Loading...
HomeMy WebLinkAbout2091 RUTHERFORD RD; ; CB030698; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-11-2003 Commer.cial/lndustrial Permit Permit No: CB030698 Buflding Inspection Hequest Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2091 RUTHERFORD RD CBAD Tl Sub Type: 2121202500 Lot#: $26,519.00 Construction Type: Reference #: BIOHYDRATION-FOUNDATION FOR WATER TANKS INDUST 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 03/07/2003 CB 04/11/2003 04/11/2003 Applicant: BYCOR CORP-GENERAL CONTRACTORS ~~~r~ AMERICA REIT II COR~WO 04/11/03 0002 01 CGF• 6490 MAR INDUSTRY PLACE SAN DIEGO, CA 92121 92121 619-587-1901 Building Permit Add'i Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fe~ LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee- Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $226.31 $0.00· $147.10 · $0.00 $0.00 $5.57 ·$0.00 $0.00 $0.00 $0.00 $0.0Q $0;00 $0:00 $0.00 $0.00 · $0.00 $0,00 ~121 PALOMAR AIRPORT RD #100 CARLSBAD CA 92009 Meter Size Add'I Reql. Water Cori. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF PFF (CFO Fund) License Tax License Tax (CFO Fund) Traffic Impact Fee Traffic Impact (CFO Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees l, ~~ ,_ ·TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $378.98 Total Fees: $378.98 Total Payments To Date: $161.56 Balance Due: $217.42 Inspector: ~ FINAL APPROVAL Date: _.,......,.___.. __ Clearance: ------ NOTICE: Please take NOTICEJhat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/exactions." You have 90 days from the aate 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 allide, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which o h ve revi I e n iv n a N TICE imilar t this r as to which he statute f limitations has reviousl otherwise ex ired. 02 217-42 ). FOR OFFICE USE ONLY PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 PLAN CHECK NoCfn3QwC/f? EST. VAL. __ '.3~C)=--q"-'(;:c..{)"""-''-"''--- Plan Ck. Deposit I {p / 1 ~ (?? Validated By __ L ____ ~_-______ _ 3· -:----z:_03 -- CBP Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units tiot:>E- Assessor's Parcel # tcJ.iTER &m:t:#6---. F~TN !~ME- Existing Use Proposed Use QfQ. TA:ll>k ·;:oui)PDIZ0~ ,oo AW 3?,D Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms Name Address ~-~ City State/Zip -Telephone # Fax# ltJJ~i:-;1%i::;z --~~~~a~~~Q~7;;·~=~~ :d~~::q;1¥7:.:,::~~;iJ:;l;7:7!J~~]i;j Name Address City State/Zip Telephone # t~~;~·&.·:,;;;;fi-''·a,y'·&ifmR'7iz?iif~;:#l(>~-~'~iitifi}/fo~':0/ih'rkif~~:,·:J'~~J.oj Name Address·-,.,,----,.-City S.tate/Zip Telephone # i,s:..:..:.,J)Pt,11:!t~IQR::t.,CP..Ml!.~tf(,i:tlA"E.-::.::-::::::.= ... ..:..:;;,: ,i, -,/.,, ·-.:..:.:::-L' .:' . .'," ' ,.,,.,.,,,,,..,,,,,,,r,,,;.,i,,•,;frC .. : (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 violati~ction 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). ~4c.os(?tcm: is~ tiY9o rnflRXJ\lpus;rn9 eu:JC.1=. S11P rreB,o• C1J. era,~, aw15'l,-1Qo1 1«1.J8 Name Address City State/Zip Telephone# State License# qyYao~ · License Class . City Business License'# fb.5"3 l./00 YiLT 'F.:Pb':Q.lEE:JtD>6:: :3~0 IfN;c.AAS. ~ , tJE:W-tdg:: &/k.lfy c.,p,, C\~o q C<. ~~ 130g Designer Name Address City State/Zip Telephone State License#-----~--- ~.'..1:VVP..131?:i;:,!i~~-.C,Q..Nllt~N¾'TJQN·;:.:.~;':::?:::::~ w :.. ~, •• <: .,: :· :: · ·. ·.: .. ~ .,::;. :~,,·.,;,, .... ~~>~:.:.:...:;;;;..,:;::c;:~:;::;::;;i:::;,·~::'?,, ~1.<~i 22:7')7:~~1:1?,: +f&i:%;;;,;i:f" "':''.'?7!-~~~-::;,)t ·workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' ,compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: ' Insurance Company ~l2 Policy No. \/s,8Z'.'?%-0a Expiration Date (g-\-03 (THIS !?ECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS) 0 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 10 ,00 , i · to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE . DATE t./-/f-©'3 . ft~=~WNER~BU1LDER'D ,CLARAi'i'QN:, , , --~ '• _ ~ N~-=--ON-''' >~:~~-~·~=~~,:::,:~ I hereby affirm that I am e>1empt from the ontractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply·to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build-or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the .project (Sec. 7044, ·Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: / 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES (BJG'o 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 i:,rovide the proposed construction (include name / address / phone number / contractors license number): 'Butl'D&. ,qqo roAlZJ:..M?DStll.'f anu;. sA-JJ J27:6i0, c.a, ga1;;1 'z{'SgJ"597-1qoI x-,;wc 1..:s::c..-;tt..-i.\L\l\ao.1, 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): ___________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work):. _____________________________________________________ _ PROPERTY OWNER SIGNATURE _____________________ _ (~OMPLET~THIS SEOTJOf:l}FOR'NONcRESIDENfiAL BUILDll'lGPERMtTS :ONLY;·::_--. w, :.,· -•,c •• ""··---·--"~ 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 O 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 D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ~NY 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. ls::::CQNs}mUCtlOtluLl;NDINGAG'ENCY---· -· ···---::: -:..._.,.;-::---_",, _ .. , ·-. 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 L~~\: ,~eP~lCA!\l:t!:!!l,ijJ'Jf!~lQN, ~ ,.,,,:. 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 MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued 'by the building Official under the provision·s of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenc d for ~er'o o 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE ...:LUIJU£1.11!.4,-~~~IUIJ,,yj'4------------DATE ~~~--7~--Q~~-------- YELLOW: Applicant PINK: Finance m City of Carlsbad Bldg Inspection Request For: 06/30/2003 Permit# CB030698 Inspector Assignment: TP Title: BIOHYDRATION-FOUNDATION FOR Description: WATER TANKS Sub Type: INDUST --- Type: Tl Job Address: 2091 RUTHERFORD RD · Suite: Lot O Location: APPLICANT BYCOR CORP-GENERAL CONTRACTORS Owner: RREEF AMERICA REIT II CORP w Remarks: Phone: 6193411025 Inspector~ Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: CHUCK Entered By: ROBIN Act . Comment _At!_ _________ _ +=~-- Associated PCRs/CVs PCR01305 ABANDOND SPEC SUITE; ADD HV AC TO EXISTING IMPROVEMENT Inspection History Date Description Act lnsp Comments 05/05/2003 11 Ftg/Foundation/Piers AP TP EXT. TANK SLAB 05/05/2003 12 Steel/Bond Beam AP TP 04/21/2003 11 Ftg/Foundation/Piers PA RB FTG ON INTERIOR OK 04/18/2003 11 Ftg/Foundation/Piers co TP INT TANK SLAB 04/18/2003 · 12 Steel/Bond Beam co TP ) ~} City of Carlsbad Bldg Inspection Request For: 04/21/2003 Permit# CB030698 Title: BIOHYDRATION-FOUNDATION FOR Description: WATER TANKS Type:TI Sub Type: INDUST Job Address: 2091 RUTHERFORD RD Suite: Lot 0 Location: APPLICANT BYCOR CORP-GENERAL CONTRACTORS Owner: RREEF AMERICA REIT II CORP W Remarks: Tot,;i.l Time: CD Description Act Comment Inspector Assignment: TP --- Phone: 6193411025 Inspector: /~ ~ -~ Requested By: CHUCK Entered By: KAREN 11 Ftg/Foundation/Piers &_ £'tj tJ>Yi 1/lkc:rY ok Associated PCRs/CVs PCR01305 ABANDOND SPEC SUITE; ADD HVAC TO EXISTING IMPROVEMENT. Inspection History Description Act lnsp Comments \ ' J. . Carl Schmidt Inspection Services, lnc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: 8 i O -}, V d r a_ I /'t) 0 ~ .!f ,I £J -J /'i I Address: ~ i:J /l VJ It-, Or--_ 'f-() r-_t:I City: Cc.V'"' /,r 6 t..-d . . _ . Permit Number: C 6 OJ OfR 9 ~ Plan File Number: --------------'------------- TYPE OF OBSERVATIONS: Reinforcing Steel ___ Reinforce({ Concrete ___ Stmctqral Masonry __ Field Welding_ Epoxy L Prestressed Concrete_ Shop Welding_ Bolting __ Fireproofing_ Number of Samples:__ Type:---'----"'----~-'---------------- Materials/DesignMix/Psi: /-I j L 1-'; /I I T -If ES-C) 0 · Date: S--23~63 _ _ , ? / 1,, + lJEPORT / J L V1 s T 4_ II, Y}j / B 11 t-·-1?..Ct c1. e cl f'o /~ T t!!> ~XtJ·T1;,J C()..,.,(;r~,-e -for netJ LD /,( vc,,//c>l-1. T4vi /~1·, S'6u'T~ () p I/tie 9 @ D ~··s -lJ' 9 .fJo,... · oi"" e,,hc t>r -6-olrs , Ill) /-eJ~ lJ -e_.r-(_ cir,· I I ,.e cl / ") ; 1 d'.e_ e I? Ci ""v d / ; , cL "Ct. rn e ·r -e_r-·/20-r-f---e V1 oi n "< h a ,-..s 1 • ~ ;,-ti .fa (;CJ 't--<..(_, 0 w,,. f-1, I½ "/ c//Ct.rn .er-ev: If o / ..e f w ~ t'--e b I-~J l "2---t£ 4 n-cl V Ci <... t.t '4. ""'1-..e.. cl JO r-/a;..._ . _f-o /½ J', A-ll_ot-T1 ·an I W~INSPECJED SQNFORMS ~rr_I:r APPI~OVED PLANS AND SPECIFIC/\TIONS UNLESS OTHERWISE NOTED · C:*fA,,t' I 0 d,,,, i tlr t:, vz TIME IN: ~/ O{J TIME OUT: ---- Inspector (Print) Certification# General Contractor: ---------- Address: -------------Inspector's Signature City:---,------------- ~tfflr~:Jzan__,_·() ~~--L /Y)~rl)'"~~--_ Phone: ___ _ Authorized J!(;\i~ ' l' -Carl Schmidtlnspection Services, Inc_. P.O. Box 178403 . San Diego,.CA 92177-8403 (619) 855-9252 . SPECIAL INSPECTION REPORT Project: 81 CJ /IYPRJ TJ/YA/ -.; ' Address: 7,.(7 q I . 8HTfl J;8 Ft'ft. D_ 8/J City: c/ !ldO Permit Number: C P CJ~ {J~q ~ · Plan File Number: ~---------------------- TYPE OF OBSERV ATJONS: _ Reinforcing St~~ Reinforced Concrete ___ . Str"1oturc!I Masonry_ Field Welding_ Epoxy _ t--,;,-Prest-ressed Concrete_ Shop Welding_ Bolting_ Fireproofing_ Numb~r of Samples: _ , Type:--~~---~---------- . M~terials/DesignMix/Psi: -f/:ILTI $7:--8/i .§L?¢ c U_? c:;:~ la Date: £-2'J..--O? ~arl Schmidt Inspection Service~, Inc. P. 0. Box 178403 San Diego, CA ·92177-8403 (619) 855-9252 : . SPECIAL INSPECTION REPORT Project: -.-g_, __ 'o_--'-~-o-. _A__,,~v_cl.=· ·---=-t-_c....._..;_:;....LL...-__,,_ .. ...,..o_""..,...: --'----------------- ;;tyd.~-es-s:~:--::~ ___ ·_: ·:o~;....;.;•-~;.._--lb ____ ---!j_. ---,-~L4.~-L~_ ~-I.~-~--~:/-~-o-___ •---____ ·"'""'"J~_ -~~~~~~~~~~~~~~~~~~~~~~~~~= Co.-,. . fermit Number: __.,.,..,.._C_--_J!_O_J ___ ()_6_'1...,.-!'---,----------------- . Plan File Number: ,-.-;,--'----------,----------------------- TYPE OF OBSERVATIONS: · Reinforcing Steel __ • __ ~eiJ!f~rced Concrete Y Structural Masonry ____ Field Welding_ Epo,cy -. Prestressed Concrete~ Shop Welding_ Bolting_ Fireproofing_ Number of Samples: --~ Type:----~--------------- Materials/DesignMix/Psi:_. _C-'-__ O_.l"'f-'--"c,._,_· t---=.e.-...... 7:_--<-_...,.,. _.s-i_. _t_{)_-_c_,---'!u.~-'-;..Ak'.'~3_2_.J"'-=-J----'a--=o=-o=--· --. .. I ' Date: s..:..~ .... o/ REPORT (/.e r--,'f;-~,c( r.~ ~~--• p.r-.,:_(j,_r-· .../-o p/c-.., c.e~ e-r 7= a ..-1 cl Cd··. S -,~· ti ~i-/a··~-~ . ~0 · <',.",. ·,.r I C .. ~-~-'-r--e''r-e -~ ? ~ INyPE~TED CONF?RMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED LN r j Gl;,,,,,, Jr .t¥z _ TrMErN: . TrMEouT: ----' ~nspector (Print) · · · -. : · _ Certi~catio-~ ~ _·.-. : . . ·.. /I : · ,_ · · ... --. . :·. .-. .. · · _____ _ •.-.,, General ContraGtor: ,p y C or--i:!JJ~ ... , -__ ~d,~,; . . --, --- Inspector's Signature . · City: -------------- Phone: --,---~------------------------Author i z ~ d Job Site Contact Signature ... ~· ,: ' .. --._:- ,. Carl Schmidt Inspection Services, Inc. P. 0. · Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT -' Project: & 'O . /~ jjl""rf--1 'o,J Address: . 2 D q { /Z. uf ~ F~ /h:t- City: . C-t:.J I J be, J Permit Number:.· C/3o3 6l <tC Plan File Number: --,------'-----,----'--'----'-------------- TYPE OF OBSERVATIONS: Reinforcing Steel --· Reinforced Concrete~: Structural Masonry __ Field Welding __ Epoxy-. _ Prestressed Concrete _· _ Sho-p Welding _· _ Bolting __ Fireproofing __ Number of Samples: > r . Type: Co~e,~~ f e c.,VJ hr1/..v.-c '. / . Materials/DesignMix/Psi:_l_'<._111,, __ ~=-"'-,.c=M-=-'-f.-=-«-·_t:r-'-_ ~3=· c..cZ__.: ,-.I_._2_._,o=-c..o~.'t,_· ---=f::.=,..,---'U'-'"'"-'t&=-o=rl __ =__Ja)=----_()_,/J~..s,_· / 1 Date: '-(,,. :Z. -:z_ oJ · REPORT t of' 3 cow:crt t-c. (.,'//~,,Jv-l ,:-<Jr-GM,/P¥,.-,c...t/(r T4>-h: _,_,_ I .. WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED 3 (I vJ"-f J1.~ .SO 7 J7 TIME IN: / Inspector (Print) · Certification # TIME OUT:___._? __ _ General Contractor: z'7' c'° <.::v" ---7'---------- Address: --~-----------Inspector's Signature City: ______________ _ Phone: --------------Authorized Job Site Contact Signature ~~~·~~"i.:t~~~::;:-,.~~~l-~~~~~f'J:-;~i;m.J.,:~~ .. ~~~_;..;.;-1~.:;.~J.h~~~.i-.~~..:~;.¼~~-;,tv*.,,~{"1t:"'.l}.;::~.12i4/~.~t..t~;)~ :~itt-~lt._.Alt .• ~tE_~~~1-r,-,}::,.ft,-....,/I<,.; ~ '"5 ,; . ' ,,_,' Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: /3: c N 11J,1 ±,'or: I Address: d-c) j / fl.. ..,+ku· FJrJ City: CO,{' -l...s be.. d ~ Permit Number: <C fJ tlJ 1 tJ/ir;-ib Plan File :Number: ___________________________ _ TYPE OF OBSERVATIONS: Rei~orcing Steel __ Reinforced Concrete __ Structural Masonry __ Field Welding __ Epoxy~ Prestressed Concrete __ Shop W ~I ding __ Bolting __ Fireproofing __ Number of Samples:__ Type:------------------'------ Materials/DesignMix/Psi: _____ A_~---'/ '3~-~· _K.-'-'f b_O\_r......--___,_/:~'1._'/~1\..,_1 ~?l-"f"__.1....,,,$:~D __ E_,fu~~+--':J.---_____ _ J l I / Date: Lj -'J.. J -0 S REPORT r I 0-tt>fh. J c/,·ar"\t+-t~ All td.f1 .l A.'rblvJc#ltcJ,t'C hvvd,ed r J I fr.p.. cJ( .. dvJ.+ f cl(!tr,·s (.Jr,;;r-'·1° .eJJoiy .,01,,t-;f,M('I f ' V WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED 3,·u 1A1J-1.;.; _sf) 7.J'l ·. TIMEIN:_~9 __ TIMEOUT: ___ _ Inspector (Print) Certification # General Contractor: 6~.1 cor ---"--"-'7'+--'---=-=------ Address: ---------------Inspector's Signature City: ______________ _ ., -t.~ Phone: --------'----'---------tized Job Site Contact Signature ' . ', ' ~ Bio-Hydration Research Labs 6370 Nancy Ridge Dr., Suite 104 San Diego; CA. 92121 (858) 452-8868 Fax: (858) 452-8890 F A X T R A N .S M I S S I O N Attent!Qn: Francis Lo Fax: From: 949 263 1310 Michael Holloway Regarding: Tank bolting. Francis, Company: KLT Pages w/cover: 1 Date: April 14, 2003 CC: Since we are unable to utilize the imbedded bolts I would like to utilize Hilti bolts. The concrete strength is 3,300 psi but on the ICBO report it only list$ 2,000 or 4,000 psi concrete please provide the data for the proper Hilti bolt. Thanks, Michael Holloway V.P. Production/ R&D Bio-hydration Research Lab, Inc. 6370 Nancy Ridge Drive Suite 104 San Diego, CA. 92121 Phone: (858) 452-8868 Fax: (858) 452-8890 Ceil: (858) 864-2629 E-Fax (707) 924-7334 mholloway@pentawater.com POOR QUALITY ORIGINAL S , ...... KLT ENGINEERS 9492631310 Bjo • .flydra-tion R.c5earch Lab~ 6370 Nancy Ridge Dr., Suitt 104 · San Diego, CA. 92121 (858) 452-,8868 Fax: (858) 452--8026 \ '- P.03 ..... _.,._ ......... ~-.c, _____ _.,_ .. ,_ ... .,.__..,.._..,_ ________ ~-~---~--~--~~--------• FAX TRANSMISSION .,_ •• ,""t .. -·-·· ........ _ .. __ 'T -------..... ---..... fil01,,f • ....,,_., Francis Lo Company: Kl T Fmo 949 2681310 Pate• wlt:O't!W: 2.2 · 'f i, ~ Mich!'lel Holloway j Date: Apri! 17, 2003 CC: R,ep'dh-19: Htlti boltrng systems. aq.,"w..~r.r-"<·11":r,,., ............ ,~ ... -------------____ ,,__ ~-"_. ___ ,........., __ ....,,,. ____ _,,.~ . ., .... .,....,_. . '• ' i; ... "' .. : \ 9208 2Sv 8S8 y, ~ ~REPORT™ . '-....,:,, ER-6010 Issued August 1, 2002 ICBO Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 • www.icboes.org Filing Category: FASTENERS-Concrete and Masonry Anchors HIL Tl HIT RE 500 ADHESIVE ANCHORING SYSTEM HILTI, INC. 5400 SOUTH 122N° EA$T AVENUE TULSA, OK.LAHOMA 74146 1.0 SUBJECT Hilti HIT RE 500 Adhesive Anchoring System. 2.0 DESCRIPTION 2.1 General: The Hilti HIT RE 500 Adhesive Anchoring System is intended for installation of post-installed threaded rods and deformed reinforcing bars in minimum 2,000 psi (13.7 MPa) normal-weight concrete. The Hilti HIT RE 500 Adhesive Anchoring System is permitted to resist dead, live, seismic and wind loads. The anchor system is an alternative to cast-in-place anchors described in Section 1923. 1 of the 1997 Uniform Building Code™ (UBC), and Section 1912 of the 2000 International Building Code® (I8C). 2.2 Materials: 2.2.1 Hilti HIT RE 500 High Strength Epoxy Adhesive: The Hilti HIT RE 500 adhesive is a two-component injectable epoxy adhesive with the components contained in a dual-chambered cartridge. Available cartridge sizes include 11.1 ounces (330 ml) and 37 ounces (1100 ml). The two components combine when dispensed through a static mixing nozzle attached to the cartridge at a 3: 1 ratio of resin to hardener. The static mixing nozzle is supplied by Hilti. Each cartridge is stamped with an adhesive expiration date. The . Hilti HIT RE 500 epoxy adhesive has a recommended maximum shelf life of nine months when stored in the manufacturer's unopened container at temperatures between 23°F (-5°C) and 77°F (25°C). 2.2,2 Threaded Steel Rods: Threaded steel rods consist of all-thread rods in diameters shown in Table 1. The rods, with nut and washer, are available in three steel specifications as shown in Table 2. The Standard HAS Rod and the HAS Super Rod are furnished with a 5 µm zinc electroplate coating in accordance with ASTM B 633 SC 1. 2.2.3 Reinforcing Bars: Deformed reinforcing bars range in size from No. 3 to No. 11, as shown in Table 3, and are manufactured fr<;>m steel conforming with ASTM A 615, A 616, A 617 or A 706 (Grade 60, minimum). 2.2.4 Normal-weight Concrete: Concrete must be normal-weight stone aggregate concrete having a minimum . 28-day compressive strength of 2,000 psi (13.78 MPa) at the time of anchor installation. 2.3 Design: Allowable tension and shear loads for threaded rod and rebar in normal-weight concrete are given in Tables 4 and 5, respectively. Anchors are permitted for live, dead, wind, and earthquake loads. Where adjustments to the allowable loads are permitted or required in accordance with Section 1612.3 of the UBC and Section 1605.3 of the I8C, those adjustments shall be as follows: 1. For allowable short-term tension loads resulting from wind and seismic forces, the concrete/bond and steel values may be taken as 1.33 times the values given in Tables 4 and 5. 2. For allowable short-term shear loads resulting from wind and seismic forces, the concrete/bond values may be taken as 1.33 times the values given in Tables 4 and 5. 3. For allowable short-term shear loads resulting from wind and seismic forces based on steel strength, the steel shear values must be calculated as follows: a. For Standard HAS rods (ASTM A 36 rods), the allowable shear load based on steel strength may be taken as 1.33 times the A 36 value for static loads given in Table 4. b. For HAS Super rods (ASTM A 193 87 rods), the allowable shear load based on steel strength may be taken as 0.94 times the A 193 87 value for static loads given in Table 4. ; c. For stainless rods (ASTM F 593 CW rods), the allowable shear load based on steel strength may be taken as 1.14 times the AISI 304/316 SS value for static loads given in Table 4. d. For reinforcing bar (Grade 60), the allowable shear load based on steel strength may be taken as 1.33 times the value for static loads given in Table 5. The allowable tension and shear values in Tables 4 and 5 must be adjusted in accordance with Figure 1 for in- service base-material temperatures in excess of 120°F (49°C). Allowable loads for anchors subjected to combined shear and tension forces are determined as follows: (PslP/)513 + (Vs!Vi)513:,; 1 where: Ps = Applied service tension load. P, = Allowable service tension load. Vs = Applied service shear load. Vi = Allowable service shear load. For anchors installed at edge distances less than ccr, or spacing less than scr, or both, the concrete/bond values given in Tables 4 and 5 must be reduced in accordance with .the reduction factors given in Table 6. The reduced concrete/bond-strength anchor values must be compared with the corresponding allowable steel strength, and the lesser value must be used to establish allowable anchor capacity. $ REPORTS'" are not to be·construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an.endorsement qfthe su/J.1ect of the report or a recommendatwnfor its use. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any.finding or other molter in this report, or as to any product covered by ihe report. '----------------------------------.,----------------' • Copyright © 2002 Page 1 of7 Page 2 of7 . 2.4 Installation: Installation requirements are shown for various threaded rod sizes in Table 1, for deformed reinforcement bars in Table 3. Holes must be drilled to the required depth, using an electro-pneumatic hammer-drill in rote-hammer mode with a carbide-tipped drill bit that complies with ANSI Specification B212.15-1994, or a Hilti matched-tolerance diamond core bit. Holes must be cleaned of dust and debris using either a nylon or a wire brush and oil-free compressed air, as required. For holes which are drilled with a diamond core bit, the hole should be immediately flushed with ":'ater until the water from the hole runs clear, brushed with a nylon or wire brush and flushed again until the water runs clear. Holes are permitted to be dry, damp or wet (including the presence of standing water) at the time of anchor installation. A clean mixing nozzle must be attached to the cartridge, and the first three trigger pulls from each refill pack must be discarded. The holes are filled one-half to two-thirds full with the epoxy adhesive, starting at the bottom to avoid entrapment of air. The steel anchor is installed in the hole with a rotating motion until the bottom of the hole is reached. Minor adjustments to the anchor position may be made during the gel time as given in Table 7. The design load may be applied after the cure time given in Table 7 has elapsed. 2.5 Compliance with ANSI/NSF Standard 61, Drinking Water System Components-Health Effects: HIT RE 500 is recognized for use under ANSI/NSF Standard 61, for contact with potable water systems. HI_T RE 500 is recognized.for the installation of threaded rods m water at temperatures up to and including the temperature of domestic hot water [140°F (60°C)]. 2.6 Special Inspection: Special inspection in accordance with Section 1701 of the UBC and Section 1704 of the IBC must be provided for all anchor installations. The special inspector must record compliance of the carbide drill bit with ANSI B212.15-1994, and compliance of the Hilti diamond core drill bit nominal diameter with this report; the hole depth and cleanliness; the product description, including product name, rod type, diameter and length; and the adhesive expiration date. The special inspector also must verify anchor installation as being in accordance with this report and the manufacturer's published instructions. 2.7 Identification: The adhesive material is identified in the field by packaging labels indicating the manufacturer's name (Hilti, Inc.) and address, the evaluation report number (I CBO ES ER-6010), the product name, the batch number and the expiration date. HAS threaded rods are identified by labels on the packaging bearing theproduct name, size and the Hilti, Inc., name and address. 3·.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Adhesive Anchors in Concrete and Masonry Elements (AC58), dated November 2001, including test reports for the following tests: axial tension testing· of single anchors, establishing minimum edge distance, c = cm;n (AC58 Test Series 5); axial tension testing of a group of two anchors, establishing minimum spacing distance, s = smin (AC58 Test $eries 9); shear testing of single anchors, establishing critical edge distance, c = ccr (AC58 Test Series 13); shear ER-6010 testing of single anchors, establishing minimum edge distance, c = Cmin (AC58 Test Series 14); creep testing (AC58 Test Series 17); in-service temperature (Series 18); dampness testing (AC58 Test Series 19); freezing and thawing testing (AC58 Test Series 20); and seismic testing of threaded rods and rebar (AC58 Test Series 21); single anchor tensile testing ofreinforcing bars (AC58 Test Series 1); and single anchor shear testing of reinforcing bars (AC58 Test Series 13). Additional documentation was provided on use of HIT RE 500 adhesive in contact with potable water (ANSI/NSF Standard 61), and for evaluation of anchor performance in cored holes. 4.0 FINDINGS That the Hilti HIT RE 500 Adhesive Anchor System described in this report complies with the 1997 Uniform Building Code™ (UBC) and the 2000 International Building Code® (IBC), subject to the following conditions: 4.1 The Hilti HIT RE 500 Adhesive Anchor System is permitted to be used to resist dead loads, live loads and short-term loads, such as those resulting from wind or earthquake. 4.2 When anchors are used to resist short-term loads, such as wind or seismic, allowable loads are calculated in accordance with Section 2.3 of this report. 4.3 The anchors are installed in accordance with the manufacturer's instructions and this report. 4.4 The HIT RE 500 Adhesive Anchors are installed in holes predrilled using a carbide-tipped masonry drill bit manufactured within the range of the maximum and minimum dimensions of ANSI B212.15-1994, or with a Hilti diamond core bit having the same nominal diameter. 4.5 Special inspection in accordance with Section 2.6 of this report is provided for all anchor installations. 4.6 Calculations and details demonstrating compliance with this report are submitted to the local building official for approval. 4.7 Anchors are not permitted for use in conjunction with fire-resistive construction. Exceptions are: • Anchors resist wind or seismic loading only. • For other than wind or seismic loading, special consideration is given to fire exposure conditions. 4.8 Adhesive anchors may be used to resist tension and shear forces in overhead or wall installations only if consideration is given to the effects of elevated temperature conditil;ms on anchor performance. Figure 1 shows load reduction factors for elevated temperatures. 4.9 Since an ICBO ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under these conditions is beyond the scope of this report. Page 3 of7 A.10 Since an ICBO ES acceptance criteria for evaluating the performance of adhesive anchors in cracked concrete is unavailable at this time, the use of anchors is limited to installation in uncracked concrete. Cracking occurs when ft> f, due to service loads or deformations. 4.11 Use of the Hilti HIT RE 500 Adhesive Anchor System in conjunction with carbon steel threaded rods shall be limited to interior exposure. Installations exposed to severe, moderate or negligible exterior weathering conditions, as defined in Figure 21-1-1 of UBC Standard 21-1 or Figure 1 of ASTM C 62, are permitted where stainless steel anchors are used. 4.12 During anchor installation, the hole and surrounding location are permitted to be dry, damp or wet.(including standing water). 4.13 The Hilti HIT RE 500 Adhesive Anchor System may be installed in base materials having interior temperatures between 23°F (-5°C) and 110°F (43°C) at the time of installation. ER-6010 Installation of the Hilti HIT RE 500 Adhesive Anchor System in base materials having interior temperatures outside this range is beyond the scope of this report. The temperature of the Hilti HIT RE 500 Adhesive must be between 40°F (5°C) and 105°F (40°C) at the time of installation. 4.14 When anchors are located where the interior base-material temperature may exceed 120°F .(49°C), allowable tension and shear loads in this report must be adjusted for in-service temperatures in accordance with Figure 1. The use of the Hilti HIT RE 500 Adhesive Anchor System in base materials having interior temperatures exceeding 212°F (100°C) is beyond the scope of this report. 4.15 The Hiiti HIT RE 500 Adhesive Anchor System is manufactured by Hilti GmbH at their facilities in Kaufering, Germany, with quality control inspections by Underwriters Laboratories Inc. (AA-668). This report is subject to re-examination in one year. ~ ., Page ,iof 7 TABLE 1-SPECIFICATIONS FOR INSTALLATION OF THREADED RODS IN CONCRETE WITH HIL Tl HIT RE 500 ADHESIVE ER-6010 PROPERTY THREADED ROD DIAMETER (inches) 3/8 1,2 51a 3/4 7/8 Anom =. Nominal area of threaaed rod (in.2) 0.1104 0.1963 0.3068 0.4418 0.6013 BD = Nominal bit diameter·(inches) 7/15 9/16 3/4 7/8 1 Standard embedment depth (inches) 33/8 41/2 55fa 63/4 77/8 -- T= maximum torque (ft.-lb.) 18 30 75 150 175 --For SI: 1 inch= 25.4 mm, 1 ft-lb= 1.4 N-m, 1 mch2 = 645 mm2. TABLE 2-STEEL SPECIFICATIONS FOR ROD, NUT AND WASHER ALL-THREAD ROD NUT -SPECIFICATION Description Specification fy fu Standard ASTMA36 36.0 58.0 ASTMA563, HAS Rod Grade A HAS Super Rod ASTM A 193 87 105.0 125.0 ASTMA563, Grade DH Stainless Rod (316/304) 65.0 100.0 3/8 inch -5/8 inch ASTM F 593, CW ASTM F 594, Alloy, Stainless Rod Group 1 (316/304) 45.0 85.0 3/4 inch -11/4 inch TABLE 3-SPECIFICATIONS FOR INSTALLATION OF GRADE 60 .REINFORCING BAR IN CONCRETE WITH HIL Tl HIT RE 500 ADHESIVE PROPERTY REINFORCING BAR SIZES No.3 No.4 No. 5 No. 6 No. 7 No. 8 No. 9 · d = Nominal bar diameter (inches) 0.375 0.500 0.625 0.750 0.875 1.000 1.125 BD = Nominal bit diameter (inches) 1,2 5/8 3/4 7/8 1 11,8 13/8 · Embedment depth (inches) 33/8 41/2 55/8 63/4 77/8 9 101/8 .. .For SI: 1 inch = 25.4 mm. 1 11,4 0.7854 1.2272 11,8 1% 9 111/4 235 400 WASHER SPECIFICATION ANSI B 18.22.1, Type A, plain ASTM F436 ANSI B 18.22.1, Type A, plain No.10 No.11 1.250 1.375 11,2 13/4 111,4 123/8 ANCHOR EMBED- DIAMETER !VIENT (inches) DEPTH (inches) 13/4 3/8 33/8 41/2 21/4 1,2 41/2 6 27/s 51a 5% 71/2 G) 33/s 63/4 9 4 <::!::) 7116 101/2 4112 1 9 12 5s/s 11,4 111,4 15 TABLE 4-ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL-WEIGHT CONCRETE FOR THREADED RODS INSTALLED WITH HIL Tl HIT RE 500.ADHESIVE (pounds)1•2•3•4•5 TENSION (lbs) Based on Bond or Based on Steel Strength Based on Bond or Concrete Concrete ,· C f' C ASTMA36 ASTMA AISI f' C f' C 2,000 psi 4,000 psi 193 B7 304/316 2;000 psi 4,000 psi ss 645 1,095 485 685 2,190 2,585 2,115 4,555 3,645 1,575 2,225 2,420 2,585 2,565 3,630 1,130 1,965 860 1,215 4,045 5,275 3,755 8,100 6,480 2,795 3,955 4,775 5,380 4,560 6,450 1,690 3,045 1,345 1,905 6,560 7,355 5,870 12,655 10,125 4,370 6,180 7,320 7,515 7,125 10,080 2,310 4;515 1,935 2,740 8,670 10,755 8,455 18,225 12,390 6,295 8,900 10,385 12,995 10,265 14,515 3,005 5,665 2,635 3,730 12,495 15,875 11,510 24,805 16,865 8,565 12,115 14,705 16,185 13,970 19,755 3,945 8,440 3,445 4,870 13,845 17,365 15,030 32,400 22,030 11,190 15,820 17,935 17,935 18,245 25,800 5,760 12,815 5,380 7,610 24,610 31,620 23,490 50,620 34,425 17,480 24,720 34,130 35,270 28,510 40,315 For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N, 1 psi = 6.89 kPa. SHEAR (lbs) Based on Steel Strength ASTMA36 ASTMA AISI 193 B7 304/316 ss 1,090 2,345 1,875 1,935 4,170 3,335 3,025 6,520 5,215 4,355 9,390 6,385 5,930 12,780 8,690 7,745 16,690 11,350 12,100 26,080 17,735 1Allowable load shall be the lesser.of tabulated bond and steel values. Load reduction factors given in Table 6 for reduced edge distance (c) and spacing (s) shall be applied to values in the bond or concrete capacity column. Linear interpolation may be used for intermediate spacings, edges distances, embedments and concrete strengths. Load reduction factors are cumulative for anchors with multiple anchor spacings or base-material edge distances. 2The tabulated values are for anchors installed in concrete having the designated compressive strength {f • 0) or higher at the time of installation. 3Allowable loads based on bond strength have been calculated using a safety factor of 4.0 applied to the mean ultimate strength. 4Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. 5The allowable tension and shear values for threaded rods to resist short-term loads such as wind or seismic shall be calculated in accordance with Section 2.3 of this report. ~ :a ~ (11 a ""I m ~ a, 0 .... 0 - Page 6 of 7 TABLE 5-ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL-WEIGHT CONCRETE FOR REINFORCING BAR INSTALLED WITH HIL Tl HIT RE 500 ADHESIVE (pounds)1•2•3.4.5 ER-6010 ANCHOR SIZE EMBEDMENT TENSION (lbs) SHEAR (lbs) (inches) DEPTH, h., Based on Bond .or Concrete (inches) Based on Steel Based on Bond Based on Steel Strength, ASTM or Concrete: Strength, ASTM f' C f' C A 615 Gr. 60 f c -2,000 psi A 615 Gr. 60 2,000 psi 4,000 psi 3% 2,525 2,760 No. 3 2,640 1,715 1,685 41/2 2,700 ' 2,700 4.1,2 3,995 4,635 No.4 4,800 2,890 3,060 6 4,665 4,665 55/8 5,155 6,950 No.5 7,440 4,530 4,745 7112. 6,215 6,950 63/4 8,425 11,170 . No. 6 10,560 6,835 6,730 9 9,740 11,215 7116 10,130 14,835 No. 7 14,400 8,525 9,180 101/2 12,115 15,430 9 15,985 18,205 No.8 18,960 12,985 12,085 12 17,400 18,235 101/s 18,060 20,310 No.9 24,000 15,080 15,300 131/2 21,005 21,005 111/4 23,000 24,180 No.10 30,480 19,620 19,430 15 23;960 24,265' 123ta 29,655 30,780 No. 11 37,440 22,235 23,870 161/2 30,895 30,950 For SI: 1 inch= 25.4 mm, 1 lbf = 4.48 N, 1 psi= 6.89 l<Pa. 1Allowable load shall be the lesser of tabulated bond and steel values. Load reduction factors given in Table 6for reduced edge distance (c) and spacing (s) shall be applied to values in the bond or concrete capacity column. Linear interpolation may be used for intermediate spacings, edge distances, embedments and concrete strengths. Load reduction factors are cumulative for anchors with multiple anchor spacings or base-material edge distances. 2Th~ tabulated values.are for rebar installed in concrete·having the designated. compressive strength (f c) or higher at the time of installation. 3Allowable loads based on bond strength have been calculated using a safety factor of 4.0 applied to the mean ultimate strength. 4Concrete thicknes.s must be equal to or greater than 1.5 times the anchor embedment depth. 5The allowable tension and shear values for rebar to resist short-term loads such as wind or seismic shall be calculated in accordance with Section 2.3 of this report. • Page 7,....,,.Cl_f 7 _________________ .....,.. _______________ .;;;;;E;..;R;..;-6:;.;;0....;..;.10 TABLE &-INFLUENCE FACTORS FOR SPACING AND EDGE DISTANCE IN NORMAL-WEIGHT CONCRETE WITH HIL Tl HIT RE 5001 SPACING FACTORS FOR EDGE DISTANCE FACTORS FOR EDGE DISTANCE FACTORS FOR TENSION TENSION AND SHEAR LOAD$ SHEAR LOADS LOADS SP' Smln fA Ccr Cmln fRV Ccr Cm1n fRN 1.5 X hef 0.5 X h8f 0.70 1.5 X h8f 0.5 X het 0.30 toward edge 1.5 X het 0.5 X het 0.70 0.60 not toward edge h., = Actual embedment depth. s = The measure between anchors, centerline-to-centerline distance. Ser = The least,anchor spacing distance at which the allowable load capacity of an anchor is applicable without reductions. Smm = The least anchor spacing at which the anchors are tested for recognition. C = The measure between the anchor centerline and the free edge of the concrete member. Cc, = The least edge distance at which the <1llowable load capacity of. an anchor is applicable without reductions. Cmln = The least edge distance atwhich the anchors are tested for recognition. fA, fRV• fRN = Load reduction factors applied to the allowable bond or-concrete working loads when: Smin s; S s; Ser or Cm1n s; C s; Cc, Lihear interpolation may be used for spacings between Ser and sm,n and edge distances between ccr and Cmino as well as intermediate embedmerit depths. 1For an anchor'affected by multiple anchor spacings and/or edge distances, the-allowable adjusted load is the product of the following factors: MINIMUM BASE-MATERIAL TEMPERATURE (degrees) 23°F (-5°C) 32°F (0°C) 50°F (5°C) 70°F (20°C) 85°F (30°C) 104°C (40°C) For SI: t°C = (t°F -32) + 1.8. TABLE 7-HILTI RECOMMENDED GEL TIME AND CURE TIME FOR HIL Tl HITRE 500 ADHESIVE GEL TIME' 4 hours 3 hours 2 hours 30 minutes 20minutes 12 minutes 1As measured from the time of anchor installation. 120 100 II. 80 0 0 t-- @) "Cl 60 ca 0 .J 'o 40 ";I!. 20 0 0 II. .., l'I @) ~ 0 0 0 .. . ··•·· II. .., l'I @) ~ co co HIT RE500 IN-SERVICE TEMPERATURE II. 0 .... @) ~ 0 0 .. II. 0 l'I .. ______ @ ______________ .., ~ 0 0 .. --+-Install at 70 F • • • 11,.. ··Install at 23 F-,__ ____________ __, 50 100 150 200 250 Base Material Temperature, °F ForSI: t°C = (t°F -32) + 1.8. CURE TIME 72 hours 50 hours 24 hours 12 hours 8 hours 4 hours FIGURE 1-INFLUENCE OF TEMPERATURE ON ALLOWABLE TENSION AND SHEAR LOADS FOR HIL Tl HIT RE 500 ADHESIVE Cltv of Carlsbad -Final Building Inspection Dept: Building Engineering Planning CMWD St Lite CF-fr.el Plan Check #: Permit#: CB030698 Project Name: BIOHYDRATION-FOUNDATION FOR WATER TANKS Address: 2091 RUTHERFORD RD Contact Person: _CHUCK Phone: 6193411025 Sewer Dist: CA Water Dist: CA Date: 06/27/2003 Permit Type: Tl Sub Type: INDUST Lot: 0 ·······························•······•·············•····································································································· lnspectc7 /3~ Date By: • V Inspected: ilo3 Approved: C-----Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ ··················~········································································································································ Comments: ------------------------------ .. ,' I DATE: March 20, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-0698 E-sGH Corporation - In <Partnersliip witli qo11ernment for (}Juifaii,9 Safety SET:I PROJECT ADDRESS: 2091 Rutherford Road D ftP-P-bt~ANT D'--JY,RIS.> D PLAN REVIEWER D FILE PROJECT NAME: Structural o~ly for the Foundation of 12 & 20K Gal Tank ·i:;g] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies_ identified on the enclosed check list 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: i:;gj 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: ;Bert Domingo Enclosures: Esgil Corporation 0 GA D MB D EJ D PC 3/11/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, Cal,ifoptla 92123 + (858) 560-1468 + Fax (858) 560-1576 / VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-0698 PREPARED BY: Bert Domingo DATE: March 20, 2003 BUILDING ADDRESS: 2091 Rutherford Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING ARl;A Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. . . . Air Conditioning .. Fire ~prinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Complete Review D Structural Only D Repetitive Fee ~Repeats Lill * Based on hourly rate Comments: D Other 0 Hourly 2.5j Hours * . Esgll Plan-Review Fee -- ($) $300.ooj $240.ooj Sheet 1 of 1 macvalue.doc ·l BUILDING PLANCHECK CHECKLIST DATE: !{/£?::> PLANCHECK NO.: CB CC, ~f:,"l_(i_ PROJECT DESCRIPTION~ ~==.9 BUILDIN A DRESS: ~ ~ ASSESSOR'S PARCEL NUMBER: ---'--------------EST. VALUE: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, inforrilation 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: Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: "Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Penilit Application ~radi!lg Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet H:IWORDIOOCSICHKLST\Bu_lldlng Plancheck Cklst Fonn (Generic).doc attached report of deficiencies ake necessary corrections to plans or specificatio for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: ------------- Name: ENGINEERING DEPT. CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 1 Rev. 7/14/00 -..:. 'lt D D .BUILDING PLANCHECK CHECKLIST 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets 8. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral ('.])_ Property Lines I. Existing or proposed water service (:} Easements J. Existing or proposed irrigation service &,\$0 s~ lA..>~ L ~ eer~~ loaol~ o.tQ;.S, ·ff~ l ~ 8~V'-'..~~ ~~~~ J 2. Show on site plan: ...t\ _ 1 :-----. 1 . _ < I . i ,.) t Vl.i(\r-.Q__l.J;t~ ... ~~\..Q__! ~ A. Drainage Patterns ~rD ~~S,. 1. Building pad surface iainlge ~st~aintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive · drainage of 2% to swaie 5' away from building." B. Existing & Proposed Slopes ·and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet:- A. Site address B. Assessor's Parcel ,Number C: Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION H:IWORD\DOCS\CHKLSl\BUildlng Plancheck Cklst Form (Genedc),doc 2 Rev. 7/14/00 D D ,o D D D D BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No~------------------------ 4b. All conditions are in compliance. Date: _________ _ DEDICATION .REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building $ite is required for all new buildings and for remodels with a value at or exceeding $15,000. pursuant to Carlsbad Municipal Code Section 18-.40.030. · Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the .. appropriate legal description together with an 8 ½". x 11" plat map and submit with a title report. All easement documents must be approved ·and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application, form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:-------"------- IMPROVEMENT REQUIREMENTS Date: ---- 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75,000, pursuant to Carlsbad Municipal Code Section 18.40.040. , Public improvements required as follows: ____________ _ Attached please find an application form and submittal checklist for· the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:\WOROIDOCSICHKLST\Bulldiog Plancheck Cldst Form (RIDDLE • HARVEY 7-1.2-00).doc 3 Rev. 12126/96 D D ·:--_}i: ··- D D D D D D D D D BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and ·tees paid prior to issuance of bl:lilding permit. Improvement Plans signed by: _________ _ Date: ___ _ 6b. Construction of the p·ublic improvements may be deferred pursuant to Carlsbad Mu·nicipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 · so we may pr~pare the necessary Fl:lture Improvement Agreement. This agreement must be ·signed, .notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: D · 6c. Enclosed please find_ your Future Improvement Agreement. Please return 0 D D agreement signed and notarized to the Engineering Department. Future Improvement Agreement cornpl~ted by: Date: 6d. No Public Improvements required. . SPECIAL NOTE: Damaged or defective. improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11°.06.030 ·of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading . requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading -Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading lnspe(?tor sign off by: Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:IWOADIOOCSICHKLSnBullding Plancheck Cklsl Fonn 1Generlc 7·14-00).doc -4 Rev. 7/14/00 D D D D D D D D BUILDING PLANCHECK CHECKLIST .,, 7d .No Grading Permit required. 7e. If grading is not required, write ~·No Grading" on plot plan .. MISCELLANEOUS PERMITS e. A RIGHT -:-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area,. you need· to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10. NPDES PERMIT 11. Complies with the City's requirements .of the National Pollutant Discharge Elimination System (NPDES) permit. The. applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to ·discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. uired fees are attached No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditiops. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. H:\WORD\DOCS\CHKLSl\Bulldlng Plancheek Cklst Fann (Generic~doc 5 Rev. 7/14/00 D BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple · 2" -services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water, is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approv~I. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in· gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1 +00 Install 2" service and 1.5: meter(estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:IWORDIDOCSICHKLS'I\Bulldlng Plandleck Cklst Fonn (Generic).doc 6 Rev. 7/14/00 ~D D D DD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled wa~l3r line in the future. 12c. Irrigation Use (where recycled wat~r is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the appli~nt since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: H;\WORD\OQCS\CHKLST\Blllfdlng Planchecic Cldst Form (Generlc).doc 7 Rev. 7114100 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER ca d 3 ~ 6-rG · RESIDENTIAL - RESIDENTIAL ADDITION MINOR ( < $10,000.00) PLANNER (//p,J ENGINEER. . '~--------------- Docs/Mlsforms/Ptanning Engineering Approvals DATE s -'2-r--o 3 -TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAC&·FAIRE COMPLETE OFFICE BUILDING DATE ---~--- ~carlsbad Fire Department 030698 .. 1635 Faraday Ave. ·)I Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: . Building Plan Reviewed by: feip Date of Report: _3_.1_7._03 ________ _ Name: Michael Holloway Address: 6370 Nancy Ridge Drive Suite #104 City,· State: San Diego CA 92121 Plan Checker: Job #: 030698 Job Name: Bio Hydration Bldg #: CB030698 --------------------"-- Job Address: 2091 Rutherford Rd Ste. or Bldg. No. D Approved ~ 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 fo 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 I or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. 1st 030698 2nd FD File# .3rd Other Agency ID ,-.Carlsbad Fire Department , 1635 Faraday Ave. t Carlsbad, CA 92008 Plan Review Date of Report: _3_.1_7._03 _________ _ Name: Michael Holloway Reviewed by: 030698 Fire Prevention (760) 602-4660. Address: 6370 Nancy Ridge Drive Suite #104 City, State: San Diego CA 92121 Plan Checker: 030698 Job Name: Bio Hydration Job Address: 2091 Rutherford Rd Ste. or Bldg. No. This approval is for the installation of the AST (Above Ground Storage Tanks) only. R.B. WELTY & ASSOCIATES, INC. STRUCTURAL ENGINEERS 52113™ STREET, P.O. BOX 1724 . MODESTO, CALIFORNIA 95353-1724. TELEPHONE (209) 526-1515 FAX (209) 523-3383 BY DATE NAME ' CHK. JOB NO. 7216 SHEET 1 OF Materials: Structuralc'Computations of Tank Hold Downs 12' -0" diameter x 24' -0" tall located at Mateus Sales 2091 Rutherford, Road Carlsbad, California For Santa Rosa Stainless Steel Santa Rosa, California 1) Hilti Has SS with HSE 2421 Epoxy . 12old-downs per tank. Installation per Hilti Corp requirements. 2}'" Steel: Stainless: AISI 304 SS Fy=50 ksi R.B. WELTY & Ass-oCIATES, INC. STRUCTURAL ENGINEERS 2-1·~ ~2113111 STREET, P.O. BOX 1724 MODESTO, CALIFORNIA 95353-1724 TELEPHONE {209) 526-1515 FAX {209) 523-3383 ...... t ...... t ...... t 4'-0" t ...... t ...... (i) TANK CAPACITIES G.P.I. 70.50 G.P.F. 846.03 TOP CONE 883.46 BOTTOM -317.25 SHELL 20356.87 TOTAL 20)923.08 20 19 1 ALUM. CAGED LADDER 1/4' X 2 1/2' ALUM 18 4 LIFTING LUGS T304 17 2 6' TRI-CLOVER FERRULES , 16 2 6' OD TUBES 6' LONG 15 5 3' TRI -CLOVER FERRULES 5 3' OD TUBES 3' LONG 12 10 GA GUSSETS T304 12 8 4' OD TUBES 3' LONG 11 9 4' TRI-CLOVER FERRULES,, 10 1 · 4' OD TUBE 10' LONG T31 1 16' X 20' OVAL MANHOLE <EPDM GASKET) T31 8 1 12 GA FLOOR CUT 6'-0 3/8' RAD 7 16 LARGE ANCHOR CLIPS 6 6 12 GA 'w'RAPS CUT 48' X 37'-8 3/8' 5 5 HANGER PADS (DETAIL) 4 3 I 2 1 1 10 GA DOMED TOP 12'-0' DIA JOB NO. M023313 DA TE 11/14/02 SCALE 3/8 DRWN BY MJF MATEUS SALES ONE (1) 20,923 GALLON 'w'ATER TANK 12'-0' DIA X 24'-0' HIGH DOMED TOP AND SLOPING BOTTOM TYPE 316 2B STAINLESS STEEL TYPE 304 28 STAINLESS STEEL SANTA ROSA STAINLESS STEEL P.O. BOX 518 SANT A ROSA CA. 95402 R.B. WELTY & ASSOCIATE-s, INC. STRUCTURAL ENGINEERS 52113TH STREET, P.O. BOX 1724 MODESTO, CALIFORNIA 95353-1724 TELEPHONE (209) 526-1515 FAX (209) 523-3383 BY DATE NAME . CHK. JOB NO. 1 L t:42 SHEET ? OF -------. --1:J---------i}!'\-:=-\1•,.--1"!\·-·;--,.----+-.. -. .. .. . . ... '. . -:.-"·~:-___ . -.-f'l:C\ .. u~,.~-v\:.....,_'s.J. _· __ · ___ -___ ----··---------·-··-- 10 GA PAD 5 · 1/2'. -f l- mmll!!!t----10 GA. I I ~n 1m" PL,ATE T~ r 1• 1ml -6-" 1/4·-1'*1~2' ™_L. W!!!lt" PLATE 1 1~' ~ . ~1411 ' ! . . ,-~--_ I : I I S .. I Anchoring Systems 4.2.4 HSE 2421 Epoxy Adhesive .Anchor HSE 2421 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Concrete1,z3,4 HSE 2421 Allowable HSE 2421 Ultlmate Bond/Concrete Capacity Bond/Concrete Capacity Tension Shear Tension Shear Anchor . Embedment Based on Bond Based on Bond Based on Bond Based· on Bond Diameter Depth · or Concrete or Concrete or Concrete or Concrete fc.:2000psl fc.:2000psl fc.:2000psl fc.:2000psl (13.SMPa) (13.SMPa) (13.BMPa) (13.St.f>a) ln.(mm) ln.(mm) lb (kN) lb (kN) lb (kN) lb (kN) 33/8 2195 8no 3/8 (86) \ (9.8) J 1770 (39.0) 7070 (9.5) 41/2 2495 (7.9) 9975 (31.4) (114) \ (11.1) I \ I (44.4) ~- 41/2 \ 4055 I \=/ 16225 1/2 (114) (18.0} (72.2) 12230 (12.7) ·6 \ 4815 / 19265 (54.4) (152) (21.4) (~5.7) 55/8 \::/ \= 25000 5/8 (143) (111.2) 23190 (15.9) 71/2 t~15 5.8 30055 (103.2) (191) 3: (133.7) 63/4 9i rap· " 39135 · --_,_ 3/4 (172) (4: 5) 7 15 (174.1) 31855 ~ (19.1) 9 11 85 (3 4) 44340 '(141.7} (229) (i .\) ·, \ (197.2) 77/8 rs:.2 46905 7/8 (200), ft' (208.6) 34955 (22.2) 101/2 /1570~\ 38.9) 62825 (155.5) (267} (69.9) (279.5) 9 / 16565 \ 66260 - 1 (229) {73.7} f'=\ (294.7} 54925 (25.4) 12 · I 18225 \ (61.1) 72900 (244.3) (305) {81.1) (324.3) 111/4 I 18870 \ I \ 75490 - 11/4 (286) (83.9) 18355 (335.8) 73425 (31.8) 15 I 27130 ' (81.7) 108525 (326.6) " (381) (120.7} (482.7) 1. Influence factors for spacing and/or edge distance are applied to concrete/bond values abo~e. and then compared to the steel: value. The lesser of the values Is to be used for the design, 2. All values based on holes drilled with carbide bit (see section 10.4.1) and cleaned with nylon brush. 3. Allowable tensile and shear load for adhesive bond is based on a safety factor of 4.0. 4. Minimum concrete thickness must be equal to 1.5 times the anchor embedment. Ultimate Steel Strength for Stainless Steel HAS Rods1 Rod Diameter in. ~mm) Yield lb (kN) HASSS AISI 304/316 SS Tensile lb (kN) Shear lb (kN) 38335 (170.5Ll__(1_02.3) 50070~ 30040 {g22.7) ~33.61 78235 I ~ 46940 _@48.0) (208.81 1. Steel strength as defined in AISC Manual of Steel Construction (LRFD): Yield = Fy x Tensile Stress Area Tensile= 0.75 x Fu x Nominal Area Shear= 0.45 x Fu x Nominal Area. ;Ultimate Steel Strength for Carbon Steel. HAS Roc_js1 Rod HAS Standard HAS-E ~ Diameter ASrM A36 ISO 898 Class 5.8 1 HASSIIJIIII' ASTM A193 B7 Yield Tensile Shear Yield Tensile 5mw ~-~M ~M ~(kN) ~(kN) ~M ~(kN) Yield I Tensile I -Shear ~(kN) JbM,,~lll(kN) ~1 ?J CJI m ; =E ~m '"r-FI -I ~-< ~l!Ro ~ )> ... en 113: ~ 80 m-- 9 J> ~ -I :;; m ~ en >"' co -f:Z fr ~ "1 ... (/) ~ -I ~ :D 'aC :c ,oliO mm -I Z'tJ P~ C i :D ~ )> ~· ·.~!~ I cn'j:3 r"\ ~rnt-+-,fui</rlH,,im--H~-t-iimrt~~t-7'~-Hfi;:rn~-ra~Hra~:iiu1 !--'"-=--L...>.;.=.;:~~='--'---"'-'=-'-="'--'-...=;.='-.,_..'-""'-----'--''-'='"--'-~--'-'-'-=~ !!I--~z ,;. -~m ~1~m JJ en R.B. WELTY & ASSOCIATES, INC. STRUCTURAL ENGINEERS . 52113111 STREET, P.O. BOX 1724 MODESTO, CALIFORNIA 95353-1724 TELEPHONE (209) 526-1515 FAX (209) 523-3383 ::: -1~(!::Yl,. fl: -~ CHK. JOBNO. 11.J\,2 SHEET r;;, OF cc ~ C lot._··. -_;,___,,..,.,..,,,.-&~0 I',. -· .. 1k-~:·=~::~---~~~~~~::.-:-:~-~ : . 11~0·. · ..... ···_-___ . \1'10~ --·\Jr:·.-~~ ~-t ~'1 .. 1~Co~44-)--i~ w· ·. -a 0,-3bW ------··--·---·--·-· ··-··-----------~---. ·.-.. . ·---.. ,z,. t; .. i.co,4 w. -:.-o,,A-4-- ~l.. 'O __ ~~a .. _;_~-~---.. Q._!n~-~ _ .. .\. bl .9.· -~--~ _(.p;;) .. ~. ~ _-. . ~ ~)....rt:.,rvJ t..evEJ., ----------~---: or:~ :!-:··_:~:"t·~-t4----C<.24-'-)L~~ ~~--~-~t,~1~---. -----. R ........ ' . -------. -~o--4 Vi -· 4 ~-S~'i . . . . .. ··-. .. .. . . I,.. -' ... . . . . ~ 0 t>)f 1~ . ---~ I 1 ·--------~4 ·~U.}\\ ·\~~~-~S i .. l .. l~tt-1\ -~ v) ' --------. .. --------. -· ---· --·-. ~~e --~~-Mt·--·rt}o'i&'--J __ _ R.B. WELTY & ASSOCIATES, INC. STRUCTURAL ENGINEERS 52113111 STREET, P.O. BOX 1724 MODESTO, CALIFORNIA 9~53-1724 TELEPHONE (209) 526-1515 FAX (209) 523-3383 BY DATE NAME CHK. JOB NO. 12 \ ,t-SHEET Gi OF * 2091-Rutherford Rd, Carlsbad, CA 92008-7320 0-36 .· .J-rt': : . Active Fault Near-Source Zones This map Is Intended to be used in conjunction with the 199.7 Unlfonn Building Code, Tables 16-S and 16-T 0-36 California Department of Conservation Division of Mines and Geology 0 • LEGEND See expanded legend and Index - Shaded zones are within 2 km of known selsmk: sources. A fault Bfault Contours ol closest horizontal distance to known sotsmlc souroes. -----5km -----10km --------------15 km 5 10 Kilometers 1/4" Is approximately equal to 1 km August, 1997 SAP2000 1/10/03 8:17:04 SAP2000 v8.1.1 -File:7216 holddown -(COMB1) -Kip, in, F Units SAP2000 1/10/03 8:36:49 SAP2000 v8.1.1 -File:7216 holddown -3-D Vi~w -Kip, in, F Units SAP2000 1/10/03 10:05:20 m .,, , .. "' 31Z "' "' 32< 312 "' "' ,,. ll3 31' 36< JS! ,.. '" 316 ,.. 'fl , .. "' ™ '" 2J2 ... ., "' '7{ "' ~, '35 lZ3 ll ., ~, ,., "' t. 31S 363 JS! "' 3Z1 "' ,., "' 219 261 "' 2<3 231 "' 1M '73 ,,. b5' .. 13< ~, " • ., " ,. l 31' 362 "111 ., .. " ,., ,,. "' "' 211, ,., 2JO I, HS ,,. i; .,.. 11 1,,t.. 11& "" "' ,,., ,,, b,, " m l II< k< !!ii, ljl', 'M! HJ if(. ,~ ,l/< .," 3'S 3Sl 233 221 I~ bo la. \J I ... " ... • Ml il.1 "" ,,, " ""' .. l. . ~: ~, \ ~"''. "" JS4 3 .. lt!lil ij(o bl!, ~ ~ 21W' ,lKl 23< t22 .. , "' 6 I I, , •. ... .. Ill "' ii>! "' k, !~ !j 166 i,,, . '" " l ,., '" i1 ~} 6866 ll!!! ~II> "" "' 111:, lP1 21,s "1577 If \ Z3S 223 I< wz 6 •• In 13 .., "' "' "' .., ,,. ~"' 6 tU! lnz .., l ,.. 3S6 134 di 4 2 '"" -"" Ill ... ""' ZdlS 113 lt13 "' 22< 93 I, « -"' ... .. II> Jg ~ 63 l,,3 " l IS)l"' ..;_~ 8 '" ,., ,;;.~ tail !VI 1W ll! """ Zj\'I[ 241, "69 ' 231 22S 124 15 12 W< I 4S u, .., "' '"' ,,. ~. • b,4 .. l u;;~ .... !7 p!.51 ...._ S2 ~td-" "" 35! 3< .. tR' iW ii'§ m ~ '1~ 21i. 63,s ",t 226 6d ll ., i, II .. "' "' w "" , .. u. C< "' "' "' l 12 .. ~ 12'7' 7 .. '-1 I 5 "' "' t)! .. zit, i/lf Mi in w. % 'So 14-4S 239 227 ~ " '-.I 7 '°' J 3 ,,· " .,. "' ,,, 01 " 11. 61 lo "' " ... 11!-4 >A I II l 312 ,.. 111 3 i:d ,ii' . ,J6,• NI ffl W, 'ii, '!1, "~ 114 , .. "' u Is< Is! '\ 44 II ... L, .. .. w "' <I 132 lz,a " ' S7 " "' " ~ 01 i,i I\~-~ r,,. 148 llz • I,( 331 l2S J!3 !) "' "' 2'5 ~ 1111 N1's0 ,,, 211 t!S '" '" 219 ,,. 10 s Ii .. " t t' I\ ~ I ~ "' "' "' "' I "' Ing "" 107 b( 4 a II I 2 3 < s • ' \16 115 V ' I z 13 I< IS \ '' 47 \ ~ ' I. ' 1, 18 II 12 \,., 13 \,, " \ 8 Sil .. ., 4 49 Vs 2 I.! IS £ 16 I, t7/ .............._!: \is ,. \,1 21 \ " 5 l i\~0 LI 22 /,. 23 Is 24 "'-/91_ \s 21 \,. 28 \k0 54 k" . 36 53 Z9 lz 30 13 31 32 33 \6 34 \7 35 \ 4 s 8 ' 36 1 37 Ii Ja 39 40 \4 41 \s 42 \6 2 : 3 SAP2000 v8.1.1 -File:7216 holddown -3-D View -Kip, in, F Units SAP2000 1/10/03 10:15:22 ,,, ,.. lS2 , .. ,,., "' 311-t 292 ,.. '" 2S6 "' 11:t-tl ZI ir~ll.21 ~t,l!;Ol.;,JJl,at._:E._'43_-f',."----f""'-'---Fll,_ __ -f!".!.'l __ --f.!S!::.9 __ -IHe,;1 __ -ll"'"''-----f!"'ec....---J"!"---lf"',,.'---¥"'"-'' ----i'"'-''---lj,/"J,~:li"'--0 375 l&J 3S1 l3'P 327 31S 3U 291 m 2$1 lSS 243 "' ~-~~ ~~,..;!'w·~,__ .. _,--l'"""----,l,.,~----f!b,"-:'---1""'---l""2!...---1""'----1!:''!!.'---l"'"----l""'----fi,,.'"-----l'l>,~5---IF""'---l"w,.-i:rs6( ... 3 314 36Z ~I& 17 M 89 3112 Z'9 27! 266 'J). 21t, -~~lli ... w·i.,:f,,.:...,=...j!""!!..---cli.,.,~--1'~'·~1S·'f:L<!!:====il!"~===ll""i!::===i!! .. !::::==:i:"'!!:=:'===li'2J~==~2l2'===:f91>/!l--l---~"~--lb~,,!,.._ __ ~l;ii:w"'' !Mh, .,~s ~ ~ ~ ~ ~ ~ . . ~ ,., 23l ,.., 221 ., .. ,26 "'lo ,., I !,at,26 ~lil!!i!'c.;·1.i:PIIC:_-fl=...j!"!!''---Jk,~,6Wf-l"i-+::Jf!b==lf!ii,~,==~f[!!.,S.===¥!"'b==f!'"b==al""'~===Jlt"!:,'===fl!:i-"'++-.J!b!!_~ __ ..j"!!l''!..,..--!ll~'96,f.<£-fl ,u ,s< 3 1,zM Ille 1§1, lli! ~ ~ ,lWl z!ll ,••t ,,. 222 ,._.,,. _I, ,. ,_ ,., ,,, ,,.,. ~~!!i-'w·!c;,,:"E:...,=...j!"!l'---l11,~,'-l-·-.::i'1::j,~"~i!.'----!Jk>.~--.ff~!l!..--..P .. !....--.fi"'!..---l!"~'~--l~""!!...,...-fl"i!j:ka:j:"'4-¥~"---l"~''!.__--fl!~il:;:""'' ..... : '" L 1:!i·•·· INI 11~ .. "' MS ,w "" .~,~111\ 235 "' ····" !"~,.-,_, ... :..:•2..1·"'_..,_-j!~~2: __ -l"°"~'i6?:f.!f:1~":!._--rf"'!!-'---l!'""~---J""~--~"'L-~-ff'"~---ff!'"'!c_--Jc!~~J::s;~lx>"-~6~!/!l"'!!:,_---J~~-2'----i'ill!iI~:· :i.fr"" I 36 t 37 / 38 39 48 Y=' _41 \ 42 \ ~oO C? /&=, n, 'Joi ,< '20? >n 63=; oc '"· u \ss.o o, 5~=0,28 SAP2000 v8.1.1 -File:7216 holddown -(COMB1) -Kip, in, F Units SAP2000 v8.1.l 1/10/03 10:12:55 Pa~e 1 Table: Element Stresses -Area Shel+s, Part 1 of 4 Area AreaElern ShellType Joint: OutputCase CaseType SllTop S22Top Sl2Top Text Text Text Text Text Text Kip/in2 Kip/in2 Kip/in2 1 1 Shell-Thin . 1 COMBl Combination 3.1941 -0.5939 -4.3048 1 1 Shell-Thin 9 -COMBl Combination 0.2933 -7.3794 -5. 6311 1 1 Shell-Thin 10 COMBl Combination -5.7329 -13.2549 -5.3482 1 1 Shell-Thin 2 COMBl Combination -7.3342 0.6642 -4.0219 2 2 Shell-Thin 2 COMBl Combination -3.5374 1. 8032 -5.5589 2 2 Shell-Thin 10 COMBl Combination -5.9335 -13 .3151 -5.6422 2 2 ShelhThin 11 COMBl Combination -:1.4. 7551 -13.6550 -6.0395 2 2 Shell-Thin 3 COMBl Combination -11.5453 -0.0584 -5.9563 3 3 Shell-Thin 3 COMBl Combination -9.9496 0.4203 -5.4065 3 3 Shell-Thin 11 COMBl Combination -14.3550 -13.5350 -5.9054 3 3 Shell-Thin 12 COMBl Combination -33 .3114 -19.5192 -3.3695 3 3 Shell-Thin 4 COMBl Combination -14.2555 0.9808 -2.8706 4 4 Shell-Thin 4 COMBl Combination -16.4512 0.3221 -0.5574 4 4 Shell-Thin 12 COMBl Combination -25.9717 -17.3173 -0.2308 4 4 Shell-Thin 13 COMBl Combination -25.7248 -17.6704 1.2523 4 4 Shell-Thin 5 COMBl Combination -16.0880 0.5388 0. 9257 8 8 Shell-Thin 9 COMBl Compination 0.4025 -7.0153 -3.4288 8 8 Shell-Thin 17 COMBl Combination 0.2070 -15.0216 -1.4964 8 8 Shell-Thin 18 COMB;!. Combination -5.4339 -22.6711 -2.8765 8 8 Shell-Thin 10 COMBl Combination -5.6165 -12.8669 -4.8089 9 9 Shell-Thin 10 <;:OMBl Combination -5.8171 -12.9271 -5.7756 9 9 Shell-Thin 18 COMBl Combination -3.9676 -22.2312 -4.1142 9 9 Shell-Thin 19 COMBl Combination -21.4250 -40.6998 -4.9708 9 9 Shell-Thin 11 COMBl Combination -14.3387 -12.2669 -6.6322 10 10 Shell-Thin 11 COMBl Combination -13.9386 -12.1469 -4.1702 10 10 Shell-Thin 19 COMBl Combination -19.1617 -40.0208 -9.6769 10 10 Shell-Thin 20 COMBl Combination -24.2229 -8.7907 -11.5036 10 10 Shell-Thin 12 COMBl Combination -33.5127 -20.1902 -5.9970 11 11 Shell-Thin 12 COMBl Combination -26.1730 -17.9883 -4.4520 11 11 Shell-Thin 20 COMBl Combination -56.4259 -18.4516 -3.7647 11 11 Shell-Thin 21 COMBl Combination -50.1962 -21.3227 6.6823 11 11 Shell-Thin 13 COMBl Combination -25.8786 -18.1831 5.9950 15 15 Shell-Thin 17 COMBl Combination 1.1062 -12.0241 0.8456 15 15 Shell-Thin 25 COMBl Combination 0.2616 -16.6353 4.2569 15 15 Shell-Thin 26 COMBl Combin~tion -4.0739 -26.1180 3.9213 15 15 Shell-Thin 18 COMBl Combination -6.2634 -25.4360 0.5100 16 16 Shell-Thin 18 COMBl Combination -4. 7971 -24.9961 -0.5966 16 16 Shell-Thin 26 COMBl Combination -4.0963 -26.1247 3.3229 16 16 Shell-Thin 27 COMBl Combination -13.0162 -49.1616 0.8477 16 16 Shell-Thin 19 COMBl Combination -18.1444 -29.7645 -3.0718 87 334 Shell-Thin 235 / COMBl Combination -11.5530 -7.9955 -1.8489 87 334 Shell-Thin 234 COMBl Combination 3.3921 -4.6483 -2.0988 87 334 Shell-Thin 373 COMBl Combination -5.7417 3.4085 -0.2797 87 334 Shell-Thin 370 COMBl Combination -0.3256 0.9501 -0.0298 88 335 Shell-Thin 236 COMBi Combination -5.7999 -7.5423 -1.7865 88 335 Shell-Thin 235 COMBl Combination 0.8254 -4.2820 -1.9450 88 335 Shell-Thin 370 COMBl Combination -3.6344 -0.0426 -0.5803 88 335 Shell-Thin 358 COMBl Combination -0. 7163 -0.4572 -0.4217 89 336 Shell-Thin 237 COMBl Combination -2.9005 -7.2895 -0.9085 89 336 Shell-Thin 236 COMBl Combination -1.1425 -6.1451 -1.1983 89 33.6 Shell-Thin 358 COMBl Combination -1.7305 -0.7615 -0.5372 89 336 Shell-Thin 346 COMBl Combination -0.9157 -1.0333 -0.2474 302 265 Shell-'Thin 238 COMBl Combination -0.7707 -6.6186 -0.0291 302 265 Shell-Thin 237 COMBl Combination -2.6683 -7.2198 -0.1891 302 265 Shell-Thin 346 COMBl Combination -0.8540 -1.0148 -0.3052 302 265 Shell-Thin 334 COMBl Combination -1.3648 -1.1991 -0.1453 350 309 Shell-Thin 234 COMBl Combination -13.8941 -9.8342 -0.9960 350 309 Shell-Thin 377 COMBl Combination 0.3081 5.1957 1.0104 350 309 Shell-Thin 386 COMBl Combination -2.0982 -0.2107 3.2998 350 309 Shell-Thin 373 COMBl Combination 0.0380 5.1425 1.2935 362 320 Shell-Thin 377 COMBl Combination 1.5227 5.5600 2.5062 362 320 Shell-Thin 390 COMBl Combination 0.8781 0.4895 2.6834 362 320 Shell-Thin 399 COMBl Combination 1. 7030 1.5717 2.5395 362 320 Shell-Thin 386 COMBl Combination 0.4853 0.5644 2.3624 374 331 Shell-Thin 390 COMBl Combination 2.5704 0.9971 2.6608 374 331 Shell-Thin 403 COMBl Combination 3.4518 1.4426 2.7816 374 331 Shell-Thin 412 COMBl Combination 3.1672 0.7670 3.0845 374 331 ·shell-Thin 399 COMBl Combination 3.2936 2.0489 2.9637 SAP2000 v8.1.l 1/10/03 10:12:55 Page 2 Table: Element Stresses -Area Shells, Part 1 of 4, Cont. 'Area AreaElem ShellType Joint OutputCase caseType SllTop S22Top Sl2Top Text Text Text Text Text Text Kip/in2 Kip/in2 Kip/in2 Table: Element Stresses -Area Shells, Part 2 of 4 Area AreaElem Joint OutputCase SMaxTop SMinTop SAngleTop SVMTop SllBot Text Text Text Text Kip/in2 Kip/in2 Degrees Kip/in2 Kip/in2 1 1 1 COMBl 6.0031 -3.4029 -33.126 8.2490 -4.1283 1 1 9 COMBl 3.2706 -10.3568 -27.867 12.3220 1.4298 1 1 l'O COMBl -2.9557 -16.0322 -27.442 14.7777 6.3273 1 1 2 COMBl 2.3368 -9.0068 -67.419 10.3745 5.2714 2 2 2 COMBl 5.3000 -7.0341 -57.829 10.7168 4.5500 2 2 10 COMBl -2.8822 -16.3665 -28.405 15.1326 7.5263 2 2 11 COMBl -8.1406 -20.2696 -47.602 17.6669 16.3010 2 2 3 COMBl 2.4725 -14.0762 -66.979 15.4614 12.5109 3 3 3 COMBl 2. 7262 -12.2556 -66.901 13.8218 13.4283 3 3 11 COMBl -8.0254 -19.8646 -46.986 17.3086 16.9077 3 3 12 COMBl -18.7400 -34.0906 -76.980 29. 5719 35.6701 3 3 4 COMBl 1.5037 -14.7784 -79.677 15.5848 17.5402 4 4 4 COMBl 0.3406 -16.4697 -88.099 16.6426 21.0667 4 4 12 COMBl -17.3111 -25.9778 -88.474 22.9089 28.2621 4 4 13 COMBl -17.4802 -25.9151 81.363 22.8943 28.0875 4 4 5 COMBl 0.5902 -16.1393 86.823 • 16 .4424 20.7758 8 8 9 COMBl 1.7446 -8.3574 -21.376 9.3525 1. 3535 8 8 17 COMBl 0.3526 -15.1672 -5.559 15.3466 0.2123 8 8 18 COMBl -4.9666 -23.1385 -9.228 21.0983 5.1659 8 8 10 COMBl -3.2194 -15.2639 -26.494 13 .9360 6.6852 9 9 10 COMBl -2.5901 -16.1541 -29.193 15.0274 7.8841 9 9 18 COMBl -3.0836 -23 .1152 -12.127 21.7381 5.5544 9 9 19 COMBl -20.2186 -41.9062 -13.642 36.2993 22.5357 9 9 11 COMBl -6.5902 -20.0154 -49.439 17.6675 15.9297 10 10 11 COMBl -8.7773 -17.3081 -51.062. 14.9898 16.5364 10 10 19 COMBl -15.3639 -43.8186 -21.428 38.5084 21.2429 10 10 20 COMBl -2.6550 -30.3586 -61. 926 29.1220 26.2558 10 10 12 COMBl -17.8884 -35.8145 -69.002 31.0163 36.0623 11 11 12 COMBl -16.0335 -28.1278 -66.295 24.4389 28.6543 11 11 20 COMBl -18.0820 -56.7955 -84.393 50.2565 60.9392 11 11 21 COMBl -19.8512 -51.6678 77.581 45.1438 54.5823 11 11 13 COMBl -14.9073 -29.1544 61.347 25.2506 28.2327 15 15 17 COMBl 1.1605 -12.0783 3.670 12.6983 -0.1186 15 15 25 COMBl 1.2?35 -17.6472 13.371 18.3172 0.6528 15 15 26 COMB'.!-. ~3 .3972 -26.7948 9.792 25.2681 3.9950 15 15 18 COMBl -6.2499 -25.4496 1.523 22.9714 6.2577 16 16 18 COMBl -4. 7'1'·95 -25.0137 -1. 690 22.9995 6.6461 16 16 26 COMBl -3.6060 -26.6151 8.394 25.0078 4.9827 16 16 .27 COMBl -12.9963 -49.1814 1.343 44.1423 13.4237 16 16 19 COMBl -17.3823 -30.5266 -13.933 26.5216 19.5145 87 334 235 COMBl -7.2087 -12.3399 -66.946 10.7370 13.5367 87 334 234 COMBl 3.9070 -5.1632 -13.784 7.8801 -1.2726 87 334 373 COMBl 3.4171 -5.7503 -88.251 8.0244 9.0084 87 334 370 COMBl 0.9508 -0.3263 -88.662 1.1492 3.4564 88 335 236 COMBl -4.6836 -8.6587 -32.002 7.5071 8.4335 88 335 235 COMBl 1.4817 -4.9384 -18.647 5.8224 2.0185 88 335 370 COMBl 0.0488 -3.7258 -81.047 3.7505 6. 7767 88 335 358 COMBl -0.1456 -1.0279 -53.537 0.9634 3.6483 89 336 237 COMBl -2.7198 -7.4701 -11.245 6.5485 5.8082 89 336 236 COMBl -0.8703 -6.4173 -12.799 6.0295 4 .1324 89 336 358 COMBl -0.5226 -1.9694 -66.024 1. 7671 5 .1118 89 336 346 COMBl -0.7201 -1.2288 -38.315 1.0694 4.2147 302 265 238 COMBl -0.7706 -6.6187 -0.285 6.2691 4.0130 302 265 237 COMBl -2.6605 -7.2277 -2.374 6.3315 5.9917 302 265 346 COMBl -0-.6188 -1.2500 -37.620 1.0825 4.2930 302 265 334 COMBl -1.1147 -1.4492 -59.849 1.3143 4. 7228 350 309 234 COMBl -9.6030 -14.1253 -76.933 12.4938 20.1136 350 309 377 COMBl 5.3963 0.1075 78.768 5.3434 2. 8353 350 309 386 COMBl 2.2777 -4.5866 52.980 6.0557 4.2958 350 309 373 COMBl 5.4515 -0. 2711 76.562 5.5920 5.2356 362 320 377 COMBl 6.7595 0.3233 64.425 6.6038 5.1765 362 320 390 COMBl 3.3742 -2.0066 42.929 4.7098 4.0430 362 320 399 COMBl 4 .1777 -0.9030 44.260 4.6948 3.1055 SAP2000 v8.1.l 1/10/03 10:12:55 Page 3 Table: Element Stresses -Area Shells, Part 2 of 4, Cont. Area AreaElem Joint Outputcase SMaxTop SMinTop SAngleTop SVMTop SllBot Text Text Text Text Kip/in2 Kip/in2 Degrees Kip/in2 Kip/in2 362 320 386 COMBl 2.8875 -1.8379 45.479 4.1259 6.1014 374 331 390 COMBl 4.5584 -0.9909 36.765 5.1261 5.6126 374 331 403 COMBl 5.4046 -0.5102 35.071 5.6770 3.1881 374 331 412 COMBl 5.2768 -1.3427 34.370 6.0608 3.3048 374 331 399 COMBl 5.6996 -0.3571 39.070 5.8863 4. 7213 Table: Element Stresses -Area Shells, Part 3 of 4 Area AreaElem Joint outputcase S22Bot Sl2Bot SMaxBot SMinBot SAngleBot Text Text Text Text Kip/in2 Kip/in2 Kip/in2 Kip/in2 Degrees 1 1 1 COMBl 3.7397 1.9512 4.1970 -4.5856 76.810 1 1 9 COMBl 11.3224 2.0758 11. 7403 1.0119 78.617 1 1 10 COMBl 13.4359 3.3178 14.7438 5.0194 68.486 1 1 2 COMBl -1.2804 3.1932 6.5702 -2.5792 22.134 2 2 2 COMBl -1.4968 3.7777 6.3651 -3.3120 25.664 2 2 10 COMBl 13.7956 4.8443 16.4310 4.8909 61.453 2 2 11 COMBl 13.9789 5.4011 20.6644 9.6155 38.934 2 2 3 COMBl 0.2082 4.3344 13.8846 -1.1655 17.585 3 3 3 COMBl 0.4834 4.6258 14.9114 -0.9997 17.777 3 3 11 COMBl 14.1609 4.9512 20.6725 10.3961 37.248 3-3 12 COMBl 19.4986 2.7632 36.1292 19.0395 9.434 3 3 4 COMBl -0.7236 2.4378 17.8600 -1.0434 7.473 4 4 4 COMBl 0.3343 0.0623 21.0669 0.3341 0.172 4 4 12 COMBl 17.2762 0.1818 28.2651 17.2732 0.948 4 4 13 COMBl 17.8701 -0.7532 28.1427 17.8149 -4.193 4 4 5 COMBl 0.3585 -0. 8'727 20.8130 0.3212 -2.443 8 8 9 COMBl 11.0679 1.8586 11.4114 1.0100 79.530 8 8 17 COMBl 18.6732 0.7454 18.7033 0.1822 87.692 8 8 18 COMBl 24.0319 1.8832 24.2181 4.9798 84.355 8 8 10 COMBl 14.6287 2.9965 15.6323 5.6816 71.484 9 9 10 COMBl 14.9884 5.1957 17.7302 5.1424 62.180 9 9 18 COMBl 24.1485 3.5607 24.8070 4.8958 79.522 9 9 19 COMBl 41. 0302 5.2123 42.3981 21.1679 75.296 9 9 11 COMBl 12.7414 6.8474 21.3660 7.3051 38.447 10 10 11 COMBl 12.9234 4.0697 19.1825 10.2773 33 .. 032 10 10 19 COMBl 40.6424 10.3799 45.1493 16". 7361 66.530 10 10 20 COMBl 9.2513 12.1990 32.6231 2.8840 27.562 10 10 12 COMBl 20.8059 5.8887 38.0708 18.7973 18.833 11 11 12 COMBl 18.5835 4.9010 30.6456 16.5921 22 .113 11 11 20 COMBl 19.6563 3.8048 61.2869 19.3086 5.222 11 11 21 COMBl 22.1035 -7.0323 56.0395 20.6462 -11.707 11 11 13 COMBl 18.3542 -5.9361 31.0158 15.5712 -25.119 15 15 17 COMBl 17.5703 -1.5333 17.7023 -0.2505 -85.082 15 15 25 COMBl 22.1596 -4.4182 23.0319 -0.2195 -78.832 15 15 26 COMBl 28.3311 -3.6001 28.8525 3.4736 -81. 759 15 15 18 COMBl 27.6711 -0. 7153 27.6949 6.2338 -88.089 16 16 18 COMBl 27.7876 0.8311 27.8202 6.6135 87.752 16 16 26 COMBl 28.6275 -2.8156 28.9581 4.6521 -83.302 16 16 27 COMBl 50.0678 -0.3436 50.0710 13.4205 -89.463 16 16 19 COMBl 30.9595 3.3031 31.8444 18.6296 75.003 87 334 235 COMBl 27.5834 1.6187 27.7675 13.3525 83. 511 87 334 234 COMBl 24.6890 2.9269 25.0149 -1.5985 83.647 87 334 373 COMBl 16.9763 3. 7711 18.4781 7.5066 68.286 87 334 370 COMBl 18.9819 2.4629 19.3632 3.0750 81.199 88 335 236 COMBl 26.6873 0.4902 26.7005 8.4204 88.463 88 335 235 COMBl 24.1279 1.5028 24.2296 1.9168 86.129 88 335 370 COMB:!. 19.9780 2.1273 20.3123 6.4424 81.068 88 335 358 COMBl 19.6917 1.1146 19.7688 3.5712 86.045 89 336 237 COMBl 26.2672 -0.0141 26.2672 5.8082 -89.961 89 336 236 COMBl 25.3970 0.6390 25.4162 4.1133 88.280 89 336 358 COMBl 20.1308 0.9602 20.1919 5.0507 86.357 89 336 346 COMBl 20.1284 0.3071 20.1343 4.2087 88.895 302 .265 238 COMBl 25.4509 -0.6173 25.4687 3.9953 -88.352 302 265 237 COMBl 26.3223 0.1353 26.3232 5.9908 89.619 302 265 346 COMBl 20.-1519 0.1140 20.1527 4.2922 89.588 302 265 334 COMBl 20.0661 -0.6385 20.0926 4.6963 -87.621 SAP2000 v8 .1.1 1/10/03 10:12:55 Page 4 Table: Element Stresses -Area Shells, Part 3 of 4, Cont. Area AreaElem Joint OutputCase S22Bot S12Bot SMaxBot SMinBot SAngleBot Text Text Text Text Kip/in2 Kip/in2 Kip/in2 Kip/in2 Degrees 350 309 234 COMBl 31.1049 6. 7161 34.2873 16.9312 64.646 350 309 377 COMBl 5.8215 5.0627 9.6067 -0.9499 53.216 350 309 386 COMBl 10.9441 1 .. 4338 11.2402 3.9997 78.334 350 309 373 COMBl 15.8445 3.0873 16.6775 4.4026 74.900 362 320 377 COMBl 6.5239 3.1034 9.0259 2.6745 51.124 362 320 39.0 COMBl 5.6673 2.8714 7.8391 1. 8711 52.896 362 320 399 COMBl 4.5512 2.2819 6.2220 1.4347 53.789 362 320 386 COMBl 11.4858 2.5140 12.4770 5.1101 68.480 374 331 390 COMBl 6.1381 2.9572 8.84·42 2.9065 47.539 374 331 403 COMBl 0.5494 2.8939 5.0492 -1.3117 32.745 374 331 412 COMBl 1.1746 1.8055 4.3359 0.1435 29.731 374 3•31 399 COMBl 5.0360 1.8688 6.7540 3.0032 47.406 Table: Element Stresses -Area Shells, Part 4 of 4 Area AreaElem Joint OutputCase SVMBot S13Avg S23Avg SMaxAvg SAngleAvg Text Text Text Text Kip/in2 Kip/in2 Kip/in2 Kip/in2 Degrees 1 1 1 COMBl 7.6085 -2.3096 1.6761 2.8537 144.031 1 1 9 COMBl 11.2685 -1,1841 1.6761 2.0522 125.239 1 1 10 COMBl 12.9834 -1.1841 3.4595 3.6566 108.894 1 1 2 COMBl 8.1710 -2.3096 3.4595 4.1597 123. 728 2 2 2 COMBl 8.5185 -1.8524 3.6821 4.1218 116.706 2 2 10 COMBl 14.6129 -2.0558 3.6821 4.2171 119.176 2 ·2 11 COMBl 17.9102 -2.0558 3.3017 3.8894 121.909 2 2 3 COMBl 14.5025 -1. 8524 3.3017 3.7858 119.294 3 3 3 COMBl 15.4355 -0.9492 4.0446 4.1545 103.207 3 3 11 COMBl 17.9030 -4.6118 4.0446 6.1341 138.749 3 3 12 COMBl 31.3040 -4.6118 5.6808 7.3171 129.071 3 3 4 COMBl 18.4039 -0.9492 5.6808 5.7595 99.486 4 4 4 COMBl 20.9019 0.0559 4.6249 4.6253 89.308 4 4 12 COMBl 24.6790 0.0268 4.6249 4.6250 89.668 4 4 13 COMBl 24.6582 0.0268 4.7674 4.7674 89.678 4 4 5 COMBl 20.6543 0.0559 4.7674 4.7677 89.328 8 8 9 COMBl 10.9414 -1.7995 1.6367 2.4325 137.713 8 8 17 COMBl 18.6128 -1.7050 1.6367 2.3634 136.171 8 8 18 COMBl 22.1521 -1.7050 2.0862 2.6943 129.259 8 8 10 COMBl 13.7052 -1.7995 2.0862 2.7551 130.781 9 ~ 10 COMBl 15.7996 -2.4829 1.9945 3.1848 141.226 9 9 18 COMBl 22.7576 -4.7169 1.9945 5.1212 157.079 9 9 19 COMBl 36.7178 -4. 7169 6. 7767 8.2567 124.840 9 9 11 COMBl 18.8093 -2.4829 6.7767 7.2172 110.123 10 10 11 COMBl 16.6267 -3.4104 6.4934 7.3345 117.709 10 10 19 COMBl 39.5339 0.2179 6.4934 6.4970 88.078 10 10 20 COMBl 31.2809 0.2179 -3.3250 3.3321 -86.251 10 10 12 COMBl 32.9711 -3.4104 -3.3250 4.7630 -135. 726 11 11 12 COMBl 26.5702 -0.1335 2.8525 2.8557 92.679 11 11 20 COMBl 54.2729 1.3504 2.8525 3.1560 64.667 11 11 21 COMBl 49.0886 1.3504 3.5216 3.7717 69.021 11 11 13 COMBl 26.8605 -0.1335 3.5216 3.5242 92.170 15 15 17 COMBl 17.8289 -2.5053 1.0059 2.6996 158.124 15 15 25 COMBl 23.1424 -1.7467 1.0059 2.0157 150.064 15 15 26 COMBl 27.2821 -1. 7467 0.0236 1.7469 179.227 15 15 18 COMBl 25.1640 -2.5053 0.0236 2.5054 179.461 16 16 18 COMBl 25.1737 -4.2227 -0.3723 4.2391 -174.961 16 16 26 COMBl 26.9351 -3 .1159 -0.3723 3 .1381 -173.186 16 16 27 COMBl 44.8914 -3.1159 4.1948 5.2254 126.605 16 16 19 COMBl 27.7106 -4.2227 4.1948 5.9521 135.190 87 334 235 COMBl 24.0533 0.6914 0.3598 0.7794 27.489 87 334 234 COMBl 25.8513 0.6914 0.3198 0.7618 24.819 87 334 373 COMB:!, 16.0960 -0.2248 0.3198 0.3909 125.114 87 334 370 COMBl 18.0235 -0.2248 0.3598 0.4242 122.005 88 335 236 COMBl 23.6430 0.3101 0.2905 0.4249 43.130 88 335 235 COMBl 23.3304 0.3101 0.1624 0.3500 27.645 88 335 370 COMBl 17.9787 -0.1194 0.1624 0.2016 126.320 88 335 358 COMBl 18.2472 -0.1194 0.2905 0.3140 112.344 89 336 237 COMBl 23.8985 0.0849 0.2577 0 .2713 71.762 SAP2000 v8.1.1 1/10/03 10:12:55 Page 5 Table: Element Stresses -Area Shells, Part 4 of 4, Cont. Area AreaElem Joint Outputcase SVMBot Sl3Avg S23Avg SMaxAvg SAngleAvg Text Text Text Text Kip/in2 Kip/in2 Kip/in2 Kip/in2 Degrees 89 336 236 COMBl 23.6296 0.0849 0.2184 0.2343 68.756 89 336 358 COMBl 18.2000 -0.0309 0.2184 0.2206 98.046 89 336 346 COMBl 18.3947 -0.0309 0.2577 0.2595 96.832 302 265 238 COMBl 23. 7247 -0.0894 0.2226 0.2398 111.874 302 265 237 COMBl 23.8977 -0.0894 0.2579 0.2730 109.108 302 265 346 COMBl 18.3863 0.0190 0.2579 0.2586 85.780 302 265 334 COMBl 18.2046 0.0190 0.2226 0.2234 85.113 350 309 234 COMBl 29.6944 0.8415 0.7627 1.1357 42.188 350 309 377 COMBl 10.1152 0.8415 -0.1546 0.8555 -10.408 350 309 386 COMBl 9.8682 0.1062 -0.1546 0.1876 -55.495 350 309 373 COMBl 14.9699 0.1062 0.7627 0.7700 82.070 362 320 377 COMBl 8.0299 0.0210 -0.2148 0.2159 -84.411 362 320 390 COMBl 7.0912 0.0210 0.0587 0.0623 70.284 362 320 399 COMBl 5.6431 0.1048 0.0587 0.1201 29.233 362 320 386 COMBl 10.8642 0.1048 -0.2148 0.2391 -63.990 374 331 390 COMBl 7.8078 0.1057 0.0526 0 .1181 26.462 374 331 403 COMBl 5.8170 0.1057 -0.0251 0.1086 -13.374 374 331 412 COMBl 4.2660 0.0603 -0.0251 0.0654 -22.612 374 331 399 COMBl 5.8611 0.0603 0.0526 0.0800 41.087 SAP2000 v8. 1.1 1/10/03 10:04:34 Page 1 Table: Joint Reactions Joint OutputCase CaseType Ul U2 U3 Rl R2 R3 Text Text Text Kip Kip Kip Kip-in Kip-in Kip-in 36 COMBl Combination 0.000 -0.180 0.000 0.000 0.000 0.000 37 COMBl Combination 0.000 -0.146 0.000 0.000 0.000 0.000 279 COMBl Combination 0.280 0.011 0.193 0.000 0.000 0.000 280 COMBl Combination 0.266 8.205E-03 0.245 0.000 0.000 0.000 281 COMBl Combination 0.239 5.187E-03 0.299 0.000 0.000 0.000 282 COMBl Combination 0.216 3.485E-03 0.355 0.000 0.000 0.000 283 COMBl Combination 0.187 3.333E-03 0.398 0.000 0.000 0.000 284 COMBl Combination 0.162 3.805E-03 0.430 0.000 0.000 0.000 285 COMBl Combination 0.098 4.514E-03 0.432 0.000 0.000 0.000 286 COMBl combinat~on -0.011 4.744E-03 0.406 0.000 0.000 0.000 287 COMBl Combination -0.356 3.766E-03 0.318 0.000 0.000 0.000 288 COMBl Combination -0.535 3.253E-04 0.225 0.000 0.000 0.000 290 COMBl Combination 0.270 0.011 0.148 0.000 0.000 0.000 292 COMBl Combination 0.209 6.445E-03 0.102 0.000 0.000 0.000 293 COMBl Combination 0.095 5.375E-03 0.253 0.000 0.000 0.000 294 COMBl Combination 0.084 -0.015 0.090 0.000 0.000 0.000 297 COMBl Combination 0.110 0.011 0.391 0.000 0.000 0.000 300 COMBl Combination 0.099 0.016 0.494 0.000 0.000 0.000 312 COMBl Combination 0.074 0.018 0.561 0.000 0.000 0.000 324 COMBl Combination 0.045 0.018 0.597 0.000 0.000 0.000 336 COMBl Combination 0.022 0.017 0.612 0.000 0.000 0.000 348 COMBl Combination -1.163E-03 0.018 0.615 0.000 0.000 0.000 360 COMBl Combination -0.027 0.018 0.607 0.000 0.000 0.000 372 COMBl Combination -0.060 0.019 0.575 0.000 0.000 0.000 375 COMB! Combination -0.091 0.016 0.508 0.000 0.000 0.000 388 COMBl Combination -0.107 0.012 0.403 0.000 0.000 0.000 401 COMBl Combination -0.095 5.649E-03 0.259 0.000 0.000 0.000 402-COMBl Combination -0.262 8.301E-03 0.266 0.000 0.000 0.000 403 COMBl Combination -0.276 0.011 0.207 0.000 0.000 0.000 404 COMBl Combination -0.237 5.066E-03 0.329 0.000 0.000 0.000 405 COMBl Combination ..:0.220 3.305E-03 0.395 0.000 0.000 0.000 406 COMBl Combination -0 .197 3.235E-03 0.447 0.000 0.000 0.000 407 COMBl Combination -0.174 ~.766E-03 0.482 0.000 0.000 0.000 408 COMBl Combination -0.073 4.456E-03 0.457 0.000 0.000 0.000 409 COMBl Combination 0.288 4.311E-03 0.346 0.000 0.000 0.000 410 COMBl Combination 0.543 6.314£-03 0.242 0.000 0.000 0.000 412 COMBl Combination -0.268 0.011 0.155 0.000 0.000 0.000 413 COMBl Combination -0.210 6.796E-03 0.104 0.000 0.000 0.000 414 COMBl Combination -0.085 -0.015 0.092 0.000 0.000 0.000 SAP2000 v8. 1.1 1/10/03 10:16:03 Page 1 Table: Area Section Properties, Part 1 of 4 Section Material MatAngle AreaType Type Thickness BendThick Arc Text Text Degrees Text Text in in Degrees bp STEEL 0.000 Shell Shell-Thin 0 .1350 0.1350 0.1350 p STEEL 0.000 Shell Shell-Thin 0.7500 0.7500 0.7500 pl STEEL 0.000 Shell Shell-Thin 0.1350 0.1350 0.1350 Table: Area Section Properties, Part 2 of 4 Section InComp CoordSys Color TotalWt TotalMass FllMod F22Mod Text Yes/No 'Text Text Kip Kip-s2/in Unitless Unitless bp Green 1.464E-03 3.793E-06 1.000000 1.000000 p Green 2.074E-03 5.371E-06 1. 000000 1.000000 pl Green 1.378E-03 3.570E-06 1.000000 1.000000 Table: Area Section Properties, Part 3 of 4 Section F12Mod MllMod M22Mod Ml2Mod V13Mod V23Mod MMod Text Unitless Unitless Unitless Unitless Unitless Unitless Unitless bp 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 p 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 pl 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 Table: Area Section Properties, Part 4 of 4 Section WMod Text Unitless bp 1.000000 p 1.000000 pl 1.000000 Table: Material Properties 1 -General, Part 1 of 2 Material Type DesignType UnitMass UnitWeight E u A Text Text Text Kip-s2/in4 Kip/in3 Kip/in2 Unitless 1/F ALUM Isotropic Aluminum 7.3240E~07 2.8300E-04 10900.000 0.300000 6.5000E-06 CONC Isotropic Concrete 2.2483E-07 8 .. 6806E-05 3600.000 0.200000 5.5000E-06 OTHER Isotropic None 2.2464E~07 8.6800E-05 3600.000 0.200000 5.5000E-06 STEEL Isotropic Steel 7.3450E-07 2.8360E-04 29000.000 0.300000 6.5000E-06 Table: Material Properties 1 -General, Part 2 of 2 Material MDampRatio VDampMass VDampStiff HDampMass HDampStiff NumAdvance Text Unitless 1/Sec Sec 1/Sec2 Unitless Unitless ALUM 0.0000 0.0000 0.0000 0.0000 0.000000 0 CONC 0.0000 0.0000 0. 00.00 0.0000 0.000000 0 OTHER 0.0000 0.0000 0.0000 0.0000 0.000000 0 STEEL 0.0000 0.0000 0.0000 0.0000 0.000000 0 Table: Material Properties 3 -Design Steel Material Fy Fu Text Kip/in2 Kip/in2 STEEL 50.000 5·8 .000 Color Text Magenta Red Yellow Cyan SAP2000 v8.1.1 1/10/03 10:16:03 Page 2 Table": Material Properties 4 -Design Concrete Material Fe RebarFy RebarFys LtWtConc LtWtFact Text Kip/in2 Kip/in2 Kip/in2 Yes/No Unitless CONC 4.000 60-.000 40.000 No 1.000000 Table: Material Properties 5 -Design Aluminum Material AlumType Alloy Ftu Fty Fey Fsu Fsy Text Text Text Kip/in2 Kip/iri2 Kip/in2 Kip/in2 Kip/in2 ALUM Wrought 2014-T6 66.000 58.000 59.000 40.000 33.000 ' lEN,GINEtERGNG CALCUlATiON SHtE!ET P.O. Box 717, Windsor, CA 95492 • (707) 8~~-1505 • FAX# (707) 838-1970 • email: dlfeng@msn.com CUSTOMER _________________ ---'--~ SHEET NO. ~ JOB NO. \ \f::J\etZ., DATE \ \,,Z,.'};Orl, LOCATION'---'---------------'---BY y;;i,.1,;:;. CHK'D Jank Dia Tank Ht Tank Vol. Cont Wt # Legs' Base Ht EQLoad Leg Shear OTM M'lnertia EQ,Leg A EQLeg B EQ-Leg C EQ Leg D EQL,egE Leg·_Load DtEQLeg A D+EQ Leg B D+EQ Leg C D+EQ Leg C D+EQ Leg E 4.25,. 8.00 113.4 7078. 4 2.83 2024: 4.7.5 8.00 141.7 8!142 4 2.83 2529 5.25 8.00 173.1 10801 4 2.83 3089. 5.75 8.00 207,6 129,56 4 2.83 3705 6.75 8.00 286.1 17855 4 2.83 5106 7.50 8.00 353.3 22043 4 2.83 63,04 8.QO 8:oo 401.9 25080 4 2.83 7173 9.25 8.00 537.3 33530 6 2.83 9589 12.00 18.00 2034.7 126967 6 2.83 36312 11.50 18.25 1894.6 118226 10 1.5 33813 ~,t(.~U, ~u....~ X"'=::f\ =-X~..,.I\«-=-u L-~C..> (i) 'l xi ,Eq Factor 0.286 'Fc.tt.. ~ '~ ViLC>Jl,~ ~ {u\Ct\t> Jv\~ (9 -1:a t" '\6~'-'\ ew ... e.l.\l.\,,"-9e,. t-.S)~ ls hp ::: l), LIL\ l \ · ·i) l(. ..\_. wp ::-©. , ~t..¥- 3 \-"'~ o(l, ~-:r \«>,ll\.\) \\·S.)/ wp=-©-"l8<oc1 /\•L\ 506 13826 9.03 3253 1770 5023 632 17271 11.28 3636, 2210 5846 772 .21098 13.78 4019 2700 6719 926, 25309 · 16.53 4401 3239' 7641 1277 34877 22.78 5167 4464 9631 1576 43058 28.13 5741 5511 11252 1793 48990 32.00 6124 6270 12394 1598 65496 ' 64.17 4720 2358 4083 5588 10309 7946 9671 6052 429.576 108.00 23865 5966 8950 21161 45026 . ·21121 30111 3381 35.925!1 _16,5.3f 3940 7519 10323 12670 12768 11823 15763 19342 22145 24492 Note: Negative reaction is uplift ... 7883 4303 1500 -847 ~\..lOte-A~\ ?,-1.... £9\YV\=(f~ \..-\-r4 /rt.'r 8~1? UT),)( ft2., \..C)A,o l GQ. C -= (9~ ~o/-i-)o.e. t>\~TTtlL£tw><(~~) 1 \ ; ; ' ' ' • . I I i I I B I • . ! I i 4 t I ti tB __ .,___ B __..+- _.,,_,,vit' -EtJ·,.:t.k---e--~.i::~. :_"'-,··t3',:... __ _. ·E""·~1:1-· J ~--,,,~ J -~~ ID /k~ ) I I f 9 ·-·-·-1-·-·-· ___ .,,,.~---· A ...... ,. A ITTf_. ·-~ I . . j: r . -·-·-·-.-·-·-·-·-.. ...!!'.'.:!r.:L' .--;;;-:;;:-.;: 1 I . I I I I i ·-·-·,-·-·---·- ! --i · I· , 1 ! · I I ·1 1 1 ---i--"-i-----i __ _GO\ c_ -4~--~~ ~/ :7 .,,i ---I ----~-· MOW> (>{s,':.:,i.J.M.'5 \ ~ "i\J'l,t '1'1?. ~ ('!la;--~C,A,,tt.al,"Q ~ ~ S-6L. L()tti? ~ ~ $V:\il--1- ------r-l . IE 24590 , -945 \\'-'\'' > Sunday, December 01, 2002 Multiframe4D Version 8,04 Page 1 X:\DLFSTRUC\multi job files\118102\Tank Base Support 1 alt.mfd ~ 1,., ; H :!,l '-M) ( n s) ~ !<--\s,~ ------:--------:,-----''--~ -'f >S~ 1 -;_t;gff -~,~$ 1 2 0.5 6.1 6.1 ---re ~-\>'$ $1G-\~ r Au.., Q/2.(J\Jl-.k:) . ~ ( r~ p\. l.,L l.."'f"' /J -~--"--~~?t = 9 (.co.~)(.o.u.t")(~·'!:.)(.;:io):: \~} -z..1.,v Plot View -Static Case: Self+Dead Mz' (kip-ft) Steel Design Report Checking X:\DLFSTRUC\multi job files\118102\Tank Base Support 1 alt.mfd to ASD code Sunday, December 01, 2002 1:10 PM Checking design member 1 Members: 1 Gro1,1p: Custom1 Section: 2x4x.1020 D Load Case: Self+Dead F/36 ksi On gross area Ft=0.6*F y=0.6*36=21.6 ksi On net area Ft=0.5*F u=0.5*58=29 ksi ~It =3.8/0.1 =30 s 380/-1/(F y)=380/°"(36)=63.3 F v=0.4*F y:=0.4*36=14.4 ksi Cc=:-./(2*n2*EIF y)=°"(2*'lt2*29001/36)=126.1 Kl/r=max(f<x*llrx,l<y*lfry)=max(1 *46/1.4, 1 *46/0.8)=55.4 FS=5/3+3*(KUr)/(8*Cc)-(KUr)3/(8*Cc3)=5/3+3*55.4/(8*126.1 )-55.43/(8*126.1 3)=1.8 F a=(1-(KUr)2/(2*Cc2))*F /FS=(1-55.42/(2*126.1 2))*36/1.8=17 .9 ksi Major Axis: Fb;::0.66*Fy=0.66*36=23.8 ksi Minor Axis: Fb=0.66*F y:;:0.66*36=23.8 ksi Design M~mber 1, Self+Dead, Major bending Tensile Bending Stress:. fb s Fb, '19.5 s 23.8 OK 18% under Compres~ive Bending Stress: fb !? Fb, 19.5 s 23.8 OK 18% under Design Member 1, Self+Dead,. Major shear fv S F v• 2.6 S 14.4 OK 82% 1:mder Design Member 1, Self+Dead, Major deflection o::::; U300, O::::; 46/300=0.2·in OK 68% under Design Member 1, Self+Dead, Tension On gross area ft::::; Ft, 0 =,; 21.6 OK 100% under On net area ft::::; Ft, 0 ~ 29 OK 100% under Design Member 1, Self+Dead, Slenderness f<x*I.Jr~=1 *46/1.4=32.2 ~ 200 OK 84% under Ky*Ly'r/1*46/0.8=55.4::::; 200 OK 72% under Design ·Member 1, Self+Dead, Compression fas Fa, 0 s 17.9 OK 100% under Design Member 1, Self+Dead, Bending & tension fJFt+fb,IFbx +fby/Fby=0/29+19.5/23.8+0/23.8=0.8::::; 1 OK 18% under Design Member 1, Self+Dead, Bending & compression fJFa=0/17.9=0::::; 0.15 :. fiF8+fb,IFbx+fb/Fby=0/17.9+19.5/23.8+0/23.8=0.8:,; 1 OK 18% under End of check of X:\DLFSTRUC\multi job files\118102\Tank Base Support 1 alt.mfd to ASD £Qg! 4 Sunday, December 01, 2002 ~ Multiframe4D Version 8.04 Plot View -Siatic Case: Self+Dead Mz' (kip-ft) Page 1 X:\DLFSTRUC\multi job files\118102\Tank Base Beam 1.mfd 1, Steel Design -Report Checking X;\DLFSTRUC\multi job files\118102\Tank•Base Beam 1.mfd to ASD code Checking design member 2 Members: 2 Group: Custom1 Section: 3x6x.120 D Load Case: Self+Dead Fy=36 ksi Sunday, December 01, 2002 1:33 PM · On gross area Ft=0.6•F y=0.6•36=21.6 ksi On net area Ft=0.5•Fu=0.5•58=29 ksi h/t =5.8/0.1 =48 s 380/.,,/(F y)=380lv(36)=63.3' F v;::0.4•F y=0.4•36=14.4 ksi Cc=.,,/(2•-it2•E/F y)=.,,/(2•-it2•29001/36)=126.1 Kl/r=inax(f<x*lfrx,Ky*lfry)=inax(1 •46/2.2, 1 •46/1.3)=36.2 FS=5/3+3•(KUr)/(8•Cc)-(KUr)3/(8•Cc3)=5/3+3•36.2/(8•126.1)-36.23/(8•126.1 3)=1.8 F 3=(1-(KUr)2/(2•Cc2))•F /FS=(1-36.22/(2•126.1 2))•36/1.8=19.5 ksi Major Axis: Fb=0.66•F y=0.66•36=23.8 ksi Minor Axis: Fb=0.66•F y=0.66•36=23.8 ksi Design Member 2, Self+Dead, Major bending Tensile Bending Stress: fb s Fb, 23.2 s 23.8 OK 3% under Compr~ssive Bending Stress: fb s Fb, 23.2 s 23.8 OK 3% under Oesign Member 2, Self+Dead; Major shear fv S F v• 4.4 S 14.4 OK 69% under Design Member 2, Self+Dead, Major deflection 6 s:u300, o s 46/300=0.2 in OK 88% under Design Member 2, Self+Dead, Tension On gross area ft s Ft, Os 21.6 OK 100% under On net area ft s Ft, 0 s 29 OK 100% under Design Member 2,, Self+Dead, Slenderness f<x•LJrx=1 •46/2.2=21.2 s 200 OK 89% under Ky•LJry=1 •46/1.3=36.2 s 200 OK 82% under Design Member 2, Self+Dead, Compression f3 SF 3, Q s 19.5 OK 100% under Design Member 2, Self+Dead, B~nding & tension fJFt+fb,IFbx +fby/Fby=0/29+23.2/23.8+0/23.8=1 :,; 1 OK 3% under Design Member 2, Self+Dead, Bending & compression fjF3=0/19.5=0 s 0.15 :. "I ' - fa1F a +fb,/Fbx +fb/Fby=0/19.5+23.2/23.8+0/23.8=1 s; 1 OK 3% under · End of check of X:\DLFSTRUC\multi job files\118102\Tank Base Beam 1.mfd to ASD code Column s·ase Plate X · 6 in :· · .. s::· ·r-1 \.0 Plain Base Plate Connection Base Plate Thicknes$ Base Plate Fy Bearing Surface Fp Anchor Bolt Diameter Anchor Bolt Material Anchor Bolt Fu Column Shape Desi'gn Code Anchor Bolts : .5 in : 36. ksi : t.75 ksi : .5 in :A307 : 58. ksi : HSS3X3X2 : AISC ASD 9th Bearing Pressure Maximum Bearing 1.092 ksi Max/Allowable Ratio .624 USC (12-12) Base Plate Stress (ASIF = 1.000) 11.092 (ksi) 0. Maximum Stress 3.01 ksi Max/Allowable Ratio .111 use (12-12) /---........:..,, )' •.. >j •." l .. \ \ . ..___ __ _,,. 13.01 (ksi) .105 (ASIF = 1.000) · Bolt . X (in) Z (in) Tens.(k) Vx (k) Vz (k) Ft (ksi) . Fv (ksi) Unity Combination Loads DL p (k) .17. Vx k) Vz k) Mx (k-ft) Mz (k-.ft) Reverse No ENGi.NEERiNG CALCULATION SHEET P.O. Box 717, Windsor, CA95492 • (707) 838-1505 • FAX# (707) 838-1970 • email: dlfeng@msn.com SHEETNO. ______ °\..;....fai __ CUSTOMER ___ --'-____ _..;._ _____ -'-__ _ JOB NO. _______ _ DATE ________ _ LOCATION ___ --'-----------------------BY ______ CHK'D _____ _ :P()ols,~ . .~ -·,· ' \ ' • !_ --~ CONSULTING STRUCTURAL I:.N<.i!NEERS 3430 Irvine Avenue . D Newport Beach, California ·92660 (949) 263-1308 FAX (949) 263-1310 STRUCTURAL CALCULATIONS Bio-Hydration Research Carlsbad, California January 2003 KLT#03002 L- L PROJECT SUBJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beacn, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 01 0 -f1j t212.k[tDN 5fEA~A:P:-.CH. DATE------,--SHEET I OF __ ;frm12 ft-!J,,Llo;J 1N ~(;{ L, $tit<-CALC. BY JOB [) :3 r:17;-1.----- kt>1Y6 qt ll:oJJ :i11tL1L, 7*tV'l<- 74iK_ £tf.!t1711' NT =-~ c?cm .tt C if:. I I). / rut(.. /,J~R..A-/41.... ~'f-::: -3Cf, 17 b /17 = 14,, / D 1-/f ;::o ,._5 Y= d \ 7 C0-i-uJ-p / (! C\. = o, 4 L/-·) .l. :::. I ( A&) C ,) _j_ Ji%, 7,$~ -=-!), 7 () IT''f I) (; t tf 111/t? \~j l'f 2 i5 y 11) IJ:-I 2 -::::. t) I 7 / ~:? : V-::. b, ffe/ (-3f;) a=. I;;, K --r:::-,1 I , I I 1 ..r.· ..,. It:?'-/)X / IJ< /2 11/,k: , -r:;, ~ f M ~/; 4· 9 I IK /// .. ·::. ,.,....-(-~+1)-= (tJ 9.1~ ( e.=~=r?,f ~o L KLT CONSULTING STRUCTURAL ENGINEERS ,3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263·1308 Fax: (949) 263·1310 OF __ SUBJECT PROJECT ' ~ I i9 / KJ'.l21?,A:: 1 I O ,.J ' DATE -'------SHEET Z, \?.-> f(2(2(:fr\>//J6r <14AJ/,Z, CALC.BY ____ JOB ____ _ ,, 0 L· -f PROJECT SUBJECT KLT V CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (949) 263-1308 Fax: (949) 263-1310 1 S,( 0 ,/' :If-I 1212411 (? ,v DATE ----SHEET _L OF -- :::2::0 (l.. . / fktl/t__ . CALC. BY ____ JOB ____ _