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Home My WebLink About2791 LOKER AVE W; ; CB061772; Permit,,. City of Carlsbad 08-24-2006 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB061772 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: 2791 LOKER AV WEST CBAD Tl Sub Type: 2090811500 Lot#: $17,400.00 Construction Type: Reference #: LG PHILIPS: STORAGE RACKS INDUST 0 NEW Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 06/20/2006 JMA 08/24/2006 08/24/2006 PRO SURPLUS INC. 1350 E. 6TH ST LBA INDUSTRIAL FUND-HOLDING CO II INC LAYTON BELLING & ASSOCIATES 92879 951-278-3500 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee STD #2 Fee STD #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 $161.29 $0.00 $104.84 $0.00 $0.00 $3.65 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 17901 VON KARMAN AVE #950 IRVINE CA 92614 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFD 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: $269.78 Total Payments To Date: $269.78 Balance Due: Inspector: M ~ __ IN STOR/\.C _ATTACHE.J- FINAL APPRO AL Date: /o l>0 0 '=> 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 ?? $269.78 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. 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 f I xacti of which u have r viousl been iven a NOTICE imi r this or a t hi h th statute of limi ati ns has revio sl otherwis ex ir d. PERMIT APPLICATION FqitilM~ic~~~i(~/2006 001 33 PLAN CHECK NO. C50,t 7'1.-:z_ CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. f 7, 'f:0-V Plan Ck. Deposit _________ _ Validated By .J ==" Date '1{2.0/n..b. ;iillllllm~~-lw!&'l:;;>L ;. ; ' '~: .•... ,£, .. .. . / .J..-, q 1 .4,, Ire< Ave. 0-cs t c':~:,:~:qz=<" .AHiA:i%E ,' ,, ,,,,,f.:lidl'./;--· Address (include Bldg/Suite #I L. (r PA I I, Pr l c D A ,,_,e,.,:, c ,;. Business Nlme (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Assessor's Parcel # Existing Use Proposed Use lhJ'f§ 11-, t-/qi.,, o4' ,C/,rr4 h rq c ,f S: '2. I D L/ Total # of units Description of Work / #of Stories # of Bedrooms # of Bathrooms ·-tiill li.!Efioil!(ff,.O#e'Bflt~n1Pi>!latlll!:!' ' e_, · .. ,,j)Jz!Ei:'.:' \ill\ill/iw . ,,,, :77, h~ Leen tier-as t/,J I Pto-RtJ ffi A-v-.e P/tt:1ce,,,,,·l/,,s Name Address City , ,;ftllii.· r0ter:. u ,,,,,, •• ·~·):~~ CA 7 2-J' :>~ 71 4 2 .. :2...H. J-¥3/ State/Zip Telephone# Fax# ~,~,:~,:1:~,:~:;:~t~~:{y~[J·p.g~nr1t<ifil~i!1ftraet:iit:~!r'fil~~-j~;.·[31!'~ftllfflvn~r1t' Name k!J Address City State/Zip Telephone# • Jlji:;: A;l:1111£ · · ' · · <'~1'!1 ,. Name Address City State/Zip Telephone# l;Jl;::•1!{/HIFM~i'.Dft'!1:1ta'lell¥NJl'-;;Y~°*;;'* •rnmt~!'' . t:#1 ,.,,.. ·I-~;; . · >'."~ii;;;:.;].~;i~::\ .. ,;: . .:~ (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 issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [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 ($5001). 11-o df,t,rp/tA.S /ac. 12s-r:, E. t,nJI-LJl:::r.Mca CA 92,,2 (CJ:s-,,) 2 7 i-:rr6"b Name I Address City State/Zip Telephone# State License # 7 S:7 "I li-8 License Class __________ City Business License # 70 A--f' .P L)-( Designer Name Address City State/Zip Telephone State License # _________ _ •1-.,;re1u11:mni,,<···· '\' c; .. ··. '.::' .. = .:.·· ." .. ' .. ' .. ·' .. :' .. ·"',·' · ,, .. ·:· ~ ·· . .:pz:::;;,;1llfilf:.'11'"''"'. •.. : , •· ·• ·· 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 workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 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 compensatio"E1~1f t,!rier and j.olicv, ~b re: .J-, ~ ~ g-3-;;;,.4-7 Insurance Company ,[~o1icy p(o., :2 71 i </I, -Expiration Date 7 / / 4 {. r, (THIS SECTION NEED NOT BE COMPLE ED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not empfo~'a'?iy 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 ($1 ,0001, in addition t e cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. ~ SIGNATURE"i;;~~-i'm;~~~~~---ii~iiiiii•iiii•iiiiii•~ii~, DATE ~./ ~ b /l\ C.. ~-'B~lt)1'eil;A;RAJ'iij'f,J;:' ,3,!HIJ9i'fii!{f'l:;t;fMf)il<' ·.. . .. .. ,: ;!!'~"',;~· '''[!::~1:1:lilJ)ti•~!!: I hereby affirm that I am exempt from 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 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ 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. 0 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 / typa of work): _______________________________________________________ _ PROPERTY OWNER SIGNATURE_______________________ DATE _________ _ -----~·-Pl1M~&m!'lt~d~ITS::O!liY¢iill1! ,A•.:,,,d,M·. ·:::~~"'.:f,i~t=rm.-1,a~if('.l' /1:fl/!S"~i;.,;;;1r:•'i,1Z::if'i%'*1f:?Ztik;,i;0;,;~ 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? D 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 O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O 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. lri~t&---.qlllli~!NBllfflPVL,t,::t'L;;.: 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). 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 representatives of the Citt 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 within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned , y at any time after the work is commen~d_)II' ~fod of 18 da (Section 106.4.4 Uniform Building Code). ~APPLICANT'S SIGNATURE ~~ DATE vfa y~ I. YELLOW: Applicant PINK: Finance lns.pection List Permit#: CB061772 Type: Tl INDUST LG PHILIPS: STORAGE RACKS Date Inspection Item Inspector Act Comments -~--,-------- 10/27/2006 14 Frame/Steel/Bolting/Weldin RI OR 692-0926 10/27/2006 14 Frame/Steel/Bolting/Weldin MC Fl WEIGHT PLAQUES POSTED FOR STORAGE RACKS 10/27/2006 19 Final Structural MC Fl 10/26/2006 19 Final Structural RI PLEASE INSPECT AFTER 1 0AM 10/26/2006 19 Final Structural MC co NOTICE ATTACHED Monday, October 30, 2006 Page 1 of 1 EsGil Corporation In a?artnersliip witli l}overnment for <Builaing Safety DATE: 8/ 15/06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 061772 SET:11 N REVIEWER D FILE PROJECT ADDRESS: 2791 Loker Ave. West PROJECT NAME: Storage Racks for LG Phillips D D D D 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 below are resolved and checked by building department staff. 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Fax#: Mail Telephon Va~n Person Date contac~ed: ~,,._ . iby: ) REMARKS: City to field verify that the path of travel from the handicapped parking space to the rack area and bathroom serving the rack area comply with all the current disabled access requirements. 2. Fire Department approval is required .. --··[} (/k,R_ By: David Yao Enclosures: Esgil Corporation 0 GA O MB O EJ O PC 8/8 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partners nip wit{& qoiiernment for <Buitifin9 Safety DATE: 6/30/06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 061772 PROJECT ADDRESS: 2791 Loker Ave. West PROJECT NAME: Storage racks for LG Phillips SET:I D APPLICANT D JURIS. 0 PLAN REVIEWER D 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. 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: Tony Landeros 431 Purds Ave. Placentia, CA 92870 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporatio·n staff did advise the applicant that the plan check has been completed. Person contacted: Tony Landeros Telephone#: 714-223-6844 Date contacted: -:,-I 2;, / a lo (by: ~ ,Y) Fax #: 714-223-6846 Mail Telephone,.../ Fax/ In Person D REMARKS: By: David Yao Enclosures: Esgil Corporation 0 GA O MB O EJ O PC 6/22 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 C~ty o( ·carlsbad 061772 6/30/06 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2791 Loker Ave. West DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/22 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 061772 DATE REVIEW COMPLETED: 6/30/06 This plan review is limited to the technical requirements contained in the Uniform 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. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections on the originals and submit two new complete sets of prints to: ESGIL CORPORATION. • 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? 0 Yes 0 No C~ty o~ ·carlsbad 061772 6/30/06 • 1. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. (No calculation was provided) 2. Only the storage racks are included in this plan review 3. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24. 4. USC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. Please provide a signed copy of the designer's or contractor's construction cost estimate of all work proposed. 5. 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 USC Tables 3-D and 3-E. 6. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. Show a 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 requirements. Title 24, Part 2. 7. Obtain Fire Department approval for groups F, Mand S occupancy storage per USC Sections 306.8, 309.8 and 311.8. 8. Indicate the clearance from the new racks to the existing building walls and building columns. 9. Provide forklift protection per Section 2222.5. (or Provide calculation to show the rack comply with the exception.) Recheck the "pallet" racks as follows: 10. Include the 25% increase in vertical loading for impact per Section 2228.2 11. Recheck all connections on sheet SCE 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. 12. Check the base plate anchors as follows: a) Check the transverse seismic for overturning with only the top shelf loaded with the force acting through the center of gravity of the top load per Section 2228.7. 13. 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 City of' Carlsbad 061 772 6i30/06 seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member) . . · 14. Check the slab stress for the maximum transverse overturning axial load. Show the slab thickness on the plans per the calculations. Check the maximum slab stress under the base plate per Section 1915.4.2. 15. 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. 1--~-City of'(;arlsbad 061772 6130/06 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 061772 DATE: 6/30/06 BUILDING ADDRESS: 2791 Loker Ave. West BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. storage racks per city Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Plan Check F~~ by C>rdina~~~~~~~=:yj Type of Review: Complete Review D Structural Only 0 Repetitive Fee 3 Repeats Comments: D Other D Hourly .___ ___ ___.I Hour* Esgil Plan Review Fee ($) 17,400 17,400 $161.29! $104.84\ $90.321 Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NU111ER ca Ob-· I 7 .-z 2. DATI Ge [ 2..2, { okz ADDIDS ;;L J q I Lo~ \ .;)gp?f · · · WISIDINTIAL RISIDINTIAL ADDfflON MINOR I< $10,000.GOJ . Pt.A2A CAMINO REAL CARLSBAD COMPANY STORES VILLAGli FAIRI CGMPLUa OFFICI BUILDING OTHER_..;;:q:P6~----°a--¥=g_;._~ __ e;,t....,_~-------+----- PLANNER .~ __.-/ DATE t;t.:f¼· <:;arlsbad Fire Department Plan Review Requirements Category: TI, INDUST Date of Report: 06-28-2006 Name: Address: Permit #: CB061772 Job Name: Job Address: LG PHILIPS: STORAGE RACKS 2791 LOKER AV WEST CBAD BUILDING DEPT. COPY Reviewed by: ----4-~~v- Htl!!Qfiif ZEIE Ifie it&n 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 coipments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. storage. High piled combustible storage is storage of combustible materials of more than 500 square feet where materials are stored over 12 feet in height from the floor to the top of the storage. For certain high-hazard commQdities, storage height over 6 feet will require a permit from the fire department. ,i.Nlllll-'11...-!-i-,~i~cl~e 1 of the California Fire Code requires a permit for the installation of high piled storage racking. Please contact this office at 760-602-4665 for information on obtaining a use permit. Entry: 06/28/2006 By: GR Action: PA Awexed for the purpose of building permit issuance. No storage shall be permitted until after all inspections and permits have been issued. " S~rura1 · \., ts ngineering 1729 S. Douglass RD, ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Project: LG PHILLIPS Project#: f-()6()506-2 Date: / " l; ; t u Address: 2791 LOKER AVE. CARLSBAD, CA. 92010 Plan Check #: 61772 Plan Review Responses 9. Please see added calculations page 7.2 where columns have been shown adequate without the use of post protectors per section 2222.5 of the code. 10. Please see revised calculations page 8 where the 25% impact load has been taken into consideration. Note that per the code, since there are 2 unit loads per beam level we divide the 25% by 2 and thus get the total of 25% as required. 11. Please see revised calculations page 9 where the connection analysis has been provided as required. 12. Please see revised calculations page 11 where anchors have been checked with both top loaded and fully loaded conditions as required. /::J 13.Please see revised calculations page 7.3 where column weak axis moment plus bending has been provided as required. t 14. Please see revised calculations page 13 where the axial plus axial from overturning is considered when considering the critical stress on the slab. See page 12 for critical base plate analysis. Please feel free to call with any questions you may have regarding the above matters. ~ Bob Sharifi tructural Concepts Engineering 1729 S. Douglass Rd, Suite B Anaheim, CA 92806 Tei: 774.456.0056 Fax: 774.456.0066 e-mail: sceng@engineer.com Prqject Name : LG PHILLIPS Prqject Number: F-060506-2 Date: 07/10/06 Street: 2791 LOKER AVE. City/State : CARLSBAD, CA. 92010 Scope of Work: STORAGE RACKS 1 0 2006 Structur:-al ·Canc~pts :;fii,A Engineering ·~~~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714-456.0056 Fax: 714.456.0066 By: 608 Pc-aject: LG PHIL.LIPS Pc-eject #: f-060506-2 TABLE OF CONTENTS Title Page ...... .. . .. . . .. . . . .. . . ... . . . .. ...... ... . . . . . . . . .... ... ..... .. . .. . ... ... . . .. ........ .. .. . . . ... .. . . . . . .... ... . .. . . 1 Table of Contents..................................................................................................... 2 Design Data and Definition of Components . ... . . .. .. .... ...... .. ... .. .. . .. . . . . . ... . ... . . . . . .. . . ....... 3 Critical Configuration . . ...... .. . ....... .... ..... ....... ...... .. . . . .. ............ .. ........ .. .. . . .. . .. . .. ... . . . . .... 4 Seismic Loads ........ .. . . ..... ... . . .. ..... ... . .. .. . ... ... . .. .... ... ........ .... ........ ....... .. .. .. ... ..... ....... .. .. 5 to 6 Column.................................................................................................................... 7 Beam and Connector . .. . ... .. .. ....... ... . .. . .. ... ....... .. . .. . . . . . .... ......... ... .. .. .. .. .. ... .. ...... .. . . . .. . . . . 8 to 9 Bracing.................................................................................................................... 10 Anchors................................................................................................................... 11 Base Plate ................................................................................................................ 12 Slab on Grade .......................................................................................................... 13 Other Configurations ... .... . .. ............. ....... ..... . .......... ....... ................. .... . . .. .... ..... . . ...... 14 1YPE I sR-LG P1"11LL!PS Page Q_ of I\ G/G/200G Structural ' c~n~epts ~--4 Engineering ·---J 1729 S. Douglass l<d, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: L..G PHiLL!PS Projec+ ~: f-060506-2 Design Data 1) Toe analyses conforms to the requirements of the 2001 CBC, utilizing division X of chapter 22 and section 1630.2 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=SS ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=SS ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein. Installer must provide any special inspection 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 E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) Toe slab on grade is 6" thick with minimum 2000 psi compressive strength. Soil bearing capacity is 1000 psf. Definition of Components ~= Frame Height t= A Beam Spacing Front View: Down Aisle (Longitudinal) Frame i Column Beam to Column Connector Base Plate and Anchors LFrame-1 1 Depth 7 Section A: Cross Aisle ([ransverse ) Frame Horizontal Brace Diagonal Brace The components hei-ein 4i-e qesigned within the guidelines o(the 2001 CBC .:ind with due i-eg.:ircl to est4b!ished industi-y st.:ind4i-ds set foi-th by the ~ck ,i\~.:inufuctmei-'s Institute. The fin;:il design o(the system is v.:ilid only with proper .:ipprov;:i! from the furis 1YPE i 5R-LG PHJ~U~S Page J of l '-( G/G/200G Structur.al · Ca·nc.epts ~-;;J Engineering ···-~ 1729 S. Douglass Rd. Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Projec-r. LS PH1L:....!PS Project :i:t: f-060506-2 Configuration & Summary: TYPE 1 SINGLE ROW ,_ T 78" 180" + 78" -I -- Seismic Zone #Bmlvls 4 (Na=l.0) 2 Tlong=0.24 sec/ Tshort=0.14 sec Component Column Fy=55 ksi Column Backer None Beam Fy=55 ksi Beam Connector Fy=SS ksi Brace-Horizontal Fy=55 ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab Level I Load Per level BeamSpcg 1 2,500 lb 78.0 in 2 2,500 lb 78.0 in Notes TYPE I sR-LG PHILLIPS T / 62" + "'"-' 180" 52" "'--+ ', /' 52" // -L / - 99" ~ 42" _,,.j Frame Depth! Frame Height! # Diagonals Beam Length I Frame Type 42in I 180.0 in I 3 99in I Single Row Description INTLK LU75/3x3x13ga P=2575 lb, M=13950 in-lb None None Hnbl 33140/3.375" deep x 0.075" thk Lu=99in I capacity: 4049 lb/pr Lvl 1: 3 pin OK I Mconn=12035 in-lb I Mcap=20306 in-lb Intlk 1-1/2xl-1/2x14ga Intlk 1-1/2xl-1/2x14ga 8 X 5 X0.375 I Fixity= 0 in-lb 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO ESR 1355 No Inspection (T=707 lb) 6" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure Brace 52.0 in 52.0 in 62.0 in Total: I Story Force I Story Force Transv Long it. 3071b 1241b 6131b 2481b 9201b 3721b Page ¼ of l l-( Column I Axial 2,575 lb 1,288 lb Column I Conn. Moment Moment 13,950 "# 12,035 "# 4,836 "# 5,060 "# STRESS 0.46-OK N/A 0.62-OK 0.59-0K 0.12-OK 0.29-0K 0.24-OK 0.16-OK 0.26-OK Beam Connector 3 pin OK 3 pin OK G/G/200G S-tructur:ol ·Canc~pts ~/) Engineering -~~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Te!: 714.456.0056 Fax: 714.456.0066 By: BOB ProjecT: LG PHiLLiPS Seismic Forces Configuration: TYPE 1 SINGLE ROW Lateral analysis is performed with regard to sections 2228.5.2 and 1630.2 of the 2001 CBC Base shear is highest of: 1) Cv*I*W/(R*T*l.4) (EQ 30-4) <= 2.5*Ca*I*W/(R*1.4) (Eq 30-5) 2) 0.ll*(a*I*W/1.4 (Eq 30-6) 3) 0.8*Z*Nv*I*W/(R*l.4) (Eq 30-7) 4) 1.5%*(DL+LL) (Sec 2228.3.2) Transverse (Cross Aisle) Seismic Load T= Ct*(H)°-75 = VEQ30-4= 0.742 VEQ30-6= 0.035 Base Shear Coeff= 0.1786 Level 1 2 LL 2,500 lb 2,500 lb Longitudinal (Downaisle) Seismic Load T=(Ct)*hA0.75= 0.24 sec VEQ 30-4= 0.340 VEQ 30-6= 0.035 Base Shear Coeff= 0.1403 Level 1 2 LL 2,500 lb 2,500 lb 0.14sec Ct-transv= 0.020 <= VEQ 30-s= 0.1786 V222B.3.2.= 0.015 VEQ 30.7= 0.033 n-transv= 1 Vtransv= Base Shear Coeff * (EDL + Ell/n-transv) = 0.1786 * (150 lb + 5000 lb/1) = 9201b LL/(n-transv) 2,500 lb 2,500 lb 5,000 lb DL 751b 751b 1501b hi 78in 156in W=5150 lb Ct-long= 0.035 <= VEQ 30-s= 0.1403 V222s.3.2.= 0.015 wi*hi 200,850 401,700 602,550 Vlong= Base Shear Coeff * (I:DL + EU/n-long) = 0.1403 * (150 lb + 5000 lb/2) = 372 lb LL/(n-long) DL 1,250 lb 75 lb 1,250 lb 75 lb 2 500 lb 1501b hi 78in 156in W=2650 lb f'age ') of t '1 wi*hi 103,350 206,700 310 050 P:-ojec-: rl: f-060506-2 I= 1.0 Seismic Zone 4, Z= 0.4 ca= 0.44 Na= 1.0 Cv= 0.64 Nv= 1.0 (Transverse) R= 4.4 Fi R*hi 306.7 lb 613.3 lb 23,923-# 95,675-# 9201b Z:=119,597 (Longitudinal ) R= 5.6 n-long= 2 Fi 124.0 lb 248.0 lb 3721b G/G/200G S-tructurnl ·Canc.epts ~ ,,,-ng1neenng ~~=-?iE·. ·--~ 1729 S. Douglass Rd, Ste 13 Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: B03 Projec1: L.-G PrliU..iPS Downaisle Seismic Loads Configuration: TYPE 1 SINGLE ROW Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity. Seismic Story Forces Vlong= 372 lb Vcol=Vlong/2= 186 lb Fl= 124Ib F2= 248 lb F3= 0 lb Typical frame macle Ttihirtary at~ of two columns ofrackh-.ime "-._ ... ____ _ , I E] G. a--·a·-a··-'GJ· ~ -·-··.,.-.. · .. 1-.' .-. . . . .·. . I ... -~ . ' .·, ... -I : .. :, .. 1 1 BGB·-··ra··· EJ···G ---.. ·. .. -. . ·-· · __ -. . . , : . ~ I .. -_ --.· . .-. ~ I ·.--.. _. __ . Seismic Story Moments Conceptual System Project~: f-060506-2 Typical Frame made of two columns ,-~-- Mbase-max= 0 in-lb <=== Default capacity Mbase-v= (Vcol*hleff)/2 hl-eff= hl -beam clip height/2 = ?Sin = 6,975 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = O in-lb M 1-1= [Vcol * hleff]-Mbase-eff = (186 lb * 75 in)-0 in-lb = 13,950 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (13950 in-lb+ 4836 in-lb)/2 = 9,393 in-lb LEVEL 1 2 hi 78in 78in TYPE ! sR-LG PHILUPS Axial Load 2,575 lb 1,288 lb M 2-2= [Vcol-(Fl)/2] * h2 = [186 lb -124 lb]*78 in/2 = 4,836 in-lb Mseis(2-2)= (4836 in-lb+ O in-lb)/2 = 2,418 in-lb Summary of Forces Column Moment 13,950 in-lb 4,836 in-lb Page Mseismic 9,393 in-lb 2,418 in-lb {eof l v( Mend-fixity 2,642 in-lb 2,642 in-lb Vcol 1 h 2 " ,-- ·1 h 1 h1eff ' 11 Beam to Column Elevation Mconn 12,035 in-lb 5,060 in-lb Beam Connector 3 pin OK 3 pin OK :;1:;1200:; Structur-al · Co~c~pts ~"4 Engineering -----~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Te!: 714.456.0056 Fox: 714.456.0066 By: SOB Projecr: L.G ?HlL:...IPS ProJecr :l:f: f-060506-2 Column Configuration: iYPE 1 SINGLE ROW Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Loads Section: INTLK LU75/3x3x13ga Aeff = 0.757 inA2 Ix = 1.320 inA4 Sx = 0.879 inA3 rx = 1.320 in Qf= 1.67 E= 29,500 ksi Iy = 0.871 inA4 Sy = 0.574 in A 3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 Kx= 1.2 Lx = 78.0 in Ky= 1.0 Ly= 52.0 in Cb= 1.0 y-·-·-t·-·-y I0.090 in x ~0.75in Axial=P= 2,575 lb Moment=Mx= 13,950 in-lb (Column stresses@ Level 1) Axial Analysis Kxlx/rx = 1.2*78"/1.3196" = 70.9 Fe= nA2E/(KL/r)maxA2 = 57.9ksi Pn= Aeff*Fn = 31,742 lb P/Pa= 0.16 Bending Analysis > 0.15 Kyly/ry = 1*52"/1.08" = 48.1 Fy/2= 27.5 ksi Qc= 1.92 Check: P/Pa + (Cmx*Mx)/(Max*µx) :S 1.33 P/Pao + Mx/Max s 1.33 Pno= Ae*Fy Pao= Pno/Qc Fe> Fy/2 Fn= Fy{l-Fy/4Fe) = 55 ksi*(l-55 ksi/(4*57.9 ksi)J = 41.9 ksi Pa= Pn/Qc = 31742 lb/1.92 = 16,533 lb Myield=My= Sx*Fy 3.000 in _J_ : 0,757 inA2 *55000 psi = 41,635 lb = 416351b/l.92 = 21,685 lb = 0.879 inA3 * 55000 psi = 48,345 in-lb Max= My/Qf = 48345 in-lb/1.67 = 28,949 in-lb µx= {l/[l-(Qc*P/Pcr)JV-1 = {l/[1-(l.92*2575 lb/43868 lb)]}"-l = 0.89 Combined Stresses Per= nA2EI/(KL)maxA2 = nA2*29500 ksi/(l.2*78 in)A2 = 43,868 lb (2575 lb/16533 lb)+ (0.85*13950 in-fb)/(28949 in-lb*0.89) = (2575 lb/21685 lb)+ (13950 in-lb/28949 in-lb) = 0.62 0.60 < 1.33, OK < 1.33, OK TYPE ! ,c,R-LG PHILLIPS Page f:\.of ( '1 (EQ C5-1) (EQ C5-2) 6/6/2006 Str~ural. , . · \., onEts ~ ngineering ~~ 1729 S, Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Project: LG PHILLIPS Project#: F-060506-2 Column-Exposed Post Check Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Oledc post protector requirement of 2001 CBC Sec 2222.5 Section Properties Loads Section: 3x3x13 ga Aeff = 0.757 in/\2 Ix = 1.320 in"4 Sx = 0.879 in"3 rx = 1.320 in Qf= 1.67 E= 29,500 ksi Axial=P= 2,575 lb Axial Analysis Kxlx/rx = 1.7*78"/1.32" = 100.5 Fe= n" 2E/(KL/r)max" 2 = 28.9ksi Pn= Aeff*Fn = 21,793 lb Iy = 0.871 in/\4 Sy= 0.574 in"3 ry = 1.080 in Fy= 55 ksi Cmx= 0.85 width= 3.000 in depthl= 3.000 in thickl= 0.090 in Moment=Mx= 0 in-lb Kyly/ry = 1 *52"/1.08" = 48.1 Fy/2= 27.5 ksi Qc= 1.92 P/Pa= 0.23 > 0.15 Bending Analysis Check: P/Pa + (Cmx*Mx)/(Max*µx) $ 1.33 P/Pao + Mx/Max $ 1.33 Pno= Ae*Fy = 0.757 in"2 *55000 psi = 41,635 lb Pao= Pno/Qc = 416351b/l.92 = 21,685 lb Kx = 1.7 Lx = 78.0 in Ky= 1.0 Ly= 52.0 in Cb= 1.0 Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*28.9 ksi)] = 28.8 ksi Pa= Pn/Qc = 21793 lb/1.92 = 11,351 lb Myield=My= Sx*Fy = 0.879 in"3 * 55000 psi = 48,345 in-lb Max= My/Qf Per= n"2EI/(Kl)max"2 = 48345 in-lb/1.67 = 28,949 in-lb = n"2*29500 ksi/(l.7*78 in)"2 = 21,858 lb µx= {1/[1-(Qc*P/Pcr)]}"-l Combined Stresses = {l/[1-(1.92*2575 lb/21858 lb)]}"-1 = 0.77 (2575 lb/11351 lb) + (0.85*0 in-lb)/(28949 in-lb*0.77) = r"-~--...-H ,..,__,,_,...,..,_,.,.._ ....... . "'' ,,.,,..._~ ...... . ~, --'. J"-; .-• C' ';l~ 'f _F \ n;-.,-, ----~·ac ,;1;-1;;;;_.i-ri'"f""!---. 1il-~~1, = -...-----, --------·-.1 1,'J_ 0.23 < 50%, OK per sec. 2222.5 t..·-~L... Str~ural . · , · \,onEts ~ ngineering ~~ 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOBS. Project: LG PHILLIPS Project #: F-060506-2 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: 3X3Xl3GA Aeff = 0.757 inA2 Ix = 1.320 inA4 Sx = 0.879 in"3 IX= 1.320 in Qf= 1.67 E= 29,500 ksi Cb= 1.0 Iy = 0.871 inA4 Sy= 0.574 inA3 ry = 1.080 in Fy= 55 ksi ~ ~ 0.075in J_ My Cmx= 0.85 width= 3.000 in depthl= 3.000 in thickl= 0.090 in Lx = 78.0 in Ly= 42.0 in Transvetse Elevation Loads Movt= 137,537 in-lb Frame Depth= 42 in Seismic Axial=Pv= Movt/d = 3,275 lb Axial Analysis Kxlx/rx = 1.2*78"/1.32" = 70.9 Fe= n"2E/(KL/r)maxA2 = 57.9ksi Pn= Aeff*Fn = 31,748 lb P/Pa= 0.35 Bending Analysis > 0.15 Oleck: P/Pa + (Cmy*My)/(May*µy) :$ 1.33 P/Pao +My/May:$ 1.33 Pno= Ae*Fy Static Axial=Ps= 2,575 lb Ptotal=P= 5,850 lb Kyly/ry = 1 *42"/1.08" = 38.9 Fy/2= 27.5 ksi Qc= 1.92 Pao= Pno/Qc V= 920 lb h= 5 in Moment=My= V*h = 4,600 in-lb Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*57.9 ksi)] = 41.9 ksi Pa= Pn/Qc = 31748 lb/1.92 = 16,536 lb Myield=My= Sy*Fy h = 0.757 in" 2 *55000 psi = 41,635 lb = 41635fb/1.92 = 21,685 lb = 0.574 in"3 * 55000 psi = 31,570 in-lb May= My/Qf = 31570 in-lb/1.67 = 18,904 in-lb µx= {l/[l-(Qc*P/Pcr)]}A-1 Combined Stresses = {l/[1-(l.92*5850 lb/43868 lb)]}"-1 = 0.74 Per= nA 2EI/(KL)max" 2 = nA2*29500 ksi/(1.2*78 in)A2 = 43,868 lb (5850 lb/16536 lb} + (0.85*4600 in-lb)/(18904 in-lb*0.74) = (5850 lb/21685 lb)+ (4600 in-lb/18904 in-lb)= 0.63 0.51 < 1.33, OK < 1.33, OK ·,.~ (EQ CS-1) (EQ CS-2) Structural · Ca'ncep-ts ~--/) Engineering -~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Sy: 803 Project: L.G PH!L--'....iPS P:oject :f;: f-060506-2 Beam Configuration: 1YPE 1 SINGLE ROW Toe beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. Designed per section 2228 of the 2001 CBC Toe impact load on the beam is addressed by including the Impact Factor "a" in the determination of the beam center bending stress. Section Properties Beam Member= Hnbl 33140/3.375" deep x 0.075" thk t-1.750in ,j-+--2.750inl Beam at Level= 1 Beam Type= Formed Ix= 1.337 in1'4 Sx= 0.750 in"3 Length=L= 99.0 in Lu= 99.0 in Beam Weight= 4.0 lb/ft Thickness= 0.075 in Beam Shape= Step T ._.,.,, 3.375in == --1- Impact Factor (a)=[l-(25%/2)]= 0.875 1 0.075in ~ Loads Bendin % End Rxity= 25 % 0 = 0.25 Mcenter= B*(wl"2/8) = 0.832*(wl"2/8) Mends= 0*Mmax(fixed ends) = (wl"2/12)*0.25 = 0.0208*wl A 2 Fb= 0.6 * Fy = 33,000 psi Fb-eff= 33,000 psi Live Load/Pair= 2,500 lb Mcenter= 0.104 * wL"2 = 13,210 in-lb M= 13,210 in-lb fb= (M/Sx)/a = 20,129 psi Bending Capcity= 4,141 lb/pair Deflection Defl-allow=L/ 180 = 0.550 in Deflection Capacity= 4,049 Jb/Pair Coeff B= 0.104/0.125 = 0.832 Mcenter= Mcenter(sirnple ends) -0*Mcenter(fixed ends) = wL A 2/8 -(0,25 * WL A 2/12) = wL"2/8 -wl"2/48 = 0.104 * wL A2 Fy= 55,000 psi Dead Load/Pair= (4 lb/ft) * 2 * 99 in/12 = 661b Mends= 0.0208*wL" 2 = 2,642 in-lb fb/Fb= 20129 psi/33000 psi = 0.61 <= 1.0, OK Defl= B * [5wL "4/(384*E*Ix)] Dist Load=w= 13.0 lb/in = [5*13 lb/in*(99 in)A4/(384*29.5x10"6 psi * 1.337 in"4)]*0.832 = 0.343 in <= 0.55 in, OK < = = = Critical Allowable load per beam pair= 4,049 lb TYPE ! sR-LG PHILLIPS Page f of \'--f G/G/200G ~-t~~r.~I · Ve ts ngineering 729 S. Daugiass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: LG PHILLIPS 3 Pin Beam to Column Connection TYPE 1 SINGLE ROW Mconn max= 12,035 in-lb Load at level 1 ---,.- 1" _______.P3j/ __L 1/2" ~112" Connector Type= 3 Pin Shear capacity of Pin Pin Diam= 0.44 in Ashear= (0.438 in)A2 * Pi/4 = 0.1507 in1'2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507inA2 = 3,315 lb Bearing capacity of Pin Per thei996 AISI Cold Formed Steel Manual, Sec E3.3: tcol= 0.090 in Omega= 2.22 Fy= 55,000 psi Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu "' diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in "' 0.09 in/2.22 = 2,562 lb < 3315 lb Moment capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tclip= 0.18 in = Pl +Pl *(2.5"/4.5")+P1 *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 inA3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thus, Pl= 2,562 lb Mconn-allow= [Pl *4.5"+Pl *(2.5"/4.5")*2.5"+Pl *(0.5"/4.5")*0.5"]*1.33 = 2562 LB*[ 4.5"+(2.5"/4.5")*2.5" + (0.5"/4.5")*0.5"]* 1.33 = 20,306 in-lb > Mconn max, OK TYPE I sR-LG PI-JILLIPS Page '~ of l '-1 Fy= 55,000 psi Sclip= 0.127 inA3 d= E/2 = 0.50 in Project 1'!: f-060506-2 G/G/200G Str;ucturol ·c· oncep~s By: BOB Project: l_G Prl!i...LlPS ProJeCt tr: f-060506-2 Transverse Brace Configuration: 1YPE 1 SINGLE ROW Section Properties Diagonal Member= Intlk 1-1/2xl-1/2xl 4ga Area= 0.315 inA2 r min= 0.488 in Horizontal Member= Intlk 1-l/2xl-l/2xl4ga 1-3-1.soo in-j Fy= 55,000 psi K= 1.0 Qc= 1.92 R loin J_ Area= 0.315 inA2 r min= 0.488 in Fy= 55,000 psi K= 1.0 Frame Dimensions Diagonal Member Bottom Panel Height=H= 52.0 in Frame Depth=D= 42.0 in Column Width=B= 3.0 in V=Vtransv= 920 lb Ldiag= [(D-B*2)"2 + (H-6")A2)Al/2 = 58.4 in Pmax= V*(Ldiag/D) = 1,2791b Pn= AREA*Fn = 0.315 inA2 * 20320 psi = 6,401 lb Pallow= Pn/Q = 6401 lb /1.92 = 3,3341b Clear Depth=D-B*2= 36.0 in X Brace= NO SINCE Fe<Fy/2, (kl/r)= (k * Ldiag)/r min = (1 x 58.4 in /0.488 in ) = 119.7 in Fe= piA2*E/(kl/r)"2 = 20,320 psi Fn= Fe = 20,320 psi Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.075 in Typical Panel Configuration Weld capacity= 0.75 * tmin * L * Fu * 1.33/2.5 fa/Fa= 0.38 Horizontal brace Pmax=V= 920 lb (kl/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.488 in = 86.1 in SINCE Fe>Fy/2, Fn=Fy*(l-fy/4fe) = 35,745 psi fa/Fa= 0.16 TYPE l sR-LG Pt"iiLL!PS <= 1.33 OK <= 1.33 OK Fe= piA2*E/(kl/r)"2 = 39,275 psi Pn= AREA*Fn = Q,315inA2*35745 psi = 11,260 lb Page lD of \ i 4,875 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 11260 lb /1.92 = 5,864 lb G/G/200G Structur.al ·Canc.epts ~~ Engineering -~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Projec~ '.-.G PHli.....L-1PS Project ~: f-060506-2 Anchors Configuration: TYPE 1 SINGLE ROW Check overturning per section 2228.7.1 of the 2001 CBC Loads Vtrans=V= 920 lb DL/Frarne= 150 lb LL/Frame= 5,000 lb Frame Depth=D= 42.0 in Htop-lvl= 156.0 in # Levels= 2 n-transv= 1 Wst=(0.9*DL+LL/n)total= 5,135 lb LL @ TOP= 2,500 lb DL/Lvl= 75 lb DL*0.90= 68 lb # Anchors/Base= 2 n= 1 T Lateral Ovt Forces=E(Fl*hi)= 119,597 in-lb Fully Loaded rack SIDE ELEVATION Vtrans= 920 lb Movt= ~(Fi*hi)*l.15 Mst= Wst. * D/2 T = (Movt-Mst)/D = 119597in-lb * 1.15 = 137,537 in-lb = 5135 lb * 42 in/2 = 107,835 in-lb = (137537 in-lb -107835 in-lb)/42 in = 7071b Top Level Loaded Only Critical Level= 2 Anchor Vtop= 2.5*ca*I(DL +LL@top/n-transv)/(R*l.4) = 0.1786 * (75 lb+ 2500 lb/1) = 4601b Mst= 0.9*(DL-total + Utop/n) *D/2 = (2500 lb/1 + 67.5 lb*2) * 42 in/2 = 55,335 in-lb Hgt @ Lvl 2= 156.0 in Movt= vtop*Htop*l.15 = 459.895 lb* 156 in * 1.15 = 82,505 in-lb T= (Movt-Mst)/D = (82505 in-lb -55335 in-lb)/42 in = 6471b Check (2) 0.5" x 3.5" Embed HILTI KWIK BOLT II anchor(s) per base plate. Special inspection is not provided per ICBO ESR 1355. Fully Loaded: Top Level Loaded: Pullout capacity= Tcap= 875 lb Shear capacity=Vcap= 1,840 lb Tcap*Phi*S= 1,164 lb Vcap*Phi*S= 2,447 lb L.A. City Jurisdiction? NO Phi= 1.33 Spacing Coeff=S= 1.0 (354 lb/1164 lb)"l.66 + (230 lb/2447 lb)"l.66 = (324 lb/1164 lb)"l.66 + (115 lb/2447 lb)"l.66 = TYPE I sR-LG P,1-iiLUPS Page ll of l 'l 0.16 0.13 <= 1.0 OK <= 1.0 OK G/G/200b Ste B Aoobeim CA 928Q6 Iel· 714 456 QQ56 fox· 714 456 QQ66 By: BOB Project: LG PHILUPS Project #: f-060506-2 Base Plate Configuration: 1YPE 1 SINGLE RCJ./1/ Section Width=W = 8.00 in Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in L = 2.50 in Plate Thickness=t = 0.375 in a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Down Aisle Loads P = 2,575 lb Axial stress=fa = P/A = P/(D*W) = 64psi Moment Stress=fb = M/S = 6*Mb/[ {D*BA 2] = 0.0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi Fy = 36,000 psi Mbase=Mb = 0 in-lb Ml= wlf2/2= fa*L A2/2 = 201 in-lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl *L A2)/2 = 0 in-lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 = O in-lb Mtotal = M1+M2+M3 = 201 in-lb/in 5-plate = (l)(tA2)/6 = 0.023 inA3/in fb/Fb = Mtotal/[(5-piate)(Fb)] = 0,24 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -1,159 lb No Tension Cross Aisle Loads Pstatic= 2,575 lb Movt= 137,537 in-lb Frame Depth= 42.0 in b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.50 in fa = P/A = P/(D*W) = 146 psi Sbase/in = (l)(tA2)/6 = 0.023 in"3/in fb/Fb = M/((5-plate)(Fb)] 0.54 1YFE I sR-LG FHILUFS OK Fb = 0.75*Fy*L33 = 35,910 psi Tallow= 1,164 lb Pseismic= Movt/Frame Depth = 3,275 lb M= wL A2/2= fa*L A2/2 = 457 in-lb/in Fbase = 0.75*Fy*l.33 = 36,000 psi Paqe f 'l-of \~ Downaisle Elevation OK P=Pstatic+Pseismic= 5,850 lb 7/9/2006 Structural · Co~~epts ~=.;j Engineering ·----~ 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 3y 603 Project: LG PH\LUPS Project ~: f-060506-2 Slab on Grade Configuration: TYPE 1 SINGLE ROW The slab is designed per UBC 1922 to carry the puncture stress of the post as well as the upward soil reaction from the soil. t X --1• _1-L~ ~-J-X :1 SLAB ELEVATION Base Plate B= 8.00 in D= 5.00 in Load Case 1: Product + Seismic width=a= 3.00 in depth=b= 3.00 in ,----------' [al ; I ----·c ---_ .. : Cross :Aisle · · · · ··_-_Down Aisle Baseplate Plan Vif!!N Concrete f'c= 2,000 psi tslab=t= 6.0 in phi=0= 0.65 Soil fsoil= 1,000 psf Movt= 137,537 in-lb Frame depth= 42.0 in eff. baseplate width=c= 8.00 in eff. baseplate depth=e= 5.00 in Product DL= 75 lb Product LL= 2,500 lb P-seismic=E= (Movt/Frame depth)*l.4 = 4,585 lb Pse=DL+LL+E/1.4= 5,850 lb (Strength Design Loads) Puncture !Section 1922.5, Eqtn 22-9 Pu= 1.1 *(1.2PDL + 1.0PLL + 1.0*E) (Sec 1612.2.1, EQ 12-5) = 7,892 lb Apunct= [(c+t)+(e+t)]*2*t = 300.0 inA2 Slab Bending I Per UBC 1922.7.2 Asoil= (Pse*144)/(fsoil) L= (Asoil)A0.5 = 842 in"2 = 29.02 in X= (L-y)/2 M= w*x,...2/2 = 5.3in = (fsoif*XA2)/(144*2) Fb= 5*(phi)*(f'c)A0.S/1.4 = 99.2 in-lb = 104.0 psi (Sec 1922.5.1) Load Case 2: Static Loads PDL= 75Ib PLL= 2,500 lb Puncture !Section 1922.5, Eqtn 22-9 Pu= 1.4*PDL + 1.7*PLL (Sec 1909.2.1, EQ 9-1) = 4,355 lb Apunct= [(c+t)+(e+t)]*2*t = 300 inA2 Slab Bending !Per UBC 1922.7.2 Asoil= (Ps*144)/(fsoil) L= (Asoil)A0.5 = 371 jnA2 = 19.26 in x= (L-y)/2 M= w*x,...2/2 = 0.5 in = (fsoil*XA2)/(144*2) Fb= 5*(phi)*(f'c),...0.5/1.7 = 0.8 in-lb = 85.0 psi (Sec 1922.5.1) TYPE I sR-LG PHILL!PS Page { ?J of \ '-1 Fpunct= 2.66*phi*sqrt(f'c) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.34 < 1.33 OK y= (c*e)"'0.5 + t*2 = 18.3 in S·Slab: 1 *tA 2/6 = 6.0 jnA3 fb/Fb= M/(S-slab*Fb) = 0.159 Ps= DL+LL = 2,575 lb < 1.33, OK Fpunct= 2.66*phi*sqrt(f'c) = 77.3 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.19 < 1.0OK y= (c*e)"'0.5 + t*2 = 18.3 in S-slab= 1 *t,... 2/6 : 6,0 inA3 fb/Fb= M/(S-slab*Fb) = 0.001 < 1.0, OK G!G/200G S-tructur:al ·Co~c~p-ts ~ Engineering ---~ 1729 S. Douglass f<d, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: BOB Project: LG PHILLIPS Project ~: f-060506-2 Configuration &. Summary: TYPE 1 DOUBLE ROW T 78" 180" t 78" -j - Seismic Zone # Bmlvls 4 (Na=l.0) 2 llong=0.24 sec/ Tshort=0.14 sec Component Column Fy=55 ksi Column Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=55 ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab Level I Load Per Level BeamSpcg 1 2,500 lb 78.0 in 2 2,500 lb 78.0 in Notes TYPE I DR-LG PHiLUPS -T ,// I== "--...._ 62'' -............_ + ,, /' -....... .... "'-, ,/ ' ....._...,_ ___ // 180" 52'' + ~ ............ ,/ // ~ 52'' V -l-= ·-........ ,, -- 99'' Frame Depth! Frame Heightl # Diagonals Beam Length I Frame Type 42in I 180.0 in I 3 99in I Intrconnected Description INTLK LU75/3x3x13ga P=2575 lb, M=13950 in-lb None None Hnbl 33140/3.375" deep X 0.075" thk Lu=99 in I Capacity: 4049 lb/pr Lvl 1: 3 pin OK I Mconn=12035 in-lb I Mcap=20306 in-lb Intlk 1·1/2xl-1/2x14ga Intlk 1-l/2xl • 1/2x14ga 8 X 5 X 0.375 I Rxity= 0 in-lb 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO ESR 1355 No Inspection (T=O lb) 6" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure Brace 52.0 in 52.0 in 62.0 in Total: I Story Force I Story Force Transv Longit. 1581b 124lb 3151b 2481b 4731b 3721b Page l 1-l._ of L\ Column I Axial 2,575 lb 1,288 lb Column I Conn. Moment Moment 13,950 "# 12,035 "# 4,836 "# 5,060 "# STRESS 0.46-0K N/A 0.62-0K 0.59-0K 0.06-0K 0.15-0K 0.24-0K 0.01-0K 0.19-0K Beam Connector 3 pin OK 3 pin OK