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Home My WebLink About1818 ASTON AVE; ; CB130608; Permit04-15-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB130608 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 1818 ASTON AVCBAD Tl Sub Type INDUST 2121200500 Lot# 0 $8,000 00 Construction Type NEW Reference # COBRA GOLF= INSTALL SHELVING CATWALK SYSTEM Status Applied Entered By Plan Approved Issued Inspect Area Plan Check # ISSUED 03/12/2013 LSM 04/15/2013 04/15/2013 Applicant DAVID MALLORY Owner BLACKMORE PARKVIEW ASSOCIATES 8575 CHERRY FONTANA CA 92335 951-551-5678 P 0 BOX 424 RANCHO SANTA FE CA 92067 Building Permit $107 27 Meter Size Add'l Building Permit Fee $0 00 Add'l Red Water Con Fee $0 00 Plan Check $75 09 Meter Fee $0 00 Add'l Building Permit Fee $0 00 SDCWA Fee $0 00 Plan Check Discount $0 00 CFD Payoff Fee $0 00 Strong Motion Fee $1 68 PFF (3105540) SO 00 Park Fee $0 00 PFF (4305540) $0 00 LFM Fee $0 00 License Tax (3104193) $0 00 Bndge Fee $0 00 License Tax (4304193) $0 00 BTD #2 Fee $0 00 Traffic Impact Fee (3105541) $0 00 BTD #3 Fee $0 00 Traffic Impad Fee (4305541) $0 00 Renewal Fee $0 00 PLUMBING TOTAL $0 00 Add'l Renewal Fee $0 00 ELECTRICAL TOTAL $0 00 Other Building Fee $0 00 MECHANICAL TOTAL $0 00 Pot Water Con Fee $0 00 Master Drainage Fee $0 00 Meter Size Sewer Fee $0 00 Add'l Pot Water Con Fee $0 00 Redev Parking Fee $0 00 Red Water Con Fee $0 00 Additional Fees $0 00 Green BIdg Stands (SB1473) Fee $1 00 HMP Fee 9? Fire Expedidted Plan Review $0 00 Green BIdg Standards Plan Chk 99 Fire Expedidted Plan Review TOTAL PERMIT FEES $185 04 Total Fees $185 04 Total Payments To Date $185 04 Balance Due $0 00 Inspector INALAPPROVAL Date S ^Zo-f ? Clearance NOTICE Please take NOTICE that approval of your project indudes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Cartsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenAfise expired THEF0L10WIN6 APPROVALS REQUIRED PRIOR 10 PERMIT ISSUANCE PLANNING SfENGINEERING Sl^UILDING D^IRT" RE • HEAITH • HAZMAT/APCD ^ CITY OF Building Permit Application 1635 Faraday Ave , Carlsbad, CA 92008 Ph 760-602-2719 Fax 760-602-8558 email buidllng@carlsbadca gov www carlsbadca gov Plan Check No. <2-^ \ '^i£>0% Est. Value S, OOb Plan Ck. Deposit Date 13 SWPP JOB ADDRESS SUITE#/SPACE«/UN1TW CT/PROJECT # # BATHROOMS TENANT BUSINESS NAME CONSTR T^'PE OCC GROUP DESCRIPTION OF WORK Include Square Feet of Affected Area(s) /^^•TALJ^ ^htft-Vi^/ci C^i^A^K Si^ri^ EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESD # NO n AIR CONDITIONING YES • NOD FIRE SPRINKLERS YES • NO • APPLICANT NAME (Primary Contact) APPLICANT NAME (Secondary Contact) ADDRESS ADDRESS CITY STATE CA ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL ADDRES >ERTY OWNER NAME ss CONTRACTOR BUS NAME ADDRESS CITY STATE CITY STATE CA ZIP PHONE PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS CLASS CITY BUS LICfl TO /VPPCV (Sec 7031 5 Business and Professions Code Any City or County whicfi requires a permit to construct, alter improve demolish or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law fCnaoter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section tosi 5 by any applicant for a permit subjects the applicant to s civil penalty of not more than five hundred dollars {$500)) . — • Workers' Compensation Declaration / hereby affirm under penalty of perjury one of (he following declarations • I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the perfomiance of Ihe work for which this perm A is issued "^1 have and will maintain workej^s' compensation as required by Section 3700 of the Labor Code for the performance of the viwk for which ttiis permil is issued My workers' compensation insurance earner and policy number are InsuranceCo 7^V/gc-ffltJ fj^jC^A^fJlT-f Policy No fa.f7A^ ^J-SIB Expiration Dale i/ j / This section need not be completed if the permit is for one hundred dollars (S100) or less n Certtficate of Exemption I certify that in the performance of the work for which this pemiit is issued I shall nol employ any person in any manner so as to become subject to the Workers Compensation Laws of Calibrma WARNING Failure to secure workers'compensation coverage is iir)l3u'fuJ, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,OOD), in addition lo the cost of compensation, daniMes as provided foyo^ction 3706 of the Labor code, interest and attorney's fees ,€5'CONTRACTOR SIGNATURE _ DAGENT DATE 3/^ / Z./ / dereby affirm that I am exempt from Contractor s bcense Law for Ihe fallowing reason O I, asowneroftheproperly or my employees with wages as Iheir sole compensation, will do ttie work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractors License Law does not apply lo an owner of property v^o builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not mlendecf or oifered for sale If, however, the building or improvement is sold wilhin 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) • .1, asownerof the property, am exclusively contractng wilhlicensed contractors loconstnjct the project (Sec 7044 Business and Professions Code The Contractors License Law does nol apply loan owner of property who builds or improves thereon and conlracts for such projects with contractor(s) licensed pursuant lo the ConVacior s License Law) • I am exempt under Seclion Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement d Yes • No 2 I (have / have nol) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone /contractors license number) 4 1 plan to provide portions of Ihe wori< but I have hired Ihe fdlowing person to coordinate, supen/ise and provide the maior work [include name / address / phone / contractors license number) 5 I will provide some of the work, but I have contracled (hired) the following persons lo provide the work indicated [include name / address / phone / type of work) ,€lS*PROPERTY OWNER SIGNATURE •AGENT DATE Is the applicant or future building occupant required to submit a business plan acutely hazardous matenals registration form or nsk management and prevemion program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act' Q Yes JSQJo is the applicant or future building occupant required to obtain a pennil from the air pollution control disIncl or air quality management distncf • Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site'' • Yes a No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS USEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUHON CONTHOL DISTRfCT I hereby affirm thai there is a constnjctton iending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code} Lender s Name Lender s Address I ceitfy that] have iBadtheapplication and stalsthatthe above infomiation Is correaandthat&einfbm^ la^tecomplywith all City oidinances and Stale laws reiating&buiidingcoitstnicbon I hereby aulhonze representatve of the City of Carisbad to enter upon the above mentioned property for inspecCon ixirposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CrTY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMFT OSHA An OSHA peimit is required for excavations over 5'0' deep and demolition orconstitidion of stnictures over 3 stones in he^ht EXPIFIATION Every permit issued by the Building Ofibal underihe provisions of this Coie shall expire t)y limitation and become null and void if the ixiilding ix Vtork authonzed by sucJi permit is not commenced within 180 days from tfie date of such permit or if thejjiilding or vrork authonzed by such pemiit is suspended or abandoned at any time aiter the mtk is commenced for a penod of 180 days (SecJon 106 4 4 Uniform Building Code) ^APPLICANT'S SIGNATURE DATE STOP- THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection TIPICATE OF OCCUPANCY fCommerciaf Projects Only) Fax (760) 602-6560, Email wvw buildinq@carlsbadca Qov or Mail the completed fomn to Citv of Cartsbad. Building Division 1635 Faraday Avenue, Carlsbad, California 92008 C0# (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS LIC No DELIVERY OPTIONS D PICK UP • CONTACT (Listed above) • OCCUPANT (Listed above) n CONTRACTOR (On Pg 1) • MAIL TO n CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg 1) n MAIL / FAX TO OTHER __.___„_ • ASSOCIATED CB#- • NO CHANGE IN USE/NO CONSTRUCTION • CHANGE OF USE/NO CONSTRUCTION .eS'APPUCANrS SIGNATURE DATE Inspection List Permits CB130608 Date _ Inspection Item 05/17/2013 89 Final Combo 05/17/2013 89 Final Combo 05/10/2013 89 Final Combo 05/10/2013 89 Final Combo Type Tl INDUST lnspectqr_^ct Rl PB AP Ri PB CO COBRA GOLF= INSTALL SHELVING CATWALK SYSTEM Comments COF COF Monday, May 20, 2013 Page 1 of 1 BS^^H INSPECTION RECORD 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB 0 CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION EI FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO; www CarUbadca-oov/Buildino AND CLICK ON "Request Inspection" DATE: ^ rC [ ^ IF "YES" IS CHECKED BELOW THAT DIVISION'S APPROVAL IS REQUIRED PRIOR TO IREQUESTING A FlNAL BUILDINS INSPECTION. IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE; PHONE NUMBERS PROVIDED BELOW. AFTER ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 760-GO2-8560. EMAIL TO BLDGINSPECTION5@CARLSBADCA.GOV OR BRING IN A COPY OF THIS CARD TO: 1635 FARADAY AVE.. CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE REACHED AT 760-602-2700 BETWEEN 7:30 AM - 8:00 AM THE DAY OF YOUR INSPECTION. CB130608 1818 ASTON AV COBRA GOLF= INSTALL SHELVING CATWALK SYSTEM Tl INDUST Lot# DAVID MALLORY ktv^ORD COPY NO YES Required Pnbrfo Requesting Building Final If Checked YES Date Inspector Notes Landscape 760-944-6463 Allow 48 hours CM&l (Engineering Inspettlons) 760-438-389^^ Call before 2 pm v/ Frre Prevention 760-60^^660 Allow 48 hours - ^ 0 Type of Inspection Type of Inspection coDK tt BUILDING Date Inspector ^^^^QH^^^^^^^^^H[[|HH Date Inspector #11 FOUNDATION #31 • ELECTKIC UNDERGROUND • UFER #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 • ELECTRIC SERVICE • TEMPORARY • GROUT O WALL DRAINS #35 PHOTOVOLTAIC #10 TILT PANELS #39 FINAL #11 POUR STRIPS CODE H MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME O FLOOR • CEILING #44 DDUCTA PLENUM • REF PIPING #15 R00FSKEATT1ING #43 HEAT-AIR COND SYSTEMS #13 EXT SHEAR PANELS #49 RNAL #16 INSULATION CODE « COMBO INSPECTION #18 EXTHRIORUTH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR UTH&DRYWALL #82 DRYWALL,EXTUTH,GASTES(17,18,23) #51 POOIEXCA/STEEL/BOND/FENCE #83 ROOFSHEATING,EXTSHEAR (13,15) #55 PREPLASTER -"J VritC- S #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINALn€eA<^V5^ '^dll > #89 nNAL0CCUPANCY(19,29,39,49) coD> n PLUMBING Date Inspector #22 • SEWER&BL/CO DPI/CO FIRE Date Inspector #21 UNDERGROUND nWASTE • WTR #24 TOP OUT • WASTE DWTR A/SUNDERGROUNDVISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 • GAS TEST • GAS PIPING A/SUNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOWR WATER A/S OVERHEAD HYDROSTAnC #29 FINAL A/S RNAL Comn H STORM WATER F/A ROUGH-IN #600 PRE-CONSTRUCTION MEETING F/A HNAL #603 FOLLOW UP INSPECTION FDCED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICETO CLEAN FIXED EKTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FDCED EXnNGUISHINO SYSTEM HNAL #609 NOTICEOFVIOLATION MEDICAL GAS PRESSURE TEST #610 VERBALWARNING MEDICAL GAS FINAL REV 10/2012 SEE BACK FOR SPECIAL NOTES Vi/ww mtglinc com Corporate 2992 E LaPalmaAve Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Dlego/impenal County 6295 Ferris Square, Suits C San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 MTGL Proiect # jfs / 'Zfi3.X_ Permits. Inland Empire 14467 Meridian Pkw, BIdg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 ^91 2990 DbA/CllY IndiQ 44917 Golf Center Pkwy, #1 Indio.CA 92201 Tel 760 342 4877 fax 760 342 4525 Dispatch 800 491 2990 Report #. PG. A_ OF \ DSA/LEA# Special Inspection Reports must be distributed to Ihe parties listed below within 14 days of the inspection Reports of non-compliant conditions must be distributed immediately Separate reports shall be prepared for each type ot special inspeclinn, on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PBOJECT NAM. Dm ARCHITECT TIME ARIIIVEO TIME DEPARrED EWGINEER mn O TRAVEL TtWE. LUNCH TIME compncmR SUSCOflTRACTOR INSPECllON ADDRESS ADORES -0'^ PROJECT TYPE OF INSPECTION • ENGINEERED FILL • FOUNDATION • BACK FILL • BATCH PLANT • PT CONCRETE • SHOrCRETE • CONCRETE • MASONRY • HIGH STRENGTH BOLTING • WELDING Q SHOP WELD • FIREPROQFIMG ^ ANCHOR/DOWEL n NDE FIELD • NDESHOP n CEILING WIRE • • • DSA/OSHPD/PROJECT APPROVED DOCUIVIENTS AVAILABLE APPROVED FLANS YQ NO SOIL REPORT YD ND SPECS Yn ND APPROVED SHOP DRAWING VG ND MATERIALS USED BY GONTRACTCB {IHCLUDC RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EOUlPMtNT / MANPOWER USED AREA GRID LINES PIECES IfJSPECTED City of Carlsbad MAY 1 3 2013 BUILDING DIVISION- STRUCTURAL MOTES DETAIL OR RRS USED REMARKS INCLUDING amiNGS REWORK AS PERCEMT OF ALL WORK TODAY PERCENT PROJECT COMPLETE THE WORK WASSJiLWASNOrn Inspected in accordance with tb^ requirements ot the DSA/OSHPD/PROJECT approved documents MATERIAL SAMPLING WASQ WASNOTD N/A-Q Performed in accordance with DSA/OSHPD/PROJECTapproved documents CC Proiect Architect Contractor Structural Engineer Building Department OSA Regional Office Owner School District THE WORK INSPECTED METS DID NOT MEET • The requirements of the DSA/OSHPD/PROJECT approved documents Samples taken Weather ii^Si t\ K, Temp, nature of Special Inspector Prml Name Certification i Verified by EsGil Corporation In (partnership with government for (Buifding S^ifety DATE 3/22/2013 • APPLICANT ^JURIS JURISDICTION City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 13-0608 SET I PROJECT ADDRESS 1818 Aston PROJECT NAME Shelving/Catwalk Installation for Cobra Puma Golf I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check hst and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person I I The applicant's copy of the check list has been sent to' ^ EsGil Corporation staff did not advise the applicant that the plan check has been completed I I EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Email Fax # Wlail Telephone Fax In Person ^ REMARKS 1 Fire Department approval is required 2 City to field verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements By David Yao Enclosures EsGil Corporation • GA • EJ n PC 3/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 13-0608 3/22/2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO 13-0608 PREPARED BY David Yao DATE 3/22/2013 BUILDING ADDRESS 1818 Aston BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) 1 shelvingSt catwalk per city 8,000 Air Conditioning Fire Sprinklers TOTAL VALUE 8,000 Junsdiction Code cb By Ordinance BIdg Permit Fee by Ordinance • $107 27 Plan Cfieck Fee by Ordinance Type of Review [ I Repetitive Fee Repeats 0 Complete Review • Other Hourly EsGil Fee $69.73 • Structural Only Hr @ $60 07 Comments Sheet 1 of 1 macvalue doc ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraciay Avenue Carlsbad CA 92008 www carlsbadca gov DATE: 03/14/13 PROJECT NAME: COBRA PUMA GOLF PLAN CHECK NO: 1 SET#: 1 ADDRESS: 181SAST0N VALUATION: $8,000 PROJECT ID: CB13-0608 APN: / This plan check review is complete and has been APPROVED by the ENGINEERING JLJ Division. By: KATHLEEN LAWRENCE 03/14/13 A Final Inspection by the Division is required Cves [ZINO This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: DAVID IVIALLORY@HAWTHORNELIFT.COM Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chns Sexton 760-602-4624 Chris Sexton@carlsbadca gov Kathleen Lawrence 760-602-2741 Kathleen Lawrence@carlsbadca ^ov 1 Greg Ryan -i 760-602-4663 Gregory Rvan@carlsbadca gov j Gina RUIZ 760-602-4675 Gina Ruiz@carlsbadca gov 1 Linda Ontiveros J 760-602-2773 Linda Ontiveros@carlsbadca gov 1 Cindy Wong 760-602-4662 Cynthia Wong@carlsbadGa gov Dominic Fieri 760-602-4664 Dommic Fien@carlsbadca gov Remarks: Development Services Land Development Engineering 1635 Faraday Avenue BUILDING PLANCHECK Development Services Land Development Engineering 1635 Faraday Avenue ^ CITY OF CHECKLIST Development Services Land Development Engineering 1635 Faraday Avenue CARLSBAD QUICK-CHECK/APPROVAL 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB13-0608 Date 03/14/13 Project Address 1818 ASTON APN Project Description INSTALL SHELVING CATWALKK SYSTEM Valuation $8,000 ENGINEERING Contact Kathleen Lawrence Phone 760-602-2741 Email kathleen.tawrence@carlsbadca.gov Fax 760-602-1052 • RESIDENTIAL INTERIOR • RESIDENTIAL ADDITION MINOR INTERIOR ONLY (<$20,000.00) • CARLSBAD PREMIER OUTLETS • OTHER: CELL ANTENNAS H TENANT IMPROVEMENT • PLAZA CAMINO REAL • COMPLETE OFFICE BUILDING OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY KATHLEEN LAWRENCE REMARKS NO ADDITIONAL ENG. FEES DATE 03/14/13 " 1 Notification of Engineering APPROVAL has been sent to via EMAIL on 03/14/13 E-36 Page 1 d 1 REV 4/30/11 ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www carlsbadca eov DATE: 3/14/13 PROJECT NAME: INTERIOR SHELVING ONLY PROJECT ID: PLAN CHECK NO: CB130608 SET#: ADDRESS: 1818 ASTON AV APN: ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes g] No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. • This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required Plan Check APPROVAL has been sent to: DAVID.MALLORY@HAWTHORNELIFT.COIVI For questions or clarifications on the attached checklist please contact the following reviewer as marked PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris Sexton@carlsbadca gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen Lawrence@carlsbadca eov Q Greg Ryan 760-602-4663 Gre^orv Rvan@carlsbadca gov Q Gina Ruiz 760-602-4675 Gina Ruiz@carlsbadca aov 1 1 Linda Ontiveros 760-602-2773 Linda Ontiveros@carlsbadca eov 1 Cindy Wong 760-602-4662 Cvnthia Wone@carl5badca gov • • 1 1 Dommic Fieri 760-602-4664 Dommic Fieri@carlsbadca gov Remarks. f ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL iV Communif^^'^tonomic Development Department 1635 Faraday Avenue Carlsbad CA 92008 wvi/w carlsbadca gov DATE: 04/02/2013 PROJECT NAME: COBRA GOLF - SHELVING & CATWALK PROJECTID: CB130608 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 1818 ASTON AV APN: • This plan check review is complete and has been APPROVED by the FIRE Division. By:GR A Final Inspection by the FIRE Division is required ^ Yes • No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: NHMH Vou may a/so have correct/o/is from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked "PMNNING^^; ENGINEERING ; 760-602-2750:1 }; FIRE RREVENT|6N : ^ " 760-602-4665 tf^^'yi^^; 1 1 Chris Sexton 760-602-4624 Ohns Sf?xton@carlsbadca ^ov Kathleen Lawrence 760-602-2741 Kathleen Lawfrence@carlsbadca gov X Greg Ryan 760-602-4663 Gre^orv Rvan@carlsbadca gov 1 Gina Ruiz 760-602-4675 Gina RMiz@carlsbadca fiov Linda Ontiveros 760-602-2773 Linda Ontiveros@carlsbadca gov Q Cindy Wong 760-602-4662 Cynthia Wong@carlsbadca gov • • 1 1 Dominic Fieri 760-602-4664 Dominic Fieri@carlsbadca eov Remarks: SEE ATTACHED Carlsbad Fire Department COPY plan Review Requirements Category Tl, INDUST Date of Report- 04-02-2013 Reviewed by. Name. DAVID MALLORY Address. 8575 CHERRY FONTANA CA 92335 Permit # CB130608 Job Name- COBRA GOLF= INSTALL SHELVING Job Address 1818 ASTON AV CBAD Please review carefully all comments attached CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Conditions: Requirement: The High-pile Combustible Storage permit for this address is expired and 2-years past-due Prior to Final inspection, Cobra Golf shall be held to obtain and maintain an Operational Use permit for this and al storage systems at this property Information regarding this permit may be obtained by contacting our office at 760.602 4665 Entry: 04/02/2013 By: GR Action. AP EST 198^ SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACK BLDGS SHKDS MEZZANINES FOOTINGS CONVbYORS TALL SUPPORTS HEADER STEEL SORT PLATFORM PICK MODULES ROOF VERIFICATION STORAGE RACKS SELECTIVE DRIVE IN PUSH BACK FLOW RAC K CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS ST AT E APPROVALS PRODUCT TESTING SHELVING MFTAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIALS PRODUCTS SEJUTTLES VLM CAKOUSELS VRC MODULAR OFFICES hENCES LICENSED IN ALL 50 STATES 161 ATLANTIC STREET POMONA CA 91768 TEL 909-869-09S9 FAX 909-869-0981 C6 iVo^i MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET POMONA, CA 91758 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS(SD) 2 TC 2/19/2013 TABLE OF CONTENTS DESCRIPTION Title Page Table of Contents Shelving w/catwalk Rack Support Stairway PAGE 1 2 3 to 29 30 to 42 43 to 47 tt MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 2 TC 2/19/2013 Shelving w/catwalk Proiect Scope The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications set forth in the 2010 California Building Code The light duty storage fixtures are prefabricated and are to be field installed only without any field welding Proiect Parameters The fixtures will be analyzed as a steel storage rack w/catwalk system The fixtures will be located in the stock room area The system will be analyzed for seismic loading utilizing the following equation V = Cs X Ws Cs = X I / R = 2/3 X Fa X Ss 1= 1 R= 4 Seismic Factors Proiect Specifications Fa = 1 03 Ss = 118 SEISMIC DESIGN CATEGORY D Steel • Shaped steel & Rods, ASTM A570 Grade 36, Fy = 36,000 psi Rivet - 50,000 PSI Bolts - A307 UNLESS OTHERWISE NOTED Anchors-3/8"0x 2-1/2" mm embed Hilti KB-TZ (ICC ESR-1917) Slab - 5 IN X 2500 PSI Soil - 1,000 PSF Configurations Standard Storage Standard Storage Club Storage 48"Wx24"Dxl80"H 36"Wx24"Dxl80"H 48"Wx24"Dxl80"H calcs pages 3 to 12 13 to 19 Critical configuration to be analyzed only, the rest can be verfied by simple review MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 3 TC 2/19/2013 Loads & Distribution Standard Storage Fa = 103 Ss = 1 18 SDS = 2/3*Fa*Ss = 0 81 R = 4 1 = 1 Cs = SDS X 1 / R = 0 203 <=== IN AREA NOT OPEN TO THE PUBLIC Product Load/Level, wPL Dead Load/Level, wDL Ws Uof Shelf Levels Depth 300 LB 20 LB S{0 67*wPL-HwDL)+Catwalk DL+Catwalk LL/4 1,447 LB 6 24 0 IN shelf bay width = 48.0 IN catwalk width = 48 5 IN TRIBAREA= 8 1 FT'^2 Catwalk LL = 40 PSF Catwalk DL = 5 PSF Tributary Catwalk LL = 323 LB Tributary Catwalk DL = 40 LB Vtotal= Cs*Ws -0 203 X 1447 LB 294 LB Level wx hx wx hx Fi Movt 1 221 LB 3 0 IN 663 IN-LB 154 LB 5 IN-LB 2 221 LB 33 3 IN 7,359 IN-LB 17 13 LB 570 IN-LB 3 221 LB 63 6 IN 14,056 IN-LB 32 71 LB 2,080 IN-LB 4 (Catwalk) 342 LB 99 0 IN 33,883 IN-LB 78 85 LB 7,807 IN-LB 5 221 LB 138 0 IN 30,498 IN-LB 70 98 LB 9,795 IN-LB 6 221 LB 180 0 IN 39,780 IN-LB 92 58 LB 16,664 IN-LB 1,447 LB TOTAL = 126,239 IN'LB 294 LB 36,921 IN-LB I This IS the tributary area being analyzed MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 151 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 4 TC 2/19/2013 Longitudinal & Transverse Analysis. Standard Storage The "double rivet beams" engage the moment resisting thru the rivet connections to columns Lonfiitudinal Loads Mbase= 0 IN-LB <== Based Assumed to be pinned Level Pcol-static Pcol-seismic Mcol Mconn-seismic 1 1,324 LB OLE 441 IN-LB 1,327 IN-LB 2 1,164 LB 0 LB 2,214 IN-LB 2,149 IN-LB 3 1,004 LB OLB 2,084 IN-LB 2,115 (N-LB 4 (Catwalk) 844 LB OLB 2,145 IN-LB 1,870 IN-LB 5 320 LB 0 LB 1,595 IN-LB 1,283 IN-LB 6 160 LB OLB 972 IN-LB 486 IN-LB Transverse Loads' <== critical Level Pcol-static Pcol-seismic Mcol Mconn-seismic 1 1,324 LB 1,538 LB 441 IN-LB 1,327 IN-LB 2 1,164 LB 1,538 LB 2,214 IN-LB 2,149 IN-LB 3 1,004 LB 1,514 LB 2,084 IN-LB 2,115 IN-LB 4 (Catwalk) 844 LB 1,428 LB 2,145 IN-LB 1,870 IN-LB 5 320 LB 1,102 LB 1,595 IN-LB 1,283 IN-LB 6 160 LB 694 LB 972 IN-LB 486 IN-LB <=== critical MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 5 TC 2/19/2013 ASD analysis per AISI Section properties are based on net effective sections . P=(l+0 11SDS)DL+0 75(1+0 14SDS)PL+0 75LL= 1,093 LB M=0 75*0 7*Mcol= 1,162 IN-LB KxLx/rx= 12x30 IN/0 637 IN = 56 5 <=== (Kl/r)max KyLy/ry = 1 2 x 30 IN/0 813 IN = 44 3 ro= (rx'^2 + ry'*2 + yo''2)'^0 5 = 1 131 IN (?= l-(yo/ro)'^2 = 0 834 Per Section C4 1, Fe is taken as the smaller of Fel and Fe2 Fel= n'^2E/(KL/r)max'^2 = 9116 KSI 0ex= 7t'^2E/(KxLx/rx)'^2 = 91 16 KSI at= l/Aro/^2[GJ-H(n'^2ECw)/(KtLt)'^2] = 15 51 KSI Fe2= l/(2fi)*{(CT,,-fCTt)-[(ae,+crt)'^2-(4*B*a,/at)I'^0 5} = 15 02 KSI Fe= 15 02 KSI Post Analysis: Longitudinal Direction |-*- 1-7/8" T 7/8- L SECTION PROPERTIES Xc = (Fy/Fe)'^0 5 t = 0 075 IN = 155 A= 0 570 iN'^2 Fn = (0 877/(lc'\2))Fy Aeff= 0 410IN'^2 = 13 1? KSI lx= 0 161iN'^4 Pn= Aeff * Fn Sx= 0 117IN'^3 = 5,400 LB rx = 0 637 IN Pa= Pn/Oc !y = 0 262 INM = 3,000 LB Sy= 0 140IN'^3 P/Pa= 0 36 > 0 15 ry = 0 813 IN Thus, Check P/Pa + {Cmx*Mx)/(Max*ax) < 1 0 J = 0001 INM P/PaD-HMx/Max<10 Cw = 0 000 IN'^e Pno= Aeff * Fy yo = -0 460 IN = 14,760 LB Kx = 1 2 Pao= Pno/Oc Lx = 30 00 IN = 8,200 LB Ky = 12 Fe = Cb *ro*A*(CTex*at)'\0 5/Sf Ly = 30 00 IN = 124 KSI Kt = 1 0 Since Fe > 2 78 * Fy, Fc = Fy Lt = 30 00 IN Fc = 36 KSl Fy= 36 KSI Pcr= TT'^2E!/(k[)max'^2 G= 11,300 KSI = 36,170 LB E= 29,500 KSI oix= {l/[l-(Oc*P/Pcr)ir-l Cmx= 0 85 = 0 95 Cb= 10 My= Sy * Fe Qb = 1 67 = 5,040 IN-LB nc = 18 IVlax=Maxo= Mc/Ob = 3,018 IN-LB (1093 LB/3000 LB) -i- (0 85 x 1162 IN-LB)/{3018 IN-LB x 0 95) = (1093 LB/8200 LB) -t- (1162 IN-LB/3018 IN-LB) = 0 71 0 52 < 1 0, OK < 1 0, OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 6 TC 2/19/2013 Post Analysis Transverse Direction ASD analysis per AISi Section properties are based on net effective sections P=:(l+0 11SDS}DL+0 75(1+0 14SDS)P1-+0 75LL+0.75*0 7*Pseism(C= 1,901 LB M=0 75*0 7*Mcol= 1,162 IN-LB KxLx/rx= 12x30 IN/0 637 IN = 56 5 < = = = (Kl/r)max KyLy/ry = 1 2 x 30 IN/0 813 IN = 44 3 ro= (rx'^2 + ry"! + xo'^2)'^0 5 = 1 033 IN R= l-(xo/ro)'^2 = 1 000 Per Section C4 1, Fe is taken as the smaller of Fel and Fe2 Fel= rt'^2E/(KL/r)max'^2 = 9116 KSI aex= n'^2E/(KxLx/rx)'^2 = 91 16 KSI CTt= l/Aro'^2IGJ-(-(n'\2ECw)/(KtLt)'^2] = 18 58 KSI Fe2= l/{2f5)*{{a,,+ot)-[(a,,+cTt)'^2-(4*R*a,/at)]-0 5} = 18 58 KSI Fe= 18 58 KSI 1^ 1-7/8" T •7/8" i SECTION PROPERTIES Xc = (Fy/Fe)'^0 5 t = 0 075 IN = 1 39 A= 0 570 IN'^2 Fn= (0 658'^(lc'^2))Fy Aeff = 0 410 IN'^2 = 16 00 KSI lx = 0 161 INM Pn= Aeff * Fn Sx = 0 117 IN'^3 = 6,561 LB rx = 0 637 IN Pa= Pn/Qc ly = 0 262 INM = 3,645 LB Sy = 0 140 IN'^3 P/Pa= 0 52 > 0 15 ry = 0 813 IN Thus, Check P/Pa + (Cmx*Mx)/(M3x*ax) < 1 0 J = 0 001 INM P/Pao + Mx/Max < 1 0 Cw = 0 000 IN'^6 Pno= Aeff * Fy xo = 0 000 IN = 14,760 LB Kx = 1 2 Pao= Pno/Oc Lx = 30 00 IN = 8,200 LB Ky = 1 2 Fe = Cb *ro*A*(CTex*at)'^0 5/Sf Lv = 30 00 IN = 149 KSI Kt = 1 0 Since Fe> 2 78 *Fy, Fc = Fy Lt = 30 00 IN Fc = 36 KSI Fy= 36 KSI Pcr= n'^2ei/{kl)max'^2 .G= 11,300 KSI - ' ~ ="36,170 lb •: .E= 29,500 KSI ax= {l/[l-(Qc*P/Pcr)]r-l Cmx= 0 85 = 0 91 Cb= 10 My= Sx * Fe Ob = 1 67 = 4,212 IN-LB ac = 1 8 IVlax=Maxo= Mc/Qb = 2,522 IN-LB (1901 LB/3645 LB) -i- (0 85 x 1162 IN-LB)/(2522 IN-LB x 0 91) = (1901 LB/8200 LB) -t- (1162 tN-LB/2522 IN-LB) = 0 95 0 69 < 1 0, OK < 1 0, OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 7 TC 2/19/2013 Double Rivet Beam Connection Since the frame is assumed to resist the seismic loads as a moment resisting frame, the capacity of the rivet beam connection shall be determined and justified Mconn = 0,75*0 7*Mconn-seismic = 1,128 IN-LB CAPACITY OF STUD IN SHEAR Vallow= 04 * Fy * AREA = 982 LB BEARING CAPACITY OF STUDS Vallow= stud 0 * tmin * Fu = 1,088 LB Vallow,min= 9S2 LB Mallow= Vallow,mm * d = 1,473 IN-LB where d=l 5 IN > Mconn OK 0= 0 250 IN AREA= 0 049 IN'^2 Fy= 50,000 PSI tmin= 0 075 IN Fu-IV1ETAL= 58,000 PSI MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 8 TC 2/19/2013 Shelf Beam Analysis: Analyze beam as having pinned connections LOAD/BEAM = {300 LB-H20 LB)/(2*60 IN) = 2 67 LB/IN Mbeam =: wl'^2/8 = 1,200 IN-LB fb/Fb = IV1/(S X Fb) =: 1200 IN-LB/(0 11 ms*0 6*36000 PSI) = 0 51 < 1 0 OK i5,n6" 5/8" r LENGTH = Fy = lx = Sx= 60 IN 36,000 PSI 0 180 INM 0 IIQIN'^S DEFLECTION D=: 5WL'*4/(384EI) = 5*2 67 LB/IN*{60 IN)M/(384*29 5X10'^6 PSI*0 18 INM) = 0 080 IN Dallow=L/240 = 0 250 IN OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 9 TC 2/19/2013 Catwalk Beam Analysis: Deck Support Angle Analyze beam as having pinned connections W= LOAD*TRIB WIDTH = 45 PSF * 4 FT = 180 00 LB/FT V= W*L/2 = 180 LB/FT * 4 FT/2 = 360 LB M = WL'^2/8 = 180 LB/FT* (4 FT)'^2*12/S = 4,320 IN-LB Fb= {0 6)'(Fy} = 06 * 33000 PSI = 19,800 PSI f b = M/Sx = 4320 lN-LB/0 24 IN'^3 = 18,000 PSI fb/Fb= 18000 PSI/19800 PSI 0.91 < 1 0 OK 12 GA USED FOR CATWALK DECK SUPPORT LOAD= 45 PSF TRIBWIDTH= 4 OFT L = 4 0 FT Fy = 33,000 PSI lx= 0 480 INM Sx = 0 240 IN'^3 DEFLECTION D= 5WLM/(384E1) = 5*180 LB/FT*(4 FT)M*1728/(384*29 5X10'^6 PSI*0 48 INM) = 0 070 IN Dallow=L/240 = 0 200 IN OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 10 TC 2/19/2013 Overturning Analysis- Standard Storage Fully Loaded Movt= 36,921 IN-LB MDL = 20 LB X 6 Levels x 24 IN / 2 1,440 IN-LB MpLapp = 0 67*300 LB X 6 Levels x 24 IN / 2 = 14,472 IN-LB Vcol = 0 7*Vtotal = 206 LB Depth, d= 24 0 IN Puphft = [0 75 X 0 7 X Movt - (0 6-0 llS^s) x MQL - 0 75 x (0 6-0 14SDS) X MpLapo] / d = [0 75*0 7*36921 - (0 6-0 11*0 81)*1440 - 0 75*(0 6-0 14*0 81)*14472] IN-LB / 24 IN = 557 LB <=== UPLIFT Allowable Tension = 790 LB Allowable Shear = 900 LB Interaction Equation # of Anchors per Double Foot Plate = 2 [557 LB/ 1580 LB] + [103 LB/ 1800 LB] = 0 41 < 1 2 Therefore OK USE (2) 3/8"0 x 2" MIN EMBED HILTI KB-TZ (ICC ESR-1917) PER DOUBLE FOOT PLATE USE (1) 3/8"0 X 2" MIN EMBED HILTI KB-TZ (ICC ESR-1917) PER SINGLE FOOT PLATE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 11 TC 2/19/2013 LRFD Load Combination - Slab System Load combination per RMI 2 2 Resultant Load combination 1 2 3 4 5 6 DL-total/col PL-total/col LL-total/col 14DL+12PL 14DL-H2PL 1 2DL + 1 6PL + 1 6LL -1- 0 5(Lr or SL or RL) 1 2DL -H 6PL + 1 6LL 1 2DL + 0 S5PL + (0 5LL or 0 8WL) + 1 6(Lr or SL or RL) 1 2DL + 0 85PL + 0 5LL 1 2DL + 0 85PL + 0 5LL + 1 6WL + 0 5(Lr or 51 or RL) 1 2DL -f- 0 85PL + 0 5LL {1 2+0 2SDS)DL + (0 85-HO 2SDS)PL -i- 0 5LL + EL + 0 2SL (1 2+0 2SDS)DL + (0 85+0 2SDS)PL + 0 5LL + EL (0 9-0 2S[,s)DL + (0 9-0 2SDs)PLapp - EL (0 9-0 2SDS)DL + (0 9-0 2SDs)PLapp - EL 100 LB 900 LB 323 LB EL = 1,538 LB Load combination 1 Pmax= 14DL+ 1 2PL = 1 4 X 100 LB + 1 2 X 900 LB = 1,221 LB Load combination 2 Pmax = 1 2DL + 1 6PL + 1 6LL = 1 2 X 100 LB + 1 6 X 900 LB +1 6 X 323 LB = 2,078 LB Load combination 3 & 4 Pmax = 1 2DL + 0 85PL + 0 5LL = 1 2 X 100 LB + 0 85 X 900 LB + 0 5 X 323 LB = 1,04? LB Load combination 5 Pmax = (1 2+0 2Sps)DL + (0 85+0 2SDS)PL + 0 5LL + EL = (1 2+0 2*0 81) X 100 LB + (0 85+0 2*0 81) x 900 LB + 0 5 x 323 LB + 1 0 x 1538 LB = 2,747 LB Load combination 6 Pmax = (0 9-0 2Sos)DL + (0 9-0 2SDs)PLapp - EL = (0 9-0 2*0 81) x 100 LB + (0 9-0 2*0 81) x 603 LB - 1538 LB = -703 LB MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 12 TC 2/19/2013 Slab and Soil Check The slab will be checked for puncture and bearing stress If no puncture occurs, the slab is assumed to distribute the load over a larger area of the slab Pmax = 2,747 LB a) Puncture Fpunct= 2 66x(F'c'^0 5) = 2 66 x (2500 PSO'^OS = 133 PSI Apunct = [{Weff +t/2)+(Deff +t/2)l x 2 x t = [(5 25 IN + 5 IN/2) + (2 5 IN + 5 IN/2)] x 2 x 5 IN = 128 m"! fv/Fv= P/[(Apunct)(Fpunct)] = 2747 LB/[128 IN'^2 x 133 PSI x 0 55] = 0.29 < 1 0 OK b) Bearing 0Bn= O85x0xf'cxAl = 15,340 LB Pu / 0Bn = 2747 LB / 15340 LB = 0 18 < 1 0 OK c) Slab Tension Asoil= P/[10xfsoilI = 2747 LB/[1 0 X 1000 PSF/(144IN'^2/FT'^2)] = 396 IN'^2 L= Asoi^O 5 = (396 IN^2)'*0 5 = 19 9 IN B= [(Weff )(Deff )l'^0 5 + t = [5 25INx25INl'^05 + 5 = 8 6 IN b = (L-B)/2 = (19 9IN-8 6IN)/2 = 5 6 IN Mconc = (w)(b'^2)/2 = [(1 0)(fsoil)(b'^2)]/[144 (IN'^2/FT'^2) x 2] = [1 0 x 1000 PSI X (5 64 IN)'^2]/[144 (IN''2/FT'^2) x 2] = 110IN-LB Scone = llNx(t'^2)/6 = llNx(5IN)'^2/6 = 4 17 IN'^3 Fconc = 5 X 0 X f'c'^O 5 = 5 X 0 55 X (2500 PS\)''0 5 = 137 5 PSi fb/Fb = Mconc/[(Sconc)(Fconc)] = 110 39 IN-LB/[(4 17 IN'^3)(137 5 PSI)] = 0 19 < 1 0 OK Base Plate Weff = 5 25 IN Deff = 2 50 IN Al= 13 13IN'^2 Concrete t = 5 00 IN f c = 2,500 PSI sqii fsoil = 1,000'PSF 0= 0 55 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 13 TC 2/19/2013 •oads & Distribution- Club Storage Fa -1 03 Ss 1 18 Sos = 2/3*Fa*Ss = 0 81 R = 4 1 = 1 Cs SDSXI/R = 0 203 <=== IN AREA NOT OPEN TO THE PUBLIC Product Load/Level, wPL Product Load/Level, wPL Dead Load/Level, wDL Ws # of Typical Shelf Levels U of Narrow Shelf Levels 300 LB Levels 1-5 100 LB Levels 6-16 20 LB 1(0 67*wPL+wDL)+Catwalk DL+Catwalk LL/4 1,226 LB 5 11 shelf bay width = 48 0 IN catwalk width = 48 5 IN TRIBAREA= 8 1 FT'^2 Catwalk LL= 40 PSF Catwalk DL= 5 PSF Tributary Catwalk LL = 323 LB Tributary Catwalk DL = 40 LB Depth = 24 0 IN Vtotal = Cs*Ws = 0 203 X 1226 LB -249 LB Level wx hx wx hx Fl Movt 1 221 LB 3 0 IN 663 IN-LB 0 74 LB 2IN-LB 2 221 LB 33 3 IN 7,359 IN-LB 8 18 LB 272 IN-LB 3 221 LB 63 6 IN 14,056 IN-LB 15 62 LB 994 IN-LB 4 (Catwalk) 342 LB 99 0 IN 33,883 IN-LB 37 66 LB 3,728 IN-LB 5 221 LB 112 5 IN 24,863 IN-LB 27 63 LB 3,109 IN-LB 6 87 LB 118 5 IN 10,310 IN-LB 11 46 LB 1,358 IN-LB 7 87 LB 124 5 IN 10,832 IN-LB 12 04 LB 1,499 IN-LB 8 87 LB 130 5 IN 11,354 IN-LB 12 62 LB 1,647 IN-LB 9 87 LB 138 0 IN 12,006 IN-LB 13 34 LB 1,841 IN-LB 10 87 LB 144 0 IN 12,528 IN-LB 13 92 LB 2,005 IN-LB 11 87 LB 150 0 IN 13,050 IN-LB 14 50 LB 2,176 IN-LB 12 87 LB 156 0 IN 13,572 IN-LB 15 08 LB 2,353 IN-LB 13 87 LB 162 0 IN 14,094 IN-LB 15 66 LB 2,538 IN-LB 14 87 LB 168 0 IN 14,616 IN-LB 16 24 LB 2,729 IN-LB 15 87 LB 174 0 IN 15,138 IN-LB 16 82 LB 2,927 IN-LB 16 87 LB 180 0 IN 15,660 IN-LB 17 40 LB 3,133 IN-LB 2,183 LB TOTAL = 223,982 IN-LB 249 LB 32,309 IN-LB This IS the tributary area being analyzed MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 14 TC 2/19/2013 Longitudinal & Transverse Analysis. Club Storage The "double rivet beams" engage the moment resisting thru the rivet connections to columns Longitudinal Loads Mbase = 0IN-LB <=- Based Assumed to be pinned Level Pcol-static Pcol-seismic Mcol Mconn-seismic 1 1,824 LB OLB 373IN-LB 1,127 IN-LB 2 1,664 LB 0 LB 1,880 IN-LB 1,849 IN-LB <== critical 3 1,504 LB 0 LB 1,818 IN-LB 1,902 IN-LB 4 (Catwalk) 1,344 LB OLB 1,986 IN-LB 1,308 IN-LB 5 660 LB 0 LB 630 IN-LB 942 IN-LB 6 360 LB OLB 1,253 IN-LB 931 IN-LB 7 60 LB OLB 609 IN-LB 305 IN-LB Transverse Loads Level Pcol-static Pcol-seismic Mcol Mconn-seismic 1 1,824 LB 1,346 LB 373 IN-LB 1,127 IN-LB 2 1,664 LB 1,346 LB 1,880 IN-LB 1,849 IN-LB <=== critical 3 1,504 LB 1,335 LB 1,818 IN-LB 1,902 IN-LB 4 (Catwalk) 1,344 LB 1,293 LB 1,986 IN-LB 1,308 IN-LB 5 660 LB 1,138 LB 630 IN-LB 942 IN-LB 6 360 LB 744 LB 1,253 IN-LB 931 IN-LB 7 60 LB 472 LB 609IN-LB 305 IN-LB i • MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 15 TC 2/19/2013 ASD analysis per AISI Section properties are based on net effective sections P=(l+0 11SDS)DL+0 75(1+0 14SDS)PI-+0 75LL= 1,536 LB M=0 75*0 7*Mcol= 987 IN-LB KxLx/rx= 12x30 IN/0 637 IN = 56 5 <=^= (Kl/r)max KyLy/ry = 12X30|N/0 813 IN = 44 3 ro= (rx'^2 + ry/'2 + yo'^Zj'^O 5 = 1131 IN R- l-(yo/ro)'\2 = 0 834 Per Section C4 1, Fe is taken as the smaller of Fel and Fe2 Fel= Ti'^2E/(KL/r)max'^2 = 91 16 KSI aex= Ti'^2E/(KxLx/rx)'\2 = 91 16 KSI cjt= l/Aro'^2[GJ+(TT'^2ECw)/(KtLt)'^2] = 15 51 KSI Fe2= l/(2ft)*{(a^,+at)-[(a„+c7t)'^2-(4*(i*cT^,*at)]'^0 5} = 15 02 KSI Fe= 15 02 KSI Post Analysis: Longitudinal Direction 1^ 1-7/8" -*-| T 7/8" i SECTION PROPERTIES Xc = (Fy/Fej'^O 5 t = 0 075 IN = 1 55 A= 0 570IN'^2 Fn = (0 877/{lc'^2))Fy Aeff = 0 410 m^2 = 13 17 KSI lx = 0 161 INM Pn= Aeff * Fn 5x = 0 117 IN'^3 = 5,400 LB rx = 0 637 IN Pa= Pn/Qc ly = Q 262 INM = 3,000 LB Sy = 0 140 IN''3 P/Pa= 0 51 > 0 15 rY = 0 813 IN Thus, Check P/Pa + (Cmx*Mx)/(Max*ax) < 1 0 J = 0 001 IN'^4 P/Pao + Mx/Max<10 Cw = 0 000 IN'^6 Pno= Aeff * Fy yo = -0 460 IN = 14,760 LB Kx = 1 2 Pao= Pno/Qc Lx = 30 00 IN = 8,200 LB Ky = 1 2 Fe = Cb *ro*A*(aex*at)'^0 5/Sf Ly = 30 00 IN = 124 KSI Kt = 1 0 Since Fe > 2 78 * Fy, Fc = Fy Lt = 30 00 IN Fc = 36 KSI Fy= 36 KSI Pcr^ TT'^2FI/{kl)max'^2 G= 11,300 KS! = 36,170 LB E= 29,500 KSI ax= {l/[l-(Dc*P/Pcr)]}^-l Cmx= 0 85 = 0 92 Cb= 1 0 My= Sy * Fe Qb = 167 = 5,040 IN-LB Qc = 1 8 Max=Maxo= Mc/Qb = 3,018 IN-LB (1536 LB/3000 LB) + (0 85 x 987 IN-LB)/(3018 IN-LB x 0 92) = (1536 LB/8200 LB) + (987 [N-LB/3018 IN-LB) = 0 81 0 51 < 1 0, OK < 1 0, OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 16 TC 2/19/2013 ASD analysis per AISI Section properties are based on net effective sections P=(l+0 11SDS)DL+0 75(1+0 14SDS)PL+0.75LL+0 75*0.7*Pseismic= 2,243 LB M=0 75*0 7*Mcol= 987 IN-LB KxLx/rx= 12x30IN/0 637 IN = 56 5 < === (Kl/r)max ^ KyLy/ry = 1 2 x 30 IN/0 813 IN = 44 3 ro= (rx'^2 + ry/^2 + xo''2)'^0 5 = 1 033 IN R= l-ixo/ro)"! = 1 000 Per Section C4 1, Fe is taken as the smaller of Fel and Fe2 Fel= K'^2E/(KL/r)max^2 = 9116 KSI aex= n'^2E/(KxU/rx)'*2 = 91 16 KSI at= l/Aro'^2[GJ+(n^2ECw)/(KtLt)^2] = 18 58 KSI Fe2= l/(2B)*{(o„+CFt)-[(ae,+at)'^2-(4*li*Oe.*crt)]'^0 5} = 18 58 KSI Fe= 18 58 KSI Post Analysis: Transverse Direction |-*- 1-7/8" T 1-7/8" SECTION PROPERTIES Xc = (FY/Fe)'*0 5 t = 0 075 IN = 139 A= 0 570 )N'^2 Fn= (0 658'^(lc'^2))Fy Aeff= 0 410IN/^2 = 16 00 KSI lx= 0 161 INM Pn= Aeff * Fn Sx= 0 117 IN'^3 = 6,561 LB rx= 0 637 IN Pa= Pn/Qc ly= 0 262 INM = 3,645 LB Sy= 0140IN'^3 P/Pa= 0 62 > 0 15 ry = 0 813 IN < P/Pa + (Cmx*Mx)/(Max*ax) < 1 0 J = 0001 INM P/Pao + Mx/Max<10 Cw = 0 000 iN'^e Pno- Aeff * Fy xo = 0 000 IN = 14,760 LB Kx = 1 2 Pao= Pno/Qc Lx = 30 00 IN = 8,200 LB Ky = 1 2 Fe = Cb *ro*A*(aex*cit)''0 5/Sf Ly= 30 00 IN = 149 KSI Kt = 1 0 I 78 * Fy, Fc = Fy Lt = 30 00 IN Fc= 36 KSI Fy= 36 KSI Pcr= n'^2EI/(kl)max'^2 ^ • 5= 11,300 KSI ' ='36,170 ib "- :.E=-29,500KSI ax= {l/[l-(Qc*P/Pcr)]K-l Cmx= 0 85 = 0 89 Cb= 10 My= Sx * Fe Qb = 1 67 = 4,212 IN-LB Oc = 1 8 Max=Maxo= Mc/Qb = 2,522 IN-LB (2243 LB/3645 LB) + (0 85 x 987 IN-LB)/{2522 IN-LB x 0 89) = (2243 LB/8200 LB) + (987 IN-LB/2522 IN-LB) = 0 99 0 66 < 1 0, OK < 1 0, OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX {909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 17 TC 2/19/2013 Overturning Analysis: Club Storage Fully Loaded- Movt= 32,309 IN-LB = 20 LB X 16 Levels x 24 IN / 2 = 3,840 IN-LB MpLapp = (0 67*300 LB X 5 Levels + 0 67*100 LB x 11 Levels) x 24 IN / 2 = 20,904 IN-LB Vcol = 0 7*Vtotal = 174 LB Depth, d = 24 0 IN Puplift = [0 75 x 0 7 X Movt - (0 6-0 llSos) x M^L - 0 75 x (0 6-0 145^) x MpL^pp] / d = [0 75*0 7*32309 - (0 6-0 11*0 81)*3840 - 0 75*(0 6-0 14*0 81)*20904] IN-LB / 24 IN = 307 LB <=== UPLIFT Allowable Tension = 790 LB Allowable Shear = 900 LB Interaction Equation # of Anchors per Double Foot Plate = 2 [307 LB/ 1580 LB] + [87 LB/ 1800 LB] = 0.24 < 1 2 Therefore OK USE (2) 3/8"0 x 2" MIN EMBED HILTI KB-T7 (ICC ESR-1917) PER DOUBLE FOOT PLATE USE (1) 3/8"0 X 2" MIN EMBED HILTI KB-TZ (ICC ESR-1917) PER SINGLE FOOT PLATE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 18 TC 2/19/2013 LRFD Load Combination - Slab System Load combination per RM) 2 2 Resultant Load combination 1 2 3 4 5 6 DL-total/col PL-total/col LL-total/col 14DL+12PL 14DL+12PL 1 2DL + 1 6PL + 1 6LL + 0 5{Lr or SL or RL) 1 2DL + 1 6PL + 1 6LL 1 2DL + 0 85PL + (0 5LL or 0 8WL) + 1 6(Lr or SL or RL) 1 2DL + 0 85PL + 0 5LL 1 2DL + 0 85PL + 0 5LL + 1 6WL + 0 5(Lr or SI or RL) 1 2DL + 0 85PL + 0 5LL (1 2+0 2SDS)DL + (0 85+0 2SDS)PL + 0 5LL + EL + 0 2SL {1 2+0 2SDS)DL + (0 85+0 2SDS)PL + 0 5LL + EL (0 9-0 2SD5)DL + (0 9-0 2SDs)PI-app - EL (0 9-0 2SDS)DL + (0 9-0 2SDs)PLapp - EL 200 LB 1,300 LB 323 LB EL = 1,346 LB Load combination 1 Pmax= 14DL+12PL = 14x200 LB + 1 2 x 1300 LB = 1,841 LB Load combination 2 Pmax= 1 2DL+1 6PL+1 6LL = 1 2 x 200 LB + 1 6 X 1300 LB +1 6 x 323 LB = 2,838 LB Load combination 3 & 4 Pmax= 12DL + 0 85PL + 0 5LL = 1 2 X 200 LB + 0 85 X 1300 LB + 0 5 x 323 LB = 1,507 LB Load combination 5 Pmax =^ (1 2+0 2Sos}DL + (0 85+0 2SD5)PL + 0 5LL + EL = (1 2+0 2*0 81) X 200 LB + (0 85+0 2*0 81) x 1300 LB + 0 5 x 323 LB + 1 0 x 1346 LB = 3,096 LB Load combination 6 Pmax = (0 9-0 2Sos)DL + (0 9-0 2SDs)PLapp - EL = (0 9-0 2*0 81) X 200 LB + (0 9-0 2*0 81) x 871 LB -1346 LB = -533 LB MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMANN HOBBS (SD) 19 TC 2/19/2013 Slab and Soil Check The slab will be checked for puncture and bearing stress If no puncture occurs, the slab is assumed to distribute the load over a larger area of the slab Pmax = 3,096 LB a) Puncture Fpunct= 2 66x(F'c'^0 5) = 2 66 X (2500 PSl)'^0 5 = 133 PSI Apunct = [{Weff +t/2)+(Deff +t/2)] x 2 x t = 1(5 25 IN + 5 IN/2) + (2 5 IN + 5 IN/2)] x 2 x 5 IN = 128 IN'^2 fv/Fv= P/[(Apunct)(Fpunct)] = 3096 LB/[128 lN'^2 x 133 PSI x 0 55] = 0 33 < 1 0 OK b) Bearing- 0Bn= O85x0xf'CxAl = 15,340 LB Pu / 0Bn = 3096 LB / 15340 LB = 0 20 < 1 0 OK c) Slab Tension Asoil= P/[10xfsoil] = 3096 LB/[1 0 X 1000 PSF/(144IN'^2/FT'*2)] = 446 IN'^2 L = Asoil'^0 5 = (446 IN'^2)'^0 5 = 21 1 IN B= [(Weff )(Deff )]'*0 5 + t = [5 25INx2 5IN]'^0 5 + 5 = 8 6 IN b = (L-B)/2 = (21 1 IN-8 6IN)/2 = 62 IN Mconc = (w)(b'^2)/2 = [(1 0)(fsoil)(b'^2)]/[144 (IN'^2/FT'^2) x 2] ^ LI 0 X 1000 PSI X (6 25 IN)/^2]/[144 (IN'^2/FT'^2) x 2] = 136 IN-LB Scone = llNx(t'^2)/6 = llNx(5IN)/^2/6 = 4 17 IN'^3 Fconc =5x0 xf'c'^0 5 = 5x0 55x(2500 PSO'^O 5 = 137 5 PSI fb/Fb = Mconc/[(Sconc)(Fconc)] = 135 54 IN-LB/[(4 17 IN'^3)(137 5 PSI)] = 0.24 < 1 0 OK Base Plate. Weff = 5 25 IN Deff = 2 50 IN Al= 13 13IN'^2 Concrete t = 5 00 IN fc= 2,500 PSI Soil fsoil= 1,000 PSF 0= 0 55 MATERIAL HANDUNG ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 30 TC 2/19/2013 Rack Support Proiect Scope The purpose of this analysis is to show that the following Interlake Storage Racks complies with Sectton 2208 of the 2010 California Building Code The racks are prefabncated and are to be field installed only, without any type of field welding Parameters The Rack will be analyzed as Steel Storage Rack as specified in Section 2208 of the 2010 California Building Code which references the RMI utilizing the formula Where Specifications E = (2/3) X Fa X Ss X I X Wseismic / R Fa = 1 03 Ss = 1 18 1=10 R = 4 0 Wseismic = 0 67*wPL + wLL/4 + wDL Steel - Shaped steel, Astm A570 Grade 55, Fy = 55,000 psi All others, Astm A36, Grade 36, Fy = 36,000 psi Bolts - A307 unless otherwise noted Welds - E70XX minimum required Anchors- 1/2"0x 2-1/2" Mm Embed HILTI KB-TZ (ICC ESR--)917) Slab - 5 in X 2500 psi Soil - 1,000 psf Load Combination as specified in Section 2 1 of the 2006 RMI 1 DL 2 DL LL + PL 3 (0 6-0 11SDg)DL -F 0 75*{0 6-0 14SDs)Plapp -0 75*0 7EL 4 ' (1+0 11SDS)DL + 0 75*(H-0 14SDS)PL 0 75*LL -t-0 75*0 7EL Dead Load Cntical Gravity Load Critical Seismic Uplift Cntical ^Gravity Plus Seismic Critical MATERIAL HANDUNG ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 31 TC 2/19/2013 Loads & Distribution Rack Analysis will be based on Section 2208 of the 2010 CBC E = (2/3) X Fa X Ss X 1 X Wseismic / R Fa = 1 03 Ss = 1 18 Sps -0 81 1 = 1 0 R = 40 Wseismic = 0 67*wPL + wLL/4 -f wDL # of Shelf #1 = 1 wPL = Olb < = = no pallet loads wLL, deck = 100 psf Width / Bay = 80 00 in wDL, rack = 100 lb Depth per Frame = 42 00 in wDL, deck = 5 psf Tnbutary Depth = 90 00 in Total PL-seismic = Oib Total LL-seismic = 1,250 lb Total LL = 5,000 lb Total DL = 350 tb Seismic Shear 0 7E = 0 7 X (2/3) X 1 03 X 1 18 X 1 X 1600 lb / 4 = 227 lb Level wDL wLL/4 hx WX hx Fl Movt 1 350 lb 1,250 lb 96 0 in 153,600 in-ib 227 lb 21,780 in-lb 350 lb Lonaitudinal Loads 1,250 lb < = = Based Assumed to be pinned 153,600 in-lb 227 lb 21,780 in-lb 350 lb Lonaitudinal Loads 1,250 lb < = = Based Assumed to be pinned Mbase = 0 in-lb 1,250 lb < = = Based Assumed to be pinned Level Pcol-wDL Pcol-wLL Pcol-seismic Mcol Mconn-seismic 1 88 lb 1,250 lb 136 lb 5,445 in-lb 5,445 in-lb Transverse Loads Level Pcol-wDL Pcol-wLL Pcol-seismic 1 88 lb 1,2501b 259 lb MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 32 TC 2/19/2013 Static Column Analysis: DL -f- LL -f PL Analyzed per AISI Section properties are based on net effective sections P= 1,338 1b KxLx/rx = 1 7 X 96 in/1 273 in = 128 2 < = = = (Kl/r)max KyLy/ry = 1 x42in/1 17 in 35 9 ro= (rx'^2-F ry''2-F xo'^2)''0 5 = 3 343 in 8= 1-(xo/ro)"2 (EQ C4 2-3) = 0 268 Fe IS taken as the smaller of Fel and Fe2 Fe1= Tr'^2E/(KL/r)max'^2 (EQ C4 1-1) = 17 7ksi aex= TT2e/(KxLx/rx}" 2 (EQ C3 1 2-7) = 17 7ksi at= 1/Aro'"2[GJ+(7r'' 2ECw)/(KtLt)'^2] (EQ C3 1 2-9) = 58 8 ksi Fe2= 1/{2B)*{(aex-Fat)-[(oex-Fat)'^2-(4*B*aex*ot)]'^0 5} (EQ C4 1-1) Section Properties = 14 3 ksi A= 3 000 in Fe= 14 3 ksi B= 3 000 in Fy/2= 27 5 ksi C= 0 750 in Since, Fe < Fy/2 t = 0 070 in Then, Fn= Fe (EQ C4^) Aeff = 0 600 in 2 - 14 3 ksi lx = 0 974 in ^ 4 Pn= Aeff X Fn (EQ C4-2) Sx = 0 649 in 3 = 8,599 lb rx = 1 273 in Qc= 1 92 ly = 0 822 in 4 Sy = 0 491 in "3 Pa= Pn/Qc (EQ C4-1) ry = 1 170 in = 4,479 lb J -0 001 in ^4 Cw = 2 307 in 6 P/Pa= 0 30 xo = -2 861 in Kx = 1 7 Lx = 96 0 in Ky = 1 00 Ly = 42 00 in Kt = 1 00 Lt = 42 00 in Fy= 55 ksi G = 11,300 • E= 29,500 ksi • * - t"*" ' Cmx= 0 85 Cb= 1 0 Qf= 1 67 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 33 TC 2/19/2013 Lonqltudinal Column Analysis: (1-1-0 11 SDO)DL -1- 0 75*LL -i-0 75*0 7EL Analyzed per AISI Section properties are based on net effective sections P= 1,135 lb M= 4,084 in-lb KxLx/rx = 1 7 X 96 in/1 273 in = 1282 < = = = (Kl/r)max KyLy/ry = 1 x42in/1 17 in 35 9 ro= (rx 2 + ry " 2 -F xo 2) ^ 0 5 = 3 343 m 8= 1-(xo/ro)"2 (EQ 04 2-3) = 0 268 Fe IS taken as the smaller of Fel and Fe2 Fe1= Tr'^2E/(KL7r)max^2 (EQ C4 1-1) = 17 7 ksi aex= 7r'^2E/{KxLx/rx)^ 2 (EQ C3 1 2-7) = 17 7 ksi C5t= 1/Aro^2[GJ-F(Tr'' 2ECw)/(KtLt)^2] (EQ C3 1 2-9) = 58 8 ksi Fe2= 1/(2B)*{(aex-Fat)-[(aex+CTt}-^2-(4*6*aex*at)I^0 5} (EQ C4 Section Properties = 14 3 ksi A= 3 000 m Fe= 14 3 ksi B= 3 000 in Fy/2= 27 5 ksi C= 0 750 in Since, Fe < Fy/2 t = 0 070 in Then, Fn= Fe (EQ C4^) Aeff = 0 600 in 2 - 14 3 ksi lx = 0 974 in 4 Pn= Aetf X Fn (EQ C4-2) Sx = 0 649 in ^ 3 = 8,599 lb rx = 1 273 in Oc= 1 92 ly = Sy = 0 822 in''4 0 491 in ^3 Pa= Pn/Oc (EG C4-1) ry = 1 170 in - 4,479 lb J ^ Cw = 0 001 in'^4 2 307 in ^6 P/Pa= 0 25 > 015 xo = -2 861 in Thus, Check P/Pa -F (Cmx*Mx)/(Max*)Ux) < 1 0 (EQ C5-1) Kx = 1 7 P/Pao + Mx/Max < 1 0 (EQ C5-2) U = 96 0 in Pno= Ae X Fy Ky = 1 00 = 33,000 lb Ly = 42 00 in Pao= Pno/flc Kt = 1 00 = 17,188 lb Lt = 42 00 in Me= Cb*ro*Aeff*(aey*CTt)'"0 5 Fy= 55 ksi = 231 in-kip G= 11,300 My= Sx*Fy E= 29,500 ksi = 35,695 lb Mc= My[1-My/(4Me)] = 34,3171b Cmx= 0 85 Max=Maxo= Mc/Of Cb= 1 0 = 20,549 lb nf= 1 67 fix^ {1/[1-(Qc*P/Pcr)]}'^-1 = 0 80 (1135 lb/4479 lb) -F (0 85 x 4084 in-lb)/(20549 in-lb xO 8) = 0 47 < 1.0, OK (EQ C5-1) (1135 lb/17188 lb) -F (4084 in-lb/20549 in-lb) = 0 26 < 1.0, OK (EQ C5-2) MATERIAL HANDLING ENGINEERING TEL (909) 869-0989/FAX (909)869-0981 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 34 TC 2/19/2013 Transverse Column Analysis: (1 -FO 11 SDS)DL + 0 75*LL -FO 75*0 7EL Analyzed per AISI Section properties are based on net effective sections PCQl= 1,227 lb KxLx/rx = 1 7 X 100 in/1 273 in = 133 5 < = = = (Kl/r)max KyLy/ry = 1 x50in/1 17 in = 42 7 (KL/r)max = 133 5 ro=- (rx-"2 -f- ry'^2 + xo ^"2) ''0 5 = 3 343 in 13= 1-(xo/ro)''2 (EQ C4 2-3) = 0 268 Fe IS taken as the smaller of Fel and Fe2 Fel= Tt'^2E/(KL/r)max''2 (EQ C4 1-1) = 16 3 ksi Section Properties aex= Tr'"2E/(KxLx/rx)'"2 (EQ C3 1 2-7) A= 3 000 in = 16 3 ksi B= 3 000 in at= 1/Aro"2[GJ-F(7i'^2ECw)/(KtLt)''2] (EQ C3 1 2-9) C= 0 750 in = 39 1 ksf t = 0 070 in Fe2= 1/{20)*{(aex-f-ot)-[(<Tex-l-CTt) ''2-(4*0*CTex*cTt)] "0 5> (EQ C4 M) Aeff = 0 600 in 2 = 12 2 ksi lx = 0 974 in "4 Sx = 0 649 in ^3 Fe= 12 2 ksi rx = 1 273 in Fy/2- 27 5 ksi ly = 0 822 in'•4 Since, Fe < Fy/2 Sy = 0 491 in'^3 Then, Fn= Fe (EQ 04-4) ry = 1 170 in = 12 2 ksi J = 0001 in^4 Cw = 2 307 in ^ 6 Pn = Aeff X Fn (EQ C4-2) xo = -2 861 in = 7,342 lb Kx = 1 7 Lx = 100 0 in nc= 1 92 Ky = 1 00 Ly = 50 00 in Kt = 1 00 Pa= Pn/Qc (EQ C4-1) Lt = 52 00 in = 3.824 lb Fy= 55 ks) G = 11,300 : P>col/Pa=~ 0 32 < 1 0, OK E=:29,500 ksi MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 PROJECT FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 35 TC 2/19/2013 Beam Analvsig Beam to column connections provide adequate moment capacity to stabalize the system, although it does not provide full fixity Thus, the beams shall be analyzed assuming partial end fixity In justifying the beam to column moment connection, the partial end fixity moment will be added to the Longitudinal frame moment for the analysis of the connection % End Fixity = 25 % Effective Moment for Partiallv Fixed Beam For simply supported beams, the max imum moment at the center is given by wL'^ 2/8 An assumption partial fixity will decrease the maximum moment by the following method 0 = 025 Thus, Mcenter = Mcenter(simple ends) - 0*Mcenter(fixed ends) = wL''2/8-{0 25'wL'^ 2/12) = wL"2/8 - wL^2/48 = 0 104 * wL2 Reduction Coeff8= 0 104/0 125 = 0 832 Mcenter = e*(wL^2/8) = 0 832 X (wL ^ /8) Mends = 0*Mmax(fixed ends) = (WL'"2/12)*0 25 = 0 0208 X wL " 2 Mcenter(simple) TOPICAL BEAM FRONT VIEW Efective Deflection tor Partially Fixed Beam For simply supported beam conditions, the maximum deflection at the center is given by 5wL ^ 4/384EI An assumption of partial fixity will decrease this maximum deflection by the following method Amax= S * [5w(L) ^4/(384*E*lx)] r SEIZMIC ^ i_ IISic ^ PROJEa MATERIAL HANDLING ENGINEERING SHEET NO TEL (909) 869-0989 / FAX (909) 869-0981 CALCUUTED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 36 TC 2/19/2013 Beam Analysis cont. Live Load = 5,000 lb Dead Load = 350 lb End fixity = 25 % Mcenter = 0 104*wL'"2 = 22,256 in-lb Mends = 0 0208xwL'"2 = 3,338 in-lb Lmax= [1950-F1200(M1/M2)]b/Fy M1/M2 =0 15 < = = = Since Mcenter > Mends Lmax = (1950 + 180) x 2/55 = 77 5 tn < L Thus, Fb = 0 6 X Fy = 33,000 psi Maximum Static Load per Level depends on 1) Moment Caoacitv if, fb = M/Sx Then, 0 6 * Fy = (B*wL ^ 2/8)/Sx Thus, Max Wt /Level = [9 6*Fy*Sx/(l3 * L)]*a = (9 6* 55 KSI * 0 746 IN ^ 3)/(0 832*80 IN)*1 = 5,918 lb/Level < = = = Governs QR, 2) Allowable Deflection Beam Properties lx = 1 589 in'^4 Sx = 0 746 in "3 Fy = 55,000 psi Length=L = 80 0 in a = 4 000 in If, Dallow = L/180 = 0 444 IN And, D= [5w(L)"4/(384*E*ix}l*R Then, Max Wt /Level = 2* [(384*E*lx*Aallow)/(5*L 3 * 8)] = 7,385 lb/Level b = 2 000 in Thus, Maximum Allowable Ljve Load / Level = 5,568 lb/Level | MATERIAL HANDUNG ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 37 TC 2/19/2013 Beam to Column Connection Analysis Mconn max= Mconn seismic -F Mend 5,445 in-lb Connection capacity depends on the following parameters 1) Shear capacitv of the studs Stud 0 = 7/16 in Fy= 55,000 psi Pmax-shear= 0 4 x Fy x Area = 0 4 X 55000 psi x (0 4375 in)2 x 7T/4 = 3,3071b 2) Beannq capacitv on column tcol= 0 074 in Fu= 65,000 psi Pmax-brg= Bearing Area * Fbeanng = (tmin * thickness) "(10' Fu) = (0 4375 IN * 0 074 IN) * (1 0 *65000 PSI) = 2,104 4 LB < 3307 lb 3) Moment capacitv of bracket Mcap= Sbracket * Fbending = 0 11 in 3 X 0 66 x Fy = 3,993 in-lb C- Mcap/0 75 = 1 11 x P1 Thus, PI = 1 2 X Mcap = 4,792 in-lb > 3307 3 lb Thus, the Governing value is the minimum value of PI, P1-eff= 2,104 lb Mconn-allow= PI x 4 5 in -F P2 x 0 5 in = 4 55 X Pl-eff = 9,575 in-lb > Mconn max, OK C = P^ +P2 = P1-FP1*(0 5/4 5) = 1 11*P1 Sbracket = 0 110 in^3 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 38 TC 2/19/2013 3 75 * Vtransv/2= 85 lb Diagonal Member Transverse Brace Analysis It IS assumed that the transverse braces resist the seismic shear in tension and compression, with compression being critical in the design Ldiag= f(D-3")"2 + (H-6")^21^'^ = 53 1 in Pmax= V*(Ldiag/D) = 1081b (kl/r)max= (k x Ldiag)/r mm = 1 X 53 1 in /O 52 in) = 102 1 in Fe= Tr^E/(kl/r)' = 27,474 pSi Since Fe>Fy/2, Fn= Fy*{1-fy/4fe) = 27,251 psi Pn= Area x Fn = 0 259 in2x27251 psi = 7.058 lb Pallow= Pn/Qc = 7058 LB /I 92 = 3,676 lb fa/Fa= Honzontal Member 0 03 < 1 0 OK (kl/r)max= (k * Lhoriz)/r mm = (0 8 X 42 IN /O 52 IN ) = 64 6 IN Fe= 7i^E/(kl/r)^ = 68,553 PSI Fy/2= 25,000 PSI SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe) = 40 883 PSI Pn= AREA*Fn ' = 0 259IN^2*40883 PSI = 10,589 LB Pallow= Pn/Oc = 10589 LB/I 92 = 5,515 LB LOWER BRACE PANEL ELEVATION H= 42 00 in D= 42 00 in Diagonal Member C1.5 X 1 5 X 16ga A = 1 500 in B = 1 500 in t = 0 060 in AREA= 0 259 in ^2 r min= 0 520 in Fy= 50,000 psi Honzontal Member 01.5x1 5x16ga A = 1 500 in B = 1 500 in t = 0 060 in AREA= 0 259 in'^2 r min= 0 520 m Fy= 50 000 psi Oc= 1 92 fa/Fa= 0 02 < 1 0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 39 TC 2/19/2013 Overturning Analysis Full Loaded Condition 0 7E = 227 lb Movt= 0 75*5;(Fixhi) = 16,335 in-lb Mst = [(0 6-0 11SDS)DL -F 0 75*(0 6-0 USoslPLapp] x Depth / 2 = 13.334 in-!b Puplift = (Movt - Mst) / Depth = (16335 in-lb - 13334 in-lb) / 42 in = 71 lb Allowable Tension = 830 lb Allowable Shear = 900 lb # of Anchors / Plate = 2 Depth = 42 00 in Vcol = 57 lb Interaction Eqn. [71 lb/1660 lb] + [57 lb/1800 lb] = 0 06 < 1 2 Therefore, Ok MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 40 TC 2/19/2013 Base Plate Analysis Pool,max = 1,338 lb Mb = in-lb Effective Base Width (B) = 8 00 m Effective Base Depth (D) = 5 00 in b = 3 00 in b1 = 2 50 in Thickness (t) = 0 375 in Fy = 36,000 pSi fa =P/A = Pcol/(D x B) = 33 4 psi fb = Mb/(DxB ^ 2/6) = 0 0 psi fb2 = 2xb1xfb/B = OOpsi fbl = fb-fb2 = 0 0 psi Mbase = wbl ^^2/2 = b1 ^2/2[fa -F fbl -F 67fb2] Mbase =104 in-lb Sbase=(1)(t'^2)/6 = 0 02 m'^3 Fbase = 0 75 x Fy = 27,000 psi fb/Fb = Mbase/(Sbase x Fbase) 0 17 < 1.0, OK J5I b1 Pcol b1 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 41 TC 2/19/2013 Load Combination for Slab Analysis Load combination per 2006 RMI 1) 1 4DL + 1 2PL 2) 1 2DL -F 1 4PL -F 1 6LL + 0 5(SL or RL) 3) 1 2DL -F 0 85PL -F 0 5LL -F 1 6(SL or RL) 4) 1 2DL -F 0 85PL + 0 5LL -F 1 3WL + 0 5(SL or RL) 5) (1 2-FO 2SDS)DL + (0 85-FO 2SDS)PL + EL -F 0 5LL -F 0 2SL DL-total/col = 88 lb LL-total/col = 1,250 lb EL = 370 lb Load combination 1 Resultant Load combination 1 4DL 1 2DL -F 1 6LL 1 2DL -F 0 5LL 1 2DL -F 0 5LL (1 2-FO 2SDS)DL -F 0 5LL -F EL Pmax = 1 4DL = 1 4 X 88 lb = 123 lb Load combination 2 Pmax = 1 2DL -F 1 6LL = 1 2x88 lb + 1 6 X 1250 lb = 2,105 lb Load combination 3 St 4 Pmax = 1 2DL + 0 5LL = 12x88lb-F05x 1250 lb = 730 lb Load combination 5 Pmax = (1 2+0 2SDS)DL -F 0 5LL -F EL = 1 36 X 88 lb -i- 0 5 X 1250 lb -F 370 lb = 1,1151b MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS 9SD) 42 TC 2/19/2013 Slab & Soil Analysis The slab will be checkecj for puncture and beanng stress If no puncture occurs, the slab is assumed to distribute the load over a larger area of the slab a) Puncture Pmax = 2,105 lb Fpunct= 2 66>c(Fc''0 5) = 2 66 X (2500 psi) "0 5 = 133 psi Apunct = [(Weff -i-t/2) + (Deff -Ft/2)] x 2 x t = [(8 in -F 5 m/2) -F (5 in + 5 in/2)] x 2 x 5 in = 180 in "2 fv/Fv = P/[Apunct X Fpunct] = 2105 lb/[180 in " 2 X 133 psi X 0 55] 0 16 < 1 0 OK b) Bearing 0Bn = 0 85x0 xfcxAl = 46,750 lb Pu/0Bn = 2105 lb/48750 lb c^ Slab Tension 0 05 < 1 0 OK Asoil = P/[1 0 X fs] = 2105 lb/[1 0x1000 psf/(l44 in"2/ft'^2)l = 303 in 2 L = Asoil '^0 5 = (303l2in'^2)"05 = 17 4 in B ^ [Weff xDeff]'"0 5 -F t = [8 m X 5 in] '^0 5 -F 5 in = 11 4 in b = (L-B)/2 = (17 41 in-11 4in)/2 = 3 0 in Mconc = (w)(b'^2)/2 = [(1 0)(fs)(b'^2)]/[144 (m "2/ft2) x 2] = [1 0x1000psix(3in)'^2]/[144(in'^2/ft'^2)x2] = 31 in-lb Scone = 1 in X (t'^2)/6 = 1 mx (5 in)'^2/6 = 4 17in "^3 Fconc = 5x0xfc'^O5 = 5x055 X (2500 psi)''0 5 = 137 5 psi fb/Fb = Mconc/[Sconc x Fconc] = 31 33 in-lb/[{4 17 in ^ 3) (137 5 psi)] Base Plate Weff Deff 8 00 in 5 00 in Al = 40 0 in 2 Concrete" Thickness = 5 00 in fc = 2,500 psi Soil fs = 1,000 psf 0= 0 55 0 05 < 1 0 OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909) 869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS (SD) 43 TC 2/19/2013 SCOPE VERIFY ADEQUACY OF THE STAIRWAY SYSTEM TO MEET THE REQUIREMENTS OF THE 2010 CBC THE ANALYSIS IS BASED ON A STAIRWAY SERVING AREAS THAT ARE NOT ACCESSIBLE TO THE GENERAL PUBLIC AND THAT HAVE AN OCCUPANT LOAD OF LESS THAN 50 PARAMETERS: STEEL - Fy= 46000 PSI BOLTS - Fv= 10000 PSI (A307) DESIGN LOAD 100 PSF DISTRIBUTED 300# CONCENTRATED (TREAD) 200 # (POST/HANDRAIL) CONFIGURATION: Lvert= 96 0 IN Lhoriz= 144 0 IN Hl= 38 00 IN Lrail= 42 00 IN WIDTH= 36 00 IN MATERIAL HANDLING ENGINEERING TEL (909) 869-0989/FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS (SD) 44 TC 2/19/2013 TREAD ANALYSIS BENDING THE TREADS SHALL BE ANALYZED FOR A WORST CASE LOAD SITUATION FROM THE FOLLOWING LOAD CASES fa) CONCENTRATED LOAD AT CENTER Mpoint= PL/4 = 300 LB* 36 IN/4 = 2,700 IN-LB fb) DISTRIBUTED LOAD w = (100 PSF) * (12 IN/12 IN/FT) = 100 0 LB/FT = 83 LB/IN = 2700 IN-LB/2 9773 IN'^3 = 907 PSI Fb= 0 6*Fy = 27,600 PSI fb/Fb= DEFLECTION 0 03 <1.0 OK TREAD WIDTH w A" 7^ d= 12 0 IN Mdist= w*L'^2/8 b= 2 0 IN = 8 3 LB/FT * (36 IN)'>2/8 t= 0 105 1,350 IN-LB WIDTH=L= 36 0 IN 1= 14 89 INM THUS, Mmax= 2,700 IN-LB S= 2 98 IN'^3 Fy= 46,000 PSI fb= Mmax/S E= 29,000 KSI TREAD OK FOR BENDING D= 5WL'^4/384EI = 000 IN Dallow= L/240 = 36 IN/240 0 15 > ACTUAL DEFLECTION, OK TREAD OK FOR DEFLEaiON MATERIAL HANDUNG ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS (SD) 45 TC 2/19/2013 STRINGER ANALYSIS DEAD LOADS STRINGER= 7 LB/FT TREADS= 10 LB/FT HANDRAILS= 2 LB/FT WDL= 19 LB/FT LIVE LOAD BENDING WLL= LIVE LOAD ' TRIB WIDTH = 100 PSF* (36 IN/12 IN/FT)/2 = 150 LB/FT W= WDL+WLL = 169 LB/FT = 14 1 LB/IN Mdist= w*L'^2/8 = 14 1 LB/FT * (144 IN)'^2/8 = 36,504 IN-LB THUS, Mm3X= LIVE LOAD * TRIB WIDTH fb= Mmax/S = 36504 IN-LB/4 0688 IN'^3 = 8,972 PSI Fb= 0 6*FY = 27,600 PSI HI Lnoriz Lvert I ^ fb/Fb= 0.33 <10 OK STRINGER Lvert= 96 0 IN DEFLECTION Lhoriz= 144 0 IN Hl= 38 0 IN D= 5WL'^4/384EI Lrail= 42 0 IN = 134 IN STAIR WIDTH= 36 0 IN lx= 20 34 INM Dallow= L/240 Sx= 4 07 IN'^3 = 173 1 IN/240 A= 10 IN -0 72 > ACTUAL DEFLECTION, OK 8= 2-3/8 IN ! t= 0 1046 IN STRINGER OK FOR DEFLECTION Fy= 46,000 PSI MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)859-0981 161 ATLANTIC STREET POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS (SD) 46 TC 2/19/2013 TREAD ATTACHMENT ATTACH TREAD TO STRINGER WITH (2) 0 375 IN DIAMETER BOLTS PER SIDE Vbolt= 100 PSF * 3 FT/2 = 150 LB <=== SHEAR PER ATTACHMENT Vallow= Fv * AREA * # OF BOLTS = 10000 PSI * (0 375 )'^2*(3 14159/4) * 2 = 2,209 LB > Vbolt OK STRINGER ATTACHMENT ATTACH STRINGER TO PLATFORM WITH (2) 0 375 IN DIAMETER BOLTS Vbolt= 169 LB/FT * 12 FT/2 = 1,014 LB <=== SHEAR PER ATTACHMENT Vallow= Fv * AREA = 10000 PSI * (0 375 )'^2*(3 14159/4)* 2 = 2,209 LB > Pbolt OK CONCRETE BEARING LOWER BRACKET IS 4 5 IN x 2 75 IN AREA= 12 38 IN'^2 Pend= 1,014 LB fp= Pend/AREA = 82 PSI Fp= 0 7 *f'c 1,750 PSI fp/Fp= ANCHORAGE 0.05 < 10 OK USE (1) 0 5 IN DtA X 2 5 IN MIN EMBED HILTI KB-TZ (ICC ESR-1917) ANCHORS PER BASE MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 / FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJEa FOR SHEET NO CALCULATED BY DATE COBRA-PUMA GOLF NAUMAN HOBBS (SD) 47 TC 2/19/2013 POST AND HANDRAIL PER THE REQUIREMENTS, THE POST AND HANDRAIL MUST RESIST A POINT LOAD OF 200 LB POST Mmax= P* Hl/2 = 200 * 38lN/2 = 3,800 IN-LB fb= M/S = 24,051 PSI Fb= 0 66*Fy = 30,360 PSi fb/Fb= 0 79 HANDRAIL Mmax= P* Lrail/4 = 200 * 42 IN/4 = 2,100 IN-LB fb= M/S = 21,000 PSI Fb= 0 6*Fy = 27,600 PSI fb/Fb= 0 76 LOAD IS SHARED BETWEEN 2 POSTS HAND RAT HI < 1 0 OK i.hori: Lvert l-5/8"0 D X 13 GA POST Sx= 158IN'^3 Fy= 46,000 PSI < 1 0 OK t-l/2"0D xl6GA Sx= IOOIN'^3 Fy= 46,000 PSI SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV« BP DATE I L Business Name CoSfi^ TUAV\ 6vou/^ Business Contact Telephone # Project Address City State Zip Code f l-ooS APN# Mailing Address City state Zip Code Plan File# Project Contact Telephone # The following questions represent the facility's activities, NOT the specific project descnption PART I FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION OCCUPANCY CLASSIFICATION Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials If any of the items are circled, applicant must contact the Fire Protection Agency with junsdiction pnor to plan submittal 5 Organic Peroxides 9 6 Oxidizers 10 7 Pyrophoncs 11 8 Unstable Reactives 12 1 Explosive or Blasting Agents 2 Compressed Gases 3 Flammable/Combustible Liquids 4 Flammable Solids Water Reactives Cryogenics Highly Toxic or Toxic Materials Radioactives 13 Corrosives 14 Other Health Hazards <^5^one of These PART II SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVtSIONS fHMDl If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Matenals Division, 1255 impenal Avenue, 3'" floor, San Diego, CA 92101 Call (619) 338-2222 pnor to the issuance of a building permit / / FEES ARE REQUIRED Expected Date of Occupancy YES • • • • • • NO Si (SL Is your business listed on the reverse side of this fomi? (check all that apply) Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or caranc^ens/reproduclive (oxins in any quantity'? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article ^0p • CalARP Exempt / Date Initials • CalARP Required / Dale Initials • CalARP Complete I Date Iniliats PART III SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT If the answer to any of the questions below is yes. applicant must contact the Air Pollution Control Distnct (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit Note if the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commenang demolition or renovation, except demolition or renovalion of residential structures of four units or less Contact the APCD for more information 1 YES • • D • B Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http y/www sdapcd org/info/facts/permits pdf, and the list of typical equipment requmng an APCD permit on the reverse side of this fnDm Contact APCD if you have any questions) (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through la)? (Public and pnvate schools may be found after search of the California School Directory at http //www cde ca gov/re/sd/. or contact the appropnate school distnct) Will there be renovation that involves handling of any fnable asbestos matenals, or disturbing any matenal that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting structural member? Bnefly descnbe business activities Bnefly descnbe proposed project ^U^cVifJGt fz>IL ^OL^ £^€M£tyr 57^Mcs.i^ I d^lare under penalty of perjury that to the t>est of my knowledge and belief, Name of owner or Authonzed Agent tiiefibe responses madeJie lerein are true and correct Signature of Owner or AuthonzefMiSSnt Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION BY DATE EXEMPT OR NO FURTHER INFORMATION HEQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD HM-9171 (04/07) County of San Diego- DEH - Hazardous Matenals Division CB130608 1818 ASTON AV COBRA GOLF= INSTALL SHELVING CATWALK SYSTEM • cv 4 ,s(l5 -^'-'^ niwi infp. Approved Date By BUILDING cu PLANNING tna ENGINEERING ^ FIRE Expedite? Y f N^ AFS Checked tjy HazMat h?CO Health Forms/Fees Sent Reed Due? By ErKina Y N j Fire ^ 1 __ V N HazHealthAPCD V N PE&M 1 ' V N School r N Sewer V N Stormwater Y N Special Inspection Y N CFD- Y N LandUse Density- ImpArea FY Annex: Factor PFF Y N Continents Date Date Date Date Building Planning Engineering Fire Need? • Done • Done • Done • Done S W a Issued