Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2091 RUTHERFORD RD; ; CB031413; Permit
,1, '19" V ~\ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 ·10-0~-2003 Commercial/Industrial Permit Permit No: CB031413 Building Inspection Request Line (760) 602-2725 · Job Address: 2091 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: INDUST Parcel No: 2121202500 Lot#: O Status: Valuation: $35,000.00 Construction Type: NEW Applied: Occupancy Group: Reference #: Entered By: Project Title: BIO HYDRATION Plan Approved: FOUNDATION & ANCHORAGE WORK FOR EQUIPMENT Issued: Inspect Area: Plan Check#: Applicant: Owner: STRUCTURAL STEEL INC RREEF AMERICA REIT II CORP W 864 34 STREET SAN DIEGO 92102 2121 PALOMAR AIRPORT RD #100 CARLSBAD CA 92009 ISSUED 05/13/2003 MDP 07/03/2003 10/06/2003 '5774 10/06/03 0002 01 02 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 BTD#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 Total Fees: M54.15 $270.79 $0.00 '$176.01 $0.00 $0.00 $7.35 $0.00 $0.00 $0.00 $0.00 $0.Q0. $0.00 $0.00 $0.00 $0.60· $0.00 $0,00 Total Payments To Date: Meter Size Adc;l'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL P-ERMIT FEES $0.00 Balance Due: FINAL APPROVAL $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 $454.15 $454.15 Inspector:-~ Date: ...:A...::~~~-=+--Clearance: _____ _ · NOTICE: Please take NOTICE that approval of your project includes the "Imposition• of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the elate this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Governme·nt Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to·protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY io any i f whi h v r i I n iv n N . Tl imil hi r whi h h t limi · n h r vi I V FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO.~ -\.. Lt.11 CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA ~2008 EST. VAL. __________ _ Plan Ck. Deposit -----:--"7'<1~-- Validated By __ -=-...::.+::.+----"'-I---- Date. _____ __.,e:__1---4-....-4-__._:.... Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use SQ. FT. #of Stories # of Bedrooms # of Bathrooms Name Address City State/Zip Telephone# fi::".'."~RoP.e}lw,oWNt1t, -.~:. · :-~ .. ·---< ·. , --------------~~~---···-~----··------, .. Name Address City S.tate/Zip Telephone# [$i~.:'..CPN;tR~PIQ!l,::..99-~J>~.t:,IX:if~MI= ~-·;""::... · ., . _ . (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). $-1-:tt..)<'__,. ~.g...\ ':u.}c,. '?>te'i -Y:{~St SAr,>Di~~o Ct'.\ 9V02.-331o (019--Z:~q Name 12» O' 1 Address /1 5 I City State/Zi~ Telephone# 67'2;2.. State License # __ _._~-~:'1.._-'-_\C~\O~--License Class ~ • City Business License# { A )5 75 '.3:> Designer Name Address City State/Zip State License # ts,,~WOR&fRS~;:fc;:'.'o::::,_M;:;P;;;;E;;;:;N;:SA:;T;;;:-JO:;N;:;.;-:;,=:=. :::;:_ .~,-..---~-----. -. -~S:-"': ..... ,: ';:,., --~: :··, '.,,. -.... --·) ,· .... . Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Telephone D 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. bJ. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code;, for ti]§ performance of the work for which this permit is . "is~ed. My worker's com ens · insu ance c'J!&c.:J nd olicy nu~ber are: (!)tr/of?f/ I~ ,_:)...>a?--~ ' / 0 Insurance Company -. Policy No. G~a-u~s /O0""-'"'e~p(ration Date /J..o OJ_ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 1 D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000}, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE ____________________________ "'-_ DATE _________ _ ~~t:::J>wNeR:Eiuf1:Dlfll'oec1IAMt10N': . · __ .--: :-·,· .• .. :_ :· · .. · · >··_::f::::·· . ·: .. ~ ::,,, ::/~:,.,~ ·/::;:·-., '..::;· '\ ,·'.:< ,.·<,1·:Y·'> ,:;-:o;,--· .. -~--o/ -:-0 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). ·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 th(lreon, and contracts for such projects with contractor(sl 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. !'(have thave not) signed an application for a building permit for the proposed work. 3. I have contractedwith· the following person (firm) to provide the prop9sed 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 ________ _ '"OMP'' =e: H s·sE,,.""10"·= oa···o~Vi, .,., ,.,.,.,.,!AL•·BUo/l'·DJNG'PERMITS ON"Y.:""':,' <-<; :,':',~ >,."'£>, .:, r.-" .. " :-'7".~. ·.--.. ""'. ·~'-' .. · ,, "',• ~ ... w,.,.iro }LL"'-"'"' NJ ...... 1-1, .. f!l-n'/;<>fP,,,,•Pi .. ,. .. , . , __ , _ .. ---~--·-:.,~··"'-"'-__ ·J\' \-·=-,..,_-:-"'~"""""'"''·'·' ,: _ _,__-;.i"-· .. -,;;;;,..,.;., __ .,,.,;., 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 pollliti9n 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 POLLUTION CONTROL DISTRICT. l~LJL .. 1tQ~--~rft~9,_:flQJ~#!-~~NPl~s:¼~~~~NCY,,':v~,,:~:~-z, --~-'Y,,.~_ ---• -~ ·,, I hereby affirm that there is a construction lending agency fqr the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME l LENDER'S ADDRESS lsL ::CAPfl:ICANT CERTIEl~AT!ON:. ·--., .... , --,:-:::· .. .. • --::-,-~7r:-7:·::;.~=. ;;:::, _;::::;,.,::;:-_ -~::; __ :;:;:::;·;_<;::-:--:;::,= ... ;;::,_,:;::'< :;:::· ,-==~::-,,::~:;;;-:s--=. :::_: ·-:;::;--:::::" .. =7:::;);:-:-:::_:;:,_:;;:_ .. ~::::::;:;_~~:;;::.;:-::.-;:;::::;::;;::;::;;::;;;;;:;:;;::-:;:;:;::: I certify that I have read the application and stat'e that the above information is corre~t and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. ·1 hereby authorize representatives of the Cit\' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGRl;E 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 bu· ing 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 comm e · in 180 days from the date of such permit or if the building or work authorized by such ermit is suspended or abandoned at any time after the work is comme f d of 18 ays ( ction 106.4.4 Uniform Building Code). YELLOW: Applicant PINK: Finance· V l11spection List Permit#: CB031413 Date Inspection Item 10/20/2004 89 Final Combo 11/20/2003 89 Final Combo 11/14/2003 89 Final Combo 11/13/2003 89 Final Combo Wednesday, October 20, 2004 Type: Tl INDUST BIO HYDRATION FOUNDATION & ANCHORAGE WORK FO Inspector Act Comments TP. AP TP NS TP co NEEDS I REP., REV. DTL., WPLD REP TP NS Page 1 of 1 :.;. l_ ) Carl Schmidt Inspection P. 0. Box 178403 ,, ,San Diego, CA 92177-8403 ···pr,one (619) 855-9~52 · SPECIAL INSPECTION REPORT -PROJECT: /J 1 (} Ii "x cl r C-f I °',) (;:J ADDREss: 2_ o '7 I I t..i. r 1., R..r-P6 r--J ~ cl~ cITY: C&.i-/J6 ct-cl PERMIT#: c? 0.1 /9'/.:J JOB START: JOB STOP: PIAN FILE#: ___ _ 1YPE OF OBSERVATIONS: MASONRX-· REINfORCED CONCRETE_ FIELD WELDING_ EPOXY_ PRESTRl:SSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:_ TYPE: __________ ......__.,......,..-------------- Materials/Design Mix Num_ bers/PSI: IJ-;l ~. , . A--:J (:> 7 , G'7 CJ I~ I I '• Inspection Date: //-:J-bJ REPORT (//,t CA.. 'i, f / . /v, f . .e c...:r--€ cf ; t) I '-1 . r .. ·-Cf h . ef a-· ·...ec·~-,,, ~ .. · -e,J~ .T4-t2-.-r-.--e. cv-..r .. ~-e O'r' 3' /</",. 6 <=tu""-e. Jt1 ~ re ~ ... +:Lr.:-e ll 1:1 sc t-<L~ t 4 r-,. tv,·-rt, . :: r ,S w ..e 1c .. -e-cl f-o -1/y ~ 6 Cl J'-e. 7 Q... . . ... {£'" ,! -~. . .··~~ Inspector's Signature ·. Phone: ( )_· _ .. _________________ _ . , ... • l"· Fax: ( ) _________ _ ' . CARL SCHMIDT Special Inspection Final Report REGISTERED SPECIAL INSPECTOR P.O. BOX 178403 SANDffiGO, CA 92177-8403 Phone (619) 855-9252 · DATE: 10 / 23 / 2003 T.O: Mr. Tim Phillips CITY OF CARLSBAD BUILD1NG INSPECTION DBPARTMENT------ 1635 FARADAY AVENUE CARLSBAD, CA 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERMIT NO'S.: CB023835, CB023835, CB030698, CB030914, CB031570 PROJECT ADDRESS: -'-----=B=io=h=y-=dta=· =tio=n=. -=2=09:::..::1-=R=u=th=e=rfi=or=d=-=RJ=o=a=d,,__ _____ Carlsbad, California The special inspection services were provided by: SPECIAL INSPECTION AGENCY: Carl Schmidt ADDRESS: P.O. Box 178403 San Diego, CA 92177-8403 SPECIAL INSPECTOR'S NAME: (TYPE OR PRINT) Carl Schmidt SPECIAL INSPECTOR'S CERTIF1CATION NUMBER: 642 EXPIRATION DATE: 12/31/04 · COMMENTS: Shop Welding, Field Welding, Structural Masonry, Reinforced Concrete, Epoxy Anchor Inspections performed by this Inspections were in substantial conformance with approved project specifications. I declare under penalty of perjury that, to the best of knowledge, all the work requiring special inspection and/or material sampling and testing for structure/s constructed under the subject permit is in conformance with the approved plans and construction documents, the approved inspection and testing program and the applicable workmanship provisions of the California Building Code as amended by The City of Carlsbad. Executed on this 23rd day of October / ___ 2'""""00""""3'------- MONTH YEAR //~-~ Signature ____ ~-----~------------------------ 1.. ) . Carl Schmidt Inspection · P, 0. Box 178403 San Diego, CA 92 J 77-§403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECJ: /? / o f/ ~c/ re;, 1-/p ,-, ·ADDRESS: 2.. 09 I -,-IA t-"l.-er :Pll f. d · ,Re/, CllY: C o._r-Is 6 5 d -PERMIT#; C,.£ 6.3 Ir I 3 JOB START: JOB STOP: PLAN FILE#: ___ _ TYPE OF OBSERVATIONS: MASONRY_ REiNFORCEDiCONCRETE_ FIELD WELDING_ EPOXY)< . PRESTRESSED CONCRETE_ SljQ~ WELDIN(;=-_ 139LT!NG ___ REINFORCIN$ §TEEL__ _ FIREPROOFING __ SAMPLES: NUMBER:_ TYPE: ____,.----..,.,.-------=------- Materials/Design Mix N6mbers/PSI: /1-3 ° 7, SI~ ,oso wz .S'6-'r IC-if O .S-Z.. 79 ' -, Inspection Date: lt>-1-'2 -OJ R~PQRT _ r.?-,J"'Tc;... ///~y J"/9' ~ --/-1-, ,-...ec.. /..p / 10 if£ /t--, /0 I e&-lORK INSPECTED ~ONFORMS W1T': APPROVED PlANS ANO SPECIFICATIONS UNLESS OTHERW'ISE NOTED Jc.--~ """ cir. & 51'"2.., Project Billing Information: Print Nome -Certification# S Tr t-i.. c.. . . Inspectors Signature . ·:·· (: ., j " FRO!'l ; STRtJC .STEEL, INC. PH0HE NO. ; 619 239-5735 CA .Uc. #7~&$ "Timotlly--W,,. -P.hiffipa CTty· Of 'Cttrl&b*1d 0BuTkfmg·Department -Matf<·D. 'Brown Struc Steet, Jn(:·. Sto f'{ydratfon cadabadCA 5 - ~AX~ ~--602~ OffiCE: 76~2--a109-. "P{eaee.find·welding.-detan stamped -t>y ~ngineer .atonQ-.wit..h· .ali-i,f Ca.d Schmidt~s.-inspection repoifS~ 1 wilt -caff .for fin~· in&.pectkm for T~y tts...& aotli~ "!N-.... ~ ..............i ·• _.,...._:£..-._...-.-1.,::Jt........K ... -A --t-fiI' --i...:-~\ -1:tfQ' -pc;.Jof.f--1'4 ~~ .ts 01. ~JV: .uuin YVll!t .... \~vt~ orawer 'Vi ... \fl9--G.:ll."~H-~,. Markt>. llrown- 619-851--8757 FROM-· : STRtlC STEEL, INC. .f'.Rf:l'j : Pl;G .GR,IFFJ TH ' Cart Sl':lnnidt Inspection ·f);Q, Box-t 78403 .&:m .Diego, CA 92l77·~8403· ~rie.¢it9'1 g55~9252 PHONE HO. : 619 239· S-7-35 FAX NO. : 858274837$ Hov. 19·2003' 11:5SAM·P2· Nov. 17 2Bel3 1"'2~Z:AM ·n ' JOB-START: J08STOP: Pt:AN· Flt.E #-:· ___ __.._ 1¥PE·OF·OBSERVADONS; ~y_ ·-RBNfORCEtfCONCRBE......,_.H8.£Y.WEUllt'-4G_ £POX¥_,~ .. :P.RESffitSSID·c-ooc~si: __ ~-\_~,_OfNG_ sQ1,;.1!NS_ ·RENFORC..JNG SI$_ RREPROOF.ING_ < ~#,.½,-~~~~. 't.¾1-ffl-MH".fi.. -~~ ~V'lf"·lal;v ·-lillfVJVtOQl't."•....---nr.,1;;; -----:,---..;.._---------,--~--.----..........,.... Marattols/OeS?gn.Mtx.~~ /I-.J-6? .f...TJi£?/r?·J"() '4'. 5'e 'r .I&tt1-e $""L 79 -~:oate.~ lfl .... 2 Z -0 J REP.ORI :z:~.r-r _q/-_.]-'h ~--r£.,,.....124. ~ r-'&J 7 Ck--/~ ~~~-Wffli~.PWJSAND-SP~ctF-ICATIONS -UN(.E.~.0-™ERWJSE.OOJED _ ·· · · _ J ~ 4;;c-.,. c/-;-k ~ G..-· Projeci BttHng lntormotton! P.rint Name Certi.flcatton# ~5==..;.:..r,.....:.r....:· ~=--.:t=---~------ .Phene: .t 1 ,....-________ _ Fax;( '-------~..__._ _____ _ i. < ., • FRGM· : ST-RUC STEEi:., I NC. .F-RO/'J ! F..EG ..GRIF..FJIH PHONE NO~ : 6:19 239 5736 FA.-'< NO. ; 85$2748379. . . Cart-S~f,m1dt I nspeetion Seryi~es;'f ln:c-.. P~O~ B-0x 17.84.03 Sau ~Diege~ (;A j2f77-Mt3 (-619.) .tss~,zsz REPORT . f"'-'J!,."4 ti} S:rN"' '>'-tu{ . Nov. :19 200'3 1 :1 : 59AM P3 Nov.. 1..7 2003. 12!'21.FW!. ·p1 ~ J"\ .V : : .... ~.,.~ ,, ... •n• .• - t, •. ~ >- FROM: STRUC STEEL, lt--!C. Carl Schmidt Inspection: · P. 0. -SOX 178~03 son Diego, CA 92177-8403 :Pnone (619l 855-92S2 PHOHE MO~ : 619 239 5736 .F-AX -NO. -J. .8582'.748.373 Nov. 19 2003 11:59AM P4 Nov, 18 2003 03~0&Ar1 P1 .JOB YlAR!; JO!-"STOP: FLANHI.E#; ---- lYPE OF-OBSERVAtlONS: MASONRY_ "RHNfORCED COOCRaL_ 'FiEt.OW-E{J)!NG:_._.. ·EPOXY_ :pRESfRESSEOCOMCREf~ SHOP\-\£1d3fNG_ -BOt.f-lNG_ RSt---.. 'FORClt,.JG ST-S=L_ f~EPROOFJNG_ .. '?hone; ( 1---------------- l!ox: < '-------------- l ) DATE: July~~ 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1413 EsGil Corporation In (J!artnersliip witli government for <Buifaing Safety SET: II PROJECT ADDRESS: ~091 Rutherford Road D JUR . D APPL~ANT D~EVIEWER D FILE PROJSCT NAME: Equipment Anchorage :Only for .. ~_iohydration Lab . ,/ .... ~ the plans transmitteq herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes · . when minor deficiencies identified below ·are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check li$t has been 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 Tel~phone Fax In Person D REMARKS: By: Bert Domingo Esgil Corporation . D GA D MB D EJ D PC · Enclosures: 6h2..4/03 trnsmtl.dot 9320ChesapeakeDrive,Suite208 + SanDi~g0,.Ga:lifomia92123 + (858)560-1468 + Fax(858)56'0-1576 ( .., DATE: May 2·7, 2003 JURISDICTION: Cadsbad PLAN CHECK NO.: 03-1413 EsGil Corporation In <Partnersliip witli government for (Bui(aing Safety SET:I PROJECT ADDRESS: 2091 Rutherford Road 0 NT . 0 VIEWER 0 FILE PROJECT NAME: Equipment Anchorage Only for Biophydration Lab D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list aAd should be corrected and resubmitted for a complete recheck. 1:8:J rhe ·check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are su_bmitted 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: Mike Firouzi 3657 Columbia Street, San Diego, CA 92103 D Esgil Corporation staff did not advise tbe applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike Telephone#: (619) 297-4547 (,.Je,wo,z..¥. D,f-f7 0JL-'17'=5 '·) Date cont~cted: s Ji 1(03 . (by: t1";:y.) Fax #: 3937 Mail --reiephone· Fax ........--in Person D REMARKS: By: Bert Domingo Esgil Corporl;ltion D GA D MB D EJ D PC Enclosures: 5/14/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 2.08 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' ,, Carb;bad 03-1413 May 27, 2003 iPLAN ;REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 03-1413 OCCUPANCY: TYPE OF CONSTRUCTION: ALLOWABLE FLOOR AREA: SPRINKLERS-?: REMARKS: Structural Only DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: May 27, 2003 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL, CORPORATION: 5/14/03 P~AN REVIEWER: Bert Domingo 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 access for the disabled. 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, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of.a building permit. Code sections cited are based ·on the 1997 .LJBC. 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. To speed up the recheck process, please· note on this list (or a copy) where each correction item has been addressed, le., plan sheet. number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. . ..,/ Carlsbad 03-1413 May 27, 2003 • GENERALj · 1. Please rnake all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: . 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining, sets of plans· and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. All sheets of the plans and _the first sheet of the calculations are required to be signed by the .California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. This will be checked when all the items below are met: • STRUCTURAL 3. Please show how the shim on detail 3/S-2 would be connected to the equipment and the tie down .. 4. Sheet S-6 designated one plan as foundation. How about the other drawings? Please see the other equipment plans also. 5. Please show the height of the tray column on sheet S-2. 6. Please submit calculations for the rigid connection of the tray column to the base plate. 7. Please submit foundation calculations for the tray column. 8. Please incorporate on the plans the thickness of the slab. ' -:,.' I.' ,. Carlsbad 03-1413 May 27, 2003 9. Please identify on sheet $-3 where the recommended base plate reflected on page 8 of the calculations would be located. Please see the other equipment also. 1 0. Page 9 of the calculations shows figure 3 but not reflected on sheet S-3. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where _they are located in the plans, Have changes been made to the plans not resulting from this correction list? Please indicate: Cl Yes O No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to . perform the plan review for your project. If yo.u have any questions regarding these plan review_itehls, please contact Bert Doming~ at Esgil Co~poration. Thank you. ,, ~ Carlsbad 03-1413 ,May 27, 2003 iVALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-1413 PREPARED BY: Bert Domingo DATE: May 27, 2003 BUILDING ADDRESS: 2091 Rutherford Road. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. -· Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance .... J Plan Check Fee by Ordinance Type of Review: D Complete Review D Structural Only D Repetitive Fee Repeats ' ' * Based on hourly rate Comments: D Other · Hourlv · 41 Hours * 0 ' ' · Esgll Plan Review Fee ($) $480.00j $384.001 Sheet 1 of 1 macvalue.doc ;,, Firouzi Consulting Engineers, Inc. A structural analysis and design company STRUCTURAL CALC.ULATIONS PROJECT NAME: DATE: ENGINEER OF RECORD: .. TABLE OF CONTENT COVERSHEET EQUIPMENT LAYOUT PLANS DESIGN VALUE TRAY SUPPORT COLUMN ; · Seismic Anchorage BioHydration Research Labs Carlsbad, California JUNE 19, 2003 P. 2.1 -2.5 P. 3 P. 4 -6.3 LATERAL & BEARING PLATE DESIGN: DEP ALLETISER PALLETISER UNSCRAMBLE UNSCRAMBLE P. 7 -9 P.10 -12 P.13-15 P.16-18 3657 Columbia Street, San.Diego, CA92103, (619) 297-4547, (619) 297-3937 Fax CfJoJ/4 !J ,, ... d~ DJWOJflD:) 'pDq!lµD:) sqo7 ~~Joese·H UO!l~Jp,{HO!B )i • I-Cl II • '~ i l' rn rn rn "' rn rn ~ i. -.......J rn ,,: .. , ·, D!WOJIIDO 'poqaµoo . . , sqo7 4~Joese0~ uono;;1pAHOJ8 .. t i .I tf j I I ~ J t ( Ill! I I • ' ~===4 f t.) . -' t X ----• ~ ---; ' / -'/ . L -~-- // ', ·~ I I 111111 .Ll ... I I • ! I I I N .i • I I •. ' i i • I ! I I i I , I I; II I R I 8 I a .. .. ·• I . ~L - '"' -- .. >-_J :z: D "' ' . ' . ~ .. >-_J :z: CJ (/) w (_) :z: w O:'.:: w Lt_ w O:'.:: O:'.:: CJ Lt_ I I . I I I ' ~,,,. ... ~ .... -_., ,., .. , ... ~ . ·-·· ·~·. . ., ~. :l_ -_ --~~ ••• ~ -·~_,·~~·~~ .. ~~ ... ---,-cl.·--,,:.-.\,. --.. ~~:···:{:·-r~::;?:J?~~~f';,._ .. · r-------------------,-,--------,--,.-----,-------,-,----------------. O~t tSLt £St£ w ....I IXI ~ LO • ~ I U) I ~ I ::::, >-_J z: D (/) w LJ z: w 0:-::': w L. w ~ ~ D L. ' IE 'i1 iii:: i i -11 11 L-. ., I I I • -..... I Ill I ' r r-- ~p I -I .. ... r,.,...-~ ~ -L---- I ' Hff ~~=j=;=j.,==j=-1- ~: It=~~ Ill a IU IN . .--,----,-1,t ---~· I H ' , I I ~ I di . ~ (0 .~ J(f) I I >-_J ::z D (/J w (__) ::z w CJ::::: w LL w CJ::::: CJ::::: D LL I I I i t. .... -· " ,\-~,·-~~::.~-\~~~.-~.~~--~~:h. :: .· ~ ~' •• : • ! • ·'· :- ,,•.; •;:-,._I ; FIROUZI CONSUL TING ENGINE'.ERS) INC, Project Name: Seismic Anchorage BloH yd ration Reserch Labs Paoe: 3 STRUCTURAL CALCULATION SHEET DESIGN VALUE STEEL Tube columns ASTM A500 LATERAL DESIGN LOADS ap= 1.0 Ca= 0.44* 1.3 = 0.572 worst case Ip= 1.0 Rp=3.0 Fp = (ap*Ca*Ip)/R*(l + 3*hn/hr)*Wp Fy=46 ksi = (1.0*0.572* 1)/3*(1+0)*WP = 0.29*Wp-/l.4 = 0.14*Wp Fp(min) = 0.7* Ca*IP*Wp = 0.7*0.572*1 *Wp = 0,4 Wp /1.4 = 0.3 Wp (Govern) CODE & PUBLICATIONS CBC 1998 Edition AISC, Nineth Edition Simpson Strong-Ti~ Connectors 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92'103 (619) 297-'4M7 (619) 297-39~7 FAX E-MAIL: fcelncOaol,com Carlsbad, California f ~ ,'.f.IROUZI' fwPJNSUL TING · :e:NGlNEERS, _INC, . ,.· r - ' ' ?'., STRUCTURAL CALCU~ATIDN SHEE:.T ,.,, ', I ,, . TRAY SUPPORT: /.ii. i' POST DESIGN: ( Col, spacina /wt; oftraywl_cabJe ' .. V;;,, 11ft • S6#1tt--620 lbs• 0;62 k FseFp* Wp , 1•!._. · Fs = 0,3 • 0.62 k = 0.186 k '¥ ,, ·AT 11 ft r :USE TS 3x3x3/16" BASE PLATE DESIGN: V == 0.62 k M == 0.186k * 11ft;; 2.0S k-ft USE 12"xl211x.l/2'' BASE PLATE rIGURE 1 WlTH (4) 5/8'' DIA. SIMPSON EPOXY SET BOLTS \VI 3 W' EMBED !vt . ~ ~-. ,k 38~7 COLUMBIA STRE T SAN D!EOO. CALIFORNIA i210J (111) 217-4547 (119) 2t1-lt37 ,.,.,, I-MAIL: to.inc0-.1.~ r--~ - '1--W ~$.C fl.Ate plJrt,/ -,. FIRO0ZI CONSULTING ENGINEERS , INC. Title: Job# Dsgnr: Date: 7:58PM, 31 MAR 03 Description : Scope: Rev: 510301 . User: KW-D602755, Ver 5.1.3, 22-Jun-1999, Wln32 , (c) 1983-99 ENERCA).C · Steel Column Page ~ Description STEEL COLUMN General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section T$3X3X3/16 Column Height 11.000 ft End. Fixity Fix-Free Live & Short Term Loads Combined I Loads· Axial Load ... De9d Load Live Load Short Term Load Point lateral Loads ... Along Y-Y (strong axis moments) Along X-X ( y moments ) 0.65·k k k Fy Duration Factor Elastic Modulus. X-X Unbraced Y-Y Unbraced 36.00 ksi 1.330 29,000.00 ksi 11.000 ft 11.000 ft X-X Sidesway : Y-Y Sidesway: Ecc. for X-X Axis Moments Ecc. forY-Y Axis Moments Kxx Kyy ...fil. 0.200 k k in in Sway Allowed Sway Allowed Height 11.000 ft ft 1.000 1.000 Suminary Column Design OK Section: TS3X3X3/16, Height= 11.00ft, Axial Loads: DL = 0.65, LL= 0.00, ST= O.OOk, Ecc. = 0.000In Wnbraced L~ngths: X-X = 11.00ft, Y-Y = 11:00ft Combined Stress Ratios ~ ~ DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 0.0298 0.0298 0.5044 XX Axis: Fa calc'd per 1.5-1, K*Ur < Cc YY Axis: Fa calc'd per 1.5-1, K*l/r < Cc I Stresses. · Allowable & Actual Stresses ~ ~ o.oo ksl Q.00 ksl • Fa : Allowable 10.80 ksi fa , Actual 0.32 ksl Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy: Allow [F3.1] fl:> : yy Actual 23.76 ksi 0.00 ks[ 23.76 ksi 0.00 ksi 0,00 ksi o.oo ksl 0.00 ksl 0.00 ksi I Analysis Values F'ex: DL+LL F'ey: DL+LL F'ex : .DL. +LL +ST F'ey : DL +Ll-+ST 11,031 psi 11,031 psi 14,672 psi 14,672 psi Cm:x DL +LL_ 0.85 Cm:y DL+LL 0.85 Cm:x DL +(.L +ST , 0.85 Cm:y .DL+LL+ST 0.85 DL +LL 10.80 ksi 0.32 ksi 'DL + Short 23.76 ksi 0.00 ksl 23.76 ksi 0.00 ksi Cb:x DL+LL Cb:y DL+LL Cb:x DL +LL +ST Cb:y DL +LL +ST 14.36 ksi 0.32 ksi 31.60 ksi 15.23 ksi 31.60 ksi 0.00 ksi 1.75 1.75 1.00 1.75 Max X-X Axis Deflection -2:034in at 1 1..000 ft Mc!X Y-Y Axis Deflection O.OOOln at 0.000 ft • • • FIROUZI CONSULTANTS ENGINEERS,INC. Title:: Dsgnr: Description : Scope: Job# Date: 7:12PM, 4 MAR 03 Rev: 510302 User:·KW-0602755, Ver 5,1.3, 22-Jun-1999, Win32 (c) 1983,99 ENERCALC Steel Column Base Plate f.<- c:\enercalc\kroners ketner.ecw:Calculations Description -BASE Pl-ATE General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width I Summary I Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fl> Max Allow Plate Fb Tension Bolt Force Actual Tension · Allowable •- 0.62 k 3.66 k-ft 12.000 in 12.000-in 0.50oin 12.000 in· 12.000 in Bearing Stress OK 247:2 psi 1,785.0 psi. 1,396.5 psi Thickness OK 34,685.9 psi 35,9.10.0 psi Bolt Tension OK 1.904 k 5.500 k Calculations ar, designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete re Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge B<;ilt Count per Side Tension Capacity Bolt Area 3.000 in 3.000in 0.000 in 0.000 in 3,000.0 psi 36.00 ksi 1.330 2.500 in 2 5.500 k 0.442 in2 Baseplate OK Partial Bearing : Bolts in Tension $cc:if,e: Job.. ·, Date: ·frsw. 1SJUN 03. General FoQting Ao~lysis· & . 08$ign 9"crlption \ ~nll Information CaJcu!Mlons are designed to ~Cl 31MS and 19i7 UBC ~lrwnents '> ; r " :, . Allcwabli Soil BNmg · · snort T..-m Iner.,,.. ~lcZone j LiVe & Short Twm Combined 1' ro ,. Fy r:f · j .' , CO!l¢1'ete W~ht OVerbla'den Weig!'lt t.:d½~ds .!'·, ,. ,'pplled Vei1ical Load ... Deadl.oad Livel.olld Short Tenn Load Applieci'MOl'Mllb ... Dead Load Live Load ~!Klf1TlfTTI Applied Shears. .. 0-.:IL*· Live-L~ Short Term ·1,500.0 pef 1.330 ... 3i000,0 pel 60,000.0 pai 145:00 pof 0.00 pef 0.820 k k k Qr;ntea BolatiQn· 1b0Ut Y-Y Alds (preMUres ·o teft & 111ht> k-~ k-ft 2.050 k-ft Ql'.HIU RotatioruboutY·Y Axis (preiiaurM G left & '1Jht) k k k FQQtlng Thloknen Col:otm. Along X-X Axis Col otm. Along y.y Axia .Bue Pede$tal Height Min steel 'II> Rebar Center To Edge Oistanoe : .. ecc along x-x ·Alda ... ecc along y.y }.Ji# 0.000 in 0.000 in Creates Rotation aboyt X-X Axis (rnssures c top & bot} k-ft k•ft 1(-ft Creates Rotation about X-X Axis (p168Ura G top & bot) k k k 5.500 ft 5.500ft 5.00 i1 12.00 in 12.00ln 0.0001n 0.0014 3,0011'1 Footing Design OK 5.50ft x 5.50ft F90ting. 5.0in Thick, w/ Column Support 12.00 x 12.00in x O.Oin high Max Soll Pressure Allowable -x ew, of Reeuttant "YE®,.ofR~ -J.x Min. Stabiliy Ratio ·. ,,.Y-YPtin. Stabi~ ijlltio . lhearForc:a. Two-Way Shear Ori&-Way ShMrt..,. VuQ Ltft Vu.Q Riglt Vu@Top Vu O Bottom flllCJIJNi!flis Mu.@ Left MUG Right ~U@Top Mu@aottQ,n 01.±l.L 80.9 1,50().0 0.0001n 0.0001n No Ovartuming 3.283 PL+LL+ST 154.8.psf 1,995.0.psf 10,051 In o.aoo 1n 1.500 :1 ; :; :: ~ 7.43pa;I 2.55psl 2.55psi 2,55P*I 2.56pcl AQl.&:1 0.07k~ft 0.07k•ft 0,07k-ft 0,07k-rt ~ 7.43psi 8.28psi ·;3:18psi· ~.551)$1 2.55~ ~ -0;12 k~ft 0.271(,,ft 0.07k-ft 0,07k..ft Actual ANq.Nable M11Dt Mu 0,258 k-1l par ft . Required .Stael Aroa 0.040 in2 pet " Shurstr~ .... 1-Way )ly 8,277 7.4$4 2•Way XcliS .. 4:781)111i 5.~pt;I -2.0S p$I 1.64 psi 1.64 psi ACl9-3 . -0,08 k-ft 0.17 k-ft 0.051(~ft 0.05 k-ft : • : Vn*.fbi 168.23psi 93.11 psi 93.11 pai 93.11 psi 83.11 psi fhl.Lebi 34.0psi .,11 Ir 74.3pei V I I'-20,2 pai 20,2pai ·Yn.:Ebl 93.113plii 168.229 plii o.~ A&Req'.d -o.03 ln2 per ft 0.04 in2 per ft 0.03 in2 per ft 0.03 in2 per ft • ':, ... ~ o.o'13 '? o.o'I ;, t).t. ~cription ' ! ~~U Pressul'I!! Summary i; ' ServlCe Load Soil PrtMlll'N I,. DL t LL ·,L, DL+LL+ST J. Fl®l'ed LO!l(f Soil Preuurn { ACI Eq. 9-1 ACI Eq.9-2 i. ACIEq.9-3 General Footing Ana1y,Js ~ De.$ign ---' -,._ •• -j • ' Left 80.91 e.98 113.28 9.78 tl.28 Rigt'it 80,91" 1~.84 113.28 216.78 139.36 Top $0.91 80.91 113.26 113.28 72,82 -------·---------..... -'---- : .-· >,)(-.: ·,<Job-#-, .-_ ·_:' ·" D*:,11:39M( 18JUN03~·-. J ~.G1psf? 80.91 psf 113.28 psf 113.28 psf 72.82 psf (per ACI. appfled lnt1m11Hy to entered load&)_ I -.·1 I • r~. (c: t.:t ,..~ " ACI 9-1 & 9-2 DL ACI 9-1 & 9--2 LL ACI 9-1 & 9-2 ST i1,.seismic iii st*: . 1.400· 1.700 1,700 1.100 A.Cl 9-2 Group Factor· ACI 8-:, Pead Load Factor ACI 9-3 Short Tiwm FllciQr 0.7~ 0.900 1.300 uec 1921.2.7 Hu• Fw::tor UBC 1921.2.7"0.9" Factor 1.400 0.900 ' '. Firouzi Consulting Engineers, Inc. Job#: o.te: JI.Wle 2003 Scope base plate design we.,D flZ-OM co\...vMt--1. ro Pl.ATE" \'-"\ ~ ;, ALL l'OOttf8 RESERVED, COPY~ 2001 II M ~ 0.12.c.c,;.. 11' ~ 2.os ~~{t -'.2. 4 (oOO '* -fi' ~ ,._o so \ff--1 N F -·?..,oso; :/ ::: ro~4 • ir:) '.}}lfQ'' r\\\cct wct-ld La."'~1\-\ -of ra:.9u\Y"'crJ ?, UIP ~1 -;Jet w .d.\ --lo. ,o n "', (-it) ( D· 1 °)) _ '2,"18~ * /IN· ,, o.iA- 02008.wpd ~· " :,. -.~ FIRDUZI CONSULTING ENGINE;:ERS.J . INC. _ -· ,.....:.;11,.. ..... ,,t.,.,'!;, ·~-~ ... , •• ,.,. ,-• ~ Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Paqe: 7 Carlsbad, California STRUCTURAL CALCULATION SHEET LATERAL AND BEARING PLATE FOR DEPALLETISER f -_,a.; ~M II r-·n r--! I I--" I i N \1-/' ' f I,\. k::'. I .~ I 155 24~ IR :1== f:'I' I ~ I ........ 1.4' L .I ~-I ---~ I !-I -----::f 2780 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619)· 297-4547 - (819) 297-3937 FAX · E-MAIL: fctilncOaol.com ,1 I I I I I ., I .. u I - I t;), Ill ;:) a " HECIWUCAL DATAS1 CDe1>41letlser) . --l'ICIChlne weight -BAH nrtlcle cischnrge height ... -z l'IClchlne rrOJ1e height STH ~ BAH z 1150 2100 3320 1450 2400 3620 17!?0 2700 3920 2050 3000 4220 2350 3300 4520 2650 3600 4820 2950 3900 5120 tnble for i PLH = 550ru'I ffl :-eat I - 5000 kg 2100, 2400, 2700, 3000, 3300, 3600, 3900 M Z= BAH+1220 M X 3580 3880 41BO 4480 47BO 5080 5380 ' ~ .. -· , , -:::~~':~ .... ,..:,_':? ,1-:. -' ';:;;-·?(·'?t'.!· f FIROUZI CONSUL TING ENGINEERS) INC, Projec;:t Name: Seismic Anchorage BloHydrotlon Reserch Lobs Pa e: 8 STRUCTURAL CALCULATION-SHEET DEPALLETISER EQUIPMENT TOTAL OPERATION WEIGHT: W= 5000kg x 2.2 =l 1000# EQ:tJIPMENT BASE WIDTH EQUJPMENT BASE LENGTH HEIGHT OF EQUIMENT . Z = 4520mm = 14.8 ft : B = 2780 mm/ 25.4 /12 =9.12' :A= 2918 mm/ 25.4 /12 =9.57' :Z = BAH + 1220mm SEISMIC FORCE: Fp = 0.3*11,000 # = 3300# '. Mot= (3300#)*2/3* 14.8' = 32560 #' Carlsbad, California Mres = 11000# * 9.12' I 2 = 50160 #' r EllUIPHENT LEGS F.S. = 50160/32560 = 1.54 OK VERTICAL LOAD PER FOOT P= 11000#/8= 1375# CHECK BEARING: : X: base plate diameter required Thickness of concrete: 5" 15~ DIA. x 3/.4' TIIC PLATE 5' Assume allowable soil bearing = 1000 psf 1375 / 1000 * 144 = 3.14*(X/2 + 5)"'2 X = 5.88", Figure 2 USE 15" DIA. x 3/4" PLATE . CHECK SHEAR IN CONCRETE Ve= 2*(fc)"0.5*bw*d = 2*(2000)"0.5*12*5 = 5366# > 1375# 7 OK .3657 COLU~BIA STREET SAN DIEGO, CALIFORNIA 92103 (619) i97 ... 4547 (61~) 297-3937 ·FAX E-MAIL: fcelnc~ol.com 5' 5' FIGURE 2 .~ r . FIROUZI CONSUL TING ENGINEERS, INC, Project Name: Seismic Anchorage · . BioHydrqtion Reserch Labs .Pa e: 9 Carlsbad, California STRUCTURAL CALCULATION. SHEET -. CHECK SHEAR: Fp = 3300# 7 F = 3300# / 4 = 825# pet bolt Use (4) 3/4" dia. Bolts each side of equipment w/ Simpson epoxy set w/ 3 ½" Embed See figure 3 CHECK BOLT TENSION Fp = 3300# 7 F = 3300# I 2 = 1650# Mo= 6*F-6.5*Tl -1.5*T2 = 0 Conservative: T2 = 0 See figure 4 Tl= (6/6.5)*F = (6/6.5~*1650 = 1523# 3/4" PLAlE W/ 3/4"1 SIIIPS0N EPOXY ·~ ADHESIW: ll!)LTS 31/%' EM8ED (ICIIOl52711) ;; SHIM AS REQUJREI) __."7'"7-/ 1/'r PLAlE 3/rSnmNER 1/2" PLAlE 1 1/2" 5• 1 1/'Z' SECTION A-A flGURE 3 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-45'1-'7 (~1~) 297-3937' FAX E-MAIL: fcelncOaol.com f' = 1650 FIGURE 4 _J " FIRDUZI CONSULTING ENGINEERS, INC, Project Name: Seismic Anchorage BioH~ration Reserch Labs Pa e: 10 Carlsbad, California STRUCTUR,AL, CALCULATION SHEET LATERAL AND. BEARlNG PLATE FOR P ALLETISER MECHANICAL DATAS1 < Po.lletlser) -MACHiNE 'JEIGHT 3657 COLUMBIA STREET SAN, DIEGO, CALIFORNIA 92103 (619) 297-4M7 (619) 297-3937 FAX E-MAIL,: fcelncOaol,.com 1020 1380 1000 kg • FIRDUZI CONSUL TING ENGINEERS, INC, Project Name: Seismic Anchorage a10Hydrotlon Reserch Lobs Pacie: 11 STRUCTURAL CALCULATION SHEET PALLETISER Equipment total operation weight: W= 1000kg x 2.2 =2200 # Equipment base width Equipment height : B = 820 mm/ 25.4 /12 =2.69' : Z = (t662 mni)/25.4/12 = 5.45' Seismic Force: Fp =.0.3*2200 # = 660# Mot= (660#)*2/3*5.45' = 2410 #' Mres = 2200# * 2.69' / 2= 2959 # ' F,S = 2959/2410 = 1.23 VERTICAL LOAD PER FOOT P = 2200# I 4 = 550# CHECK BEARJNG: X: base plate diameter required Thickness of concrete: 5" Assume allowable soil bearing = 1000 psf 550 / 1000 * 144 = 3.14*(X/2 + 5)"2 X=0.05" See figure 2 USE 15" DIA. x 3/4" PLATE CHECK SHEAR IN CONCRET Ye= 2*(fc)"0.5*bw*d = 2*(2000)"0.5*'12_*5= 5366# > 550# "7 OK 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-45'4-7 (61~) 297-3937 FAX E-MAIL: fcelncOaol,com Carlsbad, California FIRDUZI CONSUL TING ENGINEERS, INC, , .... '~--..... -,: ... ,. .. <f"•,\:f'-' .... ~·~-", ............... ---• '' ' ' .. ,,'. •, r.'.' ",i ~i; '.'.'~; \:'; ',, '. ,· .... ,, ... Project Nome: Seismjc AnchQrgge BioHydration· Res~ch Labs PoQe: 12 Carlsbad, Cqllfornlo STRUCTURA~ :CALCULATION SHEET CHECK SHEAR: Fp = 660# '7 F = 660# / 2 = 330# per bolt Use min 2-314" dia. Bolts each side·of equipment w/ Simpson epoxy set w/ 3 ½" Embed . See figure 5 CHECK BOLT TENSION Fp =660# Mo = 6*F -6.S*Tl -l.5*T2 = 0 Conservative: 1.5*T2 = 0 See figure 4 Tl = (6/6.5)*F = (6/6.5)*660 = 609# -----. " FIGURE 5 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-4547 (619). 297-3937 FAX E-MAIi,.: fcelncOaol,com _J ., FIRDUZI CONSUL TING ENGINEERS) INC, 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) '297-4547 (619) 297-3937 FAX E-MAIL: fcelncOaol.com Prqject Name: Seismic Anchorage ~toH}dratlon Reserch Labs Po e: 13 STRUCTURAL CALCULATION SHEET UNSCRAMBLE TOT AL \JEIGHT 9000 KG \./EIGHT FDR FDDT 900 KG Carlsbad, California • FIRDUZI CONSUL TINCJ ENGINEERS INC Project Name: Seismic Anchorage BioHydration Reserch Labs Pdqe: 14 STRUCTURAL CALCULATION SHEET UNSCRAMBLER Equipment total operation weight W::;:: 9000kg x 2.2 = 19800 # Equipment base width Height of equipment SEISMIC FORCE: Fp = 0.3*19800 #= 5940# : B = 1609 mm/ 25.4 /12 = 5.28' :Z= 10' Mot= (5940#)*2/3*10' = 39798_#' Mres = 19800# * 5.28' / 2 = 52272 # 1· F.S. = 52272/39798 = 1.31 VERTICAL LOAD PER FOOT P = 19800# / 10 = 1980# CHECK BEARING: X: base plate diameter Thickness of concrete: 5" Assume allowable soil bearipg = l 000 psf 1980 / 1000 * 144 = 3.14*(X/2 + 5)"'2 X= 9.4" See figure 2 USE 15" DIA. x 3/4" PLATE CHECK SHEAR IN CONCRETE Ve= 2*(fcY0.5*bw*d = 2*(2000)A0.5*12*5 = 5366# ;> 1980# 7 OK 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-'4-M7 (619) 297-3937 .FAX E-MAIL: fcelncOaol.com Carlsbad, California FIRDUZI CONSUL TING ENGINEERS) INC, Project Name: Seh;imic Anchorage BioH~ratlon R¢serch Labs Pa e: 15 Carlsbad, California STRUCTURAL CALCULATION SHEET CHECK SHEAR: Fp = 5940# 7 F = 5940# /8 = 743# per bolt · Use (4) 3/4" dia. Bolts at each leg of equipment w/ Simpson epoxy set WI 3 ½" Embed See figure 6 CHECK BOLT TENSION F = 5940#/4= 1485# Mo = 6*F -6.5*Tl -1.5*T2 = 0 Conservative: l.5*T2 = 0 See figure 4 Tl= (6/6,5)*F = (6/6.5)*1485 = 1371# " FIGURE 6 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297--4547 (619) 297-3937 FAX E-MAIL: fcelncOaol.com B ,. ' ' 3/8' STIFFEIER 3/16 _J . ,I • • !"~.:!:'~:,-./~ ;V¥·~,. ,_ -~ . FIROUZI CONSUL TING ENGINE~RS, INC. Project Name: Seismic Anchorage BloHydrotlon Reserch Lobs Pa e: 16 STRUCTURAL CALCULATION SHEET LATERAL AND BEARING PLATE.FORPALLETISER MECHANICAL DATA Sr (PClcker) -Mchlne weight net .... ,- I - I - I I ... I I II II I I. . . Foun(fotlon plCln I -~ I C> J::::· 1695 I I 4400 kg - I .I I I II . ,.....,_ I ' J I rl I II . ,-- /I ,·.,,,,, I I I I . . . I L __ _ 1090 7000N/feet, . _J ,_,-----. 1251 3657 COLUMBIA STREET SAN DIE~O, Cil,LIFORNIA 92103 (619) 297-~5~7 (SHI) 297-31i37 FAX · E-MAIL,: fcelncOaol.com Carlsbad, California · .. ·:·: ··'.i8}~;f7}:;\:: ~..:: ... 1: - F!ROUZI CONSUL TING ENGINEERS, INC, Project Name: Seismic Anchorage BioHydratlon Reserch Labs Pace: 17 STRUCTURAL CALCULATION SHEET PACKER Equipment total operation Weight: W= 4400kg x 2.2 =9680 # ' ' ' ' Equipment base width Equipment height : B = 1800 inrn / 25A /12 = 5.90' : Z=2800mm/.25.4/12=9.19' Seismic Force: Fp = 0.3'*9680 # = 2904# Mot= (2904#)*213*9.19' = I.7792 #' "' Mres · = 9680# * 5.90' / 2= 28556 #' F.S = 28556/17792 = 1.6 VERTICAL LOAD PER FOOT P = 9680#/4 = 1210# CHECK BEARING: X: base plate di~meter required Thickness of concrete: 5" Assume allowable soil bearing = 1000 psf 1210 / 1000 * 144 = 3.14*(X/2 + 5)"'2 X=4.9" See figure 2 USE 15" DIA. x 3/4" PLATE CHECK SHEAR IN CONCRET Ve= 2*(t'c)":0.5*bw*d= 2*(2000)A0.5* 12*5 = 5366# > 1210# "7 OK 3657 COLUMBIA STRE.ET .SAN DIE;GO, CALIFORNIA 92103 (619) 297-+5+7 (619) 297-3937 FAX E-MAIL: fcelncOQol.com Carlsbad, California FIRDUZI CONSUL TING ENGINEERS INC. • '' .... ! : : • I < ' • ~ . ,:.· .,·;_~-~:r .~~-~~·::·~:~;~-~~~::i:~r~~~,::~:.:. ,~ '·: ' > ' .... ,,:·, V< • ',,.-·. Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Pa e: 18 Carlsbad, California STRUCTURAL CALCULATION SHEET· CHECK SHEAR: Fp = 2904# ~ F = 2904# I 4 = 726# per bolt Use min 4-3/4" dia. Bolts each side ofeql,lipment w/ Simpson epoxy set w/ 3 ½" Embe<;l S~e figure 7 CHECK BOLT TENSION Fp = 2904# => F = 2904/2 = 1452 # Mo = 6*F -6.5*Tl .,. 1.5*T2 = 0 Conservative: 1.5*T2 = 0 See figure 4 Tl= (6/6.5)*F = (6/6.5)*1452 = 1340# 3657 COLUMBJA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-45-1-7 . . (619) 297-3937 FAX E-MAIL: fcelncOaol.com A FIGURE 7 _J ' •• 11, ,. t :ii" --! ··· Firouzi Consulting Engineers, Inc. A structural analysis and design company STRUCTURAL CALCULATIONS PROJECT NAME: DATE: ENGINEER OF RECORD: TABLE OF CONTENT COVERSHEET EQUIPMENT LAYOUT PLANS DESIGN VALUE TRAY SUPPORT COLUMN Seismic Anchorage BioHydration Research Labs Carlsbad, California April 23, 2003 FIROUZI CONSUL TING ENGINEERS, INC. P. I P. 3 P.4-6 LATERAL & BEARING PLATE DESIGN: DEP ALLETISER PALLETISER UNSCRAMBLE UNSCRAMBLE P.7 -9 P.10 -12 P.13-15 P.16-18 3657 Columbia Street, San Diego, CA 92103, (619} 297-4547, (619) 297-3937 Fax .. 01wo11100 •poqsµoo sqo7 48Jbeset1 uonoJpA H0!-8 I I; i I rn rn rn ~ rn rn lls s~ -...,...J rn rn t I I t---. r-,-- r-r-.---r- j I ! _____ .,. ___ -.. l'i n ..I,_~ I , , ,-1 I ' I / '*/ /I'. / I ' ll ·- - ... --ffll ll)'lf'Pld!'ffll!WI" possl,lltys C A . I I I I. I J 11 ' -, ~ , .... 15 .. 1 I In frant/lltertl ~ lfr, ll!llllllll320I I ' er frM stont,g lfr, II04671111111111112 C - ..,.._.,.._ m I po.llet lnfeeq and dlsc~harge • A A -i',·HrTn LJ I A 2111 B jfoundatlon plan• m !Ill II ffll I 1111 I! II I! snl. Ml 1111 211 iai -11:11 2lll --m ·-llllll -m - • ti ! :! z, m 3111 3!11 ---·1111 X ... -4111 -la fill -·- 11!11aLEAD IEDIIIIIEII.IITAt --~ . .,... . .,.._ .. ....... -11111 --.. """" -~ .. V• !!Ill 111· N• -111 ·--... --... ---·-........ -z·--i.i,,t I• -111 ·Y-,,_i.i,,t..,_.pol_ Y• -111 •S!Hnodci.w,t SIN•....,,._ 111 --i.w,t· • Ill •ridti.i,,t- -lUl~ ...... i.w,t--IUI• ..... 1111111. -. ~.==~ ~ =::. -..... ~ ........... ~ ....... _ ·A•"""~NRll-·l•Nlf!lllt ...... _... -c---..--= '!;=~:':.':I:&'* ...... ., ......... , .. -n,i ~~"::'=----~ .. ~---..-·-_,.,. __ _ --alillrl-.-.. -~---11w--..... --..... l'llllll'ID.MTAt .......... _ ca1'_!illlffl..-> .......... _ _ ,.. __ ) ·-5 ... ·& Ill! 111Mfcr PUI = 55INt ·*-itft·~ lllCTIIDI.MTAt I I 3/4" PLAlE W/ 3/4"• _,_EPOXY"SEI" ADIEl'lf:1101.15 --""" __ ,, __ .,.., __ M,Jlcls 'II-~ I· ~ 1' //1" STfflJO 1/rPLAlE~ w lllfn&-111 11[ ('.f)DE QOYIN DETAIL II INtl 3pla FDR REFERENCES ONLY AROU21 ~ CONSULTING .. - CJ) ..0 0 _.J ..c (_) I..... 0 .2 ~! ©8 0::: -,:; co 0~ --0 -+-' 0 0 I..... -0 >, :::r: .o (D !!!.-!!!I!! !!!l!l.:!!!!! "' ...;; --DEPALLETISER ....... S3 llot .... lllit poolllt-...... .,_,.._ l!lrWitrlltl.i. ........ eledrlcalalilnet ......... ....... - _____ ..,.. ___ left hand apmted 3ffl mt 2111 - r]trthandopero.ted 0--· -~, f<lll'Oltlon ~GIi .--1ot.·-. .. ~.,.,.. LI c~e11Uon,lllh sllllng door (standlrd). !II .. I ~ 111h llevt.ttng door I arton chnslans ~~ Haldlloli lEOlffl'lt. IETAII.Si IEOWlltALDATASi -IWlm£ \IEIGfT ' netto -q,erilg to 1mg IIOdh., Cl,P/tCITYI CMlOO -Carton chnslans (set drill) Ph (M) IIIIX, (M) PACKl!li NATERUL.i PIEll,\m:.ll DATASI -Ph ~ Gr-cDl'fJl'eSSI -... Cllll5la,Jtla Vn IIIIX, -• ~ 'EUl:TRltN. DATASI -comedian power (Im) -hstalled power of' IIOtor tot.Uy -pawr~ -mto.lled power of' he&ttng totllly 1000 kg V=2000"" H=200IIM MX. 3600 0ll'tonslhalr V / L / H l20 / 200 / 100 -400/:D/380 ill lllricillle CIMll'IS 11th presstt-pl'Oof' contents. 5 bar 1.5 113/h G 1/4' 6,73 KVA 1,55 KV 6,115 KVh -KV -el!cirlall cilftt l-ld. opmtor panel swi.)ect to teclrical changes ~~!{fr! AllltE!NE· D.lS ~tp· ,/ff'STFFEIEI vr PLA1E r ,.. IPfB&-lD III {5:)DE PP'MI PEJAIL FDR REFERENCES ONLY en ..0 0 _J ..c: (.) I..... 0.2 Q) E en~ Q)8 a:::: . -c cc 0~ ·-0 +-' (.) 0 I.... -0· >, :::c 0 (I) !!!!.....!!i!!i ~ ... ;;;;.;; --PALLETISER --S4 El~ (') ~·· SLIDE (custol'ler ! in,, 1570 1695 4371,5 3/rf 3/4° PLAlE W/ 3/4"- --EPOXY "SEI" olllEl\1!:80L1S 31/t' Ball {1CIIOfllffl) {[)DE DOWN DETAIL ie,H,&-1111 a FDR REFERENCES ONLY FIROU21 COISUL.llNG ENGINEERS, INC. ~ en ..0 0 __J ..c u !,,_ 0.2 ~i (1) c 0::::: 0 -0 C _g 0~ •-C -+-' 0 0 !,,_ --0 >, :::c .o m !!!....!!!!i!!! ~ -- -· UNSCRAMBLE --S5 _,..111111!_ _...,..,._ ---r•t--- f I 7 '1 I r7 I, '~ " I/I I I I I I ! ! I 11 • I ii --I ' -- I • I I MIi --1 • I:,::_..,.. 3/4" PlAlE W/ 3/4"• ~EPOXY"sEl" ADIIESW:1101.lS ~~-i/r S1fflNEII 1/r PlAlE .. '-2--1 ll'll'frMlD E {f)DE PAYIN AEIAII -HI 211' FClll'ldt.1bl plan -' 311 1115 ~ ;,, ~. l!I • ' I I ! - l!I mi .,._..,.. _,,., . • qda/lal' 1!11, llolllc-- ! &I/!' TEOKCN. IE'~ lfDWltCM. MTASi -lllldhwfititnet -qierq to lrilg lllldh In -contlln!r~ -ao.te~ -Oll'ton heijlt 11th ver1lcal pad Mkg F2:al111 h=271IO Ill IIIX. 360 111 IIIX. 380 111 MX. 51111111 -ase dh. crom1se to NI chcUan a lw> 111X. 510 111 -ase dh. crom1se to run chcUan <2 tw> l'lln. a,.111 -PL :, case pad(agt ,llfvrt <crate) 11th staggered clvld!r-111d car1ai, llf d!ecked lly,teclwbl depGrwnt Pl£1H\TICN.. MTASi MX.2IOl 111 -U' CCll'l5ll¢tan IIIX, <container copadty X 11.DOOi!) 113/h -Ni. rtqlftll Ir CIJPfft5Slft -cir crmecttan (rldlt ar left> EI.ECIRlCAL MTASI -amected laGd -q:iei:ator pw11n frcm of' 1he,lllldh "' picUcn box ~ ar left on 1'ie 'Mein 5 bilr 61/2' 18-kVA -separate electrial CDiftts and picUcn box ~ -IUmer' of' electrbl CDiftts order specific I elevcl'llng position of' 1he ~ reo.Uzed 11th 1he help of' scrned clstance feets stGrtlng lly 160 111 51.mject to technlco.l charQ!s Right hctnd operated Machine and left hand opernted Machine possible FDR REFERENCES ONLY FROUZI ~ e,=~- (/} ..0 0 ......1 ..c (.) I.... 0 .2 ~! (1)0 0::: c., -d' C C 0~ :;::; 8 d I.... -0 >-, :::c _o en !!!!.-!!i!li!! !!ii!!,--"" - ---PACKER ... _._ S6 FIRDUZI CONSUL TING ENGINEERS) INC, Project Name: Seismic Anchorage BioHydration Reserch Labs Poae: 3 STRUCTURAL CALCULATION SHEET DESIGN VALUE STEEL Tube columns ASTM A500 LATERAL DESIGN LOADS ap= 1.0 Ca= 0.44* 1.3 = 0.572 worst case 1p= 1.0 Rp=3.0 Fp = (ap*Ca*Ip)/R*(l + 3*hn/hr)*Wp Fy=46ksi = (1.0*0.572*1)/3*(1+0)*WP = 0.29*Wp /1.4 = 0.14*Wp Fp(min) = 0.7* Ca*IP*Wp = 0.7*0.572*1 *Wp = 0.4 Wp /1.4 = 0.3 Wp (Govern) CODE & PUBLICATIONS CBC 1998 Edition AISC, Nineth Edition Simpson Strong-Tie Connectors 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-4547 (619) 297-3937 FAX E-MAIL: fcelncOaol.com Carlsbad, California .... FIRDUZI CONSUL TING ENGINEERSJ INC, Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Paoe: 4 Carlsbad, California STRUCTURAL CALCULATION SHEET TRAY SUPPORT: POST DESIGN: Col. spacing /wt. of tray w/ cable V = 11ft * 56#/rt= 620 lbs= 0.62 k Fs=Fp *Wp Fs = 0.3 * 0.62 k = 0.186 k AT 11 ft USE TS 3x3x3/16" '\ . SEE COMPUTER OUTPUT: SHEET BASE PLATE DESIGN: V=0.62k M = 0.186k * 11ft = 2.05 k-ft USE 12"x12"xl/2" BASE PLATE V=0,62K fs = OJ86 ///,1//// FIGURE 1 WITH (4) 5/8" DIA. SIMPSON EPOXY SET BOLTS WI 3 ½" EMBED SEE COMPUTER OUTPUT: SHEET 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (61~) 297-4547 (619) 297-3937 FAX E-MAIL: fcelncOaol.com .... FIROUZI CONSULTING ENGINEERS, INC. Rev: S10301 User: KW-0602755, Ves 5.1.3, 22-Jun-1999, Win32 (cl 1983-99 EHERCAI.C Description STEEL COLUMN General Information Steel Section TS3X3X3/16 Column Height 11.000,ft End Fixity Fix-Free t · ~lve & Short Term Loads Combined Title·: Dsgnr: Description : Scope: Steel Column Job# Date: 7:58PM, 31 MAR 03 Page '& Calculations are designjKI to AISC 9th Edition ASD and 1997 UBC Requirements Fy 36.00 ksi X-X Sidesway : Sway Allowed Duration Factor 1.330 Y-Y Sidesway : Sway Allowed Elastic Modulus 29,000.00 ksi X-X Unbraced 11.000 ft Kxx 1.000 Y-Y Unbraced 11.000 ft Kyy 1.000 I LQads Axial Load ... Dead Load Live-Load Short Term Load Point lateral Loads. .. .,;~, , Along Y-Y (strong axis moments) Along X-X ( y moments ) Summary 0.65 k k k Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments ST 0.200 k k in in Height 11.000 ft ft Column Design OK Section : TS3X3X3/16, Height= 11.00ft, Axial Loads: DL = 0.65, LL= 0.00, ST= 0.00k, Ecc. = O.OOOin Unbraced Lengths: X-X = 11.00ft, v~v = 11.00ft Combined Stress Ratios ~ Live . . DL + LL DL + ST + (LL If Chosen) AISC Formula H'I -1 AISC Formul(:I H1 -2 AISC FQm1ula H1· -3 0.0298 0.0298 0.5044 /, ~~~._·: ___ , -.,.----,---~---.,-------,--'----------------------------' I · XX Axis: Fa calc'd })er 1.5-1, K*Ur < Cc .. YY Axis : Fa calc'd :er 1.5-1, K*L/r < Cc I Stresses • Allowable & Actual Stresses · ~ Live Fa : Allowable fa: Actual Fb:xx: Allow (F3.1] fb : xx Actual Fb:yy : Allow [F3.1] . fb : yy Actual : I ~alysis Values F'ex: DL+LL F'ey: DL+LL F'ex: DL+LL+ST F'ey : DL +LL +ST 11;031 psi 11,031 psi 14,672 psi 14,672 psi 10.so ksi 0.32 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 0.00 ksi 0.00 ksl o.oo ksl 0.00,ksl 0.00 ksi 0.00 ksi Cm:x DL+LL 0.85 Cm:y DL+LL 0.85 Crmx DL+LL+ST 0.85 Cm:y DL +LL +ST 0.85 DL + LL DL + Short 10.80 ksi 14.36 ksl 0.32 ksi 0.32 ksi 23.76 ksi 31.60 ksi 0.00 ksi 15.23 ksi 23.76 ksi 31.60 ksi 0.00 ksi o.oo ksl Cb:x DL+LL 1.75 Cb:y DL+LL 1.75 Cb:x DL+LL+ST 1.00 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -2.0341n at 11.000 ft Max Y -Y Axis Deflection O.OOOin at 0.000 ft l •. •. 'I. t ,,: · FIROUZI CQ~SULTANTS E~~INEERS,INC. Title: Dsgnr: Description : Scope: Job# Date: 7:12PM, 4 MAR 03 .,. '.l- 1,t1 Rev,. s10ao2 . • ., User:KW-06O2755, Ver 5.1.3. 22-Jun,1999, Win32 (c)·l983,99 ENERCALC Steel Column ease Plate . C. c:\enercalc\k~gsJie~ezi;£fl 1c.;11ations -r ~ .;,_' ~ I I• Description BASEPLATE G-.neral Information :;, ., 1 Loads ' ' ' : : · Axial Load .1, ' X-X Axis Moment .. f;»late Dimensions ·Plate Length Plate Width Plate Thickness Supp<>rt Pier Size Pier Length Pier Width I C9nc;rete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 ! ! Plate Bending Stress Actual fb Max Allow Plate Fb ·'f·· Tension Bolt Force Actual Tension Allowable L 0.62k 3.66 k-ft 12.000 In 12.000 in o.sooin 12.000 in 12.000 in Bearing Stress OK 247.2 psi 1,785.0 psi 1,396.5 psi' Thickness OK 34,685.9 psi, 35,910.0 psi Bolt Tension Oi< 1.904 k, 5.500 k Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section Section Length Section Width Flange. Thickness Web Thickness Allowable Stresses Concrete re Base Plate Fy LoadDuration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area 3.000 in 3.000 in 0.000 in 0.000 in 3,000.0 psi 36.00 ksi 1.330 2.500 in 2 5.500 k 0.442 in2 Baseplate OK Partial Bearing : Bol\s in Tension FIRDUZI CONSULTING EN(;JINEERSJ. INC. Project Name: Seismic Anchorage BioHydration Reserch Labs Paoe: 7 Carlsbad, California STRUCTURAL CALCULATION SHEET LATERAL A:ND BEARING PLATE FOR DEPALLETISER ~ ll ~.J,4111. r-h II I ,-I . 1---" I / N \1/ /f\ k:'. I -~ a 155 18 =l==i=E ·~. -__;, .e: I! --=i: I -~ 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619} 297-4547 (619} 297-3937 FAX E-MAIL: fcelncoaol.com I I - 2~70 ~ I I t'J . I I I I I:). ,\ 2780 MECHANICAL DA TAS, <DePQlletlser) --Mnchlne weight -BAH nrtlcle lfschnrge height >< -Z Mnchlne frnMe height . STH IIGX. BAH z '"" 1150 2100 3320 1450 2400 3620 1750 2700 3920 2050 3000 4220 2350 3300 4520 2650 3600 4820 Ii! 2950 3900 5120 tiible for . ! ~ PLH = 550MM ffi .i-~ I ~. - 5000 kg 2100, 2400, 2700, 3000, 3300, 3600, 3900 MM z = BAH+1220 MM X 3580 3880 4180 4480 4780 5080 5380 FIRDUZI CONSULTING ENGINEERS) INC .. Project Name: Seismic Anchorage BioHydrotion Reserch Labs Pa e: 8 STRUCTURAL CALCULATION SHEET . DEP ALLETISER EQUIPMENT TOT AL OPERATION WEIGHT: W= 5000kg x 2.2 = 11000# EQUIPMENT BASE WIDTH EQUIPMENT BASE LENGTH HEIGHT OF EQUIMENT Z = 4520mm = 14.8 ft : B = 2780 nun/ 25.4 /12 =9.12' :A= 2918 mm/ 25.4 /12 =9.57' :Z=BAH + 1220mm SEISMIC FORCE: Fp = 0.3·*11,000 # = 3300# Mot.= (3300#)*2/3* 14.8' = 32560 #' p Carlsbad, California Mres = 11000# * 9.12' / 2 = 50160 #' EQUIPMENT LEGS F.S. = 50l60ln560 = 1.54 OK VERTICAL LOAD PER FOOT P = 1 1000# / 8 = 13 7 5# CHECK BEARING: X: base plate diameter required · Thickness of concrete: 5" 15' DIA. x 3/4' TIIC PLATE Assume allowable soil bearing = I 000 psf 1375 / 1000 * 144 = 3.14*(X/2 + 5Y'2 X = 5.88", Figure 2 USE 15" DIA. x 3/4" PLATE CHECK SHEAR IN CONCRETE X Ve= 2*(fc)"0.5*bw*d = 2*(2000)"0.5*12*5 = 5366# > 1375# 7 OK 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-4547 (619) 297-3937 FAX E-MAIL: fcelncOaol.com 3/4' DIA. Bil.TS WI SIMPS~ / EPOXY SET W 3 1/2' EMBED 5' 5' FIGURE 2 FIROUZI CONSUL TING ~NGINEERS, INC. Project Name: Seismic Anchorage BioHydration Reserch Labs Pa e: 9 Carlsbad, California STRUCfURAL CALCULATION SHEET CHECK SHEAR: Fp = 3300# ~ F == 3300# I 4 = 825# per bolt Use ( 4) 3/4" dia. Bolts each side of equipment w/ Simpson epoxy set w/ 3 ½" Embed I See figure 3 CHECK BOLT TENSION Fp = 3300# 7 F = 3300# I 2 = 1650# Mo == 6*F -6.5*Tl .. l.5*T2 = 0 Conservative: T2 = 0 See figure 4 3/4" PI.AlE W/ 3/4"f SIMPSON' EPOXY "SE'I" ADHESIVE B01. TS ;; SHIM AS REQUIRED ~-r-r-,, 1/2" PLAlE Tl= (6/6.5)*F = (6/6.5)*1650 = 1523#. A FIGURE 3 3657 ·coLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (~19) 297-4~47 . . (619) 297-3937 FAX E-MAIL: fcelncOaol.com 3 1/2" EMBED (IC80f5279) SECTION A-A F = 1650 Tl T2 FIGURE 4 3/Pl' STIFFENER 1/2" PI.AlE 1 1/2" 5• 1 1/2" FIRDUZI CONSUL TING ENGINEER~) INC, Project Name: Seismic Anchorage BioHydration Reserch Labs Pa e: 10 Carlsbad, California STRUCTURAL CALCULATION SHEET LATERAL AND BEARING PLATE FORPALLETISER MECHANICAL DATAS1 < Po.lletiser) · -MACHINE \ii.EIGHT i020 C> 1380 C\J ·...O ...0 - .,... i ~ E E ·= C> i -----i ~-~ ...., ...., 3EUS7 COLUMBIA STREET SAN 'DIEGO, CALIFORNIA 92103 ·(619) 297-4547 (619). 297-3937 FAX E-MAIL: fcelncOaol.com 1000 kg FIRDUZI CONSULTING ENGINEERS) INC, . Project Name: Seismic Anchorage BioH ydration Reserch Labs Pac:re: 11 STRUCTURAL CALCULATION SHEET . P ALLETISER Equipment total operation weight: W= 1000kg x 2.2 =2200 # Equipment base width Equipment height : B = 820 mm/ 25.4 /12 =2.69' : Z = (1662 mm)/25.4/12 = 5.45' Seismic Force: Fp = 0.3*2200# == 660# Mot= (660#)*2/3*5.45' = 2410 #' Mres = 2200# * 2.69' / 2= 2959 #' F.S = 2959/2410 = 1.23 VERTICAL LOAD PER FOOT P ::;: 2200# / 4 = 550# CHECK BEARING: X: base plate diameter required Thickness ofconcrete: 5" Assume allowable soil bearing = 1000 psf 550 / 1000 * 144 = 3.14*(X/2 + 5)"2 X=0.05" See figure 2 USE 15" DIA. x 3/4" PLATE CHECK SHEAR IN CONCRET Ve= 2*(fc)"0.5*bw*d = 2*(2000)"0.5*12*5 = 5366# > 550# '7 OK 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-4547 · (619) 297-3937 FAX E-MAIL: fcelncOaol.com Carlsbad, California FIROUZI CONSUL TING ENGINEERS) INC, Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Pace: 12 Carlsbad, California STRUCTURAL CALCULATION SHEET CHECKS HEAR: Fp = 660# -:> F = 660# / 2 = 330# per bolt Use min 2-3/4" dia. Bolts each side of equipment w/ Simpson epoxy set w/ 3 ½" Embed See figure 5 CHECK BOLT TENSION Fp= 660# Mo = 6*F -6.5*Tl -l .5*T2 = 0 Conservative: T2 = 0 See figure 4 Tl= (6/6.5)*F =(6/6.5}*660 = 609# E3 ... ... A A E3 FIGURE 5 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-4547 (619) 297-3937 FAX E-MAIL: fceincOaol.com FIROUZI CONSULTING ENGINt:ERS) . INC, 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (~19) 297-4547 . (619) 297-3937 FAX E-MAIL: fc.elncOaol.com Project Name: Seismic Anchorage BioHydration Reserch Labs Pa e: 13 STRUCTURAL CALCULATION SHEET UNSCRAMBLE ·TOTAL w'EIGHT 9000 KG WEIGHT FDR FOOT 900 KG Carlsbad, California FIROUZI CONSULTING ENGINEERS INC, Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Paoe: 14 STRUCTURAL CALCULATION SHEET UNSCRAMBLER Equipment total operation weight: W= 9000kg x 2.2 = 19800 # Equipment base width Height of equipment SEISMIC FORCE: Fp = 0.3*19800 # = 5940# : B = 1609 mm I 25.4 /12 = 5.28' :Z=lO' Mot= (5940#)*2/3*10' = 39798 #' Mres = 19800# * 5.28' / 2 = 52272 # ' F.S. = 52272/39798 = 1.31 VERTICAL LOAD PER FOOT P = 19800# I 10 = 1980# CHECK BEARING: X: base plate diameter Thickness .of concrete: 5" Assume allowable soil bearing = 1000 psf 1980 / 1000 * 144 = 3.14*(X/2 + 5)"'2 X= 9.4" See figure. 2 USE 15" DIA. x 3/4" PLATE CHECK SHEAR IN CONCRETE Ve= 2*(fc)"0.5*bw*d = 2*(2000)"0.5*12*5 = 5366# > 1980# -:> OK 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-45-47 (619) 297-3937 FAX E-MAIL: fcefncOa9l.com Carlsbad, California . ~. ' - FIROUZI CONSUL TING ENGINEERS, INC, Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Pa e: 15 Carlsbad, California STRUCTURAL CALCULATION SHEET CHECK SHEAR: Fp = 5940# 7 F = 5940#/8 = 743# per bolt Use ( 4) 3/4" dia. Bolts at each leg of equipment w/ Simpson epoxy set w/ 3 ½" Embed See figure 6 CHECK BOLT TENSION F = 5940#/4= 1485# Mo= 6*F -6.5*Tl -1.5*T2 = 0 Conservative: T2 = 0 See figure 4 Tl= (6/6.5)*F = (6/6.5)*1485 = 1371# FIGURE 6 3657 COLUMBIA STREET ·SAN DIEGO, CALIFORNIA 92103 (619) 297--45,4,7 (619) 297-3937 FAX ·E.,.MAIL: fcelncOaol.com L 6 xBx 3/8 3/8' STIFFEtER 3/16 FIRDUZI ·CONSUL TING ENGINEERS) INC. Project Name: Seismic Anchorage BioHydrotion Reserch Labs Pa e: 16 Carlsbad, California STRUCTURAL CALCULATION SHEET LATERAL AND BEARING PLATE FORPALLETISER MECHANICAL DAT AS: (PQcker) -Mo.chine weight net 4400 kg -~ r ,--:,- I I ___,_ -I ·1 -- I ,-- I I I I I I I I ,-7 I I I II :rl I II --II 'I I I I __..,,, . '" . . Foundo.tlon plQn 1695 L __ - 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-4547 (619) 297-3937 FAX E-MAIL: fcelncOool;com 1090 1855 I. I I I -_ . . I 7000N/feet ....J 1 -.--- 1251 FIROUZI CONSUL TING ENGINEERS, INC. Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Paae: STRUCTURAL CALCULATION SHEET " PACKER Equipment total operation weight: W= 4400kg x 2.2 =9680 # Equipmept base width Equipment height : B = 1.800 mm I 25.4 /12 = 5.90' : Z=2800rnrn/25.4/12=9.19' Seismic Force: Fp = 0.3*9680 # = 2904# Mot= (2904#)*2/3*9.19' = 17792 #' Mtes, = 9680# * 5.90' / 2= 28556 #' F.S = 28556/17792 = 1.6 VERTICAL LOAD PER FOOT P = 9680# I 4:;:: 1210# CHECK BEAR.ING: X: base plate diameter required Thickness of concrete: 511 Assume allowable soil bearing = 1000 psf 1210 / 1000 * 144 = 3.14*(X/2 + 5)"2 X=4.9" See figure 2 USE 15" DIA. x 3/4" PLATE CHECK SHEAR IN CONCRET Ve= 2*(fc)".0.5*bw*d:;:: 2*(2000)"0.5* 12*5 = 5J66# > 1210# "7 OK 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297--45-47 (619) 297...,3937 FAX E-MAIL: fcelncOool.com 17 Carlsbad, California FIROUZI CONSUL TING ENGINEERS, INC. Project Name: Seismic Anchorage BioHydrotion Reserch Lobs Paqe: 18 Carlsbad, California STRUCTURAL CALCULATION SHEET CHECK SHEAR: Fp = 2904# 7 F = 2904# / 4 = 726# per bolt Use min 4-3/4" dia: Bolts each side of equipment w/ Simpson epoxy set w/ 3 ½" Embed See figure 3 CHECK BOLT TENSION Fp = 2904# => F = 2904/2 = 1452 # Mo = 6*F -6.5*Tl -1.5*T2 = 0 Conservative: 1.5*!2 = 0 See figure 4 Tl = (6/6.5)*F = (6/6.5)*1452 = 1340# 3657 COLUMBIA STREET SAN DIEGO, CALIFORNIA 92103 (619) 297-4547 . (619) 297-3937 FAX E-MAIL: fcelncOaol.com ,_ • .:.. J. -~ KLT EHGIHEERS 9492631310 KLT ~ 2 N § U " ~ I N G $ Tjl 11 C I 111 A L ~ N G I ~ E i R s 1a ? r:vlne AV~nuc. Newport Beach A 9266~ (949) 263·1!08 PAX (949) 263 .. 1310 F Facsimile Transmittal P.01 ....... ~,--.....---------.....,..._ ....... ~---------,r------------- Company: ~-,IL..___. tJ1-~I( ...-.'-"' CC: t\ttentionr FA-· t<&U, f '( .Attetttfon: Fax; 16u,6bl ,j[J6 Fu; .fob lh ·------ .Total# otP$ges_"2 ___ (including this c~ver) pL~E s.fE: A-T1'Atd Gt> ttA. f Ii MG-,c, f r~ __ =·-u1t.:~, l.fu.r 1-H;ft~P: ~ itL;-:~ i6f-t.4c.G- :== ,4#~ A ~ ·: 00 ... ..,.,...,,. • .,........,M ., .. _'¥"lf"I' _______________________ ~~~...,...,-- ,..,.. .. ,..,._--.~------------------------............. ___,..---·~"'··----·------------------------~-----~ ..... ~·-· ________ ....._,. ___ __...,....____, ________ ~~...,.,.. \,._.__.,,...,..,,..i-..·--------------__,......,_~-----------~-~---,- ,._,,~ .. ~·-------~------------.....,._.._ ____ ,..~.,..,.. ___ ..._ ______________ .....___ ___ _.___" ._.._ ... ""~·---------------------------~---- ... ~-"·-··,.,,...--------~~~---------~---- 14.,J-.._J, ; ' • ·-,~ KLT ENGINEERS 9492631310 I I•• Bio•Hydration Research Labs 6370 N~ncy Ridge Dr., Suite 104 San Diego, CA. 92121 (858) 452-8868 Fax: (858) 452-8026·v··' TcUh': Rtd !v:!~4~1I P.02 · ---·-w-·-----'--------------------~------··-~--·•· ,, FAX TRANSMISSION . -----------·~---f!p.CM . .IONa.11•:: Francis Lo Company: KLT FaJO 949 263 1310 Pagt111 w/covan 22 "'"Po 1 «&1111 Michael Holloway bate: April 17, 2003 CCI Repnll1191 Hilti bolting systems. _, ____ .,.._.......,.,.. ___________ ...... _It"" ___ , , .... ______________ .......,...,.... .......... """ .. 't Francis. I have attached the recommended Hilti anchoring $ystem specifications for the 12 and 20,000-galfol1 tanks. As I was saying, the city wm not approve the u~~ of the Hilti method, unless we have a detail that show that the Hilt; epoxy system is the eqllivalent to the embedded bolt~. I would. Jjke to use the 304 stainless steel on rhe 12,QOO .. ga!lon rank but that is not a necessity. l would li~e to also use the stainlc,ss steel for the 20.000- gallon tank :will probably need to use th! Ultirnat~ steel high str~n~h n1Qoel. Hilti recommends the 12 model · F. bedded. and the 20'' with 18" imbedded. ~ ,_~~c ICr. ~ fti,"'C"' 'o"~ - .::=-· Ii u':::w I l(L r RE-~~ ~ f!11.n .tfo)('f ~-4t "IJ.'fb,~~ ~ fo~ Piouo~A.llotJ f,4,,.-t<.s -l:i 1 .Mo11E-<.wrT'1 !l~Oli Li ~ LO '1_!.M06f>PGb ).·1ichael Holloway V.P.ProdijCtion/R&D .t:=o~~,()'t;t)-GtA-l,i<...0,111 ,Mlt.-s -w''Mot1fl-Wn~ Bio-hydration Research Labt Inc. r 63?0~ancy!~JdgeDdve-Suite 104 (t·llTO (Hrt1o) 1 lbf -:t-'1&h>P&b ~~~!~e~~s?~s;:S~i . .J-tn.r, 61'0!]' JCX.,f \ "'1!1~4 #s li'l 3 f14' ,t,~-n trpox~ eo1wr -~:;, ;:~) 8~25li~· f4 11f l 2''(1,f or,6{.1.111f ~ to 11 .W 6G-t1P~ ~4,1... -ro E~Pax (707) 924-7334 I '~x 4 ··~M.~t>~ /dl(/M ~ i!,oa. T - mholloway@pontaw~ter.com I'' .f, ·.;µ, ;Mo~el w,1q /13/' ~ Mfi&1JJ,&,D t-=iQ cAA,l 4f 'O f ''<+ iX 2-f u IA,N'r MJ~#.. Sot..T . ·