The URL can be used to link to this page

Home My WebLink About2091 RUTHERFORD RD; ; CB030383; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-25-2003 Commercic1l/lndustrial Permit Permit No: CB030383 Building Inspection Request Line (760) 602-2725 Job Address: 2091 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: Parcel No: 2121202500 Lot#: Valuati0n: $49,000.00 Construction Type: Occupancy Group: Reference #: Project Title: BIO HYDRATION INSTALL STORAGE COMM 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 02/06/2003 SB 03/25/2003 03/25/2003 Applicant: PORTER ACKERMAN ~;~~~ AMERICA REIT II coRi:J.W6 03/25/03 0002 01 CGF• 3725 NOBEL CT 91252 909-453-7194 Buildjng 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 BTD#2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Total Fees: $585.53 $348.Q3 $0.00 $226.61 $0.00 $0.00 $10.29 . $0:00 $0.00 $0.0P $0.00 $0.00 $0:00 $0'.oo $0.00 $0.00: $0.00 $0.00 2121 PALOMAR AIRPORT RD #100 CARLSBAD CA 92009 MeterSiz~ Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF PFF {CFO Fund) License Tax l,.icense Tax {CFO Fund) Traffic· imp<;1ct Fee Traffic !mpact {CFO Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL . Master Drainage Fee Sewer Fee. Redev Parking Fee Addition;:il Fees 'TOJAL PERMIT FEES Total Payments To Date: . $175.98 · Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $585.53 $409.55 FINAL AP0'OV AL Date: 7 /4 '1---J Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 00 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 c1pplication processing or service fees in connection with this project. NOR DOES IT APPLY to any · i x i f wh' h v r i · i ii i fl' · · 02 409.55 U7 07d- PERl\hlT APPLICATION FOR OFFICE USE O~ PLAN CHECK N.,Q/:_ ~"3 C> :s <as EST. VAL '-/ f, C!) Q) e) · CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 f :s: 'l8 Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units 175,,98 A l),:J / City State/Zip Telephone # o;iy Designer Name~~'' Address · City State/Zip T lephone o(:~;~~\i,;;~;;;.~;;;;;;,c,~:lty ~-;y';;',~*5,~~~f~ff_'~[Ci:J;~:;::,c .. ~ 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 compensation insurance carrier and policy number are: Insurance Company . S;"'TF . Policy No./(,tJt.~ J -olOf23 Expiration Date ______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$10.0J OR LESS) (j CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. 'WARNING: · Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred o!i~~~;;~::VJ~p(a,~::~8AILQ~1·~-~--~.::·:-~~::~~~~;:'.:~:;.~;;:~:::e:~~;~-~;:::;;~~"~-~~~~;~-~i~:~:: attorney's·f'e"'e's"·'··· =····' I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner qf 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). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's. License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ 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 I 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'i.vork):. _______________ ~-------------------------------------- PROPERTY OWNER SIGNATURE ________________ ~-----~ DATE _________ _ tn,-\T."~~,fi"·seciioNif:.oaWav::Oe.sfoinmil su1fof'riif PERMITS:o'itfy,9 ;-':"."'·':" ~7:1://!-;;,_'·x,t;;; ~"".:.·';":,.;.,, ::~~,'.f:',;'."".'.~t~'~:;:JT~"",1:'.':< · .. ·:-:::"'1<r,g,::,,-i:'.7,;,1 t.~rut~~,~·tJ~~-.,,~\,,,.,." .... "-.... ,~~,,.,:!•:..?~!..." '''" --"""""""""' ,,.,, "" '"""'· ' '--~--"'--....... ~!.,. .. --,,, -<v'' ~-..... ~---«~'".,,.,:I; ~--<-·, ..... ,-.,,...,.-,,v_,,_,,_ ""'""'"' '"'~'""'"""'""'" wtw.,,,.~j Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration· form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO ls·the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school· site? D 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 POl:.LUTION CONTROL DISTRICT. t§;;,L,:.~qQNU!l®T191ff~l;f:JPlN..G..A§~.NC::'( .. , :. ~:.~-· .• .:. : ~,: • .:..'~.27.::;:;_:_3:!2,~-C=z.~.:--:::J:'-'T:::.T.:::.:;·s ·;".:;;§~TT~ ·. ::}i:'.·:-:-· ,,'-:1 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 Cit~ of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEE_P 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 builaing Official under the provisions of this Code shall expire by limitation and become null and void if the building or work a' thorized 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 any time after the work is co ced for a eriod of , days S ·on 1 .4.4 Uniform Building Code). PPLICANT'S SIGNATU -~~~~:.-....,~LI.~~;&,----=------DATE .; ... C GI .3 --·---- PINK: Finance . . . UNSCHEDULED BUILDING INSPECTION . INSPECTOR p -z;,,~---- . .-PLAN ·CHECI(# ----- DESCRIPTION _____ ___, ________________ _ CODE . . J;)ESCRIPTION · ACT · COivfMENTS .·/1_' -, ______ ___,_, .• ,., SOUTHWEST . + • .. .. • . • To= From,: .. Re: 'CC: Fax:9)97270444 Ti'tD~ P'orterh:lrennan An¢bor Bolts Mike1io1loway ···--....... , .. Jun 27 2003 12:57 P.01 . rwc: "(909)J27.:o477 -oale: -6/21/00 -P~: 4 _[Jt,qent Cf'«'RtNiew DPlelleComrnent tlPleaseR&ply o~~ • • • • • • • anexc;:etpt1inm.1hc-arbdatiom·iliat~~-tothejeb~. It~-look-ui-the ..hancl«H'.Dermtlae ~ ~~dl.see.u,ai.tor.bothlm'e.p1a1e.s,11te Alf-aa.hou~·w»,.~.1:Jq,c:this~.allofyourque$tiom:. lISQ, we wcdd~~:aasoon_ac_p,aib)e. Tlrankyoa much foryaur lime. J!you hawcany~ regarding theproj~ pkas0 ~fteeto Q1Jl ;t® a (909) 453-7194. ~ "Porter~ ?eXnriitings,peciamt ~;~;;~~??f~::~-\~~\)'.:" . ': lt~;~iiif :,:-~\~::}:. ··:: ·: . . . . . . ~ . . . . . . SOUTHWEST Fax:9:t9n70444. Jun 27 2003 12:57 P.02 . . .... /-~ ~~ DRr1nm-1~ -6wnl.lM?!HW)KS ~ -~ ¢AMUS8,S ...,.....;;.,,, • .,...,.__ •• •• -~ •-·---r•• --· • ...... -· .... .. •• • SEIZMIC MATERIAL HANDLING ENGINEERING eST.1985 · -SEISMIC-AN-ALYstS ·OF STORAGE RACKS FOR BlO HYDRATION -CA~L-SSAO, ·CA !/1'02:. 1-e-91 -------------......... ~-. :ts:t .ATUNTJC SmEEr ., POMONA • CA. .91768 • TEL! ,(.909lBfi9-09B9 f,ENK)A . --~ ~: . ·1'E'il\$\'tl.fAMA UTAH • WA6H1NGTON -· FAX! UI09}869-0.981 SOUTHWEST Fax:9097270444 Jun 27 2003 12:57 P.03 PROJEcT __ a_o ____ -M ___ .¥D_-_-RA-__ :rt_o_·-N _______ _ SOUTHWEST FOR._ ____________ ~--- .$HEET -N0 .. ,___ __ 5 __ ~~-0f~ ___ 1_6 __ _ MATEAIAL HANDLING ENGINEERING CA"LCULATED SY -M.T. DATE 1-1-l8-2-QG2 TEL: (909)869-0989 • FAX~ (909)86~0981 ffl ATLANTTd tl'REET • r'OMONA • "CA" 1Jm8--• .....,o •·•-•••d--.. ....... -.... ,.-_.,,_, .. ,.~.;. .. _,_..,, __ ~~---~-•, __ _ . · TY.Pf1 - - - - ·SPECfRCA110N -MAlN ST.EEL --s~sE·PLA TE-STEEL 55000.PSl -S600(.1"PSI -70" .. -' -ANCHO~ ~ WEDGE TYPE'. 1/2 x 3• 1/~ MIN. EM ED. _ ~ ·FLOOR·SLAB "8" X 40001'$1. 'RENFOFfCEO 1"68" ~ SOIL·BEARING PRESSURE 500 PSF -3,240 .tt,. 433# r~u_,--1 .5511 - f-·~· ".307.# ·~--t _,,.. ·-Sl:ISM!e Z:.:DNE 4. -TYPE -a INTERCONNECTED UNITS. r ~======S;zo==2-4=0=·tb=·. ==· · 49# L· n Jlr 62-# -1 ,----u L " ..,_ .Aa-n.-_.,,L :::,l,;> 'I -~-52~ .. MOMENT ·ta = 72" -SEAM-MOMENT -· 1 5;0H) tb. -S,792 ln.lb. _tj}_.]_9.9 .in.1.b-~~std.conn. -2 -3,-346 ·lb. -11;806 in;!b. - 3 =1,670 -lb. 7,583 1-n.ib. 11~694 inJti_-<--std.conn. 5,791 in.lb. <--std.conn. ·-. , - , -J:YP...E .l D.ESJGN . .LOAD -~ . .324.D#·· -BASE Pl.A Ti; -cot..UMN -·BEAM-~-· ... .;J "' . SXSX1A QA{SOO) ...; 8 X 5 X .375 , -ca...UMN :STRESS --0.72 C3x4.1# -. -. -:.-.. .. · .. "MAX.L-OAD/LEVEL.: -3,4'91 lb . BASEPINNED ·seA"M ts -o.1e. OVERTURNJNG BRACING -SLAB & SOJL ~--HORIZONTAL .,J ---OIACONAL 'V --.j - . ANCHOR SIRESS =il.1.3 1-1-/2 X 1 112 .X 14 GA 1,1./2 X ~ U-2 X 14 ·GA· .P.UNCT. STRESS-=·0,89.. r ::.tG.F--:ANCMOaS..--2] ST.RESS "'-..0 .. 1-.5 .ST-F-fESS= -0 .. &a --BE-NQING-S+RESS ..OA-r - - I ,. Fax:9397270444 P.04 r,,., '< ' ' . . . SCUTHWEST Jun 27 2003 12:58 ·BIO'HVDRATtON P.ROJECT _________ ~--............. ~---- SQLfTHWEST ..FOB,_-----------------------, r . ' -MATERIALHANDL-ING-ENGIIEERING ·SHEET lf0,, ___ .6 ____ W. .. ··M.T. CALCULATED sv _____ DATE 1-6 t1 ----i-s--2-0:02 TEL: !908)889-0989 • FAX: (909J869-Q9~1 . 181 ATLANTIC STR!:=T •POMONA• CA 91788 _ ..... , -· ~·-• I<' 'h•,ou ___ ,.,.,, _____ , ____ , __ SPJ;CIFICATION --MAlN-STEEL, 55000-PSl 3 -BASE Pl.A TE STEEL ---ANCHQR ~W5C>GE T¥P-E 36000 PSI 7.Cff !l-/-2-x--3-4/,?-MIN.,EM ED. - -FLOOR SLAB 6" X 4000 PSI. REINFOROE:D 168" -.SOIL-BEAR!NG.P.~ESSURE -500-~ • SEISMIC ZONE 4. • .'.NP-E =.INTEF.!CONNECT.ED.UNIT.S. L . 1 1 . -~ ¾. lu"" 1 9,870 lb. 7,029 in.lb. "2 '6;580 -lb. 23,403 in.lb. s 3,290 ib. 1·0,202 inJb. ' .. 6,480 lb, 6,480 lb. '6,400 'lb. ·95--.f · 72b ·BEAM MOMENT··.: -· -17,21-S -i-A.-lb. -<-r&fd-H.D. -conn. ..21..,30.2 .in...Jh.. <-,f-$Q~ -H.D. ,OOAfl. 9,80:1 Jo.lb.. ~.-.std.ao.nn.. TYP-E -2 -DE-SIGN--i..-OAD = -64881# .. -SASE PLATE COLUMN. BEAM ......... ···---·-··· ·· .. ~-.:.,. -3X3X14 t:iA{SOO) >I 8X8 X .375 -OJUJMN · STRESS =0.87 C5x6.7# BASEPINN.EO TO 2..J. 3X3X14GN1·518X14G,\ MAX LOAD/LEVEi.. = 8,295 lb. BACKER. STRf:SS.,.,.OM SEAM IS O.K. . - :ov.eRT-U:RNING -BRACING SLAB & SOIL . - - .. . .. ..J . tfGR-IZOtff A-I.. 1-fflAOONAi.. ...J '1" 1.105 . I -ANGOOR ST-RESS-=-0.24 . ~-0F-ANSHGRS~ . 1-112 X 1 112 X. 14-GA ·1-112 X 1 1-/2. X 14 -GA. ·?I.JNCT. STRESS ""0:68 ST-RESS:-0, 2-9 ·St-RESS• ·G~-54 -BEffDING·STRESS=-,i.'02 . --... . , - I EsGil Corporati·on In lPartnersnip witn <]011ernment for <Bui(ain9 Safety DATE: 2/ 18/03 . JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-383 PROJECT ADbRl;=SS: 2091 Rutherford· PROJECT NAME: Bio-Hydratio:1:1-Rack SET:I ~~AN~_ ~- 0 PLAN REVIEWER D FILE [gj_ The plans transmitted herewith have been corrected where necessary and substantially compiy with the jurisdiction's building codes. D The plans transmitted herewith will substantially .comply with the jurisdiction's building codes when minor deficiencies identified belbw are resolved and checked by building department staff. 0 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 en·closed for the jurisdiction to forward to the applicant contact person. · D The applicant's. copy of the check list has beeh sent to: ~ Esgil Corporation staff did not advise the-applicant that the plan check has been completed._ D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #:_ Mail Telephone Fax In Person D REMARKS: By: Doug Moody Esgil Corporation D GA D MB D EJ D PC Enclosures:\ 2/t0/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)-560-1468 + Fax (858) 560-1576 City of Carlsbad 03-383 2/18/03 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Doug Moody PLAN CHECK NO.: 03-383 DATE: 2/18/03 BUILDING ADDRESS: 2091 Rutherford BUILDING OCCUPANCY: S1 TYPE OF CONSTRUCTION: Unknown BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Rack N/A City°Valuation . -- Air Conditioning Fire Spdnklers - TOTAL VALUE -· Jurisdiction Code cb By Ordinance 1994 UBC Building ~ermit Fee ·,.; I 1994 UBC Plan Check Fee :_~-, Type of Review: . 0 _ Complete Review D Structural Only D Repetitive i=ee GRepeats Comments: D Other D Hourly I Hour * Esgll Plan Review Fee - ($) 49,000 49,000 $348.63! $226.611 $195.231 Sheet 1 of 1 macvalue.doc -· PLANNINC/ENCINEERINC APPROVALS . . ~- PERMIT NUMBER 9' CBo ~-P 3 63. · DATE 0/7?o?J ADDRESS -2..,fJ9/ R_~ ··:··_ =·_ .. :_ .. ·• RESIDENTIAL-·._-:.; . . . . ' .. :; :.:_ -'·., . .. ,. .·:. -~. ·"' ' .,. TENANT IMPROVEMENT ·:;··-t-i, t:.RISIDENTIAL<ADDITfONi.MINOR ... ·.:.;...f\\J':. -· .. PLAziA:!.OAMINOtREAE ... · -~---: (<$10,00.0.00) ·: ·:;(i <·J ... '. \:' .. •• • •• ··; • "! •••• ~. ,-• • •• • •' I ~ C).THER b~if . ~ . PLANNER cX0 od:J '.l oocs/MlsfQrms/Plannlng Eni;ilneering Approvals \ CARLSBAD·COMPANY STORES ' .. VILLACE FAIRE COMPLETE :.OFFICE BUILDING: DATE ,52bfo3 :: ' .-··. ., Carlsbad Fire Department 030383 1635 Faraday Ave. Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Other Requirements Reviewed by: IA~ Date of Report: _3_.1_9._03 ____________ _ / Name: Ware Malcomb Address: 5655 Oberlin Drive Suite 103 City, State: San Diego CA 92121 Plan Checker: Job #: 030383 ------- Job Name: Bio Hydration Bldg #: CB030383 ---------------------- Job Address: 2091 Rutherford Rd Ste. or Bldg. No. / ~ Approved . _, D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review hc;3s been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by _this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Tl19 item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in yot;1r submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specificatior:,s required to indicate compliance with applicable codes and standards. 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 to this office for review and approval. 1st 030383 2nd FD File# 3rd Other Agency ID ,.,~_arlsbad Fire Department 030383 ~ 1635 FaradaY'Ave. ~ Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Reviewed by: Date of Report: _3_.5_.o_3 _________ _ Name: Ware Malcomb Address: 5655 Oberlin Drive Suite 103 City, State: San Diego CA 92121 Plan Checker: Job #: 030383 · ------- Job Name: S!c;lg. #: CB030383 -------------------,-C.-'--"--Bio Hydration Job Address: 2091 Rutherford Rd S t e. or Bldg. No. D Approved D Approved Subject to 181 Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and /or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The c;tpproval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this offic_e the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. 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 I or standards. Please review carefully all comments attached. Please resubmit the necessc1ry plans and I or specifications to this office for review and approval. 1st 030383 2nd FD File# 3rd Other Agency ID , Carlsbad Fire Department. , 1635 Faraday Ave. 1.1;,i Carlsbad, CA 92008 Plan Review Date of Report: _3._5 . ...,..03 __ _...,.. _____ _ Name: Ware Malcomb Address: 5655 Oberlin Drive Suite 103 City, State: San Diego CA 92121 Plan Checker: Job Name: Bio Hydration Job Address: 2091 Rutherford Rd Please direct attention to attached Reqirements: Reviewed by: 030383 030383 Fire Prevention (760) 602-4660 Ste. or Bldg. No. RequirefTJents Category: Building Plan • Page 1 Requirement: Pending 05.14 Provide Technical Report To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the Chief is authorized to require the owner or the person in possession or control of the puilding or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the Chief and the owner and shall analyze the fire-safety properties of the df;lsign, of:!eration or use of the building or premises and the facilities and appurtances situated thereon, to recommend necessary changes. CFO shall require the submittal of a third party Technical Report demonstrating compliance with Article 81 of the Uniform Fire Code. Attached is a list of accepted consultants capable of providing the applicant with an acceptable report for submission to this office. Requirement: Pending 05.29 High Piled Combustible Storage Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high piled stock piling is to be done, submit a complete storage plan and description of the commodoties to be stored. Show compliance with Article 81 of the Uniform Fire Code. CFO shall require the submittal of a third party Technical Report demonstrating compliance with Article 81 of the Uniform Fire Code. Attached is a list of accepted consultants capable of providing the applicant with an acceptable report for submission to this office. Requirement: Pending 05.32 Additional Requirements or Comments CFO shall require the submittal of a third party Technical Report demonstrating compliance with Article 81 of the Uniform Fire Code: Attached is a list of accepted consultants capable of providing the applicant with an acceptable report for submission to this office. 03.05.03 \ 'ii'' STORAGE RACKS DRIVE-IN RACKS /", CANfll.EVER RACKS WcZZANNES CONVEYORS CABousas STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFACES GONDOLAS BOOKSTACKS 161 ATLANTIC STREET · SEIZMIC MATERIAL HANDLING ENGINEERING . EST. 1985 . CITY APPROVALS STATE APPROVALS ,PERMITTING SERVICES PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION SEISMIC ANALYSIS OF STORAGE RACKS FOR BIO HYDRATION POMONA CARLSBAD, CA #02-1891 CA 91768 TEL: ALASKA ARIZO'JA CALIFORNIA COLORADO IDAl-0 MISSOURI NEVADA NEWMEXICO CH:.0:)\J PENNSYLVANIA UTAH WASHINGTON PROJECT __ B_IO_H_Y_D_RA_TI_O_N ______ _ SOUTHWEST FOR.,........ _____________ _ SHEET N0., ___ 2 ___ OF ___ 1_6 __ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 CALCULATED BY M.T. DATE __ 1_1_-_18_-_2_0_0_2_ ,,_ ___ 1e_1 A_T_LA_Nr_1c ..... s_rn_E_ET_·_P_oM_o_NA_·_c __ A_9_17-68 _________________ __, SCOPE: PESCRIPTION COVERSHEET TABLE OF CONTENTS SCOPE TABLE OF CONTENTS PARAMETERS CONFIGURATIONS COMPONENTS & SPECS. LOADS AND DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM -BEAM TO COLUMN BRACING OVERTURNING BASE PLATE SLAB &SOIL PAGE# 1 2 2 3 4-4 5-6 7 8 9-10 1 1 12 13 14 15 16 THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. _;; MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 917~8 PROJECT __ B_IO_H_YD_.RA_T_IO_N _______ _ FoR._ ___ s __ o_u __ T_H_W_E_s_t _______ _ SHEET N0. ______ 3 ___ OF ____ 1_6 __ _ CALCULATED BY __ M_._T_. __ DATE._1_1_-1_8_-_2_0_0_2_ STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THI= ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRE:CTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSE:L Y .. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING·. -6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRIBUTARY AREA :···· /··············: 11 ........ ! ...... I ........... i .... I TRANSVERSE : : L"L.,,_ ...................... .._ ... .._ ................. ..._ .. .,._.,._,._._,, LONGITUDINAL TOP VIEW . ~ i'I 1- , .. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTiC STREET• POMONA• CA 91768 PROJECT BIO HYDRATION FOR . SOUTHWEST SHEET N0. ___ 4 ____ 0F ____ 1_6 __ _ CALQULATED BY M.T. DATE 11-18-2002 CONFIGURATIONS 168" 168" TYPE 1 3,240 lb. 3 70" :3,240 lb. L70" .· 3,240 lb. 18" 1=;=1 ====:::::::::====I 70" L 12" 1 L 'I 96 II ------,-IL .. TYPE2 6,480 lb. 6,480 lb. 6,480 lb. 96" L .. ~ 52" -,r ~ 52" -,r I f- t- f- L ~ 52" -,r -iL L .. ' MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET~ POMONA• CA 91768 PROJECT FOR SHEET NO. CALCULATED BIO HYDRATION SOUTHWEST 5 OF 1 6 BY -M.T. DATE 11-18-2002 TYPE 1 SPECIFICAilON 3,240 lb. 433#1 551# .. 3 -MAIN STEEL 55000 PSI r--BASE PLATE STEEL 36000 PSI 70" -ANCHOR -WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. 39" -FLOOR SLAB 6" X 4000 PSI. REINFORCED 168" 3,240 lb. 241# f--307# _,. -SOIL BEARING PR~SSURE 500 PSF -SEISMIC ZONE 4. L r--TYPE= INTERCONNECTED UNITS. 3,240 lb. 49# 39" 62# L • 1 ~-'I 96" L 'I ~ 52" _,j, lu = 72" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 5,010 ·lb. 5,792. in.lb. 10,799 in.lb. <-std.conn. 2 3,340 lb. 11,806 in.lb. 11,694 in.lb. <-std.conn. 3 1,670 lb. 7,.583 in.lb. 5,791 in.lb. <-std.conn. TYPE 1 DESIGN LOAD = 3240# BASE PLATE COLUMN BEAM ~ ~ 3X3X14 GA(300) '1 8 X 5 X .375 COLUMN STRESS =0.72 C3x4.1 # BASE PINNED MAX LOAD/LEVEL= 3,491 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL '1 HORIZONTAL '1 DIAGONAL ~ '1 ANCHOR STRESS = 0.13 1-1/2 X 1 1/2 X 14 GA 1-1/2 X 1 1/2 X 14 GA PUNCT. STRESS= 0.39 # OF ANCHORS= 2 STRESS= 0.15 STRESS= 0.28 BENDING STRESS =0.47 -- PROJECT __ B_IO_HY_D_R_A....,.T_IO_N _______ _ SOUTHWEST FOR__, __________________ ___ 6 16 SHEET NO., _________ OF ______ _ MATERIAL HANDLING-ENGINEERING -TEL: (909)869-0989 • FAX: (909)869-0981 CALCULATED BY M.T. DATE_1_1_-_18_-_2_0_0_2 ___ .161 ATLANTIC STREET • POMONA • CA 91768 TYPE2 SPECIFICATION -MAIN STEEL 55000 PSI -BASE PLATE STEEL 36000 PSI -ANCHOR -WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. -FLOOR SLAB 6" X 4000 PSI. REINFORCED 168" -SOIL BEARING PRESSURE 500 PSF -SEISMIC ZONE 4. -TYPE = INTERCONNECTED UNITS. 6,480 lb. 3 7.0" 6,480 lb. 2· I = 1 ===6.=48=0.=lb=. =:::I 1105# " 87# .. L 'I 96" __ ..,,,.L }.. 52"-k lu = 72" SECTION AXIALFORCE MOMENT BEAM MOMENT 1 9,870 lb. 7,029 in.lb. 17,216 in.lb. <-req.'d H.D. conn. 2 6,580 lb. 23,403 in.lb. 3 3,290 lb. 15,202 in.lb. 21,302 in.lb. <-req'd H.D. conn. 9,601 in.lb. <-std.conn. TYPE 2 DESIGN LOAD = 6480# BASE PLATE COLUMN BEAM -.,j -.,j 3X3X14 GA(300) -J 8 X 8 X .375 COLUMN STRESS =0.87 C5x6. 7# BASE PINNED TO 2-.,/ 3X3X14GA/1-5i8X14GA MAX LOAD/LEVEL= 8,295 lb. BACKER STRESS =0.94 BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL -.,j HORIZONTAL -J DIAGONAL -J -J ANCHOR STRESS = 0.24 1-1/2 X 1 1/2 X 14 GA 1-1 /2 X 1 1 /2 X 14 GA PUNCT. STRESS = 0.66 # OF ANCHORS= 2 STRESS= 0.29 STRESS= 0.54 BENDING STRESS =1.02 --- ,• PROJECT __ B_IO_H_YD_RA_T_I_O_N ______ _ FOR ____ S_O_U_T_H_W_E_S_T _______ _ SHEET NO._ __ ? ___ OF ____ 1_6 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAXi, (909)869-0981 161 ATLANTiC S'flqEET •POMONA• CA 917.?8 CALCULATED BY __ M_._T_. --DA T __ E _1_1_-_1_8_-2_0_0_2_ [OADS & DISTRHB:UTI.ON :TYPE 2 . . LIVE· LOAD PER SHffiLF = WII = 6 480 lb ' . ---(BASl:o··oN CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = Wdl = 1 00 lb TOl AL LOA_D PER FRAME = 19,740 lb SEISMIC SHEAR BASED ON SECTION 1 6~0_.2.1 OF THE 1997 UBC WHERE V = ((2.5 x Ca x I) / R) x· Wtotal Wtotal::;: (Wll/2 + Wdl) x n n = # of shelves Seismic Zone. = 4 I= Ca= 0.44 Soil Coef. = R(long) = 5.6 Na= R(-trans) = 4.4 LONGITUDIAL DIRECTION Vlong = (2.5 x 0..44 x 1 )/(5.6) x W) / l .4 1 Sd 1.0 70" 168" L 12" = 1406 .lb w/ working stress reduc-t,ion Fi = VWhi / iWh TRANSVERSE DIRECTION Vtrans ·= (2.5 x 0.44 x 1 )/( 4.4) x W / 1.4 = 1789 lb -_ w/ working stress redu:ction Fi =· VWhi / IWh 2 1 L 'I lu = 6,480 lb. 6,480 lb. 6,480 lb. 96"--k 72" 868# 468# 68# 1105# .. 87# .. } 52"-k (,, MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 . LONGITUDINAL ANALYSIS :TYPE 2 PROJECT ____ B_I_O_H_Y_D_RA_TI_O_N _________ _ SOUlHWEST FOR _________________ _ SHEET N0,, _____ 8 ____ OF ____ 1_6 __ _ CALCULATED BY __ M_._T_. __ DATE._1_1_-1_8_-_2_0_0_2_ THE ANALYSIS 'IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMEND. . Vlong = 2 * Vcol = Vcol = F 1 = 34 lb. F 2 = 234 lb. F 3 = 434 lb. 1,406 lb. 703 lb. BASE ASSUMED PINNED. Mbase = 0 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [Mupper + Mlower]/2 RESULTING FORCES ON COLUMN SECTION 1 2 3 AXIAL LOAD 9870 6580 3290 MOMENT 7029 23402 15201 Mconn 17215 21302 12 ih. Beam to Col. Conn. PROJECT __ B_IO ___ H_Y_D_R_AT_I_O_N ______ _ FOR._ ___ S_O_U_TH_W_ES_T __________ _ SHEET NO., ___ 9 ___ OF ____ 1_6 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CALCULATED BY M.T. DAT_E_1_1_-_1_8_-2_0_0_2_ COLUMN ANALYSIS :TYPE2 COLUMN IS ANALYZED PER AISI COLD-FORMED STEEL DESIGN MANUAL. Pmax = 6,580 lb. Mmax = 23,403 in.lb. Kxlx/rx = 1 .2 * 70 / 1.285 = 6 5. 4 <-GOVERNS Kyly/ry = .8 * 39 I 1 .4 77 = 2 1 . 1 Cc = (2:n;"2E/Fy)" .5 = 102.0 SiNCE Kl/r <= Cc, Fa = .522Fy -[(kl/r*Fy)/1494]"2 = 22,919 psi. fa = Pmax/Area = 5,844 psi. fb = Mmax/Sx -= 18,888 psi. fa/Fa = 0.25 >.15 F'e = 123t"2E/23(Kxlx/rx)"2 F'e = 34,946 psi. Fb = .6*Fy = 33,000 psi. Cm*fb/Fb[1-fa/F'e] = 0.6.9 COMBINED STRESS= 0.94 SECTION PROPERTIES A= 3" B = 3" C = .75" D = 1.625" E = . 75" Wt. = 0# t1 = .0747" t2 = .0747" Area = 1 .126'"'2 Ix = 1.858"A4 ly = 2.454"A4 Sx = 1.239'"'3 Sy = 1.028'"'3 rx = 1.285""2 ry = 1.477""2 T 1 70" 39" I===::::! + t 68" Front View Side View MATERIAL HANDLING ENGINEERING . TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 COLUMN ANALYSIS :TYPE 2 PROJECT __ B_IO ___ H_YD_RA_T_IO_N _______ _ SOUTHWEST FOR, _______________ _ SHEET N0 .. ____ 1_0 ___ OF ____ 1_6 __ _ CALCULATED BY __ M_._T_. --0 A T-.E _1_1_-_1_8_-_2 0_0_2_ COLUMN IS ANALYZED PER AISI COLD-FORMED STEEL DESIGN MANUAL. Pmax = 3,290 lb. Mmax = 15,202 in.lb. Kxlx/rx = 1 .2 * 70 / 1 .262 = 6 6 . 6 <-GOVERNS Kyly/ry = .8 * 39 / 1.117 = 2 7. ~ Cc = (2:n:"2E/Fy)" .5 = 102.0 SINCE Kl/r <= Cc, Fa = .522Fy -[(kl/r*Fy)/1494]"2 = 22,706 psi. fa = Pmax/Area = 4,446 psi. fb = Mmax/Sx = 19,345 psi. fa/Fa = 0.20 >.15 F'e = 12:n:"2E/23(Kxlx/rx)"'2 F'e = 33,706 psi. Fb = .6*Fy = 33,000 psi'. Cm*fb/Fb[1-fa/F'e] = 0.68 COMBINED STRESS = 0.87 SECTION PROPERTIES ·A= 3" B = 3" C = .75" D = O" E = O" Wt. = 0# t1 = .0747" t2 = O" Area = .74""2 Ix = 1.179""4 ly = .9236""4 Sx = . 7858""3 Sy = .5365""3 rx = 1.262""2 ry = 1.117""2 T 1 70" 39" t===-+ + 68" 39" + Front View Side View PROJECT __ B __ IO_H_Y_DRA_T_IO_N ______ _ SOUTHWEST FOR, __________________ _ SHEET NO.___ __ 1_1 ___ OF ____ 1_6 __ _ MATERIAL HANDLING ENGINEERING TEL: (909).869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET •POMONA• CA 91768 CALCULATED BY __ M_·._T_. __ . DA T-.E _1_1_-_1_8_-_2_0_0 2_ BEAM ANALYSIS :TYPE 2 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THl=Y HAV~ PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.lb. WHICH EVER I_S SMALLER) WILL BE ADDED. lact = 96.0 in. Unbraced length = 72.0 in. Fb = 12,000/(lu*d/Af) = 12,000/( 72* 8.93) Fb = 18,664 psi. -MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY M = Sx* Fb = wl"2/8 = 55991 in.lb. CAPACITY = 2(8*M!I) = 82941b. 2) MAXIMUM ALLOWABLE DEFLECTION {U180). A = 5wl"4/384EI CAPACITY = 2[(384El)/(5*180*1"2)] = 204581b. Wt. = 6.7 lb. d/Af = 8.93 Sx = 3.000 in. "3 Ix = 7.490 in. "4 MAXIMUM STATIC LOAD PER LEVEL IS 8,295 lb. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. LEVEL 1 2 3 Mstatic = wl"2/8 = LIVE.LOAD*L/(2*8) Mallow(static) = Sx * Fb Mimpact = 1.125*Mstatic Mallow(seismic) = 1.33 * Sx * Fb Mseismic = Mconn (SEE LONG. ANALYSIS) Mstatic Mimpact Mallow Mseismic 38880 38880 38880 1.125 Mstatic (sta ti C) 43740 55991 43740 55991 43740 55991 17215 21302 9600 Mallow (seismic) 74654 74654 74654 RESULT PROJECT BIO HYDRATION FOR SOUTHWEST ~---- BEA . MATERIAL HANDLING ENGINEERING Tl;L: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 Mconn max= Mconn. seismic + Mend =I 11,694 IN-LB I SHEET NO. CALCULATED BY · CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: 1) SHEAR CAPACITY OF STUDS Mconn ( STUD DIAMETER= 7 /1 6 IN Fy= 55,000 PSI Pmax-shear= 0.4 * Fy * Area = 0.4 * 55000 PSI* (0.4375 IN)A2 * TT/4 = 3,307.3 LB 2) BEARING CAPACITY ON COLUMN Fu= 65,000 PSI Pmax-brg= Bearing Area * Fbearing = (tmin *thickness)* (1.0 * Fu) = (0.4375 IN* 0.075 IN)* (1.0 *65000 PSI) = 2,132.8 LB < -3307.3 LB 3) MOMENT CAPACITY OF BRACKJ:T Mcap= Sbracket * Fbending = 0.11 INA3 * 0.66 * Fy = 3,993 IN-LB C= Mcap/0.75 = 1.67 * P1 THUS, P1 = 0. 798 * Mcap = 3,186 IN-LB < 3307.3 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF P1, P1 -eff= 2, 133 LB Mconn-allow= P1 *4.5 IN+ P2*2.5 IN+ P3*0.5 IN = 5.94 * P1 -eff * 1.3;3 = 16,892 I~ > Mconn max, OK 12 A OF 16 __ M_._T_. __ DATE_1_1_/_2_1/_0_2_ Mupper n Mconn 0 0 J 0 0 0 0 Mlower Pl 1" I PZ t 2" 1/2" ------'k--c 1/2" C= P1 + P2 + P3 = P1 +P1 *(2.5/4.S)+P1 *(0.5/4.5) = 1.67*P1 Sbracket= 0.110 INA3 .: BEA MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989· • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 Mconn max== Mconn. seismic + Mend ==I 21,302 IN-LB I PROJECT BIO HYDRATION · FOR SOl)THWEST ----- SHEET NO. 1 2'B OF 16 CALCULATED BY M.T. DATE 11/21/02 Mupper n CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: 1) SHEAR CAPACITY OF BOLTS STUD DIAMETER== 1 /16 IN Fy= 55,000 PSI Plilax-shear= 0.4 * Fy * Area = 0.4 * 55000 PSI* (0.4375 IN)A2 * TI/ 4 = 3,307.3 LB 2) BEARING CAPACITY ON COLUMN Fu= 65,000 PSI Pmax-brg= Bearing Area * Fbearing = (0.4375 *thickness)* (1.0 * Fu) = (0.4375 * 0.075 IN)* (1.0 *65000 PSI) . = 2,132.8 LB < 3307.3 LB 3) MOMENT CAPACITY OF BRACKET Mcap= Sbracket * Fbending = 0.11 INA3 * 0.66 * Fy = 3,993 IN-LB C= Mcap/0.75 = 1.59 * P1 THUS, P1 = 0.839 * Mcap = 3,350 IN·:LB > 3307.3 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF P1 , P1 -eff= 2, 133 LB Mconn-allow= P1 *8.5 IN + P2*4.5 IN + P3*0.5 IN = 10.91 *P1-eff*1.33 = 31,025 iN-1:,B > Mconn max, OK Mconn Mconn ( 0 0 0 0 ------; 0 O <---------' G Mlov,,er Pl PZ 1" I 4" 1/2" C 112" C= P1 + P2 + P3 = P1 +P1 *( 4.5/8.5)+P1 *(0.5/8.5) = 1.59*P1 Sbracket= 0.11 O INA3 -~ .f MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 PROJECT_..,;...;_B_I_O __ H_Y_D ___ RA_T_IO_N _______ _ FoR._ ___ s_o_u_T_H_W_E_s_T _______ _ 13 1 6 SHEET NO ...... -______ OF ______ _ CALCULATED BY M.T. DAT.._E,_1_1_-_1_8_-_2_00_2_ .J TRANSVERSE ANALYSIS : BRACING :TYPE2 rt IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT Wll.1-GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER L diag. = [(L-6)A2+(D-2*Bco1)"2]" .5 = 56.6 Vdiag =Vtrans * Ldiag. / D = 1948# kl/rmin = [ 1 _ * 56.6 ] / .488 = 116.0 _ Fa =[12:n:A2E]/[23(kl/r)A2] = 11095 psi. fa/Fa =Vdiag/(Area*Fa) = 0.54 DIAGONAL AND HORIZONTAL BRACING 1 L= 39" l Area= .325 '"'2 rmin= .488" t= .0747" W= 1.5 " H= 1.5 " .! MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 16.1 ATLANTIC STREET• POMONA• CA 91768 PROJECT _____ B_IO_H_YD_RA..,.._T_IO_N _______ _ SOUTHWEST FOR, __________________ _ SHEET N0 .. __ ______.1 _4 ___ OF ____ 1 _6 __ CALCULATED BY M.T. DATE._1_1_-1_8_-_2_0_0_2_ OVERTURNING :TYPE 2 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building Ccxle. FULLY LOADED TOTAL SHEAR = 1789 lb. Mot = Vtrans * ht * 1 .15 = 1 789 * 140 * 1.15 = 250702 in.lb. I ~ 1105# Mst = I(Wp+.85wOL) * d/2 = ( 19440+.85 * 300) * 52/2 = 505440 in.lb. Puplift = 1 (Mot -Mst)/d Puplift <= 0 NO UPLIFT TOP SHELF LOADED SHEAR = 596 lb. Mot = Vtop * h * 1.15 = 596 * 152 * 1 .15 = 104255 in.lb. Mst = (Wp+wDL) * d/2 = ( 6480+.85 * 300) * 52/2 = 168480 in.lb. Puplift = 1 (Mot -Mst)/d Puplift <= 0 NO UPLIFT USE 2 ea. 1/2 x 3-1/2 MIN. EMBED. MIN. EMBED. ANCHOR. ---, .. t-I t-596# I\ .... t-V 39" 87# L .. } 52"-} CAPACITY OF 1/2 x 3-1/2 MIN. EMBED.= 1125 lb. PULLOUT & 1840 lb. SHEAR COMBINED STRESS1 = 0 / 2250 + 894 I 3680 = 0.24 COMBINED STRESS2 = 0 / 2250.+ 298 / 3680 = 0.08 PROJECT BIO HYDRATION FOR SOUTHWl::ST SHEET NO. 15 OF 1 6 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 CALCULATED BY M.T. DATE 11-18-2002 o, 161 ATLANTIC STREET• POMONA• CA 91768 .BASE PLATE :TYPE 2 BASE PLATE WILL BE ANALY2ED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOM!=NT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. - Pcol = 14691 lb. B = 8 in. P/A = Pcol/(D*B) = 229.5 psi. Mbase = wl"2/2 = 1"2/2(fa) Mbase = 717.3 in.lb. D = 8 in. b = 3 in. Sbase = 1*t"2/6 = 0.023 ir:,:'3 Fbase = . 75Fy. * 1.33 = 36000 psi. t = .375 in. bt = 2.5 in. fb/Fb = Mbase/(Sbase*Fbase) = 0.850 iPcol bl-+--b 4 bl B ----_,,, fa . .,. ,I PR0JECT __ B_IO_HY __ D...,..RA_T_IO_N _______ _ F0R._ ___ S_O_U_T_H_W_E_S_T _______ _ SHEEt N0 .. ___ 1_6 ___ OF ____ 1_6 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0_989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY M.T. DAT-.E_11_-_1_8_-_2_0_02_ , SLAB AND SOIL :TYPE 2 THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTETHE LOAD OVER A LARGER AREA OF SOIL AND HENCE, WILL ACT AS A FOOTING. (a) PUNCTURE Pmax = 1.4 DEAD LOAD + 1. 7 LIVE LOAD Pmax = 1 .4 * Pcol + 1. 7 * (Mot/d) = 22,014 lb. Fpunct = 2*sqrt(f'c) = 126.5 psi. Apunct = [(w+t/2)+(d+t/2)]*2*t = 264.0 in. "2 fv/Fv = Pmax/(Apunct*Fpunct) = O. 6 6 (b) SLAB TENSION Asoil = Pmax/(1.33 * fsoil) = 33 .02 ft. "2 = 4,755 in. "2 L = sqrt(Asoil) = 69.0 in. B = sqrt(w*d) + t = 14.0 in. b = (L-B)/2 = 27 .. 5 in. Mconc = wb"2/2 = (1.33*fsoil*b"2)/(144*2) = 1,747.8 in.lb. Scone · = 1 *t"2/6 = 6.00 in. "3 Fconc = 50 *sqrt(f'c) = 284.60 psi. fb/Fb = Mconc/(Sconc*Fconc) = 1.02 L----- 'BASE PLATE w = 8 in. d = 8 in. CONCREfE t = 6 in. f'c = 4000 psi. SOIL fs = 500 psf .