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Home My WebLink About1949 KELLOGG AVE; ; CB061428; Permit, I I City of Carlsbad · 06-29-2006 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB061428 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 1949 KELLOGG AV CBAD Tl Sub Type: Lot#: Status: Valuation: 2120920800 $8,500.00 Construction Type: INDUST 0 NEW Applied: Occupancy Grqup: Project Title: Applicant: CROWN LIFT 12255 KIRKHAM RD POWAY, CA 92064 619-696-6747 Building Permit GIA -1184 SF RACKING Add'! Building Permit Fee Plan Check Add'! Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTb #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Suilding Fee Pot. Water Con. Fee Meter Size Add'! Pot. Water Cori. Fee Reel. Water Con. Fee Reference #: Entered By: $91.99 $0.00 $59.79 $0.00 $0.00 $1.79 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0;00 $0:00 $0.00 $0.00 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: YUEN FAMILY TRUST 09-13-95 PO BOX8822 RANCHO SANTA FE CA 92067 Meter Size Adel'! Reel. Water Con. Fee Meter•Fee SDCWA Fee 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 TOTAL PERMIT FEES Total Fees: $153.57 Total Payments To Date: $153.57 lnspecto~~ Clearance: ISSUED 05/22/2006 JMA 06/29/2006 06/29/2006 $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 ?? $153.57 NOTICE: Please take NOTleE that approval of your project includes the."lmpositiori" of fees, dedications, reservations, or other exactions hereafter collectively referred toas "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 accoraance 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 or 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 · en iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. PERl)/IIT APPLICATION I CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 0614201-2 0021 05/22/2006 001 33 FQ3:!EMACa~e':iONLY ,PLAN CHECK No.O?Qk (4:z.!? EST. VAL. __ _;:8fh:P~;...,,:;._;:_ ____ _ Plan Ck. Deposit ________ _ Validated By=1(V'\Pr Date S7~Q.h-. Address (include Bldg/S~te #) ..,.--;; ~ \ J . t' ,P. Business Name (at this address) Lo1' L\'-l ~ U'N--5'6t.Y \ ~~ ~\-l.\, ·µ\\' t ,tl 1\:1\f C\'tV\ of' Q'lv\.J'(J"t:>-J) Legal Description Lot No. Subdivision Name/Number :' 1 Unit No. Phase No. Total # of units i \ 'L . 0 C:.,1..,, 0 6 ..L ~ -M bMvfA U\.NE "i-h UL) Description of Work #of Name Address City State/Zip Telephone# [f; ·:. ;ri!!.ERU&VfN~li. "•-' ~._,.,.... ...... ,, • .,,,,¥ -~ ',..,,,..,." '· ··· , ....... ::·~::~i::·,~Yti~~:-~r:.:: -'"·;·-'-F•··"'-"'1{·f,~::·:21~&~t!if (qt:Q (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 issu.ance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged ption. Any vi lation of Section 7031.51 '}v any applicantJ?~ a permit subjec~ the applicant to a civil penalty of n t more than five hundred dollars [$5001). ov.U ~ t'l.-S5 l',,\r,Jl,\Jhl'I \\.I>• '-\OC Tow 9lo~'-\ Ln\9. l.o <o, C~~1' Name . State License # lg \ ) S:: 8 . ~ Address City State/Zip Telephone# .; ' U''-"\.. ~ C); s Vi "'. Designer Name State License # ----'------~-[F:':w~'.'ooMPENSARo'N-~--.·· "·~.--. -=-.. -"-. --.. _-. -_ .. -.. -. ~-~.........,-:---:-:·:·--. -.-°"' ?;7 ;:-:;:· ":' ~T,~T"::::i;Ll':.~;b~ ; · .. ~."1:':;s/'~·:.~;:,"7 :·.:;::,. ;s·:;,~:1~ Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for worker!,' compensation as provided by Section 3700 of the Labor Code, for the performance ~ the work for which this permit is issued, ~ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: . / l "· Insurance Company 6 C,,o@ . Policy No. L tJ\ b \ O '3 S" VO Expiration Date \ t>:_ v \ _ -0 Y . t (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which thii; permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Comp sation Laws of California. ,· icoh,,. WARNING: Failure to secure workers' com ensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars 0,000), in ition to t e cost of Cf!!'Pensat· '!: darpages_ as provided for in Section 3706 of the Lab code, 'nterest and attorney's fees. ~SIGNATURE firfflrJT' 'f' ~~ DATE (} 0 \., tz:,'.'::roc:~NARtllWl,iQl;@.c!;.i\il~' ...... :, :: . _:: ·:·~: '. c.:.: ~-:_:'!-:~:::.·.~ ·:.::.:.::=.:::.0·:~:·. I hereby affirm that I am exempt fr the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within orie year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D I, as owner of the pro~erty, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 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. D YES ONO 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 number/ contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ 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 number / type of work):. _________________ ~------------------------------------ PROPERTY OWNER SIGNATURE _____________ ~--------DATE ________ _ icOMJ>]'(:I.E'.iiH1s'"'"secTjoN;FOR:tif}N,RSJPEN:TfA£:BUjCOJN(l:PERMl;'(S10NL:Y;: ~: ;. ', /•c ,, ,. ; 5, .. _,.,,,;, ,· •.. ,· ·:,~;'."/;';;JC•f-'.~,:,:~r:. v'.7;:p -~ ._,,,.~,.,-,·-,.; ... ,,.~.,,.,.,'.!':"!"'" Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES 'r'::J NO Is the facility to be-constructed within, 1,000 feet of the outer.boundary of a school site? 0 YES D 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. f~C®N$t®::~19..::l.iffiPJ[UqENC)'"-':=2~::t~·-;~~ .... ~. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S ADDRESS LENDER'S NAME:;;;;;;;;;;::;;;:;;;:;;;:;;::;;;:;;::;;;::::;::::::;:::::;::::::=:=:=:::::;:::::::.,. ~~:-~:..fife!!U~~1tr::.ttem11:1~AtlP,~1 ,,;,: ~.,,; ~-~:_-_:_;__; /~--:.,~:-~: ~~.~.2 ~!/, ~~:~~-<-,·;~;,,.:;~;~,.:\~~~~~-~~,~;:2~~;~;~ ~~~-:~~-{:?'~~-~~-.l~;};~~1.;,!;~_ ¥;:Z~%t7:~.N~:;~:;;~-z~;:-~=-:~;<!:; ~r~~ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize represElntatives of the CiW of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official -under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced wit · 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is com ed for a of 180.days (Section 106.4.4 Uniform Building Code). / ¥ APPLICANT'S s1GNATURE '"...n f' WW~ DATE S l~o $o I YELLOW: Applicant PINK: Finance City of Carlsbad Bldg· Inspection Request Permit# CB061428 Title: GIA -1784 SF RACKING Description: For: 07/14/2006 Type: Tl Job Address: Sub Type: INDUST 1949 KELLOGG. AV Suite: Lot 0 Location: OWNER YUEN FAMILY TRUST 09-13-95 own~r: YUEN FAMILY TRUST 09-13-95 ' Remarks: Total Time: CD Description Act Comment 19 Final Structural Comments/Notices/Hold Associated PCR.s/CVs Original PC# Inspection History Date Description Act lnsp Comments Inspector Assignment: MC Phone: 6196665694 Inspector: L Requested By: MONTY Entered By: CHRISTINE 07/12/2006 19 Final Structural CO MC SEE NOTICE ATTA¢HED ' --, ~ r1.=:..-. '\.' ~ ,' ea-'"-;» -i ~-;.-:; -\1=. ::::::::;:::== ·-~~1;!;?11· Corporati··o·n · -I-"-;..-·-:--,:;rslifp. witli .government for <BuirJ.lng Safety . n.-.cartne: DATE: 6/26/ ,r , ' c/ :;_ ~:.~_-::1_. JURISDICTION: City ·ot Carisb~ PLAN CHECK NO.: 06~428 ·~ :·~~--:.-:j j -.,':;.~-.. , ·_ t PROJECT ADDRESS: 1949 ~YiiAve. PROJECT NAME: GIA Stor~ge Racks SET: II ~ ANT JURIS. Cl REVIEWER Cl FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified be.low 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 per~on. D The applicant's copy of the check list has been sent to: ~ Esgil. Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant at the plan check has been completed. Person cohtacted: el pho #: Date contacted: (by: ) Fax #: Mail Telephone Fax ~ REMARKS: 1. Fire D_epartment · prova is required. 2. City to field verify that the path of travel from the handicapped parking ace to the rack area and the bathrooms serving the rack area comply with all the current di bled access requirements. By: David Yao Esgil Corporation D GA D MB DE Enclosures: 6/16 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 \ '\ EsGil Corporation In <Partnersliip witli government for <Buifaing Safe'ty ' DATE: 6/5/-06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 061428 PROJECT ADDRESS: 1949 Kellog Ave. PROJECT NAME: GIA Storage Racks SET:I Cl PLAN REVIEWER Cl FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 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. O· The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 12s] The check list transmitted herewith is foryour 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. 12s] The applicant's copy of the check list has been sent to: Chris Simpson 10054 Prospect Ave. #B Lakeside, CA 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: Chris Simpson Telephone#: 619-971-9000 Date contacted:UJ /e, /Of.tJ(by/.~.i) Fax #: & /q -5'1 ~ -tf-C// 'f Mail Telephone v°FaxV In Person D' REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 5/25 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 j City of Carlsbad 061428 '6/5/06 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad· PROJECT ADDRESS: 1949 Kellog Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/25 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 061428 DATE REVIEW COMPLETED: 6/5/06 Thi~ plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, ~ational Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan revi~w 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 departm~nts. 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. Per Sec. 106.4.3, 1997 Uniform Building Code, the approvat 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 i v' .. City of Carlsbad 061428 6/5/06 1. · Only the storage racks are included in this plan review 2. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24. 3. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building Which exceed the quantities listed in UBC Tables 3-D and 3-E. 4. City to field verify that the path of travel from the handicapped parking space to the rack area and the-bathrooms serving the rack area comply with all the current disabled access requirement$. Title 24, Part 2. 5. Obtain Fire Department approval for groups F, Mand S occupancy storage per UBC Sections 306.8, 309.8 and 311.8. 6. Indicate the clearance from the new racks to the existing building walls and building columns. 7. Provide forklift protection per Section 2222.5.(or check the exception) 8. She$t 16 of the calculation shows the load for type C double row is 1600lb for level 1 and 2. The note 3 on sheet SCE1 of 1 of the plan shows type c double row-2500# per level. Please check. Rech~ck the "pallet" racks as follows: 9. Recheck all connections on sheet 1 as follows: a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips. b) Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). c) Check the bracket maximum weak axis moment. 10. · Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment Will probably be maximum for the lateral load from the base plate to the first diagonal brace (not ohly to the first horizontal member). 11. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 921.23; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 061428 6/5/06 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 061428 DATE: 6/5/06 · BUILDING ADDRESS: 1949 Ke11og Ave. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: !3UILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod . . . storage racks per city Air Conditioning Fire Sprinkl~rs . TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee ~Y Ordinance • I 1994 UBC Plan Check Fee • I Type of Review: 0 Complete Review D Structural Only D Repetitive Fee 3Re·peats Comments: D Other D Hourly I Hour *. Esgil Pla;in flevlew Fee ($) 8,500 8,500 $91.99j $59.791 $51.51 j Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERNITNUMBliRCI 0bll(J-f3 DATE YZ3 ~ob ADDRESS f q ~ 1 In rf ass fl-,)fj,ilf .RESIDENTIAL RESIDENTIAL ADDITION MINOR . (<$10,000.00) . . OTt,ER ~9 ~ .. PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDINC PLANNE~k. DATE ~ 2-S ,o~ ENCINE~---. ___,,~------DATE ,5(ki4',/4 ~ BUILDING DEPT. C~rlsbad Fire Department COPY Plan Review Requirements Category: HI , HPCSTOR Date of Report: 06-06-2006 Reviewed by: ___ 4_? /rt ___ _ Name: Address: Permit.#: US060046 Job Name: GIA CROWN LIFT 12255 KIRKHAM RD POWAY,CA 92064 cOCJ6/c/~ Job Address: 1949 KELLOGG AV CBAD --. .. ..... The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0001397 GoVFp)i-ms PROJECT HAS BEEN REVIEWED PROVED FOR THE PURPOSES OF ISSUANCE OF BlJILbING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITlONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT ]3E HELD TO PERMIT OR APPROVE THE VIOLATION OF A.NY LAW. Entry: 06/06/2006 By: GR Action: AP -~trJ!ihJral \.,once ts ngineering 1729 S. Douglass RD, Ste B Anaheim, CA 928Q6 Tel: 714.456.0056 Fax: 714.456.0066 Project: GIA Project #: F-041006-5 . Oat~: 06/07 /06 1949 KELLOGG AVENUE CARLSBAD,CA.92008 Project #: 61428 Plan .Review Responses STRUCTURAL REQUIREMENTS: 1. UNDERSTOOD 2. PLEASE SEE-ADDED NOTE ON PLANS AS R~QUIRED. 3. PLEASE SEE ADDED NOTE ON PLANS AS REQUIRED. 4. UNDERSTOOD, CITY TO VERIFY ALL REQUIRED HANDICAPPED ACCESS REQUIREMENTS. 5. FIRE DEPARTMENT APPROVAL TO BE OBTAINED PRIOR TO ISSUANCE OF PERMIT. 6. MINIMUM DISTANCE FROM NEW RACKING TO ANY BUILDING WALLS OR COLUMNS TO BE 6". 7. PLEASE SEE RE'(ISED CALCULATIONS, PAGE 7.2 WHERE COLUMN HAS BEEN CHECKED FOR ADEQUACY WITHOUT THE USE OF :POST PROTECTORS Pl;R SECTION 2222.5 OF THE CODE. 8. PLEASE NOTE THAT TYPE C IS ONLY ONE LEVEL AT 2500#, PLEASE SEE REVISED CALCULATIONS PAGE 16. 9. PLEASE SEE REVISED CALCULATIONS PAGE 9 FOR REVISED CONNECTION ANALYSIS AS REQUIRED. : . 10. PLEASE SEE REVISED CALCULATIONS PAGE 7.3 FOR WEAK AXIS BENDING ANALYSIS OF THE COLUMN AS REQUIRED. PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. SINCERELY, tructural ancepts 1729 S. Douglass Rd, Suite B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 e-mail: sceng@englneer.com Prqject Name: GIA Prqject Number : F-041006-5 Date : 06108/06 Street: 1949 KELLOGG AVENUE City/State : CARLSBAD, CA. 92008 Scope of Work: STORAGE RACKS JUN 1 2 2006 S-trur.turol · Co~c~ts ~-1::ngineering 1129 S _ C>ouqloss Rd Ste 8 Aoobeirn CA ·92806 IeJ· 114 456 QQ56 Eox· 714 456 QQ66 _By: BOB Project: GIA Project #: F-041006-5 TABLE OF CONTENTS Title-Page ............................... -............................................................................. _ .. Table of Contents .......... _ ................................................... _ ..................................... . Design Data and Definil;ion ofComponents ........................................................... . Critical Configuration ..................•..........................•....•...... , ............................. _. ..... . Seismic Loads ................................................................ -........................................ . Column ................... _ ........ -...................................................................................... . Beam and Connector ............................................................................................... . Bracing ............................. -..................................................................................... . Anchors ....................................................................................................... -.......... . Ba$e Plate ............................................................................................................... . Slab on Grade ...................................................................... _ ....................... -.......... . Other Configurations ............................................................................................... . 1 2 3 4 5to6 7 Sto 9 10 11 12 13 14TO l':f- TYPE A 5ROGIA Paqe 2--of ( q... 5/1 G/200G ~rur--turol · C~nc~ts · · .~ l:ngineering · ·· . 1129 S Do11qloss Rd Ste B 4oobeitn C4 92806 Tel· 714 456 QQ56 Fox· 714 456 QQ66 By: BOB Project: GIA Project #: F-041006-5 Desig!1 Data 1) Toe analyses conforms to the requirements of~ 2001 CBC, utilizing division X of chapter 22 and section 1630.2 2). Transverse braced frame steel Cbnforms to ASTM A570, Gr.55, with minimum strength, Fy=.55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM ft36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein. Installer must provide any special inspectipn as called out on· plans or calculations, or as required by the ICBO report indicated herein. 4) All welds shall conform to AWS procedures, utilizing E7Oxx electrodes or similar. All such welds shall be performed in shop, wii:h no field welding allowec:l.other than those supervised by a licensed deputy inspector. 5) ihe slab on grade is 5" thick with minimum 2000 psi compressive strength. Soil bearing capacity is 500 psf. Definition of Components Frame Height A ....... ~ . -......... ::::::::: Beam \=/ !{!}{( Spacing t=:H§~:§§~~::!::' ::;::;==:::!i: Beam Length Front View: Down Aisle (Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors r-~n;, Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace The components herein ate designed within the guidelines of the 2001 CBC and with due regard to established industry standards set forth by the Rack Manufacturer1s Institute. Building official· must approve final submitted design. TYPE A 5ROGIA f'aqe J of J'f--5/1 G/200G I S1-rur.turol · CoitcE · "Jii1 . lm~"l!':loss Rd Ste B Anaheim C.4 92806 Toi· V4 456 0056 fax· V4 456 0066 By: BOB Project: GIA Project #: F-041006-5 Configuration & Summary: TYPE A SINGLE ROW Seismic Zone . 4-(Na~l.0) _ llong=0.27 sec/ Tsnort=0.15 sec Componerit Column Column Backer Beam Beam Cormecror . .. Brace-Horizontal Brace-Diagonal Base Plate Anchor -Slab Level ,Per~el 1 2 3 Notes TYPE A SROGIA 2,500 lb 2,500 lb 2,500 lb T 60" 80" + 60" t 60" .I ' ' #BmLvls 3 Fy=55ksi None Fy=55 ksi Fy=SS ksi Fy=:Ss ksi Fy=55 ksi Fy=.36 ksi 2perBase _Beam_Spcg 60.0 in 60.0 in 60.0in 42" .. L ------- ~42",,/ frame Depthl Frame Heightl # Diagonals Beam Length I Frame Type 42in I 180.0 in I 4 96in I Single Row Description STRESS Hannibal If3014-3x3x14ga P=3863 lb, M=7951 in-lb 0.42-OK None None NIA HMH 33140/3.375~ deep x 0.075" ttlk Lu=96in I Capacity: 4282 lb/pr 0.58-OK LvU: 3pinOK I Mconn=10023 in-lb I Mcap=16922 in-lb 0.59-OK Hannibal H/2xl-1/2x16ga 0.2-OK Hannibal 1-1/2xl-1/2x16ga 0.32-OK 7x5x0.375 I Fixity= 7952 in-lb 0.64-OK 0Sx3S Embed_HILTI KWIKBOI..Til ICBO ESR 1355 No Inspection (T=1439 lb) 0.49-OK · .. s~-thkx 2000·psi slab. SOO·psf·Soil Bearing Pressure Brace 42.0 in 42.0 in 42.0 in 42.0in I Story force I Story Force Traf'.ISY l.,onqit. 2301b 4601b 6901b 931b 1861b 2791b Total: 1,380 ib 5581b Page 4-of J~ Colu11N1 Axial 3,863 lb 2,575 lb 1,288 lb I Column Moment 7,951 "# 6,975 "# 4,185 "# I Conn. Moment 10,023 "# 8,140 "# 4,653 "# 0.95-OK Beam Connector 3 pin OK 3 pin OK 3 pin OK 5/1 G/200G Srur.rurnl · Co·nc~ts ~ l:ngi~ering -'!'J 1729 S C>011qloss Rd Ste 8 Aoobeim CA 92806 Tel· 114 456 QQ56 Eox· Zl4 456 QQ66 By: BOB Project: GIA Project#: F~041006-5 ~ismic Forces Config4ration: 1YPE A SINGLE RCJN Lateral analysis is performed with regard to sections 2228.5.2 and 1630.2 of the 2001 CBC Ba~ shear is highest of: 1) Cv*I*W/(R*T*1.4) (EQ 30-4) <= 2.5*ca*I*W/(R*1.4) (Eq 30-5) 2) 0.11 *ca*I*W/1.4 (Eq 30-6) 3) 0,8*Z*Nv*I*W/(R*1.4) (Eq 30-7) transverse (Ctoss Aisle) Seismic Load 4) 1.5%*(DL+LL) (Sec 2228.3.2) T= Ct*(H)9•75 = 0.15 sec Ct-transv= 0.020 vfQ 30-4= 0.693 <= VEQ30-s= 0.1786 Vm.s3.2. = 0.015 VEQ30-6= 0.035 VEQ:30-7::;: 0.033 n-transv= 1 Base ShearCoeff= .0.1786 . Vtransv= -Base Shear Coeff * (1:DL +-:ELL/n-transv) Level 1 2 3 LL 2,5001b 2,500 lb 2,500 lb Longitudinal (Downaisle) Seismic Load T=(Ct)*h"0.75= 0.27 sec . VEQ 30-4= 0.302 VEQ30-6= 0.035 Base Shear Coeff= 0.1403 Level 1 2 3 TYPE A SROGIA LL 2,5001b 2,500 lb 2,500 lb = 0.1786 * (225 Jb + 7500 lb/1) = ~,380ib LL/(n-transv) DL 2,500 lb 75 lb 2,500 lb 75 lb 2,500·1b 75 Ill 7,500 It> 2251b hi 60in 120in 180in W'=77251b Ct-long= 0.035 <= VfQ:io-s= 0.1403 V=3.2.= 0.015 wi*hi 154,500 309,000 463,500 927,000 Vlong= Base Shear Coeff * (IDL + nl./n-long) = 0.1403 * (225 lb + 7500 lb/2) -= 5581b LL/(n-long) .DL 1,250 lb 75 lb 1,250 lb 1,250 lb 37501b 751b 751b 225ib hi 60in 120in 180 in· W=3975lb ,,,...- Pa~e b of J't' wi*hi 79,500 159,000 238,500 477000 I= 1.0 Seismic-Zone 4, Z= 0.4 ca= o.44 Na= 1.0 Cv= 0.64 Nv= 1.0 (Transverse) R= 4.4 Fl Fi*hi 230.0 lb 460.0 lb 690.0 lb 13,800-# 55,200·# 124,200-# 1,380 lb 1=193,200 (Longitudinal ) R= 5.6 n-long= 2 Fi 93.0 lb 186.0 lb 279.0 lb 5581b 5/1 G/200G Ste B e1oobeim CA 928Q6 Toi· 714 456 QQ56 fox· 714 456 QQ66 By: BOB Project:. GIA Downaisle Seismic Loads Configuration: TYPE A SINGLE ROW Determine the story moments by applying portal analysis. The base plate is assumed to-provide partial fixity. Seismic Story Forces Vlong= 558 lb vcol=Vlong/4=; 279 lb Fl= 93, lb F2= 186 lb F3= 279 ib Typical fume ma<!c of two colomns l I ~. -9·.--.:--a--·--··-··a··------·EE·--,·· ·13,. .. ; "I:.:-:: •.-: •• ,...... -~-.-.J ........ . . '' ",. , .. , .• ,,.~ I .......... ,. '' • ., I _,..' . , _________ ., Seismic Story Moments Conceptual System Project #: F-041006-5 Typical Ftamc maclc ~oftwocolumns Mbase-max= 8,000 in-lb <=== Default capacity Mbase-v= (Vcol*hteff)/2 hl-eff= hl -beam dip height/2 = 57in = 7,952 in-lb <=== Moment going to base Mbase-eff=. Minimum of Mbase-max and. M~v = 7,952 in-lb M 1-1= [Vcol * h!eff]-Mbase-eff = (279·lb * 57 in)-7952 in-lb = 7,951 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (7951 in'-lb + 6975 in-lb)/2 = 7,463 in-lb LEVEL hi Axial Load 1 60in 3,863 lb ? 60in 2,575 lb 3 60in i,288 lb TYPE A 5ROGIA M 2~2= [Vcol-(Fl)/2] * h2 = [279 lb -93 lb]*60 in/2 = 6,975 in-lb Mseis(2-2)= (6975 in-lb+ 4185 in-lb)/2 · = 5,580 in-lb S"inmarf of F~ Column Moment Mseismic Mend-fixity 7,951 in-lb 7,463 in-lb 2,560 in-lb 6,975 in-lb 5,580 in-lb 2,560 in-lb 4,185in-lb 2,093 in-lb 2,560 in-lb Paf:3e (p of \ 'l- h1 h1eff 11 Beam to Column Elevation Mconn Beam Connector 10,023in-lb 3 pin OK 8,140 in-lb 3 pin OK 4,653 in-lb 3 pin OK 5/1 G/200G By_: BOB Project: GIA Project#: F-041006-5 Column Configuration: TYPE A SINGLE RCJW Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section, Properties Section: Hannibal IBJ143x3x14ga Kx= 1.2 3.000in Aeff-= 0.643 inA2 Ix= 1.f3Q jnA4 Sx = 0.753 inA3 rx = 1.326 in nf= 1.67 Iy '= 0.749 inA4 Sy= 0.493'inA3 fy= 1.080 in Fy= 55 ksi Cmx= 0.85 Lx = 60.0 in Ky= 1.0 Ly= 42.0 in Cb= 1.0 y----;-----y I0.075 in ii: _J__ E= 29,500 ksi Loads Axial=P= 3,863 lb Axial Analysis .Kxlx/rx = 1.2*60"/1.326" = 54.3 _Fe= nA2E/(Kl./r)maxA2 = 98.Sksi Pn= Aeff*Fn = 30,441 lb P/Pa= 0.24 Bending Analysis Moment=Mx= 7,951 in-lb > 0.15 Kyly/ry = 1*42"/1.08" = 38.9 Fy/2= 27.5 ksi Qc= 1.92 Check: P/Pa + (Cmx*Mx)/(Max*µx) s 1.33 P/Pao + Mx/Max.:. 1.33 Pno= Ae*Fy '=3-o.75in {Column stresses @ Level 1) Pao= Pno/Qc Fe> Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*98.8 ksi)] = 47.3 ksi Pa= Pn/Qc = 30441 lb/1.92 = 15,855 lb Myield=My= Sx*Fy = 0.643 jnA2 *55000 psi = 35,365 lb = 353651b/1.92 = 18,419 lb = 0.753 inA3 * 55000 psi = 41,415 in-lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb µx= {l/[l-(Qc*P/Pcr)]}A-1 = {lf[l-(1.92*3863 lb/63465 lb)]}"-1 = 0:88 Combined Stresses Per= nA2EI/(KL)maxA2 = nA2*29500 ksi/(l.2*60 in)A2 = 63,465 lb (3863 lb/15855 lb)+ (0.85*7951 in-lb)/(24799 in-lb*0.88) = (3863 lb/18419 lb) + (7951 in-lb/24799 in-lb) = 0.55 0.53 < 1.33, OK < 1.33, OK TYPE A SROGIA Paqe (J-,\of J 'r" (EQ C5-1) (EQ C5-2) 5/1 G/200G Str~ur~I VonE,ts ~--?7 . · ngineering . . ~ . 1729 S. Douglass R~. Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 8y: BOB.S. Project: GIA Project #: F-041006-5 Column-E?(po~d Post Check Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Check post protector requirement of 2001 CBC Sec 2222.5 Section Properties Loads Section: 3x3x14 ga Aeff = 0.643 in/\2 Ix= 1.130 in/\4 Sx = 0.753 in/\3 rx = 1.326in Qf= 1.67 E= 29,500 ksi Axial=P= 3;863 lb Axial Analysis Kxlx/rx = 1.7*60"/1.326" = 76.9 Fe= nA2E/(KL/r)maxA2 = 49.2ksi Pn= Aeff*Fn = 25,482 lb iy = 0.749 in/\4 Sy= 0.493 in/\3 ry= 1.080 in Fy= 55 ksi Cmx= 0.85 width= 3.000 in .d!!pth1= 3.000 in thick1= 0.075 in Moment=Mx= O·in-lb Kyly/ry = l*42"/1.08" · = 38.9 Fy/2= 27.5 ksi Qc= 1.92 P/Pa= 0.29 > 0.15 Bending Analysis Check: P/Pa + (Cmx*Mx)/(Max*µx) :5 1.33 P/Pao + Mx/Max :5 1.33 Pno= Ae'*Fy = 0.643 in/\2 *55000 psi = 35,365 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb µx= {1/[1-(Qc*P/Pcr)J}A-1 Combined Stresses = {1/[1-(1.92*3863 lb/31623 lb)]}A-1 = 0.77 Kx = 1.7 Lx = 60.0 in Ky= 1.0 Ly= 42.0 in Cb= 1.0 Fe> Fy/2 Fn= Fy(1-Fy/4Fe) r-3.000in-o-j Rf;n ~ ~ 0.75in = 55 ksi*[i-55 ksi/(4*49.2 ksi)] = 39.6 ksi Pc:1= Pn/Qc = 25482 lb/1.92 = 13,272 lb Pao= Pno/Qc Myield=My= Sx*Fy = 353651b/1.92 = 18,419 lb Per= nA2EI/(KL)max/\2 = n/\2*29500 ksi/(1.7*60 in)A2 = 31,623 lb = 0.753 inA3 * 55000 psi = 41,415 in-lb (3863 lb/13272 lb) + (0.85*0 in-lb)/(24799 in-lb*0.77) = (3863 lb/18419 lb)+ (0 in-ll;l/24799 in-lb)= 0.29 0.21 < 50%, OK per sec. 2222.5 No Post Protector Required · Str~ur~I . vonca!£lts $.if Cngineering ~ 1125 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By:B085 . Project: GIA Project#: F-041006-5 . umn Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Section: 3X3X14GA. Aeff = 0.643 inA2 Jx = 1.130 inA4 Sx = 0.753 inA3 rx = 1.326 in .Qf= 1.67 E= 29,500 ksi Cb= 1.0 Iy = 0.749 inA4 Sy= 0.493 inA3 ry = 1.080 in Fy= 55ksi J_ My Cmx= 0.85 width= 3.000 in depthl= 3.000 in thick!= 0.075 in lx = 60.0 in Ly= 42.0 in ~ ~ 0.075m Transverse Elevation Loads Movt= 222,180 in-lb Frame Depth= 42 in Seis)nic Axial=Pv= Movt/d = 5,290 lb' Axial Analysis Kxllc/rx = 1.2*60"/1.326" == 54.3 Fe= nA2E/(Kl./r)maxA2 = 98.8ksi Pn= Aeff*Fn = 30,441 lb P/Pa= 0.58 Bending Analysis > 0.15 Check: P/Pa + (Cmy*My)/(May*µy) :s; 1.33 P/Pao + My/May :s; 1.33 Pno= Ae*Fy Static; Axial=Ps= 3,863 lb ptotal=P= 9,153 lb Kyly/ry = 1 *42"/1.08" = 38.9 Fy/2= 27.5 ksi Qc= 1.92 Pao= Pno/Qc V= 1,380 lb h= 6 in Moment=My= V*h = 8,280 in-lb Fe> Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*98.8 ksi)] = 47.3 ksi Pa= Pn/Qc = 30441 lb/l.92 = 15,855 lb Myield=My= Sy*Fy h = 0.643 in"2 *55000 psi = 35,365 lb ;:: 353651b/1.92 = 18,419 lb = 0.493 in"3 * 55000 psi = 27,115 in-lb May= My/.Qf = 27115 in-lb/1.67 = 16,237 in-lb µx= {l/[1·(.Qc*P/Pcr)]}"-1 Combined Stresses = {1/[1-(1.92*9153 lb/63465 lb}]}"··l = 0.72 Per= n"2El/(KL)max"2 = n"2*29500 ksi/(l.2*60 in)"2 = 63,465 lb (9153 lb/15855 lb) + (0.85*8280 in-lb)/(16237 in-lb*0.72) = (9153 lb/18419 lb)+ (8280 in-lb/16237 in-lb) = 1.18 1.01 < 1.33, OK < 1.33, OK Page 7. ~ of Ir (EQ CS-1) (EQ CS-2) By: BOB Project: GIA Project#: F-041006-5 Beam Cpnfigurat;ion: TYPE A SJ;NGLE ROVI/ The beam to column connection is assumed to provide partial ~ fixity for the bearJ) frame. The end moment calculated herein is added to the lateralforce force portal moment when analyzing.the connection capacity. Designed per section 2228 of the 2001 CBC The impact foad,on the beam is addressed by including the Impact Factor "a" in the determination of the beam center bending stress. Sed:ion Properties Beam Member= HMH 33140/3.375" deep x 0.075" tl\k tl.750in { t--2.750ini,T, Beam at Level= 1 Beam Type= Formed Ix= 1.337 in"4 Sx= 0.750 in"3 Lerigth=L= 96.0 in LU= 96.0in Beam W~ght= 4.0 lb/ft Thickn~= 0.075 in Beam Shaj)e= Step T ... ,.,. 3,375in -,L Impact Factor (a)=tl-(25%/2)]= 0.875 1 0,075in ~ Loads Bendin % End Fixity= 25 % 0= 0.25 Mcenter= B*(wL "'2/8} = 0.832*(wlA2/8) Mends= 0*Mmax(fixed ends) = (wLA2/12)*0.25 = 0,02Q8*wl A2 Fb= 0.6* Fy = 33,000 psi Fb-eff= 33,ooo psi Uve Load/Pair=;: 2.,500 lb Mcenter= 0.104 * wLA2 = 12,799-in-lb M= 12,799 in-lb fb= (M/Sx)/a = 19,504psi Bending capcity= 4,282 lb/pair . Deflection Defl-allow=L/ 180 = 0.534in Deflection capacity= 4i310 lb/Pair CoeffB= 0.104/0.125 = 0,832 Mcenter= Mcenter(simple ends)-0*Mcenter(fixed ends) = wLN/8 -(0.25 * wL "2/12) =wl"2/8 -wL"2/48 = 0.1(}4 * wl A2 Fy= 55,000 psi Dead Load/Pair= ( 4 lbffl:) * 2 * 96 in/12 = 641b Mends= 0.0208*wl"2 = 2,560 in-lb fb/F!>= 19504 psi/33000 psi = 0.59 <= 1.0, OK <=== ·Critical Defl= B * [SwL A4/(384*E*Ix)] Dist Load=w= 13.4 lb/in = [5*13.4 lb/in*(96 in)"4/(384*29.5x10"6 psi * 1.337 in"4)]*0.832 = . 0.313 .in . <= 0.534 in, OK Allowable load per beam pair= 4,282 lb TYPE A SROGIA 5/1 G/200G Ste B Anaheim CA 92806 Tel: 714 456 0056 fox: 714 456 0066 By: BOB. Project:. GIA 3 Pin Beam to Column Connec:tion 1YPE A SINGLE ROW Mconn max= 10,023 in-lb Load at level 1 Connector Type= 3 Pin Shear·capacity of Pin Pin Dii;lm= 0.44 in Fy= 55,000,psi Ashear= (0.438 in)A2 * Pi/4 = Q.15Q]'jnA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507in-":-2 = 3,315 lb Bearing capacity of Pin Per ffiei996 AISI Cold Formed Steel Manual, Sec B.3: teal= 0.075 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= -alpha * Fu "' diam * tcbl/Omega = 2.22·* 65000 psi* 0.438 in.* 0.075 in/2;22 = 2,135 lb < 3315 lb Momerit ~pacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tclip= 0.18 in = Pl +Pl *(2.5"/4.S")+Pl *(0.5" /4.5") = 1.667* Pl . Mcap= Sclip * Alending = 0.127 jnA3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1,667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = :s,531 lb Thus, Pi= 2,135 lb Mconn-allow= [Pl *4.S"+Pl *(2.5"/4.5")*2.S"+Pl *(0.5"/4.5")*0.5"]*1.33 = 2135'LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]*1.33 = 16,922 in-ID > Mconn max, OK lYFE A 5ROGIA Pa,ae 9 of I '1- Project #: F-041006-5 Fy= 55,000 psi Sc(ip= 0.127 inA3 d= E/2 = 0.50 in 5/1 G/200G ~rnl · C~nc~ts -~ t:ngineering ~ l 129 s J)ouqloss Rd Ste B 4oobeirn CA 928D6 Iel · Zl 4 456 0056 Eox· Zl 4 456 0066 By: 808 Project: GIA Project #: F-041006-5 Tran!iverse Brace Configuration: TYPE A SINGLE ROW Section Properties Diagonal Member= Hannibal 1-1/2xl-l/2x:16ga Area= 0.273 inA2 r min= 0.496 in Fy= 55,000 .psi K= 1.0 r-1.500-, Horizontal Member= Hannibal 1-1/2x:1-1/2x:16ga Area= 0,273 jnA2 r min= 0.496 in Qc= 1.92 Fy= 55,000 psi K= 1.0 n i 100 ~ /--0.25 . Frame Dimensions Bottom Panel Height=H= 42.0 in Frame Depth=D= 42.0 in Column Width=B= 3.0 in Diagonal Member V=Vtransv= 1.,380 lb Ldiag= [(D-B*2)A2 + (H-6.)"'•2JA1/2 = 50.9in Pmax= V*(Ldiag/D} = 1,672 lb Pn= ARl;A*Fri = 0.273 jnA2 * 27657 psj = 7,550 lb Pallow= Pn/Q = 7550 lb /1.92 = 3,932 lb fa/Fa= , 0.43 Horizontal brace Pmax=V= 1,380 lb , (kl/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.496 in = 84.7in SINCE Fe>Fy/2, Fn=Fy*(l-fy/4fe) = 36,366 psi fa/Fa= 0.27 lYFE A SROGIA <= 1.33 OK <= 1.33 OK aear Depth=D-8*2= 36.0 in XBrace= NO SINCE Fe>Fy/2, (kl/r)= (k * Ldiag)/r min = (1 x 50.9 in /0.496 in ) = 102.6in fe= piA2*E/(kl/r)A2 = 27,658psi Fn= Fy*(l-fy/4fe) = 27,657 psi T !::====::::11 fe= piA2*E/(ld/r)A2 = 40,584~psi Pn= AREA*Fn : Q,273inA2*36366 psi = 9,928 lb Paqe {D of j '1- B # Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Typical Panel Configuration Weld capacity= 0.75 * tmin * L * Fu * 1.33/2.5 3,900 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 9928 lb /1.92 = 5,171 lb 5/l G/200G CA 92806 Iel· 714 456 Q056 fox· Zl4 456 Q066 By: BOB · Project: GIA Project #: F-041006-5 Anchors Configuration: TYPE A SINGLE ROW_ Ch~k overturning per section 2228.7.1 of the 2001 CBC · Loads Vtrans=V= 1,380 lb DI./Frarne= 225 lb Ll/Frarne= 7,500 lb Wst=(0.9*DL+Ll/n)total= 7,703 lb Ii@ TOP= 2,500 lb DL/Lvf= 75 lb Frame Depth=D= 42.0 in Htop-lvf= 180.0 in # Levels= 3 n-transv= 1 DL *0.90= 68 lb # Anchors/Base= 2 n= 1 T Lateral Ovt Forces=:E(Fi*hi)= 193,200 in~lb Fully Loaded rack SIDE ELEVATION \/trans= 1,380 lb Movt= I(R*hi)*l.15 Mst= Wst * D/2 T = (Movt-Mst)/D = 193200in-lb * 1.15 = 222,180 in-lb = 7702.5 lb * 42 in/2 = 161,753 in-lb = (222180 in-lb -161753 in-lb)/42 in = 1,439 lb Top Level Loaded Only Critical Level= 3 Anchor · Vtop= 2.5*Ce*I(0L +lL@top/n-transv)/(R*1.4) = 0.1786 * (75 lb + 2500 lb/1) = 4601b Mst= 0.9*(DL-total + Utop/n) *D/2 = (250Q lb/1 + 67.5 lb*3) * 42 in/2 = 56,753 in-lb Hgt @ Lvf 3= 180.0 in Movt= Vtop*Htop*l.15 = 459.895 lb * 180 in * 1.15 = 95,198 in-lb T = {Movt-Mst)/D = (95198 in-lb -56753 in-lb)/42 in = 9151b Check (2) 0,5" x 3.5" Embed HJ;LTI KWIK BOLT II anchor(s) per base plate. Special inspection is not provided per ICBO ESR 1355. Fully Lqaded: Top l:.evel Loaded: TYPE A SROGIA Pullout capacity= Tcap= 875 lb Shear Cepacity=Vcap= 1,840 lb · Tcap*Phi*S= 1,164 lb Vcap*Phi*S= 2,447 lb L.A. Qty Jurisdiction? NO Phi= 1.33 Spacing Coeff=S= 1.0 (720 lb/1164 lb)"l.66 + (345 lbl2447 lb)"1.66 = (458 lb/1164 lb)"1;66 + (115 lb/2447 lb)"l.66 = f'aqe I \ of ) r} 0.49 0.22 <= 1.0 OK <= 1.0 OK 5/IG/200G CA 92806 Tel· 714 456 0056 Eax-714 456 0066 By: BOB Project: GIA Base Plate Configuration: 1YPE A SINGLE ROW Section Baseplate= 7 x 5 x 0.375 Eff Width=W = 7.00 in EffDepth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in a= 2.50 in Anchor c.c. =2*a=d = 5.00 in N=# Anchor/Base= 2 Py = 36,000 psi L= 2.00 in Plate Thickness=t = 0.~75 in Down Aisle Loads P = 3,863 lb Mbase=Mb = 7,952 in-lb Axial stress=fa = P/A = P/{D*W) = 110 psi Moment Stress=fb = M/S = 6*Mb/[(D*BA2] = 194.7psi Moment Stress=fbl = fb-fb2 = 83.Spsi M3,,;, (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 = 148 in-lb $-p]ate = (1)(tA2)/6 = 0.023 inA 3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.64 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2J = -148 lb No Tension TYPE A SROGIA Ml= wl.A 2/2= fa*L" 2/2 = 221 in-lb Moment Stress=fb2 = 2 * fb * l.jW = 111.3 psi M2= fbl*l:/'2)/2 = 167 i.n-lb Mtotal = M~+M2+M3 = 536 in-lb/in Fb = 0.75*Fy*1.33 = 35,910 psi Tallow= 1,164 lb f'aqe \t-~f {q- Project #: F-041006-5 Downaisle Elevation OK 5/ I G/200G 5-trur,tural · Conc~ts · -~ Cngineering . ~-lZ29 S Do11qloss Qd Ste B 4oobeim C4 92806 :tel· Zl4 456 0056 Eox· 114 456 QQ66 By:. BOB Project: GIA Project #: F-041006-5 Slab on Grade Configuration: TYPE A SINGLE ROW Toe slab is· designed per UBC 1922 to carry the punq:u~ stress of the post as-well as the upward soil reaction from the soil. SLAB ELEVATION Base.Plate B::; 7.00 in D= 5.00 in Load case 1: Product + Seismic Product DL= 113 11:i Product LL= 3,750 lb Puncture !Section 1922.51 Eqtn 22-9 width=a= 3.00 in depth=b= 3.00 in 'Baseplate Plan View Concrete fc= 21000 psi tslab=t= 5.0 in phi=0= 0.65 eff, baseplate width=c= 7.00 in eff. baseplate clepth=e= 5.00 in p:seismic=E= (Movt/Frame depth)*l.4 = 7,406 lb Pse=DL+LL+E/1.4= 91153.lb (Strength Design Loads) Pu= l.1*(1.2PDL + 1.0PLL + 1.0*E) (Sec 1612.2.11 EQ 12-5) Fpunct= 2.66*phi*sqrt(fc) ·--. -··--··· _ .. = 12/420 lb_ _ .. _ --• -••--n • • ·---••••·--•-.n ~ -----~-----·---- Apunct= [(c+t)+(~+t)]*2:!:t = 220.0 in"2 Slab Bending !Per UBC 1922.7.2 Asoil= (Pse*144)/(fsoil) L= (Asoil)"0.5 =· 2,636 in"2 = 51.34in x= (l.:-y)/2 M= w*x"2/2 = 17.7 in = (fsoil*x"2)/(144*2) Fb= S*(phi)*(fc)"0.5/1.4 = 544.7 in-lb := 104.0 psi (Sec 1922,~.1) Load case 2: Static Loads PDL= 1131b PLL= 3,750 lb Puncture !Section 1922.5, Eqtn 22-9 Pu= !.4*PDL + 1.7*PU. (Sec 1909.2.1, EQ 9'-1) = 6,5331b Apunct= [(c+t)+(e+t)]*;?.*t = 220 in"2 Slab Bending !Per UBC 1922.7.2 Asoil= (Ps*144)/(fsoil) L= (Asoil)"0.5 = 1r112·in"2 = 33.35 in x= (L-y)/2 M= w*x"2/2 = 8.7in = (fsoil*x"2)/(144'*2) Fb= S*(phi}"(fc)"0.5/.1.7 = 132.0 in-lb = 85.0 psi (Sec 1922.5.1) ...... --·----=-77.3 ~--·--· . ·-.. fv/Fv= Pu/(Apunct*Fpunct) = 0.73 < 1.33 OK y= (c*e)"'0.5 + t*2 = 15.9in S-slab= 1 *t" 2/6 = 4.17 in"3 fb/Fb= M/(S-slab*Fb) = 1.257 Ps= DL+LL = 3,863 lb < 1.33,0K Fpunct= 2.66*phi*sqrt(fc) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.38 < 1.00K y=· (c*e)A0.5 + t*2 = 15.9 in S-slab= 1*t"2/6 = 4.17 in"3 fb/Fb= M/(S-slab*AJ) = o.;;73 < 1.0,0K TYPE A.SROGIA F'aqe l ~ of ) q., 5/IG/200G -- I CA 928Q6 Iel· 714 456 QQ56 Fox· 714 456 QQ66 By: BOB Project: . GIA Project #: F-041006-5 Configuration & Summary: TYPE A. DOUBLE ROW Seismic Zone 4(Na=l.0) Tlong=0.27 sec/ Tshort=0,15 sec , Component Column. Column· Backer Beam Beam q>nnector Brace.:Hortzontal . B~e-Di~al Base Plate Anchor Level J 2 3 No~ Slab I Load . PerLevel 3,;200 lb 3,200-lb 3,200 lb TYPE I DROGIA . ' T T 60tt + 180" 60" t 42" + ~, 42" + 180" 42" + 60" 42" I L ' '---r--96" ~ _}.--42" ~ -+-42" ,r # Bmlvls 3 Fy=55 ksi None Fy=55ksi Fy=55ksi Fy=S~~i Fy=55 kst Fy=36 ksi 2~Base BeamSpcg 6().0 in 60.0in 60.0in Frame DepthjFrame Height! # Diagonals Beam Length I Frame Type 42in I 180.0 in I 4 96in I Intrconnected Description Hannibal IF3014-3x3x14ga P=4913 lb, M=12093 in-lb None None HMH 33140/3.~75" deep x 0.075" thk Lu=96in I Capacity: 42881b/pr Lvl i: 3 pin OK I Mconn=l3?12 in-lb I Mcap=16922 in-lb Hannibal 1-l/2xl-l/2x16ga ·Hcjnnibal 1-l/2xl-1/2x16ga 7x_Sx0.375 I Rxity= 8000 in-lb 0.5" x 3S Embed tfiLTI KWIKBOLTII ICBO ESR 1355 No Inspection (T=O lb) s· ttikx 2900 ~i slab, 500· psf Soil Bearing Pressure Brace 42.0in 42.0in 42.0 ii! 42.0in T~I: I Story Force . I Story Force Tra~ . Longit. 1501b 2991b 4491b 8970;> 1181b 2351b 3531b 7051b Column Axial 4,913 lb 3,275 lb 1,638 lb I Column I Moment 12,093 "# 8,813 "# 5,288 "# Conn. Moment 13,712 "# 10,309 "# 5,903 "# STRESS 0.6-0K N/A 0.75-0K 0.81-0K 0.13-0K 0.21-0K 0.71-0K 0.02-0K 0.83-0K Beam Connector 3 pin OK 3 pin OK 3 pin OK Pat3e \4 of \r:} 5/IG/200G 5-trur.:turol · .Conc;e,ts · ~~ Cngineering . '~ . 1729 S Douglass Rd Ste 8 Aoobeim CA 928Q6 Tel· 714 456 0056 Fox-714 456 QQ66 By:. BOB Project: GIA Project#: F-041006-5 Configura1;ion & Summary: TYPE B DOUBLE ROW Seismic Zone 4 (~a=1.0) · Tio~g=0.27sec I Tshort=0.15 sec '' . Compon~t Column Col_umh Backer Beam Bean:i Connector Brace-Horizontal . Brare-Diagonal Base Plate· Anchor Slab Level ·1Pe':.::e1 1 2 3 4 1,0QO lb · 3,2001b 3,200 lb 3,200 lb .Notes 'l TYPE B DROGIA . ' T 60" t 60" 180" t- 30" + 30" ' J ' ' #Bmlvls 4 Fy,=55 ks! Nooe Fy=55 ksi Fy=55 ksi Fy=SS ksi Fy=55ksi Fy=36 ksi 2perBase BeamSpcg 30.0in 30.0in 60.0in 60.0in .. ' 42" + 42" 180" + 42" .. t '\,, 42" ~-_,l__ }-42"~--f-42"--;f' Frame Depth! Frame Height! # Diagonals Beam Length I Frame Type ·42.in L 180;Q in I 4 96in I Intrconnected Description Hanoil:lal IBJ14-3x3x14g~ P=3275 lb, M=9551 in-lb None None HMH 33140/3.375" deep x 0.075" thk. Lu=96in I capacity: 41921b/pr Lvl 1: 3 pin OK_ I Mconn=5850 in-lb I Mcap=16922 in-lb Jjannibal H/2xl-1/2x16ga fianniQal 1:-1/2xl-1/2x16ga 7 x_ 5. x o_.375 I Rxity= 5306 in-lb 0.5" x 3,5" Embed HILTI KWIK BOLT II ICBO ESR 1355 No Inspection (f=O lb) s· thk x 2000 psi slab. 500 psf Soil Bearing Pressure Brace 42.0in 42.0in 42.0in 42.0in Total: I Story force I ~ry F~ . Tran~ Long1t. 28lb 1621b 324·1b 4861b 1,000-lb 221b 1271b 2551b ~21b 7861b Column Axial 5,450 lb 4,913 lb 3,275 lb 1,638 lb I Column Moment 5,305 "# 5,731 "# 9,551 "# 5,730 "# I Conn. Moment 5,850 "# 8,703 "# 8,702 "# 3,927 "# STRESS 0.43-0K N/A 0.24-0K 0.35-0K 0.15-0K 0.23-0K 0.62-0K 0.02-0K 0.95-0K Beam Connector 3 pin OK 3 pin OK 3 pin OK 3 pin OK 5/1 G/200G I 1 Strur.:tural .C~nc~ts ·;;.~ l:ngineering ~ 1729 S Douglass Rd Ste B 4nobeim CA 92806 IeF 714 456 QQ56 fox· 714 456 QQ66 By: BOB Project: _ GIA-Project#: F-041006-5 Configuration & Summary: TYPE C DOUBLE ROW T 60" 180" + 60" t 60" .I '- , r Seism,ic Zone #BmLV,s_ 4 (Na=l.0) 3 Tlong=0.27 sec/ Tshort=0.15 sec Component Column Fy=55 ksi Column Back~r None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=55 ksi Bra~pjagonal Fy=55.ksi Base Plate Fy=36ksi Anchor .2 per·Base Slab .. Level . , Load Per Level BeamSpcg 3 2,500 lb 60.0in Notes TYPE. C DROGIA T ,42" 180" + ,______. +/ 42" t.__l 42" + !'---l 78" _}.-42" --,,j--_}-42·· -,t Frame,~fFrame ~g~I-# Diagonals Beam Length I Frame Type 42in L 18Q.Oin .J 4 78in I Intrconnected .. Description Hannibal_~F3Qi4-~1~ P=2963 lb, M=6142 in-lb ~OnE:! None HMH 33FJOi3.375• _deep-x,O.Q75" thk Lu=78in I capacity: 5265 lb/pr Lvl 3: 3 pin OK ·1 Mi::onn=4017 in-lb I Mcap=16922 in-lb Hannibal 1-1/2x1-1/2x16ga ~nnibal 1-1/2xl-1/2x16ga 7x5.,c0.375 I Rxity= 6142 in-lb 0.5" x 3.5" !:mbed HILT! !(WIK BOLT![ ICBOESR 1355 No Inspection (T=O lb) s·-thk_x,?QOO psi slab. 500 psfSoil Bearing Pressure Brace 42.0in 42.0in I s~ Force J Story Force Trans.v . Longit 3311b 2601b Tal:Ql: . 549 lb 4311b Column I Axial 1,2881b Column I Conn. Moment Moment 3,894 "# 4,017 "# STRESS 0.31-0K N/A 0.47-0K 0.24-0K 0.08-0K 0.13-0K 0.49-0K O.Ql-OK 0.39-0K Beam Connector -. 3 pin OK 5/1 G/200G I ~ Struc;tural · Conc,e_ts · ~ Cngineering :-V 1729 S t:>011gloss Rd Ste B 4oobeim CA 92806 Toi· 714 456 QQ56 Eox· 714 456 QQ66 By: BOB Project: GIA Project #: f-041006-5 Configuration & Summary: TYPE D S.INGLE ROW Seismic Zone 4(Na=1.0) Tlong=0,77 sec/ Tshort=O;lS sec . Component · Column Column BackE:!.r Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Level 1 i 3 . Notes Slab IPe~el 2,500 lb · 2,500 lb 2,5001b TYPE D SROGIA T 60" 180" f.· 60" t 60" J. ' ' #BmLYls 3 fy=SS~i None Fy=S5 ksi. Fy=55 ksi. Fy=55 ksi Fy:;::55ksi . Fy=36ksi 2per~ BeamSpcg 60.0in 60.0in 60.0in T 42" . + / 42" 180" + 42" ... + 42" L- ~42"~ .f.rame Depthf Frame Height!.# Oiago11als Beam Length I Frame Type 42in I 180.0 in L 4 78in I Single Row Oes~ription STRESS · Hanniba.f IF3014-3x3x14ga P=3863 lb, M=7951 in-lb 0.42-0K None None N/A . HMH 33140/3.375" deep x 0.075" thk I..u=78in I capacity: 52651b/pr 0.47-0K Lvl 1: 3 pin OK I Mconn=9533 in-lb I Mcap=16922 in-lb 0.56-0K '. Hannibal 1-1/2xl-1/2x16ga 0.2-0K 1-fannibal 1-1/,4Xl-1/2x16ga 0.32-0K 7x5x!),375 I Rxity= 7952 in-lb 0.64-0K 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO ESR 1355 No Inspection (T=1439 lb) 0.49-0K s· thk x 2000 psi·slab. 500 psf Soil_Bearing Pressure Brace· 42.0in 42,0 in 42.0in 42.0in ·1 5tory·Force I Story Force · Tra.nsv Longit-. 2301b 4601b 6901b 931b 1861b 2791b Total,: 1,380 lb 5581b rage l<7 of 1'1 Column Axial 3,863 lb 2,575 lb 1,288 lb I Column Moment 7,951 "# 6,975 "# 4,185 "# I Conn. Moment 9,533 "# 7,650 "# 4,163 "# 0.95-0K eeam Connector 3 pin OK 3 pin OK 3 pin OK 5/1 G/200G ·_J