The URL can be used to link to this page

Home My WebLink About1896 RUTHERFORD RD; ; CB153651; PermitCity of Carlsbad 01-06-2016 1-635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB153651 Building Inspection Request Line (760) 602-2725 Job Address: 1896 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: INDUST Status: ISSUED Applied: 10/27/2015 Entered By: RMA Parcel No: 2121203000 Lot#: 0 Valuation: $100,000.00 Construction Type: NEW Occupancy Group: Reference# Plan Approved: 01/06/2016 Issued: 01/06/2016 Inspect Area Project Title: SPY OPTICS-STORAGE RACKS Applicant: PREMIER WAREHOUSE PERMITS INC 565 PORTER WY PLACENTIA CA 92870 714 269-8693 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2 Fee BTD #3 Fee Renewal Fee · Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expeditlted Plan Review $627.06 $0.00 $438.94 $0.00 $0.00 $28.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $4.00 $0.00 Total Fees: $1,098.00 Total Payments f o Date: Plan Check #: Owner: P D G CARLSBAD 46 LTD 1825 GILLESPIE WAY#102 EL CAJON CA 92020 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) 1raffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg St;mdards Plan Chk TOTAL PERMIT FEES $1,098.00 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $1,098.00 $0.00 Inspector: Clearance: -------- f\OTICE: Aeaseta<ef\OTI r'Elet'TOO to as ''fees/eira:iicns.' Yi 00 dcfys frcrnthe date tlis ~t V10S issued to putest irrp'.)Sitia, cf trese fees/exroicns. If ,w putest trern ,w rrust fdlq,vthe putest µum.res set fcrth in C:o.terrmart a:m &=Jctia, OOJ2J(a), a-d file the putest a-d ITT/ ctrer recµred irtamiia, vJth the Qty ~for µo:essirg in~ vJth Cafsb=d M.ridµi a:m &=Jdia, 3.32,cro. Fali.re to tirrelyfdlON!hct ~ vJII ta-ITT/ sul::secp.m lega aiion to atta:k. re.1ew, set aside, vdd, cr anJ trer irrp'.)Sition. · You ere rerel:1/ R.RTl-ER f\OTIF18) that y0.r rig,( to putest the sp3Cffied fees/exaiicns i::xES NOf .APPLY to wii.er a-d reMJr amectia, fees ard ~ty cta-g:ls, nor plcl"firg, :zoirg. gcdrg cr ctrer sinila-~icaia, µo:essirg er sen.ire fees in amectia, vJth tris ptje:t. l'ffi i::xES IT .APPLY to arr/ fees/exa;ti wich ·ous1 ooen \maf\OTICEsinila-totlis crastowichthesta:utecflirrit.ationshas ·ru;1 ctheiv..ise "red. THE F~~LOW!NG'APPROVALS REQUIRED PRIOR TO PERMIT issuANCE; OPLANNING OENGINEERING OBUILDING OFIRE OHEALTH OHAZMAT/APCD Ccityof Carlsbad 'JOB ADDRESS 8<r CT/PROJECT# Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558. email: bui!ding@carlsbadca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT # OF UNITS # BEDROOMS # BATHROOMS DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) s-r-~€ ~~s EXISTING USE PROPOSED USE GARAGE (SF) .PATIOS (SF) DECKS (SF) FIREPLACE CONSTR. TYPE OCC. GROUP AIR CONDITIONING FIRE SPRINKLERS YEsO.-NoO YES ONo D YEsO NoO APPLICANT NAME Primary Contact ADDRESS 5'~5 .CITY STATE Pt. J:\:C.EN~A CA- ZIP °/2fJ7 b EMAIL • . . · _ J o;-t .N@\-,1 lt(Z-£:~ u-s--e ,Pe,i. ~ .:r:rs .L,o M . DESIGN PROFESSIOJtAL · tteM.t~ ADDRESS · s& s -Pd-'1F/C-WA't_ STATE ZIP CA q rz....9?7 o EMAIL _'} O ,.,i (a} W A-1-E i,l-t)uj41' STATE LIC. # CITY C-L C Jo,-J PHONE Col~ '258-2.100 EMAIL t;.tt:,:.P~ CONTRACTOR BUS. NAME 1/,11','t'/..C: H-,3 v S t: ADDRESS 1-2. se.2... Hzc. /6 '2. ZIP 9W2--c /7 2.$~ -2.C,09 T tD (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 is u_ance, 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 [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or mat 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_m~re than five hundred dollars {$_500)). . ~ L Workers' Compensation Declaration: / hereby affirm under penalty-of perjury one of the following dec/araffons: D.1 nave and will maintain a certificate of consent to seJf.Jn·sure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 12::11 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation i suran e carrier and policy · number are: Insurance Co. L V ~J · Policy No. 9.6 q Z '7 t>O Expiration Date __.4 -'-f....L.;t-..l-"'=----- l]l]§, section need not be completed if the permirls for one hundred d ar $100) or less. LJ Certificate of Exemption: I certify that in the performance oft w rk for which this permit is Issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensati overage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as prov· the Labor code, Interest and attorney's fees • .JiS CONTRACTOR SIGNATURE [JAGEN:r DATE I hereby affirm that I am exempt from "Contractor's License Law for the following reason:. 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year ot 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). D I am exempt under Section ____ B,usiness and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the propqsed property improvement. OYes 0No 2. 1-(have / have not) 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. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the.work indicated (include name I address/ phone/ type of work): .JiS PROPERTY OWNER SIGNATURE 0AGENT DATE .. ·, i:·\ 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? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or a[r quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No . '.IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. :.;~: < ' -'~ '; '. ,, '< .. '.,, ~ ' + ~ I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). · Lender's Name Lender's Address I certifythatl have rea_d the application and state that the above lnfonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of CaHsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OF THIS PERMIT. OSHA: An OSHA pe11111t is required for excavations over 5'0' deep and demolition or construction oi structures over 3 stories in height. EXPIRATION: Every pe1111it issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or v.ork authorized by such pe1111itis not commenced v.ithin 180 days from the date of such pe1111it or if the building or v.ork authorized by such permit is suspended or abandoned at any time after the v.ork is commenced for a period of 180 days (Section 106.4.4 Unifo1111 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. CERTIFICATE Of OCCUPANCY /Commercial Projects only I Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the.completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX - EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) . CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO. CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION . A! APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB153651 Type: Tl -~~----Inspection Item ____ _ 03/03/201.6 19 Final Structural 03/03/2016 89 Final Combo 03/01/2016 19 Final Structural 03/01/2016 19 Final Structural 01/07/2016 19 Final Structural 01/07/2016 19 Final Structural Tuesday, March 08, 2016 INDUST Inspector Act PY AP PY PY PY RI RI NR PA PA SPY OPTICS-STORAGE RACKS Comments CYNDI WONG APPROVED 3/1.EMAILING CARD AM PLEASE/NO FIRE REQUIRED Page 1 of 1 I ~') CB153651 1896. RUTHERFORD RD ~ C:,TTY OF SPY OPTICS-STORAGE RACKS Tl INDUST 8~!~~5~!~" INSPECTIO_N RECORD It! INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB Lot#: PREMIER WAREHOUSE PE;R-MITS INC It! CALL BEFORE 3;30 pm FOR NEXT WORK DAY INSPECTION It! FOR BUILDING INSPECTION CALI,: 760•602•2725 RiECOROCOPV OR GO TO: www.c-isbad,y,i.ffll'ylldl09-AND CLICK ON ~11eque· 1 -~on" · · · Required Prior to Requesting Building Final If Checked YES Planning/Landscape 760-944-8463 Allow 48 hours CM&I (Engineering l~pectionsJ 760-438-3891 Call-before 2 pm . fire Prevention 76D-602-4660 · Allow 48 hc;>urs ·_~ofln~~ ( ,>D! " BUILDING Date r ""'" ELECTRICAL Date . lnsp~tor .. #11 . fe)0NDATION #31 D E~~CJRJI; UNDE"'-G,Ql)~D qqF~R . . . #12 REINFOR«;~Q~Ei #34 .. RQUGH E~ClRIC #66 MASONRY PRE GROUT_· #~~ D E~Cl'RIC SERViCE. D TEMP~RARY , ""' " MECHANICAL [UDE" COMBO INSPECTION llti. INTERIOR lAlH & D~ALL . t#SJ, .. PO~L EXCA/~i:/BOND/FEIC«;E ~4 -~~E_ROUGH CONIBO (14,24;34,44) #19 FINAL .. , ""' ., PLUMBING 1-,--...;;b;;.;a;.;;te;;..·..,.....:1----::::;1n=::.· c.:::;.::;;;;to;;.::t;,.,;· --1, #89 FINAL OC~l}_PANCY ( 1~,2&;39,49) .. FIRE Date· . #29 FINAf "7'$ FINA~ . 'UDC" STORM WATER · F/A.RO(iGJMN ... #609 .· N~CE OFVIOLATiON R~V10/2D12 SEE BACK FOR SPECIAL NOTES .. .. Section 5416. Health and Safety Code, State of California (a) There shall be not less . than one water closet· for each 20 employees or fr,ctlonal part thereof working at a constr~ction Job site. The watet closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term consiruction site shall mean the locatlon on which actual construction of a ~ullding ls in progress. (c) A violation of this section shall constitute a misdemeanor. All consfruetlon or work for which a permit fa require~. sha!I be subject t.o inspection and all such construotion or work shall remain accessible .and exposed for inspection ;pt,1rposes until approved by the inspector. Work shall not be done beyond the point indicated in.each, successive inspet::lion without first obtaining. the approval of the inspector. DATE ADDITIONAL NOTES ., /. ./. 1/1 f?D/' A.f.1717 jJ ~ ,,/ d'tli1T~ t;: c"h6W ' I ~ .0 ~ A .u fh I//· y V .. IV' .. - .. .. . . .. .. .. ' l S'il, RUTHE'~FD~D ~I) \ 5 -3le,S l Inspection & Material Testing P.O. Box 2450 1-- Alpine, ·CA 91-~03 Phone 61~-640-0612 Fax 619-445-5889 · DAY -DATE COVERING 'WORK PERFORMED REQUIRING APPROVAL BY·THE SPECIAL INSPECTOR OF: Q Reinforced C:onerate General Contractor CODE --- Signature of Regi.er.d Inspector /d·/h~r: Ht!:ZIG' Date of rt Registered Number CERTIFICATE OF COMPI.IANCE b~~:i~~~~~=Kp=:ci SPECIFICATIONS ANC THE APPLICABLE WORKMANSHIP PROVISIONS OF iriE GOVERNING STANOAROS. EsGil Corporation In <Partnersliip witli qovernment for cJ3uifaing Safety DATE: 1/6/2016 CJ APPLICANT CJ JURIS. JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3651 SET: III CJ PLAN REVIEWER CJ FILE PROJECT ADDRESS: 1896 Rutherford Rd. PROJECT NAME: Storage Racks & Catwalk for the Spy Optics Inc. 1:8] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 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. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mark Wallace Telephone#: 619-723-7930 Date contacted: rt\r1.JL. (by: ) Email: Mail Teleph~,l)'..r Fax In Person REMARKS: (j. City to filed verify that the path of travel from the handicapped parking space to the rack area and the~throom serving the rack area comply with all the current disabled access requirements. . btain Fire Department approval. 3. The applicant hand carried the approved plan to the city. lA By: David Yao ~ Enclosures: EsGil Corporation D GA D EJ D MB D PC 12/31 9320 Chesapeake Drive, Suite '.208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partnersliip witli (}011ernment for (}Juifaing Safety DATE: 12/28/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3651 PROJECT ADDRESS: 1896 Rutherford Rd. SET: II ~2.PLICANT ~JURIS. CJ PLAN REVIEWER CJ FILE PROJECT NAME: Storage Racks & Catwalk for the Spy Optics Inc. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and shot1ld be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8J The applicant's copy of the check list has been sent to: John Martinez D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Martinez Telephone#: 714-269-8693 pate con~cted\7,,{ ?,,ff (by(\Gf Email: john@warehousepermits.com ~ail v"'f elephone Fax In Person D REMARKS.: By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 12/21 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ., City of Carlsbad 15-3651 12/28/2015 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. City to filed verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements . Title 24, Part 2. 3. Obtain Fire Department approval. 5. Dimension all diagonal and horizontal brace locations on the plans. Some of the bracing appears to not match the plan. For the rack H, K, I, J should show the bracing and .catwalk beam too. The response shows "see PWP sheet 2 of 2". PWP sheet 2 of 2 still does not dimension the location of the diagonal bracing. Please add the dimension. 6. Show the construction details of the stairway with calculation to justify it. The response shows "see added annex for stairway analysis". No stairway construction detail and no calculation provided. Please add the details and calculation. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. EsGil Corporation In fPartners/i.ip wit/i. qovemment for (JJui{aing Safety DATE: 11/6/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3651 PROJECT ADDRESS: 1896 Rutherford Rd. SET:I D _....APPLICANT .)'I· JURIS. CJ PLAN REVIEWER D FILE PROJECT NAME: Storage Racks & Catwalk for the Spy Optics Inc. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies ideritified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. IZ! The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plar1s are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IZ! The applicant's copy of the check list has been sent to: John Martinez D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check~;been completed. Person contacted: John Martinez Telephone#: 714-~~693 ~ate contacted: 1, } U (by:~ Email: john@warehousepermits.com 'f;Mail /~· hone'\. Fi;ix In Person D ... fr' -'-' REMAR : · By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 10/29 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City' of Carlsbad 15-3651 11/6/2015 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1896 Rutherford Rd. DATE PLAN RECEIVED BY ESGIL CORPORATION: 10/29 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 15-3651 DATE REVIEW COMPLETED: 11/6/2015 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No City of Carlsbad 15-3651 l, 11/6/2015 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego; CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.7(1) and 307.7(2). 2. City to filed verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements . Title 24, Part 2. 3. Obtain Fire Department approval. 4. The location of rack H, K, I, and J are not clearly identified on the plan. (not legible? Around the catwalk?) 5. Dimension all diagonal and horizontal brace locations on the plans. Some of the bracing appears to not match the plan. For the rack H, K, I, J should show the bracing and catwalk beam too. 6. Show the construction details of the stairway with calculation to justify it. 7. Show the grating specification and support information for all catwalk. 8. Provide calculation to show the 24160 beam is adequate. (span 96" with 500Ib load) 9. Where is the location of down aisle deck beam (50140)? Please clearly reference from· the floor plan. 10. Where is the location of cross aisle beam? Please clearly reference from the floor plan. All the dimensions for the cross aisle beam shall be clearly specified on the plan. 11. The configuration of the rack F and T shows in the calculation (p.16, 18) not quite match the plan. Please provide revise calculation to show the information on the plan is adequate. City' of Carlsbad 15-3651 11/6/2015 12. Please provide detail calculation to show load 2120lb for rack H on level 4 is adequate. 13. Note on page 19 shows beam 50140 at level 4 and 8. Why level 8? The load for level 8 does not show any extra? The detail on SCE1 of 1 does not show beam 50140 for level 4 and no 4 pin connections for level 4. It appears to similar for rack I, J, and K too. Please check all pick modules for 50140 beam and 4 pin connection. 14. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. I ' < t.' City of Carlsbad 15-3651 ~ 11/6/2015 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 15-3651 DATE: 11/6/2015 BUILDING ADDRESS: 1896 Rutherford Rd. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier rqCkS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: 0 Complete Review Reg. VALUE Mod. per city D Structural Only D Repetitive Fee 3 Repeats D Other D Hourly EsGil Fee ----IHr.@• Comments: ($) 100,000 100,000 $626.061 $406.941 $350.591 Sheet 1 of 1 · macvalue.doc + . ~ «·~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.1wv DATE: 11-2-15· PROJECT NAME: PROJECT ID: PLAN CHECK N(): Cij 15-3651 SET#: 1 ADDRESS: 1896 Rutherford Rd APN: C8J This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Plannin·g Division is required D Yes [gj No You may also ha.ve correction's tr.om 011e or more or the divisions listed below. Approval from these divisions may· be required prior to the issuance of a building permit. . Resubmitted ple;1ns should include corrections· from all divisions. D 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: john@warehousepermits.com For questions or clarifications ·on the attached ch~cklist please contact the following reviewer as marked: -. -·" '' ,•,· . . :PLANNING.· , . •_'.' EN.GiN.EISRING ·, ·FIRI; PRE\lENTlON: : : ; ,, •' · 760-602-4610 760;602-27f?O -·. 760-f;i0~~46f;i5--.. . . . . :-· , ' ·, . . '. ,·, ,-, :, : ' ,'. ... . '., : .. . . ..... , . '··-: .. ".,, _._.,. . [6] Chris Sexton· D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Ch ris.Sexton@carlsbadca.gov Ch ristogher.Glassen@carlsbadca.gov Gregor![.Ryan@carlsbadca.gov D Gina Ruiz D ValRay Marshall D Cindy Wong . 760-602-4675 760-602-27 41 760-602-4662 , Gina.Ruiz@carlsbadga.gov ValRa~.Marshall@carls?adca.gov cxnthia.Wong@carlsbadca.gov D Veronica Morones o· Linda Ontiveros D Dominic Fieri 760-602-46i9 760-602-2773 760-602-4664 Veronica.Morones@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri~carlsbadca.gov Remarks: .. ,··· ~ £ «i~ ~ CITY OF CARLSBAD PLAN CHECK Community& Economic --REVIEW Development Department "I:' ).635 Faraday Avenue TRANSMll:JW!)G. DEPT COPY Carlsbad CA 92008 www.carlsbadca.gov DATE: 11-19~2015 PROJECT NAME: SPY Optics PROJECT ID: PLAN CHECK NO: CB15-3651 SET#: I ADDRESS: 1896 Rutherford APN: ~ This plan check review is com,plete and has been APPROVED by the Fire Division. By: R. Metz A Final Inspection by the Fire Division is required D Yes tz1 No D 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 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 p.ermit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: . --- PLANNING · .ENGINEERING . ---FIRE PREViNTIO.N. ., 760-602-461-0 760:-602~2'750 ' ---1so-GQ~-4ess · . · - ,.;; -. ""'---.. . ---- D Chris Sexton D -Kathleen Lawrence [Z] Randy Metz 760-602-4624 760-602-27 41 760-602-4661 Chris;Sexton@carlsb§!dca.gQv · Kathleen.Lawrence@carlsbadca.gov R~ndy.Metz@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carl~batl~a.go~ Linda.Ontiveros@carlsbadca.gov C~nthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIE;LD INSPECTIONS, ANY REQUIRED TESTS, FIRE · DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page 1 of 1 . . m Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST D1;1te of Report: 11-19-2015 Name: Address: Permit#: CB153651 PREMIER WAREHOUSE PERMITS INC 565 PORTER WY PLACENTIA CA 92870 Job Name: SPY OPTICS-STORAGE RACKS Job Address: 1896 RUTHERFORP RD CBAD Conditions: Cond: CON0008651 BLDG nF.PT COP.,.Y Reviewed by: ;? 1t [NOT MET] ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. St~tural \.,o~ts ~--;-;.1-.1"'C ngineering --~ 1200 N. Jefferson St., Ste F Anaheim; CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Project: SPY OPTICS Project #: P-100715-8 Date: 12/04/15 1896 RUTHERFORD RD CARLSBAD, CA 92008 PLAN CHECK# Plan Review Responses STRUCTURAL CORRECTIONS: 5. PLEASE REFER PWP SHEET 2 OF 2 SHOWING ELEVATION & SIDE VIEW OF RACKS WITH DIMENSION OF DIAGONAL & HORIZONTAL BRACES. 6. PLEASE REFER ADDED ANNEX FOR STAIRWAY ANALYSIS. 8. PLEASE REFER CALCULATION PAGES 8.2 & 8.3 FOR ANALYSIS OF 96 IN WIDE BEAM 24160. 9. PLEASE REFER PWP SHEET 2 OF 2 FOR LOCATION OF THE DECK BEAMS. 10. THE LOCATION OF CROSS AISLE BEAM IS NOW SHOWN ON PWP PLAN SHEET 2 OF 2. 11. THE ANALYSIS OF RACK TYPE F & T IS REVISED. 12. FOR UNIT TYPE H, DECK LOAD@ LVL 4 =96*72/144( 60/2 + 10 )= 1920#. TOTAL LOAD=1920# + PRODUCT LOAD 200#/LVL = 2120#/LVL 13. IT IS SHOWN ON SHEET SCE 1 OF 1 THAT BEAM 50140 & 4 PIN CONN @ALL DECK LVLS. FOR UNIT TYPE H, FIRST DECK IS@ LVL 4. THE SECOND DECK IS TO BE INSTALLED@ 192 IN LATER ON FOR WHICH BEAM 50,140 WITH 4 PIN@ LVL 8 IS SHOWN ON PAGE 19. THIS CONSIDERATION OF FUTURE SECOND DECK IS APPLICABLE TO OTHER PICK MODULE UNITS ALSO. PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. SINCERELY, ~o?P'Jj~ S.PATEL RECEIVED DEC 3 0 2015 CITY OF CARLSBAD BUILDING DIVISION ,J. i '! j_ j_ l ! I . I 1 I Structural Concepts Engineering 1615 Yeager Ave La Verne, Ca. 91750 Tel: 909-596-1350 Fax: 909-596-7186 Project Name : SPY OPTIC INC. Project Number : P-100715-BLV Date : 12/07 /1'5 Street Address : 1896 RUTHERFORD RD City/State : CARLSBAD, CA 92008 Scope of Work : STORAGE RACK UcC 3 0 2015 j_ i 1_ i Structural Concepts S-~~ Engineering ·--<:::-f 1200 N. Jefferson ste, Ste F Anaheim. CA 92807 Tel; 714.632.7330 Fax: 714,632.7763 By: Project: SPY OPTIC INC. Project#: P-100715-8 TABLE OF CONTENTS Title Page .............................................................................................................. . 1 Table of Contents ................................................................................................... .. 2 Design Data and Definition of Components .......................................................... .. 3 Critical Configuration ............................................................................................. .. 4 Sefsmlc Loads ......................................................................................................... . Sto 6 Column .............................................................................................. _ .................... . 7 Beam and Connector .............................................................................................. . 8to9 ·1 ,1 Bracing -.................................................................................................................. . 10 ' Anchors .................................................................................................................. . 11 Base Plate ..................................................................... -......................................... . 12 Slab on Grade ......................................................................................................... . 13 Other Configurations .............................................................................................. . 14 to 22 I J_ ' ,-I SPY OPTIC5-1YPE A Page :;{_ of-;7,,.~ 12/4/2015 Str~tural ~oncepts ~i:4 Engineering . -~----:...W' 1200 N. Jefferson Ste, Ste E Anaheim. CA 92807 Tel: 714.632.73~x: 714.632.7763 By: Project: SPY OPTIC INC. Project#: P-100715-8 ·Design.Data 1) The analyses herein conforms to the requirements of the: 2012 !BC Section 2209 2013 CBC Section 2209A ANSI MH 16.1-2012 Specifications for the Design oflndustria! Steel Storage Racks ''2012 RJl,IJ Rack Design Manual" ASCE 7·10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=SS ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yfeld, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 l<si 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E?Oxx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy·inspector. 5) The existing slab on grade is 5.5" thick with minimum 3000 psi compressive strength. Allowable Soil bearing capacity Is 1000 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Frame Height A .·.·.·.·.·.·.·.·. Beam t::i-~·§-·§·§··§··~· ~}-~l)jl§i/))§)ll~t~b=Sp::!ic=in=g=· =:J:I: :>:-:-;-:-:,;.:- : Product : Beam Length Front View: Down Aisle (Longitudinal) Frame 5F'Y OPTIC5-1YFE A =~ Column Beam to Column Connector Base Plate and Anchors 1....-Frame..,.j Depth Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace 10/22/2015 1 L I I I ' . i I Str~tural Y,oncepts .-.. <-::-=~· E ~~;~9 ngineering ··---"'~d 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel; 714.632.7330 Fax: 714.632.7763 By: Project: SPY OPTIC-INC. Project#: P-100715-8 Configuration & Summary: TYPE A SELECTIVE RACK T 92" + 26" ---=,,--**RACK COLUMN REACTIONS 42" ~ ASDLOADS ..,.]_,-AXIAL Dl= 300 lb 42" AXlAL LL= 4,000 lb + 22" 264" + 22" + 23" + 5" ' ,I + SEISMIC AXIAL Ps=+/-4,096 lb 42" BASE MOMENT= 0 In-lb 264" -'>~ 42" _,.I--- 42" -t- 42" ,,,,,,,. ..:J.__ ' .,..tG-r--96" _,j-<-48" --:,j Seisinic Criteria #BmLvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.0721 Fa=l.071 6 48 in 264.0 in 6 96in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=1550 lb, M=11882 in-lb 0.29-OK Column &. Bacl<er None None None N/A Beam Fy=55 ksi HMH 33160/3.375" Face x 0.06" thk Lu=96 in I Capacity: 3356 lb/pr 0.15-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK I Mconn=3651 in-lb I Mcap=12691 in-lb 0.29-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2xl-l/2x16ga 0.18-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.21-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity= 0 in~lb 0.7-OK Anchor 2 per Base 0.5" x 3,25"Embed HILU KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Uplift=1870 lb) 0.992-OK Slab &Soil 5.5" thk x 3000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.37-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level BeamSpcg Brace Transv Lon git. A..··<ial Moment Moment Connector 1 5001b 5.0 in .42.0 in 41b 31b 4,300 lb 870 "# 2,316 "# 3pin OK 2 5001b 23.01n 42.0 in 21 lb 161b 4,000 lb 4,986 "# 3,651 11# 3 pin OK 3 5001b 22.0 in 42.0 in 37 lb 281b 3,700 lb 4,683 "# 3,491 "# 3 pin OK 4 5001b 22.0 in 42.0 in 531b 401b 3,400 lb 4,529 "# 3,633 "# 3 pin OK 5 3,000 lb 26.0 in 42.0 In 3501b 2671b 3,100 lb 5,090 11# 7,540 11# 3 pin OK 6 3,000 lb 92.0 in 42.0 rn 6781b 5171b 1,550 lb 11,882 "# 5,759 "# 3 pin OK ** Load defined as product weight per pair of beams Total: · 1,141 lb 870 lb Notes !BEAM 24160@ LVLS 1-41 BEAM 33160@ LVLS 5, 6. SPY OPTICS-TYPE A 10/22/2015 + ' I I I !· Structural Concepts :jfj/#7 Engineering ~-~,q-..~ 1200 N, Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632.7763 By: Project: SPY OPTIC INC. Seismic Forces Configuration: TYPE A SELECTIVE RACK Lateral analysis ls performed with regard to tl1e requirements of the.2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Transverse (Cross Aisle) Seismic Load· 1· V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Vt Cs1= Sds/R .. ·· = 0.1914 Cs-max* Ip= 0.1914 . ~ Cs2= 0.044*Sds Vmtn= 0,015 = 0,0337 Eff Base Shear=CS= 0.1914 Transverse Elevation Cs3= O,S*S1/R Ws= (0.67*PLRFl * PL)+DL (RMI 2.6.2) = 0,0518 ____ =_5:.,.,9:...;6..;.;0..;.;lb;__ _______ _ Cs-max= 0,1914 Vtransv;::Vt= 0.1914 * (600 lb + 5360 lb) Base Shear Coeff=Cs= 0,1914 Level 1 2. 3 4 5 6 PRODUCT LOAD P 5001b 5001b 5001b 500 lb 3,000 lb 3,000 lb P*0.67*PRF1 3351b 3351b 3351b 3351b 2,010 lb 2,010 lb sum: P=8000 lb 5,360 lb Longitudinal (Downaisle} Seismic Load Etransverse:::: 1,141 lb Limit States Level Transverse seismic shear per upright DL hi wi*hi 100 lb 5 in 2,175 100 lb 28 in 12,180 100 lb 50 in 21,750 100 lb 72 in 31,320 100 lb 98 in 206,780 1001b 1901n 400,900 6001b W=5960 lb Similarly-for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL Project#: P-100716-8 Ss= 1.072 S1= 0.414 Fa= 1.071 Fv= 1.586 Sds=2/3*Ss*Fa= 0.765 Sd1=2/3*S1 *Fv= 0.438 Ca=0.4*2/3*Ss*Fa= 0.3062 {Transverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRF1= 1.0 Pallet Height=hp= 48.0 in DL per Beam Lvl= 100 lb Fi Fi*(hi+hp/2) 3.7 lb 107-# 20.6 lb 1,071-# 36.8 lb 2,723-# 52.9 lb 5,078-# 349.5 lb 42,639-# 677.6 lb 145,006-# 1,141 lb i:=196,626 Cs1=Sd1/(T*R)= 0.1459 Cs2= 0.0337 Cs3= 0.0345 cs-max= 0.1459 = 5,960 lb (Longitudinal, Unbraced Dir.) R= 6.0 Level PRODUC LOAD P 1 5001b 2 5001b 3 5001b 4 5001b 5 3,000 lb 6 3,000 lb _c_s_=C_s_-m.;..a_x-_*I.,_p_=_0;..;..1;:..4.;..5..;.;9 ______________ T= __ 0.50 sec Vlong= 0.1459 * (600 lb+ 5360 lb) Elongitudlnal= 870 lb limit Sta ta$ l.uvd Longit seismic sl1aar per llpniJht P*0.67*PRF2 DL hi wi*hi 3351b 1001b Sin 2,175 3351b 100 lb 28in 12,180 3351b 100 lb 501n 21,750 3351b 100 lb 721n 31,320 2,010 lb 100 lb 98in 206,780 2,010 lb 1001b 190in 400,900 Fi 2.81b 15.71b 28.0 lb 40.41b 266.5 lb 516.6 lb sum: =======5=36=0=l=b ===60=0=1b====W===5=9=60=l=b====67=5=1=0=5=====8=7==0=1b========== SPY OPTICS-TYPE A Fage 5 of~~ 10/22/2015 J. ,_ ·! I .! .,i ·I Structural Concepts ~:fff~;Jffe Engineering . ---·-.: .. ::.-::::j/' 1200 N, Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632,7330 Fax: 714.632.7763 By: Project: SPY OPTIC INC. Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity. Seismic Story Forces Vlong= 870 lb Vcol=Vlong/2= 435 lb F1= 31b F2= 161b F3= 28 lb Seismic Story Moments Typical frame made Tributary area of mo columns ofrackJrame'-:.._ ~------~ ~ FtJ r:-:=, ,'~ C7-l \ r::"I"I -~ LZf -~ • ~ ~ :L'.:.:".tl I I -8I:I C3 E] :§ El :C±I - I I ..,.. IE! 13-IEJ :13-E2J:G 1-96" -I , ________ ., Conceptual System Project#: P-100715-8 Typical Frame made of two columns ---~--, O[ll[~ ............ --- Mbase-max= 0 in-lb <=== Defaq/t capacity h1-eff= fi1 -beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 2in = 435 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 0 in-lb PfNNEDBASE ASSUMED M 1-1= [Vcol * h1eff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] * h2 = (435 lb* 2 in)-0 In-lb = 870 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (870 In-lb+ 4986 in-lb)/2 = 2,928 In-lb LEVEL hi Axial Load 1 5in 4,300 lb 2 23in 4,000 lb 3 22in 3,700 lb 4 22in 3,400 lb 5 26in 3,100 lb 6 92In 1,550 lb = [435 lb-7.9 lbJ*23 in/2 = 4,986 in-lb Mseis(2-2)= (4986 in-lb+ 4683 in-lb)/2 = 4,835 in-lb Summary of Forces Column Moment** Mseismic** Mend-fixity 870 in-lb 2,928 in-lb 381 In-lb 4,986 In-lb 4,835 in-lb 381 in-lb 4,683 in-lb 4,606 in-lb 381 in-lb 4,5-29 in-lb 4,810 in-lb 381 in-lb 5,090 in-lb 8,486 in-lb 2,286 in-lb 11,882 ln-lb 5,941 in-lb 2,286 in-lb Mconn= (Mseismic + Mend-fixlty)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading SPY OPTICS-TYPE A h1 h1eff 11 Beam to Column Elevation rho= 1.0000 Mconn** Beam Connector 2,.316 in-lb 3pin OK 3,651 in-lb 3pinOK 3,491 in-lb 3 pin OK 3,633 in-lb 3pln OK 7,540 in-lb 3pinOK 5,759 in-lb 3 pin OK 10/22/2015 COL 1- ' ' t l ' i i I Structural Concepts :;f~ Engineering ~-,.-, .. ~:../· 1200 N. Jefferson Ste, Ste E Anaheim. CA 92807 Tel: 714.632.7330 Eax: 714.632.7763 By: Project: SPY OPTIC INC. Project#: P-100715-8 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: Hannibal IF3014-3x3x14ga Aeff= 0.643inA2 Ix = 1.130 JnA4 Sx = 0.753 inA3 rx = 1.326 in Qf= 1.67 E= 29,500 ksi Loads Considers loads at level 2 Iy = 0.749 1nA4 Sy = 0.493 inA3 ry= 1.080 in Fy= 55 ksi Cmx= 0.85 ·coLUMN DL= 250 lb Critical load cases are: RMI Sec 2.1 Kx = 1.7 Lx = 21.3 in Ky= 1.0 Ly= 42.0 in Cb= 1.0 r--3,0~in-1 -r y-·-,j-·-·-y s.ooo in !0,075 in _j_ JI:=· ~0.75in COLL!MN PL= 3,750 lb Load-Case 5:: (1+0.105*Sds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*{0.7·*rho*E)<= 1.0, ASD Method Mcol= 4,986 in-lb axlal /oad coeff: 0.7912569 * P seismic moment coeff: 0.5625 * Meo! Sds= 0.7654 Load Case 6:: (1 +0,104*Sds)D + (0.8S+0.14Sds}*B*P + (0.7*rho*E)<= 1.0/ ASD Method 1 +0 .105*Sds= 1.0804 axla/ load coeff: 0;67001 seismic moment coeff: 0.7 * Meo/ By analysis, Load case 6 governs utilizing loads as such 1.4+0.HSds= 1.5072 1+0.14Sds= 1.1072 0.85+0.14*Sds= 0.9572 B= 0.7000 rho= 1.0000 Axial Analysis Axial Load=Pax= 1.107156*250 lb+ 0,957156*0.7*3750 lb = 2,789 lb Moment=Mx= 0.7*rho*Mcol l<xLx/rx = 1.7*21.3125"/1.326" = 27.3 Fe= nA2E/(l<L/r)maxA2 = 192.5ksi Pn= Aeff*Fn = 32;839 lb P/Pa= 0.16 Bending Analysis > -0.15 l<yLy/ry = 1 *42"/1.08" = 38.9 Fy/2= 27.5 ksi .Qc= 1.92 Check: Pax/Pa + (Cmx*Mx)/(Max*µx) s 1.0 P/Pao + Mx/Max s 1.0 Pno= Ae*Fy = 0.643 in"-2 *55000 psi = 35;365 lb Pao= Pno/.Qc = 353651b/1.92 = 18,419 lb Fe> Fy/2 Fn= Fy(Hy/4Fe) = 0.7 * 4986 in-lb = 3,490 in-lb = 55 ksi*[1-55 ksi/(4*192.5 ksi)] = 51.1 ksi Pa= Pn/Qc = 32839 lb/1.92 = 17,104 lb Myield=My= Sx*Fy = 0.753 inA3 * 55000 psi = 41,415 in-lb Max= My/Qf Per= n"2EI/(l<L)maxA2 = 41415 in-lb/1.67 = 24,799 in,lb µx= {1/[1-(.Qc*P/Pcr)J}"-1 = {1/[1·(1.92*2789 lb/123658 (b)]}A-1 = 0.96 Combined Stresses = n"2*29500000 psi/(1*42 ln)"2 = 123,658 lb (2789 lb/17104 lb) + (0.85*3490 in-lb)/(24799 in-lb*0.96) = (2789 lb/18419 lb)+ (3490 in-lb/24799 in-lb)= 0.29 0.29 < 1.0,OK < 1.0, OK (EQ C5-1) (EQ CS-2) *·* For comparison, total column stress computed for load case 5 is: 28. 0% 1q loads 3237.305125 lb Axial and M= 2617 in-lb SFf OPTIC!B-TYPE A Page ) of ;;iz.,., l0I22I2015 ' i ! I i .i I ·i ·i i + i + ! .i ., ! ,j " ., !j ·! St'}Witural Voni,Wlts Cngineering 1200 flJ. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: 0 Project: SPY OPTIC INC. BEAM Configuration: TYPE A SELECTIVE RACK Dl:fERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (B2.1) W= C -2*t-2*r = 1.75 in -2*0,06 in -2*0.06 In = 1.510 in w/t= 25.17 !=lambda= [1.052/ (k)"0.5] * (w/t) * (Fy/E)"0.5 = [1.052/(4)"0.5] * 25.17 * (55/29500)"0.5 == 0,572 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 49.25 ksi f2(tension)= Fy*(y1/y2)= 101.01 ks! Y= f2/f1 Eq. B2.3-5 = -2.051 k= 4 + 2*(1·Y)"3 + 2*(1-Y) Eq. 82.3-4 = 66.90 'flat depth=w= yl+y3 = 3.135 in w/t= 52.25 !=lambda= [1.052/(k)"0.5] * (w/t) * (fl/EY'0.5 = [1.052/(66.9)"0.5] * 3.135 * (49.25/29500)"0.5 = 0.275 < 0;673 be=w= 3,135'1n bl= be(3·Y) = 0.621 b2= be/2 = 1.57 In b1+b2= 2.191 in > 1.0275 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.141 in Lflange-top=Lf= 1.510 in m= 0.192*(Fu/Fy) -0.068 = 0.1590 C= 2*Lc/(Lf+2*Lc) ·= 0.157 in (EQA7,2·4) Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)"2 -1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fye= Be* Fy/(R/t)"m (EQ A7.2·2) = 78.485 ksi Thus, Fya-top= 58.70 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 113.94 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange·bot=Lfb= Lbottom -2*r*-2*t = 2.510 In Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.37 ksi Fya= (Fya·top)*(Fyb/Fya-bottom) OK Eq. B2.1-4 Eq. B2.1-1 Eq B2.3-2 Project #: P-100715·8 2,751n V,s,n { T 1.625 In 3.375 In 1 0.0601n -~- Beam= HMH 33160/3 375" Face x 0.06" thk Ix= 1.042 ln"4 Sx= 0,565 lnA3 Ycg= 2.228 in t= 0.060 in Bend Radius=r= 0.060 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth= 3.375 In Fy m (yJ)_ A7.2,;•• l---;!,--1------+ i y1 Ycg l_ yl= Ycg-t-r= 2.108 in y2= depth-Ycg= 1.148 in y3= y2-t·r= 1.028 in = 29.56 ksi ifF= 0.95 Then F*Mn=F*Fya*Sx=! 15,86 in-k ... ' ·' 1 · Str~ural von~ts -,,--. Cngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: 0 Project: SPY OPTIC INC. BEAM Configuration: TYPE.A SELECTIVE RACK RMI Section 5.2, PT II Section · Beam= HMH 33160/3.375" Face x 0.06" thk Ix=lb= 1.042.JnA4 Sx= 0.565 fnA3 t= 0.060 in Fy=Fyv= 55 !<Si Fu=Fuv= 65 ksi Fya= 58.7 ksi 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L *W*Rm/8 E= 29500 ksl F= 150.0 L= 96 ln Beam Level= 2 P=Product Load= 500 lb/pair D=Dead Load= 100 lb/pair W=LRFD Load Factor= 1,2*D + 1.4*P+1,4*(0.125)*P FOR DL=2% of PL, W= 1.599 Rm= 1-[(2*F*L)/(6*E*Ib + 3*F*L)J RMI 2.,Z item 8 1 -(2*150*96 in)/[(6*29500 ksi*l.0418 inA3)+(3*150*96 in)] = 0.873 If F= 0.95 Then F*Mn=F*Fya*Sx= 31.51 in-k Thus, allowable road per beam pair=W= F*Mn*B*(# of beams)/(L *Rm*W) = 31.51 ln-k * 8 * 2/(96in * 0.873 * 1.599) = 3,763 lb/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 = (3763 lb/2) * 96 in * (1-0.873)/8 = 2,867 in-lb @ 3763 lb max allowable load = 0,381 in-lb @ 500 lb imposed product.load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1-(4*F*L)/(5*F*L + 10*E*Ib) = 1-(4*150*96 in}/[{5*150*95 in)+(10*29500 ksi*l.0418 inA4)] = 0;848 In if Dmax= L/180 Based on L/180Def!eltion Cn1:eria and Dss= 5*W*LA3/(384*E*Ib) L/180= 5*W*L A3*Rd/(384*E*Ib*fl: of beams) solving for W yields, W= 38•1*E*l*2/(180*5*LA2*Rd) = 384*1.0418 inA4*2/[180*5*(95 in)A2*0.848) = 3,356 lbfl>air allowable load basqd on-deflection limits Project#: N00715·8 2,75 In ~Sin + T 1.625 in 3,3751n j 0,060in -~1- ,._ _ _ ,omommmomommm,111111m11111111111111 :i--------------------- : : : : : : Beam Length - Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.080 in Thus, based on the-least capacity of item 1 and 2 above: Allowable load= 3,356 lb/pair Imposed Product Load= 500 lb/pair Beam Stress= 0.15 Beam at Level 2 '[ i ' ., · St~tural Von~ts Cngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: 0 Project: SPY OPTIC INC. BEAM Configuration: TYPE A SELECl1VE RACk DETERMINE ALLOWABLE MOMENT CAPACITf A} Check compression flange for local buckling (B2.1) w= c -2*t -2*r = 1.75 in -2*0.06 In -2*0.06 ln = 1.510 In w/t= 25,17 !=lambda= [1.052/(l<)A0,5] * (w/t) * (Fy/E)"0.5 = [1.052/(4)A0.5] * 25.17 * (55/29500)"0,5 = 0.572 < 0.673, Flange Is fully effective B) check web for local buckling per section b2.3 fi(comp)= Fy*(y3/y2)= 47.24 ksi f2(tension)= Fy*(y1/y2)= 99,00 ksi Y=-f2/f1 = -2.096 k= 4 + 2*(1-Y)A3 + 2*(1-Y) = 69.54 flat depth=w= yl +y3 Eq. B2.3-5 Eq. B2.3·4 Eq. B2,1-4 Eq. B2.1-1 Project #: P-100715-s T 2,500 in t-2,751n tl.751n { l~:I 1,625111 _j_ 0,060ln Beam= HMH 24160/2.5" Face x O 06" thk Ix= 0,512 fnA4 Sx= Q,358 jnA3 Ycg= 1.650 in t= 0,060 in = 2,260 in w/t= 37,66666667 OK Bend Radius=r= 0.060 in l=lat'nbda= [1.052/ (k)"0,5] * (w/t) * (fl/E)"0.5 = [1,052/(69.54)"0.5] * 2.26 * (47.24/29500)"0.5 = 0.19 < 0,673 be=w= 2,260 in bl= be(3-Y) = 0,443 b2= be/2 = 1.13 in bl+b2= 1,573 in > 0,73 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0,141 In Lflange-top=Lf= 1,510 in m= 0,192*(Fu/Fy) -0.068 = 0,1590 C= 2*Lc/(Lf+2*Lc) = 0.157 in (EQA7.2-4) Be= 3.69*(Fu/Fy) • 0.819*(Fu/Fy)"2 -1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fye= Be* Fy/(R/t)"m (EQA7.2·2) = 78,485 ksi Thus, Fya-top= 58,70 ksi (tension stress attop) Fya-bottom= Fya*Ycg/(depth -Ycg) = 113.94 ksi (tension stress at bottom) Check allowable tension stress for bottom flange L.:flange-bot=Lfb= Lbottom -2*r*-2*t = 2,510 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.37 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.56 ksi Eq B2.3-2 m d•plh I (EQA7.2-3) ~ y1 Ycg j_ If F= 0,95 Then F*Mn=F*Fya*Sx=j 10,04 in-k Fy=Fyv= 55,00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksl top flange=b= 1.750 in bottom flange= 2.750 in Web depth= 2.500 in Fy yl= Ycg-t-r= .1.530 in y2= depth-Ycg= 0.850 In y3= y2-t-r= 0,730 in · Str~ural Von~ts Cngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: 0 Project: SPY OPTIC INC, BEAM Configuration: TYPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= HMH 24160/2.5" Face x 0.06" thk Ix=Ib= 0.512 W'4 Sx= 0.358in1'3 t= 0.060 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 58.7 ksi i. Check Bending Stress Allowable loads Mcenter=F*Mn= W*L *W*Rm/8 E= 29500 ksi F= 150.0 L= 96in Beam Level= 2 P=Product Load= 500 lb/pair D=Dead Load= lOQ lb/pair W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P FOR DL=20/o of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)] RMI 2,2, item 8 1 -(2*150*96 ln)/[(6*29500 ksi*0.5115 fnA3)+(3*150*96 in)] = 0.785 If F= 0,95 Then F*Mn=F*Fya*Sx= 19.95 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# ofbeams)/(L*Rm*W) = 19.95 in-k * 8 * 2/(96in * 0.785 * 1.599) = 2,649 lb/pair allowable load based on bending stress Mend= W*L*(l-Rm)/8 = (2649 lb/2) * 96 in * (1-0.785)/8 = 3,417 In-lb @ 2649 lb max allowable load = 0,645 in-lb @ 500 lb imposed product load 2. Check Deflection StressAllowable Loads Dmax= Dss*Rd Rd= 1-(4*F*L)/(5*F*L + 10*E*Ib) = 1-(4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*0,5115 in"4)] = 0.7421n if Dmax= L{180 Based on L/180 Deflection Criteria and Dss= 5*W*LA3/(384*E:f'Ib) L/180= 5*W*L A3*Rd/ (384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*LA2*Rd) = 384*0.5115 inA4*2/[180*5*(96 in)A2*0.742) = 1,883 lb/pair allowable load bas~d on deflection limits Project#: P-10011s-s 2.75in tSin { T 1,625 in 2,500in l~ 0,060 In n111111111111111111111111nomo1,11111111111111111111 t==W-~~~~~Ii= ...... ~ .. -~ J.. --r-- "' .. ________ .... _____ _ ; : : : : : Beam l,ength - Id "' Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.142 In Thus1 based on the least capacity of item 1 and 2 above: Allowable load= 1,883·1b/pair Imposed Product Load= 500·1b/pair Beam Stress= 0.27 Beam at Level 2 t ! · St~tural Voniif>ts Cngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: ~p~ OP!}C~-. . _ _ Project#: P-100715-8 Deck Beam 96" DOWN AISLE DECK BEAM @ 72 IN AISLE The .beam to column connection Is assumed to provide partial end fixity for the beam frame. The end moment calculated herein ls added to the lateral force force portal moment when analyzing the connection capacity. Section Properties Beam Member= HMH 50140/5" Face x 0.075" .thk t--2,750in t1,75Oin { Loads Bendin Deflection Beam at Level= 1 Beam Type= Step IX= 3.413 ln"4 Sx= 1.303 ln"3 Length=L= 96.0 in Lu= 96.0 in Fy= 55,000 psi Def! Criteria -L/ 240 % End Fixity= 25 o/o Dist Load=w= 36.0 lb/In Mcenter= B*(wL"2/8) = ·0.832*(WL "2/8) Mends= 0*Mmax(fixed ends) = (WL"2/12)*0,25 = 0.0208*wL"2 Fb= 0.6 * Fy = 33,ooo psi Fb-eff= 33,000 psi" .Mcenter= 0.104 * wL "2 = 34,505 In-lb M= 34,505 In-lb fb= (M/Sx)/a = 26,481 psi Deft-allow= L/240 = 0.400 in Thickness= 0.075 in Impact Factor (a)=(1-25%/2)= 1.000 T 1.625in 5,000 in LL= 60 DL= 10 Trib width= 6 Eff Product Load= 100 1 t.:z:====:.1 0.075 In 0 = 0.25 Coeff B= 0.104/0.125 = 0,832 Mcenter= Mcenter(simple ends) • 0*Mcenter(fixed ends) = wLA2/8 -(0.25 * wl"2/12) = wL"2/8 • wL"2/48 = 0,104 * wL "2 Mends= 0.0208*wL"2 = 6,901 In-lb fb/Fb= 26481 psi/33000 psi = 0.80 <= 1.0, OK Deft= B * [5wl "4/.(384*E*Ix)] = [5*36 lb/in*(96 in)A4/(384*29.5x10"6 psi * 3.413 in"4)]*0.832 = 0.329 in <= 0.4 In, OK bending= 0.80 def!= 0.82 ! I ·' ,i ' l I- i I I i ., ·1 " ., l ·! i I I :i I ., S+~ ..... 1 .,,·"·mtts uz,: .;jj-n~~~~~fi¥~ferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: SPY OPTICS Project #: P-100715-8 Beam 72" CROSS AISLE BEAM Section Properties Beam Member= HMH 30140/3" deep x 0.075" thk Loads Bendin Deflection Beam at Level= 1 Beam Type= Step Ix= 1.068 ln"4 .Sx= 0.696 in"3 Length=L= 72.0 in Lu= 72.0 in Fy= 55,000 psi befl Criteria -L/ 240 % End Fixity= O' % · Dist Load=w= 23.3 lb/In Fb= 0.6 * Fy = 33,000 psi Fb-eff= 33,.000 psi Mcenter= wL"2/8 = 15,098 in-lb M= 15,098 in-lb fb= (M/Sx)/a = .21,693 psi Defl-allow= L/240 = 0.300 in Beam Weight= 4.0 lb/ft Thickness== 0.075 in Impact Factor (a)=(l-25%/2)=' 1.000 LL= 60 DL= 10 Tribwidth= 4 0= 0.0 Mcenter= Mcenter(simple ends) = wL"2/8 Mends= 0 in-lb fb/Fb= 21693 psi/33000 psi = 0.66. <= t.O, OK Deft= [5wL "4/(384*E*Ix)] = [5*23:3 lb/in*(72 in)"4/(384*29.5x10"6 psi * 1.068 in"4)]*1 = 0,259 in <= 0.3 in, OK Page<c • .5 of~~ bending= defl= 0.66 0.86 J ~- . :, .S+.,.11r+11.,.nl ~&:.~~~··. s ... ~ .. ,r:. nmneu.1?r1nn ··~---.,~.;:;~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: ProJect: SPY OPTIC INC. ProJect #: P-1 007 I 5-8 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK 1 he beam end moments shown herein show theresult of the maximum induced fixed end monents form se1sm1c + static loads and the code mandated minimum value of 1.5°/o(DL+PL) Mconn max= (Mseismic + Mend•fixity)*0,70*Rho = 3,651 in-lb Load at level 2 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0,44 in Fy= 55,000 psi Ashear= (0.438 in)A2 * Pi/4 = 0,1507 inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507inA2 = 3,315 lb Bearing Capacity of Pin tcoi= 0.075 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= alpha "' Fu "' diam * teal/Omega = 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin ~pacing= 2.0 ~n C= P1+P2+P3 tcllp= 0.18·in = Pi +Pl *(2.5"/4.5")+P1 *(0.5"/4.5") = 1.667 * P1 Mcap= Scllp * Fbending = 0.127 JnA3 * 0,66 * Fy = 4,610 in-lb Pclip= Mcap/ (1.667 * d) C*d= Mcap = 1.667 = 4610.1 ln-lb/(1.667 * 0.5 In) = 5,531 lb Thus, Pl= 2,135 lb Mconn-allow= [Pl *4.5"+Pl *(2;5''/4.5")*2.5"+P1 *(0.5"/4.5")*0.5"] = 2135 LB*[4,5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 12,691 in-lb > Mconn max, OK SPY OPTICS-lYFE A Page j of ~·<....- Fy= 55,000 psi Sclip= 0.127 1nA3 d= E/2 = 0.50 In rho= 1.0000 10/22/2015 Structural Concepts ~~? Engineering -. _ ¾ • ...,.)£/ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714,632.7763 By: Project: SPY OPTIC INC. Project#: P-100715-8 Transverse Brace Configuration: TYPE A SELECITVE RACK Section Pro1,erties Diagonal Member= Hannibal 1-1/2x1:1/2x16ga Horizontal Member= Hannibal 1·1/2x1·1/2x16ga Area= 0.273 inA2 r-l,500,n ~, r-).500,n -1 r min= 0.496 in Fy= 55,000 psi K= 1.0 Qc= 1.92 n1-.. Area= 0.273 in"2 r min= 0.496 in Fy= 55,000 psi K= 1.0 n ~oo,n _J_ -<=J l=i-o.2s,n ~ ~ 0.251n Frame Dimensions Diagonal Member Bottom Panel l-leight=I-I= 42.0 in Frame Depth=D= 48.0 in Column Wldth=B= 3.0 in Vtransverse= 1,141 lb Vb=Vtransv'l<0.7*rho= 1141 lb * 0.7 * 1 = 7991b -Ldiag= [(D·B*2)"2 + (l-l-6")"2]A1/2 = 55,3 in Pmax= V*(Ldiag/D) * 0.75 = 6901b Clear Depth=D·B*2= 42.0 in X Brace= NO rho= 1.00 (kl/r)= (k * Ldiag)/r min = (1 x 55.3 in /0.496 in ) = 111.5 In Fe= pi"2*E/(kl/r)"2 = 23,419 psi axial load 011 di'ago1Jal brace member Since Fe<Fy/2, T l====ll Pn= AREA*Fn = 0.273 in"2 * 23419 psi = 6,393 lb Pallow= Pn/Q = 6393 lb /1.92 = 3,330 lb Pn/Pallow= 0.21 Horizontal b1·ace Vh=Vtransv*0.7*rho= 799 lb (kl/r)= (k * Lhoriz)/r min = (1 x 48 In) /0.496 In = 96.Sin Since Fe>Fy/2, Fn=Fy*(l-fy/4fe) = 30,651 psi Pn/Pallow= 0.18 SPY OPTICS-TYPE A <= 1.0 OK <= 1.0 OK Fn= Fe = 23,419 psi Typical Panel Configuration Fe= pi"2*E/(kl/r)"'-2 = 31,072 psi Pf];;: AREA*Fn = 0.2731nA2*30661 psi = 8,371 lb Page 10 of ;;iv Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 8371 lb /1.92 = 4,360 lb 10/22/2015 Structural Concepts S~ Engineering -·-----::::,:;{/ 1200 N, Jefferson Ste. Ste E Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: Project; SPY OPTIC INC. Single Row Frame overturning Configuration: TYPE A SELECTIVE RACK Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9·0.2Sds)D + (0.9-0.20Sds)*B*Papp • E*rho Vtrans=V=E=Qe= 1,141 lb DEAD LOAD PER UPRIGHT =D= 600 lb PRODUCT LOAD PER UPRIGHT =P= 8,000 lb Papp=P*0.67= 5,360 lb Wst LC1=Wst1=(0,74692*D + 0,74692*Papp*1)= 4,451 lb Product Load Top Level, .Ptop= 3,000 lb DL/Lvl= 100 lb Seismic Ovt based on E, l:(Fi*hO= 196,626 In-lb heiqht/depth ratio= 4.0 in A) Fullv Loaded Rack Load case 1: Movt= I:(Fi*hl)*E*rho = 196,625 in-lb Sds= 0.7654 (0.9·0,2Sds)= 0,7469 (0.9-0,2Sds)= 0.7469 B= 1.0000 rho= 1.0000 Frame.Depth=Df= 48.0 in Htop-lvl=H= 190.0 in /ft Levels= 6 # Anchors/Base= 2 hp= 48.0 in h=H+hP/2= 214.0 in Mst= Wst1 * Df/2 = 4451 lb * 48 in/2 -= 106,824 in-lb Project#: P-100715-8 SIDE ELEVATION T = (Movt-Mst)/Df = (196626 in-lb -106824 in-lb)/48 in = 1,871 lb Net Uplift per Column I Net Seismic Uplift= 1,871 lb Stren_qth Level B) Too Level Loaded Onlv Load case l: 0 V1=Vtop= Cs* Ip* Ptop >= 350 lb for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0.1914 * 3000 lb = 93,652 in-lb = 5741b T = (Movt-Mst)/Df V1eff= 574 lb Critical Level= 6 = (93652 fn-lb -64534 in-lb)/48 in V2=VoL= Cs*Ip*D Cs*Ip= 0.1914 = 6071b Net Uplift per Column : 115 lb Mst= (0.74692*D + 0.74692*Ptop*1) * 48 in/2 = 64,534 In-lb I Net Seismic Uplift= 607 lb Stre11_qth Level Anchor Check (2) 0,5" x 3.25" Embed HILTI KWIK EZ SCREW ANCHOR anchor(s) per base plate. Special inspection is required per ESR 3027. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 970 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 1,250 lb Phi=-1 (935 fb/970 lb)Al + (285 lb/1250 lb)A1 = (303 lb/970 lb)Al + (143 lb/1250 lb)t-1 = SPY OPTICS-TYPE A Paige 11 of -2~ 1.19 0.43 Tcap*Phi= 970 lb Vcap*Phi= 1,250 lb <= 1.2 OK <= 1.2 OK 10/22/2015 I ,. I i I I ! i Structural Concepts Engineering 1200 N, Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax; 714,632,7763 By: Project: SPY OPTIC INC. Base Plate Configuration: TYPE A SELECTIVE RACK Section Baseplate= 8x5x3/8 EffWldth=W = 8,00 in Eff Depth=D = 5,00 in Column Width;.,b = 3.00 in Column Depth=dc = 3.00-ln L= 2.50 in Plate Thickness=t= 0.375 in a= 3.00 in Anchor c.c. =2*a=d = 6,00 in N=# Anchor/Base= 2 Fy = 36,000 psi Project#: P-100715-8 Downaisle ElevatJon Down Aisle Loads load Case 5:: {1+0.105*Sds)D + 0.75*[/1.4+0.14Sds)*B*P + 0.75*/0.7*rho*El<= 1.0, ASD Method COLUMN DL= 300 lb Axial=P= 1.080367 * 300 lb+ 0.75 * (1.507156 * 0.7 * 4000 lb) COLUMN Pl.= 4,000 lb = 3,489 lb Base Moment= 0 In-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0804 = o in-lb* 0.75*0.7*rho 1.4+0.14Sds= 1.5072 = 0 in-lb .-------------------------------, B= 0.7000 Axial Load P = 3,489 lb Mbase=Mb = 0 in-lb Ml= wLA2/2= fa*LA2/2 Axial stress=fa = P/A = P/(D*W) = 87 psi Moment Stress=fb = M/S = 6*Mb/[(D*BA2] = 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (1/2)*fb2*L*W3)*L = (1/3)*fb2*LA2 = o· in-lb S·plate = (1)(tA2)/6 = 0.023 lnA3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0,43 OK Tanchor = (Mb-(PLapp*0,75*0.46)(a))/[(d)*N/2] = -2,226 lb No Tension = 273 in-lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl*LA2)/2 = O in-lb Mtotal = M1+M2+M3 = 273 in-lb/in Fb = 0,75*Fy = 27,000 psi F'p= 0.7*F'c = 2,100 psi Tallow= 970 lb 01< OK Cross Aisle Loads 01/kal bad,,,,. R1-1ts« 2.1, il<m4, (.t+o.u.sa,)DL + (t+o.t4sos)PL 'D.:rs+s.'D.;,s .:~ ;r.o,ASo M•d1•" Check uplift load on Baseplate Eff( Effe Pstatic= 3,489 lb Movt*0.75*0.7*rho=· 103,229 fn-lb Frame Depth= 48.0 in Check uplift forces on baseplate with 2 or more anchors per RMI 7 .2.2, 'When the base plate conftguraUon consists of ~va anchor bolts located on either side P=Pstatic+l>seismic= 5,640 lb b =Column Depth= 3.00 in L =Base P.late Depth-Col Depth= 2.50 in fa = P/A = P/(D*W) = 141 psi Sbase/in = (1)(tA2)/6 = 0.023 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.70 OK SFY OPTICS-lYPE A Pseismlc= Movt/Frame Depth ·= 2,151 lb M= wLA2/2= fa*LA2/2 = 441 In-lb/in Fbase = 0.75*Fy = 27,000 psi Page 1:t. of ~ =t, of the column and a net uplift: force exists, the minimum base plate thickness hall be determined based on a design bending moment In the plate equal to the uplift: force on one anchor times 1/2 the distance from the centerline of the anchor-to the nearest edge of the rack column" Uplift per Column= 1,870 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 935 lb c= 2,50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,169 in-lb Splate= 0.117 fnA3 fb Fb *0.75= 0.277 OIC 10/22/2015 i I J i i t .I .1 d ·I I Structural Concepts :~~r--;:.?i Engineering ~~--, 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714,632.7763 By: Project: SPY OPTIC INC. Project#: P-100715-8 Slab on Grade Configuration: TYPE A SELECTIVE RACK - L SLAB ELEVATION a ~, : .#:: ~:: ~ ~ ~ ~ ~ ~~ ~ ~ ~ ~ j~ ~ ~ ~ ~ j ~ ~: [~ ~ ~ ~: j ~ ~ ~ ~* ;~)~~-;. ; . ; ?i~:::: . . :::::t::: ----------, ::::··. .. ·.·.:-:-:-:-·-·.·. . ·.·.:-:<::::::::-:-·· Baseplate Plan View Concrete fc= 3,000 psi tslab=t= 5.5 In teff= 5.5 in phi=0= 0,6 Soil fsoll= 1,000 psf Movt= 137,638 in-lb Frame depth= 48.0 In Base Plate Effec. Baseplate Width=B= 8,00 In Effec.llasepiate Depth=D= 5.00 in width=a= 3.00 in depth=b= 3,00 In Sds= 0.765 0.2*Sds= 0.153 ').;=Q.600 ~=B/D= 1.600 F'c"0.5= 54,80 psi Column Loads DEAD LOAD=D= 300 lb per column lfnlactored ASD load PRODUCT LOAD=P= 4,000 lb per column unlactored ASD load Papp= 2,680 lb per column P-seismic=E= (Movt/Frame·depth) = 2,867 lb per column unfactored Limit State load B= 0.7000 rho= 1.0000 Sds= 0.7654 1.2 + 0.2*Sds= 1.3531 0. 9 -0.20Sds= 0.7469 Puncture Apunct= [(c+t)+(e+t)]*2*t = 225,50 inA2 Fpunct1= [( 4/3 + 8/(3*!3)] * l *(F'c"0.5) = 98.6 psi Fpunct2= 2,66 * ').. * (F'c"0.5) = 87.5 psi Fpunct eff= 87.5 psi Slab Bending Pse=DL+PL+E= 7,227 l!J Asoll= (Pse*144)/(fsoil) = 1,041 in"2 X= (L-y)/2 = 8.31n Fb= 5*(phi)*(f'c)"0.5 = 164.32 psi SPY OPTICS-TYPE A midway dist face of column to edge of plate=c= 5.50 in midway dist face of column to edge of plate=e= 4.00 in Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN s = 1.35308 * 300 lb + 1.35308 * 0.7 * 4000 lb + 1 * 2867 lb = 7,062 lb Load Case 2) (0.9-0.2Sds)D + (0,9-0.2Sds)*B*Papp + rho*E RMI sEc 2.2 EQTN 7 = 0.74692 * 300 lb+ 0.74692 * 0.7 * 2680 lb+ 1 * 2867 lb = 4,492 lb Load Case 3) 1.2*D + 1.4*P = 1.2*300 lb + 1.4*4000 lb = 5,960 lb Load Case 4) 1.2*0 + 1.0*P + 1.0E = 7,227 lb Effective Columlt Load=Pu= 7,227 lb per column L= (Asoil)"0,5 = 32.26in M= w*x~2/2 = (fsoil*x"2)/(144*2) = 238.5 In-lb Page /3 of :;i, ~ fv/Fv= Pu/(Apunct*Fpunct) = 0.366 < 10K Y= (c*e)"0.5 + 2*t = 15.7 in 5-slab= 1 *teff"2/6 = 5.041n"3 fb/Fb= M/(S-slab*Fb) = 0.288 < 1, OK RMI SEC 2.2 EQTN 1,2 ACI :lJQ.11 Sec!l.2J, Eqln !rS 10/22/2015 I ! i 2- .f :r ·i i ·, ,1 ,j i ., Str~tural l,oncepts Engineering 1200 N. Jefferson ste. ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632,7763 By: Project: SPY OPTIC INC. Configuration &. Summary: TYPE D SELECTIVE RACK -rs:-- T 94" + 34" 264" + 264" 28" ., ·+· 28" + 8" ~I ' ' ,-b --96" --.,r Project#: P-100715-8 **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 250 lb AXIAL LL= 3,750 lb SEISMIC AXIAL Ps=+/-3,884 lb BASE MOMENT= 0 in-lb Seismic Criteria # Bm Lvls · Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=!.072, Fa=!.071 s 48 in 264.0 in 6 96In Single Row Component Descriptio11 STRESS Column Fy=SS ksi HannibalIF3014-3x3xl4ga P=1550 lb, M=11642 in·lb 0.43-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 33160/3.375" Face x 0.06" thk Lu=96 In I Capacity: 3356 lb/pr 0.89-OK Beam Connector Fy=S5 ksi Lvl 4: 3 pin OK I Mconn=7901 In-lb I Mcap=12691 in-lb 0.62-OK Brace-Horizontal Fy:;;55-ksi Hannibal 1·1/2x1-1/2x16ga 0.17-OK Brace-Diagonal Fy=55 ksi Hannibal 1·1/2xl-1/2x16ga 0.19-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity= 0 In-lb 0.65-OK Anchor _2 per Base 0.5'' x 3.25" Embed HILU KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Uplift=1822 lb) 0,958-OK Slab &Soil 5,5" thk x 3000 psi slab on grade. 1000 psf Soll Bearing Pressure 0.34-OK Level ., Load** I Story Force , -story Force Column I Column I Conn. Beam Per Level BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 500Ib 8.0 in 42.0 in 6lb 4Ib 4,000 lb 2,015 11# 2,936 "# 3 pin OK 2 5001b 28.0 in 42.0 In 25Ib 19Ib 3,700 lb 5,612 "# 4,148 "# 3 pin OK 3 500Ib 28.0 in 42.0 in 45Ib 34Ib 3,400 lb 5,478 "# 4,410 "# 3pinOK 4 3,000 lb 34,0 in 42.0in 332Ib 253Ib 3,100 lb 6,361 "# 7,901 "# 3 pin OK 5 3,000 lb 94.0 in 42.0 in 650 lb 496Ib 1,550 lb 11,642 11# 5,675 "# 3 pin OK 42.0in ** Load defined as product weight per pair of beams Total: 1,057 lb 806Ib Notes !BEAM 24160@ LVLS 1·3, BEAM 33160@ LVLS 4, 5 •• SPY OPTICS-iYPI: D Page t lj of ~ =<," 12/4/2015 i i I i I ·l i ·1 Str11,itural uoncepts Engineering 1200 N, Jefferson ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632,7763 By: Project: SPY OPTIC INC. Project#: P-100715..S Configuration &. Summary: TYPE E SELECTIVE RACK +-l========l 80" 240" t : 80" + 8" _, --r --96" ---l 240" **RACK COLUMN REAC71ONS ASDLOADS AXIAL DL= 150 lb AXIAL LL= 3;200 lb SEISMIC AXTAL Ps=+/-3;388 lb BASE MOMENT= 0 in-lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=l.072, Fa=i.071 3 42 In 240.0 In 6 961n Single Row Component Description STRESS Column Fy=SS ks! Hannibal IF3014-3x3x14ga P=2600 lb, M=13140 in-lb 0.52-OK Column & Backer None None None N/A Beam Fy:::55 ksi HMH 33160/3.375" Fae~ x 0,06" thlc Lu=96 in I Capacity: 3356 lb/pr 0.74-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK I Mconn:::8951 In-lb I Mcap=12691 In-lb 0.71-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.12-OK Brace-Diagonal Fy:::55.ksi Hannibal 1-1/2x1-1/2x16ga 0.14-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity= o in-lb 0.55-OK Anchor 2 per Base 0,5" x 3.25" Embed HIL 11 KWIK EZSCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Uplift=1676 lb) 0.867-OK Slab &Soil 5,5" th!<x 3000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.29-OK Level / Load** I Story Force I Story Force Column I Column I Conn. Beam PerLevei BeamSpcg Brace Transv Lon git. Axial Moment Moment Connector 2 2,500 lb 80;0 in 42.0 in 2961b 2261b 2,600 lb 13,140 "# 8,951 "# 3 pin OK 3 2,500 lb 80.0 in 42.0 in 5661b 431 lb 1,300 lb 8,624 "# 4,352 "# 3 pin OK 42.0 in 42.0 in 18.0 In ** Load defJned as product weight per pair of beams Total: 8781b 6691b I Notes IINTTLMIELBAY SPY OPTIC5-1YPE E 12/4/2015 ' I :/ ! i I I ., Str~tural voncepts Engineering 1200 N, Jefferson Ste. Ste E Anaheim, CA 92807 Tel: 714.632,7330 Fax: 714.632,7763 By: Project: SPY OPTIC INC. Project#: P-100715-a Configuration & Summary: TYPE F SELECTIVE RACK -'t:-11=======11 80" 240" + 38" + 80" + 8" ~I .,..-~·--96" ---,,r,,r Seismic Criteria Ss=1.072, Fa=l.071 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Pla.te Anchor Slab&Soll Level I Load** 3 4 Per Level 1,800 lb 1,800 lb #BmLvJs 4 Fy=SS ksi None Fv=SS ksi Fy=SS ksi Fy=55 ksi FY=55 ksi Fy=36 ksi 2 per Base BeamSpcg 38.0in 80.0 in ** Load defined as pradu(;t weight per pair of beams I Note, jINTlUNN8.BAY 5FY OPTICS-TYPE F 240" -,t'-42" -+ _.j-<-42" ---;;j-- **RACK COLUMNREAC770NS ASDLOADS AXIAL DL= 150 lb AXIAL LL= 3,050 lb SEISMIC AXIAL Ps=+/· 3,610 lb BASE MOMENT= 0 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 42 in 240.0 in 6 96in Single Row l;)escription STRESS Hannibal IF3014-3x3x14ga P=2538 lb, M=12618 in-lb 0,5-OK None None N/A HMH 33160/3.37.5" Face x 0;06'' thk Lu=96 in I Capacity: 3356 lb/pr 0.54-OK Lvl 3: 3 pin OK I Mconn=5030 in·!b I Mcap=12691 in-lb 0.4-OK Hannibal 1 • 1/2x1-1/2x16ga 0.11-OK Hannibal 1-1/2x1-1/2x16ga 0.14-OK Bx5x3/8 I Fixity= O in-lb 0.55-OK 0.5" x 3.25" Embed HILTI KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Selsmic Upllft=1972 lb) 0.983-OK 5 .5" thk x 3000 psi slab on grade. 1000 psf Soil Bearing Pressure Brace 42.0 in 42.0 in 42.0 hi 18.0 In Total: I Story Force I Story Force Transv Longit. 2641b 4321b 8401b 201 lb 3291b 640fb Paiae { fo· of ~ ~ Column Axial 1,875 lb 9381b I Column I Conn. Moment Moment 5,042 "# 5,030 "# 6,586 "# 3,266 "# 0.29-OK Beam Connector 3 pin OK 3 pin OK 12/4/2015 I 4· ! 1 Str~tural \Joncepts :i? Engineering .......... :::.d 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632,7763 By: Project: SPY OR'TIC INC. Project#: P-100715-8 Configuration & Summary: TYPE G SELECTIVE RACK 240" -4,--II========! 80" t 80" + I=======! 8" 240" -"-F-- 18" + 42" + 42" + 42" -t- 42" + 42" **RACK COLUMN REAC71ONS ASDLOADS AXIAL DL= 150 lb AXIAL LL= 3,750 lb SEISMIC AXIAL Ps=+/-J,893 lb BASE MOMENT:::: 0 in-lb ...,. ___,,_11,--_ ___._.__ ______ __,,__ ..:J.__ ., r -96" ---,.!'_,,~ .,j,,-42" .._,f--_}-42" -,,Y Seismic Criteria #BmLvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=i.072, Fa=i.071 3 42 in 240.0 in 6 96in Single Row Component Description STRESS Column Fy=SS ksi Hannibal IF3014-3x3x14ga P=2600 lb, M=15070 in-lb 0.56·OK Column & Backer None None None N/A Beam Fv=55 ksi HMH 33160/3,3;75" Face x 0.06" thk LU=96 in I Capacity: 3356 lb/pr 0.74-01< Beam Connector Fy=55 ksi Lvl 2: 3 pin OK I Mconn=10070 in·lb I Mcap=12691 in-lb 0,79-OK Brace-Horizontal Fy=55 ksi Hannibal 1 • 1/2x1-1/2x16ga 0.14-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.16-OK Base Plate Fy=36 ksi Bx5x3/8 I Fixity= 0 in-lb 0.64-OK Anchor 2 per Base 0.~" x 3,25" Embed HIL TI KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Uplift=1904 lb) 0.983-OK Slab &Soil 5.5" thk x 3000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.34-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level BeamSpcg Brace Transv Long it. Axial Moment Moment Connector 1 2,500 lb 8.0 In 42.0-ln 311b 241b 3,900 lb 1,943 "# 7,288 "# 3 pin OK 2 2,500 lb ao.o in 42.0 in 3401b 2591b 2,600 lb 15,070 "# 10,070 "# 3 pin OK 3 2,500 lb 80.0 In 42.0 In 6491b 4951b 1,300 lb 9,890 "# 4,795 "# 3 pin OK 42.0 in 42.0 In 18.0 in ** Load defined as product weight per pair of beams Total: 1,019 lb 7771b 5f'Y OPTICS-TYPE G 12/4/2015 .;. 1 i r Str~tural voncepts Engineering 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Te!: 714.632,7330 Fax: 714.632.7763 By: Project: Si>Y OPTIC INC, Project#: P-100715-8 Configuration &. Summary: TYPE T SELECTIVE RACK I' -y 94" + ; 26" + 22" 2 64" +i 98" 22" + 23" + 5" _, I/ --..-·"'"r---96" Seismic Criteria Ss=:1.072, Fa=l.071 Component Column Column & Backer Beam Beam Connector Brace-Horizorital Brace-Diagonal Base Plate Anchor Slab &Soil Level I Load** 5 6 Per level 3,000 lb 3,000 lb #BmLvls 6 Fy=55 ksi None Fy=55 ksl 'Fy=55 ksi Fy=55 ksi Fy=55 ksi Fy=36 ks.I 2perBase BeamSpcg 26.0 In 94.0 In ** Loa<! defined as product weight per pair of beams I Note, jINTTUNNEL BAY SPY OFTICS-lYPE T 264" _,j,:-48" .-,,j **RACK COLUMN REAC17ONS ASDLOADS AXIAL DL= 300 lb AXIAL LL= 3,500 lb SEISMIC AXIAL Ps=+/-3,746 lb BASE MOMENT'= 0 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 48 in 264.0 In 6 96in Single Row Description STRESS Hannibal IF301+3x3x14ga P=1550 lb, M=11247 in-lb 0.42-0K None None N/A HMH 33160/3.375" Face x 0,06" thk Lu=96 in I Capacity: 3356 lb/pr 0.89-0K Lvl 5: '3 pin OK I Mconn=7181 in-lb I Mcap=12691 in-lb 0.57-0K Hannibal 1-1/2x1-1/2x16ga 0.16-0K Hannibal 1-1/2x1-1/2x16ga 0.18-0K 8x5x3/8 I Fixity= o in-lb 0.62-0K 0.5" x 3,25" Embed HILTI KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Uplift=1770 lb) 0.925-0K 5.5" thk x 3000 psi slab on grade. 1000 psf Soil Bearing Pressure Brace 42.0 in 42.D'in I Story Force I Story Force Transv Long it. 321 lb 6281b 2441b 4791b Total: 1,013 lb 7721b Fage l,yof :{~ Column Axial 3,100 lb 1,550 lb I Column I Conn. Moment Moment 4,699 11# 7,181 "# 11,247 "fl: 5,537 "fl: 033-OK Beam Connector 3 pin OK 3 pin OK 12/4/2015 ! I i I ,, Str~tural lloncepts Engineering 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714.632,7330 fax: 714.632.7763 By: S.P. Project: SPY OPTIC INC. Project#: P-100715-8 Configuration &. Summary: TYPE H PICK MODULE --'*:-ll========l 44" ~ l========l F t==========l 264" 2F" I===========! ~ i=========l 3Fl~m~~~~~~ -"k-l=======l 28" 2F l========l ~ !=======! I '~--I -1-96" ---,( Seismic Criteria #BmLvls Ss=l.07.2, Fa=l.071 9 Component Column Fy=SS ksi Column & Backer None Beam Fy=55 ksl Beam Connector Fy=55 ksi · Brace-Horizontal Fy=55 ksi Brace-Diagonal Fy::::55 ksi Base Plate Fy=36 ksi Anchor 2perBase Slab&Soil Level I Load** Per level BeamSpcg 1 2001b 5.0 in z 200 lb 28.0 in 3 2001b 28.0 in 4 2,120 lb 37.0in 5 2001b 22.0 in 6 2001b 22.0 In 7 2001b 22.0 in 8 2001b 28.0 in 9 2001b 44.D in 264" -"'r--42_:: + 4~ +11-E------1 42" +·--42" ~~ 42" + 42" -:sl.:-11""---I .-,r-48" -:,,f-72" ,,J~ **RACK COLUMN REACTTONS ASDLOADS AXrAL DL= 450 lb AXrAL LL= 1,860 lb SEISMIC AXIAL Ps=+/· 1,962 /b BASE MOMENT::: 0 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 48 in 264.0 in 6 96in Single Row Description STRESS Hannibal IF3014-3x3x14ga P=1860 lb, M=4293 in-lb 0.19-0K None None NIA HMH 24160/2.5".Face x 0.06" thk Lu=96 in I Capacity: 1883 lb/pr 0.11-0K Lvl 2: 3 pin OK I Mconn=2573 in-lb I Mcap=12691 in-lb 0.2-0K Hannibal 1-1/2x1-1/2x16ga 0.1-0K Hannibal 1-1/2x1-1/2x16ga 0.12-0K 8x5x3/8 I FiXity= o in-lb 0.37-0K o:s" x 3.25" Embed HILU KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Upli~=696 lb) 0.408-0K 5.5" thkx 3000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.19-0K I Story Force I Story Force Column I Column I Conn. Beam Brace Transv Lon git. Axial Moment Moment Connector 42.0 in 21b 21b 2,310 lb 495 "# 1,563 "# 3 pin OK 42.0 in 141b 10 lb 2,160 lb 3,454 "# 2,573 "# 3 pin OK 42.0 in 25lb 191b 2,010 lb 3,382 "# 2,867 "# 3 pin OK 42.0in 260lb 1981b 1,860 lb 4,293 "# 3,929 "# 4-pinOK 42.0 in 491b 371b 7501b 1,462 "# 1,132 "# 3pin OK 42.0 In 581b 441b 600 lb 1,256 "# 975 "# 3 pin OK 671b 51 lb 450 lb 1,013 "# 861 "if: 3 pin OK 781b 601b 300 lb 932 "# 789 "# 4 pinOK 961b 741b 1501b 806 "# 463 "# 3 pin OK ** Loail defined as product weight per pair of beams Total: 649 lb 495 lb Notes !BEAM 24160 @HAND SfACKLVLS U.O. N., BEAM 50140@DECKLVL4&@LVL 8. Sf'( OPTIC5-TYPE rf PICK MODULE Pa':}e ltf. of~~ 12/4/2015 Strjl.itural l,oncepts :~:;,.~ Engineering ........ .-.-:.J 1200 N, Jefferson ste, Ste E Anaheim, CA 92807 Tel: 714,632.7330 Fax; 714,632.7763 By: S.P. Project: SPY OPTIC INC. Project#: P-100715-8 Configuration &. Summary: TYPE'.!! PICK MODULE ~ !======== --"'k-l==========l 28" ~ lt========l 264" 22'' 11========1 ~ l=========l ' 26" ~!.m:l~!m'l~~-* l=========l -;r,;-lt==========l w1=======1 T i==========l I ~-----96" ----r Seismic Criteria # Bmlvls Ss=l.072, Fa=l.071 10 Component Column Fy=55 ksi Column & Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=55 ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil Level I Load** Per Level BeamSpcg 1 2001b s.o in 2 2001b 23.0 in 3 2001b 22.0 in 4 2001b 22.0 in 5 2,120 lb 26.0 In 6 2001b 22.0 in 7 2001b 22.0 in 8 2001b 22.0 In 9 2001b 28.0 In 10 2001b 44.0in ** Load defined as product weight per pair of beams 26.f' .,j-<-48" -::,f-72" -;;j~ **RACK COLUMN REAClIONS ASDLOADS AXIAt DL= 500 lb AXIAL LL::: 1,960 lb SEISMIC AXIAL Ps=+/-2,062 lb BASE MOMENT= 0 in-lb Frame t>epth Frame Height # Diagonals Beam Length Frame Type 48 in 264.0 in 6 96in Single Row Description STRESS Hannibal IF3014-3x3x14ga P=2310 lb, M=3033 In-lb 0.18-0K None None N/A HMH 24160/2.5" Face x 0.06" thk Lu=96 in I Capacity: 1883 lb/pr 0.11-0K Lvl 2: 3 pin 01< I Mconn=2240 in-lb I Mcap=12691 in-lb 0.18-0K Hannibal 1-1/2x1-1/2x16ga 0.11-0K Hannibal 1-1/2x1-1/2xl6ga 0.13-0K 8x5x~/8 I Fixity= o in·lb 0.39-0K 0.5" X 3,;!5" Embed HILTI KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Upllft=708 lb) 0.417-0K 5.5" thk x 3000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.2-0K I Story Force I Story Force Column I Column I Conn. Beam Brace Transv Longit. Axial Moment Moment Connector 42:0 in 21b 21b 2,460 lb 529 11# 1,427 11# 3 pin 01< 42.0 in 121b 91b 2,310 lb 3,033 11# 2,240 "# 3pin OK 42.0 in 211b 161b 2,160 lb 2,851 11# 2,145 "# 3pin OK 42.0 in 301b 231b 2,010 lb 2,763 "# 2,238 "# 3pin OK 42.0 In 269 lb 205 lb 1,860 lb 3,115 "# 3,533 11# q.pin OK 42.0 in 51 lb 391b 7501b 1,510 "# 1,163 "# 3pinOK 601b 461b 6001b 1,297 "# 1,001 "# 3pin OK 691b 531b 4501b 1,047 "# 884 "# 3pinOK 811b 621b 3001b 963 "# 810 "# 4 pin OK 100 lb 761b 1501b 835 "# 473 "# 3pin OK ~r.; Total: 6941b 5291b Notes jBEAM 24160 @HAND STACKLVLS U.O. N., BEAM 50140@ DECKLVL5 &@ LVL 9. SPY OPTICS-lYf'E H PICK MODULE 12/4/2015 Str~tural voncepts Engineering , 1200 N, Jefferson ste, Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax; 714.632,7763 By: S.P. Project: SPY OPTIC INC. Project#: P-100715-8 Configuration & Summary: TYPE J PICK MODULE -s;- ~ 44" ->s-28" -"ts-, 22" 264"' -'is:-22" -+--22" ~ 37" I --"I-<-28" 98" ----J 28" -"k- ' 5" -I' - ~"-----95"--+ Seismic Criteria #BmLvls Ss=i.072, Fa=l.071 9 Component <.::olumn Fy=SS ks! Column &. Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=SS ksl Br:ace~Dlagonal Fy=SS ksi Base Plate Fy=36 ksi Anchor 2 pet Base Slab &Soil Level· I Load** Per Level BeamSpcg 2,120 lb 37.0 in ,a. 200Ib 22.0 In 3 200Ib 22.0 in 4 200Ib 22.0 in 5 200Ib 28.0 in G 200Ib 44.0 in 264" .}-48" ---+-72" ~ **RACK COLUMN REACTIONS ASDlOADS AXIAL DL= 450 lb AXlAL LL= 1,860 lb SEISMIC AXlAL Ps=+/· 1,962 lb BASE MOMENT= 0 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 48 in 264.0 in 6 96in Single Row Description STRESS Hannibal IF3014-3x3x14ga P=1860 lb, M=4293 in-lb 0.2-OK None None N/A HMH 24160/2.5" Face X 0.06" thk Lu=96 In I Capacity: 1883 lb/pr 0.11-OK Lvl 2: 3 pin OK I Mconn=2573 In-lb I Mcap=12691 in-lb 0.2-OK Hannibal 1-1/2x1-1/2x16ga 0,1-OK Hannibal 1-1/2x1-1/2x16ga 0.12-OK 8x5x3/8. I Fixity= o in-lb 0.37-OK 0:5" x 3.25" Embed HILTI KWIK EZ SCREW ANCHOR ESR3027 Inspection Reqd (Net Seismic Uplift=696 lb) 0.408-OK 5.5" thkx 3000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.19-OK I Story Force I Story Force Column I Column I Conn. Beam Brace Transv Long it. Axial Moment Moment Conneetor 42.0in 260Ib 198Ib 1,860 lb 4,293 11# 3,929 "# 4 pinOK 42.0 In 491b 37Ib 7501b 1,462 11# 1,132 11# 3 pin OK 42.0.in 58Ib 44Ib 600Ib 1,256 "# 975 "tt 3pln OK 671b 51Ib 450Ib 1,013 11# 861 "# 3 pin OK 78Ib 60Ib 300Ib 932 "# 789 11# 4 pin OK 96Ib 74Ib 150Ib 806 11# 463 11# 3pin OK ** Load defined as product weight per pair of beams Total: 649 lb 495 lb Notes !BEAM 24160 @ HAND STACK LVLS, BEAM 50140@ DECK LVL 1 &@ LVL 5. INTTUNNa BAY 5FY OPTIC5-TYFE J FICK MODULE 12/4/2015 i I I J i I I ' -.,; I Str~tural \.,oncepts Engineering 1200 N, Jefferson Ste, ste E Anaheim, CA 92807 Tel: 714,632,7330 Fax: 714,632,7763 By: S.P. Project: SPY OPTIC INC. Project#: P-100715-8 Configuration &. Summary: TYPE K PICK MODULE ~~ 1~ I======~ -+-II===;=; .. ======l 52" .l-I=======! 20" 264!' 21;; l========f w ,~~~~~~~~ ~-11=========1 --"t-r-11=========1 22" 23" 11========1 T l=========l ,- ~----54" ~ Seismic Criteria #BmLYls Ss=l.072, Fa=L071 9 Component Column Fy=55 ksl Column & Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy::::55 ksi Brace-Diagonal Fy::::55 ksi Base Plate Fy=36 ksl Anchor 2 per Base Slab &Soil Level I Load** Per Level BeamSpcg 1 2001b 5.0 in 2 2001b 23.0 in 3 2001b 22.0 In 4 2001b 22.0 in 5 2,120 lb 26.0 in 6 2001b 22.0ln 7 2001b 20.0 in 8 2001b 52.0 in 9 2001b 44.0 in 264'' ""'f:- 42.'.'. +,1----'ll 4£ + l<f-.,,. __ -1 42" +·--42" ~~ 42" + 42" + ~ 48" ~72" ~ **RACK COLUMN REAC!IONS ASDLOADS AXIAL DL= 450 lb AXIAL LL= 1;860 lb SEISMIC AXIAL Ps=+/-1;885 lb BASEMOMENT= 0-in-lb Frame Depth Frame Height # Diagonals Beain Length Fl'ameType 48 In 264.0 in 6 54in Single Row Description STRESS Hannib~I IF3014-3x3x14ga P::::2160 lb, M=2836 in-lb 0.17-OK None None N/A HMH 24160/2.5" Face x 0.06" thk Lu=54 in I Capacity: 4323 lb/pr 0.05-OK Lvl 2: 3 pin OK I Mconn=1991 In-lb I Mcap=12691 In-lb 0.16-OK Hannibal 1-1/2x1-1/2x16ga 0.1-OK Hannibal 1-1/2xl-1/2x16ga 0.12-OK 8x5x3/8 I Fixity= O in-lb 0.36-OK 0.5" X 3.25" Embed HIL 11 KWIK EZ SCREW ANCHOR ESR 3027 Inspection Reqd (Net Seismic Uplift=618 lb) 0.375-OK 5.5" thk x 3000 psi slab on grade. 1000 psf Soil Bearing Pressure 0.19-01< I Story Force I Story Force Column I Column I Conn. Beam Brace Transv Lon git. Axial Moment Moment Connector 42.0 in 21b 21b 2,310 lb 495 "# 1,233 "# 3 pin OK 42.0in 12 lb 91b 2,160 lb 2,836 "# 1,991 "# 3 pin OK 42,0 in 221b 171b 2,010 lb 2,661 "# 1,897 "# 3pin OK 42.0 In 321b 241b 1,860 lb 2,570 "# 1,974 "# 3pinOK 42.0in 2791b 2131b 1,7101b 2,880 "# 2,157 "# 4:pin OK 42.0 in 531b 401b 6001b 1,266 "# 842 "# 3 pin 01< 61 lb 471b 4501b 950 "# 1,051 "# 3pin OK 841b 641b 3001b 1,862 "# 1,022 "# 4 pinOK 1041b 791b 1501b 869 "# 371 "# 3 pin OK ** Load defined as product weight per pair of beams Total: ·649 lb 495 lb Notes !BEAM 24160@ HAND STACK LVLS, BEAM 50140 @ DECK LVL 5 &@ LVL 8. 5FY' OPTICS-TYPE K PICK MODULE 12/4/2015 •• 161.5 Yeager Ave La Verne. CA 917.50 T,et 909:..596J351 Fax: .90.9596_7186 .e-ma1H~ ma!H@sc:efnr=.net Project Name : SPY OPTIC Project Number ~ P-100715-SLV Date : 12/30/15 Street Address : 1896 RUTHERFORD RD. City/ State : CARLSBAD, CA. 92008 Scope of Work : STAIR -ANALYSIS RECEIVED DEC 3 0 2015 DEC 3 0 2015 CITY OF CARLSBAD ! BUILDING DIV~ s ~(o c;j 1616 Yeager Ave, La Verne, CA 91760 Tel: 909.696.1361 Fax: 909.693.8661 Stair & Guardrail Analysis Str~tural uon~ts -·-Cngineering 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456;0056 FaK: 714.466.0066 By: B0B5 Project: SPY OPTIC Design Specifications Configuration: Typical Stair System 1) The analyses presented herein conforms to the requirements of the 2013 CBC 2) Stringer steel Fy= 36000 psi Tread steel Fy= 36000 psi Post steel Fy= ·soooo psi Handrail steel Fy= 50000 psi 3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations. 4) Ali welds shall conform to AWS procedures, utiliz[ng E70xx electrodes or similar. -All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. Design Loads Exit Facility LL= 100 psf Framing DL= 10 psf Configuration Rt1t1 '[45 itl Typical Stall· Elevatfon Stringer Project#: P-·f007'f5-8LV Rise 98117 ·i 1 -I I -I ;i I i Str~ural Vonc~ts Cngineering 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB 5 Tread &. Connection Tread must resist 300 lb point load Bending Proj!;lCt: SPY OPTIC Tread= 12" x 2" x 14 ga Diamond Plate . Fy= 36,000 psi P= 300 lb M= P*L/4 = 2,700 psi S= 0.412 ln"3 Connection Shear=R= P = 3001b Stringer & Connection Stringer= Z 10x2-3/Bx12ga Ix= 20.07 ln"4 Bending Connection Sx= 4.00 in"3 DL= 10 psf LL= 100 psf Fy= 36,000·psi M= w * L"2/8 = 13,159 psi Shear=R= w * L/ 2 = 1203 lb L= 36 In Fb= 0,6 * Fy = 21,600 psi fb/Fb= (M/S)/Fb = 0.3 N=# Bolts= 2 Bolt Diam= 0.375 in tmin= 0,1375 in Rise= 98 in Run= 145 In OK Tread Length=L= [Rlse"2 + Run"2]"0.5 = 175-ln Support at Ctr= Yes Eff L= 87.5 in Fb= 0:6 * Fy = 21,600 psi fb/Fb= (M/Sx)/Fb = 0.15 N=# Bolts= 2 Bolt Diam= 0.500 In tmln= 0.1375 In OK Project#: P-'I007'f5-8LV Deflection I= 0,640 in"4 E= 29,000,000" psi I 12" --i D= PL"3/(48*E*I) 2" = o·.016 In IL t=14aa Dallow=L/ 240 = 0.150 in OK Fv= 10 ksi Fu= 58 ksl Shear Capacity= N * Bolt Area * Fv = 2,209 lb -OK Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 7,178 lb OK Trib Width= Tread Length/2 = 1.5 ft w= (LL + DL) * Trib Width = 165.0 plf -l 10" l 1=12 J i-1 2-3/8" Defl'ection E= 29,000,000 psi D= 0.0092*w*L "4/ (E*I) = 0.013 in Dallow=L/ 240 Fv= 10 ksl FU= 58 ksl = 0.729 in OK Shear Capacity= N * Bolt Area * Fv = 3,.927 lb OK Bearing Capacity= N * Bolt Diam * tmln * 1.2 * Fu = 9,570 lb OK ' i i i I : l i ., i ·1 I i St~tural Uon~ts Cngineering 1725 s. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS Post &. Handrail Post Point Load=P= 200 lb Handrail Post= 1.625" o.d. x 0.095 Height=H= 42.0 In S= 0,165 ln"3 Fy= 50,000 psi P= 200 lb M= P*H/2 = 4,200 in-lb Handrail= 1.5 x 14 ga Pipe Length=L= 60.0 In S= 0.1141n Fy= 50,000 psi P= 200 lb M= P*L/4 = 3,000 in-lb Project: SPY ·OPTIC Project#: P-'I00715-SLV Fb= 0,6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.85 Fb= 0,6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.88 OK OK i 0 PT H Post Elevation 0 L __ ., t i p Rall Elevation St~tural Uorii,W>ts ·"71-:: C ngineering 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: 8085 Guardrail Post &. Rail Guardrail Post Point Load=P= 200 lb· Post= 1.625" o,d, x 0,095 Helght=H= 42.0 In S= 0.165 ln"3 Fy= 50,000 psi P= 200 lb Project: SPY OPTIC Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.85 M= P*H/2 (2 posts share load) = 4,200 In-lb Post To 'Baseplate Connection Post is welded directly to the baseplate with all around 1/8" fillet weld Mbase= 4,200 In-lb Sweld= 0.210 ln"3 Fv= 70,000 psi Mallow= Sweld * 0.3 * Fv = 4,410 in-lb Baseplate to Floor Connection Guardrail Mbase= 4,200 in-lb d= 3 In Tbolt= Mbase/(d*-2) = 7001b Handrail= 1.5" o.d, x 16ga Length=L= 60.0 in S= 0.100 In Fy= 50,000 psi P= 200 lb M= P*L/4 = 3,000 in-lb OK Ft= 44,000 psi Tallow= (5/16")"2*pl/4 * Ft = 3,375 lb ·OK (p Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 1.00 OK OK Project#: P-'1O0715-BLV 0 PT H Post Elevation Guardrail Base Plate 0 ---l ' p Rail Elevation i • j I I .• ProActive Fire Design & . Consulting Spy.Optics 1896 Rutherford Carlsb~d, CA .RECEIVED ~O\J 19 2.0\~ CARLSBAD c\1Y O\fNG o\\J\S\ON 5U\LO - 43015 Blackdeer Loop #205, Temecula, CA 92590 Phone: (951) 296-FIRE /Fax: (951) 296-3473 Email: proactive.fd@verizon.n~t C-16#952372 iIIGH PILED COMBUSTIBLE STORAGE TECHNICAL .REPORT September 28, 2015 Prepared By: Don Walton NICET CERT#70305 C-16#952373 ,, TABLE OF CONTENTS 1. IN'TRODUCTION ..•...................................•...........•............... ~ ..................•...•....... ~............ 3 2.-S~Y TABLE ..••••• :···································································································· 4 3. BUILDING CONSTRUCTION, DESiGN, AND OCCUPANCIES ................................. 5 3.1 . BUILDINGCONSTRUCTION &DESIGN....................................................................... 5 3.2 ·COMMODIT'IES..................................................................... ............................................... 5 3.3 NEWRACKSTORAGEARRANGEMENT ············································································ 5 4. IDGH-Pll.iED STORAGE REQIJmEl\1ENTS •.••. ~ •••.•...•.•.•.•.•..•••.•. ;.................................. 6 4.1 AUTOMATIC FIRE ,SPRINKLER SYSTEM ...... : .................................... :............... 6 4.2 ALARM/MONITORING............................................................................................... 6 4.3 BUILDING ACCESS/DOORS ......................................................................................... 6 4.4 SMOKE AND IIEAT VENTS ............................. : ........ ~ ...... ··························•············ 7 4.5 DRAFT CURTAINS..................................................................................................... 7 5. CONCLUSION ................... ~ .••••.••• ~ •••••••.•.••.•.••••.•••..•.••.....• ~................................................. 8 Spy Optics • 1896 Rutherford Carlsbad, CA 1D.ProActive Fire Design & Co~sultingl Page 12 ... «~» ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 DATE: 8-28-15 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.11:0v PLAN CHECK NO: CB 15-254 7 SET#: 2 ADDRESS: 1896 Rutherford Rd APN: 212-120-62-00 [g] This plan check review is complete and has been APPROVED by the Planning Division. · By: Chris Sexton A Final Inspection by the Planning Division is required D Yes ~ 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. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached ~hecklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: ' ' ' . PLANNING. 760-602-:4610 ~ Chris Sexton 760-602-4624 Chris.$exton@carlsbadca.gov D Gina Ruiz D 760-6()2-4675 Gina.Ruiz@carlsbadca.gov Remarks: ENGINEERI.N'G· :··· ':: .: \ <= 's:'flRE ~REViNTION</·::,. . 76~602-27~0· i; .. :.:> .. <:.-.-:·16()~~~~j~!6.{ . . .· .·! D Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov D VafRay Marshall 760-602-2741 ValRay.Marshall@carlsbadca.gov D · Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov REVIEW#: 1 2 3 . [gj D .D [gJ D .D [gj D D [gj D D [gj D D Plan Check No. CB 15-2547 Address 1896 Rutherford Rd Date 8:28-15 Review# 2, Planner Chris Sexton Phone {760} 602-4624 APN: 212-120-62-00 Type of Project & Use: Tl Net Project Density: DU/AC Zoning: C-M General Plan: Pl Facilities Management Zone:§. CFO (in/out) #_Date of participation:_._ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: . [gj Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES D NO D TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES O NO O TYPE __ APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:-. _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES O NO 0 CA Coastal Commission Authority? YES O NO D If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO D (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) [gj D D Housing Tracking Form (form P-20) completed: YES D NO D N/A D P-28 Page 2 of 3 07/11 INTRODUCTION The following is a high piled combustible storage code compliance report for Spy Optics. This report does not include the office area. . . This report is intended to help both the owners and the fire department in expediting plan review and effectively determining the requirements necessary to meet the Fire Code. · This report is based on the 2013 Edition-of the California Fire Code and Building Code, and the 2013 Edition ofNFPA 13, Standard for the Installation of Fire Sprinkler Systems. DISCLAIMER This report is the property of ProActive Fire Design and Consulting and was prepared exclusively for use by Spy Optics, for the storage and occupancy conditions described in this report Spy Optics conditions and operations addressed herein are based on information provided to the report by Spy Optics. Discrepancies between the information presented herein . and actual c;:onditions and conditions presented-on plans are the sole responsibility of Spy Optics. Copies of this report: retained by Spy Optics shall be utilized only by Spy Optics for the storage and occupancy conditions and the 2013 California Fire Code requirements addressed in this report This report shall not be used for the purpose of construction for this project or any other project or for any other purpose. I ProA~tive Fire Design & Consultingf Spy Optics Page 13 1896 Rutherford Carlsbad, CA 2~ SUMMARY TABLE, __ ,: ___ . "TOPIC CODE SECTION CRITERIA/REQUIREMENTS Construction Type Existing Building -Combustible Maximum Roof Height 28'-6" . Square Footage Total: Approx 39,000 sq . ft Offices, Showroom, Workrooms: Approx 22;200 sq. ft Stagin~, Storage Mezz: Approx 5,000 sq. ft High Piled Rack Storage Area: Non Public Accessible Approx 11,800 sq. ft Occupancy CBC Section: 302, Mixed Use Groups B [Offices], S-1 [Storage] No fire 304,31f banier required between ccupancies in a sprinkled building. Raz/Materials N/A Not Applicable. Not part of the scope of this report .. Storage Commodity CFC 3203.5, & Commodities: .. 3203.7 &NFPA Glasses, Goggles, Audio Equipment ' Table AS.6.3 Group A Plastics Clothing Class IV ... Max Storage Height: 25'-0" Automatic Sprinkler CFC Table 3206.2 Required for High Hazard Commodities in High Pile . Protection Storage areas 2,501 to 300,000 sq. ft. Smoke and Heat Vents CFC Table 3206.2 Required for High Hazard Commodities in High Pile Storage areas 2,501 to 300,000 sq. ft. Draft Curtains . CFC Table 3206.2 Nqt Required for High Hazard Commodities in High Pile Storage areas 2,501 to 3Q0,000 sq. ft. Building Access & Doors CFG Table 3206.2 · Required for High Hazard Commodities in High Pile Storage area$ 2,501 to 300,000 sq. ft. Fire Detection CFC Table 3206.2 · Not Required for High Hazard Commodities in High Pile Storage areas 2,501 to 300,000 sq. ft. Aisle Width CFC3206.9 CFC 3206.9.1.1 Minimum required aisle width is 44". NOTE: A minimum of 6' -0" Aisles will be provided I ProActive Fire Design & Consulting.ffl. Spy Optics Page 14 1896 Rutherford Carlsbad, CA - 3. BUILDING CONSTRUCTION AND OCCUPANCY 3.1 BUILDING CONSTRUCTION Spy"Optics will·be moving from their existing focation into a single story warehouse approximately 39,000 sq. ft in size. There is approximately 22,200 sq. ft of offices showroom, and workrQoms, approximately 5,000 sq.· ft of staging area with a storage mezzanine, and a total high pile storage area of approximately 11,800 sq. ft. The building is an existing single story with concrete tilt up walls, a plywood deck on open web steel bar joist framed onto open web steel girders. The high point of the roofis 28'-6". . . . 3.2 COMMODITIES Spy Optics manufactures sunglasses, goggles, audio equigment, and clothing. The finished products are brought into the warehouse and stored for distrubution. T1J,e glasses, goggles, and audio equipment are cartoned non expanded plastics and classified as a Group A Plastic. The clothing consists of shirts, hats, and sweatshirts. These products are cartoned Class IV commodities. The high pile storage area will be protected for the Group A Plastics which are the highest classified commodity per NFP A 13 Section 5.6.1.2.2. The maximum storage height will be 25' -0" with. a minimum of 36" clearance from the sprinklers. J:.3 IUGH PiLE STORAGE ARRANGEMENT: Area: Method: Aisles: Shelves: Flue Spaces: . Sto~age Height: SpyOptics 1896 Rutherford Carlsbad, CA 11,800 square feet Double R0\i\: Racks as defined by NFPA 3.9.3.7.1 Single Row Racks as defined by NFPA 3.9.3.7.5 6'-0" minimum Open Shelve_s · . CFC Table 3208.3 Storage .s 25' Option #2 requires a 3" transverse flue space and a 6" longitudinal flue space for the double row racks, with no requirements for the single row racks. There will be 3" transv~rse flue spaces and 10" longitudinal flue spaces provided . The proposed storage height is 25'-0" with 5'-0" or less of clearance. I f ProAc(fve Fire Design & Consulting I Page 15. 4. HIGH PILED STORAGE REQillRMENTS 4.1 AUTOMATIC FIRE· EXTINGUiSHING ~YSTEM The building is protected by an existing 6" underground that feeds a 8" riser and wet pipe grid system. The sprinklers are spaced at approximatly 84 sq. ft and are Viking ¾" 286 degree brass pendants. The hydraulic .. calculation data card indicated that the system was designed for a .45 / 3000 with 1558 gpm @40 psi required at the base of the riser. Required Ceilb1.g Sprinkler Design per NFPA 13: There are mixed commodities of Class I-IV and Group A plastics the warehouse will be protected as a Group A plastic. There are two options for protecting these commodities. . Option#l Section: Figure: . Stc;irage Arrangement: · ·Maximum Storage Ht: Maximum Ceiling Ht: Design Criteria: Option#2 Section: Table: Storage Arrangement: Maximum Storag~ Ht: Maximum Ceiling Ht: 17.2.1 17.2.1.2.l(e) Note #2 Single and Double Row Racks 25'..:0" 30'-0" K -16.8 Listed Storage Sprinklers designed to a .80 / 2000 17.2.3 17.2'.3.1 Single and Double Row Cartoned Non expanded 25'-0" 30'-0" Desig~ Criteria: 12 K-16.8 ESFR upright/ pendants designed at 35 psi for 12 sprinklers The existing system does not me(?t either option and will need to be upgraded. 4.2 FIRE DETECTION Per CFC Table 3206.2, for High Hazard Com:modities stored in an area 2,501 to 300,000 ft Fire Detection systems are not required. Per CFC 903.4, all valves and risers have existing monitoring and meet this standard and shall· remain. No additional work is required. 4.3 BUILDING ACCESS/DOORS Per CFC Table 3206.2, for High Hazard Commodities stored in an .area 2,501 to 300,000 ft building access is required: Per CFC 3206.6 building access is provided within 150' of all portions of the exterior walls. Per CFC 3206.6.1 there are access doors minimum 3' x 6'--8" in size located at a maximum of 100' along the exterior walls that face the access roads. The original building was desiW'l;ed for High Pile storage and no changes will be made. f Pro Active Fire. Design & Consulting .m. Spy Optics Page 16 1896 Rutherford Carlsbad; CA ... 4.4 SMOKE AND HEAT VENTS Per CFC Table 3206.2, for High Hazard Copnnodities stored in _an area 2,501 to 300,000 ft smoke and heat vents are required. Per Carlsbad Muncipal Code Footnote J does·not apply for ESFR sprinklers and smoke vents will be . :required. Currently there are no vents in the high pile storage area. Per CFC 910.3.3 the total volume of 336,300 / 9,000 == 37.36 sq. ft of required venting or two 8' x 4' smoke vents with links set top operate 100 degress higher thc!ll the fire sprinklers. · · The existing building does not meet this requirement and vents will need to be added. 4.5 DRAFT CURTAINS Per CFC Table 32062, for High Hazard Commodities stored in an area 2,501 to 300,000 ft draft curtains are not required and there are none in the building. I ProActive Fire Desi~ & Consulting I Spy Optics Page 17 1896 Rutherford Carlsbad, CA 5. CONCLUSION We would recommened that a licensed C-16 fire sprinkler contractor be contacted and obtain a new flow test from the City of Carlsbad and perform calcuiations on the ex~sting system to determine which option would be the most feasiable and upgrade as required. A licensed contractor should be hired to install at least two smoke vents that are 4' x 8' in size with an operating link set higher than the operating element of the fire sprinklers. The·vents shall be uniformly located and a minimum of 20' feet from the exterior walls . .ffi. ProActive Fire Design & Con~ulting.ffl. Spy Optics Page IS 1896 Rutherford Carlsbad, CA