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Home My WebLink About2777 LOKER AVE W; C; CB131059; PermitCity of Carlsbad 05-29-2013 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB131059 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: 2777 LOKER AV WEST CBADSt: C Tl Sub Type: INDUST 2090813000 Lot#: 0 $10,000.00 Construction Type: 58 Reference# SGN NUTRITION: PALLET RACKING Owner: Status: ISSUED Applied: 04/25/2013 Entered By: JMA Plan Approved: 05/29/2013 Issued: 05/29/2013 Inspect Area Plan Check#: LEE PALIN CALIFORNIA BUTCHERS PENSION TRUST FUND C/O JAMES THOMAS 10930 WILLOW CT SAN DIEGO CA 92127 858-733-057 4 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 Total Fees: $218.78 Inspector: $126.87 $0.00 $88.81 $0.00 $0.00 $2.10 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $0.00 2777 LOKER AVE W CARLSBAD CA 92010 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 $218.78 Balance Due: Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $218.78 $0.00 hat 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. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading qr other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING ·JOB ADDRESS . ;?7? CT/PROJEqT # Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602~2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov /:1.J/).i ,' ~ SUITE#/SPACE#/UNIT# .c:: PHASE# #BEDROOMS # BATHROOMS DESCRIPTION OF WORK: Include.Square Feet of Affected Area(s) · .. ;?4_.J/4 -~L ·-fi-=,,..-ffld,~ 0BUILDING OFIRE ·p1an .Check No. Est. Value Date EXl~TING US_E PROPOSED USE GARAGE (SF) PATIOS \SF) DECKS (SF) FIREPLACE APPLICANT NAME (Primary Contact) / .A€°# ADDRESS / o ~3cl ~ Y6 ·c:.r 'ZIP :-9..9). YESo-: . APPLICANT NAME (Secondary Contact) OHEALTH SWPPP CONSTR. lYPE. OCC. GROUP FIRE SPRINKLERS YESONoO 1-A-D,,.,DR,--:,E-::-ss==------~L-¥~.:+--"---'==~'--"-~--'------'--~'----+c-=~,-------,t..4-'""""-~'-'--"'S<Ll':...L.!-"-t,'Y~L-'-'C.::....::~'-'-'"-'-'--"-'=~'-I.J-..:r~ ~7"j'2 PHONE . ;) l~cJ.-8,, EMAIL r ~I'\ • ~oeJ ARQJ'I/DESJGNER NAME & ADDRESS __ .· _,..,.,:..,~.-,'/'\. • '-e.,/r V _J,_ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuan e, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor"s License Law !Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration:./ hereby affirm under penalty of perjury one of the following declarations: : ~ ? / ~ , ',,A/,,\·-,-,,,.~·; D I have and will maintain a certificate of consentto self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permitis issued. D I have and will maintain workers' compensation, as required by Section .~70Q of the Labor Code, for the performance of the work for which this permit i~ issued. My workers' compensation insurance canier and policy . . . ' . . number are: Insurance Co.·_-_:_:: Policy No.--------=------Expiration Date .c.· -~------- This section need not be completed if the permitis for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, 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 provided for In Section 3706 of the Labor code, Interest and attorney's fees. J/5 CONTRACTOR SIGNATURE . 0 AGENT DATE '.:\' I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale}. ~. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code:Toe Contractor's License Law does not apply to an owner of ~ property who builds or improves thereon, and contracts for such projects with contractor(s} licensed pursuant to the Contractor's License Law}. D I am exempt under Section . Business and Professions Code for this reason: 1. I personally 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 person (firm) to provide the proposed construction (include name address/ phone I contractors' license number}: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supeivise and provide the major work (include name/ address/ phone/ contractors' license number}: 5. I will provide some of the work, but I have contracted (hired} the following persons to provide the work indicated (include name / address / phone / type of work}: J/5 PROPERTY OWNER SIGNATURE GENT --~' ,,,,,,,,,,, ,, .. cfj-1':if'::,''''fr';"fj!,'1',"'"'"'','!!,f,:,;p;f ·-n"' ',' 'i':;;;M'''m"""'&.' -1'::-ir.\:~t, . &'ifa!i'' ,,, ' '.""ffi"'fit'd'> 'l-:,:'1i'l'i,~. :!':J,fl:iir,-''·:::«h''""""i¾i:"-"'"'';,,,,,,,,,,,_,,.,,,_~;,t"'·''"'''''··',/·,,-: ::t~-~~,~~i,,,.,J1,,,¼'I,, ,,, !J,,J&!.Jt:ft:~~~:il,v-® ~i ,,_ W ~\i$,,,,1;w-w,w:s-w:;!.:;!;,;u,,r,©~v,:,r,,,~ 'O@!li:.;{?,~it,Qi-*~l.li?.\':/, ,},r,!.:;:>,;,i,,l4~QJij\~ ,1,>~wU, f!,,:\,,-,o,, \\i: ,,,:,,,,;,, :,,;,) J};} ,,; .:,: 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 Acri 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',, ,,-~ ) , , ,,_,,, , ..! ~ ¥) > ' ( , , .. ., .f. ' , I certifythatl have read the application and state that the above Information is correct and that the information 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 inspecfion purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OFTHIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stones in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this hall expire by limitation and become null and void if the building or mrk authorized by such permit is not commenced within 180 days from the date of such permit or if the buildin9_?rk authorized by su ,, . It is us~~ded or abandoned at any time after the mrk is commenced for a peliod of 180 days (Section 106.4.4 Uniform Building Code) . ..@S'APPLICANT'SSIGNATURE . 4-~ . ,, · ~~ DATE --f?~,) 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 I Commercial Projects only I Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME .. OCCUPANT NAME ". " : ,,, '' ,' ADDRESS ·-BUILDING ADDRESS • . .. , .. · " " . --~-.,_ ',, .. ,. CITY STATE ZIP CITY STATE ZIP ,, / Carlsbad CA - PHONE · I FAX, .. ., = ~ -, -- " EMAIL OCCUPANT'S BUS. LIC, No, '•/ .. ' .. - DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ,,, ' ·. MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION .· ,, ,; ,, ,, MAIL/ FAX TO OTHER: '' ' '" CHANGE OF USE/ NO CONSTRUCTION ----.. ,C .. . · -. '' ,N5 APPLICANT'S SIGNATURE. : DATE . . i-: .. -•. .. a .. Inspection List Permit#: CB131059 Date Inspection Item 10/08/2013 89 Final Combo 10/08/2013 89 Final Combo Tuesday, October 08, 2013 Type: Tl INDUST Inspector Act RI PY AP SGN NUTRITION: PALLET RACKING Comments COF Page 1 of 1 ~t' CB131059 2777 LOKERAVWEST C ~ CllY Of CARLSBAD INSPECTION RECO·RD SGN NUTRITION: PALLET RACKING Building Division 0' INSPECTION RECORD CARD WITH APPROVED PLI\NS MUST BE KEPT ON THE JOB Tl INDUST Lot#: LEE PALIN 0 CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION 0 FOR BUILDING INSPECTION CALL: 760-602-2725 RECORD COPY Required Prior to Requesting Building Final If Checl<ed YES Pfannlng/Landscape 760-944-8463 Allow 48 hours CM&! (Engineering Inspections} 760-438-3891 Calf before 2 pm Fire Prevention 760-602-4660 Allow 48 hours Type of Inspection Type of Inspection 'coos 1t BUILDING. :1, ' Date Inspector Date Inspector #11 FOUNDATION #31 O.ELECTRIC UNDERGROUND DUFER #12 REINFORCED STEEL #34 ROUGH ELECTRlC #66 MASONRY PRE GROUT #33. 0 ELECTRIC SERVICE O TEMPORARY D GROUT D WALL !)RAINS. #35 PHOTOVOLTAIC #10 TILT PANELS #39 FINAL -#,,_1_1_P_OU_R_ST-RI_P_S ______ --t-----t-------i Cooe # MECHANICAL , #11 COLUMN FOOTINGS #41 UND~RGROUND DUCTS & PIPING #14 SUBFRAME D FLOOR D CEILING #44 0 DUCT & PLENUM O REF, PIPING #15 ROOF SHEATHING #43 JiEAT·AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #18 EXTERIOR LATH #81 UNDERGR0PND (11,12,21,31) #17 INTERIOR LATH & DRYWALL #82 DRYWALL,EXTLATH, GAS TES (~7,18,23) #51 POOL EXCA/STEEL/BOND/i:'ENCE #83 ROOFSHEATING, EXT SHEAR (13,15) #55 PREPLASTER #84 FRAME R0U$H C0M/30 (14,24,34,44) #l.9 FINAL #89 ANAL OCCUPANCY (19,29,39,49) Date ins #22 D SEWER & Bl/CO ,J PI./C.O ector #21 UNDERGROUND OWASTE O WTR #24 T0P0UT OWASTE OWTR #27 Tl/B & SHOWER PAN A/S UNDERGR!>U.ND HYDRO #23 D GASTESi OGAS PJ?ih 9---+------+-------+-A .... /S-UN.,._D_E-RG-R"""o-u"""N-D-FL_U_S'-H-----··f --------~---t-------------· .. , ··----1-------#25 WATER HEATER A/5 OVERHEAD VISUAL #28 SOI.AR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL F/AR.OUGH·IN #600 PRE-CONMRUCTION MEETING_·------------1--'F/_A_F_IN_A_L_---'---------L ------t------- #603 FOLLOW UP'INSPECTI0N FIXED EXTINGUISHING·SYSTEM ROUGH-IN I -------------------------------,.--------i--·-----+------#60$ NOTICE TO CLEAN FIX~D EXTINGSYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST T-----1-----~- 1 _#6_1_0_V_E_R_BA_L_W_A_R_NI_NG..:.· ____ __,_ ____ .__ ____ _,__M_E_D_IC_Al_G_A'""",S_FI_NA_L;...· ______ -_· j .. ·----~----- REV 10/2012 SEE BACK FOR SPECIAL NOTES City of Carlsbad JUN 12 20\3 r~t:~ORD COPY SPECIAL. INSPECTION DAILY REPORT BUILDIN~~b~hi~f C,c ls ~Al/ PermitNo.~t3ll>S9 Oate: Ccr:<(-(3 Project Name/Address: SG ~ J\Jit~r\+;-J Q 1 J 7 :Lo'V 31-<:... Inspection Type(s)/Coverage: tkJu-s v~~(.,. A-t.>c;lu-r~ hH-o C.~:.SL~AJ~ (!.o.,J tC'j +t Items requiring 1) correction, 2) correction of previously listed Items, aRd 3) previously listed uncorrected items: --------------------------------- Changes to approved plans authorized by engineer or architect of record: -----=------ 1\?~L& e;? 0. Y / E. SR. it t.€¥? r + )?,!ly)<.r!') )Qcye, '-'or s tt ::> ,S:-o "L To the best of my knowledge, work inspected was in accordance with the building department approved plans, specifications and applicable workmanship provisions of the IBC except as noted above. Inspection Agency*: .... · __________ _ ID/ Certificate Number: :C:c..~ 5jS::'fr'[1 1 re I stamp of agency engineer responsible for special Inspection. Model Program for Special Inspection 29 .. -....... --·----· -----· -··--·--·-----· ---··--~·-·----·----.. ··-------·--·-" -· . . .. . ....... _ .. _____ .. . ·.~ ....... City of Carlsbad JUN 12 2013 BUILDING DIVISION SPECIAL INSPECTION FINAL REPORT City/County ot.,.0-,i.6.,....r_.k, ... ~.....,,._~-------Permit No.:C.13 l 'l J & S:S Date: Co-I t-1 _J Attention: ____________ _ Project Name/Address: S<sN N't-rt\+icuJ ~ ii? l-. kt.(-S..,;J-C, In accordance with Section 1704 of the International Building Code, special inspection has been provided for the following items: s d· Based upon inspections performed and our (my) substantiating reports, it is our (my) professional judgment that, to the best of our (my) knowledge, the inspected work was performed in accordance with the approved plans, specifications and applicable workmanship provisions of the International Building Code. Inspection Agency*: _________ _ ID I Certificate Number: .I: cc:.. S'1S:fs'f 1 I n re / stamp of agency engineer responsible for special Inspection. cc: Client/Project Owner Engineer/Architect Model Program for Special Inspection 35 <i'~·':, '\"¾. ~ . ~-CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: ~\~-';"-----\,_,,_\)~?-~+-----Project Address: 1}7 fJ f\ \...()jl~ \2-S :h:..e-e\-~ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder D. (If you c~ecked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) \\(\ \CY\'.?\{\ Db i (First) (M.1.) (Last) Mailing Address· \\.o \ M\'11V'\:DL s+ · :f OM on~ 1 C Pr &qp7 \o ~) Emait·DyeX1\b1M~ iJ <;f.\2JV\\( \\'\C..-LD\'Y\ Phone: qog.5)pl\·Ot.1'2>C\ I am: DProperty Owner OProperty Owner's Agent of Record DArchitect of Record ~gineer of Record State of California Registration Number· 'J.Fj 0\ \00\ Expiration Date: \ '1.. · 1? \ · 1-Q \ 2 AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on e ap ave r,:ilans a~red by the California Buildin9 Code. Signatur · ' Date: "£Pl-? LJ j "3 B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name: NAVf"\A,.JIJ Hot.6.S MA:($.IAL HA-rJt)L-J fJG Please check if you are Owner-Builder o Name: (Please print) _ _;D,=-:..~-=-V.:::__,_JI (),:::._ _ ____:L::.........-=-• _ _,Mt\'--=C.,.,::L.=~='---'-(.,=-1'1------------------- (First) (M.I.) (Last) Mailing Address: B 'S7 S" C/./-62/l, Y Av€, p.//0,n-,tJ>,1,.. 1 CA Email: 'DAvlO, M4U .. otey (5> I-IAW-rl..JollAJ,5 L..-1 Pr; Got"\ State of California Contractor's License Number: • 2S:.S::: +II Phone:(,~/ J S'S/-~? B Expiration Date: /2/3/.L_t,o/f- • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • :::~e ~ fl~~: compliance with CBC Section 1704.1.2 prior to reguestinq final Signature:~-~ Date: 5""/JS/J:J B-45 Page 1 of 1 Rev. 08/11 EsGil Corporation In (}!artnersliip witli government for (}3ui{aing Safety DATE: 5/28/2013 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1059 SET: II PROJECT ADDRESS: 2777 Loker Avenue West Suite C PROJECT NAME: Storage Racks for SGN Nutrition CJ APPLICANT CJ JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. [:gj 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: [:gj 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: Mail Telephone (by: Telephone#: ) Email: Fax In Person Fax#: [:gj REMARKS: 1. Fire department approval is required. 2. City to field verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil Corporation D GA D EJ D PC 5/21 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partnersliip witli (}overnment for (}3ui[aing Safety DATE: 5/6/2013 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1059 SET: I PROJECT ADDRESS: 2777 Loker Avenue West Suite C PROJECT NAME: Storage Racks fro SGN Nutrition D ...,APPLICANT fl 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. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Lee Palin D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Lee Palin Telephone#: 858-733-0574 Date contacted: ~/lP (by:\"A,-) Email: lee.palin@hawthornelift.com Fax #: / .£,Mail Jr'elephone Fax In Person D REMARKS: By: David Yao Enclosures: EsGil Corporation D GA D EJ D PC 4/29 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 13-1059 5/6/2013 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1059 PROJECT ADDRESS: 2777 Loker Avenue West Suite C DATE PLAN RECEIVED BY ESGIL CORPORATION: 4/29 REVIEWED BY: David Yao FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: 5/6/2013 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 13-1059 5/6/2013 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. The rack calculation for type A and B rack shows H2=66 inches. The plan shows 68 inches. Larger moment still adequate? 2. Provide more detail calculation for type A rack (beam, column, loading are different from type B rack). 3. Obtain Fire Department approval. 4. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI. 5. 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. 6. Special inspection for seismic resistance shall be noted on the plans for the following conditions in accordance with Section 1707.6 Periodic special inspection is required during the anchorage of storage racks 8 feet or greater in height in structural assigned to Seismic Design Category D, E, and F. 7. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1) Seismic design data. The following information should be provided. (Section 1603.1.5) a) Seismic importance factor, IE and occupancy category b) Spectral response coefficients Sos and So1 c) Basic seismic-force-resisting system(s) d) Design base shear City of Carlsbad 13-1059 5/6/2013 e) Seismic response coefficient(s), Cs f) Response modification factor(s), R g) Analysis procedure used. 8. 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. 9. 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 10. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. . ' ' City of Carlsbad 13-1059 5/6/2013 [DO NOT PAY -THIS JS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 13-1059 DATE: 5/6/2013 BUILDING ADDRESS: 2777 Loker Avenue West Suite C 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 D Repetitive Fee 3 Repeats Comments: D Other D Hourly EsGil Fee TYPE OF CONSTRUCTION: Reg. VALUE Mod. per city D Structural Only i---------1,Hr. @ ' ($) 10,000 10,000 $126.871 $82.471 $71.051 Sheet 1 of 1 macvalue.doc + / «~~')> ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 4-26-13 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov PLAN CHECK NO: CB 13-1059 SET#: 1 ADDRESS: 2777 Loker Ave West APN: 209-081-30 [;g'.] This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes ~ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: lee.palin@hawthornelift.com 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 ~ Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen. Lawrence@ca rlsbad ca .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 Remarks: & ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL BLDG. D,ep..,.. n-. ""VJ:'y Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 5/10/13 PROJECT NAME: SGN Nutrition -racking PROJECT ID: PLAN CHECK NO: cb131059 SET#: I ADDRESS: 2777 loker ave west, ste c APN: [X] This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required 1ZJ 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: 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 760-602-4610 760-602-2750 76()-6-02-4665 D Chris Sexton D Kathleen Lawrence D Greg Ryan 760~602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory:.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros [2S] 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 Remarks: ** APPROVED: TIDS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. Page 1 of2 THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page2 of2 •· Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST Date of Report: 05-10-2013 Name: Address: Permit#: CB131059 CALIFORNIA BUTCHERS PENSION TRUST FUND C/O JAMES THOMAS 2777 LOKER A VE W CARLSBAD CA 92010 Job Name: SGN NUTRITION: PALLET RACKING Job Address: 2777 LOKER AV WEST CBAD St: C INCOMPUETE The item Ytm" · .o e. At this time, this office cannot adequately conduct a review to d · omp iance w1 h"ilre-a:ppl-icgible codes an o . Please review carefully all comme . ed. Please resubmit the necessary plans ~eei.fi.C,~ations, with c g~s "clouded", to this offi review and approval. .... ~ Conditions: ~---- Cond: CON0006300 [MET] ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 05/10/2013 By: cwong Action: AP SPFrIAL PRODUCTS TANK SUPPORTS MACHINFRY RACKBIDGS SHEDS MFZZANIN.ES FOOTINGS CONVEYORS TAIL SUPPORTS HEAD FR STEEL SORT PLA1FORM PICK MODULES ROOF VERIHCATION 9 STORAGE RACKS SEIECTIVE DRIVE-IN PUSH.BACK FLOWRACK CANTILEVER OTHER SERVICES SEISMICANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in all 50 States SEISJ\1IC ANALYSIS OF STORAGE RACKS FOR SGN Nutrition 2777 Loker Street #C Carlsbad, CA 92010 Job No. 13-0503 APPROVED BY SALE. FATEEN, P.E. 5/7/2013 SHELVING METAL METAIJWOOD MOVABIE GONDOlAS LOCKERS CATWALKS SPECIALS PRODUCTS SHUTTIES VLM CAROUSELS VRC MODULAR OFFICES FENCES 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: 909) 869-0989 * FAX: (909) 869-0981 ,~-/0~ ·1 MATER.JA~ HANDLING ENQINJ;:ERING TEL: (909)869 .:0989. FAX:: (9Q9)869 -0981 161 ATLAN'.fIC ·ST~ET; POMONA; CA 91768 PROJECT .FOR 'SHEET NO. SGN Nutrition · :Naumann Hobbs·(Fontan~) 2 CAJ.,CULATED ~Y' LC DATE.· 5/7/2013 TABLE Q,F C,ONT-ENTS. TABLE OF CGNTENTS & SCOPE PARAMETERS · (JOMPONENTS &·spBCIFICATIONS LOADS & PJSJRIBDTION LONOITUDINAL ANALYSIS ·coLUMN ,· BEA'fYI. BEAM TO COLUMN BRACING. ANCHOR ANALYSIS -----~-----,-------------,- BASIC LOAD. COiviBINATIONS OVERTT:J,RNiNG :$ASE PLATE SLAB.& son;, APPENDIX. . . . ·11·1 . ' ' -Y, ,-' ' ·~· . . .•. . '1 ' ,. Z,)\ ¢t ~__,,· 2 3 4 6 7 8 9 13 14 1:5 ·-1'7 l'8. 19 2i 22 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. SGN Nutrition Naumann Hobbs (Fontana) 3 CALCULATED BY LC DATE 5/7/2013 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING Some components may not be used or may vary. LEGEND I.COLUMN 2.BEAM 3. BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING 7. BACK TO BACK CONNECTOR I __________ J TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET : ' . , . ' ; : ' ' . . , s MATERIAL ~LING ENGINEERING . . TEL: (909)869 --0989 FAX: (9'09)869 -0981 161 ATLANTIC'STREF;T, POMONA, CA9176$ COMPONENTS.& SPECIF.I CATIONS .. ' : TvoeA PROJECT FOR ·. SHFJF;TNO. SGN Nutrition. Naumann Hobbs (Fontai;ia} 4 Ci\L(;ULA'FED BY LC . ))ATE 5/7/2013 .. .. ANALYSIS PER SECTION i;ws oFTI:m :iolo CB9 · SITE.CLASS =D Beam Elevation '-ProductLoad/Lvl ' LEYF;l'-,S == 2 Hl =Min. r~ \/'1,2 p?· Wi'=2800 iqs. ' r-,H2=68.\n. W2 =2800. lbs .. ' PA:NELS=5 Y5 +· PRO:DUCT LOAD/ L Vt= 2800· Jbs. H2. ' ' Y4 ,, FRAME; HEIGHT= 156 in. +. . . / FRf\:]\1E DpPTij·= 42 in. ·H_:: ts:'-~ W1 ~-H Y3 + . BEAMLENGTH=i'96 in. .~· ' . Y2 SEISMIC CATEGORY=?D Ht + (J.l'.a = 1.0836, .. Ss =1.041) / Yi ~ ' .. ' f . L ,r ,t-D~ ,. ' " . . . .. .. .. Panel Heights · . Yl = 28 in. Y2 = 28 in. y3·= 28 in. Y4= 28.in., · YS = 28in,. COLUMN .. . 'BEAfy1; @ L~vel 1 .. CONNECTOR@Lev~l 1 OK . . OK OK 4.314 X 2 i 1/1.6 X 12OA (U.122), 3.313 X2.5 X 16GA (US 8415) Thn:e Pin Connec;tor Steel = 5.5000 psi Stefll' "." 55000_psi Stress :;;. 32 % Stress =19o/o Max Static Capacity= 2950 lb. .. Stress = 95o/o .. . . .~OLUMN BACKER. .. .. . . BE:A1"1 @Level 2+ .. CONNECTOll@ LeveI;2+ .. .. OK. OK None J.3I3X2.5 X 16GA (OS-8415): ( Three :fl.in Connector ' :t Max Static; Capacity= 2950 lb. Str~ss = 22% Stress= Srr,ess = 95% .. BRACING BASEPLATE " OK .. OK .. OK . . HORIZONTAL PIAGONAL 8 in XS inX 0,375 in . 3.543 X 1.37.8 X 0.06•(C915)' 3.543-X 1.378 X 0.06(0915) Steel= 36000 psi MBase = 3858 in .. lb. ·Stress= 6% '. Stre.ss = $% Stress= 20% . . .. SLAB&SOIL -OK ANCHORS . . bK .. -Hilti Kwil.5:Bolt TZ (KB-TZ) ESR ~ 191T Slab.= 5." X 2500.psL Pi,ill6ut,Gapacity =c 697 lbs. Shear. Cap~city = 751 lbs: Soil,J3eadng Ptess'ijre = 1000 psf 0.5" X 2.5" MiJ1 Embed: Slab Puncture Stress = 27% No. Of Anchors = 2 per.Base Plate Slab.Bending.Stress = 25% Anchor Stress = 25% . .. " . ' . .. .. "• .. e MATERIAL HANDLING ENGINEERING TEL: (909)869 • 0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 COMPONENTS & SPECIFICATIONS : TyueB PROJECT FOR SHEET NO. SGN Nutrition Naumann Hobbs (Fontana) 5 CALCULATED BY LC DATE 5/7/2013 ANALYSIS PER SECTION 2208 OF THE 2010 CBC SITE CLASS = D Beam Elevation ProductLoad/Lvl ' HI =64in. T~ W2 O" WI =2700 lbs. T LEVELS=2 I H2 =68 in. W2 =2700 lbs. PANELS=3 Y3 PRODUCT LOAD IL VL = 2700 lbs. H2 t FRAME HEIGHT= 156 in. \ H ~ SC-?= W1 ~ H Y2 FRAME DEPTH= 44 in. t BEAM LENGTH= 96 in. I SEISMIC CATEGORY= D H1 (Fa= 1.0836, Ss = 1.041) Y1 1 ' ' ' ' ' /f L ,r ,f-D-+ Panel Heights YI= 54 in Y2=50in Y3 = 38 in. COLUMN BEAM @ Level 1 CONNECTOR@ Level 1 OK OK OK 3 X 3 X 13GA (75) 3.44 X 2 X 0.06 (211) Two Pin Connector Steel= 55000 psi Steel = 55000 psi Stress= 49% Stress =30% Max Static Capacity= 2839 lb. Stress= 95% COLUMN BACKER BEAM@ Level 2+ CONNECTOR@ Level 2+ OK OK None 3.44 X 2 X 0.06 (211) Two Pin Connector Max Static Capacity= 2839 lb. Stress= 33% Stress= Stress= 95% BRACING BASEPLATE OK . OK OK HORIZONTAL DIAGONAL 7 in X 5 in X 0.375 in l 1/2X 11/4X 16GALC 11/2X 1 l/4X 16GALC Steel= 36000 psi MBase = 3727 in. lb. Stress= 7% Stress= 27% Stress= 36% SLAB&SOIL OK ANCHORS OK Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 Slab= 5" X 2500 psi Pullout Capacity = 697 lbs. Shear Capacity= 751 lbs. Soil Bearing Pressure = 1000 psf 0.5'' X 2.5" Min Embed. Slab Puncture Stress= 26% No. Of Anchors= 2 per Base Plate Slab Bending Stress= 24% Anchor Stress = 24 % l"I ,, /, I ! i ' I 'I l ! MATEmAI, HANI)LINO ENGiNEfRING TEL: (909)86_g -0989 FAX: (909)809 -0981 161 ATLANTICSTREET ·POMONA..0A:'9f768 .LOADS AND DiS_TRIBl1TiON: Type.B P:tlOJECT FOR SHE:¢TNO. SON Nutrition N~uma:nn Bobbs (Fontana) ,(5 CA:LCULATEP B¥ LC DATE-5/7/2013 Eln ~ -/f" Defermin~~ S~ismiq Base Sh~ar per $ec;tion {6IJ. l, Ch~p 22()8, ofsthe 70!0 C:SC. :'·--'---11:_-:..,.;-=.~---"-----,-,/-I, f s . Seizrriic Category: Number·OfLevels:. D. 2 wPL (Sum of-product lba<i~): 54QO)ibs TOTAL FRAME l50A:b: , ·S.600Ibs LQNGTUJ)INA:L DI~C'.FION Far Ss: le: Rw (Transvers~), J,'08 1.04 6.00 4.00, EL4 EL3 EL2 EL1 ·11 ~1 .. TRANSVERSE DIRECTiON \vL~ng = 2,/I:_F;·.Ss ·IE·:(((?,67}~·W!:L)+wDJ,Q,.75·0.67: VTraf!S = 2/}·F~ ·Ss ·IE ·(((0.67)-wPE)+wDJ,0.75·0.67 . , Rw' , .... : Rw , ·[(2/3) X l;Q8;6 X ·1.041, X 1 '.X, (((0:67)34-00D + 200),/ 6] X Oi75 XO ;[(2/3) X 1,Q'8)6 X 1.04J.. X 1 X (((0.67)5400)+ 20.0) I 4JXQ.75 X ,· ,, ' ' -' . . ' ·; YTrans, : 361 .lbs Levels ,, h,. -X L;QNGitt,JDINAL TRANSVERSE ' wx ,. 'w,.:hx J; w X I ---,---,-,.f-·-----,---,_,....--f-_,.------,---,.+-,-----,..;..;...t,----,,,.;-,--,.,---+---'-~--,----1-------,-~--,---,---I 2,800, .. l79;2QO: 79 2,800 179,200· 118 ·,. 1 2 64 2 1800 369,(iOO . 1,62 2,800 369,600 243 .. , .... ·548,800 240'.lbs· 548,800 361 lbs '" ,' '., e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 LONGITUDINAL ANALYSIS: Type B PROJECT FOR SHEETNO. SGN Nutrition Naumann Hobbs (Fontana) 7 CALCULATED BY LC DATE 5/7/2013 THE ANALYSIS IS BASED ON THE PORTAL :METHOD, wrrn THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT l\1ID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONL y p ARTIAL FIXITY, THE CONTRA FLEXURE rs ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MO:MENT). M Upper + M Lower = M Conn'R' + M Conn'L' Mconn'R' = Mconn'L' M Conn · 2 = M Upper + M Lower M =(MUpper +MLower J+M Conn 2 Ends V, _ VLong Col -2 M Base = 3727 in/lb LEVELS 1 2 SAMPLE CALC. 120 lbs h; 62 68 MH = (Vcol ·h;)-MBase J; 40 81 = (120 lbs X 62 in)-3727 in/lb= 3,713 in/lb FRONT ELEVATION AXIALLOAD MO:MENT l\1Ends Mconn 2,800 3,713 2,488 5,704 1,400 2,720 2,488 3,848 l·. i PROJECT F0E. - · -S~ETN0. SGN Nutrition Naumann Hobbs (Fontana): . 8 MATERIAL lIANDI;,ING ENGINEERING T.E:L : t909)869 ., 09~~ FAX , (909)869 -09'81 161 ATLANTIC STREET, POMONA, CA 917(?8 CALCUJ;,ATED BY LC DAT;E 5/7/Z,013 C0LUMNANALYSIS:-TypeB .. . . ANALYZED-PER AISI 'A:W TI;IE 2'0 lQCBC. SECTION PROPERTIES BASEi;) ON THE :EFFEGTNE SECTION. · P = : . i~Q0 .lbs M =· · 371~ iit/lb J(_x." Lx = .i,7 X 62in / l.3fo: -' ;~.9 ·R ' X . ky-Ly ---= i. X 54irt-/ l.Jin RY _ -so. Il2E F '""" . . . , e·-.(k·½-_-. Y' -. (MW(. 45.6,KSI 28·I~SI ,KL --Max R:, . I I Py, 2 . Since ;· ~ >: FY /4 • , . . . . 79.9 _-: = (· _ FY J:. _ 55 K~i X [1 -5$ KSL/ ( 4X: 45.637nKSI')] Fn Fyl .-, . _ 4_··~, = 3ft4.:~J, Pn == Aeif.f· -• F . . . ··n· . p p ·=-~ a 'be pa Flexure .. 9~7~Tin"2 X38.4 KS:); _· -290~/1 1bs· 1 1..s S. . ,P O IS . -. p Crrix-M. mce :.-· > .. · Check :--. -. + · -· x. !5: 1 .. f>a P Max-µ , · -a · X, MyiEJld =My -=;. sx , FY == 0:819 Inl\3·X 55000 PSI . ·_ M -Max:;::+· .. P.f-;= 4S345 I 1:.67 .i909llbs 1616211,s .. 48345. in/lb .. II2-E1 Per-=;. (Kx ·-LX)2 '7 (3.14159)"'2 X 29500 KSI X l.32J (l05Ain.)"2 i (1 / (1 -(1.8 X 2800 'lb/ 34595 lb )))"'-1 . µx = 1/1--(~c' .P-')· -.' . 7 ·. -fer· : . ,(2800 lb 7 16Hj2 lb)+ (0.85 X ~7-13 .in/lb:/ 28949 i11/lb ~,0,85) = 0;3 < 1 . . ,(30%}, 34595 lbs OJ!5 r-A~t- :f . I . B. l SECTION .PJ,{O;I>ERTIES A : 3in, B , 3in t -: 0.09 in A~ff: 0.75,7 in/\2 Ix : 1.32 ihN Sx : 0.879·in/\3 Rx :1}196' in Iy. · : 0.871 in/\4 Sy , o.574'ih~3 Ry .: 1.08 in . Kx : L7 Lx : 62 in I(y :.1 L,y : 54 in. Fy : :s.s·Ksr E : 29500KSI Qc i 1.80' b.J: T.61· Crn;x r · 0.85- Cb : 1 PROJECT SGN Nutrition e FOR Naumann Hobbs (Fontana) MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA91768 DEtERMIINE ALLOWABLE MOMENT CAPACITY Determme allowable bendmg moment per Alsl Check Compression Flange for Local Buckling (B2.1) W = C -2 · t -2 · r = 1 -(2 * 0.0598) -(2 * 0.15) w/t= 0.58 / 0.0598 A= (1 .052/-Jk). (w/t )·~(FY/ E) = (1.052 / (4)"'0.5) * 9.7 * (55 / 29000) A 0.5 = 0.58 in = 9.7 = 0.22 SHEET NO. 9 CALCULATED BY LC DATE 5/7/2013 <= 0.673 Flange is fully effective A: Y2: Check Web for Local Buckling per Section (B2.3) f,, (comp)= FY · (y3 / yi) = 55 * (1.61 / 1.82) = 48.65 KSI Y3: /2 (tension)=~ · (yif Y2) = 55 * (1.41 / l.82) If/= /2/ f,, = 1.61 / l.41 k = 4 + 2 · (1-ljl )3 + 2 · (1-ljl) = 4 + (2 * (I + -0.876)A3) + 2 * (1 + -0.876) FlatDepth = w = Yi + y3 = 1.41 + 1.61 w/t = 3.02 I 0.0598 A= (1.os2/-Jk). (w/t)-~(F;/ E) = (1.052 / (20.96)A0.5) * 50.5 * (48.65 / 29000)A0.5 b =W= e 3.02 bl =be(3-ljl)= 3.02*(3--0.876) = 11.71 b2 = 3.02/2 bl +b2 = 11.71 + 1.51 = 1.51 = 13.22 = 42.61 KSI = -0.876 = 20.96 = 3.02 in. = 50.5 = 0.48 Web is fully effective Ycg: Ix: Sx: t: r: FY: J,,: E: TopFlange: <2000K BottomFlange : WebDepth: 1.41 1.82 1.61 1.617 0.867 0.476 0.0598 0.15 55 65 29000 1 2 3.44 PROJECT SGN Nutrition FOR Naumann Hobbs (Foptana) SHEET NO. 10 CALCULATEJ) :BY LC MATERIAL HANDLING ENGINEERING TEL·: (909)869 -0989 FAX,; (909)869 -·0981. 161 ATLA.NtIC STREET, POMONA; CA 9J768 DATE 5L7/2013 DETERMII~E ALLO\VABLE MOMENT .CAPACITY (co11t..) Petermine l:lllowi:tble ,bending momen.t per AISj Determine Effect ofColqWorking op Steel Yield.Point (Fya) Pelf S~ctiop A7:2 F =c·F +(1-c)·F. ya ,-ye y . Learner == Le = (1l/2). (r + t/2) = 3.14):59 * (2 * 0,15 +-0.0598) / 4= ·0:28, C =Z·L /L +2·L == · e.' f e 2 *· 0.28 / (0.5$ + 2 * 0.28,) L fla,:,ge,,.top = L J =. m = OJ92·{F,,/ FY}..;.0.06$-= O.i92 *'(65 /55),-0.068 · be =3.69,.(fJ 1J·-o.s19·.(1u11~Y ~1.19·= 3.69 * (65155) -0.819 * (65 I 5W'2 -l.79 f~/i, = (65 / 55) r/t = (0.15 / 0,059l =· -·F r -t = F b /(. /'')Ill ye . e y 1:43 * 5~ I (0,.15 I 0.0598)"0·.t fya-top =;: 0.49*·67.89+.(i-0:49)'* 5.f /ya-bottom= fya ·Yeg/(depth-yeg)~ 61.32*.L617./.Cf44-l.617) . · · · ·Check Allowable_ Tension Stress for Bottom Flange L fla1,ge-bo1. = L Jb· ::;:, lbouam -2 · r _, 2 ·-t = 2.-(2 * 0.15) -(2 * Q.0598) -cbottom =Cb =2·LJ(Ljb +2··LJ= 2 * 0.28 /(l.58 + 2 * 0.;28) F;_bottom = pyb == Cb · F;e + {1 :-" Cb)'-F,,J = 0.26 * 67.89+(1' -,0.2(?)* 55 Jj'ya' =: Fya-top = 61.32 1.58 0.26 58.35. -~1.32 = OA9 _ = 0.58 in. = 0.16 = 1.43 = L181 < 1.2 = 2~508 <7.0K ~ 67.89 = 61.32 = 54.39 Y1: Y2: Y3: Yeg: t: Sx: t: r: ~': J;,, E: TopFlange; BottomFlange : WebDepth: 1.41 1.82.' _ 1.61 1.617 0.867 0.476 0.0598 ·0:15 55 65. 29000 1 2. ~A4 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR PER SECTION 5.2 OF THE RMI, PT II Check Bending Capacity MCenter =r/J·Mn =W•L•Q•Rm/8 Q = LRFDLoadFactor = 1.2· DL+ l.4-PL+l.4-0.125 ·PL forDL=2%ojPL Q = 1.2 * 0.02 + 1.4 + 1.4 * 0.125 Rm =l-[(2·F·L)/(6·E·Ib+3·F·L)] 1 -((2 * 150 * 96) / ((6 * 29000 * 0.867) + (3 * 150 * 96))) If¢= 0.95 rp·M,, = ¢·Fya·Sx = 0.95 * 61.32 * 0.476 Mend= W ;L ·(1-R,,,)/8 = 3400 * 0.5 * 96 * (1 -0.85) / 8 W =r/J·M,, -8-(#ojBeams)/(L·Rm -0.)= 27.73 * 8 * 2 I (96 .* 0.85 * 1.599) * 1000 Check Deflection Caoacitv Rd =l-(4·F·L)/(5 ·F ·L+lO·E·Ib)= 1 -(4 * 150 * 96) / ((5 * 150 * 96) + (10 * 29000 * 0.867)) Llmax = L/180 Liss =(5-W-L3)/(384·E·Ib) L/180 = (s · W · L3 • Rd )/(384 · E · Ib ·#ojBeams) ((5 * 3400 I 2000 * 96"3) I (384 * 29000 * 0.867)) * 0.82 W = (384·E·l·2)/(180·5·L2 -RJ= 384 * 29000 * 0.867 * 2 / (180 * 5 * (96"2) * 0.82) * 1000 Allowable Load = 2839 lb/pair PROJECT FOR SHEET NO. CALCULATED BY DATE 1.599 0.85 27.73 in 3060in/ 3400 lb/pair SGN Nutrition Naumann Hobbs (Fontana) 11 LC 5/7/2013 Yi: 1.41 Y2: 1.82 y3: 1.61 Ycg: 1.617 Ix: 0.867 Sx: 0.476 t: 0.0598 r: 0.15 1: 55 u • 65 E: 29000 TopFlange: 1 BottomFlange : 2 WebDepth: 3.44 0.82 0.64 2839 lb/pair MATER!ALHANDLING ~NG~EiUNG TEL : (909)869 ° 0989 FA)( : (909)~69 -0981 . 161 ATLANl;:IC ST~ET, POMONA, CA 91768 :PROJECT ·FOR ·sHEETNO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 12 LC 5/7/2013 . . ALLOWABLE AND ACTUAL BENDING MOMENI AT EACH LEVEL Ms,aac = Wz2 /8 M Allow,Stdtic ·=,'W[Aflow * f / 8 M Seisniic ·= M Com, M Allow,Seismic = s~ * F/j ., . . . - jyf Allow Seismic Resuit Ms1a1i9 MAllow,Staµc ' ]\1;S~ismic Level -- 1 : 33168 34068 5704 15708 d6db 2 33168 3'4068 · 3848 15708 GOOD .. , . SGN Nutrition MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR Naumann Hobbs (Fontana) SHEET NO. 13 CALCULATED BY LC DATE 5/7/2013 BEAM TO COLUMN ANALYSIS : Tme B CONNECTION CAPACITY DEPENDS ONT FOLLOWING PARAMETERS: ATLEVEL 1 1. SHEAR CAPACITY OF PIN PinDiameter = 0.4381n. ~ = 55000 PSI Pl~--:: l A D . z II Shear= zameter '4 = 0.1507 inA2 Pshear = 0.4 ·FY· Ashear = 0.4 X 55000 X 0.1507 inA2 = 3315 lbs 2. BEARING CAPACITY OF PIN ColumnThickness = 0.09 F,, = 65000PSI 0=2.22 a=2.22 v p~ PBearing =a• F,, · Dia.-Col.Thickness/Q = 2.22 X 65000 X 0.438 X 0.0912.22 = 2562 Ibs 3. MOMENT CAPACITY OF BRACKET EdgeDist. = l.0ln. PinSpacing = 4 In FY= 55000 PSI C = Pi +P2 Tct;p = 0.1791n. Sci;p = 0.127 In3 = Pi +Fi(.5/4.5) Mcapaciry=Sc1;p·FBe11ding = 0.127InA3X.66XFy = 4610in-lb C·d=Mcapacuy= 1.11 Pi·d d = EdgeDist/2 = 0.5 PC/ip =Mcapaciiy/(1.11 ·d) = 4610/(1.llX0.5) = 8306lbs MINIMUM VALUE OF Pl GOVERNS Pi= 2562 Ibs Mconn-A/low = [Pi* 4.5 ]+[Fi* (0.5 / 4.5)* 0.5] = 11671in-lb > 5704in-lb OK = Pl X 1.11 4" I " I, '-' I ~ ·~·. MATERIAL HANDLING ENOINEERING TEL : (909)869 ·; 0989 FA.X: (909).869 ~ 0981 161' ATl,AN'IJC STtIBEI, PO:tv19J-:l:A,-CA 9,1768 TRANSVERSE ANALYSIS: BRACING: Type B PROJECT FQR SGN Nutrition Naumann Hobbs (Fontan~) 14 : SHEF;TNO. CALCULATED 'BY LC :PATE 517/2013 l'.1.'IS ASSUMED THATTBE LOWl;R PANEL RESISTS THE FRAME'SHEAR 1N TE~SION AND COMPRE~SION. J;,F HORIZONTAL AND DIAGONAL MEI\t$ERS, ARE TIIE SAME, ANALYSIS WILL BE DONE ON THE . 'Dl:A'GON~ MEMBER AS IT WILL GOVERN. . . DIAGONAL BRACING : Cb:rv.iPRESSION MEMBER . · .. vtrans · LDiag· Vdzag· -· " · ·.. · ... .. ' -,-, , ·_·· d , ' k-1. r]vfin , FY F<-. e 2 P,1 == Area· Fn Oc=l.92 p = pn a Qc Brace 'Stress == . VDiag ra· = S81 lbs = 134 In . =. 15948:~YPSl = 27500 = 15948;9' :PSI . -4067 lbs · -. 2li8:lbs r--"" -o ·----~:,1 V 4111 1 L _J SIDE ELEVATION Panel Height (L) = 54 ,In· Panel Depth (D) = 44 In Colun:inDeptll{B)-= 3·Ih ClearDepth(d)=(D-2*B}= · 38 · (27 %) e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEETNO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 15 LC 5/7/2013 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-11 APPENDIX D Assumed cracked concrete application Anchor Type = Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab ICC Report Number Slab Thickness (ha) Min. Slab Thickness (hmin) Concrete Strength (f'c) Diameter (dJ = ESR-1917 = 5 in. 4 in. 2500 in. 0.5 Nominal Embedment (h ) -2 5 · nom -• In. Effective Embedment (hef) 2 in. Number of Anchors (n) = 2 e'N e'V From ICC ESR Report Tension Capacity Shear Capacity f'ura smin cmin 1302 lbs 1402 lbs = = 4 in. 0 in. 0.101 in.sq. 106000 psi 2.75 in. 2.75 in. 5.5 in. NIA ¢seismic 0.75 0.75 cal= 6 ca2 = 12 SI =4 in. S2 =0 in. Adi. Strength 977 lbs 1052 lbs l.5 ·hef 3 in. useCai,adj 3 in. useCa2,adJ 3 in. 3·hef 6 in. useSI,adj 4 in. useS2,adJ 0 in. ASDValue Conversion Factor 1.4 697 lbs 751lbs ; MA'.fERI:AL HANDLING ENGINEERING. TEL : (909)869, 0989 f AX : (909.)869 -·0981 161 A_TLANT!C STREET, J>OMONA, GA91'768' ANCHOR ANALYSIS TENSION STRENGTH Steei. Strength f/J = 0;15 ¢Nsa = ¢nAsefuta (0..75 * 2 * 0.10} * 106000} = 8030 l~s Concrete Breako_ ut Strength diN 'fh cbg. .¢ = 0,.65 PE,OJ.lj:C;T FOR SHEET NO. CALdULATEI> 'J~Y DATE AN~ = (cal:adj + sl,a<{j + 1..5hef )·(Ca:Z,a<{j + s2,adj + l.5hef')= 60 in.sq. ANco = 9 hef 2 a;,= j6 in,sQ. • Check if ANc ~ nA,,co lf/ec,N 1 lffed;N 1, lfl'c,N 1 kc = 17 N = k J(f' .)0··5 (h )u = 2404-lbs ·b c a· c ef. , - f//.cp,N === 1 ' ' ¢Ncbg = </J(ANc I ANco Xw~c,N xlf/ ed,NXlf/c,N Xw cp,~xNb) (0,65 * (60136) ·* 1 * 1 * 1 * 1 * 2404.), Pullmit Sterigth ¢NP" 'P = 0.65 If/ c,p ,;,, 1 • </JN,pn =. <plfl'c;;pNp,cr{f'j2500)°'5 NIA. = 2604lbs = NIA 8030lbs Enibedment Strength -Concrete breakout strength· (¢Ncbg) 2604 lbs Em,bedment _Strength -Puilout strength {¢N ftli) . NIA SGN Nutrition Naumann Hobbs (Fontana) 16 LC 5/7/2013 D.5.1 D.4.3. a:)i) D-2 .0.5.2. D.4.3 c) ii) Condition B Categocy 1 D.5.2..4 D.5.2.S: D.$.,2;6 D.5.2.2 D-fr - D.5,:;!:,7 D . .5.2.l · :I).5.3. D.4.4 ~) ii)Condit1011BCategory 1 • D:~_.3.6 D,5.3,1 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength ¢V.a ¢ = 0.65 ¢Vsa = <pn · 0.6Asefu1a (0.65 * 2 * 0.6 * 0.101 * 10 = 8351 lbs Concrete Breakout Strength ¢Vcbg ¢ = 0.7 110 in.sa. Check if Ave~ nAVCO Ave/ Avco 1.22 lfl ec,V 1 lfled,V 1 lflc,V 1 lf/1,,v 1.34 da 0.5 in. Je 1 in. A,a 1 PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 17 LC 5/7/2013 D.6.1 D.4.3 a) ii) D-28 D.6.2 D.4.3 c) i) condition B D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.8 D.6.2.2 D.3.6 vb = the smaller of 7(1JdJ0.2(dJ0 .5 AAf'J0 .5call.5 and 9)!,Af'J0 · 5 call.S = 4178lbs ¢~bg = ¢(Aval AvcJ(lflec,V Xlfled,V Xlflc,V xlf/,,,v Xvb) D-33, D-34 D.6.2.1 (0.7 * 1.22 * 1 * 1 * 1 * 1.34 * 4178) * 1 = 4781 lbs Concrete Pryout Stength ,1,V r cpg ¢ = 0.7 K0P = 1 Ncbg = 4006 lbs ¢Vcpg = ¢KcpNcbg (0.7 * 1 * 4006) Steel Strength (¢V,J 2804 Ibs 8351 lbs Embedment Strength -Concrete breakout strength l ,1,v ) 4781 Ib \'I' cbg S Embedment Strength -Pryout strength f ,1,V ) \r cpg 2804 lbs D.6.3 D.4.3 c) i) Condition B D.6.3.1 D.6.3.1 i, , I : f ! , , PROJI<;C'I" FOR SHEE'r']S'O. SGN'Nutrition Naumann Hobbs{Fontana} is MATERjAI;,HANDLiNG ENGINEE~G T):::L : '(909)869--0989 FAX : (909)8(,9 ~ ()981 . -CALCBI:.ATED ~y LC 1;6,1' ATLANTIC: Sf:R$ET, POMONA,: CA 91768 BASIC LOAD. COMBiNATIONS· 40lO'·CBC S:Ec'TJON2208 RMI/ ANSI J\ttEI J6d TT, = 361 }b Y.j/'f!IIS•-· . y -~240 lb Long .'. .DATE Product 1ltoa:d/2 (PL) · .;, 2700 lb , Dead· Loaq/42 ·(I)L1 ~ 1 Q0 lb BA~IC LOAD ,COMBINATtON .. 1,p~ · 1,0· *· ioo·= too •b 2: DL +PL+ LL +{Lr or:S4, ot·RIJ ·.' " ' - · too+ ·2100+ o + o ~ -2800 II> .3: (0.6 * DJ.,).+ (0;75 * 0;6-* J?Lapp)--,(0'.75 * WL) (0:6 * l00) + (0.75 * ·0.6 * J:809) + (Q.75 * 0) = -ff74 lb_ . 5/7/2013 S = 0.752 ds Seismic Load(EL) = Vi'961b . 3': ((0.6;. (O:N * Sd~)) *' DJ.<}+ (0.75. * (0,6-(0.1'4 * .Sds)) *P~app)-(0.75 * 0.67: EL) ' -. } . ' . . ·, (0.6-(0.11 *'0,752)) ~ too+ co:1.s *·(0._6--(0.14 * 0]52))) * rso9-'(Q.75 * o,67 * -1796) = -180 Ib , ,, 4: DI,; +(,Q.75 * :l?L)+LL.+{Lr or-SL oril)+ (O)JS * WI.,} l00 +•(0.7;5 * 2700).+ 0 ~ 0+ (0-:'7:S-* 0),= 280() lb 4: .(t t (OJ 1 * .Sds)) * DL + .(0.75 * (1 + (OA4· *: Sds) *:PLapp)+ (0.75 * 0.67* EL) . ' ' ,_, . _(1 + (0.11 * ().75~)).-* JOO+ (0.75. * (:1 +;(Q:l4 * 0.752J))* 2700. 'I' (Q.75 * 0.67'* 1796}= 3249 lb 5: DL +LL+ (0.5 *·(SL-o.tRL)).+(0:88 * PL)+IL 100 + 2700 +UL~* 0):+{0.88 * 2700,) + 6'15 = ·3151 iP e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 OVERTURNING ANALYSIS : Type B PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 19 LC 5/7/2013 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 & 1613.1 OF THE 2010 CBC FULLY LOADED Total Shear = 361 lbs M ovt = V,,ans • Ht = 361 X ll0 39710 in/lb Ms, = L (wp + .85wDL ). d/2 = (5400+(.85 X 200)) X 44/2 122540 in/lb P, _ l(M0vt -Ms/) UpLift -d p = I(Movt + Msi} MaxDown d TOP SHELF LOADED Shear = 274 Ibs Movt = V,op 'Ht = (39710 -122540) I 44 -1882 lbs. Puplift <= 0 No Up Lift = (39710 + 122540) / 44 3688 lbs. Movt = 274 X (132 + ((68 -10) / 2)) 44109 in/lb Ms,= I(wp +wDL)·d/2 Ms, (2700 +'('.85 X 200)) X 44 /2 63140 in/lb ANCHORS No. of Anchors : 2 Pull Out Capacity : 697 Lbs. Shear Capacity: 751 Lbs. COMBINED STRESS = (44109 -63140) / 44 = -433 lbs. Puplift<=0 No up Lift Fullv Loaded = (0 I 697 X 2))+ ((361/2)/(751 X 2)) = 0.12 Tov Shelf Loaded= (0 I (697 X 2))+ ((274 /2)/(751 X 2)) = 0.09 w Seismic UvLift Critical (LC#3) = ((180 I 697 X 2))+ ((361 /2)/(751 X 2))) / 1.2 = 0.21 Sec 4.22 ESR-1917 USE 2 Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab Anchors per BasePlate. (or approved equal) '! I'. s .· MATERIAL fIANDI;J:N'.G ~NGJNEfR!NG TEL.: (909)869" 0989 FAX.:.,.(909)899'-0981' , i61 ATl,ANtrc.s!fREET, .POMONA, ~A'9i:76~ . BASE .PLATE ANALYSlS: Type·B .J'ROJECT SGN Nutrition 'FOR Naumann Hobbs (Fontana) SHEETNO.. 20 CA'.LCULATED, BY, ' LC DATE 517/2013 1 · ', :l~J~~2~~~~~::=~~~!e:ii~RE~;isAii~1Ji~~~;~~~~~~~c: ~~ ~~nCAL THERE.ARE 3 CRITERIA INJ;)E'I,'E~O Mb. THEY ARE i. MOMENTCAPACITY OF THE BASE PLA~, 2. MOME;NT CAPACITY OF THE A:NC~ORBOLTS, AND 3 .. V col*h/2 (:fULL :fIXITY). Mb JS THAT SMALX:,EST . VALUE OBTAINED FROM THE 3 CR:ll'ER:IA ABOVE. . . " . . . ' . ' Pco/ MB'ase· -'2800:JQ~ · 37'].7 hi/lb · P Pcol. .~=--A D·B Bqse Plate :Width (JJ)· Base.Plate Depth (I)) Base 'Plate Thickness (t) . . ' .. = 80}?81 9l.3PSI 52~16 PSI 3!tli :PSI· . · wb,2 b2 > · · · M -, . .I' '-'-" I r ./.' + {' + ·67 .f.' ]· h -·2 -2'l,h, J·bl .• ' ,J b2, •. l• t 2 SBase: =6 FBase = .75Fy . h_ Mb -.---~- -307.78WU> 0.02 i_n/~b . 36000 PSI 0.36 · <=.1 OJ( = Tin . b = Sin bl 3 in 2 in 0;375 in Fy (Base) 36000 J,>Sl t +,-f. ''t B~ ra I l 1 l . l l lti~11111 1b e MATERIAL'HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 SLAB AND SOIL : Type B PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO. 21 CALCULATED BY LC DATE 5/7/2013 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE P.1atic = 2800 lbs pSeismic = 903 lbs P~"" = (1.2 + 0.2Sds )· DL + (0.85 + 0.2Sds )·PL+ I .OEL {(4 8) ~ } -+-·A·vf c = Fpunct = 3 3/J , 2.66·J·ffc ~ Apunc, = [(B+t)+(W +t)}2·t J,, = __ P_m_ax __ F,, Apunct • Fpunct SLAB TENSION A _ Pmax ·144 soil -I 33 + • 'J soil L=JAsoil B' =-JB-W +t L-B' b=--2 wb2 1.33· fsoil ,b2 Mconc =2= 144•2 I· t2 scone =6 ~one= 5¢-Jl; h = Mconc Fb S Cone • FConc OK 79.8 PSI = 220 sq. in. = 0.26 = 502 sq. in. = 22.39 in = 10.92 in = 5.74 in = 152 in-lb = 4.17 cb. in. = 150 PSI = 0.24 Mo, = 39710 in-lb = 4632 lbs (Grav. -seis. critical) p / "' ;;'-b I' / I/ B I ~ L BASEPLATE B = 7 in w = 5 in Frame Devth d = 44 in CONCRETE f'c = 2500 PSI t = 5 in ¢ = 0.6 J,., = 0.6 SOIL (soil = 1000 PSF " I' t ' ~ I \ I ( ·: ,, : ,, . ' ·, : " P,ROJECT SGN Nutrition FQR Naumann Hobbs'(Fpnt~na)c MATERIAL HANDLING ENGINEERING . -' . -" ' ~ -. ' SHEET:NO. 22 . TEL : -(909)869 -0989 'FAX : (909)869 -0981 CALCULATED BY LC 1'61 ATLANTIC STREET POMONA CA 91768 :DATE .---5/7/2013 , ,. •ELn .J.---_)_. / Fn-· -LOA])SAND, DISTRIBUTION: ·Type A ELS / F5 Determines SeismicBase S}:iearper Section 1613.1,.-Chap 22,08,.ofthe2010,CBC. -V ----' EL4 -j:" Seizmic Category: :n Fa: ' j;os : 3: EL3 Number Of Levels:· 2 · Ss: 1.04 EL2 wPL (Sum ofproductloads) ,. 5600'lbs le:-LOO EL1 F1 wDL'(Sum of deacf l9~ds): 2001bs Rw (Longitudinal):. ·6.00 .... I-d --1 TOTAL FRAMELOAD: ' ',. ' .5800 lbs Rw (Transverse): 4.00' LONGTUDINA,LDIRE€TION TRANSVERSE DIRECTION VI; = 213'· Fa ·Ss ·IE· (((Q.67}·Wj,J+wDL) ·0.75 -0.67' VTtans· 2/3·F~ ·Ss .JE ·(((0.67)-wPL)+Wvi) ·0·.75•0.67 ~ R -. ·. Rw w . ' [(2/3) X 1.08;36 X 1.041X l X {((0:67)5600) + ~00)./ 6].X 0.75 )( 0 : , · [(2/3) X 1.08J6 X 1.041 X 1 X (((0.67)5600)-+-200)'/ 4] X0.75 X v-J,ong " _249 lbs .VT,ans -;_ 3'73lbs , ·-.. F; = v{ w:,g_) L .. ,.,_ . hx LONGITUDINAL TRANSVERSE Levels '--- ·-wx wxh~ f; wx wxhx Ji -, 1 64 2,9'00 i,85,600 81 2,900: 185,600 122 2 132 .. 2,900 38_:2';800' 168 2,900 382,8'00 251 568,400 249-lbs 568,400 · · 373 lbs . ,_" ,, -" ·- .. : --" ,_ : : I --1 I ! e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 LONGITUDINAL ANALYSIS: Type A PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 23 LC 5/7/2013 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). M Upper + M Lower = M Conn'R' + M Conn'L' M Conn'R' = M Conn'L' M Conn • 2 = M Upper + M Lower M =(MUpper +MLowerJ+M Conn 2 Ends V = VLong = 124 lbs Col 2 M Base = 3858 in/lb LEVELS hi J, 1 62 40 2 68 84 SAMPLE CALC. Ml-1 = (Vcol • h;) -M Base = (124 lbs X 62 in) -3858 in/lb = 3,830 in/lb FRONT ELEVATION AXIALLOAD MOMENT MEnds Mconn 2,900 3,830 2,406 5,749 1,450 2,856 2,406 3,834 e MATERIAL HANDLING-ENGINEERING .. TEL: (909)869 -098,9· FAX ; (909)869 -09.81 161 ATLANTiC STREET, )?OMONA, CA 917.68 - -- COLUMN ANALYSIS : Type A PROJECT FOR .SHEET NO: CALCut.l\TED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 24 LC 517/2013 ANALYZED PER AISI AND THE 2010,CBC. 'SECTION l?ROP:ERTil~-8' BASEi;) ON THE EFFECTIVE SECTION. :P ;= · · 2900 lbs M = 3830 in/Ip _Kx·Lx Rx Ky·l,y -1. 1 X 6.2in I l.9in 55.6 l X 56inJ0.9in Ry '61.9. II2E F, ..,..,.:-,-'----.-: -76_. KSI ~ = {k Y,, Maxj - FY =. 28KSI 2 Since: F. :> PY/2 . ja,Max R' 61.9, . _ ·(: FY ] 55 KSI:x;.[1-55 KSI/(4X 75.97281KSI)] F,1 == .Py' 1-4-F e .45 K,SI PYJ = Aeff · Fn p = P,, a JJ.e . p -Flexure -= . 1.004 in"2 X 45 k~I 45226 lbs / 1.8 = 0.l2 p .p M Since:-. <0.15 Check:-_ +-.. x-::;-1 P0 -· P0 Max 45.226 lbs = 25126lbs lv{y.ield =MY = S x , Fj = L4975 faAJ X.5~000 PSI = 82362 i~/lb M Max::;:-L Qf · TI2 EI Per=-:-.~· -- (K -L )2 -X X 1 = 82362 / 1.67 = · 49.319 in/lb = (J.14'159)Ai X29500 KSI_X: 3.603 / (105.4in.)A2 µ = 1/ -( ') X • p .l 1-, Oc· Pc; . (1 / (1 -(l.8 X ~900: lb/ 94429 lb )}Y-1 (2900 lb /25126 lb) +-(3830 .in/lb/ 49319 in/lb) = 0.19 < 1 (19%) 94429lbs 0.94 r-A~ . . 1 . B ,1··. -. SECTION PROPERTIES A : 4.8·ih B :. 2~72 in t .: O.i05 .in Aeff: 1.004 inA2 Ix : 3.603 inA4 Sx : i.4975 ihA3 Rx : 1-.895 fn Iy · : 0.8213 inA4 Sy : 0,5041 foA~ Ry : 0.9046 .in Kx ::L9. Lx : 62.in Ky :1 . Ly :56in Py : 55 KSI :e : 29500·KSI . Qc :. 1.80 Qf: 1.67 Cmx: ·o.85 Cb: 1 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 DETERMIINE ALLOWABLE MOMENT CAPACITY Determme allowable bendmg moment per AISI Check Compression Flange for Local Buckling (B2.l) w = c-2-t-2-r= 1.102-(2 * 0.0598)-(2 * 0.1 = 0.68 in w/t= 0.68 I 0.0598 = 11.37 ,,i = (1.os2/.Jf). (w/t )·~(FY/ E) = PROJECT FOR SHEETNO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 25 LC 5/7/2013 (1.052 I (4)"0.5) * 11.37 * (55 I 29000) /\ 0.5 = 0.26 <= 0.673 Flange is fully effective Check Web for Local Buckling per Section (B2.3) J; (comp)= FY · (y) yz) = 55 * (I.65 / 1.86) J; (tension)= ~ ·(Yi/ Y2 ) = 55 * (1.25 / 1.86) 1.65 I 1.25 k = 4 + 2 · (1-lj/ )3 + 2 · (1-lj/) = 4 + (2 * (1 + -0.758)"3) + 2 * (1 + -0.758) FlatDepth = w = y1 + y3 = 1.25 + 1.65 = 48.79 KSI = 36.96KSI = -0.758 = 18.38 = 2.9 in. w/t = 2.9 I 0.0598 = 48.49 ,,i = (1.os2/.ff)-(w/t)-~(F.jE) = (1.052 I (18.38)/\0.5) * 48.49 * (48.79 / 29000)/\0.5 = 0.49 b0 =W= 2.9 b1=be(3-lj/)= 2.9*(3--0.758) =10.9 b2 = 2.9 /2 = 1.45 bl + b2 = 10.9 + 1.45 = 12.35 Web is fully effective Yi: 1.25 Y2: 1.86 y3: 1.65 Ycg: 1.455 Ix: 0.912 Sx: 0.506 t: 0.0598 r: 0.15 FY: 55 f,,: 65 E: 29000 TopFlange: 1.102 <200 OK BottomFlange : 2.5 WebDepth: 3.313 ,, I ) e MATERIAi., HANDLING ENGINE~RlNG TEL : (909)8(>9 .:0989 FAX: (9'09)869-0981 161 ATLANTIC STREET,:POM0NA,.0A: 91.768,. :OETERMiINEALLOWABLE'MOMENt CAPACITY: (cqnt..) · D!;:termine allowabie:b(;ndirigmoment per AISI SGNNutrition PROJEC'Jl ·FOR. Naumann Hobbs (Fontana) SHEET NO. : 26 CALCULATED BY ;LC :DATE · . 5/7/2013 Determine Effect of Cold W9rking :011 Steel Yield Point (Fya). per S~ption· A 7 .. 2.. !ya ::;; C • ,Fye +{1--' C )· fy (,orner = ,Le == (j/2,}· ~-+t/2) ~ 3.14159 * (2 * (U5 + 0;0598) /,4== 0.28. 2 * o~28 /(0.68 + ;2 * 0.2S) m =·0.'1:92 · (F',,/ Fy)""". 0.06R= 0.192 * (65 /55)-0.068 ·be= 3.69-(Ju/fJ~Q.8'19-(fu/Jyf-1.79= 3.69 * (65 I 55) ~ Q'.819 ·* (65./ 55)"'2 -1:79 /,,/ J:.= (65 I ~5) r/{~ ·(o.ts/0.059l F = b. · F /(r/t)"' = . 1.43 * 5SJ(Q.I.5 I 0,0598)"'0:I ye c .Y · Jya-top = 0.45 * 6:Z,89 + (1 ~ 0.45)* 55 fya-botto111 =fya ·Ycg/(d'e;th-ypg.J= 60.8 * 1.455/(3.313-1.4'5~) · C~eck Al10w_able.Tension Stress.for B~ttom flange L jla11ge-'bot = 1,,.fb ,= £bottom ...., 2 • ·7• ""'"2' t = 2.5 ~ (2 * .():15) -(2 * 0.0598) .·cbouom ~Cb =2·Lcf~.fb +2,-LJ=· 2 * 0.28 I (2:08 + .2 * o .;281 '.Fy-"boiiom;::: FYQ =.Cb ·Fye +(1...:..ct,)·Fyf == . 0.21 * 67.-89+{1,-,0.21) * 55 .60.8 , -2;08 .. · 0.21 ,_ 60.8 == 0.45 · = Q;68 in. == '0,l(i J..43 1.181 <1.2 . ~ 2,508 < 7 OK = 67.89 = (>0,8 Y1: 1.25 y2 1 l.86 y 3 : 1.65 Ycg: L455 Ix: 0:91;2 S:x: 0506 t: 0:0598 j> • 0.15 FY; .55 fu: 65 · E: 49000 Top Flange : u 62 . BottomFlarige : ~iS. W-ebDepth: 3,319 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR PER SECTION 5.2 OF THE RMI, PT II Check Bending Capacity Mcemer =¢·Mn= W ·L·O.·Rm/8 Q = LRFDLoadFactor = l.2 · DL + l.4 ·PL+ 1.4 · 0.125 · PL forDL = 2%ojPL Q = 1.2 * 0.02 + 1.4 + 1.4 * 0.125 Rm =l-[(2·F·L)/(6·E·Ib+3·F·L)] 1 -((2 * 150 * 96) / ((6 * 29000 * 0.912) + (3 * 150 * 96))) If¢= 0.95 ¢·M11 = ¢·Fya·Sx = 0.95 * 60.8 * 0.506 Mend = W · L · (1-Rm )/8 = 3543 * 0.5 * 96 * (1 -0.86) / 8 W = ¢·Mn -8-(#ojBeams)/(L·Rm ·0.)= 29.23 * 8 * 2 I (96 * 0.86 * 1.599) * 1000 Check Deflection Caoacitv Rd =l-(4-F ·L)/(5 ·F ·L+lO·E·Ib)= 1 -(4 * 150 * 96) / ((5 * 150 * 96) + (10 * 29000 * 0.912)) Amax= L/180 Ass =(5·W·L3)/(384·E·Ib) L/180 = (5 -W ·L3 ·Rd )/(384-E -Ib·#ojBeams) ((5 * 3543 / 2000 * 96/\3) / (384 * 29000 * 0.912)) * 0.83 W = (384-E ·I ·2)/(180·5 ·L2 ·Rd)= 384 * 29000 * 0.912 * 2 I (180 * 5 * (96/\2) * 0.83) * 1000 Allowable Load = 2950 lb/pair PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO. 27 CALCULATED BY LC DATE 5/7/2013 1.599 0.86 Yi: 1.25 29.23 in Yi= 1.86 Y3: 1.65 Ycg: 1.455 2976 in/ Ix: 0.912 Sx: 0.506 t: 0.0598 3543 lb/pair r: 0.15 f: 55 u • 65 E: 29000 TopFlange: 1.102 BottomFlange : 2.5 WebDepth: 3.313 0.83 0.64 2950 lb/pair I' MA':f-ERIAL j{ANDLING ENGlNEERINO TEL: (909)869-0989 FAX.: (999)869 -0981 1,61 AtLANTICBTREET, POMONA, _CA'Qi,7(j8 ' - PROJECT , FOR SHEET NO. CALC:ULATEJ} B)' _DATE, " SGN Nutrition Naumann Hobbs (Fontan~) 28 LC _ ~!7J'J,013 ALLOWABLE AND ACTUAL BENDING;MOMENT A.T EAOH1£VEL Ms,a1ic = wz2 /8 M Al/01f}itat/c :::; W/ Al/qw *:f /8 M Se1~1111c = M Conn 'M Allow,Seismic = S x * Fb " - Ms.ismic -- Level M::;tatic M Allo..y,Static M Allow ,Seismic Result 1 34368 35400 5749 16'698 'GOOD 2 34368 " .35400 3834 16698 GOOD --, " " ----- ' SGN Nutrition MATERIAL HANDLING ENGINEERING TEL: (9.09)869 • 0989 FAX: (909)869 • 0981 161 ATLANTIC STREET,POMONA, CA 91768 PROJECT FOR Naumann Hobbs (Fontana) SHEET NO. 29 CALCULATED BY LC DATE 5/7/2013 BEAM TO COLUMN ANALYSIS : T1£e A CONNECTION CAPACITY DEPENDS ONT FOLLOWING PARAMETERS: 1. SHEAR CAPACITY OF PIN PinDiameter = 0.4381n. FY = 55000 PSI A D' 2 II Shear = zamefer • 4 = PShear = 0.4 ·FY· AS/tear = 0.4 X 55000 X 0.1507 in/\2 2. BEARING CAPACITY OF PIN ColumnThickness = 0.105 F,, = 65000PSI Q=2.22 a=2.22 = 3315lbs ATLEVEL 1 ,,n=y 1 2" "~ / 2" : 31/__J_l/2" L~::::11-k=±a" PBearing =a· Fu· Dia.· Col.Thickness/Q = 2.22 X 65000 X 0.438 X 0.105 I 2.22 = 2989 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist. = l.0ln. PinSpacing = 2 In FY = 55000 PSI C= Pr+Pi+~ Tc1,p = 0. l 79 In. Scup = 0.127 In3 = Pr +Pi(2.5/4.5)+Pi(.5/4.5) MCapac1ty = SC/ip · FBendmg = 0.127 fo/\3 X .66 X Fy = 4610 in-lb C · d = Mcapacity = 1.667 Pi· d d = EdgeDist /2 = 0.5 PChp = M Capacity/ ( 1.667 · d) = 4610 / (1.667 X O .5) = 5531 lbs MINIMUM VALUE OF Pl GOVERNS Pr= 2989 Ibs Mconn-Allow = [Pr* 4.5 ]+[Pi* (0.5 / 4.5)* 0.5] = 17768in-lb > 5749in-lb OK = Pl X 1.667 J . '. )" l J ' i. MA'.T.ERIAL HANDI,ING ENG:J:NE.ER.iNG TEL :~(909)869 -0989 FAX : (909)869. -0981' t61' ATL$TIQ $TREE:r, POMO~~,.CA 91768. TRANSVERSE ANALYSIS: BRJ\Ci:NG: Type A \ PROJECT SGN Nutrition FOR Naum~nn Hobbs (Fontana) ·s~EJNO.. 3() CA,l,CUI:,f\.1,'ED BY 4C J?A:T~ 5i7/20q JT IS ASSUMED'.THA.T.THE LOWER PANEL RE·~IiTS. THE FRAME SHEAR IN TEM~ION AND COMPRESSION. 'IFHOWZONTAL AND PIAGONAL MEMB~RS ARE THE S~; ANALYSIS WlliL BE PONE ON THE . PIAGONA:L MEMBER AS-IT WILL GOVERN. . . DIAGON:A.I, BRACING-: .. COMPRESSIONMEMBER. .TJ'd-.. Ftrqns · LDiag ·n zag=· --· . . . . D .. . k-I ·rMin' · (1 X 4'.2.9603)J (0.424) .· . IT 2e· F-. . e ~ (k-[/ } ' lrMin . FY 2 ·ft F >-y ·,;= 101.3 ln . = 27880.1 PSI ;"i' 27500' I 1""'!4'1---v-.-.. o· -..c___,,..., __ I., I L . _l SIDE ELEVATION, Panel Height (L) = 28 In Panel Depth (D)= . 42 In ;.. ,, ~ ,e . 2, Column Depth (B}= 4.72 In ·-'· ·(· -F J F =F' l--Y_.· .· . n Y 4 .. r;,· 1' • J.; e• > I P· =Area·F n , , n Qc =·l..'92 :erace Stress = Jl'J)jag, f 0 = 55000 X'(l -(55000 / (4 X 2'.Z880.09) .-27.9KSI · =J009llbs. '=5256lb~ =0:08 <.1 (8 %), ClearDepth(D·-2*13}= 36 .. 56· e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 31 LC 5/7/2013 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-11 APPENDIX D Assumed cracked concrete application Anchor Type = Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab ICC Report Number Slab Thickness (ha) Min. Slab Thickness (hmin) Concrete Strength (f'c) Diameter (dJ = ESR-1917 5 in. 4 in. 2500 in. 0.5 Nominal Embedment (hnom) 2.5 in. Effective Embedment (he/) 2 in. Number of Anchors (n) = 2 e'N e'V From ICC ESR Report f'uta 4 in. 0 in. 0.101 in.sq. 106000 psi smin 2.75 in. Tension Capacity Shear Capacity 1302 lbs 1402 lbs 2.75 in. 5.5 in. NIA ¢seismic 0.75 0.75 cal =6 ca2 = 12 S1 =4 in. S2 =O in. Adj. Strength 977 lbs 1052 lbs l.5 ·hef 3 in. useCat,adJ 3 in. useCa2,adJ 3 in. 3-hef 6 in. useSI,adj 4 in. useS2,ad; 0 in. ASDValue Conversion Factor 1.4 697 lbs 751lbs M:AT£RIAL:l-fANDLING ENGINEERING TEL ( (909)8.69 -098.9 FAX_:, (909)8(>9 -0981 ]611~)',J,/\NT,IC ST~ET, POMONA, <::A:91768 PROJECT FOR SHEET'NO.' CALCULAfED'BY P:ATIJ; . . ' I ',ANCHOR ANALYSIS ,' ' ' TENS'ION .STRENGTH I, I I ) ' I,' . I SteeFStrength , ¢' = 0;75 Co:o,crete Bre~kout' Strength·. ¢Ncbg rfr ·= 0;65 4Nc =={Cal.aqj +.S'i,,uy +L5hef}{cp2,adj +_s2,a~ +J.5hefJ~ ,60fo.,sa. ' 2 ' ' 4Nco = 9 h~f , :;= 36, in;~q. ' Check if A~c ~ nA;,cq lf/~c,N = 1 . lf/.e<J,N = 1 lf/.c,N -l kc · ', 'c 17 }La · 1 · N = k i (Ji )i:fs(h \u, =;, 2.404 lbs , b ·c a f' . ef J · . " , lf/cp,N -l ¢Ncbg = ¢.(AN) ANcoXlf/ ec,N xlf/ ed',N Xlflc,N xlf/ cp,NXMb} (0':65 * ( 60/3'6) *' J * 1 * 1-* r ~ 2404) = 2604 ibs, • · Pullout Stength: jpN pn ¢ .;= ·o:65 lf/c,p, = '1 , ¢Np,,= ¢Yf'~,pNp,cr(f'~l2500f5 NIA. :;= NJ:;<\. . ·steel Strength (¢N~ri) ·S03Qlbs Empedrnent Strength -Concrete preakout strength (¢Ncbg) 2604 ms pmbedimmt Strength -PµUout strength (¢N,pn) N/A SGN Nutrition Naumann Hobbs (Fontana) 32 L.G 5!7/29i3 n.5.:t - 'b.4.'.3. :a) i) n,i·, . D.;5.2 D.4.3 c) ii) ConditionB Category 1 b.~a2.4' D.5.2.5 n:s,.2.6, D.5,2.2 D-6 D.5.2.1 D.5.3 D.4.4 c)i'F> Cqndition BCategor.v l D:5.3.6- D.5.3.1. ,;:, e MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 FAX : (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength </>~a </> = 0.65 </>Vsa = <pn · 0.6Asef,110 (0.65 * 2 * 0.6 * 0.101 * 10 = 8351 lbs Concrete Breakout Strength ¢Vcbg </> = 0.7 110 in.sa. Check if Ave::::; nAVCO Ave/ Avco 1.22 lfl'ec,V 1 lfl'ed,V 1 If/ c,V 1 lf/1,,v 1.34 da 0.5 in. Je lin. A,a 1 PROJECT FOR SHEETNO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 33 LC 5/7/2013 D.6.1 D.4.3 a) ii) D-28 D.6.2 D.4.3 c) i) condition B D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.8 D.6.2.2 D.3.6 ~ = thesmallerof 7(1JdJ0.2(dJo.s ;i,a(f'J05 Ca11.S and 9,1,Jf'J05 Ca11.s = 4178lbs <f>Vcbg = </>(Ave! AvcJ(lfl'ec,V Xlf/ed,V Xlf/c,V xlf/1,,v X~) D-33, D-34 D.6.2.l (0. 7 * 1.22 * 1 * 1 * 1 * 1.34 * 4178) * 1 Concrete Pryout Stength rjJV,,pg </> = 0.7 Kcp = 1 Ncbg = 4006 lbs r/JV,,pg = r/JKcpNcbg (0.7 * 1 * 4006) Steel Strength (<f>Vsa) = 4781 lbs 2804 lbs 8351 lbs Embedment Strength -Concrete breakout strength 1 ,1.V ) 4781 lb \Y, chg S Embedment Strength -Pryout strength f ,1.V ) \Y, cpg 2804 lbs D.6.3 D.4.3 c) i) Condition B D.6.3.1 D.6.3.1 I PJ.l.9JECT SGN Nutrition FO. R.· Naumann Hobbs (Fontana) MATERIAL HANDLING ENGINEERING· . TEL: (909)869 ~· 0989 FAX: (909)869 -0981 16'1 ATLANTICS'.FREET,.PQM0NA, CA 91768 BASIC LOAD COMBINATIONS 2010 CBCSECTIONi268 RMI/ ANS1MH 16.1 V. = 373 lb T,:ans Prod1,1ctLoac:l/2 (PL) == 2800'1b· BASIC LOAD COMBJNATION I:DL 1:0 * 100 = 100 lb . 2:DL+PL+LL+(LtorSLor-RL) 100'+ 2800 + 0 +0 =2900lb ·v = 249Ib Long D.eact' Load/2 (DL) "3:. (0.6 * DL) + (0.75 * 0.6 * PLapp\-(0.75 * WL) ·. (0,6 * 100) + (0.75 * 0.§ * 1876).+'(0.75 * 0) = 904 lb SHEET NO. 34 ·<;:ALCULATED BY l,,C :QATE 5/712013 S = 0.752 ds 100 lb .Seis111.ic Load (EL) . 3: ((0;6 -(0.11 * Sds)) * DL)+:(0.75 * (0,6 -(0.14 * Sc:ls)) * PLapp) -(0,75 * 0.67 * EL} . (0,6 -(0.1'1 * ·0.752)) * 100 + (0.'.75.*'(0.6 -(0.14 '* ·0.'752))) * 1876 -(0.75 * 0.67 * 1944) = -22.9 lb 4: DL + (Oj5 * PL)+ LL 'I-(Lr or SL.qtRL) + (0.75 '* WL) 100·+ (0.75 * 2800) + 0 + 0 + (0.75 *·())·= 2900..lb 4: (1 +(O.U * Sds)) *'DL + (0/75 * .(1 + (0.14 * Sds) * PLapp}+ (0.75 * 0.67 * ~L) (l + (0.11 * 0.752)) * 100 + (0.75 * (1 +.(0.14 * 0.752))) *'2800 +(0.75'* 0.67 * 1944) = 3406 lb 5: DL +LL+ (05 ·* (SL orRL)) + (0,88 *· PL)+IL ' . 100 + 2800 + (0.5 * 0) + (0.88 * 2800). + 700 = 3264,I~ .. -1944 lb 'S MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 OVERTURNING ANALYSIS : Type A PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 35 LC 5/7/2013 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 & 1613.1 OF THE 2010 CBC FULLY LOADED Total Shear = 373 lbs M ovt = V,,ans · Ht = 373 X 110 Ms/ = L (wp + .85wDL ). d/2 41030 in/lb = (5600+(.85 X 200)) X 42/2 121170 in/lb P, _ I(Movt -Ms/) Uplift -d p = l(M0w +Msi} MaxDown d TOP SHELF LOADED Shear = 283 lbs Movt = V,op · Ht = (41030 -121170) / 42 -1908 lbs. Puplift <= 0 No Up Lift (41030 + 121170) / 42 3862 lbs. Movt = 283 X (132 + ((68 -10) / 2)) 45630 in/lb Ms/ = L (wp + wDL ). d/2 MS( (2800 +t.85 X 200)) X 42 /2 P, -l(Movt -Mst) Uplift -d ANCHORS No. of Anchors : 2 Pull Out Capacity : 697 Lbs. Shear Capacity: 751 Lbs. COMBINED STRESS = 62370 in/lb (45630 -62370) I 42 -399 lbs. Puplift<=0 No up Lift Fullv Loaded = (0 / 697 X 2))+ ((373 /2)/(751 X 2)) = 0.12 Tov Shelf Loaded = (0 I (697 X 2))+ ((283 /2)/(751 x 2)) = 0.09 w Seismic UvLift Critical (LC#3) = ((229 I 697 X 2))+ ((373 /2)/(751 X 2))) / 1.2 = 0.24 Sec 4.22 ESR-1917 USE 2 Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab Anchors per BasePlate. ( or approved equal) ,. ,. ;~. . -. . - MATERIAL HANDLING ENGINEERING tEL: (9·0~)869'-0989· FAX, (~09)86~, 0981 16J -f\TLANTI~·sTRE~T,POMONA, CA:91768 . BASE PLATE ANALYSIS : TyJ>e:A _ PROJECT FOR SHEETNO .. CALCULATED BY DATE SON Nutrition Naumann Hobbs (Fontana) 36. LC __ 5/7/2013 THE BASEPLATE WILL BE ANALYZED WITH TEE.RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD i>, COMBINED WITH THE TRIANGULAR ~n:RBssEs RESui TING FROMTH:E MOMENT Mb (IF ANY). - THERE ARE 3/CRITERJA JN DETERMiNINGMb, THEY ARE 1. MO~NT CAP A CITY OF THE BASE PLATE, 2. MOI.\1ENT CAPAC1i'Y QF Tf.lB ANCHOR BOLTS, ANP 3. V col*h12 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINEP FROM THE 3· CRIIBRiA ABOVE. · f'col = :2900lbs M J858 fo/Ib. Base p ·pCol ---·:;::--- A D·l3 M h =JJ--B~/6 -. 2·b1 £2=13·/2 /21 =/2,.,--h2 lvfb SBase l ·t2 :::;---.- 6 f'.Bas_e = . '7 5 FjJ fb ::;= Mb F;, S Base • FBase ·-Base Plate Width ,(B), · Base Plate 'I)evth(D) Base .Plate· Thickness (t) 72.5.PSI 72,3 PSI -. 43.4 PSI -17-3.05 in/lb = ·0.02,in/cb ... 36000-PSI .0;2 <=1 OK ·= \' 8 in -5 in -0.315-in · b 4.8 in bl 1.6 in fy.(base) 36000 PSI' t"+:~ · 1111111 !i~ll)l 1b .. e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 SLAB AND SOIL : Type A PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO. 37 CALCULATED BY LC DATE 5/7/2013 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE pstatic = 2900 lbs Pse,smic = 977 lbs Pmax = (1.2 + 0.2Sds )· DL + (0.85 + 0.2Sds )-PL+ l.OEL {(4 8) r;;-: } -+-·A·vf c = Fpunct = 3 3/J , 2.66 ·},, · ffc -5,. Apunct = [(B+t)+(W +t)].2,t J;, P,11ax = F,, Apunct 'Fpunct SLAB TENSION A _ .P,,,a., -144 soil -1 33 ./' • 'J soil L=~Aso,l B'=-JB,W+t L-B' b=--2 wb2 -1.33. fso;J · b2 Mconc =2 144•2 1 · t.2 scone =6 Fconc = 5</Jfj; J;, = Mconc F;, S Cone · FConc OK 79.8 PSI = 230 sq. in. = 0.27 = 528 sq. in. = 22.99 in = 11.32 in = 5.83 in = 157 in-lb = 4.17 cb. in. = 150 PSI = 0.25 Mo, = 41030 in-lb = 4880 lbs (Grav. -seis. critical) p / "' il!..b/ B / I , L BASEPLATE B = &in W = 5 in Frame Devth d = 42in CONCRETE 2500 PSI t = 5 in <jJ = 0.6 },, = o.6 (soil = 1000 PSF \I I' t ' , CAROUSELS CONVEYORS FENCES FOOTINGS FOUNDATIONS GONDOLAS LOCKERS MACHINERY MEZZANINES MODULAR OFFICES PARTITIONS PICK MODULES SHUTTLES STAIRS STRUCTURALS TANK SUPPORTS VERTICAL LIFTS VRC RACKBLDGS RACK CANOPIES CANTILEVER CATWALKS DRIVE-IN FLOW HANDSTACK PUSH BACK PLATFORMS SELECTIVE SHEDS STORAGE Licensed in All 50 States STRUCTURAL REVISIONS FOR SGN NUTRITION SEISMIC ANALYSIS CAD ORA WINGS PRODUCT TESTING FIELD INSPECTION HEADER STEEL DESIGN PERMITTING SERVICE SUBMITTAL SERVICE STATE APPROVALS RECE·IVED SHELVING CATWALK RIVET STEEL MOVABLE SPECIAL 2777 LOKER STREET#C CARLSBAD, CA 92010 SEIZMIC, INC. PROJECT# 13-0503 DATE: 5/7/2013 P.C. #: 13-1059 MAY 2 0 2013 CITY OF CARLSBAD BUILDING DIVtSION STRUCTURAL CALCULATION COMMENT I. The rack calculation for type A and B rack shows H2=66 inches. The plan shows 68 inches. Larger moment sti II adequate? Yes. Please see revised calculations. 2. Provide rµore detail calculation for type A rack (beam, column, loading are different from type Brack). Please see Appendix of structural calculations. 4. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI. Please see Sheet 13-0503-A, Note 8. 6. Special inspection for seismic resistance shall be noted on the plans for the following conditions in accordance with Section 1707.6. Periodic Special inspection is required during the anchorage of storage racks 8 feet or greater in height in structural assigned to Seismic Design Category D, E, and F. Please see Sheet 13-0503-A, Statement of Special Inspection. 7. The following design loads shall be clearly indicated on the construction documents: a. Seismic importance factor, le and occupancy category. b. Spectral response ·coefficients Sds and Sd 1 c. Basic seismic force resisting system (s) d. Design base shear e. Seismic response coefficient(s), Cs f. Response modification factor(s), R g. Analysis procedure used. Please see Sheet 13-0503-A, Note 1. Should you have any questions, please feel free to contact me. Sincerely, ~~ Lonnie L. Chang, .-=--.::=--- Seizmic Inc. 161 ATLANTIC ST. • POMONA • CA91768 • TEL: 909-869-0989 • FAX: 909-869-0981 SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBIDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TAIL SUPPORTS HEADER STEFL SORT PLA1FORM PICK MODULES ROOF VERIFICATION STORA.GE RACKS SEIBCTJVE DRIVE-IN PUSHBACK FLOWRACK CANTILEVER OTHER SERVICES SEISMIC AN ALY SIS PERMIT ACQlHSITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in all 50 States SEISMIC ANALYSIS OF STORAGE RACKS FOR SGN Nutrition 2777 Loker Street #C Carlsbad, CA 92010 Job No. 13-0503 , ' -~ : ! • ' APPROVED BY SALE. FATEEN, P.E. 5/7/2013 SHELVING METAL METAIJWOOD MOVABIB GONDOLAS LOCKERS CATWALKS 161 A1LANTIC STREET * POMONA * CA 91768 * TEL: (909) 869-0989 * SPECIALS PRODUCTS SHUTTIES VLM CAROUSELS VRC MODUIAROFHCES FENCES FAX: (909) 869-0981 PJ_l.OJECT S6N Nutrition FOR . Naumann Hobbs (Fontana) · MAT.I;:R.IAL HANDLlN:G ENGINEERING TEL: (909J869 -0989 FAX :.(909)869 -·0981 . 161 ATLAl'{TIC STREET, POMONA, CA 91768 SHEET NO. 2 CALCULA'.1,'li:i> :BY LC DATE. 5/712013 TABLE OF CONTENTS TABLEO.F ·CONTENT$ & SCOPE PARAMETERS . COMPONENTS~ SPECIFICATIONS . ......c----~------- LQADS & DISTRIBUTION LONGITVPINAL ANALYSIS ·coLtJMN BEAM ;BEAM TO COLUMN. -----''-------------~------ BRACING ANCHOR ANALYSIS BASIC LOAD COMBINATIONS.· ----.,.,.C.---------- OVERTURNING BASEPLATE SLAB & SOIL. APPENDIX 2 3 4 6 7. 8 9 14 1,5 -17 18 19 20 21 22. e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEETNO. 3 CALCULATED BY LC DATE 5/7/2013 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION rs MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING Some components may not be used or may vary. LEGEND 1. COLUMN 2.BEAM 3. BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING 7. BACK TO BACK CONNECTOR I l __________ j TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET '1 ,: r , ,· ,, , r .. ., ., ' ' ,, ,, '. '' ' "' :1 .. " -, e MATERIAL ~DLING ENGINEERING 'fEL : (909)869 -0989 FAX: (909,)869·, 09·sr 161 ATLANTIC-STRE_ET, POMONA;Ct,\ 9l7(i8 . ' COMPONENTS.& SPECIFICATi0NS _PROJECT SONNutrition FOR Na_uiriann Hobbs (Fontana) . SHEET').~O. . 4 CALCULA'f.ED »Y" LC --'DA1;E 51://2013 . - ' : True A ANM-Ysis PER SECTION 2208 oi THE 2010 c~c · -· 'SITE. CLASS ';=,D '' Beam Elevation .,, ... W.2' ', Produc'tLoad/Lvl' ' -:ijf,;,,64 'iri, <T~ =z Wl =2800 lbs. ' ', LEVEI;,S=;2 r / : JI2=68 iri, W2 =2~00 lbs. PA,NELS=5· ' ' ' Y5 . ,' ,, +· ', ' ' ' ' . ~ PRODUCT LO:AD /..L VL = 2~00 lbs. H2 Y4 FRAME HEIGHT= 156 'in. ' + V '' .. W1 FRA~ I)EPTH == 42 in. H.:.: fi:. r=z H Y3 + BEAiviA.£NG'FH:=:' ~6 in. ,, Y2 · K + SEISMic;:: CATEGORY =D· ,, H1· ' < (Fa-.= 1.0856, $i; = l.041) .. ., / ' ', Y1 + ; ,. "'"; . ' , ' ' ' 'w L, 9~ ,f-D..~ <' -, . . ', . Panel.Heights 'y1 ;,,isin: Y2=28 in. Y3 =; 28 in. Y4=28in, YS=.2/Un, -~QLPMN ., .. BE/\M.@ J.evel 1 CONNECT0R@Level 1 ·' OK . ·01<· " OK 4 3/4 X 2.11/16 X 12GA (UT22) .3.'.3}3,K 2S:5 X T6GA :(US :8415) Thr,ee Pin-Connector Steel = 55000 psi '. ,:,. . Steel = S'SOOU psi · Stress= 32% ' Stress =:19% M~Statjc,Capacity = ~950 lb. . . , . Stress· 'c:·95% -CO.BUlVl:NBAC:KE~ ,, " B]l:A,M.@ Lev~ri1: . CONNECTOR@ Level2+ . ' . ,. OK· .. OK None 3:313 X25X 16G,qps 8415) Three Pin Conp,ector ., Max Static Capacio/ = 2950 lb. Stre_s~ = 22 % ~tress~ , Str_ess =;; 9.5% ---'BRACING " -·,-.. -; BASEPLATE ". ,OK . ' ,_ OK OK . HbRIZONTAL . _ . 3.543'X l.3,78'X 0.06 (0915) , _ , DIAQONAJ;, _ . _ . -. : , 3_.543,X L378X.0;0(>:-(C915) . 8 in X 5 jn X 0·.37~ in . . .Steel= 36000 psi MBai;e ='3858:in. lb. . Stt~_ss·==; ~% . , '~tress=; 8%. Stress =20% " '' SLAB,&SOIL OK ANCHORS OK '. .. . Hi!ti K \Vile Bo It TZ (KB-TZ) ts}{-1'917 · Slag= 5")(·250Q. p~i ·Pullo1,it Capa~ity == 697 lbs. Shear Capacity =· 751-lbs. ·sbil Bearil)g P.ress4:fo = JOOO .psf ,0.5" X 2.5" Min Embed . . Slab Puncture ~tress·,,; 21% No. Of Anchors= 2 ,p.1;:r B~se,J,'Ja:te -' Slab Bendirtg Stress= 25% Anchor Stress = 25% · " " '•' ,• ., •s ... _, ·---., . . ... ,, e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 COMPONENTS & SPECIFICATIONS : T;y:Qe B PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO. 5 CALCULATED BY LC DATE 5/7/2013 ANALYSIS PER SECTION 2208 OF THE 2010 CBC SITE CLASS = D Beam Elevation ProductLoad/Lvl ' H1 =64 in. T~ W2 ' Wl =2700 lbs. ~ T LEVELS=2 I H2=68 in. W2 =2700 lbs. PANELS=3 Y3 PRODUCT LOAD IL VL = 2700 lbs. H2 t FRAME HEIGHT= 156 in. \ H...:, W1 R H Y2 FRAME DEPTH= 44 iu. ._..-E= t BEAM LENGTH= 96 in. I SEISMIC CATEGORY= D H1 (Fa= 1.0836, Ss = 1.041) Yi 1 ' ' ' " ' / ,, L ,r ,,f--D-* Panel Heights Yl = 54 in Y2= 50 in. Y3= 38 in. COLUMN BEAM@ Level 1 CONNECTOR@ Level 1 OK OK OK 3 X 3 X 13GA (75) 3.44 X 2 X 0.06 (211) Two Pin Connector Steel = 55000 psi Steel= 55000 psi Stress= 49% Stress =30% Max Static Capacity= 2839 lb. Stress= 95% COLUMN BA.CKER BEAM@ Level 2+ CONNECTOR@ Level 2+ OK OK None 3.44 X 2 X 0.06 (211) Two Pin Connector Max Static Capacity = 2839 lb. Stress= 33% Stress= Stress= 95% BRACING BASEPLATE OK OK OK HORIZONTAL DIAGONAL 7 in X 5 in X 0.375 in 11/2 X 11/4 X 16GALC 11/2 X 11/4 X 16GALC Steel= 36000 psi MBase = 3727 in. lb. Stress= 7% Stress= 27% Stress =36% SLAB& SOIL OK ANCHORS OK HiltiKwikBoltTZ(KB-TZ) ESR-1917 Slab= 5" X 2500 psi Pullout Capacity = 697 lbs. Shear Capacity= 751 lbs. Soil Bearing Pressure = 1000 psf 0.5'' X 2.5" Min Embed. Slab Puncture Stress= 26% No. Of Anchors = 2 per Base Plate Slab Bending Stress= 24% Anchor Stress = 24 % ·i ' I, '· , ' ' ,, ,. ,, ,, ,, ,' ,, ., ,, ' I : ' , ' .PROJECT SON Nutrition FOR N,aum:ann Hobbs.(Fontana) , :rwATERIAL:ID\NJ;)LiNG ENGINEEJ.UNG · S:imETNO. 6 -TEL: (9,09)8'69 -0989 E;AX: (909)869·~09&1 CA:L~lTLATED 'B);; . LC 1'61 ATLAN:tIC STREET POMONA CA 91768 -, DATE 5/7/2013 . ' ... , . ,. , .. . I -. I . , ~Ln I F,n · .. ·~OADS AND :DISTRIBUTION~ Type B ~ D~tehnines Seisn;iic Base Shear _per'Section 't6J3.'1, ·Chap 220~,.ofthe 2010-CBC, •EL5 l FS -'V -- , , EL4 'F41 Seizmi9 Categqir: i> 'Fa: i.08 EL3 -, F3 Number Of Levels: 2· -Ss: 1,04 EL2 __,_ : F2 wPL '(Surii of,product loads) :, S40ffibs le: 1.()0 '~L1 7F1 ,' ... . wE>L (Smh of de;:id loads): 200lbs Rw (LongittJdirial): <,.OQ ., "" f--.~ TOf:AL FRAME LOAD: 560Q 11;>$ Rw (Thinsvers~): ,4.00 ' ' , ' . ., ' . ,, , ,. " TRANSVERSE DIRECTI.0,N LONGl'Ui>INA:L ,DIRECTION ~ -2/3-/a :Ss.~h: ·{((0.67}Wn}+.wDJ ·0.75 ;Q,67 : v1'. -. =· 21:i··/a· -s~. IE: (((o.67)-wPL}+ w~Ll.o.1s ·-0;67 , ,long, -. · R . .. -= . . R -. , w· , . ' , w ' , [(2(3) :X: '1:0836 X 1.041 X-i :X: _(((0.67)5400) + 200)/..6JX Cl.75 XO' , . [(2/3) X 1.0836 X 1.041 X 1 X (((0.67)5400) + 200)/ 4] X 0,75 X :Vi,q~'g: 240:Jbs ,, VTrans; 3'6ilbs ., . ., .. , -( . . ] ' .... W..H. ··:: F; =· V f)FH .· -, ,I I _ . , ' I . , -,. ' Levels h ··, _LONGITUDINt\L TRANSVERSE- . X, , wx ·.W)1x .ft ·,Wx wxhx J; ., ... ,, 1 .t~oo l79,200 I 79 ',. 2,SOO 179,200 Ll.8 §4 ' 2 ,, 2,800 _369,690,_, 1.62 2,800 36_9;600 243 .. .B2" ,, j , . ,. .. . .. ,. 548;800 240lbs 548,800 361 lbs. , -. ,. .. . . ·, . ,, ., , ,, '· • -__ , ,. '. . . -, .. .. ., MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 LONGITUDINAL ANALYSIS: Type B PROJECT FOR SHEET NO. SGN Nutrition Naumann Hobbs (Fontana) 7 CALCULATED BY LC DATE 5/7/2013 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT :rv.IID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASEPLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASEPLATE CANNOT CARRY MOMENT). M Upper + M Lower = M Conn'R' + M Co1111'L' Mconn'R' = Mconn'L' M Conn • 2 = M Upper + M Lower M =(MUpper +MLowerJ+M Conn 2 Ends V _ VLong Col -2 M Base = 3727 in/lb LEVELS 1 2 SAMPLE CALC. 120 lbs h, 62 68 M1-1 = (Vcot • h,) -M Base J; 40 81 = (120 lbs X 62 in) -3727 in/lb= 3,713 in/lb FRONT ELEVATION AXIALLOAD MOMENT MEnds Mconn 2,800 3,713 2,488 5,704 1,400 2,720 2,488 3,848 ,i, e . , PROJECT ,-FOR S:IIEETNO. SON Nutrition Naumann Hobbs (Fontana) 8 MATERIAL HANDLING ENG!NE~RING· , TEL : (909)869 -0989 FAX: {909)&69 -··098t , 161 ATLANTIC STREET, POMONA, CA9l768 CALCULATE]) BY LC DAf.E' 5/772,013 COLUMN ANALYSIS : Type B ANA:l, YZEI'.> PER AISI AND THE 2010 CBC. SECTIC:>NPROPERTIES BASED:0N THE EFFECT1VE SECTION. 4 • 1 • , , ' ,, -• P =' 2800 ibs· · M = 3713 in/lb 1.7 X 62inJ 1,3in, , 79.9 --1 X 54in,/ 1.liri: 50 II2E F-'-.. e -«~ ·½Maxr = 4;5.6 KSI FY 2 ""28KSl. Since : F. > FY/2 . kL .· -·-. Max R 79.9 , . ··( FY J = 55KSIX[l~5$.i<SI/(4X45.63777KSI)] F =F l,--. -·n Y 4 F .: · · • · e = _38.4'1<:SI . Pn,= Aeif.f · F • ,11 . p p =...,..JL a ·, Qc p pa :Flexure 0.757 in"2 :X 38.4 KSI 2909111?s / 1.8 , 0.17 29091 lbs f6162'lbs · P · .. P · Cmx·M Since:->0.15 Check:·-.·-·+ · ·. ·x :5:l , pa fa M.ax . µx Myield ::::;: MY == S x • FY == Q.879 In/\3' X. 5~000 PSI = :48345 in/lb MY Max=-. O.f· Ir2 EI Per = (·, . · . . )2· ,J(x Lx l = 48345 /, l.67 = 28949 in/lb =, (3.1.4159)"2 X.~9500KSD( 1.32'/-(lOSAin,)1'2 µx = 1 ; 1 _.(: Qc • I',_ ) = , (l / (1 ~{l;8 X 2800 lb/ 34595 lb)))"-1 / · Per· (2800 lb,/ '1-6162 iJ;) + (0.85 X Ji7\3 in/lb/.28949 in/lb X 0.85) = 0.3 < 1 34595 lbs 0.85 (30%). rA7 ··· 1 B _l SECTION :PROP.ERTIES A : 3 in B : 3 in t : 0.09 in, . Aeff: 0.757in"~, Ix .: 1.3i in"4 Sx : 0.879 in"3 Rx : 1-.319.6 in Iy : 0.871 in"4 .$y : 0.574 in"3 Ry : 1.08.in Kx : 1.7 Lx .: 62 iil Ky :1 Ly : 54 in Fy ::55'KSI E, : 29500 KSI O.c, 1.80 O.f: L.67 Cmx: 0.85 Cb: l e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET,POMONA, CA91768 DETERMIINE ALLOWABLE MOMENT CAPACITY Detennme allowable bendmg moment per Alsl Check Compression Flange for Local Buckling (B2.1) W = c -2 · t -2 · r = 1 -(2 * 0.0598) -(2 * 0.15) w/t= 0.58 I 0.0598 i = ~.os2/-ff)-(w/t)·~(Fy/ E) = = 0.58 in = 9.7 PROJECT FOR SHEETNO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 9 LC 5/7/2013 (I.052 I (4Y'0.5) * 9.7 * (55 I 29000) /\ 0.5 = 0.22 <= 0.673 Flange is fully effective Check Web for Local Buckling per Section (B2.3) J; (comp)= FY · (y) yz) = 55 * (1.61 I 1.82) /2 (tension)= FY · (y1 / Y2) = 55 * (1.41 / 1.82) 1.61 / 1.41 k = 4 + 2 · (1-lj/ )3 + 2 · (1-lj/) = 4 + (2 * (I + -0.876)"'3) + 2 * (1 + -0.876) FlatDepth = w = A + Y3 = 1.41 + 1.61 = 48.65 KSI = 42.61 KSI = -0.876 = 20.96 = 3.02 in. w/t = 3.02 I 0.0598 = 50.5 i = (1 .os2/-ff )-(w/t )· ~(F;/ E) = (I .052 I (20.96)A0.5) * 50.5 * ( 48.65 I 29000)"'0.5 0.48 be =W= b2 = 3.02 / 2 bl +b2 = 11.71 + 1.51 3.02 = 1.51 = 13.22 Web is fully effective A: 1.41 Y2: 1.82 y3: 1.61 Ycg: 1.617 Ix: 0.867 Sx: 0.476 t: 0.0598 r: 0.15 FY: 55 fu: 65 E: 29000 TopFlange: 1 <200 OK BottomFlange: 2 WebDepth: 3.44 . I e PROJECT SGN Nutrition . . FOR Naumann Hobbs (Fontana) MATERIAL i-IANDLiNG ENGINEERING . · TEI,, : (909)869 -09.89 F~ :. (909)869 -0981 . ·SH];E'J'iNO. 10 CALCULATED BY LC 161 ATLANTIC STREET,.P.OMONA, CA 91768 . ,_DATE 5/'7/2013 ~ETERMiiNE ALLOWABLEMOMENT CAJ? ACIT\' {cont .. ) , -Determine allowable bending mome11tperAISl · Det~rmip,e Effect ·of Cold Working op Steel Yield: Poi~t (.Fya) per Section A.. 7.2 F . == C .p + (r-,c)'-F ya ye-y Leornifr =·Le :;={tr/2)• (r + f/2) = 3.14159 * (2. * 0.1'5 +0.0598) / 4'==· _0.28 2 * 0.28' I (Q.58 + 2 * 0.28) .Lflanie-top = Lf ·= r1r= 0.192,-(Fu/FY)..,.0.068 = .o:19z:1< (65155)-0.068 be =J.69·(/u/ JJ-Q.819-{J,,/ fy-}2 -1.79 == 3.69 * (65 /55)-0.819'*'(65/55)!'2-1.79 f,, / f,, =:= (65 I 5~) r ft = · (0.151 Q:059! Fye:= be ·Fy/ (r /t )'!1 == f.43 :Ii· 55 / (0 ..15 /0 .0598)"0.1 fya-top· = 0.49-* 67.89 + (t -0;'49) * 55 Jya-/Jottom .::;: fya · Yeg /(dep(/:z-jleg )= 61.32 * 1:617 J (3.44 --1.617) · Check Allowable Tension.Stress.for Bottom Flange ' ' . ~ . .. ' - L flange-,-bot· = L jb =-Lbottom -,-2' •,r -2 ·.t == 2 -<2· * o. i-s) -<2 * o-.os98) ,Cbottoin =-Cb -;=2·Le/(Ljb +2·Le)= 2 * 0.28 /(1:58 + 2 * 0.2,8} Ff-bouo,11 = Fyo = Cb · Fye + (1.-C,1,) · F~J = 0.26 * 67.:89 + (1 --0.26) * 55 . 61.32 1.58 ·' 0~26 · 58.35 .6i.32 OA9 -0.58 in, o.~6 -· 1.43 l.18~ = 2;508 = (i7.89' = ~i.32 = S4.39 <l.2 <7OK Yi: Y2: Y3: Yeg: Ix: Sx: t: r: FY: I,!: E· .. TopFlange: BottomFlqnge : WebDepth: i.41 1.82 1.61 1.617 0.867 0.476 0;0598 0.15 55 65 29000 1 2 3.44 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 DETERMINE ALLOWABLE CAP A CITY FOR BEAM PAIR PER SECTION 5.2 OF THE RMI, PT II Check Bending Capacity MCenter =</J·M,, =W·L·.Q·Rm/8 .G= LRFDLoadFactor = l.2-DL+l.4-PL+l.4·0.125-PL forDL = 2%ofPL Q = 1.2 * 0.02 + 1.4 + 1.4 * 0.125 Rm =I-[(2·F·L)/(6·E·Ib+3·F·L)] 1 -((2 * 150 * 96) / ((6 * 29000 * 0.867) + (3 * 150 * 96))) If¢= 0.95 </J·M11 = </J·Fya·Sx = 0.95 * 61.32 * 0.476 Mend= W ·L·(I-Rm)/8= 3400 * 0.5 * 96 * (I -0.85) I 8 W =</J·M11 ·8·(#0JBeams)/(L·Rm ·.G)= 27.73 * 8 * 2 I (96 * 0.85 * 1.599) * 1000 Check Deflection Caoacitv Rd =l-(4·F·L)/(5·F·L+lO·E·IJ= 1 -(4 * 150 * 96) / ((5 * 150 * 96) + (10 * 29000 * 0.867)) Llmax = L/I 80 .6.ss = (5 · W · L3 )/(384 · E · 16 ) L/180 = (s · W · L3 • Rd )/(384 · E · 16 -#ojBeams) ((5 * 3400 / 2000 * 96"3) / (384 * 29000 * 0.867)) * 0.82 W = (384· E ·I ·2)/(180-5 ·L2 ·Rd)= 384 * 29000 * 0.867 * 2 I (180 * 5 * (96"2) * 0.82) * 1000 Allowable Load= 2839 lb/pair PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO. 11 CALCULATED BY LC DATE 5/7/2013 1.599 0.85 Yi: 1.41 27.73 in Yz: 1.82 = y3: 1.61 Ycg: 1.617 3060 in/ Ix: 0.867 Sx: 0.476 t: 0.0598 3400 lb/pair r: 0.15 f.: 55 u • 65 E: 29000 TopFlange: 1 BottomFlange : 2 WebDepth: 3.44 0.82 0.64 2839 lb/pair l. I • I '. FRO~CT SGN Nutrition ~· ~· .. · · :F'QR Naumann Hobbs (Fontana) MATERIAL HANDLING ENGINE~RING TEL : (909)869-0989 FA?(.:. (90'9)869 ~ 0981 i61 ATLANTIC STREE]T, POM;ON'A,<:::A 9_i7.68 . . ... SHE~TNQ. 12 {:ALCUJ,,ATED BY LC DA'.fE . . 5/7/2.013 -- .ALLOW ABLE A:ND AOTUAL BENDING. MOMENif AT EACH LEVEL . . ~ - Ms1auc =·wz2/s M A/1011; Static '= W/ Allow *l'l8 Mseism;c ·= Mconn M Allow Seismic ' r -t .. . -. .. -. Ley;el MSil)ti!', MAllow,Static Msei~mic MAnow,S•ismic i .. 331.68 J4068 5704 15708 2 33168 3406if .3848 15708 -. " .. ,,,' ·-.. .. - =Sx *Fb Result GOOD GOOD .. ' MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 SGN Nutrition PROJECT FOR Naumann Hobbs (Fontana) SHEET NO. 13 CALCULATED BY LC DATE 5/7/2013 BEAM TO COLUMN ANALYSIS : Tmr B CONNECTION CAPACITY DEPENDS ONT FOLLOWING PARAMETERS: AT LEVEL 1 1. SHEAR CAPACITY OF PIN PinDiameter = 0.438In. FY= 55000 PSI A D . z II Shear= iameter .4 = 0.1507 inA2 PS/tear = 0.4 ·FY· Ashear = 0.4 X 55000 X 0.1507 inA2 = 3315 lbs 2. BEARING CAPACITY OF PIN ColumnThickness = 0.09 F,, = 65000PSI 0=2.22 a =2.22 4" P2 '-: _-_,__-_____ 1,2" L_~:::llt=:..s;,. __ -->l-1,2" PBearing =a· Fu· Dia.· Col.Thickness/Q = 2.22 X 65000 X 0.438 X 0.09 I 2.22 = 2562 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist. = l .0ln. PinSpacing = 4 In FY = 55000 PSI C= I'i+Pz Tc1,p = 0.179/n. Scup = 0.127 ln3 = Pi +-Pi(.5/4.5) Mcapacity = SCl,p · FBendmg = 0.127 fuA3 X .66 X Fy = 4610 in-lb C . d = M Capacity = l. 11 Pi • d d = EdgeDist/2 = 0.5 Pclip =Mcapac,iy/(l.ll ·d) = 4610/(1.llX0.5) = 8306lbs MINIMUM VALUE OF Pl GOVERNS Pi= 2562 lbs Mconn-Allow = [Pi* 4.5 ]+[Pi* (0.5 / 4.5)* 0.5] = 11671in-lb > 5704in-lb OK = Pl X 1.11 e MATERIAL HANDLING ENGINEERING TEL : (909)869 -0989 F:AX: (909)869" 0981 161 AJLAN'J'IC STR,E~T, P0MONA, CA 91768 TRANSVERSE ANALYSIS: BRACING: 'Type B PROJECT . SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO.· 14 Cl\l,CULATED BY LC .I>A,TE .5/7/2.013 IT iS AS$UMEP THAT THE LOWER PANEL RESISTS THE FRAME S$AR iN. TENSION AND COMPRESSION, IF HORIZONTAL AND DIAGO"NAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIA.OONAL MEMBER A:S IT WlLL·GOVERN. . . . DIAGONAL BRACING : CO:MPRESSION MEMBER Ldiag=.~(L-6)2 +(D~'(2·BC9l.))2 = 6t..2"· T-rd· Vtr.ans · LDiag· · YC zag=. . · d. . k•l .rMin (1 X 61.2209) I (0.457) FY 2 F F <-2.. e 2· P,,=F. P,, :== Area · F,, fk::;::l.92 p = P,,_ a .Oc Brace .Stress = = 581 ib~ -=;,)34 In = 15948.9 PSI 15948.9':PSI -4067 lbs = '21-:18 lbs 0.27 < 1 -{27%) l L __ l 141-lot11-D V otll SIDE ELEVATION Panel Height.(L}= 54 In Panel Depth (D) = 44 In Column Depth (B) =e • 3 In: Clear Depth(d) =(D -2*B) = 38 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 15 LC 5/7/2013 POST-INSTALLED ANCHOR ANALYSIS PERACI 318-11 APPENDIX D Assumed cracked concrete application Anchor Type = Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab ICC Report Number Slab Thickness (ha) Min. Slab Thickness (hmin) Concrete Strength (/' c) Diameter ( d a) Nominal Embedment (h ) nom Effective Embedment (hef) Number of Anchors (n) e'N e'V From ICC ESR Report = ESR-1917 = 5 in. 4 in. = 2500 in. = 0.5 2.5 in. 2 in. 2 4 in. 0 in. A 0.101 in.sq. se Tension Capacity Shear Capacity f'uta 106000 psi smin 2.75 in. 1302 lbs 1402 lbs = 2.75 in. 5.5 in. NIA ¢seismic 0.75 0.75 ca!= 6 Caz= 12 SI =4in. S2 = 0 in. -i 1.5hef Adi. Strength 977 lbs 1052 lbs J 5:2 Ca2 l.5 ·hef 3 in. useCai,aaJ 3 in. useC02,adJ 3 in. 3-heJ 6 in. useS1,adJ 4 in. useS2,adJ 0 in. Ca1 S1 1.5hef I t ,ANc I ,, I! :1···· l ASDValue Conversion Factor 1.4 697 lbs 751 lbs : < ! . MATSRIALlIANDLiNGENGINEERI}m . 'TEL : (90Q)8691 -0989' FAX :. (909)869,. 09~1 · HH ATLANTIC S'.J'REET,.P()MOl,i\.:\; CA91768 . 1 · 'ANCHOR ANALYSIS 'FBNSION 'STRENGTH Stiel-Strength · · · .¢ = 0:75. ¢Nsa = r/J11Asefu1a :(0.75 * 2 * 0.JiOl *;106ff0Q) ;= ~O~(Hb~. · · Concrete Break9tit Strength · ¢N chg. r/! ,;,, 0:65: ' • < 2. ANco = 9hef = ~6Jn.sa. ¢heck if ANc .~, nAnco .A,, /AN· · · 1 67' HC • CO ;= , . 'If/ ec,•iv. · = 1 . :)fed;N . '= 1: 'f c,}f_ · ;= 1 kc · = 17 A ·a 1 ·N,, = k A (f'' )(J.S{h .. )LS ·= 2404,lb~ '. b . C ~ C ' \ ef ,. Vfcp;N = l (Q:65· * (60/36) * 1 .?I' 1*, 1'* i: * 2404) ·pµJloµt S'tength: r/!Nj,,, ¢ ~. 0,65 lf/c,p = 1 :: - . ,1,7,,r· ,1, 1t.,r ·(/' /·2500)0:s. 'NIA·.· · ''f!l·V pn. =· .~If/ c,p'LV,p,cr · · c·: , · • '~ I ' Steel Strength (¢Ns«) ·= 7604 lb$ . PROJECT FOR' SHEETNO. CALCULATED ·BY DAJE ... = NIA $030 lb~ Emoedm:eri.t Stt~ngth:.: Conct~te brea;kout. ·strength ~¢.'Nc/Jg) · 26'04 lbs · E.mbeclme,nt 'Strength ;. J>uliout_$trength (</JN~,,} 'N/A SGN Nutrition Naumann Hobbs (Fontana): 16 LC 5/7/201'3 · D:5.l D.'4';3. a) i) Ds2 :p;5.2 D.4.3 c) ii) C:onditi9nB Category l' D.5.2.4 . D.5.2.5 D.5.2.6 b.5.2.2 D-6 P.5.2.7 ]).5.2.1 ·)).5.3 D .4.4 c ). ii) :Condition ]?Category·! . ·:Q.5.3.6 :0.5.3.1 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength ¢V.0 ¢ = 0.65 r/JVsa = r/Jn · 0.6Asefura (0.65 * 2 * 0.6 * 0.101 * 10 = 8351 lbs Concrete Breakout Strength ¢Vcbg ¢ = 0.7 110 in.sq. Check if Ave~ nAVCO Ave/ Avco = 1.22 1//ec,V 1 lf/ed,V 1 lf/c,V 1 lf/1,,v 1.34 da 0.5 in. Ie lin. A,a 1 PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 17 LC 5/7/2013 D.6.1 D.4.3 a) ii) D-28 D.6.2 D.4.3 c) i) condition B D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.8 D.6.2.2 D.3.6 Vb = the smaller of 7(Ief dJ0.2(dJ0.5 Aa(f'J0.5 Call.5 and 9,1,Jf'J0.5 Call.S = 4178 lbs ¢Vcbg = ¢(Ave! AvcJ(lf/ec,V Xlf/ed,V Xlf/c,V xlf/1,,v XvJ D-33, D-34 D.6.2.1 (0.7 * 1.22 * 1 * 1 * 1 * 1.34 * 4178) * 1 Concrete Pryout Stength ,1.V '? cpg ¢ = 0.7 K0p = 1 Ncbg = 4006 lbs r/JVcpg = r/JKcpNcbg (0.7 * 1 * 4006) Steel Strength (¢V.J = 4781 lbs 2804 lbs 8351 lbs Embedment Strength -Concrete breakout stre. ngth f ,1.V ) 4781 Ibs \Y' cbg Embedment Strernrth -Pryout strength f ,1.V ) ~ \'? cpg 2804 lbs D.6.3 D.4.3 c) i) Condition B D.6.3.1 D.6.3.1 i. i i ;, ! t. ·~·· ·~·· MATERIAL HANDLD.\lG ENG~ERING 'tEL: (9Q9)869 -0989 '.FAX: (909)869.-.. 0981 161 ATLAN1JC SIR,EET; POMONA, CA 9t7q8 :B:;1:\'SIC: LOAD €0MBiNATIONS .. PROJECT FOR Si-IEET:NO. SGN Nutrition . Naumann Hobbs (Fontana) l8 €AI:,CULA.TED BY LC DATE 5'/7/20.13 : , · 20W CBC S:ECTiON 2208 .. RMI/ A,NSttviH lp.J. '.'' ' ' V = 36ilb ,Trans Product Load/2' (PL) = 4700 H'.l BASIGLOAD COMillNATION l;DL .. LO.* 100 = rnoj_b · 2:·DJ;, + Pt, +LL +(Lr or'SL ot.:i~L) 100 +2700 + 0 +·0·= 280.0 lb V == 240 lb · · Long,' Dead Load/2 (.E>LJ -t00 Jb 3:(0;6 *'PL)'+_(0:75 * 0.6* PLap'j>),~ (0,75 * WL) (0;6 * rooy,1-:(o.1s * o.6• * t809) +. (0,75 *. o) == 8.74 I~· S = 0.752 :ds Seismic Load (EL) ~;-.((0,6 -(0.11 '* Sd,s)) * DL) + (0,75· * (0,6 ~,E0:14 * S'ds))'* fLapp~ -(0.75 * 0.67 * EL) -'' ' (0:6 ~ .<0,11 * o.152)) * mo,+ (Q.75 *(0'.6 -(fr..14,*. 0352))) * 1809-'{0.75 * o.67 * 1796) = -180 lb .4: DL.+ (O;J:5. * PL) +LL+ 0::,r or SL orRL)+ (0.75 * WL} · lQO't (0.'7.5 * ;2700) + 0 + 0+(0:75 * 0)'=;28QO lb 4:'(1 + (0:11 * Scis)) * DL + (0.75 * (i + (0:14 * $<ls)* PLapp)+(Q.75 * 0.67 * EL} (1 + _<o.n * •0;75.2)). * roo+ (0.75 * (1 + (0.14. * o.752))) * 2100 + (0.75 ·* 0;67 * 1796). = 3249 lb 5: J)L +·I,,L +(05 *·'(SL 6r.RL)}+ (0,8S * BL)'+ IL 100+ 2700 +(0.5;*. 0) + (0.8K'* 2'.700}+ 675 ~3J51 lb = 1796,ll? e MATERIAL HANDLING ENGINEERING TEL: (909)869 • 0989 FAX: (909)869 • 0981 161 ATLANTIC STREET, POMONA, CA 91768 OVERTURNING ANALYSIS : Type B PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 19 LC 5/7/2013 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 & 1613.1 OF THE 20 IO CBC FULLY LOADED Total Shear = 361 Ibs M ovt = V,,ans · Ht = 361 X 110 Ms,= I(wp +.85wDL).d/2 39710 in/lb = (5400+(.85 X 200)) X 44/2 122540 in/lb P, = l(Movt -Ms/) UpLifl d p = l(Movt +MJ MaxDown d TOP SHELF LOADED Shear = 274lbs Movt = V,op · Ht (39710 -122540) I 44 -1882 lbs. Puplift <= 0 No Up Lift (39710 + 122540) I 44 3688 lbs. MOVI = 274 X (132 + ((68 -10) / 2)) 44109 in/lb Ms1 = I(wp +wDL)·d/2 Ms, (2700 +t,85 X 200)) X 44 /2 63140 in/lb P, _ l(Movt -Ms,) UpL,jt -d (44109-63140) I 44 -433 lbs. Puplift<=0 No up Lift ANCHORS No. of Anchors : 2 Pull Out Capacity : 697 Lbs. Shear Capacity : 75 l Lbs. COMBINED STRESS Fullv Loaded = (0 I 697 X 2))+ ((361 /2)/(751 X 2)) = 0.12 Too Shelf Loaded = (0 I (697 X 2))+ ((274 /2)/(751 X 2)) = 0.09 w f .................. ( (..:. ................. -~ Pup~. FD~ ..... . F1 CROSS AISLE ELEVATION Seismic UoLift Critical (LC#3) = ((180 I 697 X 2))+ ((361 /2)/(751 X 2))) / 1.2 = 0.21 Sec 4.22 ESR-1917 USE 2 Hilti Kwik Bolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab Anchors per BasePlate. ( or approved equal) I , · e· MATERIAL HANDLING ENGINEERING TEL,: (909)869 -:0,989' FAX·: (909)869·-05/8J 16LATLANTIC"$T~Et,.PON:ONA, t:A 9176~ BASE PLATE ANALYSIS : Type B. P:iiOJECT SGN Nutrition FO;R 'Naum~rm Hobbs (Fontana). SHEET .NO. 20 <::ALCULATED BY . tC DATE 5/,7f2013 TI.IE BASE PLA T,E WILL BE ANAI,;YZED WITI{THE 'RECTANGULAR STRESS RES UL TING FROM 'IHE VER TI GM LOAD :e, OOMBINEI;> WITH THE TRIANGULAR ~TRESSES RESULTING FROM THE IVlOI\JiljNT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb; THEY ARE 1. MOMEl'ff CAPACITY OF THE BASE PLATE, 2. MOMENT CAPAOITY'OF THE ANOHQR)30LTS, AND 3.. Vcol*h/2'(E1ULL ·Fi:?Q'.fY). Mb IS THAT SMALLEST VALUE bBT;\INED FROM THE 3 CRITERlA ABOVE. 2800:Ibs '!,721 in/lb · Base flat¢ Width (B). Base Plat? Devth (JJ) · p _ ?cot A-, D·B M b l • t 2 .$ Base :; --· . 6 FBase = .'J5Fy h ==· ·.Mb .. ~ S !Jase • FBase · Base-Plate Thickness (t) =·· .so :esI 91.~ PSI = S2.16·PSI 307.78 in/lb -0,02· inlch 36000PSI · 0;36 <=c 1 OK = 7 in = ·S'in, 0.375 iµ b = 3 in bl = 2 in Fy '(base) = 36000 PSI 1 -+-:~ .~ 11 l l I 111~l1i1 . fu e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 SLAB AND SOIL : Type B PROJECT SGN Nutrition FO~ Naumann Hobbs (Fontana) SHEET NO. 21 CALCULATED BY LC DATE 5/7/2013 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE ~tatic = 2800 lbs pSeismic = 903 lbs Pmax = (1.2 + 0.2Sds )· DL + (0.85 + 0.2Sds )·PL+ l.OEL = -{(i+~J·/2·ffc =} Fpunct -3 3 /J 2.66•/2•ffc:;:; Apunc, = [(B+t)+(W +t)].2-t fv = pmax F,, A punct · Fpunct SLAB TENSION A -pmax ·144 soil -l 33 + • • J soil L=~Asoil B' =-JB-W +t L-B' b=-- 2 wb2 1.33. fsoil · b2 Mconc =2= 144•2 l•t2 sconc=6 F::onc = 5¢-fj; h = Mcanc Fb S Cone · Fconc OK = 79.8PSI = 220 sq. in. = 0.26 -502 sq. in. = 22.39 in = 10.92 in = 5.74 in = 152 in-lb = 4.17 cb. in. = 150 PSI = 0.24 Mo, = 39710 in-lb 4632 lbs (Grav. -seis. critical) p / " ;"-b,' I, B ' II L BASEPLATE B = 7 in W = 5 in Frame Devth d = 44 in CONCRETE f'c = 2500 PSI t = 5 in ¢ = 0.6 A = 0.6 {soil = 1000 PSF " I' t ' , I . ( • I ·' '' : • I : : ,: : MATERIAL HANDLil~U ENGINEERING ' ' ' ' . TEL : (909)869 -0989 FAX : '(909)869 -098 l 161 ATLANTIC STREET POMONA CA 91768 ,, . ,. LOADS AND DISTRIBlJTION: Type .t\., PROJECT FOR SH;EETNQ, · <;A;LCULATEDUY DATE Di::teimihes Seismic Base Shearp'l~r Section 1613.1', Chap 2208, ofthe 2010 ('.BC, ', Sei:iniic Cate:gocy: D fa: . 1.0$ Number Of Level~: 2 Ss: 1.04 wPL ($µth of product loads) :. 5600-lbs Ie: 1.00 wDL(Surri of dead loads); 200 lbs Rw (Longitudfnal).: 6.00' TOTAL FRA.i\1E LOAD: 5800'lbs Rw (Transverse): 4.00 .. . ' SGN Nutrition Naumann Hobbs (Fontana) 22 LC 5/7/2013 ELn --1---J-. / Fn ELS 'IFS -V -- •EL4 F4 ,, EL3 -F3· EL2 ~ F2 EL1 /F1 ., n• 1--~ __:_i " LONGTUDINAL DIJIBCTION ' '' TRANSVERSE DIRECTION ' ,' " VL ·:;: 2/3 · F~.·S'.s ·IE ·{((0.67}W'pL)+ WDL),,O.JS ,0.6i·· · ong , R : V = 2/3·Fa ·Ss .JE ·(((0:67)·WpJ+wDL),O 75·0 67 Trans · · W, . . Rw [(2/3) x; L0836 X 1.041 X} X'(((0 .. 67)5600) 't-200)-16] X ·0.75 X 0 [(2/3,}X 1.0836 X 1.041 X 1 X (((0.67)5600) + 200),/ 4J X 0.75 X VLong; 249 lbs VTra(ls : 373 Ibs . .. --,. ' ... { w.il. ) F. = v... , .. ,,, I . , E .. • : ·• 1W;H;. hx LONGITUDINAL TRANSVERSE Levels ~ . --' . I .. .,wx wh -~ X h wx wxhx /; .. 0 2,900 X,85;900 . . . 185,600 1 64 81 2,900 122 . 4,900· 382,800 ,, 2 132 168 2,900 382,800 251 ---~ ' 568',400 249 lbs 568,400 373 lbs " ·, ... , a I e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 LONGITUDINAL ANALYSIS: Type A PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 23 LC 517/2013 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). M Upper + M Lower = M Conn'R' + M Conn'L' Mconn'R' = Mcon111L1 M Conn • 2 = M Upper + M Lower M =(MUpper +MLowerJ+M Conn 2 Ends V _ VLong Col -2 M Base = 3858 in/lb LEVELS 1 2 SAMPLE CALC. 124 lbs h, 62 68 Ml-I = (Vcol • h;) -M Base J, 40 84 = (124 lbs X 62 in) -3858 in/lb= 3,830 in/lb FRONT ELEVATION AXIALLOAD MOMENT MEnds Mconn 2,900 3,830 2,406 5,749 1,450 2,856 2,406 3,834 J J i,, I - e ·PROJECT SGN Nutrition :FOR. · Naumann Hobbs (Fontana:) MATERIAL HA:NDLING 'ENGilfEERING TEI,, : .(909)869 ~ 0989 'FAX : (909)869·-0981. 161 .A'fL;).N'J;'IC STRE~T, l'OMONA, 0~ _9_1'768 COLUMN ANALYSIS : TypeA S:flEET :NQ. 24 CALCULATE:P BY. LC D,ATE _ 5/7/2013 ANALYZED ,PER AISIAND THE 2010 CBC. SECTION PROPERTIES BASED· ON THE EFFECTIVE SECTION . . ' ,. . , -'. ' ' P =; i9oo lbs M =; 3830 in/lb . - 4x·Lx = 1. 7 x; (>2in / ,L91n Rx = 55.6 I( .. £ Y -Y = 1 X56in/0.'9in R = 6L9 y . I12E = F · --76-KSJ e = {Jc.•[/ ''\2, ~ lrMaxl ' FY 28KSI 2 Since :·F,, > FYJ2· 1a. -·-Max R :61;9, . . = _ ·( _ _!x__J-= ·5$iKSIX[l-55KSI/:(4Xi5.99281K$I)] .F,r Fyl . -, 4-F,,_ =: 4·5 I<SL Pn=Aeff ·Fn p = P,; . a Oc p pa Flexure p Since : -< 0.15 --p .a -· 1 ;004.-inA2X 4~ 'K:Sl -452Z6 lbs I Ls -0.12 -. p M . Check:-. +-'x-::;;.1 --p M. ' a ' ax - 45226lbs - 25126lbs Myield=M .=S ·F = --y X y l.4975 Iri"~ X55000 PST =-8:Z~62 inllb M Max == __:___z_ -Qf·_· IT2 EI Per= (K~ · Lxf· 1 = 823(>2 / '1.67' .49319 in/lb =f (3.l4159)A2 X.29500,KSJ:X3:tW3 /(105.4in.)A2 (1 / (l -'(1.8 X 29oq lb /9442.9 Ib)))A~l (i9()0 11? / 25126 lb)+ (3830 in/lb/ 49319 in/lb) == 0,19 < 1 99%) 94429 lbs :o.94 r-A~: . . 1 :8 l SECTION P,ROPERTIES A : 4,8 in - B : 2.nilJ. · t : 0:105 hr · Aeff: l.004 in/,\2 Ix :_ 3.60_3 in/\4 Sx : 1.4975 i1;1A3 Rx· : 1.895 in Iy : 0.8213 inA4 Sy ·: 0.5041 inA~· Ry : 0.904g in _ i(?{ : l.7 - L)(: . : 62 in Ky :l Ly : ~6in· Fy : 55KSI ~ :29500 KSI nc: 1.80 Qf :· 1.67 Cm~.; 0.8S Cb: 1: e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 DETERMIINE ALLOWABLE MOMENT CAPACITY Determme allowable bendmg moment per Alsl Check Compression Flange for Local Buckling (B2.1) w=c-2-t-2-r= l.102-(2*0.0598)-(2*0.1 = 0.68in w/t= 0.68 I 0.0598 = 11.37 A= (1.os2/ -ff). (w/t )·~(FY/ E) = PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 25 LC 5/7/2013 (l.052 I ( 4)"0.5) * 11.37 * (55 I 29000) "0.5 = 0.26 <= 0.673 Flange is fully effective Check Web for Local Buckling per Section (B2.3) fz (tension)= FY · (y1 / Y2) = 55 * (1.25 I 1.86) lf/=/2/li = 1.65 I 1.25 k = 4 + 2 · (1-lj/ )3 + 2 · (1-lj/) = 4 + (2 * (1 + -0.758)"3) + 2 * (1 + -0.758) FlatDepth = w = Yi + y3 = 1.25 + 1.65 w/t = 2.9 I 0.0598 A= ~.os2/-ff).(w/t)-~(Fi/ E) = = 48.79KSI = 36.96KSI = -0.758 = 18.38 = 2.9 in. = 48.49 (1.052 I (18.38)"0.5) * 48.49 * ( 48.79 I 29000Y"0.5 = 0.49 b =W= e b2 = 2.9 /2 bl + b2 = 10.9 + 1.45 2.9 = 1.45 = 12.35 Web is fully effective Yi: 1.25 Yi: 1.86 y3: 1.65 Ycg: 1.455 Ix: 0.912 Sx: 0.506 t: 0.0598 r: 0.15 FY: 55 f,,: 65 E: 29000 TopFlange: 1.102 <200 OK BottomFlange : 2.5 WebDepth: 3.313 i , I I MATERIAL tlANDLING ENGINEE:RJNG TEI,: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIGSTREET,,POMONA, CA91768 DETERMIINE ALLOWABLE MOI\'.l~NT CAPACITY (cont..) b~ter¢ine-i11lowable bending moment per 1\ISI PROJECT FOR SHEE;T,)'lO: Ci,\LCULATED BY ... DATE SON Nutrition . Naumann Hobbs (Fon~ana) 26 LC 5/7/2013 I)etermineEffect ofCold Wrn;king,on Steel Yielfi Point (Fva) perSectionA7.2. F =c·F +(1-c)·F ·~ ~ . y Lc.orner:::; LC =(1t/2)-(r +t/2,}= 3.1'4i59 'I: (2 * 0.15 + 0;0598)/4= 0.28 C=2·L./L +2·L = C f C 2 * 0.28.1 (0.68 + 2 * o'.28) L flange-top = L f = . m = 0.192 ·{F,,/FY )-0.068 ·= o·.192 * (65 L 55)-0.068,. b0 = 3.69 :(Ju/f;}-0:819• (Ju/ JyJ-1,79~ , 3.69 * (65 j 55) -0.819 * (65 I 55)"'2 -L79 Jul J,, = (65 / 55) tjt = . '(0.15 / 0.059! Fye =be' FY /(rf ft = 1.43 * 55/(0.1510.0598).A0.1 fya-top = 0.45 * 6'7:89+ (1 ~ 0.45)'.*55 . fxa-bottom =/ya· Ycg/(depth-Ycg)= 60.8 * 104'55 / (3313-.1.455) Check Allowable Tension Stress for Bottom Flange 1,flang~-lioi = L fb = Lbo11om ~ 2 · r ~2 · t = · is -(2 * o:15) -(2.* o .. 0$9~) Cbo11011i ==;Cb =2·Lc/(L:fb.+2·LJ= '2 * 0.28 I (2.08 + 2 * 0.28) ~1-biJuom := Fyb =Cb• Fye+ (l-Cb} Fyf =:= 0.21 * 67.89 + (1 -0.2t) * ~5 60.8 o.i1 57.71 -6(t8 -0.45 0;68 in. • 1= .O.J6' 1.43 ;= l.18i < J.2 = 2.508 <7 OK = 67.89 = 60.8 = 47~6i: Yr: 1.25 Y2: 1.86 y3: 1.65 Ycg: 1.455 Ix.: 0.91.2 Sx: 0.506 t: ().0598 r: 0.15 FY: 55 J,,: 65 E: 29()00 TopFlange: 1.t02 BoUomFlange : 2.5 WebDepth:. 3.313 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR PER SECTION 5.2 OF THE RMI, PT II Check Bending Capacity MCenter =r/J·Mn =W•L•Q•Rm/8 Q = LRFDLoadFactor = I .2 · DL + I .4 ·PL+ I .4 · 0.125 ·PL forDL = 2%ojPL Q = 1.2 * 0.02 + 1.4 + 1.4 * 0.125 Rm =I-[(2-F-L)/(6-E-Jb+3·F·L)] 1 -((2 * 150 * 96) / ((6 * 29000 * 0.912) + (3 * 150 * 96))) If¢= 0.95 · ¢·Mn =¢-Fya·Sx = 0.95 * 60.8 * 0.506 Mend =W·L·(I-R/11)/8= 3543 * 0.5 * 96 * (1 -0.86) I 8 W =¢·M,, ·8-(#ojBeams)/(L·Rm -Q)= 29.23 * 8 * 2 I (96 * 0.86 * 1.599) * 1000 Check Deflection Caoacitv ~max= ~ss • Rd Rd =I-(4·F·L)/(5·F ·L+IO·E·lb)= 1 -(4 * 150 * 96) / ((5 * 150 * 96) + (10 * 29000 * 0.912)) ~max= L/180 ~ss = (5 ·W ·L3 )/(384-E ·lb) L/180 = (s · W · L3 • Rd )/(384 · E · lb ·#ojBeams) ((5 * 3543 I 2000 * 96A3) I (384 * 29000 * 0.912)) * 0.83 W = (384-E ·I· 2)/(180-5 ·L2 ·Rd)= 384 * 29000 * 0.912 * 2 I (180 * 5 * (96/\2) * 0.83) * 1000 Allowable Load = 2950 lb/pair PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO. 27 CALCULATED BY LC DATE 5/7/2013 = 1.599 0.86 Yi: 1.25 29.23 in Y2: 1.86 Y3: 1.65 Ycg: 1.455 2976 in/ Ix: 0.912 Sx: 0.506 t: 0.0598 3543 lb/pair r: 0.15 1;:: 55 u • 65 E: 29000 TopFlange: 1.102 BottomFlange : 2.5 WebDepth: 3.313 0.83 0.64 2950 lb/pair '! ' ' I c I ,! i ' e MATERIAJ,, I:iANDj:,ING ENGINEERING TEL: (909)869 -.-0239· FAX, (909)869 -098t 1(5), AtLANTiC STREET, POMONA, C.4,.j1}68. PROJECT FOR SHEET NO. . . CALCUtA.TE]} 'BY . :DA'FE. SON Nutrition Naumann Hobbs (FontaJ:!a) 28 LC 5(7/2013 ALLOWABLE AND ACTUAL BENDINCfMOMENT AT EACH LEVEL. M -M M · -S *R , Seism(c -· · Eom1 Allow,Seism/c -· x b:. . ' ., Level. Ms1a1ic·· M Allow!St~\ic, . Mseismic: M AHow~eismic Result " 1 ... 343.68 .35400 5749. 1<5698 GOOD: _2 34%8 35400 3834 · .i6Q98 GOOD e PROJECT FOR SHEETNO. SGN Nutrition Naumann Hobbs (Fontana) 29 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 CALCULATED BY LC DATE 5/7/2013 BEAM TO COLUMN ANALYSIS : T1H{ A CONNECTION CAPACITY DEPENDS ONT FOLLOWING PARAMETERS: 1. SHEAR CAP A CITY OF PIN PinDiameter = 0.4381n. ~ = 55000 PSI A D . 2 II Shear= zamefer .4 = 0.1507 inA2 Pshear = 0.4 · FY · AShear = 0.4 X 55000 X 0.1507 inA2 2. BEARING CAPACITY OF PIN ColumnThickness = 0.105 F,, = 65000PSI Q=2.22 a=2.22 = 3315lbs e ATLEVEL 1 Pl17--r. 17 "-L__f / 2" ~j/__l_l/2" 1_~:::11-.-k==tl/l" PBearing =a· Fu· Dia.· Col.Thickness/Q = 2.22 X 65000 X 0.438 X 0.105 / 2.22 = 2989 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist. = 1.0ln. PinSpacing = 2 In FY = 55000 PSI C= Pr+,Pi+l; Tct;p = 0.179 In. Sct;p = 0.127 ln3 = Pr +Pr(2.5/4.5)+Pr(.5/4.5) Mcapacity = SC/ip · FBending = 0.127 foA3 X .66 X Fy = 4610 in-lb C · d = M Capacity = l.667 Pr · d d = EdgeDist /2 = 0.5 PC/ip = M Capacuy / ( 1.667 · d) = 4610 / (1.667 X 0.5) = 5531 Ibs MINIMUM V ALOE OF Pl GOVERNS Pr= 2989 Ibs Mconn-Allow = [Pr_* 4.5 ]+[Pr* (0.5 / 4.5)* 0.5] = 17768in-lb > 5749in-lb OK = Pl X 1.667 T. ,,,, i' , .. l ,, ' l ~ 1-5/il" -f i ' ' ! • i ;_, MATERIAL HA:NDLINGENGJNE;ERING TEL : (909)869 -09&9 FAX : (909)869 -098\ 161 AT-LAN.TIC STREEt :p·QM91'J"A, CA 9i'768 . TRANSVERSE ANAL YSiS:. BRACING:. T:ype A PROJECT FOR.·. SHE:ET.NO~ SGN Nutrition Naumann Hobbs EFontana) 30 GALCULA'I'.EP BY LC ])A;TIJ; . 5/7/2013 ' . ' ,· iT IS ASSUJ:v1ED THAT THE LOWER PANE.L RESISTS THE FM:rvm SHEAR IN TENSION AND COMPR$SSION. . IF HORIZONTAL AND PIAGONAL MEMJ3ERS. ARE; THE .$AME, ANALYSIS WILL BE DONE ON THE DIAGONAL ~MBERAS IT\VILL GOVERN. ···DIAGONAL BRACING: COMPRESSION MEMBER .. , ~~---D ..,......,---,-1 ... v~ · . ·Vtrans , LDiqg . Vdiag =. · . .. I): k,l r.Min · (1 X 42.9l503)I(0-424} -1':y·. 2 ·F F >·-L e 2 . F =F(·t-~J· n, ! · 4 .. F · . . e , ·· P =Area·F · n · ·,n · Qc·=l.92 p =:Pn a Qc . Brace Stress = =439 lbs = 101~3ln · == 21sso.1 Ps, · == 27500 , . = 55000 X (1 ._ (55000 / (4 X 27880.09) ' 27~9KSI =10091lbs . = 0.0& < :1 l L l SiDE ElEVATl0N Panel Height'(L) = 28In PanelDepth(D)= 42Irt Column Depth (B) =;: 2. 72 In Clear Depth (D·-2.*B) '."' 36.56, e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 31 LC 5/7/2013 POST-INSTALLED ANCHOR ANALYSIS PERACI 318-11 APPENDIX D Assumed cracked concrete application Anchor Type = Hilti K wik Bolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab ICC Report Number Slab Thickness (ha) Min. Slab Thickness (hmin) Concrete Strength (J\) Diameter ( d J Nominal Embedment (h ) nom Effective Embedment (he/) Number of Anchors (n) e'N e'V From ICC ESR Report Ase f'uta = ESR-1917 = 5 in. 4 in. 2500 in. 0.5 2.5 in. 2 in. 2 4 in. 0 in. 0.101 in.sq. 106000 psi smin 2.75 in. 2.75 in. Tension Capacity Shear Capacity 1302 lbs 1402 lbs 5.5 in. NIA ¢seismic 0.75 0.75 cal= 6 ca2 = 12 S1 =4in. S2 =0 in. Adi. Strength 977 lbs 1052 lbs 1.5 ·hef 3 in. useCat,adJ 3 in. useCaz,at1; 3 in. 3-hef 6 in. useSI,adj 4 in. useS2,adj 0 in. A11rc ASDValue Conversion Factor 1.4 697 lbs 751lbs I I { · MATERIAL FIANDLING ENQINEERJNO. TEL: (909)~69-0989 FAX: (9.09)869 ~0981 161 ATI,AN~IC STREET, POM;ONA:, <:;A 9{768 . .ANCHOR ANALYSIS. . . TENSION STRENGTH Steel Strength </J ;== 0/75 </iNsa =;;: rfmAsefuta (0.7S-* 2 * 0;'101.* 106000) = 80~0lbs C0J1cn*~ Breakout'Strengt·h 4N · 'f/'· cbg ¢ = 9.65 i>ROJE<;T FOR .. S~Ji:TNO; €ALCULATED BY DATE ANc ::::: (cal.adj+ sl:,adJ. + 1.5hef )-(ca2,adJ. + s,2,adJ. + l .$h~f )= 60 in.~a. ANco '=9h/ = ~6 in:sa. : Chec::k if If/ ec,.N -.1 Vfed;N ·= J 1 17 N .= k A (J'' )0:s·(h )1.5 = 2404 lbs b c .a· . c ef, .. , , lf/cp,'N = 1 = 1,.67 . </JNc/Jg =·rp(ANc/ ANco Xlf/ec,N X'Yet{,N Xl/lc,N Xlf/cp,NXNb} {0.65 * (60/36) * 1 * 1 * l * l * 2404) = 2604.lJ;,s. P·l!'llout Stength ¢Nim . ,¢ =;=· 0.65 If/ q,p = 1 </JNpn = <pllfc,pNp,cr{f'c/2500)0 · 5 NIA Steel Strength (¢Nsa) == NIA 8030'lbs Embedment Strength:,-: Concrete pteakout strength {¢Ncbg) . 2604 •lbs Eml;,edment · Str~ngtl;. -Pµllout strengt· h f ,w )· \Y'-pn . NIA SGN Nutrition Naumann Hobbs (Fontana)· 32 LC '5/7/2013 n.~.1 D.4.3'. ~).i) D-2 D;5.2. D.4.3 c) ii):Conditiort B, Category 1 D.52.4 D.5 .. 2.5 D.5.2.6 D.5.2.2 D-fr J).5.2.7 D.5.2.-1 'D:5.3 D.4.4 c) ii}Condition BCategorv 1 D.5.~.6 b:5.3.1 e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength ¢~0 ¢ = 0.65 ¢Vsa = <pn. 0.6Asefu1a (0.65 * 2 * 0.6 * 0.101 * 10 = 8351 lbs Concrete Breakout Strength ¢Vcbg ¢ = 0.7 110 in.sq. Check if Ave ~ nA,,co Ave/ Avco 1.22 lf/ec,V 1 lf/ed,V 1 lf/c,V 1 lf/h,V 1.34 da 0.5 in. Je lin. A,a 1 PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 33 LC 5/7/2013 D.6.1 D.4.3 a) ii) D-28 D.6.2 D.4.3 c) i) condition B D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.8 D.6.2.2 D.3.6 Vb = the smaller of 7(Ie/dJ0.2(dJo.s ,1a(f'J0 · 5ca11.5 and 91Jf'J0.sca11.5 = 4178Ibs ¢Vcbg = ¢(Ave! AvcJ(IJfec,V Xlf/ed,V Xlf/c,V xlf/h,V Xvb) D-33, D-34 D.6.2.1 (0. 7 * 1.22 * 1 * 1 * 1 * 1.34 * 4178) * 1 Concrete Pryout Stength d.V 'f' cpg ¢ = 0.7 Kcp = 1 Ncbg = 4006 lbs <p~pg = ¢KcpNcbg (0.7 * 1 * 4006) Steel Strength (¢~0 ) = 4781 lbs 2804lbs 8351 lbs Embedment Strength -Concrete breakout strength (¢Vcbg) 4781 Ibs Embedment Strength -Pryout strength l,1.,v ) \'f' cpg 2804 lbs D.6.3 D.4.3 c) i) Condition B D.6.3.1 D.6.3.1 ' I ; . I. { . MATERIAL HANDLING ENGINEERiNG T~t: (909)869,0 0989 FAX: (909)869-0981 1()1 ATLANTIC,STREET, POMQNA,:CA 91768" .BASIC LOAD COMBINATiONS 2010 CBC SECTION 2208 Rivri1 ANSIM;H lµ.1 Ji; -=;, 373 lb Trans . V = 2491b . :Long SGN Nutrition .PROJECT FOR Naumann Hobbs (Fontana) SHEETNO. .34 · CALCULATED BY LC DA'I:E 5/7/2013 S = 0.752 ds Product Loacl/2 (PL) ~ 2800 lb Dead Load/,2 (DL) = 100 lb-Seismic Load (EL) BASIC LOAD COMBINATJON 1:PL 2: DL + PL+ LL + (Lr or SL or ,RI,) 100' + 2800 + () + 0 = 2900. Ih 3: (0;6 * DL) + (0.75 * 0.6 * PLapp)--(0.75 * WL) . . -(0.6 :f. 100) + (0.75 * 0,6'* 187.6)+(0.75 *·0);;: 904 lb ~: ((0:6 -(Q.11 * Sds)) *BL)+ (0.75 * (0;6 --(0.14 * Sds))* :PL~pp)-(0;75 *0.67 * EL) (0:6 -(0.li * 0.752)) * 100 + (0~75' * (0,6 -(0(14 * 0.752))) * 1876--(0.75 * 0,67 * 1944) = -229 lb 4: DL + (0;75 *'PL)+ LL+ (LrprSLor:R:L) +{0)5 *·WL) · . · 100 + (0.75 * 2800)+ 0 + 0+ (<t'75 * 0),= 7900 Jb 4: (1 + (0 . .11 * Sds)) "'DL +(0.75 *{l+.(0.14 *·Sds)* PLapp) +(0;75 * 0,67 * EL) c1 + co.11 *-0.152)) * 100 + co:1s* c1 + co:14'. * o:152))}* 781Yo+ (0.15 * 0.61 * 1944) = 34061b . . 5:.DL+ LL+ (0.5 * (SJ:.,or ~)) + (Q:8·8 *PL)+ IL 100·,+ 2800 + {0.S * 0) + (0.88 * 2800) + 70'0 = 3264 Ib e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 OVERTURNING ANALYSIS : Type A PROJECT FOR SHEET NO. CALCULATED BY DATE SGN Nutrition Naumann Hobbs (Fontana) 35 LC 5/7/2013 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 & 1613.1 OF THE 2010 CBC FULLY LOADED Total Shear = 373 lbs M ovt = V,,ans ' Ht = 373 X 110 Msr = L (wp + .85wDL )· d/2 = (5600+(.85 X 200)) X 42/2 (41030 -121170) / 42 41030 in/lb 121170 in/lb P, _ l(Movt -Ms/) Uplift -d = -1908 Ibs. Puplift <= 0 No Up Lift p = l(Movt + Mst) MaxDown d TOP SHELF LOADED Shear = 283 lbs Movt = V,op 'Ht (41030 + 121170) / 42 = 3862 Ibs. M 0vr = 283 X (132 + ((68 -10) / 2)) 45630 in/lb Ms/= I(wp +wDL)·d/2 Msr (2800 +f.85 X 200)) X 42 /2 62370 in/lb P, -l(Movt -Ms,) Uplift -d ANCHORS No. of Anchors : 2 Pull Out Capacity : 697 Lbs. Shear Capacity: 751 Lbs. COMBINED STRESS = (45630 -62370) I 42 = -399 lbs. Puplift<=O No up Lift Fullv Loaded = (0 I 697 X 2))+ ((373 /2)/(751 X 2)) = 0.12 Tov Shelf Loaded = (O I (697 X 2))+ ((283 /2)/(751 X 2)) = 0.09 w Seismic UvLift Critical (LC#3) = ((229 I 697 X 2))+ ((37312)1(751 X 2))) / 1.2 = 0.24 Sec 4.22 ESR-1917 USE 2 HiltiKwikBolt TZ (KB-TZ) 1/2" dia, 2" hef, 4" min slab Anchors per BasePiate. ( or approved equal) . I l e MATER¼\LH;ANDLWGENGiNEERING TEL: (909)869-0989 FAX :·(909)869,. 098J . i~l ATLA.1.-!'1;'~9 STruiET, P_Ofyf0NA,.CA9i768. BASE PLATE ANALYSIS·.::. Type· A PROJECT SGN Nutrition JrOR . Naumann Hobbs (Fontana) SHEETNO. , 36 CALCQLATF;D BY LC Di\.TE 5/772013 I~~~~~6~~~~:.: t~~t::io':~~~RE~~if~~~~~~:~~~iJ~~~~~f:A~~ncAL · THERE· ARE 3 c:I.UTE,RIA jN DETERMINING Mb. TH;EYARE L MOiviEN;:r· CAP ACJTY OF THE BASE PLATE, 2. MOMENT CAP A:CITY OF THE ANCHOR BC>LTS';.AND 3. V coi*h/2 (FULJ::, J?lXITY). Mb IS THAT SMALLEST VALUE OBTAINEb 1FROM THE 3 CRITERIA ABOVE. . . -. . . I'co1 MBase = ·. 2900ibs 3858 in/ib P Pcot · -=--. A D·B M Ji,=· D-B~/6 2-b · Base Plat~ Wid(h (B) = 8 i_n b · Base Plate i)?oth,(D) = -5 iit bl Base Plate Thickness .(t) = '0.375 in · Fy (base) 72:5PSI· = 72.3.P~l 28~93 PSI 4.8 in 1.6 in 36000 PSI /42 =-.B1 ·/2. fb1 =ft,.,.:. h2 =;. 4S.4 PSI· ·.b2 b2 ' · M . W ·I . "1 · ,Le r: . 6··71, ]' 'b =·-.-, -·=·-'IJa +Yb!+_. , , b2' ' ~; 2. . Mb 173.0S' in/lb tb·-+-:~ ·ra 1· 11·1.1.1·1!1.1~1\llll . l ·'12 ,S Ba~·e = -· -6 , FBase-= ,75Fy -36QOOPSI h : _Mb Fb $Base ·• FBase = .0.2 <= l 'OK ,1b e MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 FAX: (909)869 -0981 161 ATLANTIC STREET, POMONA, CA 91768 SLAB AND SOIL : Type A PROJECT SGN Nutrition FOR Naumann Hobbs (Fontana) SHEET NO. 37 CALCULATED BY LC DATE 5/7/2013 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE ~tatic = 2900 lbs pSeismic = 977 lbs Pmax = (1.2 + 0.2Sds )· DL + (0.85 + 0.2Sds )·PL+ l .OEL -{(i+_!_J·/4·#< =} Fpunct -3 3 /J 2.66·J·ffc ~ Apunct = [(B +t )+ (W +t)J. 2 ·t J,, P,,,ax =---- F,, Apunct • Fpunct SLAB TENSION A -P,,,ax. 144 soil -1 33 .(' • • J soil L =~Asoil B' =-JB-W +t L-B' b=--2 M = wbz = 1.33· fsoil ·bz cone 2 144•2 1 ·t2 scone =6 ~one =5¢.Ji J;, = Mconc F;, S Cone • FConc OK = 79.8 PSI = 230 sq. in. = 0.27 = 528 sq. in. = 22.99 in = 11.32 in = 5.83 in = 157 in-lb = 4.17 cb. in. = 150 PSI = 0.25 Mot = 41030 in-lb = 4880 lbs (Grav. -seis. critical) p / "- i Lb,. ; ; B I , L BASEPLATE B = 8 in w = 5 in Frame Devth d = 42 in CONCRETE f'c = 2500 PSI t = 5 in ¢ = 0.6 /4 = 0.6 SOIL fsoil = 1000 PSF 'II I' t ' , I I I I I I I I I I I 1· I I I I I I I ~ KLAUSBRUCKNER ) AND ASSOCIATES 4105 Sorrento Valley Blvd. Suite 102 San Diego, CA 92121 Tel: (858) 677-9878 Fax: (858) 677-9894 SGN NUTRITION 2777 Loker Ave, Suite C Carlsbad, CA High-Piled Combustible Storage Report Rev 2.0 March 27, 2013