) ( in4) 0 . OOOOE+000 O.OOOOE+000 1.2039E+000 O.OOOOE+000 O.OOOOE+000 ELEMENT DEFINITION D MATID 1 2 3 4 5 6 2 2 1 1 2 2 N1 1 2 3 4 4 5 N2 4 5 4 5 6 7 N3 0 0 0 0 0 0 N4 0 0 0 0 0 0 THICKNESS 0 0 0 0 0 0 (in) .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 0 0 0 0 0 0 A1 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 0. 0. 0. 0. 0. 0. A2 OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 A3 O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE (in OR radians) 1 1 23 O.OOOOE+000 2 2 3 3 123 O.OOOOE+000 4 6 5 7 23 O.OOOOE+000 Load Case # 1 ID NODE ) DIRECTION POINT LOADS VALUE (1bs OR in-lbs) 3.40000E+001 6.80000E+001 DIRECTIONS VALUE (in OR radians 23 O.OOOOE+000 23 O.OOOOE+000 COMPTON6 - McKINLEY 5/16/94 12:28:50 Page ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP (In) 1 2.50807E-001 2 4.73882E-001 3 O.OOOOOE+000 4 2.50807E-001 5 4.73882E-001 6 2.50807E-001 7 4.73882E-001 ELEMENT 1 2 3 4 5 6 NODE 1 4 2 5 3 4 4 5 4 6 5 7 NODE FX (Ibs) 1 O.OOOOOE+000 2 O.OOOOOE+000 3 -1.02000E+002 6 O.OOOOOE+000 7 O.OOOOOE+000 Y - DISP (in) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 ELEMENT FX (SXX) (Ibs) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 BOUNDARY FORCES FY (Ibs) -4.09070E+001 -2.01679E+001 O.OOOOOE+000 4.09070E+001 2.01679E+001 RZ ( radians) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 -1 .87807E-003 -9.25924E-004 O.OOOOOE+000 O.OOOOOE+000 FORCES FY (SYY) (Ibs) -4.09070E+001 4.09070E+001 -2.01679E+001 2.01679E+001 1 .02000E+002 -1 .02000E+002 6.80000E+001 -6.80000E+001 -4.09070E+001 4.09070E+001 -2.01679E+001 2.01679E+001 MZ (in-lbs) -1 .35341E+003 -6.67256E+002 4.12743E+003 -1 .35341E+003 -6.67256E+002 -1 -2 -6 -1 4 3 2 2 -2 -1 -1 -6 MZ (SXY) (in-lbs) . 35341 E+003 .71684E+003 .67256E+002 .33945E+003 .12743E+003 .21657E+003 .21710E+003 .67890E+003 .71684E+003 .35341E+003 .33945E+003 .67256E+002 END OF ANALYSIS DATE: 5/16/94 TIME: 12:28:50 »' LODI METAL TECH., INC. LODI, CALIFORNIA via - COMPTON'S NEWMEDIA 2320 CAMINO VIDA ROBLE McKINLEY CARLSBAD, CA PREPARED BY DATE SHEET NO. DRAWING NO. NOJ REVISIONS BY DATE City of Carlsbad Plan Check Department 2560 Orion Way Carlsbad, CA 92008 Phone - 619/932-2121 by Esgil Corporation Pete Fisher 9320 Chesapeake Drive Suite 208 San Diego, CA 92123 Plan check #94-591 Re: Storage Rack for: Compton's NewMedia, Inc Barry Adams 2320 Camino vida Roble Carlsbad, CA 92009 Phone - 619/560-1468 Phone Fax 619/929-2500 619/929-2511 .C 046433 Exp. 03/31/95 JUNO 7 1994 Rack Materials supplied by: McKinley Equipment Chris Hatley 17611 Armstrong Avenue Irvine, CA 92714 Phone - 714/261-9222 Fax - 714/250-7301 Rack Materials Fabricated and Engineered by: Lodi Metal Tech Phone - 209/334-2500 Palmer S. Tingey, P.E. Fax - 209/334-1259 213 South Kelly Lodi, CA 95242 Corrections for plan check on 3 June 1994 (Approx) #26. The calculations on sheet 3 of 15 do not use the 50% reduction allowed for back to back rows since some of the rows are single rows. The calculations on page 8 of 15 does use the 50% reduction allowed when multiple bays are connected, 4 or more columns in a row. Mr. Fisher interprets the UBC as requiring that there be 4 or more columns in each direction in order to use the 50% reduction. Enclosed are revised sheets 8-10 of 15 without the 50% reduction. As shown on revised page 8 of 15, the uprights, beams and connections are still well within allowable loads, therefore the installation and use of the racks can proceed. LODI METAL TECH., INC, LODI. CALIFORNIA PALLET PREPARED BY DATE SHEET NO. DRAWING NC NO. ,IC/^)W $6)&7f^$ Mtg^.} = te>+ REVISIONS BY "LATERAL"LOAD DISTRIBUTION ~ . Z.7-II DAT ft e?^ '_~'_T!TLE 'C f^PTO'I*$ "A/^^i INPUT. MATERIALS "CdLT No. ,-1.:: COLUMMS . R-4 MOM. Y/t SEISMIC + f'f 53 P' M' ,37 LODI Metal Tech., Inc 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4-87 FEA COMPTONS - McKINLEY File: £4-55502712^ Date:/ 6/07/94 ) Time:: 17:35:36 /s NODE 1 2 3 4 5 6 7 GRID X (in) .00000 .00000 99.50000 99.50000 99.50000 199.00000 199.00000 POINTS Y (in) 72.00000 144.00000 .00000 72.00000 144.00000 72.00000 144.00000 z (in) .00000 .00000 .00000 .00000 .00000 .00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E+007 1.2000E+007 4.1100E-001 5.8200E-001 O.OOOOE+000 0. OOOOE+000 DENSITY = .28 Ibs/in3 2 3.0000E+007 1.2000E+007 7.4140E-001 1.2039E+000 O.OOOOE+000 O.OOOOE+000 DENSITY = .28 Ibs/in3 ELEMENT DEFINITION ELEMID MATID Nl N2 N3 N4 2 2 1 1 2 2 1 2 3 4 4 5 4 5 4 5 6 7 0 0 0 0 0 0 0 0 0 0 0 0 THICKNESS (in) O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 Al OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 A2 OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 A3 O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM O.OOE+000 BEAM ID NODE BOUNDARY CONDITIONS DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) Load Case # 1 ID NODE 23 O.OOOOE+000 2 2 23 123 O.OOOOE+000 4 6 23 23 O.OOOOE+000 ( ) POINT LOADS DIRECTION VALUE (lt»s OR in-lbs) 1 6.80000E+001 1 1.36000E+002 O.OOOOE+000 O.OOOOE+000 COMPTONS - McKINLEY 17:35:36 Page ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP (in) 1 5.01614E-001 2 9.47763E-001 3 O.OOOOOE+000 4 5.01614E-001 5 9.47763E-001 6 5.01614E-001 7 9.47763E-001 Y - DISP (in) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 •2.60339E-032 •2.59014E-032 O.OOOOOE+000 O.OOOOOE+000 RZ (radians) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 -3.75615E-003 -1.85185E-003 O.OOOOOE+000 O.OOOOOE+000 ELEMENT 1 2 3 4 5 6 ELEMENT NODE FX (SXX) (Ibs) 1 O.OOOOOE+000 4 O.OOOOOE+000 2 O.OOOOOE+000 5 O.OOOOOE+000 3 4.45830E-027 4 -4.45830E-027 4 -2.26802E-029 5 2.26802E-029 4 O.OOOOOE+000 6 O.OOOOOE+000 5 O.OOOOOE+000 7 O.OOOOOE+000 FORCES FY (SYY) (Ibs) -8.18140E+001 8.18140E+001 -4.03358E+001 4.03358E+001 2.04000E+002 -2.04000E+002 1.36000E+002 -1.36000E+002 -8.18140E+001 8.18140E+001 -4.03358E+001 4.03358E+001 M2 (SXY) (in-Ibs) •2.70682E+003 -5.43367E+003 •1.33451E+003 •2.67890E+003 8.25487E+003 6.43313E+003 4.43421E+003 5.35779E+003 •5.43367E+003 •2.70682E+003 •2.67890E+003 •1.33451E+003 NODE FX (Ibs) 1 -6.07614E-013 2 O.OOOOOE+000 3 -2.04000E+002 6 O.OOOOOE+000 7 O.OOOOOE+000 BOUNDARY FORCES FY (Ibs) -8.18140E+001 -4.03358E+001 4.45830E-027 8.18140E+001 4.03358E+001 END OF ANALYSIS DATE: 6/07/94 MZ (in-lbs) -2.70682E+003 -1.33451E+003 8.25487E+003 -2.70682E+003 -1.33451E+003 TIME: 17:35:36 LODI METAL TECH., INC. LODI. CALIFORNIA COMPTONS NEW MEDIA _ 2320 CAMINO VIDA MnKTNLFY CAR1 SBAD. CA PREPARED BY DATE •6 MAY ' SHEET N0< DRAWING NO. 0 92009 NO. REVISIONS BY DATE ITEM DESCRIPTION PALLET RACK 1 1-2 ! GENERAL RACK LAYOUT / UPRIGHT SELECTION 3-7 ! SEISMIC ANALYSIS - TRANSVERSE 8-10 i SEISMIC ANALYSIS - LONGITUDINAL 11 ! BEAM ANALYSIS AND DETAILS i 12-14 ! FOUNDATION AND ANCHORAGE 15 R-1 R-2 R-3 R-4 R-5 R-6 R-7 R-9 R-10 MAY 16 1994 REFERENCE APPENDIX LB BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING SECTION PROPERTIES LB BEAM MOMENT CAPACITY LB BRACKET CAPACITY ALLOWABLE AXIAL COLUMN LOADS SEISMIC 'FT COEFFICIENTS - U.B.C. Std. 27-11 ANCHORS, CONCRETE 'RED HEAD - WEDGE', ICBO #1372 L.M.T. BROCHURE L.M.T. STRUCTURAL DETAILS DRAWING #94-5550 RACKING DESIGNED AND FABRICATED IN ACCORDANCE WITH U.B.C. - '91 & U.B.C. Std. 27-11 - '91 SECTION 2706 & TABLE 23-P-II-4(10) A.N.S.I. MH16.1 - 1985 (RACK MANUFACTURERS INSTITUTE) CITY OF LOS ANGELES FABRICATOR LICENSE #1244 WELDED AND INSPECTED PER A.W.S. D 1.3 LODI METALTECH.JNC. LODI. CA 9524O COMPTONS CARLSBAD, CA 04-6050 /SfLl^r^AI 1 A WXM IT PMPWttD BY P.S.Tingey DATE 16 MAr94 NO, SHEET NO. / °' f< DRAWING NO. REVISIONS BT DATE Design Is per UBC 1991 & UBC STD 27-11 and per RMI 1985 Section 2706 & TABLE 23-P-ll-4(10) MATERIAL A.S.T.M. A570 w/ Fy > 50 ksi Safety Factor for Bending = 1.65 Safety Factor for Columns = 1.92 144 72 72 LOAD 700ib» TQOIb*1 ' ' * 7QOUM 700b* V 1 • TOOHw TOOBw -BEAMS LBF356-96 • • 1/2 M 1.4KV. 1.4K UPRIGHT LM15-144-44 MJf Longitudinal Transverse STATIC LOADINGS: UPRIGHT: LM15-144-44 w/ 3/8 x 2 5/8 x 7 FOOT PLATES BEAMS: LBF356-96 1/2 LOAD: Each load is a uniform load in the negative y direction. Each load is 700Ibs BEAM LEVELS: 2 SEISMIC LOADINGS: U.B.C. ZONE 4 & V=(ZIC/Rw)W per U.B.C. Std. 27-11 Vertical distribution per 27.1107(e)2 LODI METAL TECH., INC. LODI. CALIFORNIA SHEET NO. PALLET RACKING STRUCTURAL CERTIFICATION NOJ REVISIONS | BY | DA' UPRIfiHT CAPACITY. SEE SHT*i CONFIG. TRANSVERSE W/ BRACING £ LONGITUDINAL W/ BEAMS £ = i>& ' o/c TRANS.— "Y-Y' CONT- "LONG.- 'X-X FIXEP BASE Kx - I- ^ t Kt --,'*' 6 AREA CNET; = .4\\ "' SEE SHT PILLOW. 6 VERTICAL LOADIN6 ONLY <S IOO% UTILIZATION FACTUAL =L.L. +• D.L. O.K. MOM DCS. fi 1.5* OF W M .•lii 1 !LODI i LC WETAL TECH., INC. »DI, CALIFORNIA . £lo i~1 PTT> f f PALLET STRUCTURAL RACKING CERTIFICATION PREPARED BY C^f/TS^r DATE , /^An ff- SHEET NO. 7 o^/$^ DRAWING NO NOj REVISIONS 1 BY I DATE LAT. LOAD DISTRIBUTION ~ . 27-H ;ti s__m_ S '^ INPUT MATERIALS COL.-C 5<^)T.fl7r BRACE — C l/i'I'/^OyF NO. 1 2 A •f" .^84 E ;^7 3Ei 1 ,Z»3 •wt BRACING DESIGN MEMB. ? 10 II IZ 13 LOAD KIP ,-5f0 .4377 .fir {<070 •I'M Ki 'V7^ -s^ SIZE CPER R-3) "I46A.C r/zH-A * 5i^ Xrf^* ' . - Llf,w A^ LtJt^"^ !ff TRAM5VERSE COLUMN PE5IGN TRANS. VERT MOM. <S ELEM ACTUAL _ P ' / ' ' ALLOW M M, LODI Metal Tech., Inc 213 S. Kel1y St Lodi, CA 95240 EASI4-87 FEA COMPTONS - McKINLEY File Date Time 94-55501.127 5/16/94 11:27:30 ANALYSIS INPUT DE 1 2 3 4 5 6 7 8 9 10 GRID X (in) .00000 .00000 .00000 .00000 .00000 44.00000 44.00000 44.00000 44.00000 44.00000 POINTS Y (in) .00000 6.00000 72.00000 138.00000 144.00000 .00000 6.00000 72.00000 138.00000 144.00000 Z (in) .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (1n2) (in4) (in4) (1n4) 1 3.0000E+007 1.2000E+007 4.1100E-001 2.0500E-001 O.OOOOE+000 O.OOOOE+000 DENSITY = .28 1bs/in3 2 3.0000E+006 1.2000E+007 2.8400E-001 4.6400E-002 O.OOOOE+000 O.OOOOE+000 DENSITY = .28 1bs/in3 ELEMENT DEFINITION ID MATID 1 2 3 4 5 6 7 8 9 10 1 1 12 13 1 1 1 1 1 1 1 1 2 2 2 2 2 N1 1 2 3 4 6 7 8 9 4 4 3 2 2 N2 2 3 4 5 7 8 9 10 9 8 8 8 7 N3 0 0 0 0 0 0 0 0 0 0 0 0 0 N4 0 0 0 0 0 0 0 0 0 0 0 0 0 THICKNESS 0 0 0 0 0 0 0 0 0 0 0 0 0 (in) .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 .OOE+000 A1 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 A2 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 A3 0. OOE+000 0. OOE+000 0, OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 0. OOE+000 BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE {in OR radians) (in OR radians) COMPTONS - McKINLEY 5/16/94 11:27:30 Page 12 O.OOOOE+000 2 6 12 O.OOOOE+000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (Ibs OR in-lbs) 1311-81000E+002 2 9 1 3.62000E+002 COMPTONS - McKINLEY 5/16/94 11 :27:30 Page ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP (In) 1 O.OOOOOE+000 2 5.74125E-002 3 2.61828E-001 4 3.79804E-001 5 3.92529E-001 6 O.OOOOOE+000 7 4.50363E-002 8 2.50679E-001 9 3.98312E-001 10 4.13068E-001 Y - DISP (In) O.OOOOOE+000 6.96616E-004 3.55085E-003 6.40059E-003 6.40059E-003 O.OOOOOE+000 •6.96616E-004 •8.32282E-003 •8.33184E-003 •8.33184E-003 RZ (radi ans) -9.81877E-003 -8.87195E-003 -8.97431E-004 -2.12077E-003 -2.12077E-003 -7.67569E-003 -7.03325E-003 -1.58472E-003 -2.45940E-003 -2.45940E-003 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 NODE 1 2 2 3 3 4 4 5 6 7 7 8 8 9 9 10 4 9 4 8 3 8 2 8 2 7 -1 1 -5 5 -5 5 1 -1 1 -1 1 — 1 1 -1 0 0 -3 3 6 -6 2 -2 -1 1 2 -2 ELEMENT FX (SXX) (Ibs) 1.43155E+003 1.43155E+003 5.33222E+002 5.33222E+002 5.32384E+002 5.32384E+002 1.81899E-012 1.81899E-012 1.43155E+003 1.43155E+003 1.42471E+003 1.42471E+003 1.68659E+000 1.68659E+000 O.OOOOOE+000 O.OOOOOE+000 3.58373E+002 3.58373E+002 6.37749E+002 6.37749E+002 2.15881E+002 2. 15881E+002 1 .07088E+003 1.07088E+003 2.39648E+002 2.39648E+002 FORCES FY (SYY) (Ibs) 3.23497E+002 -3.23497E+002 -3.01802E+001 3.01802E+001 4.70089E+000 -4.70089E+000 4.32010E-012 -4.32010E-012 2.19503E+002 -2. 19503E+002 -2.01459E+001 2.01459E+001 3.62670E+000 -3.62670E+000 -1.38698E-011 1.38698E-011 -1 .68659E+000 1 .68659E+000 -1.04942E-001 1.04942E-001 -8.37765E-001 8.37765E-001 -8.33008E-001 8.33008E-001 -6.83253E+000 6.83253E+000 MZ (SXY) (In-Ibs) 5.45697E-012 1 .94098E+003 -1 .73903E+003 -2.52866E+002 2.69123E+002 4. 11365E+001 2.72848E-012 5. 18412E-011 -9.09495E-013 1 .31702E+003 -1 . 17252E+003 -1 .57110E+002 2.01186E+002 3.81763E+001 -4.18368E-011 -1 . 18234E-011 •3.60337E+001 •3.81763E+001 •5.10282E+000 •3.22142E+OOQ •1 .62565E+001 •2.06052E+001 •4.58261E+001 •2.02498E+001 •1 .56133E+002 •1 .44499E+002 BOUNDARY FORCES NODE FX FY (Ibs) Ubs) 1 -3.23497E+002 -1.43155E+003 MZ (In-Ibs) 5.45697E-01 COMPTONS - McKINLEY 5/16/94 11:27:30 Page 6 -2.19503E+002 1.43155E+003 -9.09495E-013 END OF ANALYSIS DATE: 5/16/94 TIME: 11:27:30 LODI METAL TECH., INC. LODI. CALIFORNIA - .PALLET PREPARED BY DATE ft SHEET NO. DRAWING NC VUON<,=£lC/^)W a "LATERAL LOAD DISTRIBUTION— R - NO. REVISIONS BY DAT 1 1^ *^14. t ^ }© ff s "'.TITLE ' C INPUT. MATERIALS No.AEEA , R-4 MOM. Y/ t SEISMIC COLUMNS ^- COME>\MED STRESS P' M1 LODI Metal Tech 213 S. Kelly St Loch , CA 95240 Inc EASI4-87 FEA COMPTONS - McKINLEY File Date Time 94-55502. /I 27 5/16/94 12:28:50 ANALYSIS INPUT GRID POINTS E 1 2 3 4 5 6 7 X (In) .00000 .00000 99.50000 99.50000 99.50000 199.00000 199.00000 Y (in) 72.00000 144.00000 .00000 72.00000 144.00000 72.00000 144.00000 2 (in) .00000 .00000 .00000 .00000 .00000 .00000 .00000 MATERIAL PROPERTIES ID E (psi ) 1 3.0000E+007 1 DENSITY = .28 2 3.0000E+007 1 DENSITY = .28 G (psi ) 2000E+007 Ibs/in3 2000E+007 Ibs/in3 4 7 .11 .41 A (in2) OOE-001 40E-001 5. 1 . 12 (1n4) 8200E-001 2039E+000 0 0 J (in4) .OQOOE+000 .OOOOE+000 IY Un4) O.OOOOE+000 O.OOOOE+000 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 1 2 3 4 5 6 2 2 1 1 2 2 1 2 3 4 4 5 4 5 4 5 6 7 0 0 0 0 0 0 0 0 0 0 0 0 THICKNESS (In) O.OOE+OOQ 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 O.OOE+000 0 A1 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 A2 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 OOE+000 0 A3 OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 OOE+000 BEAM BEAM BEAM BEAM BEAM BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE (in OR radians) 1 1 23 O.OOOOE+000 '2 2 3 3 123 O.OOOOE+000 4 6 5 7 23 O.OOOOE+000 Load Case # 1 ID NODE DIRECTION POINT LOADS VALUE (Ibs OR in-lbs) 3.40000E+001 6.80000E+001 DIRECTIONS VALUE (in OR radians) 23 O.OOOOE+000 23 O.OOOOE+000 COMPTONS - McKINLEY 5/16/94 12:28:50 Page ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP (in) 1 2.50807E-001 2 4.73882E-001 3 O.OOOOOE+000 4 2.50807E-001 5 4.73882E-001 6 2.50807E-001 7 4.73882E-001 ELEMENT 1 2 3 4 5 6 NODE 1 4 2 5 3 4 4 5 4 6 5 7 NODE FX (Ibs) 1 O.OOOOOE+000 2 O.OOOOOE+000 3 -1.02000E+002 6 O.OOOOOE+000 7 O.OOOOOE+000 END OF ANALYSIS DATE: 5/16/94 TIME: 12:28:50 Y - DISP (In) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 ELEMENT FX (SXX) (Ibs) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 BOUNDARY FORCES FY (Ibs) -4.09070E+001 -2.01679E+001 O.OOOOOE+000 4.09070E+001 2.01679E+001 RZ ( radians) O.OOOOOE+000 O.OOOOOE+000 O.OOOOOE+000 -1 .87807E-003 -9.25924E-004 O.OOOOOE+000 O.OOOOOE+000 FORCES FY (SYY) (Ibs) -4.09070E+001 4.09070E+001 -2.01679E+001 2.01679E+001 1 .02000E+002 -1 .02000E+002 6.80000E+001 -6.80000E+001 -4.09070E+001 4.09070E+001 -2.01679E+001 2.01679E+001 MZ (In-lbs) -1 .35341E+003 -6.67256E+002 4. 12743E+003 -1 .35341E+003 -6.67256E+002 -1 . -2. -6. — 1 4. 3. 2. 2. -2. -1 . -1 . -6. MZ (SXY) (In-lbs) 35341E+003 71684E+003 67256E+002 33945E+003 12743E+003 21657E+003 21710E+003 67890E+003 71684E+003 35341 E+003 33945E+003 67256E+002 ftt (2o DRAWN BY P.S.T. DATE 14SEPT'93 DRAWING NO. LBF356 ITEM QTY.DRAWING NO.DESCRIPTION REVISION RATED LOAD - 3586# PER PAIR LBF356 - 96 BEAM DETAILS NO. T/fl M 1 • | 1 1/2 31/2 i3 1/4 | 2 3/4 -^ ^ * I F — H — i 7/a , - 1/8 R TYP 1(91?8 n.a. _i t L- 7/16*1/16 — 1 3/8 i 1.588 I LBF356 Properties Ixx = 1.2039 in4 Sxx = .6277 in3 A = .7414 In8 45 ksi Mln Yield - 34.23 in K If L 3566(96) 10 10 f - Fy / 1.65 = 45ksi / 1.65 = 27.27 ksi M 34.23 2 f 2(27.27) Sreq = Szz Sreq =- .6277 in1 .0104W L3 .0104(3568)96 3 2 E I 2 (3E7) 1.2039 L 96 ^nax = — ™ -53180 180 IZX DATE BY nax LODI METAL TECH., INC. • LODI. CALIFORNIA PREAR£DBY DATE ff SHEET NO. DRAWING NO. CKSUNV4 NOJ REVISIONS BY DATE CONCRETE SLAB INVESTIGATION SHEAR LINE OiO 0 f« = POINT OF INFLECTION q v iriF^L^^rT^"' • -. -M •I '*' "' '*'• a' V ••*•.' / . "' "* ' v 5 1/2 NOTE: BECAUSE OF CONTINUITY. THE SLAB WILL TAKE NEGATIVE MOMENTS SOIL BEARING SLAB BENDING ^f« s = M =2 s 12 in e= i = 1.6 ff7 = 1.6 ft. j x= .3) ft V PUNCHING SHEAR V = 2 5/8 psi psi = 7 in LODI METAL TECH, INC. LODI, CALIFORNIA PRH"AREDBY DATE SHEET NO. DRAWING NO. NOJ REVISIONS | BY |DATE FOOT PLATE DESIGN (TRANSVERSE) i 0[9 Q'9 0 9 '4 f&-t --- * "i A = 2^ x si-" = 14,4 in2 Effective 14.4 14.4 = 2n = 2 (1 t = m. < .375 in. Base Plate ANCHORAGE (LONGITUDINAL) i P-M, I" rotation point ANCHOR BOLTS: Dio X in. Embedment V LODI METAL TECH., INC. LODI. CALIFORNIA do^frv^s <£raan.' T_*T t o*j PREPARED BY 6TTfr<&#V DATE \. l& flM IT SHEET NO./f^/r DRAWING NO. BY DATE f. LODI METAL TECH., INC LODI, CALIFORNIA PREPARED BY DATE SHEET NO. DRAWING NO. NOJ REVISIONS BY | DATE REFERENCE APPENDIX R-1 R-2 R-3 R-4 R-5 R-6 R-7 R-9 R-10 LB BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING SECTION PROPERTIES LB BEAM MOMENT CAPACITY LB BRACKET CAPACITY U.B.C. ALLOWABLE AXIAL LOADS SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27-11 ANCHORS, CONCRETE 'RED HEAD - WEDGE1 I.C.B.O. #1372 L.M.T. BROCHURE «f BEAM SECTION mT PROPERTIES P.S.Tingey DATE 14 SEP.'93 MODEL LB020 LB030 LB035 LBC30 LBC35 LBC40 LBC45 LBC50 LBC55 LBC55A LBC60A LBF356 LBF354 LBF404 LBF454 LBF453 t Jn .075 .075 .075 .075 .075 .075 .075 .075 .075 .105 .105 .060 .075 .075 .075 .090 H In 2 3 3,5 3 3,5 4 4.5 5 5.5 5.5 6 3.5 3.5 4 4.5 4.5 D In .75 .75 .75 .75 .75 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Ix In* .2928 .7604 1.1854 1.3689 1.951 2.6631 3.5073 4.6437 5.7951 7.7919 9.587 1.2039 1.4739 2.0512 2.7526 3.2119 Sx in3 .274 .4659 .6313 .8817 1 .0473 1.2769 1.5033 1 .7655 2.0453 2.7571 3.1421 .6277 .7699 .9481 1.141 1.333 He In .716 1.026 1.223 .184 1.363 1.538 1.709 1.908 2.071 2.038 2.192 1.274 1.267 1.437 1.605 1.598 Iy.In4 .6033 .8786 .9475 .9403 .9705 1.105 1.2449 1.3902 1 .5269 2.0719 2.1979 .7576 .9284 1.0635 1.1984 1.3985 DRAWING NO. R-1 REVISION NO. SyIn3 .4133 .6054 .6712 .6099 .6159 .7096 .8025 .9029 .9975 1.3498 1.4517 .5097 .6242 .7190 .8143 .9497 DATE BY ryin 1.031 1.103 1.093 .9820 .9614 .9921 1.018 1.044 1.238 1.051 1.049 1.011 1.006 1.035 1.059 1.054 AREA !n2 .5718 .7218 .7922 .975 1.050 1.125 1.200 1.275 1.350 1.876 1.995 .7414 .9181 .9931 1.0681 1.2578 K- 2 3/4 1 7/8 7/8 1 D H §¥COLUMN SECTION PROPERTIES MODEL LM15 LM20 LM30 LM20/15 LM20/20 LM30/15 LM30/20 LM30/30 t In .075 .075 .105 .075 .075 .075 .075 .105 .075 .105 .075 .105 .105 H In 3 3 3 3 3 3 3 3 B In 1.625 3 3 4.625 6 4.625 6 6 X In .689 1.435 1.45 2.607 2.714 2.789 2.951 2.707 Ix In* .582 1.023 1.373 1.78 2.222 2.126 2.568 2.98 SxIn' .388 .682 .915 1.187 1.481 1.417 1.712 1.986 PREPARED BY P.S.Tingey DATE 16 JAN/92 rxIn 1.156 1.263 1.249 1.231 1.268 1.23 1.262 1.256 DRAWING NO. R-2 REVISION NO. A fc .205 .872 1.164 2.577 4.701 3.052 5.45 6.387 DATE 1 5APR'93 ?nY3 .219 .557 .752 .988 1.431 1.094 1.788 1.94 In .686 1.165 1.15 1.481 1.845 1.473 1.838 1.839 BY PST AREA fn2 .411 .618 .859 1 1 .143 .349 1 1 1 .384 .590 .875 PRIMARY COLUMN PUNCHED — [ '231 I -67 "f ^^*™ 1 .87 1f • — X «- f D "— —.53 i i i ( .75* 1 BACK-UP COLUMN UNPUNCHED t i — \ -/ j i LM BRACING SECTION PROPERTIES PREPARED BY P. TINGEY DATE 10MAY91 DRAWING NO. R-3 NO. REVISION DATE BY GAGE ID u 12 10 T In .060 .075 .105 .125 X In .4183 .4261 .4405 .4551 Ix In4 .0893 .1081 .1418 .1706 Sx In* ,1190 .1440 .1890 .2275 r* In .6234 .6169 .6041 .5914 Iy.in4 ftT^rt.U<5/ 3 .0464 .0621 .0764 Sy In3 .0456 .0564 .0767 .0960 ryin .4056 .4043 .3999 .3956 AREA in* .2297 .2839 .3885 .4878 (0 ifcxO <coKJ Q ZjZm<<(/> -IX—IH-< 10 9 8 7 6 2 1 20 H=l 1/2 x B=l 1/4 *%J ••m •M •m **N ^ -«. •^ N| ^: 1 AI A ^ ^ *+t t• \ V 'i/iJU ^N 1:! ^*s — s O 1 ^ X •x k u s Q * S S•s ^S ^ a S •k V, S s V s V v, k, s V •s •^ <s s ^ ^ V •^ s X,^» "*s. ^ •^fc *-* •** h*« *• %k ^». ^ ^* •*- ^•^J3 ^^ =?-•^••• I O.O U g 10 6 9 31 7 98 6 65 5 32 3 99 2 66 1 33 0 30 40 50 60 LENGTH IN INCHES 70 •<: ->^o <n *zP< 2(/) Ul SO fi£BEAM CONNECTION 5S5iS PROPERTIES 31J-94 MODEL LB020 LB030 LB035 LBC30 LBC35 LBC40 LBC45 LBC50 LBC55 LBC55A LBC60A LBF356 LBF354 LBF404 LBF454 LBF453 TOTAL BEAM MOMENT CAP.fb s 8.303 14.118 19.130 26.718 31.736 38.693 45.554 53.500 61.978 83.548 95.215 19.021 23.330 28.730 34.575 40.393 NEGATIVE MOMENT DEVELOPED 1.661 2.823 3.826 5.343 6.347 7.738 9.111 10.700 12.395 16.709 19.043 3.804 4.666 5.746 6.915 8.078 ALLOWABLE « BEAM/ BEAM 1 1 .043 18.777 25.443 35.535 42.209 51.462 60.587 71.155 82.431 111.119 126.636 25.298 31.029 38.211 45.985 53.723 NO. DRATOTG NO. R-4 REVISION DATE BY SEISMIC MC 'COLUMN CO 6"BKT. 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 35.20 IMENT CAP. NNECTION 8"BKT. 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 55.76 — W£ /O SEISMIC PLU r-Wi'/IO VERnCAL r-025 r SEISMIC MINUS 1 f _— 1 VERTICAL yl— * — ' *• ^ —-^1 1 / ».10 | ' " f \ ^^^y ff f*-^—^ ^^T~- ^ 1 \ VERTICAL SEISMIC LATERAL COMBINED BEAM BRACKET MOMENT CAPACITY PREPARED BY P.S.Tingey DATE 16 JAN.'92 DRAWING NO. R-5 REVISION NO.DATE 13APR/92 BY PST 6" THREE PIN BRACKET 8" FOUR PIN BRACKET P,= ft» A= 40(.09281)= 3.712K P2= 2.75/4.75(3.712) = 2.149K Ps= .75/4.75(3.712) = .586K MOMENT = 4.75(3.712)+2.75(2.149)+.75(.586) = 17.63+5.909+2.93 = 26.46 k-fn. NORMAL STRESS 26.46(1.33) = 35.20k-!n. SEISMIC STRESS P0= f«. A= 40(.09281) = 3.712K PI= 4.75/6.75(3.712) = 2.612K P2 = 2.75/6.75(3.712) = 1.512K P3= .75/6.75(3.712) = .412K MOMENT = 6.75(3.712)+4.75(2.612)+ 2.75(1.512)+.75(.412) = 25.05+12.41+4.16+.309 = 41.92k-In. NORMAL STRESS 41.92(1.33) = 55.76k-!n. SEISMIC STRESS 8 31/4 13/32 DIA 4 11/33 DIA T 11/16 _L 5/8 DDL- NET AREA==.09281 in2 C1010 COLD HD QTY. ft*.=40K (ASTM A354-79) Physical Properties & Axial Loads 1991 Uniform Building Code - v1.2 LMT Column Sections Page: R-6 Section: LM-15 Column x x Physical Properties Reference Column Section Properties shtt R-2: y t=.075 H=3 B=1.625 Xbar=.689 Ix=.582 Sx=.388 rx=1.156 Ybar=1.5 Iy=.205 Sy=.219 ry=.686 Area=.411 Additional Properties: m Xo - Jcw - Ro - TFC - Distance from shear center to centerline of web. Distance from centroid Xbar to shear center St Venant torsion constant Warping Constant = 1.246874 =-1.935874 = 1 .270266E-03 = .6138651 Polar radi i of gyration = 2.356807 Torsional-f lexural constant =-. 5901207 Constants for Steel: E = 29500 G = 11300 Fy = 50 Allowable Axial Load Constants are: Ky=[.65] Kt=[.65] Inputs: Kx = [ 1.2] Lx = [ 72.0] Ly = [ 66.0] Lt = [ 66.0] Oex = [ 52.1209] Ot = [ 115.0760] The following will solve directly for F: (Eq. 04.1-1): (Fe)1 = [ 52.1209] ksi (Overall Buckling) (Eq. C4.2-1 ): (Fe)2 = [ 32.2110] ksi (Torsional-Flexural Buckling) Torsional-Flexural Buckling Stress < Overall Buckling Stress Eq. C4.3 Governs - Ref: UBC Std.'91 27-9 (AISI '86) (Fe)1x = [ 52.1209 ] ksi (Fe)1y = [ 336.1716 ] ksi Fe = [ 32.21103 ] ksi F = [ 30.59671 ] ksi The allowable compressive is F = [ 30.59671 ] ksi Net area = [ .411 ] F.S.= [ 1.92 ] The allowable Vertical Column Load Pa = [ 6.5496] kips LMT upright with 72 inch beam spacing has a capacity...P' = [ 13.0992] kips All LMT column sections (flanges, webs, and lips) are fully effective. [End of Processing] SEISMIC LOADINGS SPECIFIED C.G. PREPARED BY P. TINGEY DATE 15FEB91 DRAWING NO. R-7 U.B.C. SECTION 2312 & STD. 27-11 F = V NO. REVISION DATE BY 1p1 1 5 •— .3; 4 —.2: 3 — >2< 2 — .1; 1 — .0; n I 4 3 i — .5 3 2 r~-66 2 m 1 100%-•3382%1 —.33 r-1778% 2 1 »*r — .3 — i — .2 — .1 75% 8 i — .22 7 r— .25 7 6 r— .28 6 5 5 r 4 ) 3 5 2 r 1 73% —.24 5 —.19 """] —.14 —.09 -°5 77% 4 3 2 1 —.21 6 —.18 — i — .14 —.10 —.07 -•°471% 5 4 3 2 1 —.19 —.17 ^ —.14 — .11 —.08 —.05 ** ^f-^.03 71% 11 10 s* Q3 8 7 6 5 4 3 2 n 1— .20 a • 4*^r —.18 8 —.15 7 —.13 -~ — .11 —.09 —.07 —.04 .. n o -°270% 6 5 4 3 2 1i r— .18 10 — a- 1 fi 0"D^. 1 O w —.15 8 —.14 — | —.11 —.09 —.07 —.05 —.04 — ~- n? •°Z 70% 7 6 5 4 3 2 i• r~-17 11 —.15 10 _-~ 1 x q .IT i? —.12 -^ —.11 —.09 —.08 —.06 —.05 —.03 — 02^'UZ70% 8 7 6 5 4 3 2 1 —.14 —.13 —.11 — .10 "*" —.09 —.08 —.06 —.05 —.04 —.03 —.01 69% oa ICBO Evaluation Service, Inc. A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORTCopyright © 1992 (CBO Evafuation Service, Inc. Report No. 1372 June, 1992 Filing Category: FASTENERS—Concrete and Masonry Anchors (066) ITW RAMSET/REO HEAD SELF-DRILLING, NON-DRILL, STUD, DYNABOLT SLEEVE, TRUBOLT WEDGE. MULTI-SET II CONCRETE ANCHORS AND STEEL DECK INSERTS rTW RAMSCT/HE0 HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 I. Subject: ITW Ramset/Hed Head Self-Drilling, Non-Drill, Stud, Dvna- bott Sleeve, Trubolt Wedge, Multi-Set tl Concrete Anchors and Steel Deck Inserts. II. Description: A. ITW Ramsel/Red Head Sell-Drilling Anchor. The ITW Ramset/Red Head anchor is a self-drilling concrete expansion shell anchor with a single cone expander, both made from heat-treated steel. The steel for the body conforms to the minimum requirements of AISI Specification C-12L14 and the steel for the plug conforms to the minimum requirements of AlSt Specification C-1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer sur- face of the tubular shell at the toothed end has annular broaching grooves and four milled slits. At its threaded end, the anchor is provided with an unthreaded chucking cone which has an annular break-off groove at its base for breaking off the cone for flush mounting. Anchor shell and expan- der cone are electrodeposit zinc and chromate plated. The anchors are installed either by a Model 747 Roto-Stop Hammer, by air or electric impact hammer, or by hand. The anchor is used as a drill in forming the hole in the concrete. After me hole Is formed, the anchor is removed and the hole thoroughly cleaned. The depth of the hole is regu- lated by the drill chuck. A Red Head plug is set into the bottom of the an- chor prior to insertion in the hole. The concrete anchor is then driven over the plug, causing an expansion of the anchor in the hole. The chucking end of the anchor is broken off with a hammer blow. Verification that the anchor has been installed properly is evidenced by the fact that the anchor does not project above the surface of the concrete and that the red plug is visible at the bottom of the hole. The allowable shear and tension values are as set forth in Table No. I B. ITW Ranuetffled Head Non-Drill Anchor The non-drill anchor is de- signed to be installed in concrete in a predrilied hole. The shell is formed from steel meeting the minimum requirements of AISI C-12L14 and is provided with internal threads at one end and a plain hole at the expansion end which is divided into four equal segments by radial slots milled axialty along the length of the shell. A series of annular broaching rings are cut into the expansion end of the anchor. The anchors are set overa hardened steel conical-shaped expander plug by driving the anchor flush with the surface of the concrete. The heat-treated plug is of steel meeting the mini- mum requirements of AISI C-1010. The anchors are installed in drilled holes having a diameter and length the same as the anchor. After the hole is formed, all concrete cuttings are removed and the anchor is set in a manner identical to the self-drilling an- chor. The allowable shear and tension values are as set forth inTable No. II. C. ITW Ramttt/Rtd Head Stud Anchors: The ITW Ramset/Red Head stud anchor is a non-drilling anchor which provides a protruding extemai- ly threaded stud when installed and is formed from steei meeting the mini- mum requirements of AISI C-1213. The anchor body has an axial hole, ax- ial slots and series of annual broaching rings in the expansion end of the anchor. A flanged, conical expansion plug of steel meeting the minimum requirements of AISI C-1010, is preassembled into the body. The anchors are installed in drilled holes having a diameter the same as the anchor and are set as described above the self-drilling anchor. The al- lowable shear and tension values are as set forth in Table No. 111. D. ITW RtnwtWIed Hud Dynabolt Sleeve Anchor: The Dynabolt sleeve anchors are designed to be installed In a predrilied hole equal to the anchor diameter and are expanded by tightening the hex nut or head-style nut with a wrench or screwdriver. The external shell or expansion sleeves are stamped and formed from commercial quality carbon steel or stainless steel meeting the minimum requirements of AISI C-1010 or Type 304. re- spectively, in No. 22 and No. 16 gauges. The threaded expansion pins with integral conical expanders are formed from carbon steel or stainless steei meeting the minimum requirements of AISI C-1010 or Type 304, respec- tively. Holes are drilled Into the concrete or masonry at the required loca- tions of the same diameter as the nominal anchor diameter. The anchors are placed in the hole and the nut is turned until the minimum installation torque as indicated In Table No. IV is reached. Allowable shear and tension values are as set forth In Table No. (V. E. rrw RamsttfM Head Trubolt Wedge Anchor The Trubott wedge anchors consist of a stud bott type of drop-in anchor designed for use in stone and lightweight aggregate concrete of various strengths. The an- chors are cold formed or machined from either zinc-plated and chromate- dipped carbon steel, hot-dipped galvanized carbon steel or stainless steel. These anchors meet the minimum requirements of AISI C-1015 to AtSI C-1022 and AISI C-1213 carbon steels, or Type 302HQ, Type 303 or Type 316 stainless steels. The expander sleeves are fabricated from carbon or stainless steel meeting the minimum requirements of AISI C-1010 or Type 302, respectively. The anchor stud is threaded at its upper end and has a straight cylindrical section reduced in diameter around which the expan- der sleeve is formed. A straight-tapered section enlarging to a cylindrical base acts to increase the diameter of the expander ring as the stud is tight- ened in the concrete hole. The expander ring, which is formed around the stud bolt, consists of a split ring element with a "coined" groove at each end. The expander ring is designed to engage the walls of the concrete hole as the tapered portion of the stud is forced upward against its interior. Cold-formed anchor studs are available only for the '/<-,%-, V. %- anda/4-inch-diameter wedge anchors. The anchors are Installed In the field by drilling a hole in the concrete, the same nominal size as the anchor size, toadepthgreaterthan the length of embedment desired, but no less than the minimum embedment. It is not necessary to clean out the note prior to the installation of the anchor, provided the hole is sufficiently deeper than the desired embedment. The anchor is then tapped Into the hole to the embedment depth desired, but Evaluation reports of ICBO Evaluation Service, Inc., or* issued solely to provide information to CUat A members of ICBO, utilizing the code upon which the report is based Evaluation rtportt on not to be construed as representing ottthetict or any other at^ datum for use of the subject report. This report is bared upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to mate an independent verification. There is no warranty by ICBO Evaluation Service, inc., exprets or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not landed to. merchantability. Pige 1 of 8 Page 2 of 8 Report No. 1372 no less than the minimum embedment. A standard hexagonal nut and washer are used over the material being fastened and the nut tightened un- til the minimum installation torque as indicated in Table No. V is reached. The allowable shear and tension values are as set forth in Table No. V. F. ITW Ramset/Red Head Multi-Sat tl Anchor: The multi-set anchors are designed to tie installed in a predated Hole equal to the anchor diame- ter. The anchor consists of a shell formed from carbon steel or stainless steel meeting the minimum requirements of AISI C-1213 or Type 303, respectively, and an expansion plug formed from carbon steel or stainless steel meeting the minimum requirements of AISI C-1010 or Type 303. respectively. The expansion end is divided into four equal segments by radial slots. The expander plug is preassembled and is cylindrical in cross section. The anchors are installed in predrilled holes with the depth and diameter lor each anchor size listed in Table No. VI. After the hole is drilled, it must be cleared of all cuttings. The anchor is set by installing the expansion shell and then driving the cone expander with a setting tool. A special setting tool is provided with each anchor size. When the cone expander is driven down into me anchor, the legs of the shell expand. The allowable shear and tension loads are as set forth in Table No. VI. G. ITW R«nset/Red Head Steel Deck Insert The steel deck insert is de- signed to be placed in steel decking, before concrete is poured, where a hanging fastener is desired. The anchor assembly consists of two major parts, a headed stud and a coupling, both of cold-rolled steel meeting the minimum requirements of AISI C-1010-1018. The coupling is assembled to the stud and is internally threaded to receive a threaded rod. A spring clip assembly locks the steel deck insert in place. The anchors are installed in a hole drilled through the steel deck and are placed before concrete is poured. The hole must be drilled in the center of the flute or rib. Spacing of the anchors along the rib or flute shall be a minimum of 19 inches on center. The insert is pushed through the hole such that the spring clip expands on the underside of the deck and locks the insert firmly in place. The deck must be a minimum No. 22 gauge, steel deck institute Type W deck with 1 V2-mch-higri flutes and minimum 3-inch concrete cover over the flutes. The allowable shear and tension loads are as set forth in Table No. VII. , R Identification: The concrete anchors are identified by their dimen- sional characteristic and the anchor size stamped on the anchor. The coni- cal shaped expander plugs are colored red. See Figure No. 2 for additional details. III. Evidence Submitted: Product brochures, calculations, results of shear and tension tests, Findings IV. Findings: That the ITW Ramset/Red Head fasteners described in this report are alternate types of anchors to those specified in the 1991 Uniform Building Code, snbfect to the following conditions: 1. The allowable shear and tension values do not exceed those set forth in Tables No*. I through VII. 2. The minimum spacing, edge and end distances conform to re- quirements set forth In the tables. 3. Allowable loads tor anchors subjected to combined shear and tension forces are determined by the ratio of the actual shear to the allowable shear plus the ratio of the actual tension to the al- lowable tension not exceeding 1.00. 4. Anchors are not subject to vibratory or shock toads such as sop- ports tor reciprocating engines or crane rails unless adequacy is determined by tests with results approved fay the local building official. 5. The allowable values indicated In tbe tables are maximum val- ues and they are not to be increased for wind or seismic loads. 6. 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