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Home My WebLink About2765 LOKER AVE W; ; CB153125; PermitQity of Carlsbad 11-13-2015 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB153125 Building Inspection Request Line (760) 602-2725 Job Address: 2765 LOKER AV WEST CBAD Permit Type: Tl Sub Type: INDUST Status: ISSUED Applied: 09/23/2015 Entered By: SLE Parcel No: 2090811800 Lot#: 0 Valuation: $48,329.00 Construction Type: NEW Occupancy Group: Reference# Plan Approved: 11/13/2015 Issued: 11/13/2015 Inspect Area Project Title: NORDSON: STORAGE RACKING Applicant: RAYMOND HANDLING SOLUTIONS, INC. 10261 MATERN PL SANTA FE SPRINGS, CA 90670 562-944-8067 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 Expedidted Plan Review $400.09 $0.00 $280.06 $0.00 $0.00 $13.53 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2.00 $0.00 Total Fees: Total Payments To Date: Plan Check #: Owner: REAL TY ASSOCIATES FUND VIII LP C/O TA ASSOCIATES REAL TY 1301 DOVE ST#860 NEWPORT BEACH CA 92660 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $695.68 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 ?? ?? $695.68 $0.00 Inspector: FINALAPPROV~ Date: I l/ > ' I ..S Clearance: --------- NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. ~ <('-If> ~ CITY OF CARLSBAD JOB ADDRESS z. {,{ Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITEt/SPACEt/U~IT# 0BUILDING OFIRE OHEALTH OHAZMAT/APCD Plan Ck. Deposit Date SWPPP CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. 1YPE OCC. GROUP 1'tordso·n DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) j2A&-J& STO/LAG6 t''IJT~U-ATlo-v JJll!r'-r 5TOl?-A-661vo,,-"1/~4,(. / 11, ZA 0 1r: EXISTING USE (':,"\O"IZl>r G,~ DESIGN PROFESSIONAL ADDRESS CITY PHONE EMAIL STATE FAX GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YEsO NO STATE t'f/, FAX EMAIL CONTRACTOR BUS. NAME ADDRESS 1 1 r /f/pJ' H,I ti 11c- ZIP ZIP rzolb STATE UC.# STATE LIC. C Cl1Y BUS. LIC.# 'i 2.701 . C6I Jll~ 22 OJ t-5 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prl r to its issuance, also requires the applicant for such permit to file a signed statement ttiat 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 that he is exemP.t therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Workers' Compensation Declaration: I hereby a/fi1111 under penalty of pequfY one of the following declarations: . J:IJ have and will maintain a certificate of consent to self-ins~e forworkera' compensation as provided by S~tion 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ ~I have and will maintain workers' compensatlon1 as required by Section 3700 of the Labor Code, for the performance of the work for which this permtt is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. be() y c,r . . Polley No. (» C, 1(:,:, 7t;J I:? . Expiration Date </-ft? I -z..o 16 This section need not be completed ff the permit is for one hundred doiiara ($100) or less. · 0 Certificate of Exemption: I certify thatin the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workera' Compensation Laws of Caiffomia. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as rovlded for on 3706 of the Labor code, interest and attorney's fees. _$S CONTRACTOR SIGNATURE I hereby a/fi1111 that I am exempt from Contractor's Ucense Law.for the following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do li)e 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 himseff or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractora 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 purauant to the Contractor's License Law}. I am exempt under Section ____ ,Business and Professions Code for this reason: 1. I peraonally plan to provide the major labor and materials for construction of the proposed property improvement 0Yes 0No 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I. have contracted with the following peraon (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 peraon 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 peraons to provide the work indicated (include name/ address/ phone/ type of work}: _$S PROPERTY OWNER SIGNATURE 0AGENT DATE 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 air 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 certify that! have read the application and statethatthe above infonnation is correct and that the infonnation on the plans is accurate. I agree to complywith all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void ~ the building or mr1< authorized by such permitis not commenced within 180 days from the date of such permit or if the building or mrk au · ed by such pennit is suspended or abandoned at any time after the mr1< is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ~ APPLICANT'S SIGNATURE DATE 4-:J ?,-/ S 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) 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 ~ APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB153125 Type: Tl Q§l_!~ ____ Inspection Item ____ _ 01/26/2016 19 Final Structural 12/03/2015 19 Final Structural 11/25/2015 19 Final Structural Monday, April 04, 2016 INDUST Inspector Act PY NS PB PY AP NR NORDSON: STORAGE RACKING Comments Page 1 of 1 <!~'> W ~ITY o, CBl53125 2765 LOKERAVWEST NORbSON: STORAGE RACKING CARLSBAD B1,1ilding Division INSPECTION RECOR·D, Tl INDUST @ INSPEC:YION RECORD CARD WITH.APPROVED PLANS MUST BE f(EPT ON THE JOB L0t#; HAYMOND HANDLING·SOLUTIONS, INC. @ CAI.L BEFORE 3:30 run FOR NEXT WORK DAY INSPECTION Ec···o·· RD COPY . .\·COPY @ FOR BUILDING INSPECTION CALL: 760-602-272·5 OR GO TO: www.Carlsbadca.gov/BuildingAND CLICI< ON "Request lnspecti9R~' DATE: , 3 1 ( J . L.,,_ \ ,.... ,,,.,. ,i '<n. iJ) NO YES l?eq&Jired-Prior to Requesting B&iHdiw!J Final If Checked YES D<lte lnsp·ector · Planning/Landscape 760-944-8463 Allow 48 hours CM&I (Engineerlng Inspections) Call before 2 pin Fire Preven~ion 760-602-4660 Allow 48·hours Type of lnsMcti()n type of Inspection CODE# BUILDING Inspector C'ODE # ELECTRICAL #11 FOU,NDATIQN f!31 OEL~C11UC UNDJ:RGROUNQ ,0 OF£~ #12 REINFORCED:STEEt #34 RQl!~H ELECTRIC #66 MA~ONRYPRE ~ROUT . #33. D!:LECUUC S~RVICJ: 0 TE,IVIPORARY .. DGROUT D WALL ORAi.NS #3.5 PHOTO VOLTAIC #1!) Tll,TPAN.E~ #,39· FIN~ #i1 f'OURSTRIPS CODE# • MECHANICAL' ' ' . ' .. #11 COLUMN·FOOTINGS #41. UNDERGROOND DUCTS'~ PIPING #14 SUBfRA\VIE D FLOOR O CEILING #44 DDUCT&PLENUM D ~f .. PJPl~G _#15 . ROOF SHEATHING #43_ HEAT,J.\JR COND • .s'($JEIYJS #13 EXT. SHEA,R PANEL~ -.C..-~~~--~------t-------1 'ff4~. FINAL #16 INSU!.A'l'.IQN #18 EXTERIOR LATH #~7 INTERIOR LATH & _DRYWALL #51 POQL EXCA/STE,E,L/BOND/FENCE #5\; PREPl:AS'IER/FINAL #19 FINAL #22 OSEWER&Bl/C_O DPL/CO. #2.1 !JNDER\ll,IOU~Q l'.JWASTE. D WTR #24 TOP Qlff D WASTE D WTR #27 TUB-&SHOWERPAN #23 D G.ASTE~T O GA~J1!.PING #25 WATE~ HEATER #28 SOLAR WATER . #29 FINA~ 'Cone# STORM WATER, #600 PRE-CONSTl,tU~TION MEETING #603' FOLLOW UP INSPECTION #605 NOTICETOCLEAN #607 WRITTEN WARNING #609 ,NOTICE OFVIOLATIQN #610 VERBALWARNING REV1012012 comm COMBO INSP~CTION ' · #81 UNDEff~RQUND (1~,1.2,2·1,31) ' #82 DRYWALL,EXT.IJ\T,11,,GA~TES (17,~B,23) I #~3 RQQfSHEATfNG, EXT SHEAR (13,15) #84 FRAME.ROIJG~ COM.BO (14,24,34,44) #85 T-Bar·[14;~4,34,44) . ., .y. '·FI'RE : ' . ··: ' . A/S UNDERGRQ!JND VISUAL . A/S'.UNDERt;l?OUND FLUSH A/SOV_ERHEADVisiJ~L A/SFINAL F/AROUGH-IN F/AFlf-!AL FIXED EXTINGQJSHING $'(STEM ROU\l_H;IN Fl)E!) EXTING ~YSTEl';, ll'(DRO~tATICTESt . . FIXED EXTINGUISHING SYSTEM FINAL MEDICAL GA~ PRESSURE TEST MEP'ICAL GAS FINAL \ ( Date lnspect9r Date ln:spector \ SEE Bl'<CK FOR SPECIAL NOTES I I Section 5416. Health and Safety Cod~, State of California (a) There shall be not less than .one· water closet for !':)ach 20 employees or fra.ctional part thereof working at a construction job site. The water closet shall consist.of a patented' chE;!niical type. toilet. (b) For the purpose of this section the term construction &ite shall mean the location 0.n which actual ,constmcfion of a building is fn prbgress. · · (c) A violation of this section shail constitute a misdemeanor. All construction or worl< for which a permit is required shail ~ei subjectto inspection and all such construction or work shall remain accessible and exposed for inspedibn purpose~ µntil approved ,by the ,inspector. Worl< shall not l:le done beyond the point indicrilted in E:lach succes~ive inspection without first obtaining ttie approval of the inspector. EsGil Corporation In (l'artnersliip witli qovemmentfor(]Jui(aing Safety DATE: 11/6/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3125 PROJECT ADDRESS: 2765 Locker Ave. West PROJECT NAME: Storage Racks for Nordson SET: II !: ..,PLICANT ~~~RIS. CJ PLAN REVIEWER CJ FILE [8:1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [8:1 EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: Telephone #: ) Email: Mail Telephone -OiM In Person REMARK$: City to4Hed 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~'{\ By: David Yao ' ~ (/vJ.-,-Enclosures: EsGil Corporation D GA D EJ D MB D PC 11 /3 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partnersli.ip wit/i, government for {}Jui(aing Safety DATE: 9/30/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3125 PROJECT ADDRESS: 2765 Locker Ave. West PROJECT NAME: Storage Racks for Nordson SET: I DflPLICANT ~JURIS. D PLAN REVIEWER D FILE 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 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 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. IZ! The applicant's copy of the check list has been s~nt to: Javier Cambero D EsGil Corporation staff did not advise the applicant that the plan check has been completed. IZ! EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Javier Cambero Telephone#: 562-315-3154 Date con;acted: \-9 \ ~ (by:® Email: Javier.cambero@raymondhs.net ~ail v1'~~n~ Fax In Person D REMARK~,,., By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 9/24 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . City, of Carlsbad 15-3125 9/30/2015 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2765 Locker Ave. West DATE PLAN RECEIVED BY ESGIL CORPORATION: 9/24 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 15-3125 DATE REVIEW COMPLETED: 9/30/2015 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 15-3125 9/30/2015 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. Dimension all diagonal and horizontal brace locations for all racks on the plans. 5. Indicate the clearance from the new racks to the existing building walls and building columns. 6. Provide a rack layout plan showing the location of all racks. Sheet A3-0 shows 'carton flow" "radio shuttle". Where on the floor plan identify these racks? 7. Page 15 and 16 of the calculation shows type C INT and EXT have different load per level. The plan appears to shows one type C only (?). 8. Page 21.1 of the calculation shows load at level 6 is 1784Ib. Where on the plan shows the deck at level 6? Why is 1784Ib? 9. The floor plan does not identify the location of pushback. Please clarify. 10. The elevation and dimension of the pushback rack shall be clearly identified on the plan. 11. Sheet SCE 3 of 3 shows Pushback 1200Ib per level. Page 22.1 of the calculation shows 10501b per level. O.K.? , City, of Carlsbad 15-3125 9/30/2015 12. The location, elevation and dimension of the Rivetier II shelving shall be clearly identified on the plan. 13. The location, elevation, dimension and anchorage of the VLM-REMSTAR SHUTTLE XP-HD-500 and MEG RS 350 shall be clearly identified on the plan. 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. . Ci~y; of Carlsbad 15-3125 9/30/2015 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 15-3125 DATE: 9/30/2015 BUILDING ADDRESS: 2765 Locker Ave. West BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier storage racks 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: ($) 48,329 48,329 $400.09! $260.061 $224.051 Sheet 1 of 1 macvalue.doc + «~:t-. ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.irnv DATE: 9/23/15 PROJECT NAME: STORAGE RACKS PROJECT ID: PLAN CHECK NO: CB153125 SET#: ADDRESS: 2765 LOKER AV W APN: IZ! This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required 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 checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: JAVIER.CAMBERO@RAYMONDHS.NET For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov ChristoQher.Glassen@carlsbadca.gov Gregory.R}'.an@carlsbadca.gov D Gina Ruiz D 1/alRay Marshall D Cindy Wong 760-602-4675 7 60-602-27 41 760-602-4662 Gina.Ruiz@carlsbadca.gov Va1Ra,'..Marshal1@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D Linda Ontiveros D Dominic Fieri 760-602-2773 760-602-4664 linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: & ~ CITY OF CARLSBAD B PLAN CHECK REVIEW TRANSMITTAL COPY Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 10/06/2015 PROJECT NAME: NORDSON-ASYMTEK -RACKING PROJECT ID: CB153125 PLAN CK NO: SET#: 1/1 ADDRESS: 2765 LOKER AV WEST ~ This plan check review is complete and has been .APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required IZ! Yes D 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: Javier.cambero@raymondhs.net You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION '' , 16~602-4610 760,-602·2750 ,, -790,60~665 . '' ; ,' ' ,. D Chris Sexton D [Z] Greg Ryan 760-602-4624 760-602-4663 Chris.Sexton@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department Plan Review Requirements Category: TI, INDUST Date of Report: 10-06-2015 BUILDING DEP''f11 COPY Reviewed by: ¼ ;(}al( Name: Address: RAYMOND HANDLING SOLUTIONS, INC. 10261 MATERN PL Permit#: Job Name: Job Address: SANTA FE SPRINGS, CA 90670 CB153125 NORDSON: STORAGE RACKING 2765 LOKER AV WEST CBAD' Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT -APPROVED: w/ REQUIREMENT THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. REQUIREMENT: PURSUANT TO CHAPTER 1/ SEC 105 AND CHAPTER 32 OF THE CARLSBAD FIRE CODE (2013} YOU SHALL IN ADDITION TO ALL CONSTRUCTION PERMITS, BE REPOSNSIBLE TO COORDINATE WITH THE END USER OF THE PROPOSED RACK SYSTEM TO OBTAIN FROM CARLSBAD FIRE DEPARTMENT AN 'ANNUAL' USE PERMIT. PERMIT FEES AND APPLICATION CAN BE OBTAINED BY CONTACTING CHRISTINA WILSON AT 760-602-4665. Entry: 10/06/2015 By: GR Action: AP ., St~tural \., ts ngineering 1615 Yeager Ave, La Verne, Ca. 91750 Tel: 909.596.1351 Fax: 909.593.8561 Project: NORDSON ASYMTEK Project#: P-081115-2LV Date: 10/23/15 CORRECTIONS: Project#: 2765 LOKER AVE. WEST CARLSBAD, CA 92010 Plan Review Responses RECEIVED OCT 3 0 2015 CITY OF CARLSBAD Bl Ill DING DIVISION 4. PLEASE SEE REVISED SCE DRAWINGS FOR DIMENSION OF ALL DIAGONAL AND HORIZONTAL BRACE LOCATIONS 7. PAGE 15 AND 16 SHOW ONLY ONE TYPE C: PAGE 15 ADDRESSES THE INTERIOR FRAME WHICH CARRIES HALF OF THE LOADS FROM ITS BAY AND HALF OF THE LOADS FROM THE ADJACENT BAY, PAGE 16 ADDRESSES THE EXTERIOR FRAME WITH CARRIES ONLY HALF OF THE LOADS FROM ITS BAY. SO THE LOAD SHOWED ON EXTERIOR FRAME IS ONLY 900 LBS PER LEVEL ( LOAD ON TYPE C IS 1800 LBS PER LEVEL). PLEASE SEE NOTE AT BOTTOM OF PAGE 16. 8. PLESE SEE ELEVATION AND FLOOR PLAN FOR THE LOCATION OF DECK. LEVEL 6 IN ANALYSIS IS CREATED TO SUPPORT 37" WIDE DECK ONLY ( RACK HAS 13 LEVEL+ DECK SUPPORT ABOVE LEVEL 5). LOAD ON ONE SIDE = [TRIB. AREA] x [DEAD LOAD + LIVE LOAD] = [(18.5 X 96)/144] X [10 + 125/2] = 894 LBS LOAD ON FRAME = 894 x 2 = 1788 LBS 10. PLEASE SEE REVISED SCE 3 OF 3 FOR ELEVATION AND DIMENSON OF PUSHBACK RACK 11. SHEET SCE 3 OF 3 SHOWS 1200 LBS PER PALLET. PAGE 22.1 SHOWS ACTUAL LOAD THAT EXTERIOR COLUMN HAS TO CARRY FROM 1200 LBS PER PALLET. PAGE 22.2 SHOWS ACTUAL LOAD THAT INTERIOR COLUMN HAS TO CARRY FROM 1200 LBS PER PALLET. (SEE NOTE AT BOTTOM OF PAGE 22.1 AND 22.2) PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. SINCERELY, ~ DANNY PHI o6 L5 312.5 Structural Concepts Engineering 1615 Yeager Ave La Verne, Ca. 91750 Tel: 909-596-1351 Fax: 909-596-7186 Project Name : NORDSON ASYMTEK Project Number : P-081115-2LV Date : 09/02/15 Street Address : 2765 LOCKER AVE. WEST City I State : CARLSBAD CA 92010 Scope of Work : STORAGE RACK OCT 2 8 2015 Str~tural \.,oncepts ~ Engineering ~ 1200 N, Jefferson Ste, Ste E Anaheim CA 92807 Tel· 714,632.7330 fax: 714 632,7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV TABLE OF CONTENTS Title Page ............................................................................................................. . Table of Contents .................................................................................................. . Design Data and Definition of Components ......................................................... . Critical Configuration ............................................................................................ . Seismic Loads ...................................................................................................... . Column ................................................................................................................. . Beam and Connector ........................................................................................... . Bracing ................................................................................................................. . Anchors ................................................................................................................ . Base Plate ............................................................................................................ . Slab on Grade ...................................................................................................... . Other Configurations ............................................................................................ . NORDSON ASYMTEK TYPE A Page :J... of 3 ,Z 1 2 3 4 5 to 6 7 8 to 9 10 11 12 13 14to '30 8/17/2015 Str~tural \.,oncepts ~ Engineering ~ 1200 N. Jefferson Ste Ste E Anaheim, CA 92807 Tel; 714,632,7330 fax: 714,632,7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV 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 of Industrial Steel Storage Racks '2012 RMI 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=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on pfans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing 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. 5) The existing slab on grade is 611 thick with minimum 2500 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 : Product A Beam Spacing Column Beam to Column Connector f:::ii:§§§~§§§§§li1=1====::!::t ====:::li: Base Plate and Anchors Beam Length Front View: Down Aisle (Longitudinal) Frame NORDSON ASYMTEK TYPE A Page j of 3,,,2, L Frame.J I~-Deoth 7 Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace 8/17/2015 Str~tural \.,oncepts ~ Engineering ~ 1200 N. Jefferson Ste. Ste E Anaheim CA 92807 TeJ· 714 632 7330 fax· 714 632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: TYPE A SELECTIVE RACK T 48" + 60" --t- 288" 60" -t- 60" --t- 60" .I ,-r -96" --,r Seismic Criteria # Bm Lvls Ss=l.04, Fa=l.084 5 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 42" + 42" + IE-----! 288" 42" + >------ 42" -+-- 42" +->------ 42" -+----I _}-44" ,} _}-44" -+ **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 188 lb AXIAL LL= 3,800 lb SEISMIC AXl4L Ps=+/-5,439 lb BASE MOMENT= 8,000 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 44 in 288.0 in 7 96in Single Row Description STRESS Hannibal IF3013-3x3x13ga P=3988 lb, M=14316 in-lb 0.51-OK None None N/A HMH 41140/4.125" Face x 0.075" thk Lu=96 in I Capacity: 6175 lb/pr 0.26-OK Lvl 1: 3 pin OK I Mconn=8982 in-lb I Mcap=15230 in-lb 0.59-OK Hannibal 1-1/2xl-1/2x16ga 0.15-OK Hannibal 1-1/2xl-1/2x16ga 0.17-OK 8x5x3/8 I Fixity= 8000 in-lb 0.75-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3390 lb) 0.808-OK Slab &Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.38-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Long it. Axial Moment Moment Connector 1 1,600 lb 60.0 in 42.0 in 75Ib 57Ib 3,988 lb 14,316 11# 8,982 11# 3 pin OK 2 1,600 lb 60.0 in 42.0 in 150Ib 115Ib 3,150 lb 10,887 "# 7,181 "# 3 pin OK 3 1,600 lb 60.0 in 42.0 in 225Ib 172Ib 2,313 lb 9,170 11# 5,678 "# 3 pin OK 4 1,600 lb 60.0 in 42.0 in 300Ib 229Ib 1,475 lb 6,594 "# 3,353 "# 3 pin OK 5 1,200 lb 48.0 in 42.0 in 276Ib 211 lb 638Ib 2,527 "# 1,006 "# 3 pin OK 42.0 in 24.0 in ** Load defined as product weight per pair of beams Total: 1,027 lb 783Ib NORDSON ASYMTEK TYPE A Page¼ of '3 ~ 8/17/2015 Str~tural Voncepts ~ Engineering ~ 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Tel; 714,632.7330 fax; 714,632.7763 By: DANNY PHI Project: NORDSON ASYMTEK Seismic Forces Configuration: TYPE A SELECTIVE RACK Lateral analysis is performed with regard to the 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 Csl= Sds/R " = 0.1879 Cs-max* Ip= 0.1879 ..... Cs2= 0.044*Sds Vm1n= 0.015 ' · = 0.0331 Eff Base Shear=Cs= 0.1879 Transverse Elevation Cs3= O.S*S1/R Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) = 0.0505 .-----=_5._,4_67_1_b _______ ___, Cs-max= 0.1879 Vtransv=Vt= 0.1879 * (375 lb+ 5092 lb) Base Shear Coeff=Cs= 0.1879 Etransverse= 1,027 lb limit States level Transverse seismic shear per upright Level PRODUCT LOAD P P*0.67*PRF1 DL hi wi*hi 1 1,600 lb 1,072 lb 751b 60in 68,820 2 1,600 lb 1,072 lb ?Sib 120in 137,640 3 1,600 lb 1,072 lb 751b 180 in 206,460 4 1,600 lb 1,072 lb ?Sib 240in 275,280 5 1,200 lb 8041b 75 lb 288in 253,152 sum: P=7600 lb 5,092 lb 3751b W=5467 ib 941,352 LonQitudinal (Downaisle) Seismic Load Project#: P-081115-2LV Ss= 1.040 S1= 0.404 Fa= 1.084 Fv= 1.596 Sds=2/3*Ss*Fa= 0.752 Sd1=2/3*S1 *Fv= 0.430 Ca=0.4*2/3*Ss*Fa= 0.3006 (Transverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRF1= 1.0 Pallet Height=hp= 48.0 in DL per Beam Lvl= 75 lb Fi Fi*(hi+hp/2) 75.1 lb 6,308-# 150.2 lb 21,629-# 225.2 lb 45,941-# 300.3 lb 79,279-# 276.2 lb 86,174-# 1,027 lb 1=239,332 Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * P~2 * P) + DL PRF2= 1.0 t-..."''''1 b,,,"-,J ~ (,,-...--.,9 Csl=Sdl/(T*R)= 0.1433 Cs2= 0.0331 Cs3= 0.0337 Cs-max= 0.1433 Level PRODUC LOAD P 1 1,600 lb 2 1,600 lb 3 1,600 lb 4 1,600 lb 5 1,200 lb = 5,467 lb (Long,tudinal, Unbraced Dir.) R= 6.0 Cs=Cs-max*Ip= 0.1433 T= a.so sec I Vlong= 0.1433 * (375 lb + 5092 lb) I Elongitudinal= 783 lb UmitStates Level LD"git. seismic shear per upright P*0.67*PRF2 1,0721b 1,072 lb 1,072 lb 1,072 lb 8041b DL 751b 751b 75 lb 75 lb ?Sib hi wi*hi 60in 68,820 120 in 137,640 180 in 206,460 240in 275,280 288in 253,152 E'::~':'1 ~ ~~'i \~~~~ f~:-:';:J El f::-:~4 L~:~',;I Fi Front View 57.2 lb 114.5 lb 171.7 lb 229.0 lb 210.6 lb sum: ======5==09=2=1b=====3=7=5=1b===W===S=4=67=1=b=====94=1=3=5=2=======78=3=1b======== NORDSON ASYMTEK TYPE A Page")" of 3;:z_. 8/17/2015 StrJl.itural \.,oncepts ~~~ Engineering .. ,r;: --< 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Tel: 714,632.7330 fax: 714,632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 783 lb Vcol=Vlong/2= 392 lb Fl= 57Ib F2= 115 lb F3= 172 lb Seismic Story Moments Conceptual System Typical Frame made , -~-o~~: columns Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hleff)/2 <=== Default capacity hl-eff= hl -beam clip height/2 = 57 in = 11,158 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1= [Veal* hleff]-Mbase-eff = (392 lb * 57 in)-8000 in-lb = 14,316 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (14316 in-lb+ 10887 in-lb)/2 = 12,601 in-lb LEVEL hi Axial Load 1 60in 3,988 lb 2 60 in 3,150 lb 3 60 in 2,313 lb 4 60 in 1,475 lb 5 48 in 638Ib M 2-2= [Vcol-(Fl)/2] * h2 = [392 lb -57.3 lb]*60 in/2 = 10,887 in-lb Mseis(2-2)= (10887 in-lb+ 9170 in-lb)/2 = 10,028 in-lb Summary of Forces Column Moment** Mseismic** . Mend-fixity 14,316 in-lb 12,601 in-lb 230 in-lb 10,887 in-lb 10,028 in-lb 230 in-lb 9,170 in-lb 7,882 in-lb 230 in-lb 6,594 in-lb 4,561 in-lb 230 in-lb 2,527 in-lb 1,264 in-lb 173 in-lb Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 15,230 in-lb **all moments based on limit states level loading NORDSON ASYMTEK TYPE A Page b of 3Q_,. h2 h1 h1eff II Beam to Column Elevation rho= 1.0000 Mconn** Beam Connector 8,982 in-lb 3 pin OK 7,181 in-lb 3 pin OK 5,678 in-lb 3 pin OK 3,353 in-lb 3 pin OK 1,006 in-lb 3 pin OK 8/17/2015 COL Str~tural l,oncepts ~;:;? Engineering ~ 1200 N. Jefferson Ste. Ste E Anaheim. CA 92807 Ief: 714,632 7330 fax: 714,632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: Hannibal IF3013-3x3x13ga Aeff = 0.757 in/\2 Ix = 1.320 in/\4 5x = 0.879 in/\3 rx = 1.320 in Qf= 1.67 E= 29,500 ksi Loads Considers loads at level 1 Iy = 0.871 in/\4 Sy= 0.574 in/\3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 COLUMN DL= 187 lb Critical load cases are: RMI Sec 2.1 Kx = 1.7 Lx = 57.9 in Ky= 1.0 Ly= 42.0 in Cb= 1.0 Project#: P-081115-2LV r3-00:in7 1 y-·-·r·-·-y 3.000in f0.090 in _J_ X: '=3--0.75 in COLUMN PL= 3,800 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 Meo!= 14,315 in-lb axial load coeff: 0.7902426 * P seismic moment coeff: 0.5625 * Meo! Sds= 0.7516 Load Case 6: : (1 +0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E}<= 1.0, ASD Method 1 +0.105*Sds= 1.0789 axial load coeff: 0.66866 seismic moment coeff: 0.7 * Meo/ 1.4+0.14Sds= 1.5052 By analysis, Load case 6 governs utilizing loads as such Moment=Mx= 0.7*rho*Mcol l+0.14Sds= 1.1052 0.85+0.14*Sds= 0.9552 B= 0.7000 rho= 1.0000 Axial Analysis Axial Load=Pax= 1.105224*187 lb+ o.955224*0.7*3soo lb = 2,748 lb = 0.1 * 14315 in-lb = 10,021 in-lb Kxl.x/rx = 1.7*57.9375"/1.3196" = 74.6 Fe= nA2E/(KL/r)max/\2 = 52.3ksi Pn= Aeff*Fn = 30,681 lb P/Pa= 0.17 > 0.15 Bending Analysis KyLy/ry = 1 *42"/1.08" = 38.9 Fy/2= 27.5 ksi Qc= 1.92 Check: Pax/Pa+ (Cmx*Mx)/(Max*µx) ~ 1.0 P/Pao + Mx/Max ~ 1.0 Pno= Ae*Fy = 0.757 in/\2 *55000 psi = 41,635Jb Pao= Pno/Qc = 416351b/1.92 = 21,685 lb Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*52.3 ksi)] = 40.5 ksi Pa= Pn/Qc = 30681 lb/1.92 = 15,980 lb Myield=My= Sx*Fy = 0.879 in/\3 * 55000 psi = 48,345 in-lb Max= My/Qf Per= nA2EI/(KL)max/\2 = 48345 in-lb/1.67 = 28,949 in-lb µx= {l/[1-(Qc*P/Pcr)]Y-1 = {1/[1-(1.92*2748 lb/39617 lb)]Y-1 = 0.87 Combined Stresses = n/\2*29500 ksi/(l.7*57.9375 in)A2 = 39,617 lb (2748 lb/15980 lb)+ (0.85*10021 in-lb)/(28949 in-lb*0.87) = (2748 lb/21685 lb) + (10021 in-lb/28949 in-lb) = 0.51 0.47 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ C5-2) ** For companson, total column stress computed for load case Sis: 46.0% q loads 3204.679546 lb Axial and M= 7515 in-lb NORDSON ASYMTEK TYPE A Page 1 of 3~ 8/17/2015 'St'Ctural ~~:ineering . ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: DANNY PHI Project: NORDSON ASYMTEK BEAM Contiguration: TYPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (82.1) w= c -2*t -2*r = 1.75 in -2*0.075 in -2*0.075 in = 1.450 in w/t= 19.33 !=lambda= [1.052/(k)"0.5] * (w/t) * (Fy/E)"0.5 = [1.052/(4)"0.5] * 19.33 * (55/29500)"0.5 = 0.439 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 49.12 ksi f2(tension)= Fy*(y1/y2)= 100.88 ksi Y= f2/fl = -2.054 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 67.08 flat depth=w= y1 +y3 Eq. B2.3-5 Eq. B2.3-4 Eq. B2.1-4 Eq. B2.1-1 = 3.825 in w/t= 51 OK !=lambda= [1.052/(k)"0.5] * (w/t) * (f1/E)"0.5 = [1.052/(67.08)"0.5] * 3.825 * (49.12/29500)"0,5 = 0.267 < 0.673 be=w= 3.825 in bl= be(3-Y) = 0.757 b2= be/2 = 1.91 in bi +b2= 2.667 in > 1.2525 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) · 0.177 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.450 in = 0.196 in Eq B2.3-2 Project#: P-os1115-2Lv 2.75 in t5in 4 T 4,125 in 1.625 in J_ 0,075 in Beam= HMH 41140/4 125" Face x 0 075" thk Ix= 2.196 in"4 Sx= 1.021 in"3 Ycg= 2.723 in t= 0.075 in Bend Radius=r= 0.075 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= 4 1,c: in ~ Fy - m m= 0.192*(Fu/Fy) -0.068 (EQ A7.2-4) = 0.1590 Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)"2 -1.79 = 1.427 depth ! since fu/Fv= 1.18 and r/t= 1 then Fye= Be* Fy/(R/t)"m = 78.485 ksi < 1.2 < ?OK (EQ A7.2-2) Thus, Fya-top= 59.61 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 115.71 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom -2*r*-2*t = 2.450 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.126 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.97 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.86 ksi (EQ A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx=I 28.96 in-k Ycg y1 j_ y1= Ycg-t-r= 2.573 in y2= depth-Ycg= 1.403 in y3= y2-t-r= 1.253 in ·St,Ctu,a1 . ~~:gineering ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: DANNY PHI Project: NORDSON ASYMTEK BEAM Contiguration: TYPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= HMH 41140/4.125" Face x 0.075" thk Ix=Ib= 2.196 in"4 Sx= 1.021 in"3 t= 0.075 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 59.6 ksi E= 29500 ksi F= 50.0 L= 96in Beam Level= 1 P=Product Load= 1,600 lb/pair D=Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L *W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+l.4*(0.125)*P FOR DL=2% of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)] RMI 2.2, item 8 1 -(2*50*96 in)/[(6*29500 ksi*2.196 in"3)+(3*50*96 in)] = 0.976 if F= 0.95 Then F*Mn=F*Fya*Sx= 57 .82 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L *Rm*W) = 57.82 in-k * 8 * 2/(96in * 0.976 * 1.599) = 6,175 lb/pair allowable load based on bending stress Mend= W*L *(1-Rm)/8 = (6175 lb/2) * 96 in * (1-0.976)/8 = 0,889 in-lb @ 6175 lb max allowable load = 0,230 in-lb @ 1600 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*50*96 in)/[(5*50*96 in)+(10*29500 ksi*2.196 in"4)] = 0.971 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= 5*W*L "3/(384*E*Ib) L/180= 5*W*L "3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L "2*Rd) = 384*2.196 in"4*2/[180*5*(96 in)"2*0.971) = 6,177 lb/pair allowable load based on deflection limits Project#: P-os1115-2Lv 2.75in V,5in f T 1.625 in 4.125 in l~ 0.075 in 0111111111111111111111111111111111111111100 ·~=::W;::=======::::;1ill= ---' ' :;-~-,----,...,-....,-~-.,.....,.....,....,, Cl Id ..... ...... . . . . . . . . . . . Beam Length Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.138 in Id Cl Thus, based on the least capacity of item 1 and 2 above: Allowable load= 6,175 lb/pair Imposed Product Load= 1,600 lb/pair Beam Stress= 0.26 Beam at Level 1 _c::;,1._, ,_,1., ·--· c:: ' . . nn1noort1nn 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: DANNY PHI Project: NORDSON ASYMTEK Project #: P-081115-2L V 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK I he beam end moments shown herein show the result of the maximum induced fixed end monents form se1sm1c + static loads and the code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixity}*0.70*Rho = 8,982 in-lb Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)"2 * Pi/4 = 0.1507 in"2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in"2 = 3,315 lb Bearing Capacity of Pin tcol= 0.090 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.09 in/2.22 = 2,562 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= P1+P2+P3 tclip= 0.18 in = Pl +Pl *(2.5"/4.5")+Pl *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 in"3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thus, Pl= 2,562 lb Mconn-allow= [P1 *4.5"+Pl *(2.5"/4.5")*2.S"+Pl *(0.5"/4.5")*0.5"] = 2562 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 15,230 in-lb > . Mconn max, OK NORDSON ASYMTEK TYPE A Page 9 of '3~ Fy= 55,000 psi Sclip= 0.127 in"3 d= E/2 = 0.50 in rho= 1.0000 8/17/2015 Str~tural l,oncepts ~ Engineering ~. 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Tel; 714,632.7330 fax: 714.632,7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Transverse Brace Configuration: TYPE A SELECTIVE RACK Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 r 1.SOOin ~ Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 psi K= 1.0 r-1.500 in -, Qc= 1.92 [J}·;, [7}•;, ~ I=,.-0.25in ~ ~ 0.25in Frame Dimensions Diagonal Member Bottom Panel Height=H= 42.0 in Frame Depth=D= 44.0 in Column Width=B= 3.0 in Clear Depth=D-B*2= 38.0 in X Brace= NO rho= 1.00 ..-o I Load Case 6: : a.±JJ..1()4£5,.,-."tl.."'"2,J_,.,tJ,...+-r-rl(r,;0".8.;;:'5:-;+0.;;.-;14.;,:Si:::'ds~;J~*B*P + [0.7*rho*E]<= 1.0, ASD Method Vtransverse= 1,027 lb Vb=Vtransv*0.7*rho= 1027 lb * 0,7 * 1 = 719Ib Ldiag= [(D-B*2)A2 + (H-6")A2)A1/2 = 52.3 in Pmax= V*(Ldiag/D) * 0.75 = 641Ib (kl/r)= (k * Ldiag)/r min = (1 x 52.3 in /0.496 in ) = 105.4 in Fe= piA2*E/(kl/r)A2 = 26,208 psi axial load on diagonal brace member Since Fe<Fy/2/ T l==========l 1 Pn= AREA*Fn = 0.273 in A 2 * 26208 psi = 7,155_1b Pallow= Pn/Q = 7155 lb /1.92 = 3,726 lb Pn/Pallow= 0.17 Horizontal brace Vb=Vtransv*0.7*rho= 719 lb (kl/r)= (k * Lhoriz)/r min = (1 x 44 in) /0.496 in = 88.7 in Since Fe>Fy/2, Fn=Fy*(l-fy/4fe) = 34,564 psi Pn/Pallow= 0.15 NORDSON ASYMTEK TYPE A <= 1.0 OK <= 1.0 OK Fn= Fe B ,jt Fe= piA2*E/(kl/r)A2 = 37,006 psi Pn= AREA*Fn = 0.273inA 2*34564 psi = 9,436 lb = 26,208 psi Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Typical Panel Configuration Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 9436 lb /1.92 = 4,915 lb 8/17/2015 St~tural voncepts ~f? Engineering ~ 1200 N. Jefferson Ste, Ste E Anaheim, CA 92807 Tel; 714,632,7330 fax: 714.632.7763 By: DANNY PHI Project: NORDSON ASYMTEK Single Row Frame Overturning Configuration: 1YPE 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;027 lb DEAD LOAD PER UPRIGHT=D= 375 lb PRODUCT LOAD PER UPRIGHT=P= 7,600 lb Papp=P*0.67= 5,092 lb Wst LCl=Wstl=(0.74968*0 + 0.74968*Papp*1)= 4,098 lb Product Load Top Level, ptop= 1,200 lb DL/Lvl= 75 lb Seismic Ovt based on E, L(Fi*hi)= 239,332 in-lb heiqhtf depth ratio= 6.6 in A) Fullv Loaded Rack Load case 1: Movt= L(Fi*hi)*E*rho = 239,332 in-lb Sds= 0.7516 (0.9-0.2Sds)= 0.7497 (0.9-0.2Sds)= 0.7497 B= 1.0000. rho= 1.0000 Frame Depth=Df= 44.0 in Htop-lvl=H= 288.0 in # Levels= 5 # Anchors/Base= 2 hp= 48.0 in h=H+ho/2= 312.0 in Mst= Wst1 * Df/2 = 4098 lb * 44 in/2 = 90,156 in-lb Project#: P-081115-2LV SI EV ON DE EL ATI T= (Movt-Mst)/Df = (239332 in-lb -90156 in-lb)/44 in = 3,390 lb Net Uplift per Column I Net Seismic Uolift= 3,390 lb Strenoth Level B) Too Level Loaded Onlv Load case 1: 0 Vl=Vtop= Cs* Ip * ptop >= 350 lb for H/D >6.0 Movt= [Vi *h + V2 * H/2]*0.7*rho = 0.1879 * 1200 lb = 83,543 in-lb = 225 lb T = (Movt-Mst)/Df Vleff= 350 lb Critical Level= 5 = (83543 in-lb -25976 in-lb)/44 in V2=VoL= Cs*Ip*D Cs*Ip= 0.1879 = 1,308 lb Net Uplift per Column = 701b Mst= (0.74968*D + 0.74968*Ptop*1) * 44 in/2 = 25,976 in-lb I Net Seismic Uolift= 1,308 lb Strenath Level Anchor Check (2) 0.5" x 3.25" Embed HIL TI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Shear capacity=Vcap= 2,517 lb Phi= 1 (1695 lb/1961 lb)Ai + (256 lb/2517 lb)Al = (654 lb/1961 lb)"i + (87 lb/2517 lb)Al = NORDSON ASYMTEK TYPE A Page\\ of 3~ 0.97 0.37 Tcap*Phi= 1,961 lb Vcap*Phi= 2,517 lb <= 1.2 OK <= 1.2 OK 8/17/2015 Str~tural \.,oncepts ~'~ Engineering ~ 1200 N, Jefferson Ste Ste E Anaheim CA 92807 Tel: 714,632.7330 Fax· 714 632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Base Plate Configuration: TYPE A SELECTIVE RACK Section p ..-a-.. Mb Baseplate= 8x5x3/8 Eff Width=W = 8.00 in Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in. a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Fy = 36,000 psi I b 1--L L = 2.50 in Plate Thickness=t = 0.375 in ----w Downaisle Elevation 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= 188 lb Axial=P= 1.078918 * 187.5 lb+ 0.75 * (1.505224 * 0.7 * 3800 lb) COLUMN PL= 3,800 lb = 3,205 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0789 = 8000 in-lb* 0.75*0.7*rho 1.4+0.14Sds= 1.5052 .---------=_4 ___ ,_20_0_in_-l_b ______________ __, B= 0.7000 Axial Load P = 3,205 lb Mbase=Mb = 4,200 in-lb Ml= wLA2/2= fa*LA2/2 Axial stress=fa = P/A = P/(D*W) = 80 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 78.8 psi Moment Stress=fbl = fb-fb2 = 29.5 psi M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L" 2 = 103 in-lb S-plate = (l)(t" 2)/6 = 0.023 in"3/in fb/Fb = Mtotal/[ (S-plate )(Fb)] = 0.70 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -1,349 lb No Tension = 250 in-lb Moment Stress=fb2 = 2 * fb * L/W = 49.2 psi M2= fbl *L A2)/2 = 92 in-lb Mtotal = Ml +M2+M3 = 445 in-lb/in Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 1,750 psi Tallow= 1,961 lb OK OK Cross Aisle Loads CnticalloadcaseRMISec2.1, 11em1:r1+0.11sr1sJoL +r1+0.11sosJPL•o.1s+a•o.1s<=1.o,AS0Method Check uplift load on Baseplate EffE Effe Pstatic= 3,205 lb Movt*0.75*0.7*rho= 125,649 in-lb Frame Depth= 44.0 in P=Pstatic+Pseismic= 6,061 lb Pseismic= Movt/Frame Depth = 2,856 lb Check uplift forces on baseplate with 2 or more anchors per RMI 7 .2.2. When the base plate configuration consists of two anchor bolts located on either side f 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 o the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column" b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.50 in fa = P/A = P/(D*W) = 152 psi Sbase/in = (l)(tA 2)/6 = 0.023 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.75 OK NORDSON ASYMTEK TYPE A M= wLA2/2= fa*LA2/2. = 474 in-lb/in Fbase = 0.75*Fy = 27,000 psi Page \l of 3~ Uplift per Column= 3,390 lb Qty Anchor per BP= 2 Net Tension per anchor= Ta= 1,695 lb c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 2,119 in-lb Splate= 0.117 inA3 fb Fb *0.75= 0.502 OK 8/17/2015 Str~tural l,oncepts ~:;j Engineering ~ 1200 N. Jefferson Ste. Ste E Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714,632.7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Slab on Grade Configuration: TYPE A SELECTIVE RACK a .. ·.-:-:-:-:-:-:::::::::::::::::~~l~b·· .· .. . . . . . . . . . . . . . . . . . . . . :')·: -:·r··:::·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·:~:: .. . . . . . ... . . . . . . .. . . . . . . <> r--e-~---: > :-:-:· D :-, b e <::::::::::: , : : Cross :- ·-:::::::: ~---·c ----' : Aisle :: Concrete rx-,,_,_/~_-1 - .·:-:-:-!-:-: : . . ..... . .·.·.·. .2.J·.·.·.·.··.· . . . . .... . . . . . . ~--------· ..... . . ·.·.~ .. ·r··.·.·.·.·.·.·.· .. ·.·.·.·.·.·.·.·.·.·-r-·.·.·.·.· ·. ·.·.·.·.·.·. ' ........ B ........ • ·.·.·.·.· . . . . . . . . . . . . . . . . ....... . . . . . . . . . . . . . . . . ............. . · ·.: .. <::::::::::::::::::::::<<::Down Aisle : :::-· fc= 2,500 psi tslab=t= 6.0 in teff= 6.0 in phi=0:;= 0.6 Soil fsoil= 1,000 psf Movt= 167,532 in-lb Frame depth= 44.0 in . . . . . . . . ........ . SLAB ELEVATION Baseplate Plan View Sds= 0.752 0.2*Sds= 0.150 Base Plate Effec. Baseplate wldth=B= 8.00 in Effec. Baseplate Depth=D= 5.00 in width=a= 3.00 in depth=b= 3.00 in · 'Jc= 0.600 · /3=8/D= 1.600 F'c"0.5= 50.00 psi Column Loads DEAD LOAD=D= 188 lb per column unfactored ASD load PRODUCT LOAD=P= 3,800 lb per column unfactored ASD load Papp= 2,546 lb per column P-seismic=E= (Movt/Frame depth) = 3,807 lb per column unfactored Limit State load B= 0.7000' rho= LOOOO Sds= 0.7516 1.2 + 0.2*Sds= 1.3503 0. 9 -0.20Sds= 0.7497 Puncture Apunct= [(c+t)+(e+t)]*2*t = 258.0 in"2 Fpunctl= [(4/3 + 8/(3*/3)] * 'J,., *(F'c"0.5) = 90. psi Fpunct2= 2.66 * 'A. * (F'c"0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 7,833 lb Asoil= (Pse*144)/(fsoil) = 1,128 in.1\2 X= (L-y)/2 = 8.4 in Fb= 5*(phi)*(fc)"0.5 = 150. psi NORDSON ASYMTEK 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 5 = 1.35032 * 188 lb + 1.35032 * 0.7 * 3800 lb + 1 * 3807 lb = 7,653 lb Load case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 = 0.74968 * 188 lb + 0.74968 * 0.7 * 2546 lb + 1 * 3807 lb = 5,284 lb Load case 3) 1.2*D + 1.4*P RMI sEc 2.2 EQTN 1,2 = 1.2*188 lb + 1.4*3800 lb = 5,545 lb Load case 4) 1.2*D + 1.0*P + LOE •0J1a-11 s,c,.2.,,Eqtno-s = 7,833 lb Effective Column Load=Pu= 7,833 lb per column L= (Asoil)"0.5 = 33.59 in M= w*x"2/2 = (fsoil*x"2)/(144*2) = 247.8 in-lb Page \?J of 3 ~ fv/Fv= Pu/(Apunct*Fpunct) = 0.380 < 1 OK y= (c*e)"0.5 + 2*t = 16.7 in s-slab= 1 *teff" 2/6 = 6,0 inA3 fb/Fb= M/(S-slab*Fb) = 0.275 < 1, OK 8117/2015 StrJitural \.,oncepts ;ifii:?J Engineering ~ 1200 N. Jefferson Ste Ste E Anaheim. CA 92807 Tel· 714,632 7330 Fax; 714,632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: TYPE B SELECTIVE RACK T 48" + 60" -t- 2 88" 60" -t- 60" -t- 60" ,I ' Seismic Criteria # Bm Lvls $s=1.04, Fa=l.084 5 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 Beam Spcg 1 8001b 60.0 in 2 8001b 60.0 in 3 8001b 60.0 in 4 8001b 60.0 in 5 6001b 48.0 in ** Load defined as product weight per pair of beams NORDSON ASYMTEK TYPE B 288" 7""" 24" + _ __, 42" +-- 42" +·---1 42" --+-- 42" --+- 42" +-- 42" ~ t"-----l _}--44" ,} _}-44" -:f' **RACK COLUMN REACT1ONS ASDLOADS AXIAL DL= 188 lb AXIAL LL= 1,900 lb SEISMIC AXIAL Ps=+/-2,.912 lb BASE MOMENT= 8,000 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 44 in 288.0 in 7 48in Single Row Description STRESS Hannibal IF3013-3x3x13ga P=2088 lb, M=5971 in-lb 0.21-OK None None N/A HMH 41140/4.125" Face x 0.075" thk Lu=48 in I Capacity: 12054 lb/pr 0.07-OK Lvl 1: 3 pin OK I Mconn=4129 in-lb I Mcap=15230 in-lb 0.27-OK Hannibal 1-1/2x1-1/2x16ga 0.08-OK Hannibal 1-1/2x1-1/2x16ga 0.09-OK 8x5x3/8 I Fixity= 5971 in-lb 0.52-OK 0.5"' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1818 lb) 0.433-OK 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.2-OK I Story Force I Story Force Column I Column I Conn. Beam Brace Transv Longit. Axial Moment Moment Connector 42.0 in 40 lb 31 lb 2,088 lb 5,971 "# 4,129 "# 3 pin OK 42.0 in 801b 61 lb 1,650 lb 5,828 "# 3,759 "# 3 pin OK 42.0 in 120 lb 91 lb 1,213 lb 4,913 "# 2,959 "# 3 pin OK 42.0 in 1601b 1221b 7751b 3,542 "# 1,719 "# 3 pin OK 42.0 in 1501b 1141b 3381b 1,370 "# 480 11# 3 pin OK 42.0 in 24.0 in Total: 5491b 4191b Pa(;le \4 of 3~ 8/17/2015 Strjil,itural l,oncepts ~"-"=--_----.~ .. -A:~--=-: Engineering ~~-:->""-···.:u· 1200 N, Jefferson Ste Ste E Anaheim. CA 92807 Tel; 714 632 7330 fax· 714 632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2L V Configuration & Summary: TYPE C INT SELECTIVE RACK T 60" + 60" +-288" 48" +- 60" -t- 60" . .I ' ,.-1"-r--195" -----.!,~ Seismic Criteria # Bm Lvls Ss=1.04, Fa=i.084 5 Component Column Fy=55 ksi Column & Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=SS ksi Brace-Diagonal Fy=SS ksi Base Plate Fy=36 ksi 288" 42" + >-----a< 42" +---, 42" + ,________,,, 42" -+-l<c----l 42" -+-,__ _ __,, 42" +----l .,r--44" -f ,-f-44" --t' **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 188 lb AXlAL LL= 3,500 lb SHSMIC AXIAL Ps=+/-5,345 lb BASE MOMENT= 8,000 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 44 in 288.0 in 7 195in Single Row Description STRESS Hannibal IF3013-3x3x13ga P=3688 lb, M=12328 in-lb 0.44-OK None None N/A Struc C8x11.5 w/(0) front to back brace(s) Lu=146.3 in I Capacity: 4577 lb/pr 0.39-OK Lvl 3: 4 pin OK I Mconn=5310 in-lb I Mcap=27197 in-lb 0.2-OK Hannibal 1-1/2x1-1/2x16ga 0.14-OK Hannibal 1-1/2x1 -1/2x16ga 0.16-OK 8x5x3/8 I Fixity= 8000 in-lb 0.71-OK Anchor 2 per Base 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3446 lb) 0.808-OK Slab &Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.36-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Long it. Axial Moment Moment Connector 3 1,800 lb 48.0 in 42.0 in 208Ib 158Ib 2,813 lb 7,740 "# 5,310 "# 4 pin OK 4 1,800 lb 60.0 in 42.0 in 282Ib 215Ib 1,875 lb 7,299 "# 4,027 "# 4 pin OK 5 1,800 lb 60.0 in 42.0 in 356Ib 272Ib 938Ib 4,074 "# 1,472 "# 4 pin OK 42.0 in 24.0 in ** Load defined as product weight per pair of beams Total: 952Ib 726Ib NORDSON ASYMTEK TYPE C INT Page \<of g ~ 8/17/2015 Str~tural \.,oncepts ~~~ Engineering ~ 1200 N Jefferson Ste, Ste E Anaheim, CA 92807 Te(: 714 632 7330 fax: 714,632.7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: TYPE F SELECTIVE RACK T 60" 168" + 168" 60" ~ ~ - T 15" +.- 15" + 42" + 42" + 42" + **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 75 lb AXIAL LL= 2,800 lb SEISMIC AXIAL Ps=+/-2,065 lb BASE MOMENT= 8,000 in-lb --1--106" ---,,r Seismic Criteria # Bm Lvls Ss=l.04, Fa=l.084 2 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 Beam Spcg 1 2,800 lb 60.0 in 2 2,800 lb 60.0 in ** Load defined as product weight per pair of beams NORDSON ASYMTEK TYPE F Frame Depth Frame Height # Diagonals Beam Length Frame Type 44 in 168.0 in 5 106in Single Row Description STRESS Hannibal IF3014-3x3x14ga P=2875 lb, M=7966 in-lb 0.33-0K None None N/A HMH 44140/4.5" Face x 0.075" thk Lu=106 in I Capacity: 6257 lb/pr 0.45-0K Lvl 1: 3 pin OK I Mconn=S018 in-lb I Mcap=12691 in-lb 0.4-0K Hannibal 1-1/2x1-1/2x16ga 0.1-0K Hannibal 1-1/2x1-1/2x16ga 0.12-0K 8x5x3/8 I Fixity= 7966 in-lb 0.59-0K 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=602 lb) 0.192-0K 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure Brace 42.0 in 42.0 in 42.0 in 15.0 in 15.0 in Total: I Story Force I Story Force Transv Long it. 2441b 1861b 4891b 373 lb 7331b 5591b Pagel7 of 3:Z.. Column I Column I Conn. Axial Moment Moment 2,875 lb 7,966 "# 5,018 "# 1,438 lb 5,591 "# 2,230 "# 0.22-0K Beam Connector 3 pin OK 3 pin OK 8117/2015 Str~tural \.,oncepts ~.:;} Engineering ~ 1200 N Jefferson Ste. Ste E Anaheim, CA 92807 IeI; 714 632 7330 Fax· 714 632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2L V Configuration & Summary: TYPE C EXT SELECTIVE RACK T 60" 288" + 60" t 168" ' J ' ' Seismic Criteria # Bm Lvls Ss=1.04, Fa=l.084 3 Component Column Fy=SS ksi Column & Backer None Beam Fy=SS ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=SS ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil Level j Load** Per Level Beam Spcg 1 9001b 168.0 in 2 9001b 60.0 in 3 9001b 60.0 in """7""" 24" +-42" + 1-----al 42" + IE----l 288" 42" + 42" + IE----l 42" +-!-------at 42" ..d..:--l"-------l _}-44" -f ,r'-44" ---f Frame Depth Frame Height # Diagonals 44 in 288.0 in 7 Description Hannibal IF3013-3x3x13ga None Struc C8x11.5 w/(0) front to back brace(s) **RACK COLUMN REACTIONS ASDLOADS AXJAL DL= 113 lb AXIAL LL= 1,350 lb SEISMIC AXIAL Ps=+/-2,278 lb BASE MOMENT= 8,000 in-lb Beam Length Frame Type 195in Single Row STRESS P=1463 lb, M=l5862 in-lb 0.94-OK None N/A Lu=146.3 in I Capacity: 4552 lb/pr 0.20-OK Lvl 1: 4 pin OK I Mconn=6727 in-lb I Mcap=27197 in-lb 0.25-0K Hannibal l-1/2xl-1/2x16ga 0.05-OK Hannibal 1-1/2xl-1/2xl6ga 6.06-OK 8x5x3/8 I Fixity= 8000 in-lb 0.45-OK 0.5'' x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1516 lb) 0.35-OK 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.15-OK j Story Force j Story Force Column I Column I Conn. Beam Brace Transv Longit. Axial Moment Moment Connector 42.0 in 941b 721b 1,463 lb 15,862 "# 6,727 "# 4 pin OK 42.0 in 1271b 971b 9751b 3,293 "# 1,819 "# 4 pin OK 42.0 in 161 lb 123 lb 4881b 1,838 "# 666 "# 4 pin OK 42.0 in 42.0 in 42.0 in 24.0 in ** Load defined as product weight per pair of beams Total: 3821b 291 lb I Notes I LOADS SHOW 1800 LBS PER LEVEL NORDSON ASYMTEK TYPE C EXT Page lG of ~ '2.. 1018/2015 Str~tural \.,oncepts ~ Engineering . ~ 1200 N, Jefferson Ste, Ste E Anaherm, CA 92807 Tel· 714,632.7330 fax: 714.632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: TYPE G SELECTIVE RACK T 64" t 2 88" 64" -t-288" 64" + 90" .I ----')s,->--------,< 24" +---, 42" +----42" +--42" +---42" +--42" 4-,_____,. 42" ~ i<-----l **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 150 lb AXIAL LL= 3,200 lb SEISMIC AXIAL Ps=+/-4,712 lb BASE MOMENT= 8,000 in-lb ,.-e--(--106" --,,r ,f-44" -;;f Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=l.04, Fa=l.084 4 44 in 288.0 in 7 106in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3013-3x3x13ga P=3350 lb, M=20580 in-lb 0.83-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 44140/4.5" Face x 0.075" thk Lu=106 in I Capacity: 6257 lb/pr 0.26-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK I Mconn=10593 in-lb I Mcap=15230 in-lb 0.7-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= 8000 in-lb 0.64-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2992 lb) 0.708-OK Slab &Soil 611 thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.32-0K Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Long it. Axial Moment Moment Connector 1 1,600 lb 90.0 in 42.0 in 1041b 801b 3,350 lb 20,580 "# 10,593 "# 3 pin OK 2 1,600 lb 64.0 in 42.0 in 1781b 1361b 2,513 lb 9,240 "# 5,863 "# 3 pin OK 3 1,600 lb 64.0 in 42.0in 253 lb 193 lb 1,675 lb 7,064 "# 4,023 "# 3 pin OK 4 1,600 lb 64.0 in 42.0 in 3271b 249 lb 8381b 3,984 "# 1,551 "# 3 pin OK 42.0 in 42.0 in 24.0 in ** Load defined as product weight per pair of beams Total: 8621b 65716 NORDSON ASYMTEK TYPE G Page\g of 3 ~ 8/17/2015 Str~tural \.,oncepts ~ Engineering ~ 1200 N Jefferson Ste Ste E Anaheim, CA 92807 Tel; 714,632,7330 Fax· 714 632,7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: TYPE J SELECTIVE RACK ' T 64" 192" + 192" 90" ' ' - r 12" + 42" + 42" + 42" + 42" +- **RACK COLUMN REACTIONS ASDLOADS AXl4L DL= 75 lb AXl4L LL= 2,000 lb SEISMIC AXl4L Ps=+/-1,903 lb BASE MOMENT= 8,000 in-lb ~-r--106" ---_,r Seismic Criteria # Bm Lvls Ss=l.04, Fa=l.084 2 Component Column Fy=55 ksi Column & Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=SS ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil Level I Load** Per Level Beam Spcg 1 2,000 lb 90.0 in 2 2,000 lb 64.0 in ** Load defined as product weight per pair of beams NORDSON ASYMTEK TYPE J Frame Depth Frame Height # Diagonals Beam Length Frame Type 44 in 192.0 in 5 106in Single Row Description STRESS Hannibal IF3014°3x3x14ga P=2075 lb, M=9661 in-lb 0.47-OK None None N/A HMH 44140/4.5" Face x 0.075" thk Lu=106 in I Capacity: 6257 lb/pr 0.32-OK Lvl 1: 3 pin OK I Mconn=5011 in-lb I Mcap=12691 in-lb 0.39-OK Hannibal 1-1/2x1-1/2x16ga 0.08-OK Hannibal 1-1/2xl -1/2x16ga 0.09-OK 8x5x3/8 I Fixity= 8000 in-lb 0.51-OK 0.5'' x 3.25" Embed HILTI KWIKBOLT1Z ESR 1917 Inspection Reqd (Net Seismic Uplift=842 lb) 0.225-OK 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure Brace 42.0 in 42.0 in 42.0 in 42.0 in 12.0 in Total: I Story Force I Story Force Transv Long it. 1961b 1501b 3361b 2561b 5321b 4061b Column I Column I Conn. Axial Moment Moment 2,075 lb 9,661 "# 5,011 "# 1,038 lb 4,099 "# 1,629 "# 0.18-OK Beam Connector 3 pin OK 3 pin OK 8/17/2015 Str~tural voncepts ~-& Engineering ~ 1200 N Jefferson Ste Ste E Anaheim CA 92807 Tel· 714,632 7330 Fax· 714 632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: TYPE K SELECTIVE RACK -T 64" 192" + 90" -----1---144" Seismic Criteria # Bm Lvls Ss=l.04, Fa=l.084 2 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=SS ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil Level I Load** Per Level Beam Spcg 1 2,400 lb 90.0 in 2 2,400 lb 64.0 in ** Load defined as product weight per pair of beams NORDSON ASYMTEK TYPE K T 12" + 42" 192" + 42" + 42" + 42" + --f-44" --,,.j,- Frame Depth Frame Height # Diagonals 44 in 192.0 in 5 Description Hannibal IF3014-3x3x14ga None HMH 44140/4.5" Face x 0.075" thk **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 75 lb AXIAL LL= 2,400 lb SEISMIC AXIAL Ps=+/-2,260 lb BASE MOMENT= 8,000 in-lb Beam Length Frame Type 144in Single Row STRESS P=2475 lb, M=12967 in-lb 0.62-OK None N/A Lu=144 in I Capacity: 3649 lb/pr 0.66-OK Lvl 1: 3 pin OK I Mconn=7436 in-lb I Mcap=12691 in-lb 0.59-OK Hannibal 1-1/2x1-1/2x16ga 0.09-OK Hannibal 1-1/2x1-1/2x16ga 0.11-OK 8x5x3/8 I Fixity= 8000 in-lb 0.55-OK 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=998 lb) 0.267-OK 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure Brace 42.0 in 42.0 in 42.0 in 42.0 in 12.0 in Total: I Story Force j Story Force Transv Long it. 2331b 178 lb 3991b 3041b 6321b 4821b Page J..-Oof 3 ~ Column I Column j Conn. Axial Moment Moment 2,475 lb 12,967 "# 7,436 "# 1,238 lb 4,867 "# 2,898 "# 0.21-OK Beam Connector 3 pin OK 3 pin OK 8/17/2015 Strjil.itural l,oncepts ~ Engineering ~ 1200 N Jefferson Ste Ste E Anaheim, CA 92807 Te(· 714 632 7330 fax· 714 632 7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: TYPE CARTON FLOW SELECTIVE RACK ...:, r 22"...,, r 22"...,,, r 22" _,,, 22".., '° 22"...,, '° ~ 24" + - 42" I~ -->I..-" 42" / 2 22"...,, is- 88" 22"...,, r DECK 6" ...:, r 26"...,,, ,:-22" '° 2 ·-/ -"k-88" 42" " .. "---+ / 42" + / 22"...,, 22" __,, ,:- ,:- 22"...,, r 6" ' 42" "---+ ' 42" / ...,,I,_-,, {'--96" ----,r .,f-44" -;;j, DECK , ..._ / **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 525 lb AXIAL LL= 4,794 lb SEISMIC AXIAL Ps=+/-fi666 lb BASE MOMENT= 8,000 in-lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=l.04, Fa=l.084 14 44 in 288.0 in 7 96 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3013-3x3x13ga P=4982 lb, M=5875 in-lb 0.31-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 44140/4.5" Face x 0.075" thk Lu=96 in I Capacity: 6894 lb/pr 0.09-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK I Mconn=4086 in-lb I Mcap=15230 in-lb 0.27-OK Brace-Horizontal Fy=55 ksi Hannibal l-1/'2:x.l-l/2x16ga 0.2-OK Brace-Diagonal Fy=55 ksi Hannibal l-1/2xl-l/2x16ga 0.24-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity= 803 in-lb 0.97-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3866 lb) 0.942-OK Slab &Soil 611 thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.49-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Long it. Axial Moment Moment Connector 1 6001b 6.0 in 42.0 in 41b 31b 5,319 lb 804 "# 2,337 "# 3 pin OK 2 6001b 22.0 in 42.0 in 18 lb 141b 4,982 lb 5,875 "# 4,086 "# 3 pin OK 3 600 lb 22.0 in 42.0 in 321b 241b 4,644 lb 5,799 "# 4,012 "# 3 pin OK 4 600 lb 22.0 in 42.0 in 461b 351b 4,307 lb 5,665 "# 3,898 "# 3 pin OK 5 6001b 22.0 in 42.0 in 601b 461b 3,969 lb 5,472 "# 4,074 "# 3 pin OK 6 1,788 lb 26.0 in 42.0 in 205 lb 1561b 3,632 lb 6,169 "# 2,575 "# 3 pin OK 7 600 lb 6.0in 24.0 in 81 lb 621b 2,700 lb 1,189 "# 1,824 "# 3 pin OK 8 600 lb 22.0 in 95 lb 721b 2,363 lb 4,022 "# 2,676 "# 3 pin OK 9 6001b 22.0 in 1091b 831b 2,025 lb 3,625 "# 2,377 "# 3 pin OK 10 600 lb 22.0 in 123 lb 941b 1,688 lb 3,168 "# 2,037 "# 3 pin OK 11 600 lb 22.0 in 1371b 1051b 1,350 lb 2,653 "# 1,656 "# 3 pin OK 12 6001b 22.0 in 151 lb 115 lb 1,013 lb 2,078 "# 1,233 "# 3 pin OK 13 600 lb 22.0 in 165 lb 1261b 6751b 1,444 "# 769 "# 3 pin OK 14 600 lb 22.0 in 1791b 137 lb 338 lb 752 "# 263 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 1,404 lb 1,071 lb Notes !LEVEL 6 SUPPORT 125 PSF LIVE LOAD, 10 PSF DEAD LOAD DECK (37" WIDE AISLE) NORDSON ASYMTEK TYPE CARTON FLOW P~geJ.l.\ of) 1.. 10/8/2015 ·SC:ru,.,,1 ~~:ineerinq ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Beam The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. Section Properties 96" DOWN AISLE DECK BEAM TYPICAL. Loads Bendin Deflection Beam Member= HMH 44140/4.5" deep x 0.075" thk Beam at Level= 1 Beam Type= Step Beam Weight= 4.0 lb/ft Thickness= 0.075 in t-1.750i{ 1.625 in Ix= 2.720 in"4 Sx= 1.168 in"3 Length=L= 96.0 in Lu= 96.0 in Fy= 55,000 psi Deft Criteria -L/ 240 Impact Factor (a)=(l-25%/2)= 1.000 T J_ % End Fixity= 15 % Dist Load=w= 17.4 lb/in Mcenter= B*(wl "2/8) = 0.904*(wl" 2/8) Mends= 0*Mmax(fixed ends) = (wL "2/12)*0.15 = 0.0125*wL" 2 Fb= 0.6 * Fy = 33,000 psi Fb-eff= 33,000 psi Mcenter= 0.113 * wL"2 = 18,120 in-lb M= 18,120 in-lb fb= (M/Sx)/a = 15,514 psi Deft-allow= L/240 = 0.400 in 4.500 in LL= 125 psf DL= 10 psf Trib width= 1.550 ft ltz:::z::==::z::;J0.075in 0 = 0.15 Coeff B= 0.113/0.125 = 0.904 Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends) = wL "2/8 -(0.15 * wL "2/12) = wL" 2/8 -wL" 2/80 = 0.113 * wL"2 Mends= 0.0125*wL"2 = 2,004 in-lb fb/Fb= 15514 psi/33000 psi = 0.47 Deft= B * [5wL "4/(384*E*Ix)] <= 1.0, OK = [5*17.4 lb/in*(96 in)"4/(384*29.Sx10"6 psi * 2.72 in"4)]*0.904 0.217 in <= 0.4 in, OK bending= 0.47 clefl= 0.54 Pagel_\. l. of 3 ~ Str~tural \.,oncepts -:-; -Engineering 1200 N. Jefferson Ste Ste E Anaheim CA 92807 Tel· 714 632 7330 fax· 714 632,7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: PUSHBACK EXT RACK ~1. \()\-; ,-Ge>" t,1========11 \CC J **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 75 lb AXIAL LL= 1,050 lb SEISMIC AXIAL Ps=+/-1,399 lb BASE MOMENT= 8,000 in-lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=l.04, Fa=l.084 2 42 in 260.0 in 8 54in Single Row Component Description STRESS Column Fy=SS ksi EAB 3.54x2.36x0.088 P=1125 lb, M=5743 in-lb 0.33-OK Column & Backer None None None N/A Beam Fy=SS ksi EAB 2.36"x2.36"x0.118 " tube Lu=54 in I Capacity: 7379 lb/pr 0.14-OK Beam Connector Fy=SS ksi Lvl 1: 3 pin OK I Mconn=3476 in-lb I Mcap=14891 in-lb 0.23-OK Brace-Horizontal Fy=SS ksi 1.18x0.984x0.05 Tube 0.08-OK Brace-Diagonal Fy=SS ksi 1.18x0.984x0.05 Tube 0.07-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity= 5742 in-lb 0.34-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=816 lb) 0.2-OK Slab &Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.11-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Long it. Axial Moment Moment Connector 1 1,050 lb 106.0 in 30.0 in 981b 741b 1,125 lb 5,743 "# 3,476 11# 3-iu1OK 2 1,050 lb 106.0 in 30.0 in 30.0 in 30.0 in 30.0 in 30.0 in 30.0 in 30.0 in 1951b 1491b 563 lb 3,941 "# 1,466 "# 3·-M,OK ** Load defined as product weight per pair of beams Total: 293 lb 2231b Notes !LOADS SHOW 1200 LBS PER PALLET (1-WIDE x 7-DEEP) NORDSON ASYMTEK PUSHBACK EXT Page22J of ~ 2 9/1/2015 StrJ'itural l,oncepts ~'.~ Engineering ~ 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Tel· 714 632 7330 fax: 714,632.7763 By: DANNY PHI Project: NORDSON ASYMTEK Project#: P-081115-2LV Configuration & Summary: PUSHBACK INT RACK T "''-" \vv JJ,o" tll=======ll \o,u _I ,f--54"---{ {-42"r-42" f-42",r42" r--42"-f42" h211 f-42"-t **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 75 lb AXIAL LL= 2,100 lb SEISMIC AXIAL Ps=+/-2,661 lb BASE MOMENT= 8,000 in-lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=l.04, Fa=l.084 2 42 in 260.0 in 8 54in Single Row Component Description STRESS Column Fy=SS ksi EAB 3.54x2.36x0.088 P=2175 lb, M=13888 in-lb 0.79-0K Column & Backer None None None N/A Beam Fy=SS ksi EAB 2.36"x2.36"x0.118 " tube Lu=54 in I Capacity: 7379 lb/pr 0.28-0K Beam Connector Fy=SS ksi Lvl 1: 3 pin OK I Mconn=7662 in-lb I Mcap=14891 in-lb 0.51-0K Brace-Horizontal Fy=SS ksi 1.18x0.984x0.05 Tube 0.16-0K Brace-Diagonal Fy=SS ksi 1.18x0.984x0.05 Tube 0.14-0K Base Plate Fy=36 ksi 8x5x3/8 I Fixity= 8000 in-lb 0.42-0K Anchor 2 per Base 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1550 lb) 0.375-0K Slab &Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.21-0K Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Long it. Axial Moment Moment Connector 1 2,100 lb 106.0 in 30.0 in 186Ib 142Ib 2,175 lb 13,888 "# 7,662 "# 3rci!, OK 2 2,100 lb 106.0 in 30.0 in 371 lb 283Ib 1,088 lb 7,507 "# 2,801 "# 3 tv~K 30.0 in 30.0 in 30.0 in 30.0 in 30.0 in 30.0 in ** Load defined as product weight per pair of beams Total: 557 lb 425Ib Notes !LOADS SHOW 1200 LBS PER PALLET (1-WIDE x 7-DEEP) NORDSON ASYMTEK PUSHBACK INT Page12 .2of ?, "L 9/1/2015 Str~tural UonEts ~ ngineering ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Light Duty Shelving Analysis St'}Litural \.,onfWlts ;ffif Cngineering 1200 N, Jefferson Ste, Ste E Anaheim, CA 92807 Ter: 714 632,7330 fax: 714,632.7763 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Design Data Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in 1) The analyses of the light duty storage fixtures conforms to the requirements of the 2012 IBC, 2013 and ASC 7-10 2) Steel minimum yield, Fy= 36 ksi unless otherwise noted on the plans or analysis herein. 3) Anchor bolts shall be provided by installer per ICC reference on the calculations herein. 4) All welds shall conform to AWS procedures, utilizing 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. 5) Slab on grade is 6 in thick concrete with f'c=2500 psi & 1000 psf allowable soil bearing pressure NORD50N A5YMTEK-P-08 / I I 5-2-5HELVING Page 4 of 3 -2_, 8/19/2015 St~tural vonjW>tS ;iiff Cngineering ·· · 1200 N. Jefferson Ste Ste E Anaheim CA 92807 TeJ; 714.§32.7330 fax; 714.§32.77§3 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Summary of Results Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in _r-36 5/167 Shelf Configuration Seismic Coeff: Ss= 1.040 D'.P, F[lQ!!II S1= 0.404 El.EYAI!Q!i Fa= 1.084 Fv= 1.596 Steel Fy= 36,000 psi Column Beam Beam Rivet 12 TYP 15 TYP I 78 5/16 ~ illY8I!Q!i Component Summary WPSS LURHD Ll-7 /8"x14ga WPSS SS Double Rivet Beam 1/4" Diam Rivetx 1-1/2" Spacing I# of Levels= 17 D= 18.0 in H= 216.0 in L= 36.0 in Location Elevation hl= 3.0 in h2= 15.0 in h3= 15.0 in h4= 15.0 in h5= 15.0 in h6= 15.0 in h7= 15.0 in h8= 15.0 in h9= 14.0 in hlO= 3.0 in hll= 12.0 in h12= 12.0 in h13= 12.0 in h14= 12.0 in h15= 12.0 in h16= 12.0 in h17= 12.0 in Total Height= 216.0 in Anchor** (2) 3 /8" x 2" Embed Hilti Kwikbolt TZ per post (ICC ESR 1917) Inspection Required. Net Uplift=1015 lb Base Plate Slab on Grade Notes 5-3/4 x 3-5/8 x 10 ga RDSFP@T Post, 3-1/2 x 3-5/8 x 10 ga RSSFP@ L Post 6 in thick concrete with f'c=2500 psi & 1000 psf allowable soil bearing pressure Column Reactions {ASD): Axial column DL= 51 lb Axial column LL= 980 lb Axial column seismic load=+/-1,015 lb NORD5ON ASYMTEK-P-O81 I I 5-2-5HELVING Load 1001b 1001b 1001b 1001b 1001b 1001b 1001b 1001b 3601b 1001b 1001b 1001b 1001b 1001b 1001b 1001b 1001b 0.55 OK 0.37 OK 0.47 OK 0.89 OK 0.07 OK 0.15 OK 8/19/2015 St~tural \.,on~ts ~ ngin~!~i~~efferson ste, ste E Anaheim, CA 92so1 JeJ: 714,632 7330 fax: 714,632,ZZ63 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Seismic Forces Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in Vl= S05 *W/R V2= [0.4*ap*S05*Ws*(1+2*z/h)/(Rp/Ip )] V3= 0.044*Sds V4= 0.S*S1/R Vl= 0.1879 V2= 0.1879 V3= 0.0331 V4= 0.0000 Vminimum= 0.015 Seismic Coeff=Cs= 0.1879 (Either Direction) Cs*Ip= 0.1879 Down Aisle Seismic Shear (Longitudinal) Wlong= Z:(LL *0.67 +DL) i. hb ! , M l. 7 7 Deck DL= 10 psf Deck LL= 60 psf Ss= 1.04 Sl= 0.40 Fa= 1.08 V Trib Area=A= 9.0 ft"2 Deck level LL= 270 lb Deck level DL= 90 lb Fv= 1.60 Sds= 0.752 Sdl= 0.430 Elevation Cross Aisle Seismic Shear (Transverse) Wtransv= Z:(LL*0.67+DL) = 1,415 lb R=Rp= 4.00 Ip= 1.00 ap= 2.5 z/h= 0.00 # of levels= 17 Depth= 18.0 in Product LL/Shlf= 100 lb DL/Shlf= 6 lb = 1,415 lb Vlong=VL= 0.1879 * 1415.2 lb = 2661b Vtransverse=VT= 0.1879 * 1415.2 lb = 2661b VJ2= 133 lb Transverse Distribution Level LL 1 1001b 2 100 lb 3 1001b 4 100 lb 5 1001b 6 100 lb 7 100 lb 8 100 lb 9 360 lb 10 1001b 11 100 lb 12 100 lb 13 1001b 14 100 lb 15 100 lb 16 100 lb 17 100 lb Sum: 1,960 lb Transverse Column Loads Pstatic DL= 51 lb Pstatic LL= 980 lb Mconn= 7,839 in-lb DL hi wi*hi 61b 3in 318 61b 18in 1,908 61b 33in 3,498 61b 48in 5,088 61b 63 in 6,678 61b 78in 8,268 61b 93in 9,858 61b 108in 11,448 61b 122in 44,652 61b 125in 13,250 61b 137in 14,522 61b 149in 15,794 61b 161 in 17,066 61b 173in 18,338 61b 185in 19,610 61b 197in 20,882 61b 209in 22,154 102 lb W=2062 lb 233,332 Movt= 38,049 in-lb Pseismic= Movt/D = 2,114 lb "1transv=M = 939 in-lb Fi Fi*hi 0.4 lb 1 in-lb 2.2 lb 40 in-lb 4.0 lb 132 in-lb 5.8 lb 278 in-lb 7.6 lb 479 in-lb 9.4 lb 733 in-lb 11.2 lb 1,042 in-lb 13.1 lb 1,415 in-lb 50.9 lb 6,210 in-lb 15.1 lb 1,888 in-lb 16.6 lb 2,274 in-lb 18.0 lb 2,682 in-lb 19.5 lb 3,t40 in-lb 20.9 lb 3,616 in-lb 22.4 lb 4,144 in-lb 23.8 lb 4,689 in-lb 25.3 lb 5,288 in-lb 120 lb Movt=38048,6 in-lb Moment Resisting Dbl Rivet Beams Vn hb Mn 133.00 lb 3in 399 in-lb 125.18 lb 15in 939 in-lb 117.35 lb 15in 880 in-lb 109.53 lb 15in 821 in-lb 101.71 lb 15in 763 in-lb 93.88 lb 15in 704 in-lb 86.06 lb 15in 645 in-lb 78.24 lb 15in 587 in-lb 70.41 lb 14in 493 in-lb 62.59 lb 3 in 94 in-lb 54.76 lb 12in 329 in-lb 46.94 lb 12in 282 in-lb 39.12 lb 12in 235 in-lb 31.29 lb 12in 188 in-lb 23.47 lb 12in 141 in-lb 15.65 lb 12in 94 in-lb 7.82 lb 12in 47 in-lb Smllarly, Mlong= 798 in-lb Mconn-long= 798 in-lb Mconn 669 in-lb 909 in-lb 851 in-lb 792 in-lb 733 in-lb 675 in-lb 616 in~lb 540 in-lb 293 in-lb 211 in-lb 305 in-lb 258 in-lb 211 in-lb 164 in-lb 117 in-lb 70 in-lb 23 in-lb Longitudinal Column Loads Pstatic= Z:(LL +DL) = 1,031 lb Mlong= ~*VJVT = 798 in-lb NORD50N A5YMTEK-f'-08 I I I 5-2-5HELVING Page ~G, of 3 ~ 8/19/2015 St~tural VoniW'ts ::ii4 Cngineering ~ 1200 N, Jefferson Ste. Ste E Anaheim, CA 92807 JeJ: 714.§32.7330 fax: 714 632.7763 By: S.P. Project: NORDSONASYMTEK Project#: P-081115-2 Transverse Column Loads (Weak Axis Bending) Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in Net Section Properties Column= WPSS LURHD L1-7/8"x14ga Aeff = 0.471 inA2 Ix (downaisle) = 0.297 inA4 Sx (downaisle) = 0.158 inA3 rx (downaisle) = 0.794 in Iy (crossaisle) = 0.177 inA4 Sy (crossaisle) = 0.129 inA3 ry (crossaisle) = 0.614 in Fy= 36 ksi Axial DL= 51 lb Axial LL= 980 lb Pseismic= 2,114 lb Loads Load case: (Fully Loaded) Qf= 1.67 E= 29,500 ksi Cb= 1.0 Cmx= 0.85 Kx= 1.0 Lx = 15.0.in Ky= 1.0 Ly= 15.0 in Axial=P= DL+0.75LL+0.75*0.7*Pseismic = 1,896 lb Moment=My= 939 in-lb Axial Analysis KxLx/rx = 1*15"/0.7942" = 18.9 Fe= nA2E/(KL/r)maxA2 = 487.7ksi Pn= Aeff*Fn = 16,629 lb P/Pa= 0.22 Bending Analysis > 0.15 KyLy/ry = 1 *15"/0.6139" = 24.4 Fy/2= 18.0 ksi Qc= 1.92 Check: P/Pa + (Cmy*My)/(May*µ) :,; 1.0 P/Pao +My/Mays; 1.0 Pno= Ae*Fy Pao= Pno/Qc ,-i-~18" ,l,.-1 7/8"=i=1 7/8"--J Fe> Fy/2 Fn= Fy(1-Fy/4Fe) = 36 ksi*[l-36 ksi/(4*487.7 ksi)] = 35.3 ksi Pa= Pn/Qc = 16629 lb/1.92 = 8,661 lb Myield=My= Sy*Fy = 0.471 inA2 *36000 psi = 16,942 lb = 169421b/1.92 = 8,824 lb = 0.129 inA3 * 36000 psi = 4,658 in-lb May= My/Qf = 4658 in-lb/1.67 = 2,789 in-lb µ= {1/[1-(Qc*P/Pcr)]}A-1 = {1/[1-(1.92*1896 lb/384193 lb)]}A-1 = 0.99 Combined Stresses Per= nA2EI/(KL)maxA2 = nA2*29500000 psi/(1*15 in)A2 = 384,193 lb (1896 lb/8661 lb)+ (0.85*939 in-lb)/(2789 in-lb*0.99) = (1896 lb/8824 lb)+ (939 in-lb/2789 in-lb) = 0.51 0.55 < 1.0, OK < 1.0, OK NORD50N A5YMTEK-F-08 I I 15-2-5HELVING Page~) of 3~ (EQ C5-1) CEO C5-2) 8/19/2015 St~tural \.,on..w:,ts ~ Cngineering ~ 1200 N. Jefferson Ste. Ste E Anaheim. CA 92807 Jel: 714,632.7330 fax: 714,632 7763 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Longitudinal Column Loads (Strong Axis Bending) Configl!ration: Rivetier II Shelving : 216 in x 36 in x 18 in Net Section Properties Column= WPSS LURHD Ll-7/8"x14ga Aeff = 0.471 in"2 Ix (downaisle) = 0.297 in"4 Sx (downaisle) = 0.158 in"3 rx (downaisle) = Q.794 in Iy (crossaisle) = 0.177 in/\4 Sy (crossaisle) = 0.129 in"3 ry (crossaisle) = 0.614 in Fy= 36 ksi Axial DL= 51 lb Axial LL= 980 lb Pseismic= O lb Loads Load Case: (Fully Loaded) Qf= 1.67 E= 29,500 ksi Cb= 1.0 Cmx= 0.85 Kx= 1.0 Lx = 15.0 in Ky= 1.0 Ly= 15.0 in Axial=P= DL+0.75LL+0.75*0.7*Pseismic = 7861b Moment=Mx= 798 in-lb Axial Analysis KxLx/rx = 1*15"/0.7942" = 18.9 Fe= n"2E/(KL/r)max"2 = 487.7ksi Pn= Aeff*Fn = 16,629 lb P/Pa= 0.09 Bending Analysis < 0.15 Check: P/Pa + My/May :5 1.0 Pno= Ae*Fy KyLy/ry = 1 *15"/0.6139" = 24.4 Fy/2= 18.0 ksi Qc= 1.92 Pao= Pno/Qc Fe> Fy/2 Fn= Fy(1-Fy/4Fe) = 36 ksi*[l-36 ksi/(4*487.7 ksi)J = 35.3 ksi Pa= Pn/Qc = 16629 lb/1.92 = 8,661 lb Myield=My= Sx*Fy = 0.471 in"2 *36000 psi = 16,942 lb = 169421b/1.92 = 8,824 lb = 0.158 inA3 * 36000 psi = 5,699 in-lb May= My/Qf = 5699 in-lb/1.67 = 3,412 in-lb µ= {1/(1-(Qc*P/Pcr)]}"-1 = {1/[1-(1.92*786 lb/384193 lb)]}"-1 = 1.00 Combined Stresses Per= n"2EI/(KL)max"2 = n/\2*29500000 psi/(1 *15 in)"2 = 384,193 lb (786 lb/8661 lb)+ (798 in-lb/3412 in-lb) = 0.32 < 1.0, OK NORD50N A5YMTEK-P-08 I I I 5-2-SHELVING Page;,~ of 3 ~ (EQ C5-3) 8/19/2015 St'}liitural \.,on~ts ~ Cngineering · · 1200 N, Jefferson Ste. Ste E Anaheim cA 92807 Tel: 714,§32,7330 fax: 714 632,7763 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Double Rivet Beam Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in 1-3/32" 1-1 Downaisle beam Beam Type= WPSS SS Double Rivet Beam Ix= 0.2060 inA4 Sx= 0.123 inA3 ~ t=14ga l T• rrrrrrrr Fy-beam= 36,000 psi Shelf Span=L= 35 in Check Beam Bending Shelf DL= 6 lb Shelf LL= 100 lb Shelf LL+DL= 106 lb Load=w=LL*0.67/(2*L)= 12.9 plf M= w * LA2/8 = 165 in-lb fb= M/Sx = 1,338 psi Fb= 0.6 * Fy 21,600 psi fb/Fb= 0.06 OK Check DRB Beam Rivets For Static.+ Seismic Loads Check load case: DL+0.75LL + 0.75*0.?*Mseismic Rivet Spacing=d= 1.5 in Rivet diameter= 0.25 in Fy-rivet= 36,000 psi M*0.7*0.75= 493 in-lb C= M/d = 329 lb Shear capacity= Rivet Area * 0.4 * Fy-rivet ~. ~ . ,:,) .,.. N t SS Dbl Rivet Beam Downaisle beam L Shelf Plan View Check Beam Deflection E= 29,500,000 psi D= 5 * w * LA4/(384 * E * Ix) = 0.0036 in Dallow= L/140 tmin= 0.075 in Fu= 58,000 psi W= (LL *0.75+DL)/4 = 201b = -t- d _J_ 0.25in OK = ((0.25 in)A2 * pi/4] * 0.4 * 36000 psi = 7071b Bearing capacity= Rivet Diam * tmin * Fu * 1.2 = 1,305 lb Effective Shear= [(W/2)A2 + CA2)A0.5 = 329 lb OK NORDSON ASYMTEK-F-081 I 15-2-SHELVING w Beam to Column Page -i; of 3;:z.._,,, Column Rivet Beam 8//9/2015 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Anchors Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in Check load case: 0.6D + 0.67LL + 0.7V Loads Vtrans=V= 266 lb DL/Frame= 102 lb LL/Frame= 1,960 lb Wst=(0.6*DL+ 0.67LL)total= 1,374 lb LL @ TOP= 100 lb DL/Lvl= 6 lb DL *0.60= 4 lb Lateral Ovt Forces=I(Fi*hi)*l.15*0.7= 30,629 in-lb Fully Loaded rack Vtrans= 266 lb Movt= l(Fi*hi) Frame Depth=D= 18.0 in Htop-lvl= 216.0 in # Levels= 17 # Anchors/End= 2 ~ T, SIDE ELEVATION Mst= Wst * D/2 Uplift=T= (Movt-Mst)/D V = 30,629 in-lb = 1374 lb * 18 in/2 = 12,366 in-lb = (30629 in-lb -12366 in-lb)/18 in = 1,015 lb Top Level Loaded Only Critical Level= 17 Vtop= Cs * LLtop Vtop= 0.188 * 100 lb = 191b Mst= 0.6*(LL-top) *D/2 = (100 lb*0.6) * 18 in/2 = 540 in-lb Hgt@ Lvl 17= 216.0 in Movt= Vtop*Htop*l.15 = 19 lb * 216 in * 1.15 = 4,720 in-lb Uplift= T = (Movt-Mst)/D = (4720 in-lb -540 in-lb)/18 in = 2321b Anchor Net Seismic Max Uplift=! 1,015 LB Check (2) 3/8" x 2" Embed Hilti Kwikbolt TZ anchor(s) per footplate ** Special inspection is required per ICC ESR 1917. ** Alternate approved anchor: Powers Power Stud+ SO2, 3/8" diam x 2.375" min embedment, (~) per footplate ** ALL SINGLE ROW SHELVING POSTS MUST BE ANCHORED. BACK TO BACK TIED UNITS SHALL BE ANCHORED AT THE AISLE SIDE POSTS ONLY Fully Loaded: Top Level Loaded: Pullout capacity=Tcap= 550 lb Shear Capacity=Vcap= 450 lb Phi= 1.00 Tcap*Phi= 550 lb Vcap*Phi= 450 lb (508 lb/550 lb)"l + (67 lb/450 lb)"l = (116 lb/550 lb)"l + (5 lb/450 lb)"l = NORDSON ASYMTEK-P-081 I 15-2-SHELVING Page 30 of 3--;i_, 1.07 0.22 <= 1.2 OK <= 1.2 OK 8/19/2015 St'}'itural Von~ts ~ Cngineering · 1200 N Jefferson ste, Ste E Anaheim, CA 92soz JeJ: 714,632.7330 fax: 714.632.7763 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Base Plate Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in Section Actual base plate forT Post is 5.75 in x 3.625 in x 14 ga, but a smaller area is considered to be effective due to the rigidity limitations of the baseplate Width=B = 4.00 in Depth=D = 2.00 in Plate Thickness=t = 0.075 in Cross Aisle Loads Column Width=b = 3.750 in Column depth=b = 1.875 in L = 0.13 in Fy = 36,000 psi Axial DL= 51 lb Axial L= 980 lb Pseismic= 2,114 lb DL+0.75LL + 0.75*0.7*Pseismic= 1,896 lb L = Base Plate Depth-Col Depth = 0.13 in fa = P/A = P/(D*B) = 237 psi Sbase/in = (1)(t"2)/6 = 0.001 in"3/in fb/Fb = M/[(S-plate)(Fb)J = 0.07 OK NORD5ON A5YMTEK-F-08 I I I 5-2-5HELVING M= wl "2/2= fa*L "2/2 = 2 in-lb/in Fbase = 0.75*Fy = 27,000 psi i 53/4" I (f) l CONNECT TO UPRIGHT W/ (2) 1/4' TEK SCREWS RDSFP FOOTPLATE Page31 of 5:?.,. 1' 11/27 (f) ,[D CONNECT TO UPRIGHT W/ (1) 1/4' TEK SCREW RSSFP FOOTPLATE w 8/19/2015 St~tural \., onw,W>ts ;{fiJ Cngineering . 1729 S. Doyq(ass Rd. Ste B, CA 92806 Te(: 714,456,0056 fax· 714 456,0066 By: S.P. Project: NORDSON ASYMTEK Project#: P-081115-2 Slab on Grade SLAB ELEVATION Base Plate B= 4.00 in D= 2.00 in Load Case 1: Product + Seismic Product DL= 51 lb Product LL= 980 lb Puncture I Pu= 1.2DL + 1.0LL + 1.0*E = 2,838 lb Apunct= [(c+t)+(e+t)J*2*t = 216.0 inA2 Slab Bending I Asoil= (P*144)/(fsoil) = 409 in"'2 X= (L-y)/2 = 2.7 in Fb= 5*(phi)*(fc)"'0.5 = 162.5 psi Load Case 2: Static Loads Puncture DL= 51 lb Pu= 1.2*DL + 1.6*LL = 1,492 lb Apunct= [(c+t)+(e+t)J*2*t = 216 in"'2 Slab Bending Asoil= (Pu*144)/(fsoil) = 215 inA2 X= (L-y)/2 = O.Oin Fb= 5*(phi)*(fc)"'0.5 = 162.5 psi Configuration: Rivetier II Shelving : 216 in x 36 in x 18 in width=a= 3.75 in depth=b= 1.88 in Baseplate Plan View Concrete fc= 2,500 psi tslab=t= 6.0 in phi=0= 0.65 Soil fsoil= 1,000 psf Movt= 38,049 in-lb Frame depth= 18.0 in eff. baseplate width=c= 4.00 in eff. baseplate depth=e= 2.00 in P-seismic=E= Movt/Frame depth = 2,114 lb (Strength Design Loads) L= (Asoil)A0.5 = 20.22 in M= w*xA2/2 = (fsoil*x"'2)/(144*2) = 25 in-lb I LL= 980 lb L= (Asoil)"'0.5 = 14.66 in M= w*xA2/2 = (fsoil*xA2)/(144*2) = O in-lb Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.15 < 1.00K y= (c*e)A0.5 + t*2 = 14.8 in S-slab= l*tA2/6 = 6.0 inA3 fb/Fb= M/(S-slab*Fb) = 0.03 < 1.0 OK I Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.08 < 1.0 OK y= (c*e)"'0.5 + t*2 = 14.8 in S-slab= 1*tA2/6 = 6.0 inA3 fb/Fb= M/(S-slab*Fb) = 0.00 < 1.0, OK Seismic C NORD50N ASYMTEK-F-081 I I 5-2-5HELVING Page 3:t, of S ~ 8/19/2015 ~St~p'-ural f~•f»fr"!C~S .,,,===.; . C:ngineering 1615 Yeager Ave., La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 ··-------===================================== VLM ANALYSIS -----===================================== St~tural l,onifiPts ~ Cngineering 1200 N Jefferson Ste Ste E Anaheim, CA 92807 Tel· 714.632.7330 fax: 714 632 7763 By: BOBS Project: NORDSON Project#: P-081115-2LV Design Data Configuration: REMSTAR SHUTTLE XP HD-500 1) The analyses of the storage equipment conforms to the requirements of the 2013 CBC, 2012 IBC & ASCE 7-10 2) Anchor bolts shall be provided by installer per ICC reference on the calculations herein. The installer must provide any special inspection as called out on plans or calculations, or as required by the ICCC report indicated herein. 3) All welds shall conform to AWS procedures, utilizing E?0xx 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. 4) The slab on grade is 6" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Existing slab on grade checked only for puncture and bending. Configuration: REMSTAR SHUTTLE XP HD-500 REMSTAR SHUTTLE XP H D L~ Vertical Carousel System Page A of G Configuration D= 120.98 in H= 328.75 in L= 109.45 in Dead Load= 14,645 lb Live Load= 49,677 lb Anchors= (8) 5/8" diam x 4" Embed HILT! KWIK BOLTTZ #1917 per base ~~~~:ineering 1200 N Jefferson Ste. Ste E Anaheim CA 92807 Tel· 714 632 7330 fax· 714 632 7763 By: BOB S Project: NORDSON Project#: P-081115-2L V Seismic Forces Configuration: REMSTAR SHUTTLE XP HD-500 Lateral analysis is performed with regard to 2013 CBC, 2012 IBC & ASCE 7-10 Veq12.s-2= Sos*I*W /R Veql3.3-1= 0.4 * ap *Sos* W * (1 + 2*z/h)/(Rp/Ip) Veql3.3·3= 0.3* Sos* Ip* W Sos= Fa * Ss * (2/3) = 1.01173 Veq12.8-2= 0.4047 Veq 13.3-1= 0.1619 Veq 13.3-3= 0.3035 Vminimum= 0.000 Cs=Seismic Coeff= 0.4047 V=Cs/1.4= 0.2891 W-DL= 14,645 lb W-LL= 49,677 lb (Either Direction) V= 0.289065714285714 * (14645 lb+ 49677 lb) = 18,593 lb H= 328.8 in Depth= 121.0 in Vmin= 0.015 (ASCE 7-10, TABLE 13.6-1) Fa= 1.08 Ss= 1.40 R= 2.50 Ip= 1.00 PLRF= 1.00 ap= 1.0 Rp= 2.5 z/h= 0.00 Fl= r-i;-1 I V H ~r H/2 t Carousel Side Elevation Movt= V * H/2 Mst= (0.9 * WDL + WLL) * D/2 Anchor = 3,056,224 in-lb Load Case 1: (DL + LL+ E; = 695,849 in-lb Load Case 2: (DL + E) T = (Movt -Mst)/D = -6,167 lb = -838 lb Load Case 1: (0.9*DL + LL+ E) Load Case 1: (0.9*DL + LL+ E) Check (8) 5/8" diam x 4" Embed HILTI KWIK BOLT TZ anchor(s) unit. Special inspection is required per ICC #1917. Pullout Capacity=Tcap= 1,250 lb Shear Capacity=Vcap= 1,840 lb Tcap*Phi= 1,663 lb Vcap*Phi= 2,447 lb L.A. City ? NO Phi= 1.33 (0 lb/1663 lb)"l.66 + (2324 lb/2447 lb)"l.66 = 0.92 = (14645 lb* 0.9 + 49677 lb)* 120.98 in/2 = 3,802,250 in-lb Load Case 1: (0.9*DL + LL+ E) = 797,288 in-lb Load Case 1: (0.9*DL + LL+ E) Tmax= 0 lb # Anchor/side= 4 Shear/Anchor= 2,324 lb <= 1.0 OK Page 0 of a, St~tural Von~ts ·-~-,---" r Cngineering .,:/' 1200 N. Jefferson Ste Ste E Anaheim. CA 92807 Te!· 714.632 7330 fax: 714 632.7763 By: BOBS Project: NORDSON Project#: P-081115-2LV Slab on Grade Configuration: REMSTAR SHUTTLE XP HD-500 Base Assembly Base width=B= 4.00 in Base Length=D= 5.50 in Concrete fc= 2,500 psi tslab=t= 6.0 in phi=0= 0.60 Soil fsoil= 1,000 psf Movt= 3,056,224 in-lb Frame depth= 120.98 in # columns=N= 8 Load Case 1: Product+ Seismic Product DL= 1,831 lb Product LL/post= 6,210 lb Puncture I Pu= 1.2PDL + 1.0PLL + 1.0*E = 14,722 lb Apunct= [(B+t)+(D+t)J*2*t = 258.0 in"2 Slab Bending I Asoil= (P*144)/(fsoil) = 2,120 in"2 X= (L-y)/2 = 14.7 in Fb= 5*(phi)*(fc)"0.5 = 150. psi Load Case 2: Static Loads Puncture PDL= 1,831 lb Pu= 1.2*PDL + 1.6*PLL = 12,132 lb Apunct= [(B+t)+(D+t)J*2*t = 258 in"2 Slab Bending Asoil= (Pu*l 44)/(fsoil) = 1,747 in"2 X= (L-y)/2 = 12.6 in Fb= S*(phi)*(fc)"0.5 = 150. psi p L SLAB ELEVATION P-seismic=E= Movt/Frame depth = 6,316 lb (Strength Design Loads) L= (Asoi/)"'0.5 = 46.04 in M= w*x"2/2 = (fsoil*x"2)/(144*2) = 748 in-lb PLL= 6,210 lb L= (Asoil)"0.5 = 41.80 in M= w*x"2/2 = (fsoil*x" 2)/(144*2) = 547 in-lb Page c. of C:, Fpunct= 2.66*phi*sqrt(fc) = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.72 < 1.0OK y= (B*D)"'0.5 + t*2 = 16.7 in S-slab= 1 *t" 2/6 = 6.0 in"3 fb/Fb= M/(S-slab*Fb) = 0.83 < 1.0OK Fpunct= 2.66*phi*sqrt(fc) = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.59 < 1.0 OK y= (B*D)"0.5 + t*2 = 16.7 in s-slab= 1*t"2/6 = 6.0 in"3 fb/Fb= M/(S-slab*Fb) = 0.61 < 1.0, OK ,Stu'_M·t1-ural 1,f?''' t.,. ,··.nci!:gineering 1615 Yeager Ave., La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 .. ···---=---============================================ ·--======================================= MEG RS 350 \ --...... ,_ -=-======================================= 5i~~:ineering ..... 1200 N. Jefferson Ste Ste E Anaheim. CA 92807 Tel· 714.632 7330 fax· 714 632 7763 By: BOBS Project: NORDSON Project#: P-081115-2LV Design Data Configuration: KARDEX REMSTAR MEG RS 350 1) The analyses of the storage equipment conforms to the requirements of the 2013 CBC & ASCE 7-10 2) Anchor bolts shall be provided by installer per ICC reference on the calculations herein. The installer must provide any special inspection as called out on plans or calculations, or as required by the !CCC report indicated herein. 3) All welds shall conform to AWS procedures, ·utilizing 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: 4) The slab on grade is 6" thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Existing slab on grade checked only for puncture and bending. Configuration: KARDEX REMSTAR MEG RS 350 REMSTAR MEG RS 350 H D L~ Vertical Carousel System Page G of G Configuration D= 50.10 in H= 324.00 in L= 121.10 in Dead Load= 11,180 lb Live Load= 15,000 lb Anchors= (8) 3/4" diam x 4-3/4" Embed HILT! KWIK BOLT lZ #1917 per base St'('.;tural ~~n~:ineering ... ';;;{ 1200 N. Jefferson Ste Ste E Anaheim, CA 92807 Te!· 714 632 7330 fax: 714 632 7763 By: BOBS Project: NORDSON Project#: P-081115-2LV Seismic Forces Configuration: KARDEX REMSTAR MEG RS 350 Lateral analysis is performed with regard to 2013 CBC & ASCE 7-10 Veq12.8-2 Sos*I*'w'I/R Veq 13.3-1 = 0.4 * ap *Sos* W * (1 + 2*z/h)/(Rp/Ip) Veql3.3·3= 0.3* Sos* Ip* W Sos= Fa * Ss * (2/3) = 0.75157 Veq12.8 2 0.2147 Veq 13.3-1=; 0.1203 Veq 13.3-3= 0.2255 Vminimum= 0.000 Cs=Seismic Coeff= 0.2255 V=Cs/1.4= 0.1611 W-DL= 11,180 lb W-LL= 15,000 lb (Either Direction) V= 0.161050714285714 * (11180 lb+ 15000 lb) = 4,216 lb H= 324.0 in Vm;n= 0.015 (RMI Sec 2.5.1.2) Fa= 1.08 Ss= 1.04 R 3.50 Ip= 1.00 PLRF= 1.00 ap= 1.0 Rp= 2.5 z/h= 0.00 ~I I V H T H/2 Anchor Pt Depth= 50.1 in Carousel Side Elevation Dpth of Equip = 50.1 in Anchor Movt= V * H/2 = 682,992 in-lb = 291,667 in-lb T= (Movt -Mst)/D = 2,217 lb = -660 lb Load Case 1: (DL +LL+ E; Load Case 2: (DL + E) Load Case 1: (DL + LL+ E) Load Case 2: (DL+E) Mst= (1-0.2*Sds)*(WDL + WLL) * D/2 = 0.683(11180 lb + 1SOOO lb) * 50.1 in/2 = 571,902 in-lb Load Case 1: (DL + LL+ E) = 324,724 in-lb Load Case 2: (DL+E) Tmax= 2,217 lb Check (8) 3/4" diam x 4-3/4" Embed HILTI KWIK BOLT TZ anchor(s) unit. Special inspection is required per ICC #1917. Pullout Capacity=Tcap= 2,178 lb Shear Capacity=Vcap= 2,839 lb Tcap*Phi= 2,178 lb Vcap*Phi= 2,839 lb L.A. City ? YES Phi= 1.00 (554.25 lb/2178 lb)"1 + (527 lb/2839 lb)"1 = 0.44 Page f of G # Anchor/side= 4 Shear/Anchor= 527 lb <= 1.2 OK St~tural '! ~~n~;:ineering __ _ _ _ _ -::::--=-=· =,.-=====::::::!:12!::!0=0=N!!:::. :!:Je!::!ff:!::e::!::rs~o~n=S=t=e,=S=te!::::!::F=A!::!n~ah=e~im:!:!::::, C:::!A==92=8=0=7 =T=el=: 7=1=4=.6=3~2-=73=3=0=F=a~x=: 7=1=4=.6=32=·=77=6=3========== By: BOBS ~--::= •. ,:: •• : Slab :m Grade Base Assembly 8,1se width=B= 5.00 in E-A~:i' 1_ength=D= 8.00 in Concrete f'c= 2,500 psi PP.nd t.slab=t= 6.0 in phi=0= 0.60 Soil fsoil= 1,000 psf Movt= 682,992 in-lb f"rame depth= 50.10 in ~ columns=N= 4 Project: NORDSON Project#: P-081115-ZLV Configuration: KARDEX REMSTAR MEG RS 350 p SLAB ELEVATION Jo~ !_'.;ase 1: Product + Seismic .. --: ·ocluct DL= 2,795 lb P-seismic=E= Movt/Frame depth = 9,543 lb (Strength Design Loads) P·'.). J,. :t LL/post= 3,750 lb ---·-----..------------------------------------------, Pur.ct ,:· = I ____ __. Pu= 1.2PDL + 1.0PLL + 1.0*E + 0.2*SDs*PDL = 17,533 lb Apunct= [(B+t)+(D+t)]*2*t = 300.0 in"'2 Fpunct= 2.66*phi*sqrt(f'c) = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.73 < 1.0 OK --------,--------------------------------------------1 Slab E E.nding I Asoil= (P*144)/(fsoil) y= (B*D)A0.5 + t*2 L= (Asoil)"'0.5 = 50.25 in = 2,525 in"'2 = 18.3 in x= (L-y)/2 M= w*x"'2/2 S-slab= l*t"'2/6 = 16.0 in = (fsoil*x"'2)/(144*2) = 6.0 in"'3 Fb= 5*(phi)*(f'c)A0.5 = 885 in-lb fb/Fb= M/(S-slab*Fb) ~---·------=_1_5_0 ..... p'"""s_i _______________________ = __ o_._9_8 __ <_1._0_O_K ______ ___, load Case 2: Static Loads PDL= 2,795 lb PLL= 3,750 lb D,Jr':t :'·., Pu= 1.2*PDL + 1.6*PLL Fpunct= 2.66*phi*sqrt(f'c) = 9,354 lb = 79.8 psi A.punct= [(B+t)+(D+t)]*2*t fv/Fv= Pu/(Apunct*Fpunct) = 300 in"'2 = 0.39 < 1.0 OK ---------------------------------------"-'---------l s.at: E ,, ding Asoil= (Pu*144)/(fsoil) = 1,347 in"'2 X= (L-y)/2 = 9.2 in Fb= 5*(phi)*(f'c)"'0.5 = 150. psi L= (Asoil)"'0.5 = 36.70 in M= w*xA2/2 = (fsoil*x"'2)/(144*2) = 293 in-lb Page~ of G, y= (B*D)A0.5 + t*2 = 18.3 in s-slab= 1 *t"'2/6 = 6.0 in"'3 fb/Fb= M/(S-slab*Fb) = 0.33 < 1.0, OK KLAUSBRUCKNER AND ASSOCIATES 2495 Truxtun Road, Suite 205 San Diego, CA 92106 ..,_ ____ _._.._"""""""' __ """""""' __________ """""""' __ =-·~ Tel: (619) 677-2004 Fax: (619) 677-2444 NORDSON ASYMTEK RECEl\fED SEP 2 3 2015 CITY OF CARLSBAD BUILDING O!VIS!ON 2765 Loker Avenue Carlsbad, CA High-Piled Combustible Storage Report Rev 1.1 September 3, 2015 ·)- I--u 1,, 2. 3, .4, Ot=:Fltlt;·l)'SI; ONLY 'D. r-1\,1) ''l ~ RECORD IIJ. ; . ..-·r.:-9:· ··+· · r-:"M,-=-------------,..,d k.1-I ,.u J • HHMBP #: ... ~~-',;,,· ... ·: ""', ·, ...... · ...,.. ____ ..,.......,.._ BP DATE,_ .. _-_· .. .,.··~_,·-=~'-· --· 0 CalARP Exempl f! Date ·· ·1nlllals 0 CalARP Required .. I .. Date lnltlals 0 CalARP Complete I Dale lnlUals FIRE DEPARTMENT OCCUPANCY OLASSIFICA-11~1)!;...,· ---------'""'"'------;.....;.,.,,-_,--....,,._..,... ____ .,....., __ -=..,..,.---,.- BY:. DATE:· .. ·• r_-<-~r EXEMPTORNOFURTHERl~fO~TIONREQUJtiED IJ!!MITBU]'.r_i01-F0R_l!CCl!.P~Nl:'t. :_~: . ~ .. RE!.~SEDJ'.0~:occ_uP~.fil'._ --.. CO!JNTY:HMD' AF'CD ~P.CD __ CQJ,!NJ:MIMD J .•. APCC!