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2470 FARADAY AVE | 6200 EL CAMINO REAL; ; CB991914; Permit
City of Carlsbad 07/01/1999 Commercial/Industrial Permit Permit No: CB991914 Building Inspection Request Line (760) 438-3101 Job Address: 2470 FARADAY AV CBAD Permit Type: Tl Sub Type: Parcel No: Lot#: INDUST 0 NEW Status: ISSUED Valuation: $100,000.00 Construction Type: Applied: 05/18/1999 Occupancy Group: Reference #: Entered By: RMA Project Title: BECKMAN/COULTER Plan Approved: 07/01/1999 FIREWATER CONTAINMENT SYSTEM/TANK Issued: 07/01/1999 Applicant: Owner: Inspect Ar6Jltt7t, 07 /01/99 0001 01 C-PRMT OGDEN 5510 MOREHOUSE DR SAN DIEGO CA 92121 619 458-9044 Total Fees: $1,183.19 / clbtal Payj;;enfs~to-D~te: :'\-'S;.~$0.00\~<o O 'Bal~n\ce Due: I rl..... ,.:; / l f V\1"\ _ \ V::Y" I {;:::_ ''. I'<'--. ---~ -_,,,,, . .,, ' c::-=-. I ,--._ 1· ---~~f \ ) -_/ I ~ ··--~:. __ ._.,,.§~ i :./ \ Building Permit (l)) / $621.33 ·-.. , _________ .J _ ~[.,W~ter Con?'hle 1~\ \ Add'I Building Permit Fee \ \::::::,.,., 1 $0.09111 ~e'!e~Size _/,;;;:. I i \~ J Plan Check \ ~4_03.p6/ 1 ~9dfRec1::::_~\evr €c!m. Fee / Add'I Plan Check Fee \ \,;:-;:-' $0-lO~ t(()FID PaY.l0ff~F:eef / f ',. V ~1,1~ ~l'~'?//,, / Plan Check Discount -$0,0~ ~Ff · '~-' , / Strong Motion Fee \ \~21-:907 if (G J:);--fund),/ j' Park Fee ,~_0&9 ~,!::f T e Tax L -- LFM Fee (0> $0,QO INCO~-~~dse T3,x,(Cf ~ ,s~d) Bridge Fee v .,,.,-::$,0.Q0'-......_Jl!§ffic.lmpacN\e~\ L BTD #2 Fee C-{~9(90 (} T~ffip-!~P.~(qED Fupd) BTD #3 Fee $0t9011/ R 1~Ffl{1~\ 'Fr~ri~P,cJrtation·F ee Renewal Fee $0:00--{r leUffi11B1NG TqJA( Add'I Renewal Fee $0:oo-:_ ECECTRl,CAt'TOTAL Other Building Fee $0.00 . ...__MECHANICAL TOTAL Pot. Water Con. Fee $0.00 Master Drainage Fee: Meter Size Sewer Fee: Add'I Pot. Water Con. Fee $0.00 TOTAL PERMIT FEES $1,183.19 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $62.00 $60.00 $15.00 $0.00 $0.00 $1,183.19 Inspector: FINAL APPROVAL Date: /P/;i.r/2,z ; } 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 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 capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 02 1183,,19 FOR OFFICE USE ONl Y PLAN CHECK NO. qq 111 ~ PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 EST. VAL. _________ _ Plan Ck. Deposit __ __,.,,......,, ____ _ it.. .PRQJf?CTINFOBJv'IATIO!ll . 2 "t 7eJ AIMD~ Address (include Bldg/Suite #) Business Name (a{ this address) H<f?10,.JpA 1 '-0~ Lot No. Subdivis· n Name/Number -O, ,_ Z O ~-v/4t\/&.>. $>1, Assessor's Parcel # ~/Jrtrl. Description of Work Existing Use Ca,..,n1,,.J~ ~j~-r¢J-? /774,.11~ €H1tf SQ. FT. 1 #of Stories # of Bedrooms # of Bathrooms Name Address City State/Zip Telephone # Fax# ~;;::/w:-i,~;;;;,~As~~J~r~.:;d~~',t!~se°s;fj;;~-: · ·,~ ·;;J~;:-· --1b;~j~~;.;~~:;··· Name Address City State/Zip Telephone# Name S.tate/Zip Telephone # \!?-, '·QQ,1\!'f_,BAQTOfl.~ POMPAN,y:f•,!AIVIE, (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031. 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hu dred ollars I$ 500]). &. , o iA w. v1 ;;;z,. 9-ZQE> &i? 6?e-· , Name Address City State/Zip Telep ne # State License # -~-----,,__~-----License Class ----.A.,,__-E------City Business License # I ( q S:S"s::t Designer Name Address City State/Zip Telephone State License # _________ _ ;a~_,. ---w9,RJ~R,$;,,90MPE~SATlON ,-,:~ · , _ ,~Y ----~.-=rn "' Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 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. 00 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 ~ued. My worker's compensation insurance carrier and policy number are: Insurance Company__________________ Policy No. uJ.2!) tS:.C?6 2, r Expiration Date /0 ,-'rY (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which 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 e cost of compensation, damages as provided for in Section 3706 of the Labor code, intp.ijest and attorney's fees. SIGNATURE ____ ---(~_,e.~~""4:~:::::::=-------------DATE Q--/-97 ii.. , , ~PViftE.R"BQJkP~.B Pi;Q!;ARATIQN . _. . . . ..... 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 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 thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I 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 I address / phone number/ type of work):. ________________________________________________________ _ PROPERTY OWNER SIGNATURE ______________________ _ DATE _________ _ :qoMP,LJ:jl;. 1'.i:IIS f$EOTl0f(FQRNQ'{V:RE~/D.ENTll:II; Bl!ILDING>l;'ERNll:TS ON!,Y:. Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ~.: ... .c':6.r{sJ'ji;ic;,-tf9,~J~NQJ~.<tA¢1=N~Y: ~-.' · .. ·. ~· ... :::_:.~_:· :: -_~_-_-_·: :_·,,_~-..... ·; ... ~-... ' ~ · I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _____________ _ LENDER'S ADDRESS ________________________ _ :~,., .: A.l'Pt!CAl'\11'. Cf:RTJf.lC~9,N -·· ,. ,' ..... · · ,. "" ' ' · .. , N, ~ -,, V,' -, ', N~, < 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 KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH M IN ANY Y ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavatio EXPIRATION: Every permit issued by the Build' work authorized by such permit is not comme or abandoned at any time after the work is co APPLICANT'S SIGNATURE " deep and demolition or construction of structures over 3 stories in height. der the provisions of this Code shall expire by limitation and become null and void if the building or days from the date of such permit or if the building or work authorized by such permit is suspended eriod of ection 106.4.4 Uniform Building Code). I J DATE ___ SJ+-, _18_,,t'-'-'""·'---- WHITE: File YELLOW: Applicant PINK: Finance tr City of Carlsbad Inspection Request For: 1 0/21 /99 Permit# CB9919.14 Title: BECKMAN/COULTER Description: FIREWATER CONTAINMENT SYSTEM/TANK Type:TI Job Address: Sub Type: IN DUST 2470 FARADAY AV Suite: Lot 0 Location: APPLICANT OGDEN Owner: BECKMAN INSTRUMENTS INC Remarks: AM PLEASE-MADE INSP REQ ON TUES. Total Time: CD Description Act Comments 19 Final Structural L 29 Final Plumbing t 39 Final Electrical 49 Final Mechanical Inspection History Date Description Act lnsp Comments Inspector Assignment: TP --- Phone: 7607448866 Inspector: L Requested By: J.P. JONES Entered By: CHRISTINE 9/28/99 89 Final Combo NR TP NOT COMPLETE 8/19/99 62 Steel/Bond Beam AP TP CONTAINMENT CMU WALLS 7/30199 12 Steel/Bond Beam NS TP NOINSP 7/29199 12 Steel/Bond Beam PA TP TRENCH & SLAB REINF INT CONTAINMENT 7/28/99 11 Ftg/Foundation/Piers NR TP NOT COMP 7/28/99 12 Steel/Bond Beam NR TP 7/14/99 11 Ftg/Foundation/Piers co TP 3 IN CLRN 7/14/99 12 Steel/Bond Beam co TP 7/12/99 11 Ftg/Foundation/Piers co TP 7/12/99 21 Underground/Under Floor co TP ,~. Citv 01 Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite CF-'IID Plan Check#: Permit#: Project Name: Address: Contact Person: Sewer Dist: CB99,1914 BECKMAN/COULTER 2470 FARADAY AV JP JONES Phone: 7607143677 Water Dist: Lot: Date: Permit Type: Sub Type: 0 9/28/99 Tl INDUST Inspected By: a.~ Date Inspected: JO ft '.Z /9 9 Approved:_)(_ Disapproved: __ Inspected Date By: __________ Inspected: _____ Approved: __ Disapproved: __ Inspected Date By: Inspected: _____ Approved: __ Disapproved: __ Comments: ------------------------------ DAILY REPORT Project Name Subcontractor W Reinforced Concrete D Shop Welding Material/Equipment: ,.~. ,.. CHRISTIAN WHEELER ENGINEER.ING D Pre-Stressed Concrete D Field Welding Time Departed: 709 Reg.# Architect Engineer D Reinforced Masonry D Fireproofing Superintendent's Signature Plan File# D Geotechnical o ________ _ Date 4925 Mercury Street+ San Diego, CA 92111-+-619-496-9760 + FAX 619-496-9758 w,~ Qwtl~d DAILY REPORT Project Name Project Address Contractor Subcontractor 0 Reinforced Concrete 0 Shop Welding Material/Equipment: Weather: Date Time Arrived: ,.~, "" CHR.ISTIAN WHEELER. 0 Pre-Stressed Concrete 0 Field Welding ENGINEERING Time Departed: 7t>o/ Reg.# Permit# Project# Architect Engineer 0 Reinforced Masonry 0 Fireproofing Superintendent's Signature 0 Geotechnical '?{_, ~ Hours Charged: Date 4925 Mercury Street+ San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 ··~· IJ.1 CHR.ISTIAN WHEELER. ENGINEER.ING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Test Location: Req. Strength: Date Sampled: Date Received: Sampled by: Tested by: Sample Type: Sample# 2159 2160 2161 2162 Beckman Truck Door 2470 Faraday Avenue, Calrsbad Good & Roberts CCI Sump 2A, slab-on-grade 4000 psi 7-15-99 7-16-99 TK DG Concrete, 6" x 12" Date Tested Age (days) 7-22-99 7 8-12-99 28 8-12-99 28 Discarded Job#: Permit#: Architect: Engineer: Supplier: Mix#: Admixture(s): Truck#: Mix Temp: Slump: Min in Mixer: Area (sq. inches) 28.27 28.27 28.27 198.106 99-519 Plan File#: Smith Consulting Architects Prime Structural Engineering Hanson 5033500 920 Ticket#: 84° Air Temp: 4½" %Air: 106 UnitWt: Maximum Load Comp. Strength (lbs) (psi) 120,250 4,250 159,590 5,640 159,160 5,630 800916 76° Failure Type .. The sampling, handling, cunng and compressive strength testmg were performed by Chnst1an Wheeler Engmeermg m accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (2) Beckman Coulter (1) Smith Consulting (1) City of Carlsbad Reviewed by: Michael B. Wheeler, RCE #45358 4925 Mercury Street+ San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 Project Address Controctor Subcontractor· ~einforced Concrete 0 Shop Welding Material/Equipment: Weather: !ilJ CHRISTIAN WHEELER. ENGINEER.ING 0 Pre-Stressed Concrete 0 Field Welding Sooo ~- Time Departed: Architect Engineer 0 Reinforced Masonry 0 Fireproofing best of my knowledge, in compliance with the approved plans and specifications. 2a9' Reg.# Superintendent's Signature Plan File# 0 Geotechnical 0 Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 Date ~~Wt,\~oi DAILY REPORT )g Reinforced Concrete 0 Shop Welding Material/Equipment: A A"! ,:ooc PSl \·t Weather: Date ~~· ... CHRISTIAN WHEELER. 0 Pre-Stressed Concrete 0 Field Welding ENGINEER.ING Time Departed: Engineer 0 Reinforced Masonry 0 Fireproofing served is,' to the best of my knowledge, in compliance .wi 4925 Mercury Street + San Diego, CA 92111 + 619-496-9760 ~JD Plan File# 0 Geotechnicol o ________ _ Hours Charged: [,o + FAX 619-496-9758. Ciftj, 3/)Wci~ JI CHR.ISTIAN WHEELER. ENGINEER.ING DAILY REPORT Project Name /")._ . u e--c., \ '<-M.-A ~ I Plan File# Project Address '::) L\ -==1-o ~1'3s-R._A 1'1"\ I...) A-Ve, c & . Project# \G\~~\O\e, Architect ' 3tV\..CfI-\. Q.e.0s,.:AT1.,JC..., i/'.._..P,__L,\..-; • Subcontractor meinforced Concrete D Shop Welding 0 Pre-Stressed Concrete 0 Field Welding Engineer c., s v--'\ D Reinforced Masonry 0 Fireproofing 0 Geotechnicol D Material/~nt: / ~. .. R_g-~~~, i~M A,..I,.,\~ G...{~-\..\.o +1.,;p ~.-...)c..e~,: L/ocof'St $re-c .. 'b. .Scue FS-i \JS~ M,-t.'· ~-D~'?>~<:50. i.+A..:i"$~;J Date Time Arrived: O q ~ I Time Departed: \ q ::0 I Hours Charged: (.o I ' ' (' ,,. ,.s r ~b l~ ~ 'cl. ~ F\ i:=i? ~ ,...,...___ I() .... ~ ,...,..._ .P . ~ ~ ~\......\ ~7\ e :~ \ \ Unless noted otherwise, the ~erk observed is, to the be¢ my knowltre'ge, in comp nee with the approved plans and specifications. -· \ . ~~______----r~;;::==!=L~"'~s~,ril::r~-::-,~Jr 1",;:;;-;;;:-~ si¾ ('Jc) "&v:tl:::: C? v?'~ -<vA, /q a Technician. ·~ _ , -V f......__ Reg.# _S_u..,pe-r"""'in::...te-nd-e-=nt'-''s=S=ig'-na-tu-re.;.;\--=='-==--------~ \ }¼,,-,yg ~ ~ \G\ Technician (Print or Type) 4925 Mercury Street+ San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 ,~i' r/J CHRISTIAN WHEELER. ENGINEER.ING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Beckman Truck Door Job#: 198.106 Job Address: 2470 Faraday Avenue, Calrsbad Permit#: CB991914 Plan File#: Contractor: Good & Roberts Architect: Smith Consulting Architects Subcontractor: CCI Engineer: CSM Construction Engineering Test Location: Plan tanks T-01 and T-02 Housekeeping Pad Supplier: Palomar Req. Strength: 5000 psi Mix#: 355012 Date Sampled: 8-9-99 Admixture(s): HRWR/ECL Date Received: 8-10-99 Truck#: 712 Ticket#: 945333 Sampled by: AC Mix Temp: 81° Air Temp: Tested by: DG/JB Slump: 5½" %Air: Sample Type: Concrete, 6" x 12" Min in Mixer: 102 UnitWt: Sample# Date Tested Age (days) Area (sq. inches) Maximum Load Comp. Strength Failure Type (lbs) (psi) 2435 8-16-99 7 28.27 104,640 3,700 2436 9-7-99 29 28.27 156,640 5,540 2437 9-7-99 29 28.27 154,600 5,470 .. The sampling, handling, curing and compressive strength testing were performed by Chnsijan Wheeler Engineering m accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (2) Beckman Coulter (1) Smith Consulting (1) City of Carlsbad Reviewed by: Michael B. Wheeler, RCE #45358 4925 Mercury Street+ San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 1..:i' r/J CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Test Location: Req. Strength: Date Sampled: Date Received: Sampled by: Tested by: Sample Type: Sample# 2427 2428 2429 2430 Beckman Truck Door 2470 Faraday Avenue, Calrsbad Good & Roberts CCI Middle 1/3 of tank footings T-1 and T-2 4000 psi 8-7-99 8-9-99 TK DG/]B Concrete, 6" x 12" Date Tested Age (days) 8-16-99 9 9-7-99 31 9-7-99 31 Discarded Job#: Permit#: Architect: Engineer: Supplier: Mix#: Admixture(s): Truck#: Mix Temp: Slump: Min in Mixer: Area (sq. inches) 28.27 28.27 28.27 198.106 CB991914 Plan File#: Smith Consulting Architects CSM Construction Engineering Hanson 5033500 WRDA64/Air 404 Ticket#: 89° Air Temp: 4" %Air: 80 UnitWt: Maximum Load Comp. Strength (lbs) (psi) 114,160 4,040 146,630 5,190 145,900 5,160 807116 80° Failure Type The sampling, handling, cunng and compressive strength testing were performed by Christian Wheeler Engmeenng m accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (2) Beckman Coulter (1) Smith Consulting (1) City of Carlsbad Reviewed by: Michael B. Wheeler, RCE #45358 4925 Mercury Street+ San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 ··~· l"u CHR.ISTIAN WHEELER. ENGINEER.ING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Beckman Truck Door Job Address: \Z4?b-Faraday Av~, Calrsbad Contractor: Good & Roberts Subcontractor: Test Location: Sump 2Awall Req. Strength: 4000 psi Date Sampled: 8-3-99 Date Received: 8-4-99 Sampled by: DH Tested by: DG Sample Type: Concrete,.6" x 12" Sample# Date Tested Age (days) 2343 8-10-99 7 2344 8-31-99 28 2345 8-31-99 28 2346 Discarded Job#: Permit#: Architect: Engineer: Supplier: Mix#: Admixture(s): Truck#: Mix Temp: Slump: Min in Mixer: Area (sq. inches) 28.27 28.27 28.27 198.106 CB991914 Plan File#: Smith Consulting Architects CSM Construction Engineering Palomar Transit Mix 355012 HRWR/ECL 712 Ticket#: 88° Air Temp: 4½" %Air: 85 UnitWt: Maximum Load Comp. Strength (lbs) (psi) 122,710 4,340 167,590 5,930 165,430 5,850 943194 75° Failure Type .. •' The sampling, handling, curing and compressive strength testing were performed by Chnst1an Wheeler Engineenng m accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (2) Beckman Coulter (1) Smith Consulting (1) City of Carlsbad Reviewed by: Michael B. Wheeler, RCE #45358 4925 Mercury Street+ San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 )gt Reinforced Concrete D Shop Welding Material/Equipment: .1l ,:©CC ~t "\-i Weather: Date ,.~, '" CHRISTIAN WHEELER. D Pre-Stressed Concrete D Field Welding ENGINEER.ING Time Departed: D Reinforced Masonry 0 Fireproofing served is, to the best of my knowledge, in compliance wi 4925 Mercury Street+ San Diego, CA 92111 + 619-496-9760 ~JD Plan File# D Geotechnical o ________ _ Hours Charged: (1> + FAX 619-496-9758 Cdt;, {J(l))r_fl/x:d September 14, 1999 Beckman Coulter 2470 Faraday Avenue Carlsbad, CA 92008 ATTENTION: Jim Williams CHRISTIAN WHEELER ENGINEERING REFERENCE: Beckman Tanks; 2470 Faraday Avenue, Carlsbad, CA Building Permit #991914 SUBJECT: Final Testing and Inspection Report Dear Mr. Williams, Project #198.106 Report #8 Christian Wheeler Engineering has provided testing and special inspections of reinforced concrete on the above referenced project as detailed in daily reports 8 through 11. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans and specifications and the applicable workmanship provisions of the Uniform Building Code. If you have any questions, please do not hesitate to call me at 619-496-9760. Michael B. Wheeler, R.C.E. 45358 lVIBW:clb cc: (2) Beckman Coulter (1) StrJ.th Consulting (1) City of Carlsbad 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 'JUN.24.1999 .,.,, . .,.,, .. ,.: 3:00PM NO.617 P.3/3 C.z.r1-s'be.d. 99-1914 6/J./99 SPECIAL INSPECTION PROGRAM . .. . . '· .. AOl'JRESS 01:l t.R:GAL oescA1PT10N: PLAN CHECK NUMBER~ .9 9-l.9 l 4 2470,FarJUl.ai,Ave Catlsll;a,d ca 92008 OWNER1S NAME: Be~ km ,i.n.. C Dll l t er I.D..c I 11 as the ovJner, er agent of the owner (contractors may~ tlmp!ey the spGc!al ins}:;l~Qr}. oertify that J, or the-arohitee1/sngineer of record> v-rin be rlJsponsibl& tor employ1ng ttie ~pecra1 inspeaorts) as requlred by Uniform Building Code (UBC) Section 1701, 1 for the con~frnctlgn proJact located at the :;ire llsted above. UBC Section 105.3.5, . S!J!n•d t l'l,L),i.t..;.. I, as tne ~Mirteer/a.rch~ect of reeord, eerti<yi.Ma, r havs pr~p.s..,~~ !he rcltciwin~ spacial inspection pr~_gram ~s r ~ujred by ue ion 106.:s.!i for the constructlon -proJ€0t lo-:atcd ~1 the site listed above. 1. List ot work ,equlrin :f) Soil.s C0mptlanu Priot to Foundation lnSpGc=tion D liitl~ WeH1Ing u Prestress-ed ccincreti Expansion/E.po%.V Ancilcr& fi Structural Conc::rete 0VQr$00 PSt . ~ tiish Strength Bolt{~ D StructutaI M1scnry Spray~d-On Firept0ofJn9 D Oesisn.Qt Sl!~Ifl~d -Other -------- ~-Narrto{s) at inalviliLl.al{:;) or flcm{s) resp~nslt:-le-for lhi, ~~ial i'n.sp«C;tions \($teQ abO\I~. A, Christian Wh~el~ .Ea,~iu,&e.t'ing ·- B. ------------------------------------- e. -------------------------------...---- I l1 -· a:. _______ ,__ _____ -,-___ ____, ___________ .1 ___ _ --------.--:.-----------------,,-_---c. ... ·· . , .. ·H • ! ·~ • .. ~., .. ' !i'-'J!, '.\ .. ' ., ''. . . (, ,·,-, ·> !N CHRISTIAN WHEELER. ENGINEER.ING DAILY REPORT Project Name (kJL,V\.P,,0 ~'lL:.\\2-i~, Permit# c.: l~ qq l en'-\ IPlanFile# _ Project Address °\==-A-,Q..t...~(\/4\.,L.j Project# \ C\ i , \ O(.c ~L\ +e) v¾'t?. C .\b_ Contractor t / Architect ~ j\-\\....,~ \\-C . Qo:-,,<' -.~ c~.0s.cL,1 .....)(, I \-,? c_\_-\ • . """' "' --'-'-""~" •• ·"?:"'.:'Ir--~~L.:~ Subcontractor Engineer P R.i :V\c -~'7iL..JC.... ~.,__. .t--~einforced Concrete 0 Pre-Stressed Concrete 0 Reinforced Masonry 0 Geotechnical 0 Shop Welding 0 Field Welding 0 Fireproofing D Materialf-Equipment: K.. t,_,::·Q,~ :-Cl.. ,Q.. ', (;_,<_I\, t ~~ 1,A-"'S.. { ·'--"-I'"'< \c,,'(-' Weather: / Date Time Arrived: ccl.cC:i--; I Time Departed: \,(; 0--() I Hours Charged: ¥" 7-/,3. 1-v~ S....D-~~ ~ R.( ---,,.,__ ..___;::;-\ ,,.::i-1-d-tc...t._l 1--> G ~t""\::::\. ~e-R <:::::__,\..,.._(-J'S, Q A--.;. -~-~ A.-v·b:, f I , ~ ~l t){' \ C.c"' ~~,.a,_\ ,,-0 /v'-\,_~ ~ '-....l~C.~ {<..c.= f11'\-l~ i-JUIV\n--,;...:--y<. 's,\."2~-......... ..._-!...,._ . . I ' . ,. . /A,, .. > h ,-:::; \A-("~·~ -~'-' 1 \ <:,. l,-0 $._, ,,e,, s:-A"--l I AL ~,',) ~,e__-,1..., 1""--'f. e" cut.Th I " -T,~-,.,:::;....,') D i L-vii.-{\ eL~.,J~ ~---C.. L-l::Y-\RA-rJ GE."' ' ,4'7.'.7-\h iZ.<£C\ r-1~~ ., V'\ ~ ,L .. ,_ -p 1e.. l o--,Q__ Lo L~ ,-.._) (· _,(L~\ e-.. Uol= """'"-~;,.,<be, wo~ obreN°" Is, lo <he ~9•, ITT -,r=,1 wah l "PP'""''!~' o1,~ro'1oo,. +/n/1o; ;----l \]~ -,, \ . ~ ~ · ~"-'.' 1:,--~ ''Z<?.-V---.= --· >"<§ ~ •,.f,,.-:;.,) AA A.. r ..r~-'~ _ ... ~ (./ ,...______ fuperintendent's Signature ·(1 Date , :i:e~'s Signature .. Reg.# \ ~'::l<::.-0 \tk,,,-~ ½\~ \l-t, 3 I ..,-. \ ~ (Print or Type) 4925 Mercury Street + San Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 Wij l Q,QJt \fu°'d DAILY REPORT !N CHRISTIAN WHEELER ENGINEER.ING Project Name ~~~V\~ (b\jLTl2\<. Pennit# C~qc:1 \C\. \l\: I Plan File# -- Project Address .. d Ll ":\-0 l=-1'\-KV-\. t\ AY A\J~., Coe. Project# \ C\ Co • \ o<.o Contractor C"·0-~\:). ,~<~·9;Cf"-<!_ Architect S, . ' ·<t-• Y-\ ,'T\\ C -.::i ~ ·-,, i =\-(:c. \-\ , t::::: .:...0 ._ \ \ ~\,,,,._ Subcontractor Engineer 'y , C C I. R.\v-"\.~ "S.Ti;Wc, S..:OG:.. ,:~einforced Concrete 0 Pre-Stressed Concrete 0 Reinforced Masonry 0 Geotechnical 0 Shop Welding D Field Welding 0 Fireproofing D '· Material/Equipment: '·J,-·!::,A . 1<\\c\.S-Cs12..o.Go le ·--?::V2~\ r\·~~ , -S~cC f~.-\. \)S €1 t,"t,,: .. «._., ' --D ..-.,j (_ (.:_ C 7. "c ' ·\_) ,Jct.~ (' ~ \ Weatlrer: , .. ,., M\ X~ :")L)':) 0 s-uc I:+;~ } -J s C, I'-) G:,."'-,)c ~ Date Time Arrived: 6L-":'~ I Time Departed: I.~ ;;:-0 I Hours Charged: ~ ~/iS-,-::; /, ~\\._ --(< ' -' ~ ,) Q\_,.~j;:\;\,J-c.,-.:;;. \-,Zr:,1.__, '-'~\ ,~ \-cS:..c\ ~...:s r:,__, ':S: "\ 1::f1=-{__ P.r<-\.(!).K t~ I ' G ----i/'-'\A\ ;r-c-~\ .0 \::::.'-~ R-!5f.. S1:. ~.CT""€~ -~ J ;..~9 .(',.]('. 1' ~'1 r.;;;; T \~ I ' -\ ,~S~D..E5l~ {) L¾ .?"')v\.s,ST e \-,p. op {k~·x \b6 c..~1~((... l,\ ~~~s s ' 5ae-o ?~·\ Ce, ---:-+=:'." ~,.:'...i.;;::-:i. A\ ":::)01'-'''--{Z> r0 'S, '\.... '{',{:'::, ~ f-...) c. ...... ,<'. .. P-.S1 ff S. :J,. j(.\. • ·'J \?, ;'.::\-;J t::, :1~ . ~ K \ ;,S\ ,.:,).'Z_.\. <£>IQ "' J A,....) -SlA:G:, \-i'¥C 1'v"\. <:) ,,) G. ,{U,:\-1\ f; • ~ ~-\P1cr.::-.;-,-u~,.\-i: 1 k~\ .';,;)_ '½ ,....,\.E \-O? ·~r.•,v, t)v""P. !c,.:;,~L\.·~~1\,,.) • r"'-c... H \. ~v P~ ~ \ ' ,, \ ~ \ ,,_,,_,;;:;-c 1-+-A. NlC.,D(L V \ n~R~-ntl ~ D~~ ~8 e.,-~ ~ \Z .. \ >,::-:;'\ c..,....., \...\ ,....J ~ t~TC. S i=?(.;'~(L\ (' -~IS\'\ A-T :::::) A. S.LV·"'-.P -~\~~ \f !),,:O C ...{"(. i.\:t G: S \_~iv\'( "'""fs<ITt:::_tr\ ~ .. r,1.:\:1 L\Y,,)..'.,,.,,. c.~ ,-.JC > I €JV\.f' ~ L:\ ~ I N0Ti;?; t~ \;0<')C '\',,, ;:;)__ "t \.\ S,"T . .:i...·~s ,~,:;; ~---,;;....e, . <::... b\;= ~ 1:\.-•,).)·~ . ~--~[~~ \-~N~S'ti B'i\~~_:yc;._ ' l \bt:-\:-\-\. :s 6 -c Lt:____..,,-.,,..(.2_ 7 ',_ 7-/,.-F ~!'-"--\\ \._\ 0 rr' ~'-'~LL s'-..J ,v'\. '? ·::i i \ ~,,, '-'.::,~,;,T et-" Sl-\-~'6 ~\-CT ·-r. -Ci"~ .... -!'~~/-~ .fTT LD.~ i ;(,.:,.,v\c(Z. W,+.S, ·1.e RSl"--"\6 v~:D e...sc.__~_...:it::..""13R -L~ . ' Lr-nh~ LD .. ~~\\t~~ \) /\J !~.~Lb ~su,~e~ .. L\ ~(...-c~~ ~'\.'~LI.::? C'\.~')2_W\"bS {) i._ l~c.....~\.e;1JT L...:-:, i"\-S, \.•'-l ';S0~ ~ \A,-sT""I ,.l._ '-. • ( D t--.... Q l-l 1:;_ ,,.::SC, l:;;.-~ \ \, ~ ~ }~? ,-0-(, .. ,:Nvi~"i\ ~ L...A-N <;. ' . , . .. Unless noted otherwise, the work observed is, ~~ge, in compliance with the ap~roved plans and specific:3tions. , ~/2~!11 . It • ~ t t {0 t '--.._.\ . ' ..,, . -.!' . •.' ' l . . ' /. ------I ll~ll?~l,,I • ~?'{ I C' <-l-1 I< C( U(..:'.,r ~ -i-·m1's Sigcr•,.--l ,_ t/ ''-...... Reg.# Superintendent's Signature V Date -1~;..,\~-1.i \2 ((..{ ~ \<::-~ \,!~-~- weimicitw (Print or Type) 4925 Mercury Street+ San.Diego, CA 92111 + 619-496-9760 + FAX 619-496-9758 .~ EsGil Corporation 1.n Partnersliip witli (Jovemment for '.Buifaing Safety DATE: 7/1/99 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-1914 PROJECT ADDRESS: 2470 Faraday Ave. SET: III PROJECT NAME: Beckman Coulter T.I.(H3/H7 room) g_..AP-~ANT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 1:8:1 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D Esgil Corporation staff did not advise the applicant that the plan check has been completed. 1:8:1 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mark Langan Telephone#: 793-4777 Date contacted: 1/, (by: DY) Fax #: Mail Telephone Fax In Person , 1:8:1 REMARKS: 1. Please slip sheet C-1,C-2 ·nto city II set.(at building department). 2. The designer stated that the exiting in H3/H7 m adequate. Please verify. 3. The applicant hand carried the approved plan back to the ci . 0 .. per Mr. Peterson) 4. City to approve the special inspection program. By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC log trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation 'J.n. Partnersliip witli (jovemment for '.BuiUing Safety DATE: 6/23/99 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-1914 PROJECT ADDRESS: 2470 Faraday Ave. PROJECT NAME: Beckman Coulter T.I. SET: II _9--Af'=P~ ~ D PLAN REVIEWER D FILE 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact per~on. ~ The applicant's copy of the check list has been sent to: Jim Williams 2470 Faraday Ave. Carlsbad CA 92008 ~ 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: David Yao Enclosures: Esgil Corporation ~ GA ~ MB D EJ D PC 6/14 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 99-1914 II 6/23/99 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2470 Faraday Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/14 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 99-1914 SET: II DATE RECHECK COMPLETED: 6/23/99 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo Carlsbad 99-1914 II 6/23/99 8. Each sheets of the plan for T-11 shall be signed and sealed by the engineer or provide information to show the tank design is under the approved industrial standard. 12. Provide special inspection program to the building official prior to issue the building permit. The response shows include with this submittal. The form appears to not include in the submittal. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER: Glen Adamek 2. Provide data on proposed hazardous material to be stored and used. UBC, Section 307 and UFC. Provide the complete hazardous material technical opinion and report for the H-Occupancy areas. d) Please address the required exiting from the H-Occupancy areas and correct the plans (provide the complete floor plans for the total H occupancy areas) to show: i) All exit doors from the H-Occupancy areas must swing in the direction of exit as per UBC, Section 1004.2. ii) All exit doors from the H-Occupancy areas must not be provided with a latch or lock, unless it is panic hardware, as per UBC, Section 1018. iii) "Every portion of a Group H Occupancy having a floor area of 200 square feet or more shall be served by at least two separate exits." as per UBC, Section 1018. e) Provide a written response to show how Spill Control and Drainage are being handled as required in UBC, Sections 307.2.3 & 307.2.4. As per the statement on page iii of the Overview of the 'Technical Report' by Eriksen-Rattan Associates Inc. The Spill Control, Drainage and Containment within the H3/H7 Area 1 are not apart of the report by Eriksen-Rattan Associates Inc. And no other report provided. Note the "Containment Calculations" by Ogden are not a complete Spill Control, Drainage and Containment report. UBC, Sections 307.2.3 and 307 .2.4. In the required Spill Control, Drainage and Containment report please address the following: i) Please address any incompatible materials and the required separations of drainage and containment systems of incompatible materials. ii) The dikes and berms seem to block wheelchair access and are trip hazardous. Please address. Carlsbad 99-1914 II 6/23/99 iii) The plans do not show the open-grate trench at each of the door openings. The trench drains seem to be a few feet from the door openings. Not right at the door openings. Please correct. iv) Provide design calculations for the proposed 2 inch high concrete berms to show sprinkler water or container spill will not run over the 2 inch berms for the required spill control. v) The plans show tanks T-12 and T-13 are both 20 K tanks. The containment calculations use only 10 K Liter tanks. Please correct. vi) The Containment calculations are for only 4,217 square feet of area within the main building, but the plans show over 10,500 square feet of H occupancy in the main building. Please correct. The Containment sumps seem to be too small. The sprinkler water from the mezzanine is not shown in the calculations. vii) The 24 hour rainfall for a 25 year storm is more than 3.5 inches. Please check and review the containment sizing. PLUMBING (1994 UNIFORM PLUMBING CODE) 2. Provide complete plumbing plans for the H-Occupancy areas, including: No response provided. a) Complete drain, waste and vent plans. b) Provide gas line plans and calculations, showing pipe lengths and gas demands. UPC Section 1217.0 c) Provide complete water line plans. d) Show water heater size, type and location on plans. UPC, Section 501.0 MECHANICAL (1994 UNIFORM MECHANICAL CODE) 4. Provide mechanical ventilation in all rooms capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. USC, Section 1202.2.1. The sheets M3-1 and M3-2 do not show the required outside air to the air handler units in Room #1. Also, the mezzanine mechanical plans are missing. Please correct. Note: If you have any questions regarding this plumbing, mechanical and energy plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. · + ELECTRICAL PLAN REVIEW + 1993 NEC Carlsbad 99-1914 II 6/23/99 + PLAN REVIEWER: MORTEZA BEHESHTI 1. Show or identify new loads proposed for the existing equipment. WHERE ARE THE NORMAL AND EMERGENCY POWER FEEDS TO EXHAUST SYSTEMS SHOWN. 2. Indicate main service size (amperage rating) and the total load demand on the service. JUSTIFY THE ADDITIONAL LOAD ON THE EXISTING SYSTEM. 3. Show on the plan the location of the service. NEC 110-16, 230-2.INDICATE LOCATION OF THE FEED TO THE CONTROL PANEL. 6. Indicate how emergency power is provided for hazardous materials areas. NEC 500. CHECK WITH MECHANICAL ENGINEER FOR EXHAUST FANS LOCATIONS (SEE COMMENT #1). ALSO, SHOW THE EQUIPMENT AND CLASSIFIED AREAS ON THE PLANS IN ADDITION TO THE GENERAL DETAIL SHOWN ON SHEET E-3. Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 99-1914 II 6/23/99 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: _____ OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed ________________ _ I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed ________________ _ 1. List of work requiring special inspection: !ZI Soils Compliance Prior to Foundation Inspection !ZI Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry D Designer Specified D Field Welding Englnee(s/Architect's Seal & Signature Here D High Strength Bolting !ZI Expansion/Epoxy Anchors D Sprayed-On Fireproofing D Other _____ _ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A.------------------------------ 8. ------------------------------ c. ------------------------------ 3. Duties of the special inspectors for the work listed above: A. B. C. EsGil Corporation 'l.n Partnersli.ip witli. government for 'Buifaing Safety DATE: 6/1/99 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-1914 PROJECT ADDRESS: 2470 Faraday Avenue .., PROJECT NAME: Beckman Coulter T.I. SET:I 0 APP ICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE 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 cneck list and should be corrected and resubmitted for a complete recheck. [g) 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. [g) The applicant's copy of the check list has been sent to: Jim Williams 2470 Faraday Avenue Carlsbad CA 92008 [g) 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 [g] REMARKS: CB99-998 ' By: David Yao. Enclosures: Esgil Corporation IZI GA D MB IZI EJ D PC 5/20 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 99-1914 6/1/99 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 99-1914 OCCUPANCY: H3/H7 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: SPRINKLERS?: Y REMARKS: 99-998 DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/ 1/99 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: hazardous room ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/20 PLAN REVIEWER: David Yao 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 1994 UBC. 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, 1994 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, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 40, TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1994UBC) tiforw.dot Carlsbad 99-1914 6/1/99 1. All sheets of the plans shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. 2. Provide the correct address and suite number of tenant space on the plans. Section 106.3.3. 3. ~ Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 USC, UMC and UPC and 1993 NEC. 4. On the first sheet of the plans indicate: • The floor area of the remodeled area, • Type of construction of the existing building, • Present and proposed occupancy classifications of the remodel area, • The floor where the tenant improvement is located, • The occupant load of the remodel area(s). ., _.,,,, 5. Identify existing walls to be removed, existing walls to remain and proposed new walls. Identify bearing walls, non-bearing walls, and shear walls. 6. City to verify that the path of travel from the handicapped parking space to the remodel area and the bathrooms serving the remodel area comply with all the current disabled access requirements. • CITY OF CARLSBAD SUPPLEMENT 7. Please make 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, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. 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, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Dep~rtment 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. Carlsbad 99-1914 6/1/99 • MISCELLANEOUS 8. Provide construction details for each tank and clearly referenced from the floor plan with complete calculation for tank itself, its support with calculation to justify it. 9. The calculation provided from EQE appears to show the 1 OK and 20K tanks shall supported by pipe columns with bracing. Provide complete details of the ., support system on the plan. 10. The calculation from ~SM Engineering shows the foundation calculation for the tanks T-1 and T-2. Is the tank plan drawing PO?? Provide calculation to justify the tank construction. 11. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER REMARKS 12. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 13. Please refer to the following corrections for mechanical, plumbing, mechanical and electrical items. 14. 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. Carlsbad 99-1914 6/1/99 15. 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: Yes D No 0 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER: Glen Adamek 1. The licensed designer must sign each sheet of the plans. 2. Provide data on proposed hazardous material to be stored and used. USC, Section 307 and UFC. Provide the complete hazardous material technical opinion and report for the H-Occupancy areas. a) Clearly show the types of hazardous material that are being stored or used, as per the USC, Table 3-D and 3-E classifications. Provide the material safety data sheets (MSDS). b) Clearly show the amounts of each type of hazardous material to be stored and in use. c) Clearly show where in the buildings each type of hazardous material is being stored or used. d) Please address the required exiting from the H-Occupancy areas and correct the plans to show: i) All exit doors from the H-Occupancy areas must swing in the direction of exit as per USC, Section 1004.2. , ii) All exit doors from the H-Occupancy areas must not be provided with a latch or lock, unless it is panic hardware, as per USC, Section 1018. iii) "Every portion of a Group H Occupancy having a floor area of 200 square feet or more shall be served by at least two separate exits." as per use, Section 1018. -· Carlsbad 99-1914 6/1/99 e) Provide a written response to show how Spill Control and Drainage are being handled as required in UBC, Sections 307.2.3 & 307.2.4. i) Detail the required minimum 4 inch "liquid-tight" raised sills at all ii) iii) walls around each of the rooms requiring to have spill control. Correct the design of the open-grate trench drains at all door openings where 4 inch curb or raised sills are omitted. Please include calculations and design of the proposed pump drainage system as follows: a) Provide sizing calculations for the sump and pump systems. b) Provide Emergency power for the containment system pumps. f) Provide calculations for required containment in each area of the buildings, as per UBC, 307 .2.5. g) Provide the required manual shutoff control for ventilation equipment as per UBC, Section 1202.2.3. Sheet M3.2 is missing, as per note on sheet M3.2 states "Manual Ventilation System Emergency Shutoff Control for EF-51 & EF-52 See M4.2." h) For fumes or vapors that are heavier than air, exhaust shall be taken from a point within 12 inches of the floor. UFC, section 8003.18.2-5. PLUMBING (1994 UNIFORM PLUMBING CODE) 3. Provide complete plumbing plans for the H-Occupancy areas, including: a) Complete drain, waste and vent plans. b) Provide gas line plans and calculations, showing pipe lengths and gas demands. UPC Section 1217.0 c) Provide complete water line plans. d) Show water heater size, type and location on plans. UPC, Section 501.0 MECHANICAL (1994 UNIFORM MECHANICAL CODE) 4. Provide mechanical ventilation in all rooms capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1. The sheets M3-1 and M3-2 do not show the required outside air to the air handler units in Room #1. Please correct. 5. A complete plan review will be done when the complete hazardous material technical opinion and report and ·the complete plans and calculations for the H- Occupancy areas are provided. --Carlsbad 99-1914 6/1/99 Note: If you have any questions regarding this plumbing, mechanical and energy plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. + ELECTRICAL PLAN REVIEW + 1993 NEC + RLAN REVIEWER: MORTEZA BEHESHTI 1. Show or identify new loads proposed for the existing equipment. 2. Indicate main service size (amperage rating) and the total load demand on the service. 3. Show on the plan the location of the service. NEC 110-16, 230-2. 4. Show the location of the 0.5 KVA transformer. NEC 110-16,240-24,300-21 ;·..;: 5. Provide the required working space about electrical equipment. NEC 110-16. 6. Indicate how emergency power is provided for hazardous materials area~. NEC 500 Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 99-1914 ---6/1/99 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2470 Faraday Avenue BUILDING~ OCCUPANCY: H3/H7 BUILDING PORTION BUILDING AREA (ft. 2) Revision for the 5hr H3/H7 room PLAN CHECK NO.: 99-1914 DATE: 6/1/99 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MULTIPLIER ($) -_..,., Air Conditioning Fire Sprinklers TOTAL VALUE D 199 UBC Building Permit Fee O Bldg. Permit Fee by ordinance: $ 0 199 UBC Plan Check Fee t8J Plan Check Fee by ordinance: $ 544.69 Type of Review: D Complete Review D Structural Only t8J Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 435.75 Comments: 87.15 x5=435.75 -. Sheet 1 of 1 macvalue.doc 5196 PLANNINC/ENGINEERING APPROVALS PERMIT NUMBER CB $ { q I l( DATE_5_,,._)-_l(_~~1- ADDRESS j'l( 70 ~OA-J ------------------- .RESIDENTIAL RESIDENTIAL ADDITION MINOR (<$10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDINC OTHER __________________ _ PLANNER ENGINEER~ DoCS/Mlsforms/Planning Engineering Approvals DATE _ _S::;;_,/_;_?~~'_:..9..;_J_ DATE 6/f>) ff ---1--, -.J--, ---- C~rlsbad Fire Department 990225 2560 Orion Way Carlsbad, CA 92008 Fire Prevention (760) 931-2121 Plan Review Requirements Category: Building Plan Reviewed by: Date of Report: 05/27/1999 ------------ Name: Jim Williams Address: 2470 Faraday Av City, State: Carlsbad CA 92008 Plan Checker: Job #: 990225 Job Name: Beckman Cont. Sys CB991914 Job Address: 2470 Faraday Av Ste. or Bldg. No. IZI Approved D Approved Subject to D 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 approval 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 office 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 / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 990225 2nd FD File# 3rd Other Agency ID OGDEN ENVIRONMENTAL AND ENERGY SERVICES CO., INC . ••••• ENGINEERING CALCULATIONS TITLE: CONTAINMENT CALCULATIONS PROJECT: BUILDING 1 HAZARDOUS MATERIALS AREA PROJECT NO.: 3-2058-0000 CLIENT: BECKMAN I COULTER, INC. SITE LOCATION: CARLSBAD, CALIFORNIA Plan Check Resubmittal II RMF RMF LLL 6110199 Rev. ISSUE DESCRIPTION PAGES CL APPVD. PREP. BY CHECKED DATE OGDEN • • • • • 5510 Morehouse Drive San Diego, CA 92121 I I I I I I Job/Client Name: ~A,) I Co.Jt..-,r;!;rl.. 7 Job Number: ~-ZO-S:80 coo Subject: ~~N"-r.iQ,,J~ c.A t..<-vY.17 o,J S By: L-L-.t.. 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Calculation No: 25081 9-C-005 Project: Beckman Coulter Tanks in Carlsbad, CA Calculation Title: Alternate Seismic Design of Base Plates for the 20,000 liter tank References: EQE Calculation Nos: 250819-C-003 and 25081 9-C-004 Attachments: Total Number of Pages (Including Cover Sheet}: I ~(_ l Calculations by Stephen A. Short, CE 21825 ' .-.:i~~ --·:·~ '0; ,"-i~-~ ·- /'' <.'. \ : t I ·.J " ! ' '/it':!!/ "' '· 1/ 1i? . ,, 4. .,. ;;,, ,--. . _,.,,_. ~,-., . '( ,, ; r, t' ,.-• ~ 1'11;,--• }'-~,>,.· .,< ,-,1-1 /1, \'· <-':?, t(L. ~ "-, ·z t...:~<,i "'/"~11: ··>· -r-_:-·· • ·;'j(.:;,.\ . ~~;; I c-, . -J.· ~ ~ ! ; I ,,"! -, .. ,.-.-\\ f· ·.' • -• Ne · ..., 1 · c:: ~-f L_ ~ . ~----~~+ '1 \--z-l::. t ci 9. ~ 'i)' ~ V \. 1.f ;: ', ,. ., ....... \,~~,)~> ~ '!, ·, ·. 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I -·--VVto:r.-.. ~\~ c~ 0--c... \,"° I -$\-,, .. ,_., ~¼-) I I I . -I fl , Engineering Risk • Safety • Design INTERNATIONAL June 29, 1999 Mr. Richard Farson OGDEN ENVIRONMENTAL & ENERGY SERVICES 5510 Morehouse Drive San Diego, California 92121 250819.01 Subject: Seismic Calculations for Tank Supports with Levfi!ling Bolts Dear Mr. Farson: Enclosed please find the signed and stamped calculations and drawing for the seismic design of anchorage for the 20,000, 10,000, 6,000 and 2,000 liter tanks for the Beckman Coulter plant in Carlsbad. If you have any questions or need additional information, please let me know. Very truly yours, EOE International, Inc. Stephen A. Short, P.E. Senior ·consultant m:\sas\CalARP\BCltr4.doc eY __ A-P-11:µ1--,r-_v_eo __ -m.1.DIAle City of CARLSBAD BUILDING DEPT, 4590 MacArthur Boulevard, Suite 400 • Newport Beach, CA 92660-2027 USA • Telephone (949) 833-3303 ·• FAX (949) 442-9485 1, CALCULATION COVER SHEET Calculation No: 250819-C-004 ----------------------------f Project: Beckman Coulter Tanks in Carlsbad, CA Calculation Title: Seismic Design of Anchor Bolts and Base Plates for the 20,000, 10,000, References: EOE Calculation No: 250819-C-003 . Attachments: Attachment A -ICBO Evaluation Report No. 4133 Total Number of Pages (Including Cover Sheet): Calculations by Stephen A. Short, CE 21825 PROJECT: Beckman Coulter Tanks in Carlsbad, CA CALC.: 250819-C-004 SUBJECT: Anchorage Design of 20k, 1 Ok, 6k & 2k liter tanks Subject Calculation Cover Sheet Table of Contents Scope Loads 20,000 liter Tank Anchorage 10,000 liter Tank Anchorage 6,000 liter Tank Anchorage 2,000 liter Tank Anchorage Summary of Calculation Results TABLE OF CONTENTS Attachment A -ICBO Evaluation Report No. 4133 m:\sas\Ca!ARP\BckCltcalc4.DOC SHEET 2 OF l~ BY SAS DATE 6/28/99 CHK __ _,DATE ___ _ Page 1 2 3 4 5 8 10 13 15 4 pages INTI:RNATIONAL SHEET NO. __ 3 __ _ JOB NO. 2~5 JOB_--'b-=,,,.;;~~C,...-=-lg_~V½~~---,--~c=·~~-l-~-'----BY "5~ DATE~ CALC. NO. C...-o;A-SUBJECT \ ~ k Av\ c.,..l-'1 oS:c.~e CHK'D__ DATE __ \. 0, l ,,---_. 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SHEl:T NO. _ _l~-- JOB NO.· ___ JOB ________________ _ .,.... ,,_..,,. BY ...... r,_ .;;, DATE __ _ CALC. NO. SUBJECT _______________ _ CHK'D ___ DATE __ _ ~'----~ < ~ ~. ~ ~ A .., j.. .... "' I,.. t.. '-' . . 6-\ ~ ICBO Evaluation Service, Inc. A sub:;idiarv corporation of ihe International Conference of Building Officials EVALUATION REPORT Report No. 4133 Copyright© 1992 ICBO Evaluation Service, Inc. February, 1992 Filing Category: FASTENERS-Concrete and Masonry Anchors (066) DRILLCO MAXI-BOLT BEARING TYPE, UNDERCUT ANCHORS DRILLCO DEVICES, LTD. POST OFFICE BOX 6205 10-05 35TH AVENUE LONG ISLAND CITY, NEW YORK 11106 I. Subject: Drillco Maxi-Bolt Bearing Type, Undercut Anchors. II. Description: A. General: The Maxi-Bolt anchor is a bearing-type un- dercut anchor installed in a hole with a conical undercut near its blind end. The anchor consists of a stud bolt, conical nut, expansion sleeve, distance tube, washer and heavy hex nut. See Figure No. 1 for assembly details. The stud bolt and conical nut are fabricated from ASTM Grade 87 material. The Maxi-Bolt is designed to be a ductile anchor which transfers loads in the anchor stud to the concrete surrounding the undercut portion of the hole through bearing. Table No. I notes the allowable shear and tension anchor loads and Table No. II notes center-to-center spacing, edge distance and emb_edments requirements for anchors installed in f'c = 3,000, 4,000 and 5,000 psi concrete. The allowable loads noted in Table No. I may be assigned to each anchor in a multiple-anchor attachment. A single anchor used to anchor an at- tachment shall be designed for one half of the allowable loads noted. Where shear loads are present, attachment displacements may exceed 1/16 inch at design load levels unless sufficient friction resistance is pres- ent. Component parts of the anchor must be used as a complete unit and must not be disassembled. The Maxi-Bolt is available in 1/4·, %-, %-, %-, 3/4-, 1-and 1 ¼-inch stud diameters. Table No. II lists the stud lengths for the anchors. Maxi-Bolt undercut anchors may be used for doweling applications to connect new concrete to existing concrete elements, provided: 1. The Maxi-Bolt is installed in accordance with this report. 2. The nut or washer bears against the surface of the existing concrete. 3. The anchor stud has two heavy hex nuts. 4. The anchor stud extends far enough into the new pour to provide the required shear strength. • The shear stud is designed in accordance with Sections 2611 (h) and 2624 and Table No. 26-F of the code. For design purposes, the maximum allowable yield strength for anchor studs is 60,000 psi. B. Installation: The Maxi-Bolt is installed in four $teps: 1. A hole is drilled in concrete. 2. The hole is undercut using a Drillco undercutting tool. 3. The hole is cleaned of concrete dust and debris using appropriate means such as oil-free compressed air or by vacuuming. 4. The anchor is set by drawing the stud and conical nut inside the ex- pansion sleeve forcing the expansion sleeve to expand laterally into the undercut portion of the hole. 5. The material to be fastened is located and the stud tensioned. Table No. Ill lists drill and undercutting tool dimensions and tolerances. The undercutting tool is designed to produce a fixed angle cut in the con- crete which matches the angle formed on the conical nut. Figure No. 3 de- picts the undercutting tool and shows how the cutter insert blade opening (Dimension B) is measured. A proper undercut is made when Pin D is at the bottom of Slot E as noted in Figure No. 3. Steps four and five serve to proof load the anchor and to minimize an- chor deflections upon loading of the attachment. After installation, mea- surement of the stud projection beyond the concrete may be used to pro- vide additional verification that the conical nut is properly seated in the undercut portion qf the hole. Stud projection from the concrete surface or from the surface of the attachment where the sleeve is allowed to extend through the hold in the plate, equals the overall stud length minus the combined distance of the anchor tube and expansion sleeve lengths with a tolerance of -1/4 inch or +1/2 inch on the measured projections. A special inspector, in accordance with Section 306 of the code, must be present to ensure that anchors are installed in accordance with this re- port. Additionally,. representative sampling of 10 percent of bolts installed must be proof tested either by direct tensioning to approximately 80 per- cent of the yield strength of anchor bolts or by torquing to the manufactur- er's recommended torque value. If there are any failures, immediately ad- jacent bolts must also be tested. After installation of 1/z-inch, %-inch and 3/4-inch Maxi-Bolts five bolt threads should be visible above the heavy hex nut. One-inch and 11/~-inch Maxi-Bolts should show six threads. C. Identification: The anchor is identified by its packaging bearing a la- bel noting the company name, address and trade name (Maxi-Bolt) as well as the anchor size, quantity, catalog part number, lot number and carton number. There is also a distinctive end mark on the anchor. See Figure No. 2 for end-marking details. Ill. Evidence Submitted: Descriptive data, product brochure, installa- tion procedure, and test results covering static and dynamic tensile and shear loading conditions, loss of preload with time and cracked concrete. Findings IV. Findings: That the Drillco Maxi-Bolt anchors described in this re- port are alternate connectors to those specified in the 1991 Uniform Building Codes, subject to the following conditions: 1. Anchors are installed as noted in this report and the manufactur- eF's instructions. 2. Allowable shear and tension loads are as set forth in attached tables. 3. Allowable loads for anchors subjected to combined shear and tension forces are determined by the ratio of the actual shear to the allowable shear plus the ratio of the actual tension to the al- lowable tension not exceeding 1.00. 4. The anchors must be installed with drill bits manufactured by Drillco Devices Limited. 5. The anchors must be installed under special inspection in accor- dance with Section 306 of the code. 6. The allowable load~ may not be increased for duration of load. This report is subject to re-examination in two years. Evaluation reports of ICBO fa·aluation Sen·ice, Inc., are issued solely to provide information to Class A members of JCBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endo,:sement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The JCBO E,·aluation Sen·ice, Inc., technical staff has re,·i<"i.·ed the test results a11dlorotherdata, but does not possess test facilities to make an independent verification. There is no warranty by JCBO Evaluation Service, Inc .• express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 4 Page 2of4 CONICAL NUT . WASHER THREADED STUD BOLT \ ~ ~ C£!:2rn-v-de~.=e1·~~ / / ~ EXPANSION SLEEVE DISTANCE TUBE HEAVY HEX NUT NOTE: ¼" and 3/s" anchors have no distance tube FIGURE NO. 1-ANCHOR DETAILS I I i I I I I ..... I I I I I I I I I I I I I cl , A. 8. C. A. Base overall length anchors, diameters ½. inch and larger, are identified by an internal hex in the end of the anchor's stud. ~ 8. Anchors with an overall length longer than that of the base length anchor for a particular diameter have an external hex head. The external hex head is stamped with a number to Indicate how many inches longer than the base length the anchor is. C. Anchors with an overall length shorter than that of the base length anchor for a particular diameter have an external square head. The external square head is stamped with a number to indicated how many inches shorter than the base length the anchor is. D. The 1/,i·inch and 3/s-inch anchors are manufactured to one length only and are provided with wrench flats. FIGURE NO. 2-ANCHOR INDENTIFICATION DETAILS Report No. 4133 Page3 of 4 e----1--111 D-----1-,. C I ~;;J l Hitii ' MAXI-BOLT UNDERCUTTING TOOL F FOR 114• & 3,1l" ANCHOR INSTALLATION Rs E-----t-11 o-----+-• C '( -· i: ... -!.·.:a·• .o::,:/.P'. MAXI-BOLT UNDERCUTTING TOOL FOR 1.2·. s·a·. 3/4", 1 •• & 11;4• ANCHOR INSTALLATION FIGURE NO. 3-ANCHOR INSTALLATION DETAILS TABLE NO.I NOTE: RETURN SPRING (As) NOT REQUIRED ON 1•& 1¼• UNDERCUTTING TOOLS ALLOWABLE LOADS FOR DRILLCO MAXI-BOLTS (Pounds) ANCHOR DIAMETER SHEAR SHEAR (lnchoa) TENSION CASE1 CASE2 ¼ 1,600 830 1,060 3/g 3,900 2.025 2,580 l!z 7,105 3.690 4,695 5/K 11,305 5,870 7.47-5 3/4 16.710 8,680 11,045 I 30,315 15.150 20,040 111 .. 50,015 25,980 33,065 NOTES: I. Case I applicable for grouted plates. Case 2 applicable for plates in contact with concrete surface. 2. Use straight-line interaction for combined tension and shear loading. 3. All load allowables are premised on the anchor's ability to develop 100 percent of the stud lx1lt's minimum ultimate capacity. Table No. II specifics combinations of concrete compressive strength. anchor embcdment. center-10-center spacing aml cuge distance which will allow the anchor to develop its ultimate capacity. 4. The allowable loads noted in the above table may be assigned to each anchor in a multiple-anchoranuchment. A single anchor used to anchor an attachment shall be designed fur one half of the allowable loads noted. Report No. 413:: \ \ Page 4 of 4 ANCHOR STUD DIAMETER ANCHOR PART NO. (Inches) MB-250-4 11 .. -2 l/4 MR-250-4 11 .. -:?.J/, 11 .. MB-375-6-3 1/2 J/x MB-375-6-41/2 -1/x MB-500-8 11 .. -6 lh MB-500-11 1/-<-8 'h MB-500-13 1/.,.JO l/2 MB-625-10-71'2 5/x MB-625-13-9½ 5/x MB-625-16-12 5/x MB-750-!311z.911., J/~ MB-750-16J'2-! !1'2 ¼ MB-750-18 1'2-13 ¼ MB-I 000-161'2-12 l/2 l MB-I 000-221'2-161'2 I l\-lB-1000-261f2-201f2 I MB-1250-20-16 11, .. MB-1250-30-23 (It .. l\lB-1250,37-291'2 111-< TABLE NO.II EMBEDMENT AND CENTER-TO-CENTER SPACING REQUIREMENTS FOR UP TO !:;IX MAXi-BOLTS IN A RECTANGULAR PATTERN 3000 psi CONCRETE 4000 psi CONCRETE MAXIMUM Minimum Minimum Minimum Minimum ATTACHMENT Center to Center Edge Centerto Center Edge THICKNESS EMBEDMENT Spacin~ Distance Spacing Distance (Inches) (Inches) (Inches (Inches) (Inches) (Inches) 1.50 2 *4.50 4.50 *4.50 4.25 1.00 2J/.J. 6.00 4.50 5.00 4.25 2.50 31h *7.50 6.75 *7.50 6.25 1.50 41h 9.00 6.75 7.50 6.25 1.00 6 12.50 8.75 10.00 8.25 2.00 8 8.50 8.75 7.00 8.25 2.00 lO 6.00 8.75 4.50 8.25 1.25 71/2 16.00 I 1.00 13.00 10.25 2.25 91/2 I l.50 l l.00 9.50 10.25 2.75 12 8.00 11.00 6.50 10.25 2.75 91/4 18.50 13.00 15.00 12.25 3.50 ( J l/2 14.00 13.00 12.00 12.25 4.00 13 12.00 13.00 10.00 12.25 2.00 121/2 24.50 17.50 20.00 16.25 3.50 J61f2 17.00 17.50 14.50 16.25 3.50 201/2 12.00 17.50 9.50 16.25 1.75 16 31.50 22.00 26.00 20.50 5.00 23 19.50 22.00 16.00 20.50 5.50 291'2 12.00 22.00 8.50 20.50 Report No. 41.33 5000 psi CONCRETE Minimum Minimum Center to Center Edge Spacin~ Distance (Inches (Inches) *4.50 4.00 4.50 4.00 *7.50 6.00 6.50 6.00 9.00 7.75 6.00 7.75 4.00 7.75 11.50 9.75 8.50 9.75 5.50 9.75 13.50 l 1.75 10.50 11.75 8.50 I 1.75 18.00 15.50 12.50 15.50 7.50 15.50 23.00 19.25 1-1.00 !9.25 6.50 19.25 '·'Rc.:ommentlation ha,ed on indcp<.:nd.:111 lahormory te,ti11g. All other cmbedmcnt and c.:emcr to center rcc.:ommendations based on dc:,ign hy an:dy~is provisions of _.\Cl .1-llJ. Appendi.~ B. · \'.OTES: I. :\1:Jximum a1tachme11t 1hickne,s is based on 1orque tensioning of anchor. Any le,,crauuchment thickness may he u,cd. Where the anchor is lO be hydraulically tensioned. maximum attach111.:nt thic.:knessc~ will be redm;c:d by one stud di:un<!t<!r. 2. Consideration of sires~ area reduction for limited concrete dt!pth is not rd1ec!t!d in the above 1able. Minimum concrete depth= anchorernbedment plus (ccmer-to- c.:entcr ~pacing/!) . .1. Maxi-Bolt part numbers arc specified as follows: ;1,18-Diametcr Series Number-Over.di Length-Sleeve Length (combined exp:111sinn sleeve and distuncc tube lengths I. 4. 1'1inimum edge distunce~ quoted arc for shear or combined tension and shear. For tension loading. edge distance nrny be reduced to 75 pc:rcent of given value. 5. Alhl\\ablc values are limited to a maximum of six bolts in a two-row. three-column. or three-row. two-column arrangement. Allowable values mav abo be: used for anchors placed in a sin2lc line and _,eparated from other anchor lines by a minimum distance of two times the anchor embedmem length.' • 6. ln-ph1cc eml)edmc:nt length is d.:hmnined by subtr.tcting the over.ill length (second number shown in Anchor Part No. column> from the exposed projection. TABLE NO.Ill NOMINAL DRILL UNDERCUTTING TOOL ANCHOR DIAMETER MINIMUM HOLE TENSIONING SIZE MAXIMUM DEPTH, ANCHOR Diameter A Diameters Tolerance TORQUE (Inches) (Inches) EMBEDMENT PLUS (Inches) (Inches) (Inches) (FL-Lbs.) If.:. 0.530 I inch 0.500 0.625 +.OIO 9-12 -.030 "/x 0.655 I inch 0.625 0.750 -'-.OIO -10-4-1 -.030 ',: 0.778 I inch 0.709 0.lJ-llJ ..... OIO X0-ll5 -.0.10 "'.'x 0.975 I inch 0.lJ05 I. 17h .:. .01 () lll5-J<l(J -.030 ':.i 1.172 I 1 :ind1 I. !02 l.55ll -'-.010 3-15-350 -.0-10 I 1.690 2 im.:he~ 1.625 2.275 .:. .01{1° 6-15-650 -.050 "·· 2.CJ6;i 1 inche~ 1.(lfJ(J 2.770 -.{llll 1.-170-1.475 -.060 1:/" Heavy 0.X-15 I ind1 .Xl2 1.1211 ..... lllO X0-X5 --.OJO I. f .11,krc.:ut1ini: 111111 dimnclc·r A i, µiv...-11 for ide111ifi,::uion purpt•~c·s only. No 1ole1~1n.:c· :ipplie, 111 lhi~ dillll"J1,i11n. 2. t :mli:rc.:uuinl! IIK1! diameli:r~ A :1ml B :in: noted i11 Fii:ure No. 3 SETTING LOAD TENSIONING LOAD 50%~ (Poun s) 81%~ (Poun s) 1.700 2.700 4.100 6.600 7.455 12.077 I 1.X65 19.221 17_535 28.406 Jl.:-15 51.5-10 52.-1115 l\5.o2..i 7.-155 12.077 ;/' CALCULATION COVER SHEET Calculation No: 250819-C-001 ------'----------------------------4 Project: Beckman Coulter Tanks in Carlsbad, CA Calculation Title: Seismic Design of 20,000 Liter Tanks References: · Pa e 3 Attachments: Attachment A -Seismic Design Calculations Total Number of Pages (Including Cover Sheet): Calculations by Stephen A. Short, CE 21825 ··· .. EQE INTERNATIONAL PROJECT:_Beckma_n Coulter Tanks in Carlsbad, CA _________ SHEET--=2 __ 0F -:a5 __ CALC.: 250819-C-001 BY SAS DATE 4/23/99 SUBJECT: Seismic Design of 20,000 liter tank CHK DATE Subject Calculation Cover Sheet Table of Contents References TABLE OF CONTENTS Calculation Summary and Recommendations Attachment A-20,000 liter seismic design calculations M:\sas\CalARP\BckCltcalc.DOC ---- Page 1 2 3 4 29 pages l(~:I ~ EOE INTERNATIONAL ~~ ~ .. L"'.:lo ~-=& INTERNATIONAL PROJECT:_Beckman Coulter Tanks in Carlsbad, CA'--_____ SHEET _.;;.3 __ 0F 5 CALC.: 250819-C-001 BY SAS DATE 4/23/99 SUBJECT: Seismic Design of 20,000 liter tank CHK DATE ---- REFERENCES 1. "Uniform Building Code," 1997 Edition, International Conference of Building Offic;ials. 2. "Maps of Known Active Fault Near Source Zones in California and Adjacent Portions of Nevada," to be used with 1997 Uniform Building Code, International Conference of Building Officials, February 1988. 3. "Report of Soil Investigation, Proposed Truck Dock, Beckman Coulter Facilities, 2470 Faraday Avenue, Carlsbad, CA," Christian Wheeler Engineering, Job Number 198.106, December 1998. M:\sas\CalARP\BckCltcalc.DOC PROJECT:_Beckman Coulter Tanks in Carlsbad, CA _______ SHEET _4 __ 0F 5 CALC.: --"'2=5..::a0 ... 8 __ 19:;..-..a:::C"---0:a..;:0a..:1"--______________ BY SAS DATE 4/23/99 SUBJECT: Seismic Design of 20,000 liter tank CHK DATE ---- Calculation Summary and Recommendations Seismic evaluation calculations of the 20,0Q0 liter tanks to be installed at the Beckman Coulter plant in Carlsbad have been peerformes. Results and conclusions from these calculations are summarized herein. It has been concluded that the size of the tank support legs must be increased from the original design to withstand large potential earthquake loads in accordance with the 1997 Uniform Building Code (USC), (Reference 1). Items that must be considered for the seismic design of a tank include the following: - 1. Tank support legs 2. Base plate 3. Anchor bolts 4. Concrete foundation 5. Leg.to base plate weld size 6. Leg to tank connection >'5, . 7. Stresses in the tank at the support In addition to recommended tank support leg dimensions, guidance on the other items listed above is provided. The tanks have been evaluated for potential earthquake ground shaking following the provisions of the 1997 USC. The 20,000 liter tanks are to be located at 2470 Faraday Avenue in Carlsbad, California. This site is in a r~gion of high historic seismicity. The site is between 10 and 15 km from the Newport-Inglewood and Rose Canyon Fault zones in USC Seismic Zone 4 (References 1 and 2). These faults are capable of generating a magnitude 6.9 earthq~_ake. Earthquake ground motion has been estimated assuming that site soil conditions are rock as indicated in the 1998 Christian Wheeler report of soil investigation (Reference 3). In accordance with USC provisions, design level ground motion is 0.40g peak ground acceleration and 1.0g peak spectral acceleration. The design seismic load for the tank is about 57% of the weight of the tank and contents acting horizontally. This seismic factor includes an importance factor of 1.25, which is appropriate for tanks containing hazardous materials. This has been assumed to be the case for these tanks. Weight of the 20,000 liter tank and contents has been estimated to be about 50,000 pounds. As a result, seismic loads are base shear of 28,300 kips and overturning moment of 2905 kip- inches. Tank support legs are pipe sections which withstand lateral seismic forces by a combination of axial.forces and bending moments. It is assumed that the legs are fixed against rotation at the M:\sas\CalARP\BckCltcalc.DOC PROJECT:_Beckman Coulter Tanks in Carlsbad, CA. ______ SHEET 5 OF ---=5'---_ CALC.: 250819-C-001 BY SAS .DATE 4/23/99 SUBJECT: Seismic Design of 20.000 liter tank CHK __ ....:DATE ___ _ base plate/foundation. At the intersection with between the support leg and the tank shell, it is assumed that restraint is somewhere between fixed against rotation and free to rotate. The proposed leg design of 6 inch schedule 40 pipe is not adequate for the large seismic loads at th1s location. The support leg column size must be a 6 inch, schedule 80 pipe or an 8 inch, schedule 40 pipe. The support legs are to be welded to a base plate which is bolted to a concrete foundation by cast in place anchor bolts. Anchorage to the concrete foundation requires 4 one inch diameter A307 bolts embedded in the concrete. The anchor bolts must be spaced 10 inches apart to achieve the required capacity to withstand seismic induced bending moments at the bottom of the support legs. Note that the anchor bolts have been sized assuming that the special inspection provisions of the USC are followed when the foundation and anchor bolts are constructed. The concrete foundation pad must be sized in accordance with Sections 1923.3 of the 1997 USC, such that the tension and shear capacities governed by the concrete (i.e., ~ Pc and~ Ve) exceed the tension and shear capacities governed by the steel (i.e., Pss and V55). It is important that ductile steel tensile behavior govern seismic response over brittle concrete pullout. The concrete foundation must be at least 5 feet square and 30 inches thick to limit soil bearing pressures to acceptable levels and prevent foundation uplift during seismic response. A mat foundation for the tank and all 4 supports may be more reasonable. In order to accommodate the anchor bolts described above and to transfer loads from the support legs to the anchor bolts, the base plate must be about 14 inches square and be 1 ½ inches thick. As an alternate to the above base pl~t~ thickness, a design in which there are pairs of gusset plates at each anchor bolt location could be implemented. With the gusset plates, it is likely that the base plate would need to be no more than ¾ inches thick. The support legs must be welded to the base plate in a manner that achieves the full capacity of the support leg. The connection of the support leg to the tank shell must be design to develop the following loads in accordance with allowable stress design provisions: vertical shear force of 25 kips, horizontal shear force of 5 kips, and bending moment of 62 kip-inches. The connection must be reinforced to limit stresses in the tank shell to acceptable limits. 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"='"' ~ ~ .,..r-\-\ e. ~ ¼-~e-~k ~ 0-t-e-<A,. ~ 0'"-@ ~ ~ 1. , C 4-~ .~YA-) \ .4- CALCULATION COVER SHEET P•-;.•.: I • 0 • ~· ~' . Calculation No: 250819-C-002 ---------------------------~ Project: Beckman Coulter Tanks in Carlsbad, CA Calculation Title: Seismic Design of 10,000 Liter Tanks References: Page 3 -'--"'--"---------------------------f Attachments: Attachment A -Seismic Design Calculations Attachment 8 -Revised Seismic Design Calculations Total Number of Pages (Including Cover Sheet}: 5\ Calculations by Stephen A. Short, CE 21825 ~-:. . . ., PROJECT: Beckman Coulter Tanks in Carlsbad. CA CALC.: 250819-C-002 SUBJECT: Seismic Design of 10,000 liter tank Subject Calculation Cover Sheet Table of Contents References TABLE OF CONTENTS Calculation Summary and Recommendations Attachment A -10,000 liter seismic design calculations Attachment B -Revised10,000 liter seismic design calculations m:\sas\CalARP\BckCltcalc2.DOC SHEET 2 OF ___ 5 __ BY SAS DATE 5/6/99 CHK __ DATE __ _ Page 1· 2 3 4 25 pages 21 pages EOE INTERNATIONAL PROJECT: Beckman Coulter Tanks in Carlsbad, CA SHEET_3 __ 0F 5 CALC.: 250819-C-002 BY SAS DATE 5/6/99 SUBJECT: Seismic Design of 10,000 liter tank CHK DATE ___ _ REFERENCES 1. "Uniform Building Code," 1997 Edition, International Conference of Building Officials. 2. "Maps of Known Active Fault Near Source Zones in California and Adjacent Portions of Nevada," to be used with 1997 Uniform Building Code, International Conference of Building Officials, February 1988. 3. "Report of Soil Investigation, Proposed Truck Dock, Beckman Coulter Facilities, 2470 Faraday Avenue, Carlsbad, CA," Christian Wheeler Engineering, Job Number 198.106, December 1998. m:\sas\CalARP\BckCltcalc2.DOC ,,,.·. · .. 1;~1:1 ~ EOE INTERNATIONAL -~~ . ~ :.:it-- l?'m.RNATfO?-:Al PROJECT: Beckman Coulter Tanks in Carlsbad, CA SHEET 4 OF --=5'--_ CALC.: 250819-C-002 BY SAS DATE ·5/6/99 SUBJECT: Seismic Design of 10,000 liter tank CHK __ ~DATE ___ _ Calculation Summary and Recommendations Seismic evaluation calculations of the 10,000 liter tanks to be installed at the Beckman Coulter plant in Carlsbad have been peerformes. Results and conclusions from these calculations are summarized herein. It has been concluded (see Attachment A) that the size of the tank support legs must be increased from the original design to withstand large potential earthquake loads in accordance with the 1997 Uniform Building Code (USC), (Reference 1). Subsequently, the design option of providing diagonal bracing was considered as addressed in Attachment B. A design with diagonal bracing between adjacent legs is the recommended solution for the seismic design of the 10,000 liter tank. The tanks have been evaluated for potential earthquake ground shaking following the provisions of the 1997 UBC. The 10,000 liter tanks are to be located at 2470 Faraday Avenue in Carlsbad, California. This site is in a region of high historic seismicity. The site is between 10 and 15 km from the Newport-Inglewood and Rose Canyon Fault zones in USC Seismic Zone 4 (References 1 and 2). These faults are capable of generating a magnitude 6.9 earthquake. Earthquake ground motion has been estimated assuming that site soil conditions are rock as indicated in the 1998 Christian Wheeler report of soil investigation (Reference 3). In accordance with USC provisions, design level ground motion is 0.40g peak ground acceleration and 1.0g peak spectral acceleration. The design seismic load for the tank is about 57% of the weight of the tank and contents acting horizontally. This seismic factor includes an importance factor of 1.25, which is appropriate for tanks containing hazardous materials. This has been assumed to be the case for these tanks. Weight of the 10,000 liter tank and contents has been estimated to be about 26,000 pounds. As a result, seismic loads are base shear of 15,000 kips and overturning moment of 1505 kip- inches. The original proposed leg design of 7.87 inch (200 mm) outside diameter pipe with wall thickness of 0.14 inches (3.6mm) is not adequate for the large seismic loads at this location. For an outside diameter of 7.87 inches (200 mm), the support leg pipe column wall thickness must be at least 0.24 inches (6mm) thick. This leg size was addressed in Attachment A. EQE then performed.additional calculations for the seismic evaluation of the 10,000 liter tanks to be installed at the Beckman Coulter plant in Carlsbad (Attachment B). These calculations reflect new information on the tank support leg size and the reinforcing pad at the tank leg junction. Previously, we had considered only the upgrade option of increasing the leg size to withstand seismic loads. For these calculations, we investigated the option of providing diagonal bracing to upgrade the seismic resistance of the tank. Results and conclusions from these calculations are summarized herein. It has been concluded that when seismic resistance is provided by bending of the tank support legs, the 8.625 inch 0.D., 0.147 inch thick legs are not adequate to withstand large potential earthquake loads in accordance with the 1997 Uniform Building Code (USC). Furthermore, the m:lsas\CalARP\BckCltcalc2.DOC EOE INTERNATIONAL PROJECT: Beckman Coulter Tanks in Carlsbad. CA SHEET 5 OF ----=5 __ CALC.: 250819-C-002 BY SAS DA TE 5/6/99 SUBJECT: Seismic Design of 10,000 liter tank CHK __ ~DATE ___ _ reinforcing at the tank-leg junction is not adequate to withstand significant bending moments. As a result, a preliminary design comprised of four diagonal steel bracing members between each Pi?ir of adjacent legs has been developed. A single diagonal brace capable of withstanding both tensile and compressive seismic induced forces is proposed. Two bracing member options are provided: (1) 2 inch diameter Schedule 40 (STD) pipe or (2) 2x2x3/16 inch double angles. These bracing members should be welded or bolted to a gusset plate attached to the legs. Common practice for connections to pipe columns (legs) is to cut a slot through the pipe leg member, place the gusset plate in the slot, and weld the gusset to the pipe leg wall on both sides of the leg. Diagonal bracing which provides seismic resistance for the tanks is a more efficient seismic design approach. Bracing eliminates bending in the pipe leg which reduces the forces transmitted to the tank where the leg connects to the tank and bending at the base of the leg which reduces demand on anchor bolts and the base plate. The support legs are to be welded to a base plate which is bolted to a concrete foundation by cast in place anchor bolts. Anchorage to the concrete foundation requires two 5/8 inch diameter A307 bolts embedded in the concrete. Minimum concrete strength should be 3000 psi and minimum embedment length of the anchor bolts or headed studs should be 1 0 inches. In order to accommodate the anchor bolts described above and to transfer loads from the support legs to the anchor bolts, the base plate must be about 12 inches in diameter and be ½ inch thick. The support legs must be welded to the base plate in a manner that achieves the full capacity of the support leg. Special inspection provisions of the UBC are needed when the foundation and anchor bolts are constructed. When bracing is used, uplift forces on the foundation are increased as the resistance to overturning moment is no longer shared between leg axial forces and leg bending. As a result, the concrete foundation should be a mat foundation for the tank and all 4 supports. The concrete foundation should b!:l thickened beneath the tank. The foundation should be at least 12 inches thick to accommodate the 1 0 inch embedment depth of the anchor bolts. Note that the Christian Wheeler report suggests minimum foundation depth of 18 inches. The connection of the support leg to the tank shell must be design to develop the following loads in accordance with allowable stress design provisions: vertical shear force of 12 kips, horizontal shear force of 3.5 kips, but no bending moment. The reinforcing pad which is 3/16 inches thick by 12 inches wide by 16 inches high is adequate to limit stresses in the tank shell to acceptable limits. m:\sas\CalARP\BckCltcalc2.DOC I EQE INTERNATIONAL JN'TERNA'nONAL SHEET NO. __ _ .JOB NO.___ JOB BY DATE __ _ CALC. NO. SUBJECT ______________ CHK'D ___ DATE __ _ Z-=--=-+""v=""-e.-~'-'= \ U-C.. \.._.,,....___ o-C-~o :,0~0 \"ks-~\e_ \ - L. .. FIGURE16-3 :;,- .9 Z· 0 ~ a: w ..J w () ~ . ..J <( a: b w a.. (/) ~---::,. ~'--\.e_ \-=, \ oc.a_.\-~ ~e_~e.e.--lO· o..-c\ \S ~(V\ -h-~ 4-'-.-e_ ~~r"~-1:v._<l'-lb:i ev...d \?..cs.e.. ~cs~ ~\~ ~ Se.'-~~\.c_ =c:cO--r/\,e.-4 2.5Ca 'C \_ • (? Ts (:;),40.· CONTROL PERIODS Ts = C.,/2.5Ca To= 02Ts PERIOD (SECONDS) AGURE 16-3-DESIGN RESPONSE SPECTRA 1997 UNIFORM BUILDING CODE \ 0-36 ', ' ' ', ', ', (, '\, ', ',,.,\ \ \, ', ' '\ \ ',, ',, ' \ \ \ '\\ \ \ ' ' ' \ \\ \ '\ \ \ \ \ \ '· ' Active Fault Near-Source Zones This map Is Intended to be used In conjunction with the 1997 Uniform Bulldlng Code, Tables 16-S and 16-T ~ '--\-e_ \ oc.c--h~ 0-36 California D~partment of Conservation Division of Mines and Geology · 0 • LEGEND · Seo expanded leg,md and Index map Shaded zones are wtthln 2 km of known seismic sources. A fault B fault Contours of closest horizontal distance to known seismic sources. ----------------· 5 km 10 km 15 km 5 10 Kilometers 1/4" ls approximately equal to 1 km Augus!, 1997 Yahoo! Maps and Driving Directions Page 1 of 1 ~SoO! MAPS ·-------=Y==ah=o=o:__-=M==ap=s;._--=Y==el=lo=w=P=ag=e=s_-=He==lp Yahoo! Calendar-get your free web-based calendar Yahoo! Maps New Location 2470 Faraday, Carlsbad, CA 92008 ,,1-· .. ~-:::...·"'- 01997 GeoSysiems Gbbal Co°fp;;·,C',1997."NavTec Need Help? See the FAQ Or report map problems. Copyright© 1994-1999fahoo.' Inc. All Rights Reserved .. ./pmap.py?Pyt=Tmap&YY=4592&addr=2470%20Faraday&city=Carlsbad&state=CA&slt=33.1366&s4/16/99 1;:~:1 -EQE INTERNATIONAL ~ , SHEETNO. ~ JOB NO. ___ JOB z_o \.::::. a. to k!::. Q -k.-.ks BY DATE __ CALC. NO. SUBJECT ____________ CHK'D __ DATE __ r -z.. • e_ UW"\-\-':> a c-e--"c&__ S,~\,,:.~ G..3e-{'ve ~d ~ de.C,v'\.e_ Cc._ ~ Cv ~~ Ts -=-L..J /-z..,SG:..... ~ Ta= <D.--z..T~ c..o-~~ ,a-'-o\~ ,t.o-Q oC\J-..k ~-\c-.~le. . . Ce--c::. o.~o tio-R-QQ. uk l'-.,j c,_ ::.. \ ~~ T c:-_b \-e-\ Ca -S /\Q~.,,.,.,.._~ ~\\- -Z , 5 Cc_ = --z s(. 4-2) =-I. o ,d o.4-o ~ -z=:. o. 40 ,S.e..c_ I ~a r-'::> =-?,S \_.._;z- T O -=--o. ----z.... (. O .4-o )""2--. o<B, ~-Se.c ~o -z=-\ '2..~S\..._-:c- EQE INTERNATIONAL SHEETNO. ~ ;JOB NO.___ JOB c..0 ~ :l t C \L. ~ -\--c..--.,~~ BY ___ DATE __ CALC. 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( ' '"' . ~) -:z-.l '::>.\~c -~-7'\< -=-\-z-·'-1,.__~J ee ~~ R..a-=-7',9914/-;_ ' ~~-~_?{ (2_ l ~--::::=-"s -~?{ -. \\- z... ~-1~," L ,f) (z.q )'., a<-)t2. s ,4.4) '--5~. \ ~ -=-x.. C i4 -J -z.. °'ea 'y ,41-J ~~~ \~/~--~,-r-.~&~W ) 7 \ :) S" S-0 t \, { \.-~ ><-~J @_, ~k 1;~1:1 Bl EQE INIERNATIONAL SHEET NO.~ INTERNATIONAL JOBNO. ___ JOB _____________ BY __ _ DATE __ CALC. NO. SUBJECT CHK'D.__ DATE __ '2..~°blO 3cg, ~ I c\:-( \L ~~) ~ l }'-ed. @.., -h,...-k T -=-o. '"2...t:;:o/-z_ --. \'--S:-<;>e..c... f= g.a~':'.b µ~, -c...o..-L\ Se...,":::,'l',A.,c. L<ac-J. '·-------------- '?' '"""'~c:O ~ -\--c._\... \. £>O't D C,-,<.ed ~ +c:__\p_ £~-= a.'3<c.~ ~ 6cw~",,S D "'-"? Cf' le.. k-~ ~ '.Se..,.__"> ""'~ ,:___ L-c,c_.d_ f__ -z:..ft§'---' Lw~-e.-f-=-l-o ~ ~ l_s:G:.CbJL -z~ ?>\ d') :z:-\4-'i·L\-s-. \\:::> ti EQE INTERNATIONAL .. L'lrJ1"EKNAT10NAl. SHEET NO.© '• .. JOBNO. ___ JOB ____________ BY __ _ DATE __ , .. ,.. . . · .· . · CALC. 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SUBJECT CHK'D __ DATE __ c_ ~e._c..k.. lee o. \ ..::"::,.\ ~ e..~~s ~._... ~~ ~ ~ \-e . .\ \. d..'-'--e... ~ \oe.-cl C ~ 0 i '(O ~ • ~ ,k _:,_'-( '$~~~\.._ c9._e_ .-,.,~-) ( .. ~\JEA, \~ ~~) -\-.::----0 e-"""-.\--..c. \ "?~es=::,. c,_ G-\:----=--L 1._ ~ (_ fv1 '--/-(z.'f2... 0 . \9c~~\ S~s. <S"" L-.-=-·cu_ (_ 'iVlL /-1.,;-i...~~) \00-.~ ~ "='"\--..u:::.s-e.. o...~ ~ ~~ c::.. = 0--/7- C......_--1'=-<'..-\.c.. t---2}=-C. = ~ c.. \o /--z__ 0-... --=-\o =-~ ' C:, --z_ s;;: ~ "CJ"".....--:-0-~-..--C.=.~ f~ ~,;fo?.S/7_ ::2.. o. O'=\ \ ~ -'\-, s /-z_ 4 <. --z.. s ~ 4-b---Z.... l;~:I ~ EQE INTERNATIONAL ~ INTEANATIONAL SHEET No.@ JOBNO. ___ JOB _____________ BY __ _ DATE __ CALC. NO. · SUBJECT CHK'D__ DATE __ C-~ &C,). -\.) ~ 1=="\,~~ (.~ c_\...-b ?;::' 0 0 '"Z-~ ~t -Q,'-~( lo\ A _ ~ . , lo4-b7...(41.-·z.s)(.CQ"\)} ~ 4<=\~.7 ~~'-' Q~ \=a~ 7,\o c_ LL -=-0., --z_--?_. 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' c;,,&. k.[ <J.(l t <0.7(l \:u. )-= :7:18 k Q.~~<..R_ -:z.. ~ • (:, + \ .:, ( \ \.-Z.'-) \ I 4- -\.~ c~.<oo) l.4- --- I EQE INTERNATIONAL IS'TERSATIONAL. SHEET NO,c:@___ JOBNO. ___ JOB ____________ _ BY DATE __ CALC. NO. SUBJECT ___________ _ CHK'D. __ DATE __ r - -t l . '2.-b -g • b0 l-=-L .,C::,(c ~ * . ' . l;~:t -EQE INTERNATIONAL I!$~ SHEETNO.® JOBNO. ___ JOB ____________ BY __ _ DATE __ CALC. NO. SUBJECT CHK'D.__ DATE __ ~e-~\_c:.-~ :> o----cl.-,_~ '-o~\~ / ~-\-._~ fv\.~>---""'-~ ~ ~'? ~~\-.\-e--s\.O- -z:. Q q (Co.,~) -l \. ?_fa -(Y -~ ( \ \ .. L.~) ~ ;~-7o ~ \.~ C..~c_~c:-,\-~ \_. ~ ~c.1-v~ .. r-~ \+> x·\.7:7 -z-ll.?k.. r;~ °'--b .. L S/<o vt \::,o l~ ~ \oeo\~-e.~ ~ ~ er' ·" 1 -I -z.. I C, a--~~: 1J,' 0 .,,,:-o. \ ~ r' e-= <:;, /\ A ~ \( .(:..,..1 (o.~s)Q)(ic,.~)~ -z \~O \\o A 1 -~ " '?}-+ ~-z..(11,,) ~ ,Jc ~ ~ s~ A-.., ,>.... \J r;.J -z. '3'1::, ~ o.,CoSL~a)(;-z .. r-z.L)(\~ ·J ~ / ~ '2 f/~ b.tJ\h ~:--~ ... 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SUBJECT CHK'D.__ DATE __ ···<C'•·· ~. -~ ~ A-e---'?tc,: ~, -7 ' • . ~ ., Ca -z.. c;; ~ - \--Z.... .... - ' €-07 k f ~ i ! t>.~ \ /-z_. ~ +-L--c:..,\c_ ____________ lo~~-.:::e.... ?\~\-e_ \ l. (,( 0 ~ 0-'r=-l /-z_ \;f -\-'v. '=Lt_ '-----..__:.\ ·~..,._' +e c.d c C \ -;;,-;;;,, e.-r =-'--c..., c.__ ~ \ \ / ~ l,r -\-~ ,c.. \e, C-\___ ~c-.,c-~ ~ ~~ '\ t" --. 9 ,,3/'7--z= .. --S/7 ks~ ~ v ~ \ ,4-(.4-) (~o) , "2..(~s ~ o.c;) · ---==-H.o~~k.SL> 8-k. SHEETNO®- JOBNO._~~'.--__ JOB _____________ BY ___ DATE __ CALC. NO. SUBJECT CHK'D__ DATE __ ~~7 k U-t \'"C~ "Z... o.·-\s l l c~) I' \ ~~,c:..,\:.."t---..~ c_.s.,. \~ t.(" ~CJD~~-=-J v--s~-'" \.~ -= ~.7 "~~ ~ ~-7/.\S--=-7.1,,/ ~"' d '; ~ ~ <;-e_ <;..-S~ -~-. l['v, o--y... C e-v'\/'\ '( ,e...:s "°==-'--~ ~-=-::-'Z.. \ , ~ <\, ~ 0.... \lo ~o \.:,\._.g_ \o e.~v--~ \S::. 4-;·(;1 k,~ A er=,, =--z..~.t~ = 4,e,,~ Qi ~-- CALCULATION COVER SHEET : ---:! • • -• -·, Calculation No: 250819-C-003 ----------------------------- Project: Beckman Coulter Tanks in Carlsbad, CA Calculation Title: Analysis of 20,000 Liter, 10,000 Liter, 6,000 Liter and 2,000 Liiter Tanks for Normal and Seismic Operating Loads References: See Page 6 -----'"'----------------------------1 Attachments: 1-T-ot_a_l _N_u_m_b_e_r -of_P_a_g_e_s_(_ln_c_lu-d-in_g_C_o_v_e_r_S_h_ee_t_)= __ ,_6_9 ________________ ~ Calculations by: Robert Campbell, California Registration M 13685 Steven A Short, California Re istration C 21825 .., cJ EQE INTERNATIONAL JOB NO. JOB __________________ _ CALC. NO. ___ SUBJECT _________________ _ TABLE OF CONTENTS CALCULATION SECTION 1. Scope of Calculation 2. References 3. Background 4. Technical Evaluation Approach 5. 20,000 Liter Ti;nk Evaluation for Pressure 6, Seismic Evaluation of20,000 Liter Tank 7. 10,000 Tank Evaluation for Pressure 8. Seismic Evaluation of 10,000 Liter Tank 9. 6000 Liter Tank Evaluation for Pressure 10. Seismic Evaluation for 6000 Liter Tank 11. 2000 Liter Tank Evaluation for Pressure 12. Seismic Evaluation of 2000 Liter Tank 13. Tank Leg Baseplate Design and Welds to Embedded Plates 14. Foundation Loads for All Tanks 15. Design of Embedded Plates 16. Details for 10,000 Liter Tank Support Braces SHEETNO. <-- BY r.2.t)c__ DATE~/;7/ q~ I ' CHK'D ___ _ PAGE 3 6 7 8 10 15 29 30 33 37 45 45 49 58 61 68 DATE __ _ EQE INTERNATIONAL SHEET NO. --.::>_ 7 __ _ BY ·&PL DATE(t;(/7./e:r£ JOBNO. ____ JOB __________________ _ CALC. NO. ___ SUBJECT _________________ _ CHK'D ___ _ 1. SCOPE Conduct calculations to verify the integrity of the fluid boundary for 20,000 Liter, 10,000 Liter, 6000 Liter and 2000 Liter stainless steel tanks defined in Table 1-1, Tanlc Schedule. Tanks T-01, T-02 and T-11 are non-metallic tanks and are not included in this calculation. References 6 and 7 contain the initial calculations for the supports for the 20,000 Liter and 10,000 Liter Tanks. This calculation evaluates the tank itself for the support reactions on the shell. Reactions on the 20,000 tank shell were found to be excessive and the support scheme was changed from 4 legs, as shown in Reference 6, to 8 legs. The same base plate and anchor bolt detail for the 4 leg support was utilized for the 8 leg support. The 6000 Liter and 2000 Liter support calculations are contained within this report as well as the evaluation of the support reactions on the tank shell. The design of embedded plates to which the tank supports will be welded to are included in this calculation. Also, included are the interface welds between the tank leg base plates and the embedded plates. All materials are austenitic stainless steel including the embedded plates. lj DATE __ _ Tank No. T-01 T-0'.2 T-03 T-04 T-05 T-06 Capacity Supplier/ Manufacturer 3,000 gal I Core-Rosion Products 3,000 gal I Core-Rosion Products 6,000 L I Royal Welding 6,000 L I Royal Welding 10,000 L I Royal Welding 10,000 L I Royal Welding Table 1-1 Beckman/Coulter Building 1 and De-Sludge Tank Schedule Material Dia. Ht. of I Ht. of Ht. of cylinder top bottom Leg I Bottom Height Clearance dome cone (in.) (in.) I (in.) (in.) (in.) I (in.) XLPE 90 106.5 14.5 NIA NIA NIA XLPE I 90 I 106.5 I 14.5 NIA NIA NIA ss I 66 I 95 4 25 ss I 66 I 93 8 25 ss I 94.49 I 94.49 I 12.6 19.68 59.1 39.37 · ss I 94.49 I 94.49 I 12.6 19.68 59.1 39.37 Wall Thickness (in.) 0.61 0.61 0.120 0.108 0.1046 0.1046 Tank Accessories 150 lb mixer heating/cooling jacket 0.063" thick. Leg reinf. plate 0.110" thick. U- stamp #10057 150 lb mixer heating/cooling jacket 0.120" thick. Leg reinf. plate 0.125" thick. U- stamp #9706 150 lb mixer heating/cooling jacket 150 lb mixer heating/cooling jacket 0 ·C.... )> 0 • CD 0 z· z 0 0 !B ~ ·o ~ CD m ~ 0 CD X -< ;;,;: .d ~ ~ I' en X m m 0 0 -I ~ )> z m rrl 0 :~;; '~ ~ ....... --~ ... m l>· m ~ ;o z ~ 0 ~ T-07 10,000 L Royal ss 94.49 94.49 12.6 19.68 Welding T-08 6,000 L Royal 66 93 8 Welding T-09 2,000L Beckman/ 48 77 Royal I.D. Welding 53 O.D. T-10 2,000 L Beckman/ 48 77 Royal I.D. Welding 53 O.D. T-11 6,000 L Nalgene HOPE 86 45 15 43 T-12 20,000L Todd Street ss 114 120 13.2 22 Inc. T-13 20,000 L Todd Street ss 114 120 13.2 22 Inc. 59.1 39.37 .1046 25 0.123 24 21.5 0.110 24 21.5 0.110 57 14 0.50 48.5 26.5 0.1046 48.5 26.5 0.1046 150 lb mixer heating/cooling jacket 150 lb mixer heating/ coo ling jacket 0.064" thick. Leg reinf. plate 0.123" thick. U-stamp #10088 100 lb mixer. Heating/cooling jacket. I 00 lb mixer. Heating/cooling jacket. 150 lb mixer 150 lb mixer 0 c_ )> 0 .-OJ 0 z· z 9 0 I en L. C 0 CD '-OJ m Q 0 0:, ~ ~~ !:':l O O z )> ~ 0 rri m . 1,1~ m f) m z .... m :;o z ~ 5 z )> r 1;~:1 m EQE INTERNATIONAL / ~ INTERNATIONAL SHEET NO. ~.p __ .JOB NO. JOB __________________ _ By (··()./ ... j '·-· CALC. NO. ___ SUBJECT _________________ _ CHK'D __ _ 2. REFERENCES I. Todd Street Industries Drawing 99C2316-1C, 20,000 Liter Tank, May 29, 1999 2. Beckman Instruments Inc. Drawing 00F00661, 10,000 Liter Tank, February 15, 1998 3. AS:rv.IB Boiler and Pressure Vessel Code, Section VIII, Division 1, Unfired Pressure Vessels, 1998 4. AS:rv.IB·Boiler and Pressure Vessel Code, Section II, Part D, Allowable Stresses, 1998 5. Uniform Building Code, 1997 Edition, International Conference of Building Officials 6. EQE International Calculation 250819.01, Seismci Design of 20,000 Liter Tanks 7. EQE International Calculation 250819.02, Seismic Design of 10,000 Liter Tanks 8. Pressure Vessel Design Handbook by Henry H. Bednar, Van Norstrand Reinhold Company, 1981 · 9. NASA 8007, Buckling of Thin-Walled Circular Cylinders, NASA Space Vehical Design Criteria, 1965 10. NASA Shell Analysis Manual, Volume 3, North American Aviation Inc., 1966 11. Generic Implementation Precedure (GIP) for Seismic Evaluation on Nuclear Power Plant Equipment, Revision 2, Seismic Qualification Utility Group, 1991 12. Roark, Raymond J., "Formulas for Stress and Strain", 3rd Edition. 13. Roark, Raymond J., "Fonnuals for Stress and Strain", 5th Edition DATE __ _ EQE INTERNATIONAL SHEETNO. 7 JOBNO. ____ JOB ________________ _ BY f<_,/J(_ DATE ~lj?-/q CALC. NO. SUBJECT ________________ CHK'D ___ DATE __ _ , -f....? !~;' t--v;. tc 10) croo L s;Ll.-<.JV\ IV\ ~( { /CJJ WO L.~. r-k~-~ -. ,Zf\ 1__ i-V'\, ·;-/4.e 1.-,,0J ovo L O-· ,A~ ;o, e,,t,.-v L .,, Ju'"½ .J.,., Yv i'Cw/e/ 0 ~--e i--e qJ f' V' "'i u ' rP """ .. ..;ti' J:f ~ 1-0) Ct·vtf. c { ~--(L f-t:,,y /A,,,/ ct t /0; OtJv L. Ta. 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SUBJECT _____________ _ CHK'D ___ DATE __ _ -. /j LAre .. :t cl 1/ J/t.t! .vt~ c G--r rr ' P b J fl i 1...1,._ -r v.. c.-b-1 I ....-,-e 5 s :l1 ~ c.../r er\.,.,,_\? o o , 1 c i,.1-1 'JE V + l c.,J) ~~11'),r . a. S a fu V\ e,11, ~: crf ' P1 v1 « IA.·'! l (.. /.·I I n-ro 13 12 11 10 9 ex: ... ?'-"Ii a 0. R .. 7 .. c.. 6 5 4 3 2 1 ---~ ~ ....... ~ l------.- __..,,. ~,-- ~ l---... ~ v-~ i---__..,,.---l--'" -----L---,_.. t....-r k---· t-------------L.--~ . ~ i----i-------' L----i--- !---~ ~ ~ 1-------~ -i--i___-i--- L---~ i----~ ~ -!-:-- 0.0 0.4 0.8 1.2 1.6 · sa, {g) ~ ~ -------v-.-" -----l--- t-----~ ~ - 2.0 Revision 2 Corrected, 6/28/91 H/R __.,. ~ ~ _____. , ... L---~ --t,...---" ....-- ?in -.~-·· ,._ L---.. ~ ~ ?Jl-. i---l---' L.---1 s::._ L---~ t--- l---LJ.,Q---i--- 2.4 2.8 Figure 7-7. Pressure Coefficient For Elephant-Foot Buckling of Vertical Tanks . (Source: Reference 26, Figure 2.6) 7-44 13 1;~1:1 ~ EQE INTERNATIONAL ~~ !=e,...-::=,o i£1~& lf',,,'T!IRNATIONAL SHEET NO. / 1- JOB NO. ___ JOB BY [l;Jc__ DATE e,/;z ,b - ' l , -CALC. NO. SUBJECT _______________ CHK'D ___ DATE __ _ p (l---,..... C ( /"r-71 r~,-, ~~.i ------:::. Col12 /,,-{i_' t \.-•!Jo)!_rf~(? l ~' 4-) -/-ov 3,/& -~J ::;;. / ej 7 rt; r.s / A 55 '--1 =..Q y.J) Y'CX cf [ 0 1,a_,t-"-'1 I l-e V: M ~ El i1, ?, I ,T' a.t {" u ~_,/ . 11.. J '.-_JC/ jt·:.Vf 1-e -Ff-, ( { t?-'~(y:::: CJi1~ 7' - w-e,.-{ { 1(~1:1 -EQE INTERNATIONAL ~ i::-.:..~ ~~ti 11',,7ERNATJONAL SHEET NO. J 5""" JOB NO. ---JOB BY (2-/J(_ DATE <./Jz/ t'/ CALC. NO. SUBJECT _______________ CHK'D ___ DATE __ _ &;, I 2-41 r;,-v 'r / 1 ,,-of ) .J-..;::( C;,eV ... _/ ,, S i1 .. e. ii.,,.-· I s+-~-.r· .s f./ (),o °IS · a .:c,, "'1ERNATIONAL &-'l~ SHEET NO. ft 11'.'TERNATIONAL JOB NO. ___ JOB ______________ _ BY f---/J (_ DATE t;/i t~---·~- CALC. NO. SUBJECT ______________ CHK'D ___ DATE __ t-/ { (-V!-· 0,.r0tA C a'V! -e f fe_,>;:,lL c.:-_,_Q.,(1 ~ !/'1.r-O tj f,-€';;1)--r: I~~ Ut~ ·-6-; v~ ~ 11/ -z 'S:VrJ5 1 ft / ( »{ .__._,.2J4 +·l. t,t;;-J =-Y' 7 CJ; ( i / tNJ & ) .:. (J .: D7t/-t/ )/-er i-<-~:c,J) . { o c/i...f JNt us+ k:,· Ca.vv/~ h '1 v-a-v·J1 .. cJ) I ·-_·W,~ld t ,TCFf uJje,{_1f. /~ ~~:+ -e_r/1{-ed~ P--4 Tt--t~~ det t.t 'b/'.(J;- -(0-/ _£AJ~ :{-e,,A .. I[ {-i_ ::. 2--( { I) -=. 2 7 .. t I z._ (j I J" J'l.J - ~t..l I r..r;,4) ~ I EQE INTERNATIONAL - INTERNATIONAL JOB NO. ____ JOB ________________ _ SHEET NO. /] BY ~ t'.)(_ DATE G,/!z/7 CALC. NO. ___ SUBJECT _______________ _ CHK'D __ _ DATE __ _ 1-o (" 0A't f )..e _C?.f /AJJ!_ jJ, /fl J /) i \;\O ,/ ..e~! t.;.l_,..,-rta-(_.,,-""( t,fJ'..9-·:r.__,,?' ,. f-fv ct q c. 2 .. 3 / 0 -I c_ J fb~, I1 i~~ . 1 d va-.w i,,.'1 w e,,t./ 1-o /0 d °'· If •, j) J '2.. . (..,(_} l t?,.f .Y ! I ~~l~ M-tt o L< b t~y OV\. .fC"P s ~ -e [ / , V .,., .rs.~--,·f 142 PRESSURE VESSEL DESIGN HANDBOOK Fig. 5.6. rsr , ./ f..t?.r.J \ I I ....,) I I 1;~#1 a ~QE INTERNATIONAL e,;:;~li ·. IN'ttRNATIONAL . <Z? SHEET NO. / ,__, JOBNO. ____ JOB _________________ _ BY ___ _ CALC. NO. SUBJECT _______________ _ CHK'D __ _ (b) The maximum localized stress to cause buckling above the leg top at section b-b is . Sc =Pi/L2 t · ~ maximum Code allowable stress for axially loaded cylindrical shells in .compression where L2 = h + 2(Rt)1f2· is the effective resisting length. ·P' ::: Sc -2--4 e tn:; I -'., -:i=. '. f.k_ ~/-o,J l. . ~'-( ' . o VA \. ~ (/'AA-r~ re.&I , v-f. \ • • .:. I --c:,.. t?V1-st ( r?. v4· ,, /lf;O'!/k:?/5! ,· r . 'T""·V s-/-ve sJ--eJ DATE t;/J-Jtr J I DATE __ _ SHEET NO. . f 1 JOB NO. ---JOB _____________ BY r?tJ C DATE {?/;2/ ~' I I . CALC. NO. SUBJECT ____________ CHK'D __ DATE __ I I l t-vu f,2.. t'{ J /" ,., ,~' \ ,··!,t c;c' t-·t. .. ~ .• ;-:,; f . / - Ucv, ::: _fc,.,v-C( l I (I W 4 6 /-.p ..( I-fe.f:S c:&.s-I ? //} I li"-f ~---5 VY; E ., S hue4 .. l-1f b.P 3 ~l I cw Ct '1/t.e 5,0-e (/ EQE INTERNATIONAL SHEETNO. 2-0 JOB NO. ___ JOB _______________ _ BY y2--IJ C DATE c;,/7 ?/?:· CALC. NO. SUBJECT ______________ _ CHK'D ___ DATE __ _ / {2..e l,V\_ fo1rG1 '-"'-1 Pct d t,I,.:> 1 ti_ ftr s-~o U~ Lrf' h.k> -:. UJ ~ 2-,S-(16t 88 )-'2. .f/ ~7{, J <;4--~) =-3 /2 3 ,, 38 11 / / \ / \ /' ~ ( y I /L ---·- ' ~~t2scp f 1fr l-e-~ I , ... i I r P t V: ... 1-'-1,,-c. c -r./4~ • 'I ) /4?,(,,.,"'f· .• (' k'.. . Fv S 'h. -e fA.,l'r kJI~ 0 f-...,_, C(..-{ J.r(,,_Q-9( I~, ' ~-2£ [ +) 1----f_ cv-Ifs 1~1-v"-) i -----.:::.. V\_ ~ 'rf --t, G 2 f" .::.. ; Sr ~ 6 l ' "2.- EQE INTERNATIONAL JOB NO. ___ JOB _______________ _ CALC. NO. SUBJECT _______________ CHK'D ___ DATE __ _ ;:c.. V I AvT II EQE INTERNATIONAL ~ ~~"ii;i; ~ INTEKNATIO\:AL SHEET NO .. ,2.. 2- JOB NO. ___ JOB _______________ BY {L,/)(_ DATE~jz/4-q I I , CALC. NO. SUBJECT ______________ CHK'D ___ DATE __ J J J S V\ -e 1/ 1 rr~ I I r i I I ).1/ (='===--==-======-====·f S: Q U G 6 t I f y(/ c. d l.t i-e J rZef, { I; ~ y c C4-e 0v; 1-o , .e > +t v~~A-e fu_ .. ¢~.£ &v-1 £f-;--e . .r_s I w·;. l lr-.-e C ( (.,-e-w, ~ (/ f 1 :a.,t'f W/ ;..,.,,a..J-, . t--A r P /} ,r ,/ / ··" _,, / 1t? • r \ :::.. G:, Ir S:-k-l 11 7'2-· C/JO~--p{' --ivv C{.. /·l(.11,.,,_J Q·j;'.,::_',._p S'rf-&SJ' ;,,V..x't. y:. (!J,O::,/] + ~ EQE INTERNATIONAL SHEET NO. Z:.. S JOB NO. ___ JOB _____________ _ BY fd2 L DATE &(/"l/ '( ~ CALC. NO. SUBJECT _____________ CHK'D. ___ DATE __ h.:: -6> Ct tJ I, o ../-, @. I 77@.. '-'t::J V/2fu Lo 0 l)S-0 o = <ji, l ~1-4-'L ()6 :: 1-0;-0 I I I I '2 I -, o., /CR 4-4-·. ' : I -- D //. " ' / __ , __ ,,..t} ov,-./$Jr'f'V tJ (I/J'c;W-, ..S~SJ~ ct1/J// y'Vt,.afe.f -ff-1-~ckv_ h1.-v1--~.4 /4 ~ ~.e-,-v/ +n·J/d. EQE INTERNATIONAL . SHEET NO. 2---f JOB NO. ___ JOB ______________ _ BY /2-tJ (__ DATE &/.12,/-?-1 ~ ~ . CALC. NO. SUBJECT ______________ CHK'D ___ DATE __ _ s ~-e {, I ,J f~-~ ' 0 } ~ :::: 2.-c, (1 tJ t::"-;;:. (!)e /77 (3·f3 )(ff 134/~} v<~7(~t, 1t-J I ... :r-=li INTERN-'TIO.'lAI. EQE INTERNATIONAL 2 t""""'· SHEET NO. _~_· ..2 __ JOB NO. JOB _______________ _ BY l?i:JC DATE t;il:.:f. j __ CALC. NO. ___ SUBJECT ______________ _ CHK'D ___ DATE __ _ t £ta 0/\. t Vt.-[) lt:!2::i ~ I •• ._; J ,/' ,l'"J, e11· (' ,L t"i/ ' I ;~ ~· !--'A-I /:Jr!. lP ¥··~--t7.-,1~ .I} r-l,..;::, /./ ,,.'v( ...., -i ..... VI ., u ---··· . . . ~ . 6 /J..£f' sfvRay --fy(N'-'\ rz.f r;, ""-z_i5J 2,kc,) -:if. M ,._ 'f PY ~ ::c. (•?: ~ ~ ::. ~ U, v~r ,f 8, sj .::-2.2 ?_, 7 /4. / '1 . \ LPcjJ /.1/1 2-Yf/,J., k-1 V) Yo a.-J J Ps u:; ~ 1:-vr i,2&{, ~ . ,.J.) z-J-iii e ii -z-,1 .:-·~-;L~:P 4 I Wf J, (,( ~ .{CL v\ ~w~IN; w-fJJ Jc, h a_v.,_ p I,% I _,. I , I / .,,.i 1 . t::( ,.., F,,__ +- EQE INTERNATIONAL SHEET NO. 2--fa JOBNO. ___ JOB ______________ BY {2./J(_ DATE0f15,/.?.-· CALC. NO. SUBJECT _____________ CHK'D __ DATE --f ! Y1 YL, ;;). r,g+ 4 h f2_s~ 4f0 '"I-8 f/jL ~ '2.-'tob :· F1-~ ·r:i ~~ 4J I G,1..11-iL, / -- l;~:I ~ EQE INTERNATIONAL i=f'~'i ~~ti INTEllNATIONAL SHEET NO. d-I JOB NO. ___ JOB ______________ _ BY e..Q( DATE~/9( I I I CALC. NO. SUBJECT _____________ _ CHK'D___ DATE -- r:: .... 1.::--- () /vv -3u-~o ,,.. 7 tJ_ -t--o. r:z ( /,. .. r{:, '\ ~ L,D( I J __) 1 ) a/).:::. .!;-~ O 1-fS I ~--I 7-_ 2-0t-7,.,7 l/ 0,(04<o _Jj_J_j..g ::;::. 2., { z._. !-;_:l L s:roo 4- ~ -M.~v,. ~ (1s, > ~ -i>f' ir) +g ~ ./ l r 77 t,/' , .. :fvto.iu pal I 9 It 8 . o ~ c:: he(/ / I 8\ ·/ . 7 (UBc) ,. SHEET NO. 2.--8 JOB NO. ___ JOB _______________ _ BY /?--/JC DATE G /J~l?,~ CALC. NO. SUBJECT ______________ _ CHK'D ___ DATE __ _ 11/_eao _ - 2--( e )(; .t ?..' ~(. 7~ 7__) 01 .e-Jv1_ f o-c/ /s t, ~-[{ ()/L I--VNv\ f1 I /(e, l,{ s'° \....._ ·~ t I J"c!vt eu ·g l--o 1--ts r IBX/fs / i' l "i , I f;d'j--··~-1--,. • .. ,,,,, . (./·!,,··:,,. ... -t"-•..);.'"Wj t'. f,el I -.::t '· i~ tN! Ct,t;>_·J.S 1;~#1 ~ EQE INTERNATIONAL ~~ ~&~ . INTF.HNATIO..~,\L SHEET NO. 2 Cf BY (?.;J L DATE &>Iii-! ,: :; JOB NO. JOB _________________ _ CALC. NO. ___ SUBJECT _______________ _ CHK'D __ _ Sa /,A_r1-:J I -P j J ~kd2,t l i • .:: _, I ·,-,-,.- II J .:-:;> (" (' (/. l,,.o-f"--, r""-..J ,.,; . ,, \., . c_ Ot'I.,,.._ OJ /1 .,,.-1 ri-·:-,-I .. -i {f.., ¥ .• ..,., ' : r ,,,-o.... ,...,_,_ J <?. .. e,.,,"'(" ( e'·\ .. "\ .... .., / ~~v· Sa YV~.,p r ·i-€£ 1 l . .f :~ 14 I {)t-/(,1 L. t ·,• '--· . _.:' ( {~ / ·.-:) C,--. t _,,,,,r._,/ ,. _, --... } (' I .:i '\ /,?. .• ~ ?1.--C) (.__. rr ... ~ 134/: .. ( Cf: ~--VJ} ~-0 L J (q, I'?_)\' \1~--~-c.f . -:::. t I o4f:l \ t.._lp / (1u4&7 ,, . r, DATE __ _ EQE INTERNATIONAL SHEET NO. 3· 0 JOB NO. JOB ________________ _ BY t,OL-DATE<Jn/-e- CALC. NO. ___ SUBJECT _______________ _ CHK'D __ _ DATE __ _ -g f ' d "(l"U.AA.) Vt.Ai t h. Cb,i h yq c_ -IL .. fi{ ~ 5 5: U fi,. -.2 v-f fj f-1. ( ,: n ..... , -J:-· , , ... _ fi 1 I) (~-e.M\.~-1,,-t.,~ ~-~tA. &\,\,\ -...,tJ:-'<"' ... .I ! 0 0 I 'V\c\ \ I;-"\,,,~) ··rt'\..0 I . .._ I. -i :S L -·,_,11- ( 1<V Ar A'r .-------r ---v--·yg Cl iJ_tJ.I 0 1 (.,.l.b < 132 'j(/ /4-S:M([ ~JG,w, EQE INTERNATIONAL SHEET NO. ~ ·1 JOB NO. ___ JOB________________ BY fel,2L DATECq01/~," CALC. NO. SUBJECT _______________ CHK'D ___ DATE UJ.elcR ' ' l : I__.,· ~ I ,,..'1 _..,~--· ! (,"', 1/! 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T-0 tf , A:s.J (,! i~-'-P j{ . .__p { c:vi { ?~t)} I .1 ' / t·-rA I c---;.:f' J.,,\O r r, __ , ' JS .( vz,t,,v\ ; ;.je r YI.~ rf ,ce s .JfA. r"C \~, I 1. :· ' ~ {, I, ,.. ! !/V\/.) EQE INTERNATIONAL SHEET NO. 3 <f- JOB NO. ____ JOB _________________ _ BY &-t)( DATEG,/2, 0- CALC. NO. SUBJECT _______________ _ CHK'D __ _ DATE __ _ ' !J CJ .i/" l ""- VY\ d:_7 -~r 9,_,Q,,..d / /-/ ef 1 . i r.'1 • I ll ,',I 0 } LA.) c{. _. . J C./ r..:::? ! ii\. (. [///2.f' t~ i.,/(/1,-,.,,~.,., ....1 { 1/ 11 {;, Ot~•,, n_ "I ' .,.,.. ·. / ·"--°---· t-.. .. x J.A '! \/'-f-) ,l ...... J !--t='~j') (/. EQE INTERNATIONAL JOB NO, ___ JOB _____________ _ SHEET NO. 3 S° BY /t/;J{__ DATE __ CALC. NO. SUBJECT _____________ CHK'D ___ DATE -- /}~/ t -~ ~ / UV( 1 , j p vv· v L fU-d (A. c;r..~ /t'1 cu.-0 !. (._ . tc. y V -e v--+-~':J) fo_,-'I'\, k1 -a_.ct. .' q; ~ f1j/e /!-, 'Z '2.) . {:_1 -(,,,.. _ _,/ -;:;,q 7-7 vf fo/ II { /4 IJ 1 ll<:crJJ = J Sei.. .::. /,.o t h{lv=c- f , 1'J ~ ~ ...).. .. 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( ~ Q ''7",. 1 I ·1 .··;.,""-:, \, --.r,} lJ i -:.:(u,i ,111. · ..-,. ,_;., .. , ••. ' ,... , _}...._ . / \ : . .: ~ .. \..... ; / ,,.., I (~ 0 Nl == 11 ( 1jrj ( 2441 j z (t ! 1)( lE3): S7 ii= j/}sSk--~ T~ ('~ /J _s-7t/. (£;2,S-\ k I /vU :f:!::- I' .I ..,:.CV EQE INTERNATIONAL i/7 .,,-r~EET NO. 4 7 JOB NO. ___ JOB _____________ BY _/i:d& DATE~!'lrr.~ CALC. NO. SUBJECT CHK'D __ DATE __ VV\ ~ ~CLJ:.o -:s ~-ea.r :::_ ~ s-v 3 ( 7) == 3, Y 8 f~. ~ OT W\ =:: "J, q ~ ( ~ 2., .r J ~ 2-4-8 , S-~ ) 'J-'\ (Y\ L-=-b-4£.tJ' i~ vi,, 0 w . .t},,~ f t't1 -Pa.--ej-, /-e~ -==-(I ,:, ) V: {z.1) ~ 1//A -(l_,j }3 I q e., (L!_} -r. ( ,'' 4-II. ' rt L---t{---j ,,cf) --~ J IV t . D \) .p y ;-( ( (,\__,' I .r-r (P ./4·--~El -0 -A z-4-) . OJ ) 2· Fr (1-4) t 4-Mt-:=:-oTM 2-f 0, s;--4-( z3, e §) _ 2-( '2--4-) -. 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SUBJECT ~ ------------CHK'D. __ DATE -- -CJ~C[JJ .+-· 15-. 1 I 4- li3( 11,-iv)·+--00 (J1 (prJ _ 0 ,q~,GJ = 1-, 871t._ /v,rl~, j ~ 4- y :i i, y Io t-<f 1 A r2_() t( y k ; 3 i4 ~I, /cl; I{? x 0l a-f 2. 7 __ v.J J u~~ /YI , v ~,r .:,. 3 vJ 2,C('--( WI H)-t, t 1--c( 1-{ M -/ L.h y YVr-1) I'-J.-r.i, t:J. ~ w::: s-hj °'-=- 2 CsJ s:'" v--.:::,_ ~ -r, (, s'3J C( 1-( Wd \J Vh 1-( ft!\~,/) O /i l;~;t • EQE INTERNATIONAL &::~~ INTERNATIONAL SHEET NO, .S:7-- JOB NO. ___ JOB ______________ BY (?;Jc_ DATE3/!4/r~: CALC. NO. SUBJECT _____________ CHK'D __ DATE __ weld () + /U1{JvoL l~1 (Ja_.Lf f /?,-); -Iv -t;:,t'L-· b_<?-#f ;o,'s" cf Wu,; a i-e.q __ :::: s;-- /., IC[ • 7 c; J (, I 87) ( C, j (IS J ~ U "I f-3.173 :: /2138 Juu' 1t t 1 ( ~ 0 /4a-t, !"IV:.v'\ &f rs -) Q.,£'..fU,~) J}-3"J)9 IJ -7 f" b4t' cvvw-Pvv~ ~ -EQE INTERNATIONAL ~~~ Sic'.#. INTERNATIONAL SHEETNO, ~_3 JOB NO, ---JOB ____________ BY rf {J( DATE {?/17/f· • I CALC, NO. SUBJECT CHK'D __ DATE __ b~ ~ pl"~ ,-_r }4 '1 / J 1I 0 w-,~ 4'1__f'c/h e o f 1 ]2f w-0tkJ. f-o 1-+ ~ ~ ~ ;.::: f''PVVl ~cu,,/t_ ~ ~ ff 1 \.~ t< /J / 'O 2-tf _./ [fl U vO 0-~ 4 ) b ::;. < I ~I t-:::. (.) I 5 M :::::. 4 (.(!( It/ (I/\ k I (J '( j/'I\P;<~-\ 1/1. • Vl-._f }'-e ~ C. ~ ~ 4~( 14 J3 -4t~ !4 }J \j r.:::. a.,:l-..--'2..j -4-(,,s ¾ =-zf-z..:s-~ 0, SCo l.. E ;:::_ /; 7-, '-f Y-W/\_ T01vt1jlp {-a,Y' C ~ ~ f 1 -= Ur ;:: ; l i 1.t4Ge I 4-) = ~~ I 2 -t /u;--1, ( EQE INTERNATIONAL SHEET NO. S-tf' JOB NO, ___ JOB ____________ BY :P-t2C DATE G/17/0: ~ I CALC. NO. SUBJECT CHK'D__ DATE __ , • a· 1 ..... t _ _ , \ ·1 /'I] J f 1.ti. L c,, r ef... r @.--\•'' F ~ ({$0c rk / 3' .¥f c f~ . }Ci/ 61 'f )<> c cr.w °?--""L-- vJ . c~ C-0 I ~(!./4-) I b ~ > r =: :i-Ti (i 'J kC1~J f1 s-l) 2 ( f j ( 4133 M+ 1:-(2,~D-2/2S-(2,13_) f'-(1, f3) + -Z.:, 1'. r:'"-,__ ( L,,3J) J f b -;, e 4 3 ci ~, I); ,1e,U = sv2-q (,s'-) +-, 1 > t-= 1 c1, s ~' 2.. (8 k-i · I 7---- 1;~#1 II EQE INTERNATIONAL . .,, - INTl:'.RNATlONAL SHEET NO. 5_r- JOB NO. ---JOB ____________ BY f::/J(__ DATE ez/rt CALC. NO. SUBJECT ___________ CHK'D __ DATE -- ==-~ ( 4 LJ(, 7° ?){ I z:5) -= 4, 4 4 I~ 3 ~ (9J{,7v7){;ri-SJ=-'?,:Z '2--/~ '- I, t (}_ -ti 1 1.,. -f/ .. 73~ < IBAs1 /1-l k Vl ;t d,.Jz "" !-'f 1 t 1 r, ~ ,, <f ( 1C t-fh..,J ~ I ~J 'A-(1/~ fl 4 I 11£~:le f/1 ~ CJJf.uvJ S~~~ Ottf-S-71 ::-01tf(3u)=-IL~~ 1 1/,73 c t I t.. ;z__.L-~ ~ $''T~ -../' ft 4 l .;.__ ~ ' ] --Z.,, k/2..d rv-"'1., 1(~#1 -EQE INTERNATIONAL ~~ INTERNATIONAL SHEET NO. S/o JOB NO. --JOB ____________ BY (2/JC DATE G/2 7/c?~i . CALC. NO. SUBJECT ___________ CHK'D __ DATE I 3, 4-200 o L YM\, k_ 4 t!3 u.J_p f 10 8 1 ( d) y ½, I( diHdt 'j ,. () l JL4--' ..::. 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SUBJECT _______________ _ CHK'D ___ DATE __ _ \OooQ --J tr'\ ~oo \~-'1 ~ ~o..,e., to.~jh~1... .t-J s..~~ev-. ~--1..,.,tc:i . . ... . , ............. ,_,., ___ , . ·-..... ----.-...-.. ..... ...,.r._,-.,._~-.,.._.,,;a.,t•••-4·•~•-...r. __ .,........,.....,.-...----~-···-•-·"-,._ .... .,.,.........,.._.., -· ,~.-.,_.,....._,,,_,._.,,.,. ... ._. •. •••• ..-, ... .,,....,.,.._,_,J. c _.....-.-~·--·"·'""'''•" ,.,,_.,_..,. .. ,.,._,,_,,~··· .. -. .......... ,,_, .. , • .., ...... .,.., •••• ,...,. ... ,. •• • r EQE INTERNATIONAL _______ , ___ -- 71 V j ~ ~ 3 x ~ l ~ '??/3, ( L . i---··-·--. . r-· -, /.'"" ~ bo~ -\-\..-. ,ro-.,, L ? \cy\-. j<,, ", "1-\l ?;(H~ ~I!?.~ '-v--. \~.r.1 ·C b~.... ; ~ "-'-"je I u. 1 '","· I ' l '\ "'-I ~ ' _ _,_-.:::::::-:::::::,) ~ \"-.., t '\; ., I ~ ' i "'·,., ' '··-,'\, J ''\._ '\',,. "\,. ' ,, f i l !i f I I i t I ! I' I, ~ 1. I EQE INTERNATIONAL INTERNATIONAL SHEET NO. &:,°'. JOBNO. ___ JOB ______________ BY ...t~~ DATE"\1;\cf CALC, NO. SUBJECT _____________ CHK'D ___ DATE __ _ ,-'-1 \ d~ ~ \ "Z..e. c..s.S' w-e..LJ G\,.).!"~e-¼-~e. l.J. .. U..~e V 'i::, u J .. ~ ~-,\ J, ~o .!, \.-. -~""" 'f'" ~-e__ c..o\.,~""- lo e.lJ-o.d-~....o-~ b6 ,,.,__..,, 'tc,e,s .J...,__ / /' 1 / •It I J µ..-, • <f .. -'t, , .... STRUCTURAL CALCULATIONS FOR BECKMAN COULTER CARLSBAD, CA BUILDING 101 AND DESLUDGE BUILDING FOR Sheet 1 of 27 OGDEN ENVIRONMENTAL AND ENERGY SERVICES MAY 1999 Rev. Fl. Plate from 11/16" A-36 to 3/4° Aw786, Shts 2 ~ 4 1 6/6/99 Revised Dikes from Concrete to CMU, Sheet 21 Revised Tank Farm Footin Sheets 24 -27 CSM CONSTRUCTION ENGINEERING P.O. Box 721857 San Diego, CA 92172-1857 Phone/Fax: (619) 538-0310 Sheet~ Lo-..cA~j, : J,,-k/,ff w/ lo, ooo* t;e/l "'Jt' + ,;2.)0o,,; lo.J ,tiAll::> ~ r>c_ll~_:fs (..2 J,jt..) t./ol(Xyf" .2.;2.004 &c/4 f .::.1/-e-/-load'::: L/'/oo# _ 330 ps/ ~1/ofy,)jvy -' fork /,If -#o11i ~x-1~ lo~rl: as$"vMe ~o¼ ~-1 S'q/,:/ '?· (. (po )(l~on./l)f ..2:ioo.:tl = ~r:200# . # Q r/c/ Q(0 ~ //V/f&C1' ::: /~$10 93(.fo# -I (')JP.Pi.A -/4r Sl4'/ /t::3000:I s 1>:;le whl'el /4e:d'.:: Sooo# Floor-~ \.\)\ £i"i~U-S Sf~t.t J S, ~I'. iY~w-L ;; I I ' I J, 'F' Gv = A 'P ""' d-1 ol ie ee.rr::f ';J wJ..,.,_/' L= .2 1 ~1 'f-:: s:ooo:#:/o'.l' = ;ts-003/lt 1,v;J-1t,. PC4':: aP-= sooo:# w: 5"ooo-.i£?' = &soopsl p€r A/Sc -r;.;ble fj' ;J..-Ns .· min, 11/tc/ fb.. 3/t/ 11 r av.; r/4 t_-, · Client: Job Title: Location: Date: Sheet C,L/,·/,-1;,113 '/><:'cf' S~e,e,/; o/ ~/oor ?/4fe1 s/i/.futu-5f~f't. :=: f./ 1 L:: L/8 11 M-= Go'{._,·...., q"-~K-t ,,e_; 3ot' i ;A; I-= l/ f II a ol</€ t,..,>~ 01\/E ,4)(t,,.~ ( jOVU-i\5) e~c..~ "b-t&..M. \\ # '°'IAJ e lo It:. ~-IJ. /tv,<,11 '=-I 7, S- /10,r con-i~e..c.f /·/YI,'/ -=-;).'S 3/vfi -= t./;2.,,:2 w/ '3/p ~- d~e.d. Wjt. of .f-{oo{' ~ ~(J..cr. {O rsf;(~)-:::. S8.J-:l/1t. ) use. u:,.,--#/1t;, -fv ;"c.l-,J.e. s M~er ( 0f),l,J Mt>~ = (-o ~t/1t, )( <t t ·)'ft = ;. tr, tc -,~ ""' J .2" _,,, vs~ M.,"~ : ~J.. 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Client: Job Title: Location: Date: Sheet/ P -::: t f?Oo ps.f ~ iroo psi 0/4':. She_M, If\ .a,o1,~ .v v._ i (I. 7 )( q S-)( '-1 1)(1000 rsl) = 3¥00 :#= ~¢~~ - Calculation for: Client: Job Title: Date: s Sheet Tru.c.he~ /~11 wide X IJ11 ~ 3s'' d~er . ~. .. : 0. . I t 6 ' . ., ' . ~ . ' -' . .. d = o-<o . ) I 3rt,. +,'d: ttwhe-els 4-~eds' ~v:3 Ovt:{ SkeJ jte.-H~ b,J o~;Q Jr-,)ri"J~~c. . ~3-Wl-t-t[ ~t>ri-l-<l w { 'It. 11 ope t'l:'V ( P-e.r-& ~t.t "I Des: J-"'-} B&.t.r;"j f3M-~ ½, X ¥'¥ C ol\ce ... fr'-~d ~ : 7J.V7'*=- w/ d--t Sf#.."" £.s ~ (is-)('-15f>c.l)(3.;>.sJ': ;21~~ => 1111 =(:t.3ei1:)(¥)=~s-fJ 1 ~# 11 11<1 ::: /, 7 {t3oo +ol-s8) == ;i ~ ':> o-16--./1: j '= .D(:)8 /J.r ~ (,Ooi)lrz.)(:i,bz5'):: o.~~;;_ 1~1/le ~~(118 11 As:" b.;J.t:f'3 ,-"~/,4t. l hor,~. re,'ii/. I rn/11, (,ot,~o){jt~{IP'~ = 6 I/ WP." I 0, l'/1/1~ 1,, I #S-@/S1' Vl.4.-=-(1,7)(bos~ + ~ 33il)::. IY3.?;; J~ 4 ~ o./6, ,i>2-- Sheet s Location: Date: 1 D . .. ' ( (I • ' ' I# ~ -' t> use .sc.: rv\ e. cr-;./e,n o-. cu s 1.1 M p .s :2 ,4-/;i. tS wl X-=O•S1 h-=-1.,~1 l<p-::: S-~:?.-:if:: d-::;. 0, s-' Ct(Ylft..-::: /, o' H,_-=-S6 3 I'£-# f?..s = (. -s-)('-1-s-pc.f)(,.,-c)"" = 9o*~ M~ =-('lo.,)(~)= foo It-# MIA-~(1,?Xto~i~)-= JO<tJolt-# Mv _ IOfoo)(tz.") :.. 3'SS- t.bJ v -,'f)(iz) l,7<s)"' J::: 0/007 ~ A.s:; (-oo?)(ti)(l,'7"5 ): o. /'I? jn"'/~. s'' w,J t ~ori i. r-<.,;;:-1?-Mi(\ , (.oo~o) ( 5''')(2l")-:;. O. ~ s ;"' v use. ~ · ~ ~ ctr-1;>11 t\J. 11s -=-o. vo ;,. t,, Client: 0 Job Title: Location: Date: Sheet 1 R.~ -=-C fx~) rtl)(~tq 1)7,-::: t./s-<o * ::?;> NH -=('ts-,.#)(¥')= 68'-I li-11- Mv -=V,? }L~7N) "::. 4(pl~ ft-# Mv LU, l'l)(tiJ 744 w/ fi> 11 w.:-11 :#-{;, fCJi--= 6f)(iz" ;i,toz<:;)..., -· 1~ ~DI'-{ /'.l) ~ (o .o,4)6i')(i.~z.s--)::: O.l.Jt{ v't-t:t· re; .... ~. #fo@ IJ'l th::: o,'{l.f (~ ~ ,,Jt) ~ I/ Wt.II Vu..-::. (1.1) ((pt5~ t-'-lr& °") = I 3~l4t .c. ¢ lie.-= '3 '38'7 ~ or:... M;". ~or(:t, re11\ · =-(100JC>J(fr/)~4 11)-= {),~~8 ;,,v Calculation for: Sheet J Client: o Job Title: pu-'Polj c. l 'Plc.~tits dw_J, ~~ 7~<o'' l;.,)rt, = b~# OV!,.1All "'-1-t, :x-1:i ~ II a.SS<.A.M-e. +oW ~\I\.\:.. wjt-... -==-loe>o~ w / fir,.ei1 V.:; ~v~s1 1-/4"--'jes, e.lc. u.se.. -bA.k c~. -=-~311 :::-5'.;).s 1 I ,ivid CC.(>e.,_; iJ ,{ ~ IDO j'" 1.)( 0, /3378 Wis-I): '-/IS (t3 G 7S-1 4> hiv1d C.,j,-= '-f,7 1 41~ It?, .... 9. 4 1 (tr) ( 7s)3/'f - sf· ?r'· o l I ·iv,·cJ -== 1. s pe-, o3d~ Wj"t· 0 I l:gv,d :::: (1. ~)(~ ~ ·~ fc...f. )(lf,s~c):;;_ 3~ "'~ (?y -,) ~ C~ris+ic..A W"'-e~l~r E:f\5in-t4rl"S r-2por+, Sr;;/ ts d..we 'b.~ w { Pe1te.+n-fto"':. 'Si f-¾-Te.bf~ lfc-T , S:-o,I p,.c,.fi/e Sc. hl0 wl.f6. Ca.-=-o. '-lo Al°" :X-=-L~S" V=-0,'35"" w No..-= 1. 0 w I S<vv rce :?-Io kk--... PJcA.., G Q el So vrc..ef lo-IS-/;.,- Location: Date: Sheet V-= o .. "35"' ( 3Y1 cob~) = Ji, 13~ i Ove,r-h,r,,, ";'j M -= O, 3s{ ( I ooo• )( ,;;Js) +-( s~ r,,r,,;; iiX'I-7 ~] = '57, ~ lie, fl-# use.. E'xpoJvre C. fo&.'°;.[<.., wi11.J see~J -:::.. 70M.fh F-=-12.~ ps-1 F'w ~ (1~.2pst)(,o.s-~(trr~~::: q~9 # Dver+vrn,':S fvt-=-('f4:,qil)(s-.~s~ = ~og7-ft-#- 4/low, So; I pres~,>re = 3:;,00 fSf + 'h for-Se,isW\rc.. C-C.. ~~c.; tt~ ol -fc.,,,_ks :::-!;1-3u ... \ loc..se d~s;'jlA on -Poo+;~ S"~ 3'l -frok,A. ~ -+z:..,..l ,n. Sheet ( (') \ ? ?#= c:' / I~ I 1-../ ~-..,,4~::;:z~"'!.!.' ::...~:!...:.:....~---L---,,, ~ l"\ou.se.,-.t!-ep,~ p,:,.o *' ,« ...,.I ecce" -le. ci fl ;. H _ 5 7,;).. lro .f-l -If = / .. ~ s-' p s't, CP "1 s t:t · Q .,, k..::; .1,/(.p-=-/~S"':; lr?s1 '> e. 'tmir\ -= .£.._ + Mc... MP<}( 14 X ::: ~41 It, b 'S # :t: 5' ~ ~ I lo /e-.:IF-~) (1 o .. s-')z.. tt;.s· 3 /0'-(pl( l'7 ps.f. fr; /I rs I-.:::. A llot.1, ""' .t--f,,,o.!;l\j olq1 ·~"' 1 4-d,,.-,J lo,J, "'-/. ~ 'C:i L . .\-1-0 E : • ~ l'YI:" ~ (j. ;i.)(sl'-1) + :;..r:iri pi~ \1\..11..l( = ~o ·> 0'7'-/ ps I Job Title: Location: Date: n. Sheet 'r c.ri tic.J.. .S-ec ~Oil\} vtSe. egv1v" I tAT ~e.c.t sgvNl~ t,r --k;il:.; +l~ i"A t.f. sec4i'o"' Midw:J i~-+weell\ ~ 4-/4ce Si "ce.. .f·l-e)<; b le. i, e. Are~ oi -kl\_ k = -rr(7,s)3/'{::: 4</,'J-/,t,Z- W of ef.1iv, s6v~e = ~ = ~ .. bS-1 f4ohA pri1v1'1>v$) Soil preS>vre. e I,(&)~ pc..d ~ 3. <o' -4 t.f'1I = l/7/ psi fo7'1 psf M"::: (4~ I ps-f )(3.t}f/4 + (~o~ ps t)(z~~1)1/3 == 39;lc, lt..fl/lt _Mv __ (39;}. 'r )(lz,) _ zi, ~ f~il\ 4' (.,d?.--0 q:(,i 15{tt,1")2--· t)~::: (o,00~3)(Ji-)(1,.,,~ == o.s-b ,-Ai/t,c use :#7 e 1211 A;:; 01~0l111/t vtt ~ltt11)(3.~)+ ~5"~:i)(3.(p) = JO0 lit 4>Vc.. 4';2 Jl: bcJ ~ l~boo¾ {?"' 1::3000 fs C () /:,, ~ Calculation for: c r'7 v c/,'ke.s Sheet ~/ Client: Q Job Title: Location: Date: k7ev, I Mc..)(. press,'.::." (!, 3)(&2.1.f)('s)-::. 12l.{'$ fSf V-= (1/i.J(s ()( ~Y g ri! )-; s<os-;f! M ~ (1Ct:>S il1) ;-: 'sbS it--# f =-~ -=. O • I =: 0 • 0 0 {)._o~ => 11 f::::: D, O ~ '3 7 bd (, 2-')('1') -fb-= M ( :i..\ _ ( 'Zit;s-ff·li 1i J ( ;2.. ) / 8 J pt~ , ~ = o.31/; t>d1-F J -(1z.") 4'' i. (.10?)(,,18) = :::: C/-9r,t:t L,½'i fs ::. M -= '34?s) 1 z_) = I 'J.., 0 7 3 ps ~ <:::: F; = 2 i, ot?<:J;;r ;_ 4sjd 0,1)(,'(07)( "f~) ~ 1/z. 1-.f D ....:::::L. "!CDs-!¼ ---~ l J • . I ~ # / L II -+v-:::. b1c! -:;. Qt"){Cfo'1)L\f') --o, "l f Lt-.:::'. rv-; Lo \/f~ ::-3 fs, 7fsZ Dt... _l!Se -r@. ;l Lf· L 1!?. f'v t.vz i±'I •'A. iJJ£. o[ 1/J;;.. -f!.oo-t1"1 ~ ?,ovid.e it-4 @. {8 11 @ ~(> s/r:.lo Svr~e-~ .for c~c.J-Co,, .. Jrol, -5t9ec,·,,/ h$p /. "7;$11, 4<1f retvi',tr/ cl&!<. ovo,,.-J,r~--;; ,I ij.: s,i,ce. shr,cs,s L ½. -:llow.!,k.<. sell w1 c. ~ {o. ':i:Y{to~s) (1,s-) (/s.-V1cl): ;;..l/_fj::)o# Res,s -1,J' M = {.tt) (:i.11/too* -1-:.?~~r;rl'){G::z.s)= .;iJ>°' 9'1'9, /6-H_ e~ Si.;/,'1J_ '!::: t;_ C, () ~ "(; Calculation for: Client: Job Title: Location: Date: -M 0- Sheet ;;_ /Jssuff!e -k:nk. ,&// ;;.v (Ja'ev.· Sp. :Jr. ::-/, 3 Vol.= rrf'3,07~(qi 10t (3sJ~(n~/4] ~, Vo I,= !1S-k3 T.YJ If wst, o.f lt6u,d ~ (tq?x/. i)(b~,4) Ji f f/j£ = /s; t;;.o-JI -a:.p------~----------¥b=~' ------i-------~--,-,-~.--0 -~..;;;;.. .. e,..;..f: se l.f · WJC· :-: / .:Z o c#-f.!Vi.. Ojd~ 1-Di-o-. l WJt. ~ / ryl 000-:J/=: /,0 '1 ,1 qs't/ _ 71 ., / ,_0 11 0-$\J..W\4.' C j, ~ oi. 5 + /~-. 5 z ....;:\O====:= U.Se. S'e1srl\iC l.oe.d ::: 571-, o.f. Wj"t-· of fi;.,,_k: 4 CC>~~-h 1 ~ EQ.€ J;v-.4flrhc-ko~l r~~r+-tr /Ok. 4 :).ol<--l;,l.e.r ~ ... ~. V = (o. s? )( 171 006")= qb cro-1'=- over-turniJ M ::-( q09o H)(6'')::. ;-8, J !./O .ft~# ec.ceJ'\ ~'c-i'~ -; £''8114 o/t7,ooo -=-3, '-I 1 k= .lj(p-=: 8j"::: J, 31 ~ e.. C kec.k ovu--fvrn,~~: .f ~ .. Se If wfC = ( ~ 'z~· )(,•>)(,sop, f )-= I '-I, 4rxi'-. lres,'£-h~ N~ {o,9) (1?,000-f 14,'loo,(Yt) :::: /l~Or/O·li·-# ~o'~1J ::-/, 7 v /)i,_ Calculation for: Job Title: Location: Date: Sheet.23 wl e =3. 4' M =. t..JL3.41 ~ 0.ti ~~A)(._ d-. p -::: 3bM ~~-~ _ :l3 lo I ps t .c-~9>o ps.-tX!, 1,) = t./lPS£' JPJ ~ ol:- use. en' hcJ ~ e d:10,,.. @ ~"' l: I. ed - fvfC( : (,. ~J(l7,ooo:;i)( 41-~i) -== 'f01SD0-ff--# ft== L/D, ~oo /.i.-rz' :::-31./oo tt.-" /~. ~ Mv ,/4r T-1 </, r-z iJ/ v" =-(1,,..)(11,0004~· = 170011/~ tp Ve, -=. 15:, 600 :II (sc.M< a, "1--, 4 r,;;..) Sheet ;i Client: Job Title: Location: Date: • {).fe, t,,Jo,.Se, ol /0;(: /. ~0/4. #n/4J I use. .¼A"le ,J'Rc..-h;,,, /or -e l"l f,' r<-S /c. k,. :lo,ooo L/./4.rµ--i/4 /;-W Setsmt'c:-: VS'£ 1-13 use l'Y)/r), ho~·~, --/2e :=; G:/-10 I(~ 6,8'' -/4,l.Je:v7o1' &,, i::11.:.je;;e fe~ k. I as ,f'ho~ {)l't [) Jd'-IA 5, /e ~.J ~.;*f dr~'->.),,,1, . use.. rn/tJ. 6 = /1.s' ( ~c-c.. ;Joi<. /c. .... t;r s' wid/t,i ft> N'o,+t.) per-€'GE:, -k ~le J Cc..-... +ei---1-s w~ -t · -::::. s-q oo~# S"R/.J>·n/c f.;c..;e_ J/i.Pa.A,, :::-.,2. 8,, 100::I/: {,,f.>-1-l:,pJ .;/,,.,,w,,,.. , .... rep-f) 11 ove.,/vrn,'d ,,-,,-,o#'Ylfh-ti = ~'ios-k.-,-,,., : ;it1:; 1 10o -1-1:.-7/ '"" /3.tpl ~ : :;_j?" .. ,,.s-' </;,I'll\"'" e ~ Ji/J./oolt-½o,oor:# =-4. '8' k-: ..i/~-:: 11·~/4 ~ ~. 3 1 Le cket.k over-lvrn,llJ ·. self wjb ~ {j3.1o)(!1#~:'J(;.s--,)(1s-o:pc/):::::_3Si 1ro41 f<.es;s.J;~ fv/ ~ (D.<t) ( 6t),ooo* + 35; 19041)( 'l.;J!') =-S'"~ ~3~ 3 lt--11 {~ = d, :;;._ v ~ wl e:: 4,S' 1 m-:: 13-&>¼ -4:8' ; ;l.o' ~M&tX-= _;) P_ 7::-_(l)(s-qooo') _ /i./s-O psi. Ot.. 3hm (3)~,.~.5(J,01) --~ Calculation for: Sheet .2 Client: Job Title: Location: Date: ~-W l':l I [l I 1<. ~.8 > 0-I t1 H ~ 3.¥' w/ c,.s-'t/ -fu, ~o ii~ des~ j;'\, u.H__ /, 'J.. bL + /,o e €,-::: J4i, f 00/L~0/..;2)(5'0,0oo41) -:::;-4 I w,::: {.p:8 1-'1-1-::;J.-8 1 s+,ess @ 3.41 -?o""'"-tve:::: '8,4-'-'3.'f' (PHt)= 73q ps.f 5J ·tf' M.,_ ::c (73'1 ,,,f)(-3-'+)1/.i + (l/3)(1Jl/l -731)(3.•-l'Y =-0:uo ft-:itffe. ID.t ooo L/kr ~/I):. se.ii~,c-._ vst: -r-or; t{Je />'Jill /,,,,ft, J -h,p ,'° i 8' :::c. 7. 71 ( -1-vw .....J. ~Se e; I ~-1, '.-_;r) U5( b =-C/ 1-0 r(1z C ~e-/z:.A. fa:.. .fpt::.e,u1.; f 4 w:Jft.. W ;:Jc,rft...) fer EQe) -k,,d, 4 Con/el'l.-h o/· ::::: J.b"ooo:lf Se;5.n-ttc ks-e s'/4etVL = /s; ooo# ~t k.,pJ SAOt.J<'\ , .... r~~rt) ,, o.r. A-1 -:: ls-o-s-/<.;,,, ~ l:?s; Sloo 16--11 C~lculation for: Sheet.2. Client: Job Title: Location: Date: C ~ec-k. 0V <!r-/vrn,c) : J e /I wJ':, • :: ( ?, ?0( 9' ){J, 'fi•){l!il> pc,I) = / 5", ?;1'3 # les;.r-li?J-H::: {o,'1)( 'I I, s-93 ffi ){ ,q) • /'fll/;,. o-l-t-1/ ~';f-=-/.IS-v ~ (cottSe,rve. five · 1.-ul e= lf.~1 1 m-= 7,1•-'f.8'::= ;?.1 1 S"«-11 ~· t.JS.tJ) O~· - 0~ [J W -:=,;),8' w/ /:,:(/ w { J. ~ 1) L + f. o £ e:: /JS,, '-/t::v l-6-4A1 . ..2-){~b.o1n>4)--= 1./1 .+ W\::: Z'1('t-1::. 3, ?1 fmAx = (:;;,) / . .2) ol'b,ot>o-11} _ ~i S" pJ I 3 Cf' 3. 7 1 ) - tc=-~lvl-:::fl,l'-=-t ~b3.£ps./-. stress @ 4,CJ' froM +oe. ~ ( o/i.7i')(to~~ f'I) ~ ]sc:;,pJ I fvlu ~ C2SOpJi)(q,q~v~ +-(1/i)(bJS-3~[:i,4)1,-= ~e<6/ rt~# /k Job Title: Location: Date: Use, ft-:: 6:i.10 ,4-4'/tt Hv :; (h;J..lo~,tl.)&~) _ 3~.c: f..-,/~ ¢bd1,, co. 'l)u2·:X.1t1'?"-- j_o~ ·. V LA. = ( '1-.SC, ~f. )(3. 41 + Cl¥,) ( S-0? ps -l)('s' ~1 -:; s 3 ~84-.c:: cl> v'-~ fn:>nde lft./e /J'/f Orz /4p ~r C«ci:_ Co..-ifro/ N-S S-eisJ'Yl,·c. Edj/l. o i l¾. v"cl-t-r ,J. ecJse of ~I,\.~. L~s t:1 l ¾,~ lc.i MvS f ~~ NE: --1'J W-S 6" ... s W c?.oK. T~~k. CaoWAV\.1t) U$c -r--I~ w( S'l foe) fre.viooi freSf vre-cJ.~f. ,,,.of ve..li d... i~J( -:; 5Cf, sss 1 = 3310 ps / l 8 .ft,1-- w ( q,V" ~ Is, ~oo"/ h, T ~ ~4).,100 '7 'f-+;s ': Oil--- -JIJN-21-1999 1::01 FROM:POLY PROCESSING 209-982-0455 T0:16194580943 -----··-----------·----·-····-· -··--··---·· ............... . LANE ENGINEERS, INC. 979 N. Blackstone St. Tulare7 CA 93274 Phone: (209) 688-5263 F.AX: (209) 688-8893 Date: June 1, 1997 CLIENT: Slffi.TECT: PROJECT: LOCATION: Poly Processing Company (Formerly Poly Cal Plastics, Inc.) Stand & Basket for 1,600 Gallon Cone Bottom Tank, Model SPC21 !PAC Milpitas , CA GOVERJ.'ITNG CODE: Uniform Building Code~ 1994 Edition STRUCTURAL CALCULATIONS A.RE BASED ON THE FOLLO\VING CRITERIA, UNLESS NOTED OTHERWISE: ·wind Loading . . . . . . . . . . . . . . .. .. . .. . ... . .. . . . . . . . . . . . . . . . . .. . . . . . . . .. . . .. . .. .. . .. . .. . . .. . . . . . 100 ?v!PF.[, Ex:posure C Seismic Zone ................................................................................ Zone 4 Stored 1,faterial ............................................................................. S.G. = 1.90, Hazardous Structural Steel .................................. , .......................................... AST.M A36 (shapes, plates~ bars) Pipe .............................................................................................. ASTivf A53> Grade B Tube .............................................................................................. ~STMA500, G-radeB Welding ........................................................................................ AWS DJ .1-94 Bolts ............................................................................................ ASTlYIA307 Concrete ....................................................................................... 2500 PSI @ 28 Days Reinforcing Steel (#5 & Smaller) .................................................. ASTM A615, Grade 40 " " (#6 & Larger) .................................................... AST.M A615, Grade 60 Soil Bearing .................................................................................. Class 4 Soil per U.B.C. 1500 PSF Basic NOTE: Des.ign of the foundation system is done by others. The Own.er should retain a qualified Civil or Structural Engineer familiar with site soil conditions to provide this analysis. _JUN-21-1999 13: 01_ .. FROM: POLY PROCESSING __ 209-982-0455 T0:16194580943 ............ ·-·---. L·11 NE ENGINEERS, INC. Po::it Office Box 1059 • Tularn, C~llforoia 93275 FAX • (209) 889-8893 • (209) 688•S283 PROJECT TN,lk S.I,hJ.D Fo!-: IC,:iO AA;L. Ou,IE' ro·::Tin:, ImJ:S CLIENT 'Po LI CM. PV:$7 1c;; 1 r.i.l. c. SHEeT " OF !q BY_....;L:;.::~::;:;'j:.,._ __ _ JOB NO. °IG 1 D'1 CHKDBY _____ _ l'JATE 9-ei·is TAN}<, MObEl E":JP7ooco [Ai..So ~~TC :>pC.'tl (1Goo~.Jj "'DATA ~ t1~U~1U~~ SP~Fic'.kT'~.l..1.$; v o L u r1 ~ -=-I , o o 6A-L!.o us t Ci-'\-M~ ~ 7!.. S" 7!..b1 WT, OF Ti\-.-JI<. -= "2;::1,0 ~ wr. ~ s~KE-,-/;::: 1'so,.. I.Ji, Of FLill!::l C!>41TE,..1TS: -1 -, -- l\,"01t. ~8C.;fj' A"f" ~ft-1.-1 -See: MAX, ~P!::~lF'lC. C:i~YJT'f.,. 1,9 W "'-.!_?OO(G?:2,1:Y1.:0 -1..G 9~S: F 7, -+e. -' \.l T "' "Z~ + ] BO -+ ~/tl!l::, -== t i 1 41 S. =Nie~ CF <£..·2..A,11--:-,../ l E":'SM \C. •. c.. G,.. ~ ,q_E11: CD : Y = .'3 .-:s [ '2. (7.c7) + !, ooJ 3(7.(,.j +l.oo) A :t A+ Q) ® 2? . ..,, '¥1,o-S 'Z., 3~G.-.38 ,;H $, '5"~ 154, ,o l'lt..'lo '( _ I 9'2..°tO ,-"'-0 1 , ,. ----. + l.t:t'Z ,st: l,,Q,...,. ~-.. -, .. 4~.os 'ftJO AT S('C'1..r: -r ::: -~ t<l I -a- = _-..: ,.... I -l"J. I ,:.ad ·1 /'?It II W1.J[) C.,11..C.S .. ..:! :;::41";;::::::::::-~..::.----_-_-:J..,...,..:i-!:::; ~ ~l.~~ __ / •; .': ~ l~~~~-~":5-;;::::--::::=-· ~i --I ~ I r : "'«Ji _, I t'"/i I r---------, !--1 ___ @,.,,::,'--____ / --~ ® ', \,CC I l ·1' .., l s~oe: 7.'f) \fc~ ~ [it:ti..~.,. 4,/53s~7.,s'"J [~1.cS+4,.IS~J f-1.oii-:. C,.SB I ~ /'1r,v1Sc..,<..(i r:Jrm-:-t.i:;.-,..JCi:;: ~,,.,,-::.-._a-~ \,J / S'(:;7$l"l•C , ... JUN-21-1999 13:01 FROM:POLY PROCESSING 209-982-0455 -------·~--------··----------··--· .. ·--··-----------------·--·-.. T0:16194580943 l"ANE ENGINEERS, INC. Po~l Olfice Sox 1059 • Tulare, Californl.l 93275 • (209) 888-S.263 FA.X -(209) 888-8893 PROJECT (G,'SD GAL , SHEET -3 OF }:"? CLIENT ?QI'.'( CA-1.... JOB NO. _9 __ 1;:,"'--'-I O;;:..°l~-- SY L.J.S CHKDBY_..__ ___ _ DATE ___ 9-'-8:c.....,;~-~--- "#" Y~ =--2.-S. D ( 44.0.5 sf) = I, IO I '*" Vs'=' ,4-SS3(2i1,~JSJ = 12 1 ~c;S ) Vi.., ::; SE"t.SMI'" ~~YB.:~ wiuo: c~ .Aol..$ : c.oi-1.s 1oex o~Tu~11oJG. 1-.:eiour e"'S"-~T II r:.1~,/ M~,--:::: /,1ot (G,30 -(s.c..1 +.1.s"i) '=' "\15 ,-.w h?--.;:. 1..0 i0(7 ·'-1/'?) = 1,1r1T.\, < \.S:x-Mo,-{~TUPrt.5-r-. ...-1 11 ¼10 2 Z...'=-) .'o ~SE. CA-aL.f½. "j7;:, f:C.,V10E ,A;-l)0\1'01Jf'r,. R~1<.+1i.1r el 1--:.~ra..n->.J 3/i~1 I )(.'1 A11?C~PT Cl\'fL: {)--iiu. S.s.-:::-4-"1co11 ) ts' AC~,.1,:t,,~ • Ll~e: 4 · o/i~' ¢ (l-·11~.) l x I~ Ai~C.E!ArT ~If=<;, .TUN-21-1999 1~: 02 FROM: POLY PROCESSING _ ; ________ -· --··---.. .. ......... ------...... ·-· . .. . ---. --.. --------209-982-0455 .. -----·---..... 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Poat Of11cit 'kl,c 10S8 • Tulat•, C..IUarnla 93275 FAX • (209) 588-8893 PROJECT ~k 'E>'JANt:, fq; )f,50 G,AL. Cot-le E'=oTToM lAl'-/k CUENT fa,L.y CA.L ~Tl~ INC, sY Tc-CHKDSY _____ _ BASE LAYOUT i• = 1 ·-o'" 5'-9'" l 1 STAND ELEV A TION ,· '.1:1 1 '-0- • (209} H8-S293 SHEET 7 OF lo JOI! HO. 9'=11 q9 DATE °"Vel'1s 5"x10?.!. THK. BASE It W/2-J" A.8. TYP. 1 f'" STD. PIPE x s·-r NOTE: BASKET NOT SHOWN FOR CLARITY JUN-21-1999 13: 03 FRCJM: F:_O_!;. Y. . .J:l<,9CESSING 209-982::0:!!?.~ ····-·. ______ i_:g : __ 1_~~-'.?.~?8094~~--~P...,;.._0;;..;0;.;,,9_/0_1_1= LANE ENGINEERS, INC. Po,t Oftlca Box 1059 • ~re, C.allfotnia g327s • {209) ees-521,3 FAX -(209) 888-13893 PROJECT ~k '='"P--ND fbr /b5o C:r:L-c::4Je !SoTTor-f T .. ~k OF lo Cl.JENT f¥,l Y CAL f½~Tle61 I NC. JOB NO. __ Cf C:> __ . _I 0 __ .°1 ___ _ BY re. CHKDBY _____ _ DATE_4 __ /:..::;;e_._f-J-,.;:S;;;;.._ __ O.H. SLOT PlFE TYP. -- t· THK. ft TIP. --- DETAJL A I 0 I I 3½9 a! STD. ----PIPE COL. TYP. Sc,J.£: 1 t• = 1 '-Cf' _JIJN-21-1999 _13:03 __ FROf1:_POLY_ PROCESSING ________ 20~_-::_~~~0455 T0:16194580943 P. 010/011 ---'-----;,._==== LANE ENGINEERS, INC. Pot1 OUlce Box 105g • TWare, California 93275 • (209) 1918-5293 , FAX -(209) 6813-8893 PROJECT TANf:: ~ ~fl-lGSo 61-AL-~e f::x::17""0f'l 1...:..,-.11<. SHEET 4 OF lo CUEHT fe>l. Y C-t,L. fLA~TI~ JOS HO. 9(.. I Q'1 BY T,c. CHKDBY _____ _ DAT!; -i/s/4~ i'll'> : [> ~ \ ~ -.j, _______ 1_·-_.::i_-~.:..::,r:......_ ___ /___J.!.., I ¾'" THK. PLATE TYP. 32.cr .aw---'--1 f" STD. PIPE (TYP.) 51.6" DETAIL A JUN-21-1999 E:03 FROM:POLY PROCESSING 209-982-~i?.~-------·· TO: 1619:J?~0943 ... __ ... L.A NE EN 81 IEE RS, INC. Po,t Of1lc1111 Box 1059 • 1Wate, ~alltornla 93275 • (21l9) 888-5293 FAX • (209) 1588-8893 PROJECT l;?,-Nl<' ~ND f.:7~ IGSO 9""'-L. ~ pc,Tfe>H '?,Hk SliEET lo OF f o CUENT @LY CAL ~o::, lt--t-JOit NO. 9 G:. /O{;J !IY T,G. CHf<O SY ____ _ DATE ~/6/95 DETAJL A 1 ¼" STD. PIPE BELOW __ 3-:l-'" STD. PIPE LtG TYP. 1 f STD. PIPE (SLOT TO R ... C!EVE GUSSET It 1YP.) " 2" 1l t" N.S. &: F.S • . 3" SOX¾" THK •. ft TYP. I r--- VIEW A-A BRACING NOT SHOWN FOR CLA.Rl1Y. PLAN YIEW DETAIL B SCALE: 1 f -1 ·-<r ------- N 0 I Cl. (I) Ill ) . ~ -·· ----' ' ·--. . . . .. ---.. NOTE• Ll1 APPROXIMATE ONLY. NOT TO BE USED FOR CALIBRA TlON, . ---___ ,.,,. ---.. --_,. . A fi---¢92.0--~ l A ) ·-·· -·--· --·---··· .. - INCHES-GALLONS,& -.-------;. ::.:::=--, I I J,,_______: I 1' i 90,00 -1615 99,25 92.5 78-.5 46,:5 _s-78,50 _r 1374 -75,50 -1291 -68,25 -1091 -61.00 -891 50~1 \ \-53,75 -691 1 ¾,. I / 46,50 -<\91 -40,00 -333 -30.00· -162 -20.00 -62.S -10.00 -15 -0 -o l 24.25 180' l \ ·)· '\, --~~!illL. 270" + J 90· L . 15.25 j ~"12,0 VIE\./ A -A C@W~ll~N'b'SAl ----.. ---·-··-----···-------·--·------.... --·-~ /IPACITY•l600_ GALLONS.' .nacK __ N01 SPC21. - ,~_t!F;IF;8• __ 7'--~~ .Q~------H~!~HJ~. I\~ S:I-IQVN E:IGHT• 295 LDS MAN\JAY OP£NtNG1 ON£ '!~ft; ·09:: CJ:.92--· · ·---"ioP,~1-:: ID) r ll(; l·iriNE -I ~·-· .... -~DIIOV2ci si-cci.n.:i.l ~;;~,..;-~TY IF ~~~£• ..,...,,.,, ~~ J>OOou. ru.r CH. ruma J"'\.JJf J:C.lrf.J.J2:l,, I lliCJ...._"I,. •I-lA _..,_~---.~ nl("~, ~ .,..,, .... l'I' _,,,,, ,.... .. , •• ...-~.,.""'~r;.c.,~ ••• ··-···· •• • ....... -1--<'> ---.. _ •••••• 1600 GAL CLOS£D-TOP CON( BOTTI],( T; POLY CAL PLASTICS .. ~ ... ..-u..~ 605'5 SOOfH ·ASff· S'l'RO:f P.O. BOX 80 f"aENCH ~-CAL.fF. o/.523l STOCKTON EX~GE <209) 96e-~9C-I TEJ.FT4X NO. (209) '98;>-0A","i ..-.~ .·,o ~ $ NOT(, All DIMENSIONS ARE APPROXIMATE AND SUBJECT TO VER!rICATlON AfiER HANUfAClUR£, -----~92.0------i l21.0 114.2,:~25 I 1 74.25 68.25 V 1. 4 X 7<J.63---- 180 @ fu~j 210· l I ----T l I \ ~o· '·./1.Ew A-A 1 ., '°J I ~ • .J -l ··-·' ---·----- • ri("'f"';)V I ..., ...,_ ... 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BASKET, I . l'!IDXJTIIO-ar--· . . . --------·--------r-=:-J ---i·~=:s:.~ SPC2124 a«? l ·-950405-3 ~y ·1 ---·----·----·-~-... I <-t C z I .... co I IJ) IJ) 11 ;lJ H .... ~ II (Jl (I) 7J I 0 (Jl ... . .. tll !:I 4!::ftl!::1/::>l:I j Apr-~0-99 9:22AM; . April 28, 1999 Ucckman ( :oulr.cr 2470 Faraday Avenue Carlsbad, California 92008 .A'lT.ENTION: Jim. Williams • CHRISTIAN WHEELER ENGINI:ERlNG SUBJECT: LIMITED SOIL INVESTIGATION UNDERGROUND LIQUID STORAGE VAULTS .BECKMAN COULTER FACIJ..ITY CARLSBAD, CALIFORNIA J .adk:; a11J ( 7c11Llcmc11: cwn 198.106.7 In accoJ'dance with your rcc;ucst, th.is .t<:po.tt has been prcp:tred to presenr desif:,'11 paramecers for two proposed rinse water and fii·ewarer c.-.oni-ainmenr sy~tem un<lergrourH.1 vaults, to he i.:onst.ructed below the floor slab in .Building No. 1 at the :subject facility. PROJECT AND SITE l>ESCRil'TION The project area. is located inside <.lf "Building N,"J. 1 a1. t:he 13eckman Coulr,:r fociliry in CarbbaJ, C,\I.ifom.ia. Tbt: facility was Jcvdopc:.d in the ca1:ly 198(Ys, :tnd grading to crear~ rhe relatively lcvd site consisted of i<ubstant.ial cues rnd fill;:, from. ,rntutul gr:H.ies. '11ie building p;id for Building Nu. 1 was apparently crc:1tc<l l,~-cxc:iv:uing fo existing grades, th1.m the huiltiing is unJcrlain by natural earth makrials. The project areas are covered with ~ fivc- inch-thkk corict·ere Aoor slab. Page 2 ~""'" cy. \J11r·..L::.L..Li:ill vme1:u.er· t::ngineering; Apr-30-99 9:22AM; C~ ltJ!U06.7 .-\pril 26, : 999 P:i~No.2 The proposed pr<'>ject is to consist c,f the con.stn1ction r)f two underground vaults. The vaults will be fitteen feet square and will be five feet deep, We under.stand that the ,•aults will consisc of ca~t-in-place, reinforced concrete stn1cmres. The loca.t.ions of the two vaults are shown on the site plan included herewith as Plate No. 1. SCOPE OF SERVICES The scope of our services consisted of dtllling a ;;m:i.ll diametcx test boring at each of the rwo vault locations, review of the pi:evio1.1s soil report-for a new truck dock being constructed co the north of the subjecc project area, .review of p..:rtinent geologic lite.rarure, and pi:ep-a.ration of this written report. TI1e truck dock sc:,il report was recently prepared by Christian Wheeler Engineering and containc<l laborato.i:y tests that Uentifit:d the engineering properties of the prevailing t-oi.ls in the a.tea of .Building Nn. L More specifically, the scope of our i.nvc:8tig-.tti<.>Il a:; specified by Lawrence L Lansda·.e consisted of: • Exploring the subsurface co11d.it.ion:s in the area of the vaults to sample and identify sc)il types and determine if gr,)undwatcr will be present within the depth:; of the proposed ccmscructfon. • Evaluate the pertinent engineering properties of the various strata which may intluence the pwposcJ construction, including bearing-capac:ity, expansive characteriscics, passive and active prem,ures, and settlement potential. SUBSURFACE CONDl'I'lONS Two test borings were drilled on April 27, 1999 t:sing a tripod-mounted drill. rig with a six- inch diameter continuous flight auger. One test boring was drilled at each of the two vault locations through 12-.inch diameter holes cored through the concrete floor slab. The · concrete floor slab was noted to be five inches thick and was underlain by approxi.I:nately two inches of dean sand. Immediately bt:neath i:ie sa11d, dense to very de.nse, wcath~rc<l, decomposed granitic bedrock was encountered. 'fhis material con::;i:;tc:<l of damp to moist, Page 3 oc::riL 0 y; 1.,nr·l.sc.1.an wneel.er cng.1.neer.1.ng; 619 4969758; Apr-30-99 9:23AM; CWE 198.106.7 .-\pril 26, . 999 Page No, 3 silty sand (SM). The soils encountered at these ll)cacions were the same. ~ls the soils encountered at the truck loading d(.1ck project nt•w under construction ro the east. The drilling became yeey difficult at a depth of 5.5 feet in Boring No. 1 and 7 feet in Boring No. 2, where economic .refusal was encountered. Although we could not drill deeper with t.he light drill rig, the weathered nature: of the g.ran.itic material will allow excavation to the required depths with normal excavation C'{uiptnrnt such as a rubber cire-mouurec.l backhoe. It may he pr.,ssible to excavate for the vaults witt. light trenching equipmen·t such as a small backhoe mounted on a Bobcat; however, this m:iy prove to be difficult and time consuming. CONCLUSIONS Ba~cu on our findings, it is our opinion that the proposr:d underground vaults may be constr.11cted as proposed anJ that there are no geocechnical conditions that will significantly .interfere with the proposed construct.ion. The only condition encouutere<l that may be considered to be ;\dve.rsc is the very dense nature of th<:: granitic bedr.ock chat will be difficult to excavate with light trenching equipment. RECOMMENDATIONS FOUNDATIONS: The foundar.ions for the !etnining walls that will foon the skies of the vaults may consist of conventional spread footings. The footings should be founded at least 12 inches qelow the bot.tom <Jf the vault floor slav and shnuld have a minimum width of 18 inches. Such footings may be dc:signcd for. an alfowable soil bearing p.ressure of 3500 pounds per square foot. This capacity may be inc.rcascc.1 by one-third when considering wind au<l/ e>r :;cismic loads. PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 350 pounds per square foot per foot of depth. Th.is pressure may be increased one-th.i.rd for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.35 for rhc resistance to lateral .movement. When combining frictional and passive resist.a.nee, the friction value should be reduced by one-third. Page 4 1.,111·.L::, L.LCIII VVllt::t::.Lt::I" C:11\J.Lllt:H:W..Lflgj 01::, 4::,0::,I:::ic:s; Apr-;;!U-!:l!:l !:l:2::lAMj C:WE 198,106.7 .;\pril 26. 1999 P:age No. 4 EQUIV .ALENT FLUID PRESSURE: The equivalent fluid pressure, or at .rest soil prct;::iure, for the design of restrained earth ret.aining structures with level backfill may be assumed to be equivalent to the p.ressurc of a fluid weighing 45 pounds pex cubic foot. This pressure does not consider any surchacge loads. If any arc anticipated, thi:s office should be contacted for the nc::cc:s~ary inc.tease in soil pressure. WATERPROOFING: The project architect should provide: watctprcmfing spcdficarions and details. BACKFILL: All backfill soils should be compacted to at least 90% relative c.:omp~.ction. Expansive or clayey soils should not be used for backfill material. '!'he wall should not be backfilled t1ntil the concrete has rea.chec.I an a.deguate strength. FACTOR OF SAFETY; '!'he. above valu<.:s de, not include a factor of safety. App.rop.r.iatc factors of safety i;hould be inco.rporated into the. dc:.ign to prevent the walls from ovem1nung and sliding. SETTLEMENT: Considering the very dense nature. of the prcv~iling ~oils and the fact that the vault and contained liquid will weigh lef;S than the earth removed, it .is our opinion that the vaults will not experience any significant amoum of settlement. lf you have any questions after reviewing this tcpcm, please do not hesitate to contact our office. 'Ibis opportunity to be of professional s,~ice is ~inccrdy appreciated, Re::spectfully submitted, CHRISTIAN WHEELER RNGINEEIUNG Charles H. Chri~tfan, RGE #00215 cc (2) Beckman Coultc.r (3) Ge>od and Roberts, Inc. Page 5 ~c:111. oy; 1.,nr'J.::;1.J.c:Hl vvneeJ.er· c:ng1.neer1.ng; ti18 48b8/ol:l; Apr-30-99 9:23AM; Page 6/8 _ .,..,,,.~··~!:-~'~.r.~1 ___________________________________ _ --- / , ,,,.,·" , , ·'_.-' ~ ,.,,·· • ..,.,' o1·· . / ,, ,·' ··" ~/,/ ,. / •' / .. .. ·' I' ,,./' .... " ... .. , .. ,. /" " ,,/" ,/ ., -·· / ~ :t.,..._N.ANOtt:..AP ' i AC.GEM-i llcA>19' --+· .. --... ----- ) IOI --r-- -=--- ,· ,.• / ,, , ... ·'' .·"' _..,...,. ... ··"' ,//° ,... ~ ... E:><1611~ l.OADl"6 ~ -C,,.-- ! I / I _,/ I,,•' ~---------------------_-_--_:_-_-_-_--_-_--_---_--_-:::::.,-_--_-_-----:::--::.. ---.:-.. ,. .... ~. E-Q;i.~1.s.°J - PA,:;.A':)A Y AVENUE • LEG.END A~'10XIMATE VAULT AND fiORING LOCATION ; I I I I I i I I I 1/ E)l:11tfltCo ,.~~ i ,,...,..,."I!::, e .. """"" I I (LAT'E f I I I I I i I I I I I I I l i I I / / I i '/ I I I I I BE BY: - SITE PLA~ -,~11L r::,y: 1.,nris-cian wnee1er t::ngineering; 619 4969758; Apr-30-99 9:23AM; LOG OF TEST BORING NUMBER B-1 Dare f:.xc:avnced: -+/27/99 Lugged by: PltR Equipment: ijcave.r Rig · Proj~ct l\,:l:,uiager: CHC Surface Elevation (fc): Deprh ro W:m:r (ft): N,'.A SM,{Pl,l;s SU:il-.CM.:\RY OF SUBSURFACE::: c:oNDITION!:i --ij--!'.ti :z ---> 't;_. ~ 0 ·c ~ ":l ~ r"" ~ ... -r: e ~ .., ..::! ;::J ::::i ,... C: ..... Q.. :Q ..... ~ ~ z ~ -0 :lJ .Q en =-.e. ::a 1 5" PCC SLAB over 2 INCH CAPILLARY BREAK - •, moisr, loose. 2 DECOMPQSF;Q GRANITJCS -Light gtllY, moi:ic, loose, SIL 1Y SAND (S.M), fine to coarse grained with gravels, 3 veer mic:aceous. Pale oco1ngc browo, damp, dense to very dense. 58 4 Moist. very de1lse. 5 At !i.S feet, bci.:omes vci:v difticulr 10 ,enerr:ite. 6 Refusal at 5' 8" BECKMAN COULTER SUBSURFACE VAULTS CHRISTIAN WHEELER E N ,:; I N r F R I N c; BY: OBNO.: DRR DATE: 198.t 06 PLATE NO.: Page 7/8 G:;' \,I .& ;;.. ~ ~ g~ !:: ~ f/l 0~ z ::::i ~ >-~ 0 A r-99 2 ~enc ~y: ~nriscian wnee~er ~ngineering; 619 49~9/!:iS; Apr-30-99 9:24AM; l ' LOG OF TEST BORING NUMBER B-2 D:1rc Excavated; 4/27 /99 T . .oggci..1 by: Equipment! Beavei: Rig Project Manager: Surface Elcv::ition (f'r): Depth co Wacer (ft): 1 2 3 4 5 6 7 SU:.\-1.M.ARY OF SUBSURFACE COK)ITIO!'-:S ~f~ SLAB m!s:r 2 INCH CAPILJASXJiBl);M · Light tll.V, moi:Jt, loose. DECOMPOSED GRANITICS -Pale ora11gish brown, moist, dense to very dense, fine to coarse hrrainc:d, SILTY SA ND (S'l'vi). Poor recovery of sample. Refusal at 7 fcc:r SM>1l'Lr~'\ --~· ::..! 7. ::, 0.. C ·= ~ E ":::, ~ ._ 0 ~ .-l ~ -= ::i ~ = ..... t.:l ii' ;z: :$ -r: C,:J 0 :a en A. us 50/4" SPT 50/3" DRR CHC Ni.A !~ .. ~ ~ ~ Vl ..... 0 .... ,::!:; w BECKMAN COULTER SUBSURFACE VAULTS CI ·IRISTIAN WHEELER F. N G I N E E R. I N c; BY:. OBNO.: DRR DAIB: 19!:!.106 PLA1ENO.: Page 8/8 c;- 1,1 .s, ;.,. .. ~ ~ gw ;..- t:: ~ !;; z 0 I:: ::, = >-s :s :\. r-99 3 t f f -; ; ;, 1 ,;is j 1 ] ·1 j 7I f :, ,f 7: " .!. ) !· ; j t w CHRISTIAN WHEELER ENGINEERING REPORT OF SOIL INVESTIGATION PROPOSED OUTSIDE TRUCK DOCK BECKMAN COULTER FACILITY 2470 FARADAY AVENUE CARLSBAD, CALIFORNIA PREPARED FOR: BECKMAN COULTER 2470FARADAY AVENUE CARLSBAD, CALIFORNIA PREPARED BY: CHRISTIAN WHEELER ENGINEERING 4925 MERCURY STREET SAN DIEGO, CALIFORNIA 4925 Mercury Street + San Diego, CA 92111 + 6 6 ~ -J19-49 -9760-+-FAX 619-496-9758 } \) ·~ 1 _j December 10, 1998 Beckman Coulter 2470 Faraday Avenue Carlsbad, California 92008 Attention: Jim Williams w CHRISTIAN WHEELER ENGINEERING CWE 198.106.1 SUBJECT: Report of Soil Investigation, Proposed Outside Truck Dock, Beckman Coulter Facility, 2470 Faraday Avenue, Carlsbad, California. Gentlemen and Ladies: In accordance with your request and our Proposal dated October 1, 1998, we have performed a preliminary geotechnical investigation for the subject project. We are presenting herewith our findings and recommendations. In general, we found the site suitable for the proposed construction provided the recommendations presented in the body of our report are followed. The proposed construction area is underlain by competent granitic bedrock material that has very good supporting characteristics and low expansion potential. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional se1vice is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING ., 1/• / . // I ~,:~ -ic g_-·· , , (:::/ /...-'t/ .'t-,,-_/~ ~ t::, Charles H. Christian, RGE 00215 cc: (2) Submitted ( 4) Smith Consulting Architects 4925 Mercury Street-+-San Diego, CA 92111 10 619-496-9760 • FAX 619-496-9758 . ' ] ] 1 ~- l ,j REPORT OF SOIL INVESTIGATION PROPOSED TRUCK DOCK BECKMAN COULTER FACILITIES 2470 FARADAY AVENUE CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our soil investigation for a proposed above-grade truck dock and canopy, to be constructed at the Beckman Coulter facilities in Carlsbad, California .. The site location is shown on the following Figure Number 1. We understand that the subject project will consist of constructing an approximately 3.5-foot-high truck dock in the northeast corner of the subject property. The dock will have masonry perimeter walls and will measure about 40 feet by 60 feet in dimension. A light steel frame canopy will cover the truck dock. A ramp will be constructed on the north side of the dock that descends towards the west. Concrete pavement will be constructed at the front of the truck dock to connect it with existing asphalt pavement. Grading for the proposed truck dock is expected to be relatively minimal, and should result in cuts and fills of less than a couple of feet from existirtg grades around the dock and filling in the interior of the dock with imported soil. In general, the purpose of our investigation was to provide the necessary recommendations regarding the geotechnical aspects of the proposed construction as presently proposed. PROJECT SCOPE The investigation consisted of: surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geologic literature and geotechnical documents pertaining to the site, and preparation of this report. More specifically, the intent of this analysis was to: a) b) Explore the subsurface conditions to tl1e depths influenced by the proposed construction. Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which may influence the proposed construction, including bearing capacities, expansive characteristics, and settlement potential. l ] / ~e:cC ,. ,, I I I \ \ \ \ \ \ SITE I i( I />,V W I PA I ! / ! i I . '·--~ 2800 ~:\ ~, a-I • \ I \; I r\hRLSR .ln ( ! t.,, f.-,,_ _ ....., i~ L1 \ _____ _ .... ---·---------_____ ..... ---------1 Christian Wheeler_ Engineering Job Number: 198.106 Date: 12-10-98 Figure No. l CARRIL!.O RANCH PAR~- 19 30 ;, i i ] ] -~ t ,, ,! ,, ! 1 CWE 198.106 December 10, 1998 Page No. 2 . c) d) e) Develop soil engineering criteria for site preparation and precise grading . Recommend an appropriate foundation system for the type of construction proposed and develop soil engineering design criteria for the recommended foundation design. Provide design parameters for retaining walls f) Provide recommendations for structural pavement sections. g) Prepare a report which includes in addition to our conclusions and recommendations, a plot plan showing the locations of our subsurface explorations, logs of our test pits, and a summary of our laboratory test results. FINDINGS SITE AND BUILDING DESCRIPTION The project area is located in an area of the Beckman Coulter facility that was graded to its existing topography in the early 1980's. The area is nearly level and appears to have be~n cut down to its present grade. A concrete-block trash enclosure encroaches into the construction area at the front of the truck dock. We understand that this structure will be demolished to make way for the proposed improvements. We also understand that a water main for the fire fighting system runs through the proposed truck dock area in a north/south direction, and that this line is probably at least four feet deep. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The project site is located near the boundary between the Coastal Plains Physiographic Province and the Foothills Physiographic Province of San Diego County and underlain by Cretaceous-age granitic rock and minor artificial fill. The granitic materials have weathered into a yellow-brown, humid, dense to very dense, silty sand. The overlying fill material consist of approximately six inches of the granitic bedrock material that apparently was disturbed during the mass grading operation. This material was humid and relatively loose in consistency. GROUNDWATER: No groundwater was encountered during our subsurface exploration and we do not anticipate any significant groundwater related problems, either during or after construction ...! ] l ] j l '· .;, _}, CWE 198.106 December 10, 1998 Page No. 3 CONCLUSIONS In general, no geotechnical conditions were found that would preclude the proposed truck dock construction as proposed, provided the recommendations presented in this report are complied with. The only condition that will require special consideration is the fire waterline that crosses the proposed construction area. This condition will require additional reinforcing steel in the foundation to help bridge over the waterline. RECOMMENDATIONS SITE PREPARATION GENERAL: Site preparation should begin with the demolition and removal of the existing trash enclosure masonry wall and on-grade slab. The resulting debris should be legally disposed of off-site. Once this is accomplished, the soils exposed at grade should l;>e scarified to a depth of 12 inches, be moisture conditioned and be compacted to at least 90 percent of maximum dry density. In order to help minimize costs, it will probably be best to import, place and compact the fill material to raise the grade to the dock height before the perimeter footings and masonry walls for the dock are constructed. This will allow spreading and compaction of the fill material with heavy grading equipment. The side slopes around the dock can either be overfilled and cut back at an inclination of 0.5:1 (horizontal to vertical), or a false slope can be constructed starting at the back side of the wall and ascending at an inclination of 1.5:1 (h:v). However, if desired, the foundation and perimeter walls can be constructed first and the imported fill material can be placed inside the dock area using light compacting equipment that can fit in the area. EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All fill material should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill in the area of the proposed structure and beneath pavements and concrete slabs should be compacted to a minimum of 90 percent of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with ASTM Test D-1557-91, Method A or C. FOUNDATIONS GENERAL: Conventional spread foundations may be used to support the perimeter masonry walls and canopy for the proposed truck dock. Spread footings should have a minimum embedment depth of 18 inches l ' 1 ] ] 1 '?f ·, _, CWE 198.106 December 10, 1998 Page No. 4 below lowest adjacent finish grade. A minimum width of 24 inches is recommended for retaining wall footings. A bearing capacity of 3500 psf may be assumed for said footings. This bearing capacity may be increased by one-third when considering wind and/ or seismic forces. The project structural engineer should specify footing reinforcement. However, as a minimum, we recommend that continuous footings be reinforced with at least one No. 5 bar positioned near the bottom of the footing and one No. 5 bar positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. Where the footings cross the existing fire waterline, the minimum reinforcing should be increased to at least two No. 5 bars top and bottom. This additional reinforcing should extend at least ten feet out of both sides of the utility trench. SETTLEMENT CHARACTERISTICS: The anticipated total and/ or differential settlements for the proposed foundations under anticipated loads imposed by proposed structw;e are expected to be less than about one-half inch, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils were found to be nondetrimentally expansive. The recommendations presented in this report reflect this condition. EARTH RETAINING WALLS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 400 pounds per square foot per foot of depth. This pressure may be increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.40 for the resistance to lateral movement. When combining frictional and passive resistance, the friction should be reduced by one-third. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls unless pavements or concrete slabs abut the base of the wall. ACTIVE PRESSURE: It is assumed tl1at tl1e perimeter retaining walls will be restrained at the top by the concrete slab. The active soil pressure for the design of the restrained retaining walls with level backfill may be assumed to be equivalent to the pressure of a fluid weighing 45 pounds per cubic foot. In consideration of additional loading on the walls due to fork lift traffic, we recommendation that an additional lateral load of 30 pounds per square foot be added to tl1e load on the retaining walls. These pressures do not consider any other surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil ., .I J j ] ] ] ';f \ ; r, \' r '1 CWE 198.106 December 10, 1998 pressl,ll:e. This value assumes a drained backfill condition. The project architect should provide waterproofing specifications and details. Page No. 5 BACKFILL: All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material The wall should not be backfilled until the masonry has reached an adequate strength·. FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturniJ;ig and sliding. LIMITATIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations might be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifications if necessary. In addition, this office should be ·advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. FIELD EXPLORATIONS Three subsurface explorations were made at the locations indicated on the attached Plate Number 1 on November 25, 1998. These explorations consisted of test pits excavated by hand. The fieldwork was conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made. These logs are presented on the following Plate Numbers 2 through 4. The soils are described in accordance witb the Unified Soils Classification System. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. ,. ' I ,--------:--------l--------7 ~ -.--------------: -----7 / I --~ ;' __ :_ k );' I I I -. I _____ _ I I I j ! EXIST/Na, FENCE ----f l ! i ' I I I / / . / I , ' / / .. ,. l fl ! '/ / / •• I I / / _,/ _,,/1· !/ •• .I'·· _ •• J·· .,..;"' • .-·i / ,· /' _./j ~~ _.:./······::/.,·.: .. :::::j ,_.., . .-,_:::_,., .. ···' /j .... ·· ...... ... -··· .. ···"· .. · \ · ... -·········:::::·::: .... ·· J / ':i-;; ,.~ -.~ ;::::: " I ; I . I I ' .... ·· i/ r ........ ..-_,, ....... --·<.··· :1 I : 'W I I I I CHRISTIAN WHEELER I ENGINEERING BECKMAN TRUCK DOCK I EXiSJNG ACCEaiS -c; f FARADAY AV"S."U5 ORR/CAB/SD DATE: 12-07-98 { -------PNO: 198.106 PLATE NO: 1 n~ C\v'E 198 .. 106 December 10, 1998 Page No. 6 Disturbed and "undisturbed" samples of typical and represeratative soils were obtained and returned to the laboratory for testing. LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative undisturbed soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the test pit logs. c) MAXIMUM DENSITY/ OPTIMUM MOISTURE CONTENT: The maximum dry density and optimum moisture content of a typical soil was determined in the laboratory in accordance with ASTM Standard TestD-1557-78, Method A. The results of this test are presented below. Sample Number Description Maximum Density Optimum Moisture Content TP 1 at 0.5' to 1' Clayey Silty Sand (SM/SC) 129.0 pcf 9.0% d) EXPANSION INDEX: Expansion index tests on remolded samples were performed on representative samples of soils likely to be present at finish grade. The test was performed on the portion of the sample passing the #4 standard sieve. The samples were brought to optimum moisture content and then dried back to a constant moisture content for 12 hours at 230 ± 9 degrees Fahrenheit. The specimen was then compacted in a 4-inch-diameter mold in two equal layers by ;t means of a tamper, then trimmed to a final height of 1 inch, and brought to a saturation of approximately 50 percent. The·specimen was placed in a consolidometer with porous stones at the top and bottom, a total normal load of 12.63 pounds was placed (144.7 psf), and the sample was allowed to consolidate for a period of 10 minutes. The sample was allowed to become saturated, and the change in vertical movement was recorded until the rate of expansion became nominal. The l ] .. · l l i I ] i ~ ] .. I r i . , t l .l 1 ' J ·~ r. ~ J,ir, -r •' ~- ,, ~- I:>. ,? ~· -~ ! . ..t i' C ' ..i CWE 198.106 December 10, 1998 Page No. 7 f,\ ii". expansion indexes are reported below as the total vertical displacement times the fraction of the · ,1 sample passing the #4 sieve times 1000. '•, Sample Number Description Initial Moisture Content Initial Dry Density Final Moisture Content Expansion Index Classification TP 1 @ 0.5' -1' Clayey Silty Sand (SM/SC) 9.2% 109.2pcf 20.4% 26 Low e) DIRECT SHEAR TESTS: A direct shear test was performed to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and at a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of this test are presented below . Sample Number Description Angle of Internal Friction Apparent Cohesion TP 1 at 0.5' to 1' Remolded to 90% 36 Degrees 275 psf f) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined from representative samples of the native soils in accordance with ASTM D422. The results of these tests are presented below. SAMPLE TP 1 @ 0.5' -1' U.S. SIEVE SIZE PERCENT PASSING 1-1/2" 100% 1" 99% 0.75" 98% 0.5" 98% 0.33" 98% #4 96% #8 87% #16 68% #30 53% #50 40% #100 30% #200 22% ~ i !N ..,. CHR.ISTIAN WHEaER. ~ ENGINEERING ., JJ LOG OF PIT NUMBER P1 1 ; Date Drilled: 11-25-98 Equipment: Hand Tools Logged by: DRR Project Manager: Driving Weight and Drop: -~N:L.l.:.:A:.....-_______ _ CRB ~ Surface Elevation (ft): ___________ Depth to Water (ft): ___ ...;;N.:.,./.;;.Aa-_______ _ it 1 SAMPLES l _] 0 -~ ~ w f-c ';!. ~ 0 .._, E 0 w 0 ~ f-c f-c ~ SUMMARY OF SUBSURFACE CONDITIONS ~ ~ ..... ~('/) .._, ~ ~ $ f: Cl.) ('/) ~ El:: ...l ...., Cl.) 0 f-c ~ 0 ...l 0 ..... ~<B' ill en ..... ~ w 0 5 ::> ...l :s I:: 0 Cl.) ill ill 05 1 0 i 1 :, -SC FILL -Yellow BrCMn, Moist, Dense, Fine r"-... to coarse, CIAYEY SAND, stained, r--_ concrete Fragments -,,, , , ./ SM/ DECCMPOSED GRANITICS -Yellrnvish Brown, CK -'.:Bf.9-"' 10.5 114.7 ' -1, -SC Fine to Coarse Grained, CIAYEY SAND/ 2 7 I'-... SILTY SAND, Occasional GRAVEL r--._ Bottom of Test Pit at 2 Feet - - - - - - - - - - - - - - - - - - - Project Name: BECKMAN TRUCK DOCK Project No. 198 .106 Plate No. 2 1 !N CHRISTIAN WHEaER. -s ~ ENGINEERING LOG OF PIT NUMBER P2 ·'l t j Date Drilled: 11-25-98 Equipment: Hand Tools Logged by: DRR Project Manager: -----Driving Weight and Drop: ---'-N"-/~A--'--------- CRB 1 Surface Elevation (ft): Depth to Water (ft): N/A -----------___ __;. ________ _ SAMPLES 1 ] < 0 E-< 'o' r-..: >-w cl' ~ 0 ,._, :::: .0:: g w ~ ~ E-< ~ Q.. SUMMARY OF SUBSURFACE CONDITIONS -~ Cl'.) >c E-< Cl'.) ::> 5 ::i:: E-< Cl'.) :1 :::: E-< E-< -Cl'.) 0 E-< Q.. ...:l 0 0 -~~ a:l Cl'.) -5 ::> ...:l ~ :s I:= w 0 0 Cl'.) a:l i:Q o-ei ·1 0 j -;,; 1 t ' ~l 2 -; ). -SC FILL -YellCMish Bram, Moist, Dense, '7 / / v. ,,, Fine to Coarse, CTAYEY SAND, Occasional _.....~G_..... ~ Concrete Fragments / V/ ['---....._ CK/ 6.5 120.1 -/ ,,. -, SC DECO)lPOSED GRANITE -Yellc:Mish Brc:Mn, ,,,_~G:,_ ~ Moist, Dense to Very Dense, Fine to Coarse, CTAYEY SAND, Occasional Fine to ~ Medium GRAVELS, - -Bottom of Test Pit at 1.5 Feet - ., - - - - - - - - - - - - - - - - Project Name: BECKMAN TRUCK DOCK Project No. 193 .106 Plate No. 3 ./. " i 1 ' t J j ~ i l ] J 0 1 ·,: ~ l .i- 2 r ' !N CHRISTIAN WHEaER ENGINEER.ING LOG OF PIT NUMBER P3 Date Drilled: 11-25-9 a Logged by: DRR Project Manager: ---==-..;:.:.......::;..:::;...._ ______ _ CRB Equipment: Hand Tools Surface Elevation (ft): Driving Weight and Drop: __ ....,N,1..IAu.__ _______ _ Depth to Water (ft): N/A ------------------"~;;.._ ______ _ SAMPLES @ -~ >< E-c *-~ ~ 0 '-' -0 ~ w 0 ~ E-c E-c ,:l.. SUMMARY OF SUBSURFACE CONDITIONS ~ - ~Cl.l >< i2 5 ~ E-c Cl.l :'.3 ~ -Cl.l 0 E-c ...:i 0 0 -~~ ~~ ,:l.. -5 ::> ...:i 0 w 0 0 Cl.l a::i a::i ~ Cl ..e, ...l E-c SC FILL -Yellavish Bra.vn, Moist, Dense, /// -,.,CK-"'.: 6.6 121.2 CLAYEY SAND, Fine to Coarse GRAVEL, ,,,,,._,,,.,, ~ Slight Concrete and AC Fragments r---_ BAG,.,, -DEC<l'-'.lPOSED GRANITE -Yellavish Bra,m, .... ., ,, SC 1.-BAG-0 ~ Moist, Dense to Very Dense, CLAYEY SAND, ~ Fine to Coarse Grained, Occasional Fine to Coarse GRAVEL -Bottom of Test Pit at 1.5 Feet - -- - - - - - - - - - - - - - - - - Project Name: BEC1.."'11AN TRUCK IXJCK Project No. 198 .106 Plate No. 4 7 ,1 -~ ] ] 1 ., CWE 198.106.1 December 10, 1998 PROPOSED OUTSIDE TRUCK DOCK BECKMAN COULTER FACILITY CARLSBAD, CALIFORNIA Page No. A-1 RECOMMENDED GRADING SPECIFICATIONS -GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/ or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unai;:ceptable moisj:Ure content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. l l i l ·1 J CWE 198.106.1 December 10, 1998 Page No. A-2 Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content -ASTM D-1557-91 Density of Soil In-Place -ASTM D-1556-90 or ASTM D-2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREP,ARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for tl1e specified minimum degree of · compaction. All loose soils in excess of 6 inches tl1ick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of tl1e natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times tl1e equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by tl1e Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of tl1e structure and properly capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel t:p:1ks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. ] l J 1 j '·,·.· CWE 198.106.1 December 10, 1998 Page No. A-3 All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/ or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in tl1e preliminary geotechnical investigation report. , When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tc;sts to estimate the degree of compaction of the fill will be taken by the Geotecbnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than 1 I ' l I J 1 ] J J j J .., CWE 198.106.1 December 10, 1998 Page No. A-4 the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut- back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relati';e compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency . 1 f, ,J l ] ] l CWE 198.106.1 December 10, 1998 Page No. A-5 -ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS -SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the Geotechnical Engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. GENERAL • CONTAINMENT SYSTEM DESCRIPTION AND DESIGN CONSIDERATIONS BUILDING 1 AND DESLUDGE BUILDING BECKMAN COULTER, INC. CARLSBAD, CALIFORNIA A spill control and secondary containment system ( containment system) has been designed for the hazardous materials area of Building 1 and the Desludge Building at the Beckman Coulter, Inc. facility at 2470 Faraday Avenue, Carlsbad, California. The containment system has been designed in accordance with the 1997 Uniform Building Code (UBC, Section 307.2.3) and Uniform Fire Code (UFC, Sections 7901.8, 7902.5.11.3, 7903.2.3.5.4, 8003.1.3, 8003.1.13, 8004.1.3, 8004.1.4, and 8004.2.3.6). The containment system has been designed to provide spill control and secondary containment through the use of a combination of containment dikes, collection trenches, and sumps; all of which are constructed of noncombustible materials. This description has been provided in response to comment no. 2.e from Mr. Glen Adamek of the EsGill Corporation (representing the City of Carlsbad) on the Plan Check Correction List, dated June 23, 1999 (Plan Check No. 99-1914). CONTAINMENT DIKES All tanks containing hazardous materials have been provided with containment dikes to contain the volume of the largest hazardous materials-containing tank of a particular grouping of tanks plus the design flow volume of fire-protection water over the design minimum area, as measured over a period of 20 minutes. Tanks storing incompatible materials have been segregated and provided with independent containment dikes. The entire perimeter of the hazardous materials area is provided with a combination of containment dikes and open grate trenches ( at perimeter openings) to prevent the flow of liquids to adjoining areas. The p~rimeter dike consists of a combination of existing concrete building walls and interior curbs and new concrete masonry unit (CMU) and concrete curbs. All concrete and CMU surfaces serving as part of the containment will be coated with a chemically resistant material to resist degradation and provide a liquid- tight surface. Additionally, a chemically resistant caulk will be provided at concrete joints, where necessary. The aggregate capacity of the trenches and sumps ( described in the following sections) provides below-floor level containment for the design flow of fire-suppression water, such that run-on over the floor would occur transitorily as sheet-flow and not accumulate in any one area. The potential containment volume represented by the perimeter dike is not required to meet UBC or UFC volume requirements . .1 -~-.-· ....... --.......... -,.-,,--~-,,-~-.. -.· ......... ,.- SUMPS Sumps 1, 3A, 3B, and 4 have been provided to collect liquid spills or leaks within the hazardous materials area. These sumps are provided with level switches and visual alarms to monitor for the presence of liquids. Sumps 2A and 2B are provided solely for the containment of fire-suppression water and are sized to contain the design flow over the design minimum area for a period of 20 minutes. Although not a requirement of either the UBC or UFC, sumps 1, 3A, and 3B have been provided with double containment to provide improved reliability of the containment system. The interstitial space between the primary and secondary elements has been provided with a leak switch and visual alarms_ (located on control panel CP-01) to monitor for the presence of liquids. Sumps 1, 3A, 3B, and 4 are provided with pumps to transfer any liquids for temporary storage in tanks T-01 and T-02 prior to characterization and. disposal. The pumps and storage tanks provided are not necessary meet containment design requirements of the UBCorUFC. TRENCHES Open grate concrete trenches are provided in the floor areas outside of the tank containment dikes to collect and divert liquid spills and fire-suppression water to the sumps. Lateral trenches also provide drainage at perimeter openings so liquids do not enter adjoining areas. Trenches slope a minimum of 1.5% toward Sump 1 with overflow into Sumps 2A and 2B. DESIGN BASIS Specific UBC and UFC design considerations are provided as follows: 1. Building 1 containment: a. Sump 1 -sizing/volume determined by depth necessary to intersect connecting trench. Sizing also exceeds minimum dimensions necessary for practical pump installation and operation. b. Sumps 2A and 2B -sizing/volume determined based on 20-minute release of fire-suppression water at 0.3 gallons per square foot per minute over approx. 3,000 square feet (code design minimum, calculations provided separately in Plan Check submittal). These sumps are provided exclusively for containment of fire suppression water. The sumps are norn;ially dry. c. Sumps 3A and 3B -sizing/volume based on providing minimum volume for practical pump installation and operation d. Sumps 1, 3A, and 3B to include double containment with leak detection probe (Owner choice. Not required by UBC or UFC). e. Building 1 Tank Farm Area CMU Dike -to contain largest tank volume of hazardous materials (10,000 liters) plus 20-minute release of fire- 2 l ... f. g. h. i. J. k. suppression water at 0.3 gallons per square foot per minute ( calculations provided separately in Plan Check submittal). Please note that the 20,000- liter tanks (tanks T-12 and -13) are not used to store hazardous materials. The tanks are grouped within three individual containment dikes to separate incompatible materials. Specifically, tank T-06 will contain a corrosive liquid, base and tank T-11 will contain a corrosive liquid, acid. New Tank Farm Area slab sloped minimum of I% to collection sumps. Trenches as shown on Sheet C-1 to direct flow to Sump I with overfill (under fire-suppression conditions only) into Sumps 2A and 2B. Minimum slope is approximately 1.5%. Grating has maximum ½-inch opemngs. Trenches as shown on Sheet C-1 are to be constructed at perimeter openings where perimeter dikes are not practicable. The trenches will be located as close as practicable to the existing openings (typically 3 to 6 inches). Existing 4-inch high concrete dikes as shown on Sheet C-1 at northeast and south interior walls. New 4-inch high CMU dikes as shown on Sheet C-1 along west and south interior walls. Minor curbs provided at ends of trenches near perimeter openings to block anticipated sheet flow through perimeter openings. These curbs will be painted yellow to minimize tripping hazard. 2. De-sludge Building containment: a. Sump 4 -sizing/volume based on providing m1mmum volume for practical pump installation and operation. b. CMU Dike -to contain largest tank volume (6,000 liters) plus 20-minute release of firewater at 0.6 gallons per square foot per minute (calculations provided separately in Plan Check submittal). c. Tank slab sloped minimum of I% to collection sump. d. Although tank T-03 and T-04 will contain incompatible materials ( corrosive, acid and flammable liquid), they will never be present simultaneously in this building. Controlled administratively by Beckman through standard operating practices. 3. Tank T-01 and T-02 containment: a. CMU Dike -to contain largest tank volume (3,000 gallons) plus rainwater from 25-year storm event (calculations provided separately in Plan Check submittal). b. T-01/T-02 slab sloped minimum of I% to depression at southwest corner. 4. All concrete and CMU surfaces of the floors, trenches, and dikes to be coated with Stonhard, Inc., Stonclad GS Steel Gray epoxy mortar. 5. Sumps 1, 3A, 3B, and 4 will be equipped with pumps (P-01 through P-04) to transfer accumulated liquids to Tank T-:01 at approximately 25 gallons per minute 3 I ,J 6. 7. 8. 9. at the design head conditions. Please note that the pumping system is not required to meet containment volume requirements. Sumps 2A and 2B to have solid plate covers with access hatches and inspection ports. Sumps 2A and 2B to have integral ladders for periodic internal inspection and cleaning. Sumps 2A and 2B to have 6-incp. depression at one corner to facilitate liquid removal when necessary. Sumps 2A and 2B to be ventilated by plate-covered shallow trench with vent connection to building HV AC system. 4 :.• • •C:-:.r' .... '._. -,p ~ ,.,.. •. .,,_ . ..,.-,~,~,,.--·-~-• .. -,-~ -.,•-••-•· '• .~ ,;· • ~, t"o• - • .. .. . t,"t"-ilJ.-0, .i.':.. ~ -~ imi~~~~ DEPARTMENT OF SANITATION & FLOOD CONTROL 45' -rn..oM: . : . I .> /" .. .....,,_ or=- ~"~· .J· · SJ:J 'D,e~o ... w~ 94-0\..0~':j f'4 ~N\l ~L-, • \ .. ... _ ... 30' 15' 33•. 4;• PrepaNtd by U.S. DEPARTMENT OF COMMERCE NATIONAL OCEANIC AND ATa.lO!IPHERIC ADMl:'flSTRATtON t , . ' ,, ,. ·-;'·' f /~ ;_ ..;-. ,. \ .. ~ ; . ; . , . d-if;;,:ltlt f".-iJ~l,r,~;i,:~'§!( ~-Jt~ Ji'.· !Ir~, ,! SPltCIAL ITUDIES BRANCH, OFFICE OF H\'DROLOOY, NA'r_lONAL WEATHER SltRVICE 11-4 t-4 I l> I 30 I \--·· -·:-,' -• I ---- 118° t,5' 30' 1 S' 117° '·1-- 1,5' 30' VO/U//l;/::J J.;};'f.) What is ASTM? Design Hoop Stress: What does all this mean? What should you do? Western Region P.O. Box 80 8055 S. Ash St. French Camp, CA 95231 (209) 982-4904 FAX (209) 982-0455 •POLY PROCESSING - Company Division of Abell Corporation A ASTM D 1998-93 For Upright Polyethylene Tanks. 500-garlons and above ~ uu~1 uu~ ASTM D 1998-93 is the American Society For Testing and Materials standard specification for upright storage tanks. This specification covers upright, flat bottom polyethylene tanks. Poly Processing Company uses this standard to manufacture their upright closed top and open top polyethylene tanks. All of Poly Processing Company's upright polyethylene tanks are manufactured with a design hoop stress of 600 psi, as set forth by the ASTM standard, based on a temperature of 100 degrees F. This results in a safety factor of 2:1 as required by ASTM. Our competitors use a design hoop stress of 650 psi based on a temperature of 73.4 degrees F. This results in a safety factor of less than 2: 1 as the temperature rises above 73.4 degrees F. The wall thickness of the tank is extremely important. A tank manufactured to store 1.35 specific gravity materials using a design hoop stress of 600 psi will have a greater wall thickness than a tank manufactured to store 1.35 specific gravity materials using a design hoop stress of 650 psi. Please refer to the example on page 2. Poly Processing Company will provide wall thickness drawings/ calculations for its tanks upon request. In addition, the tank purchaser should request As Built wall thickness drawings/ calculations for all tanks before they are shipped. Poly Processing Company also recommends that the purchaser require a Degree of Crosslinking test (Gel test) and a Low Temperature Impact test before any crosslinked polyethylene tanks are shipped. These tests should be performed in accordance with the ASTM standard and a minimum of 60 percent gel obtained. Central Region P.O. Box 4150 (71211) 2201 Old Sterllngton Rd. Monroe, LA 71203 {318) 343-7565 FAX (318) 343-8795 Poly Processing Company reserves the righl to modify products without notice. Eastern Region 161 McGhae Rd. Winchester, VA 22603 (540) 665-3062 v!ff?7fl· J Barlow Formula Comparisons Compare the wall thickness of a 6500- gallon upright storage tank Tank Wall Thickness in Inches IPOLY PROCESS!(!~ O1v1~1on of Abell Corporat100 A. Straight 600 PSI 650 PSI 750 PSI Sidewall Hoop Stress Hoop Stress Hoop Stress Height1 1.35 S.G. 1.35 S.G. 1.35 S.G. 1' 0.19" 0.19" 0.19" 2' 0.19" 0.19" 0.19" 3' 0.19" 0.19" 0.19" 4' 0.23" 0.22" 0.19" 5' 0.29" 0.27" 0.23" 6' 0.35" 0.32" 0.28" 7' 0.41" 0.38" 0.33" 8' 0.47'' 0.43" 0.37" 9' 0.53" 0.49" 0.42" 10' 0.58" 0.54" 0.47'' ,. 10.5' 0.61" 0.57" 0.4911 1Measured from the top of the straight sidewall to the lower knuckle radius. Western Region P.O. Box 80 8055 S. Ash St. French Camp, CA 95231 (209) 982-4904 FAX (209) 982-0455 ! t'" ~ , : • -ff!";~: ~:, ~ -:~ -t ~ Central Region P.O. Box 4150 (71211) 2201 Old Sterlington Rd. Monroe, LA 71203 (318) 343-7565 FAX (318) 343-8795 Poly Processing Company reserves Iha right 10 modify produc1s wl1nou1 no1ice. Eastern Region t61 McGhee Ad. Winchester, VA 22603 (540) 665-3062 FAX (540) 665·3067 page 2 of 2 ( l. ) Base Clip Calculation Package "AC12" Manufacturer: Poly Processing Company 8055 South Ash Street French Camp, CA 95231 PH: (209) 982-4904 Engineer: Lane Engineers, Inc. 979 North Blackstone Ave Tulare, CA 93277 PH: (209) 688-5263 Design Criteria, Unless Noted Otherwise: Uniform Building Code.................................................................... 1994 Edition Carbon Structural Steel (shapes, plates) .......................................... ASTM A36 (Fy = 36 KSI) Stainless Structural Steel (shapes, plates) ........................................ ASTM A276, TP304 (Fy= 30 KSI) Welding ............................. ~.............................................................. A WS D 1.1-94 Stainless Steel Electrodes ................................................................. A WS A5.4-81 NOTES: ! 1. The purchaser shall be responsible for verifying local building code requirements an:d/or · project specifications. Additional engineering assistance may be required to comply with local codes or individual project specifications. 2. Design of the tank foundation is beyond the scop~ of these calculations. ) PROJECT CLIENT BY LANE ENGINEERS, INC. Post Offica Box 1059 • Tulare, California 93275 • (209) 688-5263 FAX -(209) 688--8893 1994 U.B.C. LATERAL RESTRAINT SYSTEM SHEET JOB NO. DATE POLY PROCESSING COMPANY DKA CHKO BY OKA 12-2 OF 95208 D ... ecember 1, 1995 1. Parameters: a) For outdoor installations, the base clips· resist lo~ds imposed by wind or seismic forces. b) Cables will be attached to the base clips to resist tank overturning due to wind loading. 3 c) The combination of applicable forces will be transferred to the anchor bolts (2 at each base clip) by a combination of the sliding and overturning action of the base clips. 2. Base Clip AC-1? (L6x4x½ x 12" long): Vertical lea= 4" 0 Horizontal leg = 611 Length= 12" } Lateral load is applied at 2½" up from the concrete surface (dimension "h"). Anchor bolts are located at 2¼" from the vertical face (dimension a= 3¾"). Assume 7,400 lbs lateral load: :. Ve= 7,400 lbs M _ Vc*(h-t) _ 7,400*(2.5-0.50) _ 1 2..,4 . lb 1. C ----'-------------------::) ln-S lil L 12 ' t (req'd) = 6*.lvfc = 6 *1,234 = 0.497"<0.50",o.k. 0.75 *30,000 * 1.33 Therefore, L6x4x½ x 12" long can resist a 7,400 lb. lateral load. 3. Anchor Bolt Forces: . REF: "Design in Structural Steel"; Lathers, 3rd Edition. ,, 29xl06 · n = Es/Ee = -----= 10.175 ) 57xl O 3 *./2500 For AC-12 & 2 -'HILTI' 7/a" dia. chemical anchors: As= 2*0.6013 = 1.2026 in2 (2 anchors at each base clip) . B = 12" Bx2 + (2*n*As)x -(2*n*As*a) = 0 12x2 + (2*10.18*1.2026)x -(2*10.18*1.2026*3.75) = 0 -X = 1.928" ) J PROJECT CLIENT BY LANE ENGINEERS, INC. Post Office Box 1059 • Tulare, California 93275 • {209) 688-5263 FAX-(209) 688-8893 1994 U.B.C. LATERAL RESTRAINT SYSTEM SHEET 12-3 OF ---------------------- POLY PROCESSING COMPANY JOB NO. DKA CHKD BY DKA DATE Vc*h T (total) =--+Tc= X a-- Vc*2·50 +Tc= 0.8045*Vc + Tc 3.75-1.928 3 3 Anchor bolt tension= Tb= T/2 = 0.4023*Vc + Tc/2 Maximum concrete bearing stress = C = (fc*B*x)/2 = T -Tc fc = 2 *1.4*(T-Tc) = 0.12102*(T -Tc) B*X 1fa .. ximum shear per bolt = Vb = V c/2 95208 qecember 1, 1995 3 Anchor bolt forces (Using Tc= 0 ~ Actual data sheets compare 'Nind & seismic w/ allowables): Tb= 0.4023*7,400 = 2,977 lbs Yo= 7,400i2 = 3,700 lbs Allowable Forces per I.C.B.O. Report No. 4016 (stainless steel, with spec. insp.): As a worst cas~ scenario, use factors for a temperature of 110 ° F. T (allow)= 6,765 lbs* 1.33 * 0.95 = 8,569 lbs V (allow)= 4,620 lbs* 1.33 * 0.92 = 5,667 lbs . . 2 977 3 700 Combined Stress Ratio=-'-+ ' = 1.00, o.k. 8,564 5,667 Vr: h 4. Verify Concrete Bearing: F'c = 0.70*0.85*2,500 psi* 1.33 = 1,980 psi fc= 2*1.4*5•954 =721 psi<F'c,o.:k. 12*1.928 1 T/As~ .. ~ ;::_:-J LANE ENGINEERS, INC. Post Office Box 1059 • Tulare, California 93275 • (209) 688-5263 ---\ . : PAcf".'.;"6t' ,, AC12.· FAX -{209) 688-8893 . SHEET~ OF 4 JOB NO. 9 IZ.bD JJECT (2-f-$~ !:-,~~ CLIENT Pct.., CA Y OKA B ------CHKDBY _____ _ DATE _____ _ J~/l.7"1 J '¾ If 4, HA ':::JI Hf;l', x G 5;§ "e-t'1~o--rr ( A "!r:>7 ') : a) TAU ~ rc.e:o ~1-r Ho. 401<2>, ~51..e :szrr:. J .F~ ~ 'Z.Soo rs I } 1 /:) 1Hc,-a:,,s€ I 915 t ~p. FACTDP.. roP-. (Y'!P.X • r,F II DC, F { ~M _F-1 ~ • ;:) oP ~AT ~f:P;)~;.) . ) b) vAu.. r?ofYl -r;oie,Lt; :nz:-j y~-=-z.sco psi 11~ ,rlc/Z--Q,se-, c:iz. i 7f=Mf, FAc.n:>R.. }<)I<, II o ° F ( ffctVJ S, ~. I ,,;::: nwr ~'efof!::r). 10,0 ~coo· B:')o 7011 , ,• ,,. ~'/ /~··,/'' ~TRE"'-5 /<ATID -:-I. 00 AT ur-11: [V= -o. S'Zb I tr')+ 7079] ,/ ,,l' , . ... l''j ,, I" ,, I, ~ 1 / ,· .. .,. L. I.CO vt\U.cw', ./ "/ ,/ .,/ ., / _.,.l' ... ,_,.._--t_,,_-+-------t--·-,,,_· -+---/--+ __ /_+-_.,_t---'--t----4'--+---+--------T IC:00 6'5G9 ., ' ! I ' j i I J, ., ~-.-'l ·. s:·:· l I \ ··i ~/ ..,, I INCHES-GALLONS -~/ I/~ ~ -121.00 -3130 -106.50 -2928 --101.50 -2800 -94.25 -2600 1 I :?6.25 ... . -I . . -. ·-. . . -~ . 123,0 I 121.0 I 106.5 . I --87.00 -2400 -79.75 -2200 -72.50 -2000 -65.25 -1800 -58.00 --1600 _:_50,75 -1400 I --43.50 --1200 -36,25 -1000 I -29.00 -800 I -21.75 -600 -14,50 -400 I -7.25 -200 I I I -a ' 090.0 J -0 CAPACITY•3100 GALLD~~1 STOCK ND• 012 ... -U 1 DIAMETER• 7'-6' OD HEICiHI• AS _SHQ\JN \./EIGHT• 625 LDS IMAN\.JAY OPENING, ONE n11rr., 03-12-92 rnr,~,i· ... rn .~!Df:! .. NQNs._ V[IIDIJfb CUSTD11£R> PLOT llATC,n-i.e-,e /.' ··--." , • __ • 1 --···-·----J~Lni ~°;_.~t:_,' ·--·· ~ I j r - 210· 100•-t ------::t---HE:::::::I~ o• CONfi1DtNTIAL 3100 GALLON UPRIGHT STORAGE TANK POLY CAL PLASTICS 4 lrVI.IMIJif IF .ua.L CQllll'Oll,,\TJtlk 8055 SOUTH ASH STREET 1u.cu or11c•111sc srctlfl[Dol cCJinorurAL PROPCRTY or I P .0. BOX 80 Dl...:IISIOIIS AAC III IIICH(S. PCl.Y CAI. PLASTICS FRENCH CAMP. CALIF, 95231 )HCll£S• T~f--'f.~[S ,.,, 100 "'""'"''" vmwt STOCKTON EXCHANGE (209) 982-4904 on uor StAlE l>ff•Vlllli """'"""" ""' "'-rv-mu TELEFAX NO. (209) 982-0455 ··------·-------·-------------· --·-··-------------··--··--------) . ,. (' ~-~ ~t-~ . .~::··-·· .,.... }'·11'· 1-·. , •• , •.•••• ; ·, '·... • ,,.;,{';. ' . , : ,.,,. __ , ..... ~ ... , '·:_ \,,.~ (. PLAN er TANK ELEVATION NO SCALE 0 © © ® © 0 © @ 0 0 I •, ._, KEY NOTES POLYETHYLENE TANK AC-12 ANGLE CUP (4-TOTOL) EQUALLY SPACED SEE DWG. No. A02. ¼•11 CABLE (4-TOTAL) SEE DWG. No. 001 EDGE SOFTENER (4-TOTAL) SEE DWG. No. 001 TENSION RING CABLE CLAMPS (16 TOTAL) OPENING FOR 'IMFO' TANKS CONCRETE SLAB/FOOTING & REINFORCEMENT DESIGNED BY OTHERS. t•11 'HILT!' HVA WrtJ:l HAS THREADED RODS (ASTM A307) AND HEA RESIN. Sf MIN. EMBEDMENT INTO CONCRETE. INSTALL PER ICBO REPORT No. 4016. SPECIAL INSPEC- TION PER U.B.C. SECTION 306(a) 14 IS REQUIRED. INCREASE ANCHOR LENGTH BY 'h' TO ACCOMMODATE THE HOUSEKEEPING PAO. If THE EXISTING SLAB DOES NOT MEET THESE REQUIREMENTS, CONSULT POLY CAL AND/OR A LOCAL ENGINEER FOR ASSISTANCE. 1·-0¾" HOUSEKEEPING PAD · SEE NOTE 0 GRADE MIN. ~;~,) I • ll!E CXlllTRACTOII SHALL BE 11tSP0NS IIU FOR COOROIHAT I NO 11£ 'Mlla< OF AU. TIW>£S Nil SHAU. VERIFY AU. 0 IWEIIS IOIIS, CXJN>ITIONS. Nil llTI L ITI' LOCATIOIIS PRIOR TO STAATINO ~. · 2. NOTE$ Nil DETAILS ON ll£SE DRAWi HQS SHAU. T.IICE PRfCEl>ENCE OVER lHESE G£NERAI. NOTES, J, ll£ C0HTltACTOlt SHAU. USE ADEQUATE ...u!ERS OF SKILLED 'M:lRIG.IEN WHO Nit CXll'l.£TELY FAWILIM Willi lHE Sl'ECIFIEO REQUIRDEIITS Nil IETHOOS N&l>EO FOR PROPER PERFORW,HCE OF ll£ WORK. 4, COHCIIETE SW.U. KIIVE A 18 DAY CCY'RfSSIVE S'TREHlml (F" c) OF :ZSOO PSI IIINIIUI, 5, CCMJlHIHC COOE: IMIFCRM BUIU>INO COO£. 1891 EDITION. 1. lHE PIJRCIWiER SHAU. BE RESP<l<SIBL£ FOR v.itlFYINO LOCAL BUILDING COOE REQUIREIIEHTS ND/DR PftOJEcr Sl'EC I Fl CA Tl ON$. ENGINEER INC ASS IST»a: IIAY BE REQUIRED TO aM'LY WITH LOCAL COOES OR INDIVIDUAL PROJEcr SPECIFICATIONS. STRUCTURAL STEEL 1. ALL STRllCTUW. Nil lllscat..AHEOUS SHAPES AND PLATES SHALL COIFORII TO ASTII AJB (IIIHIIUI YIELD STR£NC'Tli OF 38 KSI) Nil SHAU. BE F"8RICAT£0 IN ACCalDAHC£ WITH AISC •$P£Clf"ICATION FOR ll£ OESIQI, FABIIJCATION AND ERECTION Of STRIJCTIJIAl. STE£l. FOR BUIU>INCS•, LATEST EDITION, 2, ALL WELO I NO SIIAL1. 8.E IXlllE BY QUALIFIED WELDERS IJSIHQ A PRE-APPROVED PROCtSS. ALL WELOS SKW. BE IMIFORII IN SIZE .A)() APPEARAHCE ND FREE OF PI N-10!.ES, POR0S ITY, \NlERCllTTI NG OR OTHER DEFECTS. J. ALL WELDING SKIILL alNFORII TO AWS 01. 1-M OF TH£ STRUCTURAL l\llDtllll COOE, JOINT DETAILS SIIALI. CCU'I.Y WITH AWS REQUIRD€HTS FDR JOINTS ACCEPTED WITHOUT 0UAL IF I CATI OH TESTS. 4, WELD i.ETAL SIW.L HAVE A HCIIIHAL TENSILE S1RfNGTII OF 70,000 PSI IIIHI.-..,. 5, EHCIHEERIHG ASSISTAHa: IS REQUIRED FOR STAINLESS STEEL COtlSTRUCTIOH. ~ 1. ALL CABLES SllALL BE 7x19 CCIISTRUCTION, G,11,VAHIZED STEEL A I RCRAFT TYPE. CONFORM I NO TO FEDERAL SPECIFICATION IIIL~420, TYPE I, aw>OSITION A, 1. STAIICESS ST£D. WIRE ROPES C011f'ORIIINC TO ASTII AJBB, TYPE 304 W.Y BE S\JBSTITIJTEO FOR GALVANIZED CASI.ES. ANCHOR BOLTS 1. AHOlOR BOI.TS SHALi. BE 'HILTI' IIVA WITH HAS TYPE llfl£AD£D ROOS ND IO TYPE RES IN, I HSTALLATION SIW.L BE DONE IN ACCXlf!OAHC[ WITH I .C.B.O. REPORT IUEER ~1e. 2. THE MINll,U,I OISTAHCE SHO'IIN FROII THE EDC£ Of THE CONCRETE TO THE FAC£ OF THE TAIi( IS BASED OH IHFORNATION FROII THE I ,C.B.O, REPORT REFERfllCEO ASOVE, Ir THE ACTUAi. OISTAHCE IS LESS THAii THAT Sl!ClMl, SPECIAL EIIGIIIEERINtl ASSISTAHCE IS REQUIRED. J. SPECIAL IHSPECTIOII IN ACalROAHCE WITH S£CTION JOB(a)l-4 Of THE \MIFORII BUILOIIIG COO£ MUST BE PROVIDED FOR ALL AHCHOft INSTALLATIONS. 4, £HCIHEERINC ASSISTANCE IS J1£QUIRED FOft STAIN.ES$ STUL BOLTS. SEE INDEX DRAWINGS FOR TANK MODELS SPECIFlC TO THIS PLAN. COHF10£llT~ PROl'fRTY OF POLY CAL PLISTICS ~ LANE ENGINEERS INC. l§ CIVIL• STRUCTUIW. • SURVri!NG ll70 It BUCKSTOlll!! 'NOT Fllfl REPRIIIT OR USE WITliOI/T P£JWISSIOH Of POLY CAI. PlAS11CS = CAUFORNU 03275 (200) oae-0203 ····r~:.r.~·':!·: r,. ~ S! ~ r,J a,: "'- ffi i :::, i ~ ~ a:: 0 ~ -_,., •N !IO~ (/) a,O (.) a, ~.ccST :S~ci.~ a.,s E°' g:i .,,..,, o0"' Ill 0 ,,:N >,Ill., ..... 5~!:i:: a.coi..a. ~ z -<( .... a.. 0 .... 0 uJ Vl 0 ....J (.) riwa: A. 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