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HomeMy WebLinkAboutTHE ESTATES; PLAN 1; CB982122; PermitCity of .Carlsbad .1635 Faraday Av Car1sbad, CA. ~2008 i03-1(]1:1-20l. 7 Buil.ding Permit Fermi t No:CB9'82122 Building Inspec'C;i,on Reques~ Line {7'60) 602-2725 J'ob A,dciress : Perm:i t T1,pe: Parcel :mo: •lal.uat.ion: Oc,cGr,oup:: Sub Type: I.,ot; f:: $0,,00 Const Typ,e: VII Refere;nce f~ CB981296 Pxojec:t Titl:e:: Attfill PLAN 1-VII,LAGE H-'CAIUI.I.O l'!IOO'.' BUILT AS MODEL Appli,cant: 'TOLL limOTHERS: nt,c 21.00 W ,om,,1r,fiEIYGOiCI ,STE 18 G >ORAI.-liGE CA 92868 'i'U 935-(),7[10 To"tal ~ees: $0.llJO Inspector: _____ _ Oti.mer.: FINALAPPROVAL, Date:, _____ ..,,_. __ __ Status: Applied: En'te:retl By:: .Apprl] ssuetl:: Inspect 1a'ea: ISSUED. CVi' lO ';1/1.998 :RMA 05/21./1999 61" q;-0 \ ~ Bal.ance Dllle: Clearance: ...,,..----- INIDTdCE: IFlleiE!! ilab!INIDTdC'.Elll!!ii: iJ)pa•alof}10WiJJ'O)c!Tir.:IIICES llhe 'Jin,P!S1fiorf of&, d!!lil:ilbns; :MHl\•illit'flS,, Otdh!t.emiias il:Eieai'lereoletiln.l!!ly rrserremk>as ·~ll!i3ltbrs." Y0111'.ha.'1!9lld~s a ilhediletfu p!!fflli wa;iissllll!dllo:prolest impismonm~e:fees,~:m. ilfyo111pdesttb!m, }'lX.11!!11.&'t 5:ilo-ii lll!!eJPl!)'!SiJl!OllemllflliS Sit m!!h in Gl:\'l!mriiCD~ Se::fioo ~~. Jil',)Cfile llhe:prdes'!am il'lf o1tetJtezpited 'r.lt.l1m,;tbm 'lilll!lhe Ot.y M ,?111.gl!l'fot [l."(0:1!5:iir:girn a:xior.iln:e ri!hCai!shmi!.l~ipa1CroeSK:l:brn3.32!JOO. falLn!:lr, ilimi!b'fo'krn Jft&t~williir<aJ'!' s~~l zl:bnto al.ti:'!; 1'8.Ul!f,~ sa i!&imt; \'Dll; a,ar:r.ilillhl!itiimµ:&li:m Y®are:1:letebyflllRTli!ERlNOl11FJEDlfhil;ytUt:iigrttoprdsitb!s,r,eci!isiifee!ilexacl:brs DOES NOTAPfll.Y:iDwiljer:ar:d~r~"fkrlfeesamci:!JECfiy cl'Bl'ElfS, mrl!iarrir.g :w:rir:g, gn!dr;i otclh!!r-slmiaupJiK:ilbnp~ asel\"i::e !!Hs in cxn~ wl!h lffis JlltjB:t: lNOROOiES rr :AP:Pl Y io i!lf\¥ ;f;;,15~br:s d'l'hi~'l:mtu m-e~~::usll' :b!!l!l'l ci.•en aNOTIC:Esim'iarlk:i !!tis aa;ilowli::1'1 h! strhded'imiilii:brs m-~li&W oiherwse .. mred. r YJILCidLt f!ck H-Cfs 9f'I~11 PERMIT APPLICATION . Address City FOR OFFICE USE ONLY . '1 t1 PLAN.CHECK NO. C/3 Cf?l-J rf._d- EST. VAL. ----------,,--- Plan Ck. Deposit ------.-r--- Validated By-:::=oir-.r=---+-~~"'ft-...::::.- Date __ ,.,...___,,__,___,__-...;_1------ S.tate/Zip Telephone# ~-:cQ~tRACTP,Rt~:cQ,1Y1eJ!N)::tiAM£,: ~~2::~-:: ~~¾lw.::~~~ ;,;:~~:;:~~z:~~:,,~-;:~~;"~-,:::~?->-·~:-~'.~'>\-~--~:~~~~~?;,:-~ ,; 'w1~~::Yi~::,~~~{f;:,~~JJY~~:t~ (Sec. 7031.5 Business and Professions Code: ~ny City or County which requires a permit to construct, alter, improve, de.molfsh or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed ·pur~uant to tile 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, arid the .basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hµndred.dolJars [$5001). Name~/lt'Jr«/nC · State License # ~./:3~t/3 AddressJ}JtW ~M"{lfye-fJci. License Class ~ , ·~ City (J}rh"_'f'? . Stat~JJ-}J,fJfr Teiephone # J1/¥f3~P7oO City Business License # ~O tJ ,. 1£/ . '-. 66 Designer Name Address· City State/Zip Telephone State License # ;§f ·~WQRK!:RS' Ql:>Ji'!l?!:t{SAJl_()_l~b~,.;.,;,,~.:; ::::..>:.:.;..,.s.:.: , .:J, -···w ~ .•• · c -~~::::;:~~--,;.:;,;;. ,-; .. ;·, "'. -,',-,,;.:,.;..;s2;~.:;:.f2fi¼;i:; ,::::.)::~3{:2,; :d1:.:i.:/b:~::i:j]il~i,::.in Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following·declarations·: D I have and will maintain a certificate.of consent to,self-insure for workers' compensation as provided by Section 3700 of.the Labor Code, for the performance of the work for which this permit is issued. ~ave and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the pf!rformance of the work for which this permit is issued. My worker's compensatio~ insurance carrier ~nd-policy number are: . _ •. // ~ L::1 Insurance Company :4-Coll!:? t2 ' Policy No. P(C t1I £,/IP-OS: Expiration Date~~~Zl"--'~-'-,/_ ?7_ 44'"_ (THIS SECTION-NEED NOT BE COMPLETED-IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit i.s issued, I shall not employ any persori in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation· coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,0 01, i dditio o the cost o pensa · ,;r .. ··:.oi__..-,provided for in Sectio11 3706 of the L/4 code, interest and.attorney's fees . . ~,:~~~;:fF!R!l!LJltPl;PL1\Rh~;;~~ ::i;_)?,,~;;,::~-:::2;::;::1.:__;~,.'~-' ~T,1,.;.;..l~:L,::::_j::,1~';c,,;.:.'.'.'Z.L:.,,·~::~~-:2~,~1r£~$:!l?~~t~::w.:::d:2 I hereby affirm that I am exempt from the Contractor's License Law·for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the ·work and the structure· is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license. Law does not apply to an owner of property who. builds or improves thereon, and who does such work him~-elf or through his owh employees, provided that such improvements are not intended or offered for sale. If, however, the building. or improvement is ~old within one year of completion, the owner-builder will have the burden of proving that he did not build or improve foe the purpose of sa]e). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ,Contractor's License Law .does not apply to an· owner of property who builds or improves thereon, and contracts for such projects with cohtractor(s) licensed pursuant to the Contractor's License Law). · D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement •. O YES 0N6 2. I (have / have not) signed an application for ·a building permit for the proposed work. 3. I have contracted with the following person. (firm) to provide the proposed construction (include name / .address / phone num·ber / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number):·-------~~------------------------------------- 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address / phone· number/ type of work):·------------~----~------------------,--,--------------------- PROPERTY OWNER SIGNATURE _______ ~--------------DATE Lq~4~1;:1;1.~i:i'll~'~~QDQN;;toJ(Uqiv~1.qgfvt;~i::~pJJ,01N~i®:ti'Z:::.::::"·:~:"~y. ;,:·.ir:::7·2:rz:::.t;.;~:~D r~.:.£J;J13s::;~,Z:J;:R~::T~:iEi:JI,%T:!'i1'i'I Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention · · program.under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Sul;>stance Account Act? 0 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 O NO Is the facility to be con·structed within 1,000 feet of the·outer boundary of a school site 7 0 YES· [j NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT EIE ISSUED UNLESS THE APPUCANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. . )~,_,.i :gf).J!l?iiw_cr1.Qt:t~~P1Nu§~NJ::v;z::?--: , :. ·;. · · .::i. "'~~~~:w.:.,.,...:....:...:_:i . : ::.T~~ M...:'2i.:.. ~ ::.:.,5 ~~.~~:til1t:if.~,:.::·~;;;~x,i~~ili:i'?::C 2.;f,:a I hereby affirm that there is .a constr\Jction-lending agency for the performance of the work for which this permit is is~ued (Sec. 3097(i) Civil Code). LENDER'S NAME µI/ , . , LENDER'S ADDRESS , . . , .· , ~--~-:~··,Al.?,elit~AN:Jt~~~llTJA6AATi,Q,l~f:~:;:.S,£~E~~~~~~;~~~>,,\~,;i'~Z~~Jt_;A~,,:..~ .. ,.,:..:~v..,:,~.i:-~~~-~~;~---f/ ,-,.~-..:::;:.~i2it.S:::::)f2I:It~.;1:R~r~~J I certify that I have read the application and ,state that the abo11e information ·is correct and tliat 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 representatfves of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3·stories in hei_ght. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 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 w~}is c ence for a period O days · n 106.4.4 Uniform Build!ng Code). / :t APPLICANT'S SIGNATURE · ~:¼ -....... ,~= DATE 7L£/!f fl. PINK: Frriahce c::rf::_" Rfir .~ (, .:JUULIIW·l;;~L .I..l.l~pt:::~LIUI.1 il.H.U ..a.c~L.l.11.~,···'--· ~'(tJ)~{!,?. lof!b.~J 10826 South _Norwalk Blvd., Santa Fe Springs, CA 90670n / tA f 'f ,., _____ ~. · (562) 941'-2990 • (714) 526-8441 • Fax (562) 946-0026 \l vf\ \ .. r.::-:-:-=:--:--:--:-:----;-=---'-------, REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED TYPE OF SAMPLE D Reinforced Concrete [;!a Post Tensioned Concrete q Reinforced Masonry D Structural Steel Assembly· D Fire Proofing D Asphalt · Subc9ntract9r TESTS PERFORMED D Quality Control D Other SLUMP QUANTITY IN SET · ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPL:ES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. SPECIALTY INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIALPLAC:ED OR'WORK PERFORMED,NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H:T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF'COMP.~IANCE NO. AGENCY CONTINUED ON NEXT PAGE 0 -, ' . PAGE I OF I TIIVIE IN TiME OUT REG. HOURS 0.T. HOURS CYLINDERS ,21_. b . './ ~ ,l - All inspections based on a minimum of 4 hours and over 4 hours - 8 hour minimum. In addition, any inspection extending past noon hour will be an 8 hour minimum. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY ·' .,. Southwest Inspection and Testing, Inc. 10826 ·south Norwalk Blvd., Santa Fe Spring~, -CA 90670 . (562) 941'-2990· • (714) 526-8441' • Fax (5'62) 946-0026 REGISTERED INSPECTORS'-$ DAILY .REPORT I sWiT Joo No. .0...97 I Dater:, ,J -97' TYPE OF D Reinforced Concr~te D Structural steel· Assembly D Quality Control INSPECTION ~ PostTension'ed Concrete · D Fire -Proofing li!!>Other REQUIRED Reinforced Masonry .. D .Asphalt ,Sr/!. c:S' s //V (:, . - -- Job Address /J. . ,__ f AL v M -"'"/4 j1I 12..l'f/t'L/ /2.P. , rt hL/'UJS,' 6 City {1,4/L.L.S. /JAD Job Name · · 771£' £S77Jre:.s <!' ,t_~,JC./,H;_ ~-4-A.A ... /4.L o Permit No. S'.lf./3. /.!_ . . , Issued ~ .· . ·;;--_r-L{l•J . r,--y Type of Structure S;N.6 L6 /=A-rt 11...Y Archlt$ct Material Description (type, grade. source) :Engineer . .. · .. .. . . . · . S'/J£c'IA-L--rY .. rT.6.1$-L- /J rJ: (! ,11.r? Llf:..F A-ST'7 A-• 'I I tf.:i. 7cJ K 7..c r/l..;AI .-v2J. . contractor . 7:ZJLf.,_ 1.JA_.o...f',; lnspector(s) Name (!L't'l),6 LAc..c:J-1.c /l. Subcontractor ..('~ .,, CI ,4 -:-y . . ' I!::', .t..,:1 J 7L;.6L . TESTS PE~FQRMED . . TYPE OF SAMPLE SLl:JMP QUANTITY IN SET ADDITIOI\JAL REM,ARl<:S ON SAMPLES .. ~ ---. .. . . .. .. INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK -REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION'ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK,PERFORMED, NUMBER, TYPE & !DENT: NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADEH.T,:~OLTS TORQl.)ED) CHECKED, ETC. -· -r-,.u r /-' ~c --rL .n .'1}M: -~~SS/A.1(; a,. / P' .r r ~A/71 d ,J_ ci'K<1i-c.S' Hl/f-Ln-r's fl /3 _/J_ r/l."1-e.--r""-C7 q 7 t!J I /JI/· 'I / . , . ALL 773',vt)o ;-;S p f_o /v' ~ A --;-}:;rZ) . /A/ kC!dd,1(,../J ?<-.//7/7 /)_7: ~LA-MS"{/" 5°'/Jl34~/G4-T/o/JS' ,4-7&-8."JV,v£ ;)3 ;99y_/2}.1~-../9,~8' _ $ 77?.:GrJ' 6.{j 77J ~A~ /b',2~ U//'1J,//.c/ j_/H/7'3:, -IC tJM /'A-ff /J, L f. . . ... ... .. /'-It) .Jt).tJ /J ,12 c) 11 ~,., .J' / . ' . -· .. .. ~4-vt;.E-~ S-l --· · & /... 1 /J,,t.:d-~ n · J;,2 . .,_ 9 ~ '1 ti' -. . """ .. . ' 01.,-.// ' . I EIV1t ;;r# CA 9 9: Ot/ & ¥. :J. /)1...,t ,,.J_ -.. .. l I /3 ' 04?73 I ;1 L;,-,J -. . .. .. •I /J. ~ 1/ Cf,J '-I .IL11 ,J CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE :D PAGE OF I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF'MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO GOMPLYWITH TH~ AP.PRO.VEDPLANS, . TIM~ !N · TIME OI.J'T · · REG·. HOURS O.T. HOURS CYLINDERS SPEC<K:AT~NS,AN~Na~UltolNGlAWS, / SIGNATURE OF REGISTERED INSPECTOR f'. J, /~llC&,#:f~ ~ p;.~"' SPECIAL TY NO. AGENCY · WHITE -OFFICE COPY, CANARY -ACCOUNTING CQPY, PINK -INSPECTOR'S COPY, GOLDENROD -JOB SITE COPY STR'ESSING RECORD -DATE -C/ ~.J ~ 7 ? _ _ JOB NO. 5;;;-9 7 .-pOUTHWES?-' INSPECTION & TESTING© _ - 1082_6,_ South i:rorwalk Boulevard~-_ -_ · (5·62) 941-299-0 • (71-4) 526-8441 Santa Fe Spr1.ngs, _ CA . 9067'0 . _ / · ';L'elefax (562} 946-0Q_26 77ft. t:J·r,t?;i:-S t2 - JOB NAME /L/v(;./.f. (,11-,,t.A-1L-Lo C -Y ()A ILLS lj4 7) TRACT NO·--~-- CONTRACTOR ']7JLL (/A-CJ 5 /J-~· r·,,. ENGINEER...,,~c'/,1LT Y <::reel-S'IN:GLE FAMitYX MULTI FAMILY_ DECK . -~ LOT NO • _ _,__/ ____ )_ PLAN TYPE ·-1 /?, . PERMIT NO·-,---~-~--GAUGE NO.si_ _, -' ·- MARK/ GAUGE ELONG. CHECK· ~IFT · MARJ</ GAUGE ELONG. CHECK. LIFT COLOR READING I OFF -COLOR 'R~ADING OFF ACT. CALC ACT. CALC 1IAJ µ"VO 51/p -· ·12,e!J ! 1/l/ r,Y., /);JI{ . 18 p!t_· S. ::r-o -'7 •, <1l( 2 {JlvU 6 _r1,f, 19 /I I .-J'I. r:~r --... Y .. 3 r;~,,.-J /3 ulr ,, -20tJ/4tV I '.:J '12--t?:;!'r' &M/rr -S"'t (.,,_ ' .. 4 {1 h 6Yr 21 /2:t;,,) e [I/,' s 11-r . :#C---. s 1/1...v t1r/ _J?~ 22: ·t r -r;l/1 s'/y Pl--'/( . -.. - (J.£/J ;i(. ;i/r, -~ 1I ).1/l/ 6 23 J.., st 6/i-Y J" t --.. ' ,GerJ 6 --(;;£JV 24 It -)~ 1/i s~ 5-'t 8 /l/;I) 5 y~-_·. '(~(,,, J .. -2f1Lel> -p/c;_, f r/8' s-'ic. g W{f-1 · 31/1,,' .. (-'Iv 3·1/2-26 "l ¾. /JH( ,, J1 10 I' ;1/2-31/t_ 27 '1 ~'ly_ s'(y ' ~L-.J?7f y)1r. .. _·sy7' ,· 11 28-' f 1frt ' '1 ' . :· ·..=/:-: -- l· ·3 7/f ·-:]~ 5t(c; ·, 12 29 ff srv. , . .. '·( 13 /l.-'!}.D .. 5111 Sly _, s---1/y -~¼' 30 1 /,./ c.. ·- 14 "I fl/a. sh 31 1 §1fc ' g -)fy ' -,,, 15 ~1/'( s--.f y'_ . 32 'f ' ¾ -1 IJ s ... ~ . '. 33 l}l.. U 1>/4 /Jtd e, <1 1 -16 s-'I -_V .. SIL -t I, s1'>" // . /)// /:,~' _17 s-r,.. 34 .. ~ -- INSPECTOR ___,.. __ C_/.._'f._O""-£:;_~----l. __ A_C ___ ll_t-_. ll _______ ,-'-______ LICENSE NO. >0 7 acr.HA STRESSING BY --'-'>°A='"=~:.ufll=t::.i:"r'-1-1-----S"J~~~t=-t __ a:NGINEER CONTACTED YES_ NO* OK TO CUT TENDONS __________ _ r;-; fl. 11:-;, 1Zt 11 i-(7) , v-t '!-r ff Jv,vf J J · 't t STRESSING RECORD DATE y_. ) , t i . ·-. . -JOB NO. ?(J-1 / __._<c.__-'--,--'----'---fOUTHWEST INSPECTION & TESTING© · ·1oa2~. Sou.ch Norwalk Bouleva:t;'c;i /~ Santa Fe Springs, CA 9067·0 (__d;_/ (562} 941-2~90 • (714) 526-8441 t Telefax (562) 946-0026 -nrc. £JT,?I. -;r-. s-(! JOB NAME 11.,,,,,-..,e_tr ,., <:A-,<ULtt..c. o . CITY __ ----'--(J_;1:....,·_:.;,;_ec_.s_.t1_~..,...~-----~--,--TRACT NO.--'-___ _ CONTRACTOR. ___ 7_d_L_L __ d_A..._~_,s_._~-'--~ $INGLE FAMILYl MULTI FAMILY_. DECK_ LOT NO.~'~-1~-, PLAN TYPE._~-~;_·fl..._-=--.. PERMIT NO. ___ -'--'-------GAUGE No.s2.._ - MARK/ GAUGE ELONG·. CHECK. LIFT I. MARK/ GAUGE ELONG. CHECK LIFT COLOR READING OFF COLOR READING I OFF ACT. CALG ACT. CALC .. 1 ljf-.cJ 55'10 16fr· j},i 18 . ' SIL .. 2 I 1(/17 ;:,Jr . 19 t, .. . 3 I /r/1,,,: /?~ 20 . ~ ,. - 4 IJJ__<.J I 11lv 1,11 · 21 ' ',/ (..... 5 tr /3/f, /Yi. 22. --!~ .. -- 6 y I )1/ ., 23. I ., , !~Ir 7 /JJ.__. cJ ;7v· 24 ~r .·. .. 8 l( ) 3/1 l?h · 25 .. .. . . 9 '1 /(// J7k 26 ,. :; ' 10 'f. /~ ' 27· :·)· 11~ ½' .. ' : ~{~~ ~- 2:e-~ .; r;:_. ~\~ (lA,.,.J -~ .. .. 12 29 . -·# ' ·::::.,, ... 13 30 , .. 14 3:1. . , ... .., 15 . ' 32 .. 16 33 -. . 17 34 -. . .. ... INSPECTOR _____ (J._{_y_o_~~c-L_A_-.e~;,-~_~_A._-_· ---,-~-:-'--,---~ STRESSING BY __ ___.2~P~11('.;.;...;...~>~:r~t:;..:__. ___ _ LICENSE NO. @7 cc~,.,, · llli'GINEER CONTACTED YES ___ NO-XL_ OK TO CUT TE;NDQNS ------------ : .. ·-..· STRESSING RECORD DATE .:_Lf · 6 <_ 7' L . JOB NO-. ~;;;-~;, 7 ~OUTHWEST INSPECTION & TESTING© . . . · . 10826 South Norwalk Bouleva+d. g·· _ · (562) 941-2990 • (714) 526-8441 Santa'Fe Springs, CA 90670 /: . I. "relefax (562) 946-0026 17te /.35 ;-R ~J e. ' /} - JOB NAME /UrAi'C-W G,-;t/l.l l.rl-0 ·. CITY -LA ILLS tJ // D -_ TRAC'r NO. --'----- CONTRACTOR ___ "l'?,~0_£_,L_~_u_~-~=.f-'lL. __ ,--'-SUBCQ?f.rRAGTOR ) flt,-(! I /J L -ry S' 7:c:6 L. ENGINEER 5f.Jicl /lLrr ,;·'773-13~_ S;I:NGLE; FAMILY, v MULTI FAMILY_ DECK __ / -· ~ LOT NO. /) PLAN TYPE.__;;]_. ___ PERMIT ·No··-~---'-,-,~--'--~;:;;;:· io~ .0 MARK/ GAUGE ELONG. CHECK· LIFT . MARK/ GAUGE ELQNG. CHECK LIFT COLOR READING ACT. I OFF COI,,OR · 11EADIN~ OFF CALC ACT. CALC - illc?> flv<,<.,/J «.roo 1'/1 /1/r 18#() Jt2'a I /~ -.. S/L ... 2 0/Z,,,,v u/tr,? } ,:;/c-r cJ-'/2- 19tf/l_/V,. ,~c. . ;J , / ,__, c>l/2- 3 4 ;3/r rJrf~ : 20 (/ifl;-J ·r3t c!)(r ·I ---, < 4 )>II Jtf2.. 21' I/ ' .Pl// ~f, vJ , -" ;i7/27 5 ., :;?!y d.'/1.,., ' 2-t'JLI<. if"7g -' -. 6 c;_,t,.; rJ/i c:?-¥¥' 2·3tV#r 33/y 3J~ ' ~/1.,,y .a0. ,CAN !)-, o2 V ~ . 24 (~ _;J/y 33/4--'(i?L.- 6-,u; '{ t/~ I 25 ( 3J// J~ ctlf L-/J.-vk .'/J <f3//' .. . _ 12t3-J) ~ 'e..· 9 I,( c.if(2-26 ;'I/ I 'Ir . . -· 10 1 Cf3/y 'f If L 2#l) l(?f/. c,7/., . ._: .. ti. tJ.3/y · .28R.b.J -.,-... :( 11 1 rl/2-'.t,1£.k )~ J . { 't~) 29/UftJ. -v7/r . ,' 12 !/ l/1/L. Y~-~ ;:;{:. '-I ,i-- ,s' ., ' :;:~1 . . . . ~ .. -. 13/l.EP l/1f -.rfr -~ 30 It slr '(~ '-fb(,, , . --. ... 14 c, s1iP• s½ 3.1 )r v~ 0 ' ---' . ,,: -... 15 ., _,Y/· ½ s-y_ . ~- )/ ,,,.,.- 3.~4Lt< .> 16/JL/{ 3' JI& 33jl~8. f1/y J----'. /Ji/;t./) ., -' . . " r (1..i!:.I} 1 1/i · ,•-' 11 Sil-" /lfy 34 l/ l(71? ) INSPECTOR (!l..,'f!JE 'LAC,fl//l LICENSE NO. fo 7 tk-cd--Z --------~'------=-c.'--'----,----,-----'-,----,-- S 'l'RE S SJ: NG BY _ ___..J_._/J---"~=·.i..:lA~L=--.'-7 .,_,t ___ . c.;,.$'1!~~=,; 6'.:::..1i-=:::__ e:NGJ:NEER CONTACTED YES_ ~0..25,_ OK TO CUT T.ENDONS __________ _ STRESSING RECORD DATE ,oUTHWES~ INSPECTION & TESTING© 10826 South Norwalk Boulevard Santa Fe Springs, CA 90670 Gv-- 1 ~ £-S~s-· (£.. (562) 941,-2990 • (714) 526-8441 Tele-f.ax -(562) 946-0026 JOB NAME JZA-uClio {!A-/1.../l.l LL o CIT . (_7 ,4;1..L~ ,tJ .4,!) _ -TRACT· NO. _____ _ CONTRACTOR J?)l-L ./.J/1.£-S ENGINEER 9t£-~ 1 AL r Y S'Tc-6 L _ SINGLE FANILY~ MULTI FAMILY __ DECK __ /)/ LOT NO.---~--.. -PLAN TYPE--,---,,,..,--'--.PERMIT NO._~------GAUGE NO._Q_ MARK/ GAUGE ELONG. CHECK LIFT MARK/ GAUGE COLOR READING ACT. I CALC-OFF COLOR RE@I~G 1 /lj ~ xruv / .,-18 Cr) 5 j .. if;y ·. ' .. .. 2µt> /1/y_ 19 /Jr/I< 7/Jl .. 3 MP ~ 20 /:,,,IJ_,,J 4 C, 7// 7fr' 2i ' 5 22 .. .. 6 _23 1 ,24 .. 8 25 . ·-· 9 26 10 2.1 , -.. 11 28 . 12 29 < 13 30 ... 14 3.1 .. .. 15 ~2 .. 16 33 17 34 INSPECTOR -----=~{!:;_;_/~V.~o~~=-~L_/4~_ ~c~11~6_A.._..:....~,------------ sTREssING BY --~-~-~-~-~_rL_. __ ,-------,---'- E:NGINEER CONTACTED YES __ NO~ OK TO CUT TENDONS ELONG. CHECK LIFT ACT. I OFF CALC . .. :.:~~ 1~::· . ~;~f . :\1;· ;_f~ . ~ ¢ I :· . STRESSING RECORD ,;SOUTHWES_'.l' INSPECTION & TESTING© 10826 South Norwalk Boulevard . . . Santa Fe Springs, CA 90670 DATE - (562) 941~2~go • {714). 526-B44l l Telefax (562) 946-o 026 17t~ /:S771-77.3:-5 (tJ JOB NAME //_A/Cl(. c~aA ... / Ll O GITY __ ..... {;_,_1.:.../4-=L=S-'=.8=--'-*.~£?=·--~---~ TRACT' NO. --~-- CONTRACTOR VL L-'3/l/S-, ENGINEER s-; .&er,:) 1-, r s :n'z-f::L srNGLE FAM:c:uYL MULTI FA?,IILY_ DEcK_ LOT NO. I I PLAN. TYPE._· ~+--: -"-'. ---'-PERMIT NO.--,.-'---'-'------''-----GAUGE NO. J,,.---/ .. MARK/ GAUGE ELONG. CHECK :LIFT MARK/ GAUGE ELONG. CHECK LIFT -COLOR READING I .. OFF COLOR RE;ADING OFF ACT. CALC. ·. ACT. ., CALC · .. oo 1 ll.iv) ;/1,y /~ . 186 ; y:>/( '(!/!' vcJtJ) r-g;o . ,tJ..1, ("SI ,. ·. -l/fl 2 _f-s/~ 11/ 19 '1 ) r/f& /J 1._£,,c_ , r,_ .. 3 {Jlt.r-1 ://.( c)½_ 20 . C/1/'I y)/r WJri "1 4 tr ;J// ,;;12-_ 21 \ , .. 4r/i,... LI .Yo"" tr ... c,1}/1 5 Ir J1/f . d t('l./ 22 ' '(J~ ~ "' 6/lf'-O y.J/r1 1.f?/y 23 - If ~1/i ~¾ (ScP°' Cj6ij 24 -~i: ; ;;/r -7 vtr 33/y . /'M'{, 8 srt lf7/r. 25 y,t;t.-. J.¾ 37/4 ,~:. /JV/t..l' .tr . L/3/2 ~fr 26 '(,tt.. . JJ;j 9 y7/y_ ' /' : JJi. . '.} '•,';\ ·, .,-SI'-· .. ct1r -2,154..µ 10 lf?q ,...-/. l/ t/ 0·/1 I J ,-.;-( t.,_ ··.::~ . ':til<t ' : ,, . 1~1(_ ~·, .... 11 y1/y-_ 28/lfg~, /t/8--.' .. ;. :li ... . rl(y· ', -·ff 12 . ·'(1/f. y7// 29, v . /;;~ < . -~··t 13 Cjr/f '(7;:y '. .ff,fB8 30 tv/11 J 1fv 31~ ,,,... tJfPT. C;Lt .. 14 . v:/,r . f/1/j. ' 0 /1? . s,,-· 3,1 'I j Jft:' J'h .. L/ ·>! f . -" . JI Ii-15 1/7i . 32 ~ .J//L '-1 . ... y,lft 16 o/?f~ 33 .. L/ 1/1 ff J(!I -. 17 &{Jl--f) 34 · ' - rNSPECTOR -----=C:....1..--='/.:....=l)-=£::..c....-~L:..:.:A_::;c.:...:.11_.e_/l~_ ------'------"'--LICENSE No. JO 7 ~ · STRESS ING BY --=S) ___ P_c--'C I---/J_L_:_7.;_Y---;=,S'.;_$-.-.:6__:L;_·_· _ E:NGINEER CONTACTED YES_ NO~ OK TO· CUT TENDONS------'-------- '- Southwest lnspectio·n and Testing, Inc. 10826 S01,1th Norwalk Blvd., Santa Fe ·Springs, CA 90670 (562-) 941 .. 2990 • (714) 526-8441-~ Fax (562) 946-0026 rs=w~1 ""7~-:--?.-=::-i~-------. REGISTERED INSPECTORS1S DAIL y REPORT TYPE OF INSPECTION REQUIRED lnspector(s) Name TYPE OF SAMPLE D Reinforced Cort.crete f;i§-Post Tensioned Concrete D Reinforced Masonry 0 Structural Steel Assembly D Fire Pro0fing D Asphalt TESTS PERFORMED SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY -LOCATIONS bF WORK INSPECTED, TEST SAMPLES TAKE/{ WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Lo IN<:;LUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENt NO'S OF TEST SAMP~ES TAKEN: STRUCT. CONNEC:TIONS (WE[.[) MADE H;T., BO_LTS TORQUED) CHEC:KED, ETC:. II I 7 CERTIFICATION OF COMPLIANGE tONTINUED ON'NEXT PAGE D PAGE I I OF TIME IN TIME OUT REG. HOURS: O.T. HOURS CYLINDERS -All inspections based on a minimum of 4 hours and over 4 hours - 8 hour -minimum. In additi n, any inspection extending past noon hour will be an 8 hour minim.um. WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK -.INSPECTOR'S COPY; GOLDENROD -JOB SITE COPY -~,· ,· . - Southwest Inspection and Testing, Inc. 10826 South Norwalk 'Blvd., Sant~ Fe $prings, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT . 8~~ttt· Q TYPE OF INSPECTION REQUIRED Job Address D Reinforced Conc.rete D Post Tensioned Concrete D Reinforced Mq~onry ·0 Str\Jctural steel Assembly D Fire Prqofing _ D Asphalt Architect ~,',,j,-}-Lirv ' LI (!,. . ' D Quality Control D Other Material Description (type, grade, source) lnspector(s) Name /-~A·•"'-~ _A,, ~~ - TYPE OF SAMPLE SLUMP OUA!\iTITY IN ~ET ADOITIONAL REMARK;S ON SAMPLl;S L.. INSPECTION SUMMARY -LOCATIONS OF WORK iNSPECTED, TEST SAMPLE;S TAKEN, WORK REJECTED, JOB PROBLEMS, -PROGRESS; REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACEDORWORK PERFORMED, NUMBER, T¥PE & !DENT: NO'S OF TEST SAMPL:ES TAKEN; STRUCT. CONNEGTfONS .(WELD MADE H.T. BOL,TS,TOROUED) CHECKED, E:rC. CERTIFICATION OF COMPllANCE I HEREBY CERTIFYTHAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THEAB_OVE REPORTED WORK UNLESS 0TH WISE NOTED, I HAVE FOU D THIS WORK TO COMP._LY WITH THE APPROVED PLANS, NAT RE OF REGISTERED INSPECTOR /?Blt9CA.ii% L~ti,.(f!l(/t ·0'f'il'~ I cJJ17 SPECIAL TY NO. AGENCY CONTINUED:ON·NEXTPAGE 0 · PAGE I TIME IN . TIME··OUT . REG. HOURS C);T. HOURS CYLINDERS . All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum. In addition, any inspection extending past noon hour will be an 8 ho"' mlolm,~ Approved by · , ;reject Superintendent WHITE -OFFICE COPY, CANARY -ACCOUNTING COPY, PINK--!NSJ>ECTOR,'~ COPY, GOLDENROD -JOB SITE COPY ' •, l • ~: . ·lbtl ~- ~~~E?!.!. · SAN °F~t~~ATION'~BSERv;TiON5;~r;~\:~;~~~~;; 0 PROJECT NAME: /24-,vcHi) C4d-ll1µ..0 -l/1 LlAuf H LocAT10N: ~-7-/\Los 4 31 g-y4'ty,t/ 5'~ FOUNDATION Lo<;A TION (if not entire building) PLAN FILE NO. PERMIT NOS:. L.,-r 'IJ -qq 132 '1 J--FO-U-ND-A-TIO_N_TY_PE-: -----------14' f-,Sr---qq 131<.f D CONVENTIONAL ~OST-TENSIONED • PURPOSE OF OBSERVATION /2;-r~~-qq1Jo'? ~Verify soil conditions exposed are similar to those anticipated D ADDITIONAL OBSERVATION REQUIRED pr SUBSTANTIAL CONFORMANCE E('verify footing excavations extend to minimum depth recommended in soil report ~Verify foundation reinforcement complies with minimum recommended in soil report ~erify slab rei~forcement, sand bedding and moisture barrier comply with minimum recommended in soil report ~rify footings have been extended to a.n appropriate bearing· strata D Other A-\\ C~o(:71[: • APPLICAB~ SOIL REP~RT: TITLE:~¥~0rtTof~ f QbS:ert;~ Jer:vtla~ cl-M~ 7va~ ~ i vho cJ,'\) c~ V"YI ,~ -. Vtl~~ #--: . DA TE: t.lM 2d, f 9 'i'8 • s61L REPORT RECOMMENDATIONS BASED ON: & Expansion Condition . 0 VERY .. LOW O LOW· 0 MEDIUM ~ HIGH O VERY HIGH D Fill Geometry-------,------::-----..,,.-----'-------------.------- 0 Other: --------'------------'--------------------,---------- • MINIMUM FOUNDATION. RECOMM~NDATIONS: Footing Depth: D 12 Inches D 18 Inches Psf 24 Inches O1HER ___________ _ Footing Reinforcem~nt: .D No.4 T&B D 2-No.4 T&B [] 2-No.5 t&B Jg_ Post-Tensioned OTHER : _____ _ Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@241nches D No.3@181nches PB, Post-Tensioned Slab B~dding Material and T~icknes~ : p 1jt Vapor Barrier : -1,,~,c.../ ______ _ Foundation Width: __,~· _//+---------':----'--------,------------~--- • OBSERVATIONS: . ,A((_ Substantial" conformance with Soil' Reports (see "Purpose of Observation") D Substantial conformance with Foundation Plans. Identify: ""·· ----------~------------ D Other •COMMENTS: _ __;_ ____ ___,,.------,~-------,-------,--'-------------__:..--'-_ NOTE: IT IS ASSUMED THAT All ~TING ·Exe>,;v~TIONS Will BE_ aEANED·_OF LOOSE MATERIAL PRIOR TO PLACJN9 CONCRETE AND THAT THE SOI TURE CONTENT Will BE MAINTAINED DATE: February 17, 1999 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2122 EsGU Corp-oration 'l.n Partner.sfi,ip 'UJitli (jovemment for 'lJuiftiiniJ Safety SET:1\7 PROJECT ADDRESS: The E~tates _At -Rancho CatUlo · PROJECT NAME: SFD for Toll Brothers (Plan 1 only) CJ APPLICANT - ~VIEWER Cl FILE D The plans transmitted herewith have been corrected where .necessary and substantially comply with the jurisdiction's building. codes. · [Z] 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:. · ~ Esgil Corporation st~ff did not advise· the applicant that the·plan check has· been cornpleted. D Esgil Corporation staff did advise the applicant that the plan check has been completed-. Person contacted: Telephone#: Date contacted: (by: ) Fax #:· ll/lail Telephone· Fax In Person [ZJ REMARKS: 1. THIS BUILDING PERMIT APPLICATION IS ONLY FOR PLAN· 1. 2. ·T~fflcial 11,ust ~view· the special ir,spection program for the post tensiorfed slab. 3. ~nds calculations for tl,is project are defeFred. ~ · _ By: Abe Doliente EAclosures: -\IL - Esgil Corporation D GA [l MB O EJ D PC 2/1. 1 /99 trnl?mtl.dot 9320 Chesapeake Drive, Suite 208 + San Dieio,Caiifornia 92123 + (619) 560-1468 + Fax (619) 560-1576 • o> EsGil _Cor.porati-on · 'l.n Partners/i.ip wit/i. (jovemment for 'iJuiUing Safety DA~E: January 26, 1999· JURISDICTION: Carlsbad PLAN CHECK NO.: 98·-2122 .SET: Ill PROJECT ADDRESS: The Estates At Rancho Carillo PROJECT NAME: SFD for Toll B~others (Plan 1 only) LAN REVIEWER -D· FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitteq herewith will substantially comply With· the jurisdiction's building cod$s 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 re.check. f:8:1 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted forrecheck. D The applicant's copy of the check list is enclosed for the jurisdicJion to forward to the applicant contact person. · IZI The applicant's copy of the check list has been ~ent to: Charles Raddatz , 2100 W. Orangewood, Suite 180, Orange, CA 92.868 . · f:8:1 Esgil Corporation staff did.hot advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan ·c,heck has been completed. Person contacted: Telephone#: Date contacted: (by: ·) · Fax #: . Mail Telephone Fax In Person [8'.I REMARKS: THISJ3UILDING PERMIT APPLICATI0N.ISONLYF0R PLAN 1. By: Abe Doliente Esgil Corporation D GA D MB D EJ D PC Enclosures: 1/19/99. ·trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Di~go; California.92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-2122 III January 26, 1999 RECHECK -PLAN CORRECtlON -UST JURISDICTION: Carlsbad PLAN CHECK N_O.: 98-2122 PROJECT ADDRESS;. The Estates At Rancho Carillo SET:. III DATE PLAN RECEIVED 13Y ESGIL CORPORATION: 1119/99 REVIEWED BY: Abe Doliente FOREWORD (PLEASE R~AD)·: DATE RECHECK COMPLETED: Janqary 26, 1999 This plan review is limited to the technical requirements contained ih the Uniform Building Gode, Uniform Plumbing. Code, Uniform Mechanical Code., National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modificc:tfion or change. All items mu·st be satisfied before the plans-wili be in conformance with the. cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans doe~ not permit the violation of any state, county or cify law. · A. Please make all corrections on the original tracing$ and submit two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please.identify, next to each item, the sh~et of the plans upon which each correction on this sheet has_ been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been _given for your refer~nce. In case you did .not keep a copy of the -prior correction list, we have enclosed those -pages containing the outstanding corrections. Please contact me if you.have any questions regarding these items. D. Please indicate here if any changes have been ·made-to the plan$ that are not a result of corrections from this list. If there are other changes, ple·ase briefly· describe them and where they are located on the plans·. Have changes been made not resulting from this list? DYes ONo Carlsbad 98-2122 Ill January 26, 1999 . 2. Plans, specifications ahd calculations shall be signed and sealed by the California state licenseq engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). Check final sets of plans and calculations for sign;1tures. ---.. 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. . 7. Provide truss details .and truss calculations for this project. Specify trus.s identification numbers on the plans. This is just a reminder. Truss drawings are deferred submittat · 15. Provide structural calculations ahd plans for the post tensioned slab. The jurisdiction has contracted with .Esgil Corporatioh located at 9320 Chesapeake D[ive, Suite 208, San Diego, California 92123; telephone number of 619/560"-1468, to perform the plan review· for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. DATE: November 20, 1998 ·JURISDICTION: Carlsbad. PLAN CHECK NO.: 98-2172 EsGil Corporati:o·n 1.n !f.artne.rsliip witli (jovernment for '13ui/ai.ng. Safety SET:II PROJECT ADDRESS: The Estates lit ~ancho Catillo · . PROJECT NAME: SFD for Toll .Brothers (Pl~n 1 only) D APPLICANT ~ Cl PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where. necessary and substantially comply with the jurisdiction's building codes. - D The plans transmitted herewith will substantially comply with the jurisdiction's buildln9 .codes when minor deficiencies identified below are resolved :apd checked by building department $faff. D The plans trans·mitteq. herewith have significant deficiencie-s identified on the enclosed-check list and should be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plc;ms are being held at l;:sgil Corporation until corrected plans are s_ubmitted for recheck. D·-The applicants copy of the check list is enclosed for the jurisdiction to forward to the applicant contact pers_on .. [8J The applicant's copy of the ~heck li~t has been sent to: - Charles Raddatz. · 2100 W. Orangewood, Suite 180, Orange, CA.92868 · [8J 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 c9mpleted. . Person contacted: Telephone·#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person [8J REMARKS: THIS.B(!ILDING PERMITAPPL/CA TION IS ONL.Y F-OR PLAN 1. . By: Abe Doliente · Esgil Corporation 0 GA O MB t] EJ. ·Q PC Enclosures:- 11/13/98 trnsmtl.dot 9320 Chesapeake Dri've, Suite 208 • San Diego, Califoi;nia 92i23 + (619) 560-1468 + Fax (619) 560~1576 ., Carlsbad 98-2122 II Novemb~r 20, 199'8 RECHS.CK PLAN CORRECTION LIST • ' I . JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2122 PROJECT ADDRESS: Th~ Estates ;at Rancho Catillo·_ SET: Jl DATE PL,AN RECEIVED BY ESGIL CORPORATION: 11-/13/~8 REVIEWED BY: Abe Dolient~ FOREWORD (PLEASE READ}: DATE RECHE;CK-COMPL~TED: .November 20, 1998 This plan review is limited to the technical requirements conta'ined in th~ Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National -Electrical' Code and _state laws regulating· en~rgy conservation, noise attenuation and -disabled access. This plan review is based on regulations enforced by the· Building Department. You may have other corrections based on laws and .ordrriances enforced by the Planning 0epartment, Engineering Department or other departments. · The following items listed need clarification, modification or change. All items must be satisfied before the plans _will be -in conformance with the cited codes .and regulations. Per Sec .. 1-06.4.3, 1994 Uniform Building :Code, the approval of the plans does not permit ttie violation of any state, county or city law; . · · A. Please make all co~rections en the ori_ginal tracings and submit two new ~·ets ~f prints to: ESGIL CORPORATION. . - B. To facilitate rechecking, please. identify, rrext tc;, each item, the sl:)eet c;,f the pians upon which e~ch correction on this sheet ha!;? be.en m~de and return this sheet with the· revised plans'. C. The. following items have not been resolved from the previo"us plan reviews. The original correction number has been given for your reference, · 1n -case· you did not keep a copy of the prior. correction list; we have enclosed those pages containing the outstanding corrections.· Please contact _me if you have any questions. regarding these items.. . D. Please indicate. here if any chang.es have been made to the plans that are· hot a ·result of corrections.from this list. If there are other changes, please br:iefly describe them and where they are located on the plans. Have changes_ been made not resulting from this list? O-Yes ·oNo _ Carlsbad 98-2'122 II · Novembe_r 20, 1998 2. Plans, .specific~tions and calculations shall be signed and sealed by the California state licensed. engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construcfion. Specify expira~ion date of license. (California Business and-Professions .Code). -.Check final sets of pians and calculations for $ignatures .. 4. When special inspection is required, the .architect or engineer of record shall' prepare an inspection program which shali be submitted to the building official for approval prior to issuance of the building permit. Pfease review Section 106.3.5. -. - 7. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. See co.rrection .item no. 5. This is jµst a reminder. · · · 13. All new residential buildings, including additions, require a soils report. Please submit two copies. Include the· ·df#sign parameters for the pbst.-tensioned slab. 15. Provide structural calculations and plans for the:posttensioned slab. 18. Delete· all the plans that-do not apply to this.building permit application. NOTE: ONL YPLAN NO. 11S APPLIED FOR IN THI; APPL/CA 1/ONi The jurisdiction has contracted with Esgil Corporation located-at 9320 Chesapeake Drive, Suite .208, San Diego, California 9.2123; telephone number of 619/560-1468, to perform the plan review for-your project. If you have any questions regardi_ng these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. · · . .,.! EsGU Corporation 1.n. P~rsliip witli (Jovemment for '13uilaing Safety DATE: July 20, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2122 SET:I PROJECT ADDRESS: The Estates at Rancho Carillo PROJECT NAME: SFD for Toll Brothers ~ANT ~ 0 PLAN REVIEWER D FILE D T~e plan~ t~an~~itted h~r 1 ewith hadve been corrected where necessary and substantially comply · J with the Junsd1ct1on's bu1 ding co es. 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 . : 1 staff. · . . f v :1 ;'<I, D The plans transmitted herewith. have significant deficiencies identified on the enclosed check list· -1 '. and should be corrected and resubmitted fer a complete recheck. --1 • The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has been sent to: Charles Raddatz . 2100 W. Orangewood, Suite 1:80, Orange; CA 9286~ • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advi~e the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax.#: Mail Telephone Fax · In Person D REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 CM D EJ D· PC 7/9/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, Cruifortrla 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-2122 July 20, 1998 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS ANO DUPLEXES PLAN CHECK NO.: 98-2122 JURISDICTION: Carlsbad PROJECT ADDRESS: The Estates at Rancho Carillo FLOOR AREA: DweUing -3,282 SF Garage -644 SF; Porch -141,SF REMARKS: DAT~ PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 20, 1998 FOREWORD (PLEASE READ): STORIES: 1 HEIGHi: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/9/98 PLAN REVIEWER Abe Doliente This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on . laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the is~uance of a building perrnit. Present California law mandates that resid1;mtial construction comply with Title 24 and the following model codes: 1994 USC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC ( effective 2/2'2>/96) and 1993 NEC ( effective 12/28/95). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need cl'arification, modification or chang.e. All items must be satisfied before the plans. will be in c;;onformance wifh the cited codes· and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans. does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when yo11 submit the revised plans; · LIST NO. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 USC) r3forw.dot \,_ ,, ,·, ','\ ' , i: \ Carlsbad 9~-2122 July 20, 1998 1. Please make all corrections on the original tracings, as requested in the correction list. · Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted ih one of two ways: · _ 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009., (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire [)epartments. . 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and·calculations/reports directly to the City ofCarlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engiheering and Fire Departments until review by Es Gil Corporation i$-complete. 2. Plans, specifications ano calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plahs deviating from conventional wood frame. construction: Specify expiration date of license. (California Business and Professions Code~. 3. Provide a statement on the Title Sheet of the plans that thi~ project shall comply with Title 24 and the 1994 USC, UMC and UPC and the 1993 NEC. 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior.to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 5. On the cover sheet of the plan$, specify any items that will have a deferred submittal (tn..1$ses, etc.). Additionally, provide the following note on the plans., per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the archit~ct or engineer of record, who shall review lhem and forward them to the building official with a notation indicating that the deferred submittal. documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official.". · 6. Specify on the plans the following. information for the roof materials, per Section 106.3.3: (for the tile roof). a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. Carlsbad 98 .. 2122 July 20, 1998 _ 7. Provide truss details and truss calculations_ for this project. Specify .truss identification numbers _on the plans. See correction item no. 5. 8. Provide fluorescent general lighting (40 lumens pet watt minimum) in kitohen(s) and bathrooms. • CARLSBAD S.F.D. & DUPLEX: SUPPLEMENT 9. New residential units must be pre-plumbed for future solar water heating. Note that two roof jacks must be installed Where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 10. Note that two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not iri a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). - 11. All piping for present or future solar water heating must .be insulated when in areas that are not heated or-cooled by mechanical means ( city policy). 12. Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 4797: 13. All new residential buildings, including additions, require a ~oils report. Please submit two copies. • MISCELLANEOUS 14. Show the required hold down for l)hear_ wall 3 (HPAHD22) as called out on sheet 29 of the structural calculations. 15. Provide structural calculations and plans for the post tensioned slab. _ 16. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan she.et, note or detail number, calculation page, etc. 17. Please indicate here if any changes have been made to the plans ·that are not a result of corrections from this list. If there. are other changes, please briefly qescribe them and where they are located in the plans. • Have changes been made to the plans not .resulting from _this correction list? Please indicate: Yes O No 0 Carlsbad 98-2122 July 20, 1998 18. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe DolJente at Esgil Corporation. Thank you. · ,. Carlsbad 98-2122 July 20, 1998 VALUATION AND PLAN CHECK.FEE JURISDICTION: Carlsbad. PLAN CH~CK NO.: 98-2122 PREPARED BY: Abe Doliente DATE: July 20, 1998 BUILDING ADDRESS:. The Estates at Rancho Carillo BUILDING O_CCUPANCY: -R-3/U-1 TYPE OF CONSTRUCTION: V-N - BUILDING PORTION BUILDING AREA VALUATION VALUE _(ft.2) MULTIPLIER ($) Dwelling 3,282 SF 92.00 269,124 Garage 644SF 23.00 14,812 . Porch 141 SF 1.00 987 .. . ' .. -Air Conditioning Fire Sprinklers TOTAL VALUE 284,923 ' " .. D 199 UBC Building Permit Fee • Bldg. Permit Fee by ordinance: $ 1,268.58 D 199 UBC Plan Check Fee · • Plan Check Fee by ordinance: $ 824.58 Type of Review: ·• Complete Review · D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: Comments:. $ 659.66 Sheet 1 of 1 macvalue.doc 5196 PLANNING/ENGINEERING APPROVALS c:Jqq~-67> Q/4 Jj~C-/ PERMIT NUMBER CB 9'8'?/2,L DATE / C:::j/22/:70 ADDRESS ~cl..o Cur: tCo ·. V,· l!a ¥-1 tf . RESIDENTIAL RESIDENTIAL ADDITION MINOR . C <$10,000.00) OTHER ~ed MM. I PLANNER ENCINEE~M,~~ t/ Oocs/Mlstorms/Planning Engineering APprovats :tENANTIMPROVEMENT ' .. PLAZA CAMINO REAL' CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE· OFFICE BUILDINC -DATE. ,,,__ _________ _ $~.'):- '~\Jj ' ' ' ~ i~1' I i .'!!-, 0 i ! ' >, &l .c -N .. .. "" u "' .c u ., iii 0 I i i >, .c '"' .. ~ "' .c u t: t: ~ E PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address -~~u..i.-.i...~U-\.~-~++--i>-~ Phone (619) 438-1161, extension ~......-"'-,f- Type of Project. & Use. . . 1 Net Project Density: 2 .$ DU/AC Zoning:iC rs·. 1) General Plan:---/,;::.....,;:=-::.J, Facilities Management Zone: I B . CFO linlnutl # { . Date of partici ation:5/_gff_ Remaining net dev ac_ res. :_L Circle One --r-- (For non-residential development: Type of land us-ed created by this permit:· ) Legend: ~ Item Complete ~~ Env;n>llmental Review Required:· DATE ·oF COMPLETION: 7 / 'if3 ©:I . Item Incomplete -Needs your action Y~S 0 NO TYPE ------- !--, . _._...,, .... _-_______ ..,. Complia'nce with condition~ qf approval? If not, state conditions which require acti'ori. Conditions of Approval: Discretion,_ry Action Required: YES X,. NO __ TYPE ___ _ APPROVAL/RESO. NO, _____ DATE _____ _ PROJECT NO. G°}7· 0( OTHER AELATED CAS!:S: ------------------------ Compliance with conditions or approval? If not, state conditions which require action. , Conditions of Approval: -----------......-------------------- ~ f21' ~ Coastal Zone Assessment/Compliance Project site located in C.oastal Zone? YES ___ . NO~ CA Coastal Commission Authprity?. Y:ES NO __ . If California Coastal Commission Authority: Contact them at -3111 Camino OE!I Rio North, Suite 200, $an Diego· CA 92108-i725; (619) 5'21-8036 Determine status-(Coastal_ Permit R~quired .or Exempt): Coastal Permit Determinatfon Form already completed? YES NO If NO, complete Cqastal Permit Oetermination Form now, Coastal Permit Determination Log#: Follow-Up Actions: 1 ) Stamp Building Floor Plans). Plans as "Exempt" or "Coastal Permit Required" (at minimum 2) Complete Cq~s~~\ Per-r'Tiit Determination Log as needed. i tiYt RA" Q lnclusionary Housing Fee required: YES NO V ~ ~ ~Effective date of lnclus1onary Housing Ordinance· May 21, 1993.l ~ Data Entry Completed? YES NO (Enter CB#; UACT; NEXT12; Construct h~Y/N; En~ Amount ISee fee schedule tor amount;· Return a.lCJ Site Plan: '-l::]~ ~ 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, ~ property lines, easements, existing· and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. R~ ~ 2. Provide legal description of property and assessor's parcel number. Q Zoning: @~ ~ 1. Setbacks: ·· . Front: Interior Side: Street Side: Rear: Required Required Required Required Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structur.e separation: Required ~ ~ ~ 3. Lot Coverage: Required Height: Required Parking: Spaces Required ~ I~ --------------__ ...;,_ ___ _ -------------- ------- ------- Guest Spaces Required Shown Shown Shown Shown Shown -------Shown -------Shown -------Shown -------Shown ------- Shown ------- Shown ------- D D ~ Additional Comments ___ ~-=~ ......... ---1:~t,,'"\,&.,;;:'U\.::.....,_seq:.;:;;;.+r~a~, --------- OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER~ -DATE ( ' f S-9J j •• r------------,-······ .. -·i·-------1 m111r11111 ROUP REVISION "A" DATE : 10/12/98 AN ENGINEERING and DESIGN COMPANY INFINITY GROUP IG JN: 598-2387 This revision pe~ins to changes made by field personnel on the "RANCHO CARRILLO -PLAN 1" project being built in the city of Carlsbad, California. ATTENTION : Toll Brothers -Charlie Raddatz NOTE: ALL THE CHANGES HAVE Bf=EN CLOUDED WITH A0· PLANS 1A, 1B and 1C LOCATION: Front of BR.2, MBR. and MBA.; 1} -Please refer to the attached calculations, post tension loading plan and roof framing .plan fqr the revised shear wall lengths. LOCATION: Right of 1-C$r Garage; 2) -Please refer to the attached calculations; post tension loading plan and roof framing plan for the revised shear wall lengths. LOCATION: Right of ·Dining Room and Entry; 3) -Please refer to the attached calculations.arid.roof framing·plan for the new header sizes due to the roof change. Submitted by: INFINITY GROUP Copyright 1998 Infinity Group 10/12/982387REVA.xls -------------lj U:BC : 1q94 D PARTIAL ROUP AN ENGINEERING aid DESIGN COMPANY POST TENSION PLAN 11 1A11 JOB NUMBER: sqe-2387 ------------------------------ UBC : 1994 PARTIAL ROUP AN ENG!NEERING aid DESIGN COMPANY POST TENSION PLAN 11 1A11 JOB NUMBER: sqe-2387 UBC 1994 PARTIAL ROUP AN l:NGINEERING aid DESIGN COMPANY ROOF FRAMING PLAN 11 1811 JOB NUMBER: sqe-2387 ROUP AN. ENGINEERING aid DESIGN c:oMPANY } l==:c===i!.!:::=:!b=::i......----==:!£:==::::2.=~====~~~ 4 CRAFTSMAN PARTIAL POST TENSION PLAN 11 1c11 UBC : 1994 JOB NUMBER: sqe-2387 ----------------...jj U:BC : l'i94 PARTIAL ROUP AN ENGINEERING a'k:l DESIGN COMPANY ROOF FRAMING PLAN "IA" JOB NUMBER: SCfe-2387 ______________________________________ _, UBC 1994 PARTIAL ROUP AN ENGINEERING end DESIGN COMPANY ROOF FRAMING PLAN 11IA11 JOB NUMBER: sqe-2387 ROUP AN ~GINEERING aid DESIGN COMPANY ~ -I. ~ l====l=:=!.!::::::=----==::!!:i::=~~~~~~~ ·4 SPANISH COLONIAL. PARTIAL POST TENSlON PLAN °1811 UBC : 1994 JOB NUMBER: sqe-2387 UBC : 1994 0 a ~ 0 0 PARTIAL FAM. ROUP AN ENGINEERING end DESIGN COMPANY o· ROOF FRAMING PLAN 1'1B11 . .JOB NUMBER: SqB-2387 UBC BR.4 " -I' /1 I >( I I; ,1 -'---Ji PARTIAL GAR. ROUP -AN ENGINEERING aid DESIGN COMPANY BR.2 -A------ N3V. ROOF Al w 0 ABOVE ENJRX I' ROOF FRAMING PLAN .l'IC 11 1994 JOB NUMBER: 598-2387 UBC : 1994 PARTIAL ROUP . AN ENGINEER.ING end DESiGN COMPANY ROOF FRAMING PLAN. 11 1c11 JOB NUMBER: 598-2387 j ,----------~;iatl!iAiLl.1 • ...--------1 . 111r11111 ROUP AN ENGINEERING and DESIGN COMPANY i....;;:a.-:,;.-1 PLAN: •1• tJBC 94 ARCH.: LANGSTON -STEICHEN -ASSOC. REV. •A• I HEADER~ RIGHT OF DINING R_OOM: I Uniform Lo~ds: Roof= ( · 34 psf )( 212 + 2 ) Wall= ( 14 psf )( 2 ·+ 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 15 p/f Total Uniform Load Acting on Beam ....... . Length = · 6.50 ft Moment Shear M(u)= WL"218 depth= 5.5 in M(u)= 765. 8 ft-lbs V(u) = 404.8 lbs F(b)= 875 psi F(v) :::; . 95 psi s = M(u)/Fb Area= 1.5V/Fv s = 10.5 cu-in Area= 6.4 sqin R(lft) = 471 lbs R(rht)= 471 lbs I HEADER~ RIGHT OF 2-CAR GARAGE: Uniform Loads: Roof=( 34 psf )( 812. + 2 ) Wall= ( 14 psf )( 2 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= · 25 p/f Total Uni(Qrm Load Acting on Beam ...... . Length = 16.67 ft Moment Shear M(u)= WL"218 depth= 15.25 in M(u)= 8927.2 ft-lbs V(u) = 1815.5 lbs F(b)= 1000 {)Si F(v) = 95 psi s = M(u)/Fb Area= 1.5V/Fv s = 107.1 cu-in Area= 28.7 sqin R(lft) = 2,142 lbs R(rht)= 2,142 lbs '· Copyright 1998 Infinity Group = = = = = = :::: = DATE: 10/12/98 JN. : 598-2387 102.0 plf + 28.0 plf 0.0 p/f 15.0 plf 145.0 plf Deflection 6.50 ft L/240 Length= D(a/1)= D(all)= D(act.)= l(u) = E(bm) = l(u) = 0.33 in 0.07 in 5WL"41384ED 1($00 ksi 11.2 in"4 204.0 plf + 28.0 p/f 0.0 plf 25.0 p/f 257.0 p/f Deflection Length= D(a/1)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 16.67 ft L/240 0.83 in 0.22 in 5WL "41384£D 1700 ksi 315.1 in"4 10/12/982387P183.xls ..-----------:.-······ .. ·-------1 1IIr1II11 ROUP AN ENGINEERING and DESIGN COMPANY ~---.... PLAN: •1• UBC 94 ARCH.: LANGSTON· STEICHEN -ASSOC. REV. "A• IHEADER@RIGHT OF 2-cAR GARAGE@PLAN ·1s·:. M(u)= M(u)= F(b)= s = s = Uniform Loads: · · Roof= ( 34 psf )( 1 + Wall = ( 14 psf . )( 2 + Floor= ( 52 psf )( o + BMDL= 25 p/f Total Uniform Load Acting on Beam ...... . Length = 16.67 ft 2 ) 0 ) 0 ) Moment Shear WL11.2/8 5384: 1 ft-lbs 1000 psi M(u)/Fb 64.6 cu-in depth= V(u) = F(v) = Area= Area= R(lft) ·= R(rht)= IHEADER@RIGHT OF 1-CAR GARAGE: Uniform Loads: Roof=( 34 psf )( 2.5 + Wall= ( 14 psf )( 2 + Floor= ( 52 psf )( 0 + BMDL= 15 plf Total Uniform L,oad Acting on Beam ....... Length= 8.75 ft 13.25 in 1120.8 lbs 95 psi 1.5V/Fv 17.7 sq in 1,292 lbs 1,292 lbs 2 ) 0 ) 0 ) ' = = = = =· = = = DATE: 10112/98 JN. : 997-2364 102.0 plf + 28.0 pif 0.0 plf 25.0 plf 155.0 p/f Deflection Length= O(a/1)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 16.67 ft L/240 0.83 in 0.20 in 5WL 11.4/384ED 153.0 plf + 28.0 plf 0.0 p/f 15.0 plf 196.0 p/f 1700 ksi 190.1 in11.4 P1(LOAD)= P1 Location: 2050 lbs Cale.: (34*(812+1)+30)*20.512 P1 from left= Moment M(u)= . M(u)= M(c)= M(T)= F(b)= s = s = WL11.218 1875. 8 ft-lbs 1317.9 ft-lbs 3193. 6 ft-lbs 2400 psi M(T)/Fb 16.0 Cl.I-in Copyright 1998 Infinity Group FROM GIRDER TRUSS; 1.50 'ft Pt from right= 3. 75 ft Shear Deflection depth= ·V(u) = vm = F(v) = Area= Area= R(lft) = R(rht)= 9 in 710.5 ibs 1589.1 lbs 165 psi 1.5V/Fv 14.4 sq in 1,736 lbs 1,209 lbs Length= D(a/1)= D(a/1)= D(act.)= l(u) = l(c) = E(bm) = . , /(ti) = 8.75 ft L/240 0.44 in 0.08 in 5WL 11.4/384ED P(ab)11.2J3EDL 1800 ksi 38.2 in114 10/12/982387P184.xls ..-----------R .......... _._. _____ --4 111r11111 ROUP AN ENGINEERING and DESIGN COMPANY i....:::,-...::::--1 PLAN: "1" USC 94 ARCH.: LANGSTON -STEICHEN -ASSOC . ._,._C!EV. "A" !HEADER @RIGHT OF 1-CAR GARAGE@PLAN "1B": ! Uniform Loads: Roof= ( 34 psf )( 1.0 + 2 ) = Wall= ( 14 psf )( 2 + o ) = Floor= ( 52 psf }( o + o ) = BM DL= 15 _plf = Total Uniform Load Acting on Beam ...... . Length = B.75 ft DATE: 10112/98 JN.: 598-2387 102.0 plf + 28.0 plf 0.0 plf 15.0 plf 145.0 plf P1(LOAD)= P1 Location: 1440 lbs . Cale.: (34*(4.5/2+1)+30r20.5/2 P1 from left = Moment M(u)= M(u)= M(c)= M(T)= F(b)= s = s = WL"218 1387.7 ft-lbs 3190.9 ft-lbs 4p78.6 ft-lbs 2400 psi M(T)/Fb 22.9 cu-in FROM RIGHT REACTION OF GIRDER TRUSS; 5.17 · ft P1 from right= 3.75 ft depth= V(u) = vm = F(v) = Ai'Ba = Area= R(lft) = R(rht)= Sh~ar 9 in 525.6 lbs ·1376.5 lbs 165·psi 1,5V/Fv 12.5 sq in 1,252 lbs 1,485 lbs 0 IHEADER @REAR OF BR.3: Uniform Loads: w: Roof= ( 34 psf )( 1 + 1 ) Wall= ( 14 psf )( 2·+ 0 ) = Floor= ( · 52 psf )( 0 + Q ) = BMDL= 15 plf - Total Uniform Load Acting on Beam ....... Length= 5.33 ft Deflection Length= D(all)= D(a/1)= D(act.)= l(u) = l(t) = E(bm) = /(ti) = 8.75 ft L/240 0.44 in 0.14 in SWL "4l384ED P(ab)A2/JEDL 1800 ksi 69.5 in"4 68.0 plf + .28.0 plf 0.0 plf 15.0 plf 111.0 plf P1(LOAD)= P1 Location: 2421 lbs Cale.: (34*(8/2+1.75)+15)*2312 P1 from left= Moment M(u)= M(u)= M(c)= M(T)= F(b)= s = s = WL"218 394.2 ft-lbs 2845.4 ft-lbs 3239 .. 6 ft-lbs 875 psi M(T)/Fb 44.4 cu-in FROM GIRDER TRUSS; 1.75 ft Ptfromright= 3.58 ft Shear Deflection depth= V(u) = . V(T) = F(v) = Area = Area= R(lft) = ... R(rht)= 11.25 in 191.B lbs 1817.7 lbs 95 psi 1.5V/Fv . 28.7 sq in. 1,922 lbs 1,091 · lbs Length= D(all)= D(a/1)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 5.33 ft L/240 0.27 in 0.02 in 5WL "4l384ED P(ab)"213EDL 1600 ksi 28.8 in"4 ~'D§-~llf;f.~.li! Copyright 1998 Infinity Group 10/12/982387P1 BS.xis --------i'tiiiaaiai&.=•;•=-----1 • 1IIr1II11 ROUP ~ AN ENGINE~!!ING and DESIGN COMPANY M(u)= M(u)= M(c)= M(T)= F(b)= s = s = G w: M(u)= M(u)= F(b)= s = s = IHEADER@LEFT-OFMBR.@ELEVATION .. C": Uniform Loads: · Roof= ( 34 psf )( 1412 + 1 ) Wall = ( 14 psf )( 7 + · o ) Floor= ( 52 psf }( O + o ) BM DL= 20 plf Total Uniform Load Acting on Beam .. : .... Length= 10.00 ft - = = = DATE: 10/14198 JN. : 598-2387 . 272.0 p/f + 98.0 plf 0.0 plf 20.0 plf 390.0 pit P1(LOAD)• P1 Location: 950 lbs Cale.: . (34*1012+20)*10/2 FROM BEAM GIRDER TRUSS; P1 from left= 5.00 ft P1 (rpm right= 5.00 ft Moment Shear Deflection WL"218 4875.0 tt-lf)s 2375.0 ft-lbs 7250. o ft-lbs 2400 psi M(T)/Fb 36.3 cu-in depth= V(t.!) = V(T) = F(v) = Area= Area-= R(lft) = R(rht)= 9 in 1657.5 lbs · 2132.5 lbs 165 psi 1.5V/Fv 19.4 sqin 2,425 lbs 2,425 lbs IHEADER @REAR OF 1-CAR GARAGE @ELEVA·TION .. C .. : Uniform Loads; Roof=( 34 psf )( ~0.512 + 1 ) Wall= ( 1.4 psf )( .2 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 15 plf Tota/Uniform Load Acting on Beam ...... . Length = 8.75 ft Moment WL"218 4072.2 ft-lbs 875 psi . M(u)/Fb 55.8 cu:.in depth= V(u) = F(v) = Area= Area= R(lft)= R(rht)= Shear 11.25 in 1462.7 lbs 95 psi 1.5V/Fv. 23.1 sq in 1,862 lbs 1,862 lbs = = = = Length= D(all)= D(a/1)= · D(act.)= l(U) = · l(c) = E(bm) =· /(ti) = 10 L/240 0.50 in 0.32 in 5WL "41384£D P(ab)"213EDL 1800 ksi 135.5 in"4 382.5 plf + 28.0 plf 0.0 plf 15.0 plf 425.5 plf Deflection .f_ength= D(a/1)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 8.75 ft L/240 0.44 in 0.07 in 5WL "41384£D 1600 ksi 80.2 in"4 '· Copyright 1998 Infinity Group 10/14/982387p1b8 J r-----------R······L••---------1 111r11111, ROUP ~ AN ENGINEERING and DESIGN COMPANY PLAN: •1• USC 94 ARCH.: LANGSTON -STEICHEN -ASSOC. EV. "A" ..-.,-111111111111,,. I HEADER @FRONT oF ENTRY@ELEVATION ·c·: Uniform Loads: · Roof= ( 34 psf )( 441'2 + 2 J Wall= ( , 14 psf )( 6 + o ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 10 pit Total Uniform Load Acting on Betlm ...... . Length = 6.50 ft Moment Shear M(u)= WLA2J8 depth= 11.25 in M(u)= 4805.9 ft-lbs V(u) = 2104.4 lbs F(b)= 875 psi F(v) = 95 psi s = M(u)/Fb Area= 1.5V/Fv s = 65.9 cu-in Area= 33.2 sq in R(lft) = 2,958 lbs R(rht)= 2,958 lbs Copyright 1998 Infinity Group = = = = DATE: 10/12198 JN. : 598-2387 816.0 plf + 84.0 pit 0.0 pit 10.0 plf 910.0 p/f Deflection Length= D(a/1)= D(a/1)= . D(act.)= l(u) = E(bm) = l(u) = 6.50 ft L/'240 0.33 in Q.04 in 5WL /\4/3841=D 1800 ksi 62.5 in/\4 10/12/982387?1 B9.xls t J r----------------i••i•i~••ii------1 m111r11111 ROUP AN ENGINEERING and·DESIGN COMPANY PLAN: "1" UBC94 ARCH.: LANGSTON -STEICHEN -ASSOC. REV. "A" I WALL@ RIGHT OF 1-CA'R GARAGE: ! L = -lw._~_L_L_@_EL_E_V._~_n_o_N_"_c_·~----' L= 0 !WALL@ELEVATION"B": .! L= 6.25 + 6.08 + 7.83 + 0 + 0 + 0 + 0 = 0 = 0 = DATE: 10/13198 JN. : 598-2387 6.25 ft 6.08 ft 7.83 ft LOAD lbs/ft TRIBLENGTH ft TOTAL SHEAR lbs SHEAR (@ WALL lbs/ft 176 11 ./2 = 968 >>>>>>>>>>>> 155 @ ELEVATIONS "B": »»»»»» 124 @ELEVATIONS "C": >>>>>>>>>>>> 159 0. T.M. = 155*6.25*9 = 8719 lbs.ft R. MOMENT= 213*(18*6+14*9)*6.25"2/2 = 3047 lbs.ft NET. MOMENT= 0. T.M. ,. R. MOMENT ............................................... ~............... 5672 lbs.ft UPLIFT = NET MOMENT I LENGTH......................................................... 908 lbs. >»»» USE »»»& WJTH(3) 1/2"DIAX10"LANCHORBOLTSPERPANEL AND (1) SIMP. HPAHD22 PER MIN. 4X4 POST AT EACH PANEL END. WALL@ FRONT OF BR.2, MBR;, L= 7.17 + 7.5 + 0 = 14.67 ft MBA. AND PLAN "1B": LOAD TRIBLENG.TH TOTAL SHEAR SHEAR@WALL lbs/ft ft lbs lbs/ft 210+_105 23 12 = 3623 >>>>>>>>>>>> 247 0. T.M. = 247*7.17*9 = 15939 lbs.ft R. MOMENT= 2/3*(18*(2212+2)+14*9)*7.17"212 = 6169 lbs.ft NET. MOMENT= 0. T.M. -R. MOMENT.. ..................................... ,....................... 9770 lbs.ft UPLIFT = NET MOMENT I LENGTH ............•.................... ,....................... 1363 lbs. >»»» USE »»»& WITH (3) 112" D{AX10" L ANCHOR BOLTS PER PANEL. AND (1) SIMP. HPAHD22 PER MIN: 4X4 POST A TEACH PANEL END. 0 , WALL @FFlON! OF ENTRY: LOAD lbs/ft TRIBLENGTH ft L= 4.75 + TOTAL SHEAR lbs 10 + 0 = 14.75 ft SHEAR@WALL lbs/ft 250 44 12 = 5500 >>>>>>>>>>>> 0. T.M. = 373*4.75*12 = R. MOMENT= 2/3*(18*(2212)+10*12)*4.75"212 = NET. MQMENT = 0. T.M. -R. MOMENT .....•......................................................... UPLIFT = NET MOMENT I L,ENGTH ..... , .....•......................•...................... »>»» USE »~»>~ WITH 1/2" DIAX 10"LANCHOR AT··. AND (1) SIMP. HPAHD12 PER MIN. 4X4 POST AT EACH END OF 4. 75' PANEL ONLY. Copyright 1998 Infinity Group 373 21261 lbs.ft 2392 lbs.ft 18869 lbs.ft 3973 lbs. 16 "o.c. 10/13/982387p1w2 J. r----------~•••••••L••-------i 111r11111 ROUP AN ENGINEERING and DESIGN COMPANY ~_.:;._. ·--:· ,~f")f j,~ t,f:-----J, _1:: ~ -~-'~ :: . . : .. ·--~-:_: j ~~ ! ~-~~-i ~-, .. . : .. PLAN: "1" UBC94 ARCH.: LANGSTON -STEICHEN -ASSOC. "A• WALL @RIGHT OF 1-CAR GARAGE L= 6 + @ELEVATION "B":. LOAD TRIBLENGTH TOTAL SHEAR lbs/ft ft lbs 176 11 i2. = 968 0 + >>>>>>>>>>>> DATE: 10/12198 /N.: 598-2387 0 = 6 ft . SHEAR@ WALL lbs/ft 161 0. T.M. = 161*6*9 ., = 8694 lbs.ft R. MOMENT= 2/3*(18*2+14*9)*611.2i2 = 1944 lbs.ft NET. MOMENT= 0. T.M. -R. MOMENT.................................................................. 6750 lbs.ft UPLIFT = NET MOMENT I LENGTH........................................................... 1125 lbs. »>>>» USE >»»>ffi W/TH(3) 1i2."DIAX10"LANCHORBOLTSPER~ANEL AND (1) SIMP. HPAHD22 PERMIN. 4X4 POST AT EACH PANE.LEND. Copyright 1998 Infinity Group 10/12/982387P1W4.xfs I I I I I I I I' I I I I I I I I I I I October 27, 1998 IG JN: 598-2387 -- ENGINEERING CALCULATIONS DEVELOPER CLIENT TOLL BROTHERS ARCHITECT LANGSTON -STEICHEN -ASSOC. PROJECT DESCRIPTION STRUCTURAL CALCULATIONS FOR THE "RANCHO CARRILLO -PLAN 111 PROJECT BEING BUil T IN THE -CITY OF CARLSBAD, CALIFORNIA. I· I I I I I I ·I .I I l I I I I I I I I· TABLE OF CONTENTS ....... , ................................ , ................................... .. PAGENIJIIBER 1 STANDARD SPECIFICATION FOR STRUCTURAL CALCULATIONS...... 2 GENERAL REQUIREMENTS .............................................................. , ....•. GENERAL NOTES .................................................................................... . 3 4 GENERAL SPECIFICATION NOTES.......................................................... 5 ALLOWABLE AXIAL LOADS FOR STUDS & POSTS................................ 6 QUALITY & DESIGN CRITERIA OF THE MATERIAL OF RESIDENTIAL CONSTRUCTION .................................................... :., ....... . ALLOWABLE SPANS FOR RAFTERS, CEILING & FLOOR JOIST ....... , .. LATERAL SHEAR NOTES ....................................................... c .•.•.•••...•...••. BEAMS .................................................... , ................................................... · LATERAL ANALYSIS ............................... , ........ , ........ , ................................ . SHEAR WALL DESIGN ............................................................................. . GARAGE WALL DESIGN ................................................................... , ...... . STRUCTURAL SEA.L: 7-8 9 10 12-19 20-22 2~26 27 JN.: 598-2387 NAME: RANCHOCARR~LO-PLAN1 I S0BMl1TALS DATE DESCRIPTION W 06/f0/98 1st. SUBMITTAL REVISIONS PLAN DATE DESCRIPTION REV. #: 1.0/12198 FIELD REV. NOTE: CALCULATIONS NOT VALID UNLESS B!:ARfNG A WET STAMP AND SIGNATURE Copyright 1998 Infinity Group I I I I I I I I ., I I I· ,, I I 1· I I! I .--------------a1 •• 1.1~··----·------. m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY * THE DRAWING, CALCULATIONS, SPECIFICATIONS, AND REPRODUCTION ARE INSTRUMENTS SERVICE TO BE US!=D ONLY FORTH£ SPECIFIC PROJECT COVERED BY THE AGREEMENT AND COVER SHEET. ANY OTHER USE IS SOLELY PROHIBITED. * THE STRUCTURAL CALCULATIONS INCLUDED HERE ARE FOR THE ANALYSIS AND DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. * NON-STRUCTURAL ELEMENTS AND THE ATTACHMENT MECHANISM JS THE RESPONSIBILITY OF THE ARCHITECT OR DE;SIGNER, UNLESS SPECIFICALLY SHOWN OTHERWISE. * ALL CHANGES MADE TO THE SUBJECT PROJECT SHALL BE SUl;3MITTED TO INFINITY GROUP IN WRITING FOR REVl!=W AND COMMENTS .. * THE STRUCTURAL DETAILS IN THESECALCULATIONS EMPHASIZE THE ENGINEERING ASPECT OF THE DESIGN. CODE199-UiBC I VERTICAL DESIGN VALUES I ROOF MATERIAL TILE SLOPE: SLP>-4:12 LIVELOAD: 16.0PSF ROOFMTL.: 10.0 ROOFSHT'G: 1.5 RIR. OR TRUSS: 1.5 CEILING JST. : 1.5 DRYWALL: 2:5 MISC .. · 1.0 DEAD LOAD: 18.0PSF TOTAL LOAD: 34.0PSF Lf.L.1.25+DL: 31.0PSF ILATERAL DESIGN VALUES I PROJECT LOCATION: WIND SPEED: CARLSBAD, CA. 70mph EXPOSURE: EXP. •c• ISOIL ENGINEERING VALUES BEARING: SOIL ENGINEER: WORK ORDER: DATE: IPROJECT DESCRIPTION {11 1-STORYPLAN WITH 3-ELEVATIONS. Copyright 1998 lnfinilyGroup MATERIAL: LIVE LOAD: FLOOR SHT'G: FIN. FLR.: FLR . .,JOIST: . DRYWALL: - TOTAL LOAD: FLOOR W/O CONCRETE 40.0PSF 1.5 5.0 3.0 2.5 12.0PSF 52.0PSF 06/1<Y982387PAGE2.xls I I I t .I I I ,. ,, I I I .,. I I I: . '1 l1 ,, I ~-. . ;:-· '\ ,-------------~-=······ .. ··-------t 3 -~111r11111 ROUP " _) AN ENGINEERING and DESIGN COMPANY GENERAL REQLJf.REMENTS 1-ALL ENGINEERS DRAWINGS, CALCULATIONS, SPECIFICATIONS, SKETCHES AND THE IDEAS INCORPORATED THEREIN, WHETHER IN THE FORM OF ORIGINAL OR COPIES THERE OF AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN PROPERTY OF INFINITY GROUP. SUCH DOCUMENTS MAY NOT BE USED BE THE CLIENT OR OT:HERS ON ANY OTHER PROJECT WITHOUT THE EXPRESS WRITTEN PERMISSION OF OUR FIRM. 2-IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONSTRUCT/ON CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS ANb PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT LIMITED TO NORMAL HOURS. 3-INFINITY GROUP TAKES NO RESPONSIBILITY CONCERNING SOIL CONDITIONS AND IS NOT RESPONSIBLE FOR ANY LIABILITY THAT MAY ARISE OUT OF THE MAKING OR FAILURE TO MAKE SOIL SURVEYS, OR SUB-SURFACE SOIL TESTS, OR GENERAL SOIL TESTING. 4-INFINITY GROUP JS NOT RESPONSIBLE FOR THE CONTRACTOR OPERATIONS IN THE AREA OF CONSTRUCTION SAFETY, METHODS OF ACCOMPLISH/NG THE WORK, OR THE TIME OF COMPLETION. 5-INFINITY GROUP JS NOT RESPONSIBLE FOR ANY PERSONAL INJURIES OR CASUAL TIES ON THE JOB SITE WHILE UNDER CONSTRUCTION AND/OR ANYTIME THEREAFTER. 6-THE ENGINEER IS NOT RESPONSIBLE FOR DELAY, NOR SHALL THEENGINEER BE RESPONSIBLE FOR DAMAGES OR BE iN FAULT OR DEEMED TO BE IN FAULT BY REASON OF STRIKES, LOCKOUT, ACCIDENTS, OR NATURAL DISASTERS, OR THE PA/LURE OF THE CLIENT OT FURNISH TIMELY INFORMATION OR TO APPROVE OR DISAPPROVE ENGINEER WORK PROMPTLY OR DELAY FAUL TY PERFORMANCE BY Ti-IE CLIENT. OTHER CONTRACTOR, GOVERNMENTAL AGENCIES, OR ANY OTHER DELAY BEYOND CONSULTANTS REASONABLE CONTROL. 7-A COMPLETE SET OF CALCULATIONS SHALL BE ON THE JOB SITE DURING CONSTRUCTION. 8-SKETCHES OR DETAILS IN CALCULATIONS ARE ONLY GRAPHIC REPRESENTATIONS OF TRUE CONDITIONS ON PLANS. ARCHITECTS OR DESI.GNER IS RESPONSIBLE FOR DRAWING DETAILS IN PLANS WHICH REPRESENT TRUE FRAMING CONDITIONS AND SCALE. (THIS WOULD APPLY WHEN INFINITY GROUP IS NOT 00/NG THE DRAWINGS). I I I I I I I ., I I I I I I ,. l1' I II I ..-------------mlae!IAILII 1 ' ·m111r11111 iiiii-RO-UP -----i.\._ ~ _/ - AN ENGINEERING and DESIGN COMPANY GENERAL NOTES 1-THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS, FRAMING CONDITIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT OR INFINITY GROUP SHALL BE NOTIFIED OF ANY DISCREPANCY. 2-THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING TEMPORARY SUPPORTS, ETC .. , IS THE SOLE Rl=SPONSIBILITY OF THE CONTRACTOR AND HAS NOT BEEN CONSIDERED BY INFINITY GROUP. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPL/CATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH APPLICATION OF THE AFOREMENTIONED MATERIALS. JOB SITE VISITS BY INFINITY GROUP SHALL NOT INCLUDE OBSERVATION OF THEABOVE ITEMS. 3-CONTRACTORS SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATION FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS ETC. IF ANY SUCH STRUCTURES ARE FOUND, INFINITY GROUP SHALL BE NOTIFIED IMMEDIATELY. 4-THE GENERAL CONTRACTOR SHALL COORDINATE AND VERIFY WITH THE PLUMBING, MECHANICAL AND ELECTRICAL CONTRACTORS, THE SIZE AND LOCATION OF THE FOLLOWING: ALL PIPING, DUCTWORK, PITS, DEPRESSIONS; ROOF OPENINGS, TRENCHES, SLEEVES, SPECIAL BOLTING FOR EQUIPMENT CONDUITS; ETC .. , THROUGH AND UNDER CONCRETE SLAB$ PRIOR TO POURING OF FOOTINGS AND FLOOR SLABS. 5-ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 1994 EDITION OF THE UBC AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY QVER ANY.PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 6-THESE NOTES SHALL BE USED IN CONJUNCT/ON WITH THE PLANS AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER. 7-DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 8-NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECED{=NCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE Nb DETAILS ARE SHOWN, CONSTRUCT/ON SHALL CONFORM TO CONSTRUCTION STANDARDS. 9-APPROVAL BY 'THE INSPECTOR DOES NOT MEAN-APPROVAL OR FAILURE TO COMPLY WITH THE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR ENGiNEER FOR INTERPRETATION OR CLARIFICATION. 1 o. VIBRATION EFFECTS OR MECHANICAL EQUIPMENT HA VE NOT BEEN CONSIDERED BY INFINITY GROUP. 11· CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 12.DESIGN, MATERIALS, EQUIPMENT, AND-PRODUCTS OTHER THAN THOSE DESCRIBED BELOW OR INDICATED ON THE DRAWINGS MAY .BE CONSIDERED FOR USE, PROVIDED PRIOR APPROVAL IS OBTAINED FROM THE OWNER, ARCH~TECTS, ENGINEER, AND THE APPLICABLE GOVERNING CODE AUTHORITY. ,, 1' II ·1' I, I I I I: I I I I --. ,. I I. ' l I I I ,----------· ---;li•eiaiu1 ' "' 111r11111iiii~ii-11.-0U-P ----oe\.._ 5 / - AN ENGINEERING and DESIGN COMPANY GENERAL_SPECIFICATl·ON NOTES THESE NOTES SHALL BE USED IN CONJUNCT/ON WITH THE PLANS AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE· ARCHITECT AND-ENGINEER. 1-ALL WOOb, BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. 2-APA RA TED SHEATHING FOR THE ROOF SHALL BE CDX. USE EXTERIOR TYPE, MINIMUM GRADE WHERE SHEATHING IS EXPOSED TO WEATHER. 3-PROVIDE 1X6 DIAGONAL LET IN BRACING ( AT APPROXIMATELY 45 -DEGREES) EVERY 25' -0" MAXIMUM IN STUD WALLS NOT SHEATHED. NAIL BRACING WiTH (2) -Bd'S PER STUD AND (3) -Bd'S AT EACH STUD TO TOP PLATES. 4-ALL BEAMS TO BE SUPPORTED WITH FULL BEARING UNLESS OTHERWISE NOTED. 5-ALL NAILING IS TO PER TABLE 23 -I -Q OF THE UNIFORM BUILDING CODE, 1994 EDITION, UNLESS OTHERWISE NOTED. 6-TOP PLATES OF ALL STUD WALLS SHALL BE 2 PIECES OF THE SAME SIZE STUDS. SPLICE TO LAP 4' - 0"MINIMUM. 7-PROVIDE 2X SOLID BLOCKING BETWEEN JOISTS, RAFTERS AND TRUSSES AT ALL SUPPORTS, AND AT 8' -0" o.c .. , MAXIMUM. BLOCKING SHALL BE ONE PIECE AND THE FULL DEPTH OF THE JOISTS OR RAFTERS. 8-PROVIDE DOUBLE JOISTS UNDER PARTITIONS AND WAL,.LS WHICH ARE PARALLEL TO THE DIRECTION OF THE FLOOR JOISTS. 9-ALL WOOD FRAMED STRUC"fURES ARE TO BE CONSTRUCTED ACCORDING TO SECTION 2326 OF THE 1994 UNIFORM BUILDING CODE UNLESS OTHERWISE NOTED. 10-ALL HARDWARE IS TO BE SIMPSON STRONG TIE OR AN APPROVED EQUAL IN STRUCTURAL DESIGN AND LOAD VALUES. FULLY NAJL ALL HARDWARE, I.e. STRAPS, PA'S, HANGERS, PB'S, PC's, AND OTHERS. REFER TO SIMPSON STRONG TIE MANUAL AND SPECIFICATION$. (CURRENT EDITION.) 11-ALL EXTERIOR WALLS ARE TO BE SECURED WITH 112" DIAMETER X 1 0" LONG ANCHOR BOLTS AT A MINIMUM DISTANCE OF 72" o.c .. , UNLESS OTHERWISE NOTED. 12· ALL INTERIOR WALLS ARE to BE SECURED -WITH SHOT PINS PER MANUFACTURER RECOMMENDATIONS, UNLESS OTHERWISE NOTED. RECOMMENDED RAMSET #3348 AT 36" o.c .. FOR SHEAR AND BEARING WALLS AND 48" o,c. AT NOT -SHEAR AND NON -BEARING WALLS, CALCULATIONS GOVERN IN ALL THE CASES. - 13-ALL ISOLATED POSTS AND BEAMS ARE TO HAVE SIMPSON PB'S MINIMUM (OR AN APPROVED EQUAL IN STRUCTURAL DESIGN AND LOAD VALUES) UNLESS OTHERWISE NOTED. 14-FLOOR JOISTS ARE NOT DESIGNED to SUPPORT WATER BEDS. INFINITY GROUP SHOULD BE NOTIFIED IF WATER B/;DS ARE USED. 15,ALL EXPOSED BEAMS 4X.OR LARGER ARE TO BE l=OHC (FREE OF HEAT CENTER). 16· WOOD EMBEDDED IN THE GROUND OR IN DIRECT CONTACT WITH THE EARTH AND USED FOR THE SUPPORT OF PERMANENT STRUCTURES SHALL BE PRESSURE[) TR!=ATED WOOD OR FOUNDATION GRADED RED WOOD. 17,PHILL/PS ''RED HEAD" ANCHORS WS -1254 W/2 -114" MIN. EMBEDMENT MAY BE USED IN-LIEU OF MISPLACED 112" DIAMETER X 1 0" LONG BOLTS. 18, PROVIDE FURRING AS NEEDED TO ALIGN NON -SHEAR WALLS WITH SHEAR WALLS. 19, TRUSS MANUFACTURER IS TO PROVIDE CALCULATIONS, SHOP DRAWINGS, DETAILS, BRIDGING AND ERECTION BRACING. 20, THE ENGINEER WILL ACCEPT NO RESPONSIBILITY FOR THE EXISTING STiRUCTURE AND ALL ITS STRUCTURAL ELEMENTS PRIOR TO, DURING OR AFTER THE NEW CONSTRUCT/ON. . . ~ . . . •' . • • ~t . . . .. . . . . ... . -. . .. . . P--· o· ·o·· R.,-., · I • • .• . ' ~ . :: . . . . . _. . ·.. .. . . . .. . . .. . . . . ' . : ·_ -.. . ' . . . --t,... . . .. . ~::·-: ·····., :' .' · . · -UA .. --L1-y--·,--y. ·--. Q' ' . :: .•.>' --•• •: .. ;._, __ ,._. ·' .:> _-~·' ·~-.. ~ ·~..,.'j'".' ·.-· ~:--_··· . • • ' . . . '. -. . . . ~. . . . - . . . " .. 0 .. -·R_. <·::c·.-,,~----G·· ... '----'. ... _·1· ____ N _____ ,_A_ .. -..... -L-. (--·-s_,,. __ ) : . . .. -.::.-.·· .a,•._!·.• • • •' . -. . '. · .. ;: . _-' ' . _'-··_ .: ' . .,.,,. ,· . . . . . . . . .. . . . . . . . -. • ! . . . ! . ' . i ., ,. ' ~. ,· ' I ·~· .. .......... ', ~111r11111 ROUP ,. AN ENGINEERING and DESIGN COMPANY ALLOWABLE AXIAL LOADS FOR WOOD COl.,.UMNS WITHOUT BENDING i (PER USC 1994 TABLE 23-1-A-1) ,, HEIGHT Fell = 1350 lblin"2 fl:. 4 5 6 7 8 9 10 11 Fe/ = 625 lblin112 LOAPS E = 1.4*10"6 lblin112 (KIPS) 3.28 3.28 3.25' 3.27 · 2.62 2.13 1.76 1.47 ,, HEIGHT Fell= 1300 lblin"2 fl:.' 4 ,5 6 7 8 9 . 10 11 Fe/ = 625 lblin"2 LOADS E= 1.6*10"6 lb.lin 112 (KIPS) 5.15 5.15 5.15 5.15 · 5.15 5.15 5.15 5.15 HEIGHT I Fell = 1300 lblin112 . n. 4. 5 6 7 8 .. 9 10 11 Fe/= 625 lblin"2 LOADS E = 1.6*10"6 /blin112 (KIPS) 6.79 6.79 6.79 6:79 6.79 6.79: 6.79 6.79 I .. HEIGHT I Fell= 1350 lblin"2 n. 8. 9· 10 11 12 13. 14 Fe/ = 625 lblin112 LOADS E = 1.4*10"6/blin"2 KIPS 6.12 4.97 4.10 3.43 2.91 2.50 2.17 HEIGHT ., Fell = 1350 lblin"2 (ft.) 8 9 10 11 12 13 14 Fe/ = 625 lblin112 LOADS E = 1.4*10"6 lblin112 KIPS 9.61 7.81 6.45 5.40 4.58 3.93 3.40 HEIGHT I Fell= 1350 lblin112 n. 8 9 10 11. 12 13 .14 Fe/ = 625 lblin"2 LOADS E = 1.4*10"6 lblin112 . (KIPS) ,13.1 .. 10.7 8:79 7.36 6.24 5.35 4.64 I I Fell = 700 lblin112 8 9 10 11 12 13 14 . 15 16 17 18 19 20 Fe/ = 625 lblin"2 E = 1.3*10"6 lblin"2 18 17 15.7 14.38 13.03 11.7 10.6 9.48 8.53 7.70 6.97 6.32 5.76 ,, Fell = 700 lblin"2 Fe/ =-625 lblin112 LOADS E = 1.3*10"6 lblin112 KIPS 24.6 · 23.1 21.4. 19.61 17:77 .16 14;4 12.93 11.6 10.5 9.49 8.62· 7.86 'HEIGHT I Fell = 700 lblin"2 'ft. 8 9 10 11 12 13 14 15 16 17 18 19 20 Fe/ = 625 lblin"2 LOADS E.= 1.3*10"6 lblin112 KIPS 35.2 35.2 34.66 33.40 31.96 30.33 28.58 26.75 24.90 23.09 21.37 19.76 18.26 1- SAMPLE CALCULATION: EXAMPLE FOR 8'-0" HEIGHT 2X4 (STANDARD GRADE) STUD: b= 1.50 in. d= 3.50 in. I. le= 8.00 ft. A (area)= 5.25 in"2 l.e.ld= 27.43 (l.e.ld)"2 = 752.33 I KcE= Q.30 Fell= 1350 /b/in112 (ALLOWABLE COMPRE:SS/ON DE:SIGN VALUE: PARALLE:L TO GRAIN.) E= 1.4X10"6 lblin112 e'= 0.80 FeE = KeE*E I (leld)112 558 lblin"2 I FeE/Fe= 0.4135 F'e = Fe*((1 +FeEIFe) I 2e8 (((1 +FeEIFe) I 2e -(FeEIFe)".C?"0.5 = 500 lblin"2 Fe/= 625 /b/in112 (ALLOWABLE COMPRE:SS/ON DE:SIGN VALUE: PE:RPE:NOICULAR TO GRAIN.) I ALLOWABLE AXIAL LOADS FOR WOOD COLUMNS WITHOUT BENDING.(MIN.Fe*AREA)= 2623 lb '; I I I ,, I I I I I I I I I I I· I I\ I ~-.. --------------·~.:=1A.-1AILlliiii" _____ -1 ' m111r11111 ROUP \._ 7 ~- (A). GENERAL AN ENGINEERING-and-DESIGN COMPANY QUALITY AND DESIGN CRITERIA OF THE MATERIAL OF RESIDENTIAL CONSTRUCTION. 1-1994 UNIFORM BUILDING CODE. 2-CALCULATION SHEETS WILL SUPERSEDE THIS DESIGN CRiTERIA SHEET IN ALL CASES. (BJ. TIMBER 1-WESTERN LUMBER GRADING RULES W.W.P.A. & W.C.L.I.B. 2-GRADE MARKED W.C.D.F. LARCH (SEASONED LUMBER, 1.9% MAXIMUM MOISTURE CONTENT). ~&f i:Mffi~llil !f.~~1':Rffl flY{d!ffl~ ~.:'efif-"t·" t ,;vde,s~ r[gffiq9;~~ 2X,4X NO.1 1000 95 1700 NO.2 875 95 1600 BEAMS & STRINGERS S.S. 1600 85 1600 (6X AND LARGER) NO.1 1350 85 1600 NO.2 875 85 1300 POST & TIMBERS S.S. 1500 85 1600 NO. 1 1200 85 1600 NO.2 750 85 1300 GLUE LAM BEAMS VISUALLY GRADED 2400 165 1800 WESTERN SPECIES 24F -V4 DFIDF (24F -VB DFIDF AT CANTILEVER CONDITION ll.N.O.J DFIDF = DOUGLAS FIR LARCH S. S. = SELECT STRUCTURAL GRADE -ALL 2X4 STUDS AND PLATES SHALL BE STUD GRADE #2 OR BETTER. -ALL 2X6 STUDS AND PLATES SHALL BE W.C.D.F. #2 OR BETTER. -IT IS RECOMMENDED THAT LUMBER BE FREE OF HEART CENTER. (CJ. CONCRETE 1-ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. 2-FOR USE IN SPACES LESS THAN 2# CLEAR IN ANY DIMENSIONS AND DRYPACK, GROUT PROPORTIONED BY VOLUME SHALL BE 1 PART CEMENT AND 2-1/4 TO 3 PARTS SANO TO WHICH 1/10 PART LIME MAY BE ADDED. 3-CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-~3. REFERENCE BOOK: ULTIMATE STRENGTH DESIGN HANDBOOK. AC/. (D). MASONRY 1-CONCRETE BLOCK SHALL CONFORM TO ASTM C-90 FOR GRADE N-1 LIGHTWEIGHT UNITS WITH MAX. LINEAR SHRINKAGE OF 0.06%. 2-SOLID GROUT ALL CELLS WITH STEEL, EXCEPT RETAINING WALL WHERE ALL CELLS SHOULD BE SOLID GROUTED. 3-LOCATE ALL VERTICAL REINFORCING STEEL IN CENTER OF THE WALL EXCEPT RETAINING WALL WHICH SHOULD BE REFERRED TO DETAIL. 4-CONCRETE SURFACES SHALL BE CLEANED OF ALL DEBRIS PRIOR TO SETTING OF BLOCKS. 5-REFERENCE BOOK: MASONRY CODES AND SPECIFICATIONS; 1994. I I I I I I I I I ,, I I 1 ,, ,. I I I I r-------------;li•aiaiL1.1 ____ -1 1 a' .1IIr1II11 ROUP \_ ~- AN ENGINEERING and DESIGN COMPANY (E). REINFORCED STEEL 1-CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE BAR DIAMETER, THE FOLLOWING MINIMUM CONCRETE COVER SHAL.L BE PROVIDED FOR REINFORCEMENT. A. CONCRETE CAST AGAINST EARTH, PERfviANENTL Y ................... 3" B. CONCRETE CAST AGAINSTFORM BELOW GRAEJE. .................... 2" C. CONCRETE CAST AGAINST WEATHER, #5 AND SMALLER ........•. 1 -112" D. SLAB ON GRADE FROM TOP OF SLAB ...................................... 1" E. COLUMNS AND BEAMS TO MAIN BARS ..................................... 2" 2-ALL REINFORCED BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE OR GROUTING MASONRY. 3. SPLICING OF BARS SHALL HAVE LAPPING OF 30 BAR DIAMETER OR 2' -O". THIS IS IN ALL CLASSES UNLESS OTHERWISE NOTED. 4-ALL REINFORCING SHALL BE ASTM A-615-40 FOR #5 BARS AND SMALLER. 5-ALL REINFORCING SHALL BE ASTM A-615-60 FOR #6 BARS AND GREATER. 6-WELDED WIRE FABRIC TO BEAMS ASTM A-18!$, LAP 1 -112 SPACES, 9" MINIMUM. 7-LOW HYDROGEN WELDING RODS SHALL BE USED FOR ALL WELP/NG OR REINFORCING BARS. 8-SPLICES ADJACENT TO A HORIZONTAL WALL, THE REINFORCING BARS SHALL BE STAGGERED AT 4' -O" MINIMUM. 9-#5 OR LARGER REINFORCING BARS SHALL NOT BE RE-BENT WITHOUT APPROVAL OF ENGINEER. (F). STRUCTURAL STEEL 1- 2- 3- 4- 5- 6- 7- 8- 9- STEEL SHALL CONFORM TO ASTM A-36. PIPE COLUMNS SHALL CONFORM TO ASTM A-53; GRADE B. TUBE COLUMN SHALL CONFORM TO ASTM A-501 OF A-500, GRADE B. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDED ARC PROCESS AT LICENSED SHOPS OR OTHERWISE NOTED APPROVED BY THE BUILDING DEPARTMENT. CONTINUOUS INSPECTION REQUIRED FOR ALL WELDING. ALL STEEL EXPOSED TO WEATHER .SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION OR OTHER APPROVED WEATHER PROOFING METHOD. WHERE FINISH IS ATTACHED TO STEEL PROVIDE 112" BOLT HOLES At 4' -O" o.c. FOR ATTACHMENT OF NAILERS. SEE ARCHITECTURAL DRAWING FOR .FINISHES (NELSON STUDS 112" DIAMETER X 3" CPL., MAY BE USED TO REPLAC~ BOLTS). ALL BOLTS FOR STEEL MEMBERS SHALL CONFORM TO ASTM A-307 UNLESS OTHERWISE NOTED. HI-TENSILE BOLTS SHALL CONFORM TO ASTM A-325 OR ASTM A-490 AND SHALL BE FRICTION TYPE. REFERENCE BOOK: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDING AND A/SC, CURRENT EDITION. I I I -I 1-,, I I I ,,, ' I I 1, I I I 1· I ,----------..... --· i1i•eiai1.11 · ·1IIr1II11 iii-ROU-P -------1 AN ENGINEERING and DESIGN COMPANY .....,;:-::......, ALLOWABLE SPANS FOR W.C.D.F. #2 RAFTERS, CEILING AND FLOOR JOIST PER UBC 1994 STANDARD GRADING RULES FOR WESTERN !;UMBER. CEILING ROOF RAFT/JST ROOF RAFT/JST ROOF RAFTIJST ROOF RAFT/JST FLOOR JST. 'LOOR JST. JOIST 'SLP>/4:12 (SHAKE) SLP</3:12 (ROCK) SLP>4:12 (TILE) SLP<4:12 (TILE) LL= 40PSF LL= 40PSF 11-6 10-6 9-6 16-0 15-0 13-6 20-0 18-6 16-6 24-0 22-0 20-0 27-0 25-6 23-0 Fv = 95 lblin112 E = 1600*10113 lblin"2 NORMAL DURATION 2X4 W.C.D.F. #2 2X6 W.C.D.F. #2 2X8 W.C.D.F. #2 2X10 W.C.D.F. #2 2X12 W.C.D.F. #2 7-DA Y LOADING 2X4 W.C.D.F. #2 2X6 W.C.D.F. #2 2X8 W. C.D.F. #2 2X10 W.C.D.F. #2 2X12 W.C.D.F. #2 WITH WITH WITH WITH WITHOUT WITH W/0 DRYWALL W/O DRYWALL WIO DRYWALL W/0 DRYWALL CONCRETE CONCRET. 9-0 8-6 8-0 8-0 7-0 7-0 14-0 12-0 13-0 11-0 11-0 10-0 18-6 14'6 17-0 13-6 14-6 12-6 23-0 17-6 21-0 16-6 19-0 15-.0 24-0 20-6 22-0 19-0 21-0 17-6 E3-6 8-0 8-0 8-0 8-0 8-0 7-6 7-6 7-6 7-6 7-0 7-0 7-0 7-0 6-6 6-0 6-6 6-6 13-0 11-6 13-0 11-0 12-6 11-0 12-0 10-6 11-6 · 10-6 11-6 10-6 10-6 9-6 10-0 9-6 10-0 9-0 17-0 14-0 17-0 13-6 16-6 13-6 15-6 13-0 15-6 12-6 15-6 12-6 14-0 12-0 13-6 11-6 13-6 11-6 22-0 16~6 22-0 16-6 21-0 16-6 20-0 15-6 19-6 15-6 19-6 15-6 17-6 14-0 17-0 13-6 16-6 14-0 23-6 19-6 23-6 19-6 23-0 19-0 22-0 18-6 21-6 18-6 21-0. 17-6 20-6 .16-6 1.9-6· 1606 . 19-6 16-0 MAXIMUMDEFLECTION = 0.5 in FOR CEILING AND FLOOR JSTS. Fb = 1510 lblin112 Fb = 1310 lb/in112 Fb= 1210 lblin"2 Fb = 1105 lblin112 Fb = 1005 lblin"2 7-0 6-0 5-0 10-6 9-6 7-6 13-0 12-0 10-0 16-0 15-0 12-0 18-6 17-0 14-0 MAXIMUM DEFLECTION= 0.375 in FOR RAFTERS WI DRYWALL ONLY. Fb = 1885 lblin112 Fb = 1635 lb/in112 Fb = 1510 lblih112 Fb = 1385 lblin112 Fb = 1260 lblin112 6-6 6-0 4-6 10-0 8-6 7-0 12-6 11-0 9-0 15-0 13-6 11-0 17-6 16-0 13-0 THE SPAN IN THIS TABLE ARE INTENDED FOR USE IN COVERED STRUCTURES OR WHERE MOISTURE CONTENT AT TIME OF INSTALLATION AND INSTALLED CROWN-UP DOES NOT EXCEED 19% ... CURRENT 1994 UBC. I I I I I I I I :1 ,I I I 1 I. I I I I I ___________ aiaeiaiL_lil....-___ -\ m111r.11111 ROUP AN ENGINEERING and t>ESIGN COMPANY LATERAL SHEAR WALL NOTES (1994 UNIFORM BUILDING CODE) VALUES FOR GYPSUM BOARD WILL BE DIVIDED BY TWO-IFSEISMIC GOVERNS liVE~171<J'AEIABEIR'A'.G~~~~, GYPSUM SHEATHING (3J ( UBC TABLE 25 -1 ) _& 2 LAYERS OF 518" BLOCKED DRYWALL WITH 6d COOLER NAILS AT 9" o.c. A'T EDGES AND FIELD AT BASE LA YER WITH 8d COOLER NAILS AT7" o.c, AT EDGES AND FIELD AT BASE LA YER ~ 112" DRYWALL WITH 5d COOLE_R NAILS AT 7" o.c. AT EDGES AND FIELD .fil., 518" DRYWALL WITH 6d COOLER NAILS AT 7" o.c. AT EDGES AND FIELD _&. 112" DRYWALL WITH 5d COOLER NAIL$ AT 4" o.c. At EDGES AND FIELD ~ 518" DRYWALL WITH 6d COOLER NAILS AT 4" o.c. AT EDGES AND FIELD _&. 112" BLOCKED DRYWALL WITH 5d COOLER NAILS AT 4" o.c. AT EDGES AND FIELD ,&. 518" BLOCKED DRYWALL WITH 6d COOLER NAILSAT 4" o.c. AT.EDGES AND FIEL.D STUCCO (5J ( UBC TABLE 25 -./) ,ill. 718" STUCCO OVER PAPER LATH WITH 16' GAUGE STAPLES AT 6" o.c. AT TOP & BOTTOM PLATES, EDGE OF SHEAR WALL ON FIELD (ICBO REPORT NO. 1318 APRIL 1991). .ffi 718" STUCCO OVER PAPER l..ATH WITH 16 <;;AUGE STAPLES AT 3" o.c. AT TOP & BOTTOM PLATES, EDGE OF SHEAR WALL ON FIELD (ICBO REPORT NO. 1318 APRIL 1991). APA RA TED SHEA THING C1J, (2J, (3J, (4J ( USC TABLE 23-I-K-1) . ,& 318" STRUCtURAL II APA RATED SHEATHING WlTH Bd COMMON NAILS AT 6" o.c. AT EDGES AND 12" o.c; AT FIELD (TABLE 23-1-K-1 UBC.) .•.. ~318" STRUCTURAL II APA RATED SHEATHING WITH_8d COMMON NAILS AT 4" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23 -I~ K -1 UBC.) .... ~318" STRUCTURAL II APA RATED SHEATHING WITH 8d COMMON NAILS AT 3" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23-1-K-1 UBC.) .... ~ 318" STRUCTURAL II APA RATED SHEATHING WITH 8d COMMON NAILS AT 2" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23-1-K-1 UBC.) .... ~ 15132" STRUCTURAL I APA RATED SHEATHING WITH 8d COMMON NAILS AT 2" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23-1-K-1 UBC.) .... ~ 15132" STRUCTURAL I APA RATED SHEATHING WITH 10d COMMON NAILS AT 2" o.c. AT EDGES AND 12" o,c. AT FIELD (TABLE 23-1-K-1 UBC.) .... FOOTNOTES: (1) THE ALLOWABLE LOADS ARE BASED ON DOUGLAS FIR STUDS ONLY. I SHEAR CAPACITY (6) 1/2*250PLF 1/2*100PLF 1/2*115PLF 1/2*125PLF 1/2*145PLF 1/2*150PLF 1/2*175PLF 180PLF 240PLF 260PLF 380PLF 490PLF 640PLF 730PLF 870PLF (2) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAi.,. OR WIDER AND NAILS SHALL. BE STAGGERED WERE NAILS ARE SPACED 2" o.c. (3) ALTERNATE NAILS MAY BE USED IF THEIR DIMENSIONS ARE NOT LESS THAN THE SPECIFIED DIMENSIONS. (4) HEIGHT TO WIDTH RATIO NOT to EXCEED 3-1/2:1. (5) HEIGHT TO WIDTHRATIO NOT TO EXCEED,2:1. (6) VALUES BASED QN FRAMiNG SPACES@ 16" o.c. rf:Z~-,i--:~~~~~~~;--:--~-~ r"-"l ~\~--... ~~A,.."-,. ,o,.....:,,_,-....,... ... ~--"'-"-'.i..........,,,_, ... -~ ., ,.j ROOF: . . 1/2" APA RATED SHEA THING, Pl/ 24/0, WITH8d COMMON NAILS AT 6" o.c. EDGES AND BOUNDARIES, AND 12" o.c. AT FIELD, ALL PANEL EDGES UNBLOCKED. FLOOR: 314" APA RATED SHEATHING, Pl/ 40120, TONGUE & GROVE, WITH 10d COMMON NAILS AT 6" o.c. AT EDGES AND BOUNDARIES, AND 12" o.c. AT FIELD, ALL PANEL EDGES UNBLOQKED. I I I ., I I I I ·1 I I I 1· I I I I I ..--------ii----· 111r11111 .-ROU-P . ---' AN ENGINEERING and DESIGN COMPANY ~ Copyright 1998 Infinity Group I .___ _____________ _1 I I I I. I I I I I I I I 1· I I I .I I I PLAN: •1• USC 94 ARCH.: LANGSTON-STEICHEN· ASSOC. 0 I HEADER a LEFT oF ENTRY: Uniform Loads: w: Roof=( 34 psf )( 1312 + 212 ) Wall= ( 10 psf )( 5 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL=· 10 p/f Total Uniform Load Acting on Beam ...... . Length = 9.50 · ft Moment Shear M(u)= WL"218 aepth = 9.25 in M(u)= 3553. 6 ft-lbs V(u) = 12.53.4 lbs F(b)= 875 psi F(v) = 95psi s = M(u)/Fb Area= 1.5V/Fv s = 48.7 cu-in Area= 19.B sqin R(lft) = 1,496 lbs R(rht)= 1,496 lbs 0 IHEADER a.FRONT oFFIRE:Pi.AcE: · Uniform Loads: w: Roof=( 34 ·Psf )( 1712 + 1 ) Wall=.( 14 psf )( 12 + .o r Floor= ( 52 psf )( () + 0 ) BMDL= 10 plf Total Uniform Load Acting on Beafn ...... . Length = 4.50 ft Moment Shear M(u)= M(u)= F(b)= s = s = WL"218 · 1268.2 ft-lbs 875 .psi M(u)lFb .17.4 •CU-in depth= V(u) = F(v) = Area.= Area= R(lft) = R(rht)= --11-,-··, I l l, I ~ ' ii I ' ,_ ai ill' Copyright 1998 Infinity Group · 7.25 in .824.6 lbs 95 :psi 1.5V/Fv 13.0 sqin 1,127 lbs ·1, 127 lbs ·-= = = ·- = = = DATE: 06/10198 JN. : 598-2387 255.0 pit+ 50.0 p/f 0.0 plf 10.0 plf 315.0 pit Deflection 9.50 ft L/240 Length= D(a/1)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 0.48 in 0.14 in 5WL"4l384ED 1600 ksi 76.0 in"4 323.0 p/f + 168.0 plf 0.0 p/f 10.0 p/f 501.0 pit Deflection Length= D(a/1)= D(all)= D(act.)= l(u) = E(bm) = l(u) = 4.50 ft L/240 0.23 in 0.02 in 5WL "4l384ED 1600 ksi 12.B in"4 06/10/982387P1 B2.xls I I I I I I I I I ,, I I I I I I ,I I I .----------~······~· 111r11111 ROUP AN ENGINEERING·and DESIGN COMPANY PLAN: •1• UBC !U ARCH.: LANGSTON -STEICHEN -ASSOC. REV. •A• IHEADER ~ RIGHT OF DINING ROOM: I Uniform Loads: Roof= ( 34 pst )( 2i2 + .2 ) Wall= ( 14 psf )( 2 + ,0 ) Floor= ( 52 psf )( -0 + 0 ) BMDL= 15 pit Total Uniform-Load Acting·on Beam ...... . Length = 6.50 ft Moment Shear M(u)= M(u)= F(b)= s = s = WL"218 765.8 ft-lbs 875 psi M(u)/Fb 10.5 cu-in depth= V(u) = F(v) = Area= Arecf = R(lft) = R(rht)= I HEADER~ RIGHT OF 2-CAR GARAGE: Uniform Loads: Roof=( 34 pst )( 812 + Wall= ( 14 psf )( 2 + Floor= ( 52 psf )( 0 .+ BMDL= 25 pit Total Uniform Load Acting on Beam ...... . Length = 16.67 ft 5.5 .in 404.8 lbs 95 psi 1.5V/Fv 6.4 sqin 471 lbs 471 .lbs .2 J 0 ) 0 ) Moment Shear M(u)= M(u)= F(b)= s = s = WL"218 8927.2 ft-lbs 1000 psi M(il)/Fb 107.1 cu4n Copyright 1998 Infinity Group depth-= V(u) = F(v) = .Area = Arec1 = R(lft) = R(rht)= 15.25 in 1815.5 lbs 95 psi 1.5V/Fv 28i7 sqin 2,142 · lbs 2,142 lbs = --- = = = = = -- DATE: 10/12198 JN. : 598-2387 102.0 pit+ 28.0 pit 0.0 plf 15.0 p/f 145.0 p/f -Deflection 6.50 ft l/240 Length= D(all)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 0.33 in 0.07 in 5WL "41384ED 1600 ksi 11.2 in"4 204,0 p/f + 28.0 p/f 0.0 p/f 25.0 pit 257.0 plf Deflection Length= D(a/1)= D(a/1)= D(act.)= /(ti) = E(bm) = l(u) = 16.67 ft l/240 0.83 in 0.22 in 5WL "41384ED 1700 ksi 315.1 in"4 10/12/982387P183.xfs I I I I I I I I I I I I I I I I .I I ..--------------1--1 ... _.i•--------1 . m111a-11 1 ROUP AN ENGINEERIN~ and DESIGN COMPANY PLAN: •1• USC 94 . ARCH.: LANGSTON·-STEICH.EN -ASSOC. REV. "A" M(u)= M(u)= F(b)= s = s = IHEADER@RIGHTOF 2;.cAR GARAGE@PLAN ·1s·: Uniform Loads: Roof= ( 34 psf )( 1 + 2 ) = Wall= ( 14 psf )( 2 + o ) = Floor= ( 52 pst )( · o + o ) = BM DL= 25 pit = Total Uniform Load Acting on Beam ...... . Length = 16.67 ft Moment Shear WL"218 5384. 1 ft-lbs 1000 psi M(u)/Fb 64.6 cu4n depth= V(u) = F(V) = Area= Area= R(lft) = R(rht)= IHEADER@RIGHT OF 1-CAR GARAGE: Uniform Loads: · · Roof=.( 34 psf )( 2,5 + Wall= ( 14 psf )( 2 + Floor= ( 52 psf )( o + BMDL= 15 pit Total Uniform Load Acting on Beam ...... . Length= 8.75 ft 13.25 in 1120.8 lbs .95 psi 1.SV/Fv 17.7 sq in 1,292 lbs 1,292 lbs 2 ) 0 ) . .0 ) = = = = DATE: 10/12198 JN. : 997-2364 102.0 pit+ 28.0 pit 0.0 pit 25.0 pit 155.0 pit Deflection Length= D(a/1)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 16.67 ft U240 0.83 in 0.20 in 5WL "41384£D 1'53.0 pit+ 28.0 pit 0.0 pit 15.0 pit 196.0 pit 1700 ksi 190.1 in"4 P1(LOADJ• P1 Location: 205() ,lbs Cafe.:. (34*(8/2+1)+3())*20.512 P1 from.feft = Moment M(u)= M(u)= M(c)= M(T)= F(b)= s = s = WL"218 1875.8 ft-lbs 1317:9 ft-lbs 3193.6 ft-lbs 2400 psi M(T)/Fb 16.0 cu-in Copyright 1998 Infinity Group FROM GIR[)ERTRUSS; 1.50 .ft P1 from right= 3. 75 ft depth= V(u) = . V(T) = F(V) = Area= Area= R(lft) = R(rht)= Shear 9 in .710.5 lbs 1589.1 lbs 165 psi 1.5V/Fv 14.4 sq in 1,736 lbs 1,209· lbs. Deflection Length= D(a/1)= D(all)= D(act.)= f(U) = l(c) = E(bm) = /(ti) = 8.75 ft U240 0.44 in 0.08 in 5WLfi.4/384£D P(ab)"213£DL 1800 ksi 38.2 in"4 10/12/982387P184.xfs I I I I I I I ' I I I I I I I I I I I PLAN: •1• UBC 94 ARCH.: LANGSTON-STEICHEN -ASSOC. Jliiiiil~~EV. "A~ IHEADER@RIGHTOF1-CAR GARAGE@PLAN ·1s•: · _ ·1 Uniform Loads: · Roof= ( 34 psf )( 1.0 + 2 ) = Wall= ( 14 pst )( 2 + O ) = Floor= (. 52 pst )( o + ,o J = BMDL= 15 pit. -· Total Uniform Load Acting on Beam ...... . Length = 8.75 ft DATE: 10/12198 JN.: 598-2387 102.0 pit + 28.0 plf 0.0 p/f 15.0 p/f 145.0 p/f P1(LOAD)::: 1440 lbs Cale.:. (34.*(4.5/2+1)+~0)*,20.512 P1 Location: P1 from left= Moment M(u)= M(u)= M(c)= M(T)= F(b)= s = s = WLA2J8 1387. 7 ft-lbs 3190.9 ft-lbs 4578.6 ft-lbs 2400 psi M(T)/Fb 22.9 cu-in FROM RIGHT REACTION OF GIRDER TRUSS; 5.17 ft Pt from right= 3.75 ft depth= V(u) .= V(T) = F(l() ·= Area= Area= R(lft) = R(rht)= Shear 9 in 525.6 lbs 1376.5 lbs .165 psi 1.5V/Fv 12.5 sqin 1,252 lbs 1,485 lbs . . Deflection Length= D(all)= D(all)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 8.75 ft Ll240 0.44 in 0.14 in 5WL A4/384ED P(abJA2f3EDL 1800 ksi 69.5 inA4 :t:C-.. : :-; ·: .. ::~1. . ·----~ ·-.• , . . . . . . . ..!· .,-·. : : •• ·,_.. •• 1 .. ( . ,: . -~ , . . . :::r~/::. = 0 IHEADER@REAR OFBR.3: Uniform Loads: w: Roof=( .34 pst )( 1 + 1 ) = 68.0 pit+ Wall= ( 14 psf )( 2 + 0 ) = 28.0 pit Floor= ( 52 psf )( .Q + -0 ) = 0.0 pit BMDL= 15 pit = 15.0 pit Total Uniform Load 'Acting on Seam ..•.... 111.0· pit Length= . 5.33 .ft_ P1(LOAD}II! P1 L:ocation: 2421 lbs Cale.: (34*{812+1.75)+15)*2312 FROM GIRDER TRUSS; P1 from left.= Moment M(u)= M(u)= M(c)= M(T)= F(b)= s = . s = WLA2f8 394.2 ft./bs 2845.4 ft-lbs 3239. 6 ft-lbs 875 psi M(T)/Fb 44.4 cu-in Copyright 1998 Infinity Group 1.75 ft PHrom right= .J.58 ft Shear Deflection depth= V(u) =. -V(T) = · F(v) = Area =· A~a = R(lft) = R(rht)= 11.25 in 191.8 lbs 1817.7 lbs 95.p~i 1.5Vli=v. 28.7 sqin 1;922 lbs ·1,091 lbs Length= b(a/lJ= D(a/lJ= D(act.J= l(u) = l(c) = E(bm) = /(ti) = 5.33 ft L/240 .0.27 in 0.02 in 5WL A4/384ED P(ab)A2f$EDL 1600 ksi 28.8 jnA4 10/12/982387?185.xls I I I I I I I I I I I I I I I I I I I ...----------~;atlliaiLII.--__ ____ 111r11111 ROUP AN ENGINEERING and DESIGN COMPANY i...;::,,..,.:;-i PLAN: •1• USC 94 DATE: 10/12198 ARCH.: LANGSTON -STEICHEN -ASSOC. JN.: 598-2387 0 IHEADER ~ RIGHT OF DINING ROOM~ ELEVATION •s•: . Uniform Loads: w: Roof= ( ·34 pst )( 6.512 + 1 ) Wall= ( 14 psf )( 2 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 15 pit Total Uniform Load Acting on Beam ...... . Length = 6.25 ft P1(LOAD) "' 886 lbs Cale.: P1 Location: FROM GIRDER TRUSS; Pt from left= . 2. 75 ft P1 from right= Moment Stiear M(u)= WLl\2f8 depth= 9.25 in M(u)= 915.5 ft-lbs V(u) = 441.4 lbs M(c)= 1363.7 ft-lbs V(T) = 937.3 lbs M(T)= 2279.2 .ft-11:!s F(v) = 95 psi F(b)= 875 psi Area= 1.5V/Fv = = 144.5 pit+ 28.0 pit 0.0 pit 15.0 pit 187.5 pit 34*(1012+2)+15)*7/2 3.W ft Deflection s = M(T)/Fb Area= 14.8 sqin Length= D(all)= D(all)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 6.25 ft 1./240 0.31 in 0.03 in SWL l\4/384ED P(ab)h2f3EDL 1600 ksi s = 31.3 cu-in R(lft) = 1,082 lbs R(rht)= 976 lbs @ IHEADER ~RIGHT OF ENTRY ~ELEVATION "B~: . Uniform Loads;·. w: Roof=( 34 pst )( 6,512 + 1 ) Wall= ( 14 psf )( 2-+ 0 ) Floor= ( 52 psf )( () + 0 ) BMDL= 15 pit Total Uniform Load Acting on Beam ....... Length=. P1(l.OAD)• P1 Location: P1 from left= . Moment M(u)= WL l\2f8 M(u)= 915.5 ft-lbs M(c)= 1381.4 ft-lbs M(T)= 2296.9 ft-lbs F(b)= 875 psi S = M(T)/Fb S = 31.5 cu-in Copyright 1998 Infinity Group 6.25 ft 886 lbs Cale.: FROM GIRDER TRUSS; 3.00 ft Pt from right= depth= V(u) = V(T) = F(v) ;::. Area= Area= R(Jft) = R(rht)= Shear 9.25 in 441.4 lbs 901.9 lbs 95 psi 1.SV/Fv. 14.2 sqin 1,046 lbs 1,011 lbs 28.0 in/\4 ' . = 144.5 pit+ ::: 28.0 pit = 0.0 pit -15.0 pit 187.5 pit (34*(1.012+2)+15)*7/2 3.25 ft Deflection Length= D(a/1)= D(all)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 6.25 ft L/'240 0.31 in 0.03 in SWL l\4/384ED P(ab)h2f3EDL 1600 ksi 28.4 in/\4 10/12/982387P186.xls I I I I I I I I I I I I I I I I I I I .------------;1i•••i&11 _____ _____ . 111r11111 ROUP AN ENGINEERING and DESIGN COMPANY i.....;::,,"""""'--' PLAN: ·1· use 94 ARCH.: LANGSTON· STEICHEN-ASSOC. @ IHEADER@LEFT OF NOOK@ELEVAT1O11 ·c·: Uniform Loads: w: Roof=( 34 psf )(' 1 + .· Wall= ( 14 psf )( 2 + Floor= ( 52 psf )( 0 + BMDL= 15 plf Total Uniform Load Acting on Beam ....... Length= 3.50 ft P1(LOAD)• 6270 lbs Cate.: P1 Location: FROM GIRDER TRUSS; 0 ) 0 ) 0 ) = = = = DATE: 10/12198 JN. : 598-2387 34.0 plf + 28.0 p/f 0.0 plf 15.0 p/f 77.0 pit (34*(1212+1.5)+30)*44/2 P1 from left = 1.50 'ft P1 from right= .2.00 ft M(u)= M(u)= M(c)= M(T)= F(b)= s = s = @ w: M(u)= M(u)= F(b)= s = s = Moment Shear WL"218 depth= 11.875· 1n 117.9 ft4bs V(u) = 58.6 lbs 5374.3 ft-lbs V(T) = 3641.4 lbs 5492.2 ft-lbs l=(v) = 285 psi 2600 psi Area= 1.5V/Fv M(T)/Fb · Area = 19.i sq in 25.3 cu:.;n . R(lft) = 3,718 lbs R(rht)= 2,822 lbs IHEADER@LEFT oF FAMILY ROOM® ELEVATION ·c·: Uniform Loads: Roof= ( 34 psf )( 4412 + .1 ) Wall= ( 14 psf )( 2+ 0 ) Floor= ( 52 psf )( 0-+ i) ) BMDL= 15 pit Total Uniform Load Acting. on Beam .•..... Length-= 6.50 ft Moment WL"218 4357.0 ft-lbs 875 psi M(u)/Fb 59.8 cu-in dept/1 = V(u) = F(v) = Area= Area= R(lft)=. · R(rht)= Shear 11.25 iii 1907.8 lbs 95 psi 1.5V/Fv 30.1 sqin · -2,681 lbs .. 2,681 lbs Copyright 1998 Infinity Group ' = = = Deflection Length= 3.5 D(a/1)= L/240 D(a/1)= 0.18 in D(act.)= 0.01 in l(u) = 5WL "41384ED l(C) = P(ab)"213EDL E(bm) = 1900 ksi /(ti) = 28.7 in"4 7_82.0 pit+ 28.0 p/f 0.0 p/f 15.0 plf .825.0 plf Deflection Length= D(all)= D(all)= D(act.)= l(u) = E(bm) = l(u) = 6.50 ft L/240 0.33 in 0.04 in 5WL"41384ED 1600 ksi 63.7 in"4 10/12/982387P1 B7.xls I I I I I I I I I I I I I I I I I I I ...-------~--;I•• ....... __ . ___ ____ 1IIr1II11 ROUP AN ENGINEERING and:DESIGN COMPANY .............. _. PLAN: •1• USC 94 ARCH.: LANGSTON -STEICHEN-ASSOC. REV. •A• IHEADER@LEFT OFMsR: @ELEVATION ·c": Uniform Loads: Roof= ( 34 psf )( 1412 + ·1 Wall = ( 14 psf )( 7 + o Floor= ( 52 psf )( ·0 + o BMDL= 20 pit Total Uniform Load AcJing on Beam ______ _ Length= -10.00 ft ) = ) = ) = = DATE: 10/14198 JN. : 598-2387 272_0 pit+ 98_0 p/f 0.0 plf 20;0 p/f 390.0 p/f P1(LOAD)• P1 Location: 950 lbs Cafe_: °(34*10/2+20)*10/2 FROM BEAM GIRDER TRUSS; P1 from left= 5:00 ft P1 from-right= 5_00 ft Moment ·shear Deflection M(u)= M(u)= M(c)= M(T)= F(b)= s = s = @ w: M(u)= M(u)= F(b)= s = s = WLll.2/8 4875.0 ft-lbs 2375_0 ft-lbs 7250_0 ft-lbs 2400 psi M(T)/Fb 36.3 cu-in depth,= V(u) ·= V(T) * F(v) = Area= Area·= R(lft) = ,R(rht)= 9 in 1657_5 lbs 2132_5 lbs . 165 psi. 1_5V/Fv 19.4 sq in 2,425 lbs 2,425 /JJS IHEADER@REAR OF 1-cA·R GARAGE @ELEVATION ·c·: Uniform Loads:· Root= ( 34 pst )( io_s-2 + 1 ) = Wall= ( . 14 .psf. )( 2 + 0 ) = Floor= ( 52 pst )( o + o J = BM DL= 15 p/f = Total Uniform Load-Acting ori Beam -~----- Length = 8.75 ft Moment WLA2f8 4072.2 ft-lbs 875 psi M(u)/Fb 55.8 cu-in depth= V(u) = F(I/) = Area= Area= R(lftJ;:: R(rht)= Shear 1'1.25 in 1462.7 lbs : 95 psi 1_5V/F.v 23.1 sq in 1,862 lbs 1,862 lbs ffli11MB,~111n1m1~~1~1· ~1;11~1m11~111~11/~••Jlll!lllliBIIIMIRJM11ma~llll11~ ~;~l!llillullfl!IE~~i ~~~! il!iiOO!!llfil rn.i:m!illl!Ml •• lh11i~!!ffll-~J!ll!Rll'll!Wi Copyright 1998 Infinity Group Length= D(all)= D(a/1)= D(act_)= l(u) = l(c) = E(bm) = ./(ti) = 10 L/240 0_50 in 0_32 in 5WL A4/384ED P(ab)11213EDL 1800 ksi 135.5 in114 382_5 p/f + 28.0 pit o_o plf 15.0 pit 425.5 pit Deflection Length= D(all)= D(all)= b(act_)= l(u) = E(bm) = l(u) = 8.75 ft L/240 0.44 in 0_07 in 5WLA4/384ED 1600 ksi 80.2 in114 10/14/982387p1b8 I I I I I I I I I I I I I I I I I I I PLAN: •1• USC 94 ARCH.: LANGSTON-STEICHEN-ASSOC. .._,_..._-EV. "A" IHEADER@FRONT OF ENTRY® ELEVATION ·c'": Uniform Loads: · Roof= ( 34 psf }( 44i2 + 2 ) Wall = ( 14 psf )( 6 + O ) Floor= ( 52 psf )( o + o ) BMDL= 10 pll Total Uniform Load Acting on Beam ...... . Length = 6.50 ft Moment Shear M(u)= WL"218 depth= 11.25 in M(u)= 4805.9 ft-lbs V(u) = 2104.4 lbs F(b)= 875 psi F(V) = 95 psi s = M(u)/Fb A1aa =. 1.5V/Fv s = 65.9 cu-in Area= .33.2 sqin R(lft) = 2,958 lbs R(rht)= 2,958 lbs Copyright 1998 Infinity Group = = = DATE: 10/12198 JN. : 598-2387 816.0 pit+ 84.0 pit 0.0 pit 10.0 pit 910.0 pit Deflection Length= D(a/1)= D(all)= D(act.)= l(u) = E(bm) = l(u) = 6.50 ft 1..1240 0.33 in 0.04 in 5WL "4I384ED 1800 ksi 62.5 in"4 10l12/982387P189.xls I I I I I I I I I I I I I I I I I I I ___________ aia•iaiLI m111r11111 ROUP AN ENGI_NEERING and DESIGN COMPANY PLAN: "1" USC 94 ARCH.: LANGSTON· STEICHEN -ASSOC. DATE: 06/10/98 JN.: 598-2387 ILOCAT/ON: @ENTIRE UNIT EXCEPTSR.3, SA.2, 1-CAR GARAGE AND 2-CAR GARAGE Wind: (70MPH/Exp"Cj P = C(e)C(q)q(sj --(1.13)*(1.3)*(12.6)*(1) = 18.51 psf Design Seismic Coeffici(mt: a=ZIC/Rw = (0.4)*(1)*(2.75)/6 = 0.1833 DESIGN TRIS INCREMENT DESIGN TRIS /NCR"EMENT LOADS LENGTH .. OF LOAD$ psf ft plf WIND: 18.5 • 19 -4.5 -268.4 SEISMIC: ROOFDL 18 * 67 ... 0 = 1206;0 EXT WALL 14 * 91'2 *( 2 ) = 126.0 INT WALL 10 .. .9/'2 * ( 3 ) = 135.0 FLOORDL 12 • 0 * 0 = 0.0 TOTAL.DEAD LOAD ................................ 1467.0 TOTAL BASE SHEAR ..................... , ......... 269.0. CONTROLLING LATERAL LOAD; ............. -.. Copyright 1996 Infinity GRlllp .LOADS LENGTH OFLOADS psf ft plf 18,5 * 18 4.5 = 249.9 18 • 53 * 0 = 954.0 14 · ·* 91'2 * ( 2 ) = 126.0 1-0 ·• 91'2 . * ( 1.5 ) = 67.5 12 * 0 .. 0 = 0,0 ................. -.................................................................... . 1147.5 210.4 CONTROL'G LATERAL LOAD ........ . 06/10/982387P1L1.xls I I I I I I I I ·1 I I I I I I I I I I PLAN: .. 1.. · use 94 ARCH.: LANGSTON· STEICHEN -ASSOC. DATE: 06/10/98 JN.: 698-2387 ILOCA TION: @RIGHT OF SR.3, SA.2 AND 1-CAR GARAGE Wind: (70MPH/Exp•Cj . P = C(e)C(q)q(s} = (1.13)*(1,3)*(12.6)*(1) = . 18.51 psf Design Seismic Coefficient: a =ZIC/Rw = (OA)*(1)*(2.75)/6 = 0 .. 1833 DESIGN TRIS INCREMENT LOADS LENGTH OFLOADS. psf ft :pff WIND: 18.5 * 14 -4.5 175.8 SEISMIC: ROOFDL 18 * .25 . '* 0 = 450.0 EXTWALL 14 * 912 • r .2 ) = 126.0 INTWALL 10 ·* : ~1.2 * ( 1 ) = 45.0 FLOOROL 12 * 0. * 0 = 0.0 TOTALDEAD LOAD................................ 621.0 TOTAL BASE SHEAR.............................. 113:9 CONTROLLING LATERAL LOAD ............... . Copyright 1998 Infinity GRl\lp DESIGN TRIS INCREMENT ,LOADS f,..ENGTH OFLOADS psf ft pff 18.5 * 0 0 = 0.0 18 * . ,24.5 * 0 = 441.0 14 * 912 ~.( 1 ) = 63.0 10 * 912 * ( 1.5 ) = 67.5 12 , .. .. o * 0 = 0.0 .... , ............... _; ..... -........................................ . 571.5 104.8 CONTROL 'G LATERAL LOAD ........ . 06/10/962387P1 L2.xls I I I I I I I I I I I I I I I I I I I .....------------1--1-1~. m111r-11111 ROUP AN ENGINEERING and DESIGN·COMPANY PLAN: "1" ARCH.: LANGSTON·-STEICHEN· ASSOC. UBC94 DATE: 06/10/98 JN.: 598-2387 ILOCAT/ON: @ RIGHT SIDE OF 2-CAR GARAGE Wind: (70MPH/Exp"Cj P = C(e)C(q)q(s) = (1.13)*(1.3)*(12.6)*(1) = 18.51 psf Design Seismic Coefficient: a=.ZIC/Rw = (0.4)*(1)*(2.75)/6 = 0.:1833 DESIGN TRIS INCREMENT DESIGN T~IB INCREMENT LOADS LENGTH OFLOADS LOADS LENGTH OFLOADS psf ft pff psf ft pff WIND: 18.5 •· 14 -4:5 = '175.'8 18.5 * 0 0 = 0.0 SEISMIC: ROOFDL 18 * 23 * 0 -414.0 18 * 16 * 0 = 288.0 EXTWALL 14 * 912 ·• ·( 2 ) = 126.0 14 ·*· 912 ·* { 1 ) = 63.0 INT WALL 10 * 912 * { 0 ) = o:o 10 * 912 * { 0 ) = 0.0 FLOORDL 12 * 0 * 0 = 0.0 12 * 0 * 0 = 0.0 TOTAL DEAD LOAD ................................ 540.0 ...... "····················.······················ 351.0 TOTAL BASE SHEAR ..... ,. ....................•.. 99.0 · · ................... ~ ................................... 64.4 CONTROLLING LATERAL LOAD ................ CONTROL 'G. LATERAL LOAD ......... Copyright 1996 Infinity Group 0611 Ol982387P1 l.3.xls I I I I I I I I I I I I I I I I I I I PLAN: •1• UBC94 DATE: 07129/98 ARCH.: LANGSTON -STEICHEN -ASSOC. JN.: 598-2387 0 0 0 WALL @LEFT SIDE OF LIVING ROO MBR. AND FAMILY ROOM: L= 2.58 + 2.58 + 2.42 + 3.58 + 3.33 = 14.49 ft LOAD lbs/ft 269 FOR L = 2.58 ft O.T.M. = R.MOMENT= NET. MOMENT= UPLIFT= FOR L = 2.42 ft TRl~LENGTH ft 4412 = TOTAL SHEAR lbs 5918 >>>>>>>>>>>> 408'*2.58*12 = .2/3*(18*(8i2+1)+14*12)"'2. 58"212 = SHEAR@WALL lbs/ft 408 0. T.M. -R. MOMEN·T. ..................•.............................................. 12632 lbs.ft 572 lbs.ft 12059 lbs.ft 4674 lbs. NET MOMENT I LENGTH ............... , .......................................... . 0. T.M. = 408*2.42*9 = 8886 lbs.ft R. MOMENT= 213*(18*(4412+1)+14*9)*2.42"212 = 1054 lbs.ft NET. MOMENT= 0. T.M. -R. MOMENT.................................................................. 7832 lbs.ft UPLIFT = NET MOMENT I LENGTH ....... _.................................................... 3236 lbs. >»>»> USE >»>» & WITH (2) 11'2" DIA X 10"L ANCHOR BOLTS PER PANEL AND (1) SIMP. HPAHD22 PER MIN. 4X4 POST AT EACH PANELEND EXCEPT 2.58' PANE;L. USE (1) SIMP. MIT28B PER MIN. 4X4 POST AT CORNER.CONDITION EXCEPT 2.58' PANEL AND (1) SIMP.-HD6A PE_R MIN. 4X4 POST@EACH END OF2'-7" PANEL. I WALL @RIGHT OF MBA. & BR.4: L= . ·12 + 0 = 24 ft LOAD lbs/ft 269 99 114 >>>>>>> USE TRIBLENGTH ft 4412.. + 2112 + TOTAL SHEAR lbs .22 12 ·= 8212 >>>>>>>>>>>> SHEAR@WALL lbs/ft 342 >>>>":?> ~ WITH 1/2"DIA X 10"L ANCHOR BOLTS AT 24 •o.c. I WALL @RIGHT OF BR.3: L= 10 + ·O + 0 = 10 ft SHEAR@WALL lbs/ft LOAD lbs/ft 176 >>>>>>> USE fRIBLENGTH ft TOTAL SHEAR lbs 32 12 = 2816 >>>>>>>>>>>> >>>>>> ~ WITH 112"0/A X 10" L ANCHOR BOLTS AT 282 32 •o.c. Copyright 1998 Infinity Group 07129,'982387P1W1.xls I I I I I I I I I I I I I I I I I I I ,------------;a•--•••&••-------t · 111a-11111 ROUP AN ENGINEERING and DESIGN COMPANY i....;:i,,....::;....1 PLAN: "1" UBC94 DATE: 10/13198 ARCH.; LANGSTON -STEICHEN -ASSOC. JN. : 598-2387 REV. "A" I WALL @ RIGHT OF 1-CAR GARAG1=: I I,. = IWAL.L@ELEVATION "C":, 0 IWALL@ELEVATION"B": 6.25 + 6.08 + 7.83 + 0 + 0 + 0 = 0 = 6.25 ft 6.08 ft 7.83 ft 0 LOAD lbs/ft TRIBLENGTH ft TOTAL SHEAR lbs SHEAR C@. WALL lbs/ft 176 n r2 = 968 >>>>>>>>>>>> 155 @ELEVATIONS "B": »»»»»» 124 ·@ELEVATIONS "C": >>>>>>>>>>>> 159 0. T.M. = 155~6.25*9 = 8719 lbs.ft R. MOMENT= 213*(18*6+14*9)*6.25"212 = 3047 lbs.ft NET. MOMENT= 0. T.M. -R. MOMENT ..............•.....•.....•.......... :......................... 5672 lbs.ft UPLIFT = NET MOMENT I LENGTH......................................................... 908 lbs. »»»> USE »»:>>& WITH (3) .1/"2" DIA X10" L ANCHOR BOLTS PER PANEL AND (1) SIMP. HPAHD22 PER MIN. 4X4 POST AT EACH PANEL END. WALL @FRONT OF BR.2, MBR., . .L= 7.17 + 7.5 + 0 = 14.67 ft MBA. AND PLAN "1B": LOAD TRIBLENGTH TOTAL SHEAR SHEAR@ WALL . lbs/ft ft lbs lbs/ft 210+105 2312 = ·3623 .>>>>>>>>>>>> 247 0. T.M. = 247*7.17*9 = 15939 lbs.ft R. MOMENT= 213*(18*(22/'2+2)+14*9)*7.17"212 = 6169 lbs.ft NET. MOMENT= 0.T.M. -R. MOMENT.. ................................................ ,............ 9770 lbs.ft UPLIFT = NET MOMENT I LENGTH.......................................................... 1363 lbs. »>»» USE »»>>& WITH(3) 1/2"'DIAX10"LANCHORBOLTSPERPANEL. AND (1) SIMP. HPAHD22 PER.MIN. 4X4 POST AT EACH PANEL END. _1 W._'4_L_L_@_FR_O,._NT __ OF_._S_'N_TR_Y;_:~ __ 1 L= 4. 75 + 10 + 0 -14.75 ft LOAD lbs/ft TRIBLENGTH ,ft TOTAL SHEAR lbs SHEAR@WALL lbs/ft 250 44 l"2 = 5500 >>>>>>>>>>>> 0. T.M. = ~73*4. 75*12 = R. MOMENT= 2/3*(18*(2212)+10*12r4.75"2/'2 = NET. MOMENT= 0. T.M. -R. MOMENT ........................... : .................................... . UPLIFT = NET MOMENT I LENGTH ........................................................ . »»»> (JSE »>>» ~ WITH 11"2" DIA X 10't ANCHOR AT AND (1) SIMP. HPAHD22 PER MIN. 4X4 POST AT EACH END OF 4. 75' PANEL ONLY. 373 21261 lbs.ft 2392 lbs.ft 18869 lbs.ft 3973 ./bs, 16 "o.c. Copyright 1998 Infinity Group 10/13/982387p1w2 I I I I I I I I I I I I I I I I I I I PLAN: •1• UBC94 DATE: 06/10198 ARCH.: LANGSTON-STEICHEN -ASSOC. JN.: 598-2387 0 I WALL @REAR OFBR.3: L= 4.25 + 0 + O.= 4.25 ft LOAD lbs/ft 105 O.T.M.= TRIBLE.NGTH ft 2312 = TOTAL SHEAR lbs 1208 >>>>>>>>>>>> 284*4.25*9 = 0.85*(18*(2312+1)+14*9)*4:25"2i2 = SHEAR@WALL lbs/ft 284 R. MOMENT= NET. MOMENT= UPLIFT= ·o. T.M. -R. MOMENT ... , ...............•.......•..........•........................... 10863 lbs.ft 2694 lbs.ft 8169 lbs.ft 1922 lbs. NET MOMENT I LENGTH ........................... , .............................. . /\. PER WALL #6 >»»>> USE »»» ~ WlTH(2) 112" D/AX 10"L ANCHOR BOLTS. USE (1) S/MP. HPAHD22PER MINAX4POST AT J;ACH PANEL END AND (1) SIMP. MTT28B PER MIN. 4X4 POST AT CORNER CONDITION. 0 I WALL @REAR OF DINING ROOM: L= 12 + TOTAL SHEAR lbs 0 + () = 12 ft 0 ® LOAD lbs/ft 250 >>>>>>> USE TRIB LENGTH ft 42 12 = 5250 >>>>>>>>>>>> >»>»~WITH 1/J." DIA x 1o"LANCH0R aoL rs AT SHEAR@WALL lbs/ft 438 16 •o.c. I WALL @REAR OF KITCHEN & BA~3: I L= -8 + 8 + 0 = 16 ft LOAD lbs/ft 250 >>>>>>> USE TRIBLENGTH ft TOTAL SHEAR lbs SHEAR@WALL lbs/ft 20 l'2 = 2750 >>>>»>»»> 172 >>>>>>~ WITH (3) 112~DiA X10" L ANCHOR BOLTS PER PANEL. IWALL@FRONT.OF2~ARGARAGE:I 'L= 8 + + 0 -= 8 ft LOAD lbs/ft 65 TRIBLENGTH ft . TOTAL SHEAR lbs 21 12 = 683 >>>>>>>>>>>> /\. PERWALL#B SHEAR@WALL lbs/ft 85 >>>>>>> USE Copyright 1998 Infinity Group >»>>> ~ WITH (3) 112"DiA X10" L ANCHOR BOLTS 06/10/982387P1W3.xls I I I I I I I I I I I I I I I I I I I PLAN: "1" ARCH.: LANGSTON -STEICHEN -ASSOC. ·A" WALL @RIGHT OF 1-CAR GARAG~ @ELEVATION •s•:_ LOAD TR/81,-ENGTH lbs/ft ft 176 11 /2 = UBC94 L= 6 + TOTAL SHEAR lbs 968 DATE: 10/12198 JN.: 598-2387 0 + 0 = 6 ft SHEAR@WALL lbs/ft >>>>>>>>>>>> 161 0. T.M. = 161*6*9 = 8694 lbs.ft R. MOMENT= 213*(18*2+14*9)*6"212 = 1944 lbs.ft NET. MOMENT= O.T.M. -R. MOMENT.................................................................. 6750 lbs.ft UPLIFT = NET MOMENT I LENGTH. .•.................•............. ,........................ 112p lbs. »>»» USE »»»~ WITH(3) 1i2"DIAX10"LANCHORBOLTSPERPANEL AND (1) SIMP. HPAHD22PER MIN. 4X4.POSTAT EACH PANEL END. Copyright 1998 Infinity Group 10/12/982387P1W4.xls I I I I I I I I I I I I I· I I I I I I ..-------------aiaaiaiLll _____ -c m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN "1" UBC 94 DATE: 06110/98 J N.: 598-2387 ARCH.: LANGSTON -STEICHEN -ASSOC. @ 213* 213* IWALL @REAR OF 2-CAR_ GAR.: IL = 2.17 + 2.17 = LOAD = ( · 176 lbs/ft) ( 21 -ft I 2 ) SHEAR = LOADIL = 1848 lbs/ 4.34 ft H=Height from sill plate to. bottom of header 0.T.M.=LxH = 924 lbsx Section Modulus Required= OTMX1211.33X R. M. = 325 ft-lbs R. M. = 213*(18*(7/2+1)+14*9)*2.17"212 6.6T ft 875 = = = = = 4.34 ft 1848 lbs 426 plf 6.67 ft 6163 ft-lbs 63.55 cu-in T= Tension on steel strap orholdown = 2690 lbs >>>US!= ~ WITH (2) 112" DIA X 10" 4-ANCHOR BOLTS PER PANEL AND (1) SIMP. MTT288 PER MIN. 4X4 POST AT EACH PANEL END. r SIMP. ST6236 o EA. POST ·0/ PL'l'WO. SHTH'G POSJS -FULL B~ING FOR HOR. W/ PL"t"NC. EDGE NAIL ia,-;---...._ I\ W>LJ. MATERIAL L:::.SEE PLAN II•··:+..,_-STUDS O 16" o.c. .....__ __ ~====~' ANCHOR BOLTS .PER PLAN n I me--_ L .II !IL_ -SIMP. HOLOOWN o EA. POST 0/ PLYWO. PER PLAN ~ · (1) SIi.iP. HOLDOWN o £A. . P~ 0/ PLYWD. PER -.":tit#~: PL>H ,, .... GARAGE SHEAR PANEL Copyright 1998 Infinity Group 06/10/982387P1 G1 .xis ll fl 'I I I 1 I I I I I I I I I I I I I I I June 10, 1998 IG JN: 598-2387 -- ENGINEERING CALCULATIONS DEVELOPER CLIENT TOLL BROTHERS ARCHITECT LANGSTON - STEICHEN -ASSOC. PROJECT DESCRIPTION STRUCTURAL CALCULATIONS FOR THE 11~NCHO CARRILLO -PLAN 1" PROJECT TO BE BUILT IN THE CITY OF CARLSBAD, CALIFORNIA. I I I ., I I I I I I ·1 I .I I I I I I I ___________ .1 •• 1.1~-·~-------1 m111r11111 ROUP AN ENGINEERING arid DESIGN COMPANY '· · • ·. , . , , :;~~~l~m\W~~ij " ,),' " ' '.. ',, ll~ti-ilillim TABLE OF CONTENTS .............................................. ,. .............................. . STANDARD SPECIFICATION FOR STRUCTURAL CALCULATIONS ..... . GENERAL REQUIREMENTS ..................................•.............................. : .. . GENERAL NOTES ..........................................•.............................•............ GENERAL SPECIFICATION NOTES ...............•......................................... ALLOWABLE AXIAi,.. LOADS FOR STUDS & POSTS ........... , ................... . QUALITY & DESIGN CRITERIA OF THE MATERIAL OF RESIDENTIAL CONSTRUCT/ON .................... "·········································· ALLOWABLE SPANS FOR RAFTERS, CEILING & FLOOR JOIST ..•....... LATERAL SHEAR NOTES .. -.......................... , ....•...•....•..•.•............•.......... REDUCTIONS OF FOUNDATION ANQ FRAMING PLAN$ ....................... . BEAMS .......................................... _ ........... · ........................................... . LATERAL ANAL YS/S ....•.•................... , ..•....................................•..•.... , ..... . SHEAR WALL DESIGN ..............................••..•.........•......•............•....•...... :. GARAGE WALL DESIGN ....•.................................................•....... , .........•.. so1 ................................................................................................ -......... ·. SD2 ......................................................................•....................•. · ........... . STRUCTURAL SEAL: PAGE NUMBER 1 2 3 4 5 6 7-8 9 10 11-17 18-2q 26-28 29-31 32 34-39 40-44 JN.: 598-23e7 NAME: RANCHO CARRILLO -PLAN 1 SUBMITTALS DATE DESCRIPTION W 06/10/98 1st. SUBMITTAL REVISIONS PLAN DATE DESCRIPTION REV. #: NOTE: CALCULATIONS NOT VALID UNLJ}:SS BEARING A WET STAMP AND SIGNATURE Copyright 1996 Infinity Group I :I I 1· I I I I I I ,, I I I I ·1 I I ___________ -aa •• 1.1~··---------1 m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY * THE DRAWING, CALCULATIONS, SPECIFICATIONS, AND REPRODUCTION ARE INSTRUMENTS SERVICETO BE USED ONLY FOR THE SPECIFIC PROJECT COVERED BY THE AGREEMENT AND COVER SHEET. ANY OTHER USE IS SOLELY PROHIBITED. * THE STRUCTURAL CALCULATIONS INCLUDED HERE ARE FORTH£ ANALYSIS AND DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. * NON-STRUCTURAL ELEM~NTS AND THE ATTACHMENT MECHANISM JS THE RESPONSIBILITY OF THE ARCHITECT OR DESIGNER, UNLESS SPECIF/CALLY SHOWN OTHERWISE. * ALL CHANGES MADE TO THE SUBJECT PROJECT SHALL BE SUBMITTED TO INFINITY GROUP IN WRITING FOR REVIEW AND COMMENTS. * THE STRUCTURAL DETAILS IN THESE CALCULATIONS EMPHASIZE THE ENGINEERING ASPECT OF THE DESIGN. ,,11 S, • "I • liCllfil! I-""'~ .e ~mn•• <" ~-,, "1"1"~""'"1111811', ~"""'O!l , 1 1 , ,;!l • ,, I , ill! ·1/ lili · Ill,_· ill B!im CODE1994UBC I VERTICAL DESIGN VALUES I ROOF MATERiAL TILE SLOPE: :SLP>:4:12 LIVE LOAD: 16.0PSF ROOFMTL: . 10.0 ROOFSHT'G: 1,5 RIR OR TRUSS: .1.5 CEILING JST. .: 1.5 DRYWALL: 2.5 MISC.: 1.0 DEAD LOAD: 1B.OPSF . TOTAL LOAD: :U.OPSF . LU1.25+DL: 31.0PSF . ILATERALDESIGNVALUES PROJECT LOCATION: WIND SPEED: CARLSBAD, CA. 70mph EXPOSURE:: E;XP. •c• ISOIL ENGINEERING VALUES i BEARiNG: SOIL ENGINEER: WORKORD£R: DATE: IPROJECT DESCRIPTION I £1) 1-STORY PLAN WITH 3-ELEVATIONS. Copyright 1998 Infinity Group MATERIAL: LIV£tOAD: FLOOR SHT'G: flN. FLR.: FLR.JO/ST: DR-YWALL: DEAD LOAD: TOTAL LOAD: FLOOR W/0 CONCRETE 40.0PSF 1.5 5.0 3.0 2.5 12.0PSF 52.0PSF 06/10l982387PAGE2.xls I I I 1· I I' I I I I I I I I I I I I ,, r------------------i'Ji•aiaia.11 ______ ---t/.' ~ ,_ 1IIr1II11 RO!JP " / AN ENGINEERING cind DESIGN COMPANY GENERAL REQUIREMENTS 1-ALL ENGINEERS DRAWINGS, CALCULATIONS, SPECIFICATIONS, SKETCHES AND THE IDEAS INCORPORATED THEREIN, WHETHER IN THE FORM OF ORIGINAL OR COPIES THERE OF AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN PROPERTY OF INFINITY GROUP. SUCH DOCUMENTS MAY NOT BE USED BE THE CLIENT OR OTHERS ON ANY OTHER PROJECT WITHOUT THE EXPRESS WRITTEN PERMISSION OF OUR FIRM. 2-IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCT/ON PRACTICES, THE CONSTRUCTION CONTRACTOR WILL BE REQUIRED ro ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SH[i.LL BE MADE TO APPLY CONTINUOUSLY AND NOT LIMITED TO NORMAL HOURS. 3-INFINITY GROUP TAKES NO RESPONSIBILITY CONCERNING SOIL CONDITIONS AND IS NOT RESPONSIBLE FOR ANY LIABILITY THAT MAY ARISE OUT OF THE MAKING OR FAILURE TO MAKE SOIL SURVEYS, OR SUB-SURFACE SOIL TESTS, OR GENERAL SOIL TESTING. 4-INFINITY GROUP IS NOT RESPONSIBLE FOR THE CONTRACTOR OPERATIONS IN THE AREA OF CONSTRUCTION SAFl;TY, METHODS OF ACCOMPLISHING THE WORK, OR THE TIME OF COMPLETION. 5-INFINITY GROUP IS NOT RESPONSIBLE FOR ANY PERSONAL INJURIES OR CASUAL TIES ON THE JOB SITE WHILE UNDER CONSTRUCTION AND/OR ANYTIME THEREAFTER. 6-THE ENGINEER IS NOT RESPONSIBLE FOR DELAY, NOR SHALL THE ENGINEER BE RESPONSIBLE FOR DAMAGES OR BE IN FAULT OR DEEMED TOBE IN FAULT BY REASON OF STRIKES, LOCKOUT, ACCIDENTS, OR NATURAL DISASTERS, OR THE FAILURE OF THE CLIENT OT FURNISH TIMELY INFORMATION OR TO APPROVE OR DISAPPROVE ENGINEER WORK PROMPTLY OR DELAY FAULTY PERFORMANCE BY THE CLIENT. OTHER CONTRACTOR, GOVERNMENTAL AGENCIES, OR ANY OTHER DELAY BEYOND CONSULTANTS REASQNABLE CONTROL. 7-A COMPLETE SET OF CALCULATIONS SHALL BE ON THE;. JOB SITE DURING CONSTRUCTION. 8-SKETCHES OR DETAILS IN CALCULATION$ ARE ONLY GRAPHIC REPRESENTATIONS OF TRUE CONDITIONS ON PLANS. ARCHITECTS OR DESIGNER IS RESPONSIBLE FOR DRAWING DETAILS IN PLANS WHICH REPRESENT TRUE FRAMING CONDITIONS AND SCALE. (THIS WOULD APPLY WHEN INFINITY GROUP IS NOT DOING THE DRAWINGS). I I I I I I I I I I I I ·1 I I I I I I r----------------· ~iaaiAiLll _____ -tv ' m111r11111 ROUP ~ ~ ~~ AN ENGINEERING and DESIGN COMPANY GENERAL NOTES 1-THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS, FRAMING CONDITIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHl1ECT OR INFINITY GROUF;, SHALL BE NOTIFIED OF ANY DISCREPANCY. 2-THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING TEMPORARY SUPPORTS, ETC .. , /S THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND HAS NOT BEEN CONSIDERED BY INFINITY GROUP. THE CONTRACTOR LS RESPONS!Bl,.E FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPL/CATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH APPLICATION OF THE AFOREMENTIONED MATERIALS. JOB SITE VISITS BY INFINITY GROUP SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. 3-CONTRACTORS SHALL INVEST/GA TE SITE DURING CLEARING AND EARTHWORK OPERA T/ON FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS ETC. IF ANY SUCH STRUCTURES ARE FOUND, INFINITY GROUP SHALL BE NOTIFIED IMMEDIATELY. 4. THE GENERAL CONTRACTOR SHALL COORDINATE AND VERIFY WITH THE PLUMBING, MECHANICAL AND ELECTRICAL CONTRACTORS, THE SIZE AND LOCATION OF THE FOLLOWING: ALL PIPING, DUCTWORK, PITS, DEPRESSION$, ROOF OPENING$, TRENCHES, SLEEVES, SPECIAL BOLTING FOR EQUIPMENT CONDUITS, ETC .. , THROUGH AND UNDER CONCRETE SLABS PRIOR TO POURING OF FOOTINGS AND FLOOR SLABS. 5. ALL WORK SHALL 90NFORM TO THE MINIMl/M STANDARDS OF THE 1994 EDITION OF THE UBC AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISIQN OF INDUSTRIAL SAFETY AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 6-THESE NOTES SHALL BE USED IN CONJUNCT/ON WITH THE PLANS AND ANY DISCREPANCIES SHALL BE BROUGHT to THE ATTENTION OF THE ARCHITECT/ENGINEER. 7-DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ·oN DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 8-NOTES AND DETAILS ON DRAWINGS SHALL TAKE PREC(=DENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCT/ON SHALL CONFORM TO CONSTRUCTION STANDARDS. 9-APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR FAILURE TO COMPLY WITH THE PLANS AND SPECIFICATION$. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION. 10-VIBRAT/ON EFFECTS OR MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY INFINITY GROUP. 11· CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 12· DESIGN, MATE:RIALS, EQUIPMENT, ANO PRODUCTS OTHER THAN THOSE DESCRIBED BELOW OR INDICATED ON THE DRAWINGS MAY Bl; CONSIDERED FOR USE, PROVIDED PRIOR APPROVAL IS OBTAINED FROM THE OWNER, ARCHITECTS, ENGINEER, AND THE APPLICABLE GOVERNING CODE AUTHORITY. I I I I I I I, I I I I I. I I I I I I I ~-.. r------------~~IAj!!IAILl_li.------t 5 '-~lllrlllllw;ouP \,_ / AN ENGINEERING and DESIGN COMPANY GENERAL SPECIFICATION NOTES THESE NOTES SHALL BE USED IN CONJUNCTION WITH THE PLANS AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE A TTENTiON OF THE ARCHITECT AND ENGINEER. 1-ALL WOOD, BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. 2-APA RATED SHEATHING FOR THE ROOF SHALL BE CDX. USE EXTERIOR TYPE, MINIMUM GRADE WHERE SHEATHING JS EXPOSED TO WEATHER. 3-PROVIDE 1X6. DIAGONAL LET IN BRACING ( At APPROXIMATELY 45 -DEGREES) EVERY 25' -0" MAXIMUM IN STUD WALLS NOT SHEATHED. NAIL ERAGING WITH (2) -Bd'S PER STUD AND (3)-Bd'S AT EACH STUD TO TOP PLATES. 4-ALL BEAMS TO BE SUPPORTED WITH FULL BEARING UNLESS OTHERWISE NOTED. 5-ALL NAILING IS TO PER TABLE 23 -I -Q OF THE UNIFORM BUILDING CODE, 1994 EDITION, UNLESS OTHERWISE NOTED. 6-TOP PLATES OF ALL STUD WALLS SHALL BE 2 PIECES OF THE SAME SIZE STUDS. SPLICE TO LAP 4' - 0"M/NIMUM. 7-PROVIDE 2X SOLID BLOCKING BETWEEN JOISTS, RAFTERS AND TRUSSES AT ALL SUPPORTS, AND AT 8' -0" o.c .. , MAXiMUM. BLOCKING SHALL BE ONE PIECE AND THE FULL DEPTH OF THE JOISTS OR RAFTERS. 8-PROVIDE DOUBLE JOISTS UNDER PARTITIONS AND WALLS WHICH ARE PARALLEL TO THE DIRECTION OF THE FLOOR JOISTS. 9-ALL WOOD FRAMED STRUCTURES ARE TO-BE CONSTRUCTED ACCORDING TO SECTION 2326 OF THE 1994 UNIFORM BUILDING CODE UNLESS OTHERWISE NOTED. 10-ALL HARDWARE IS TO BE SIMPSON STRONG TIE QR AN APPROVED EQUAL IN STRUCTURAL DESIGN AND LOAD VALUES. FULLY NAIL ALL HARDWARE, I.e. STRAPS, PA'S, HANGERS, PB'S, PC's, AND OTHERS. REFER TO SIMPSON STRONG TIE MANUAL AND SPECIFICATIONS. (CURRENT EDITION.) 11,ALL EXTERIOR WALLS ARE TO BE SECURED WITH 1/2"DIAMETER X 10" LONG ANCHOR BOLTS AT A MINIMUM DISTANCE OF 72",o.c .. , UNLESS OTHERWISE NOTED. 12· ALL INTERIOR WALLS ARE TO BE SECURED WITH SHOT PINS PER MANUFACTURER RECOMMENDATIONS, UNLESS OTH'ERWISE NOTl=D. RECOMMENDED RAMSET#3348 AT 36" o.c .. FOR SHEAR AND BEARING WALLS AND 48" o.c. AT NOT -SHEAR AND NON -BEARING WALLS, CALCULATIONS GOVERN IN ALL THE CASES. 13-ALL ISOLATED POSTS AND BEAMS ARE Tb HAVE SIMPSON PB'S MINIMUM (OR AN APPROVED EQUAL IN STRUCTURAL DESIGN AND LOAD VALUES) UNLESS OTHERWISE NOTED. 14· FLOOR JOIST$ ARE NOT DESIGNED TO SUPPORT WATER BEDS. INFINITY GROUP SHOULD BE NOTIFIED IF WATER BEDS ARE USED. 15,ALL EXPOSED BEAMS 4X ORLARGER ARE TO BE FOHC.(FREE OF HEAT CENTER). 16, WOOD EMBEDDED IN THE GROUND OR IN DIRECT CONTACT WITH THI= EARTH AND USED FOR THE SUPPORT OF PERMANENT STRUCTURES SHALL BE PRESSURED TREATED WOOD OR FOUNDATION GRADED RED WOOD. 17, PHILLIPS "RED HEAD" ANCHORS WS -1254 W/2 -1/4" MIN. EMBEDMENT MAY BE USED IN-LIEU OF MISPLACED 112" DIAMETER X 10" LONG BOLTS. 18· PROVIDE FURRING AS NEEDED TOALIGN NON-SHEAR WALLS WITH SHEAR WALLS. 19· TRUSS MANUFACTURER IS TOPROVIDE CALCULATIONS, SHOP DRAWINGS, DETAILS, BRIDGING AND ERECTION BRACING. 20· THE ENGINEER WILL ACCEPT NO RESPONSIBILITY FOR THE EXISTING STRUCTURE AND ALL ITS STRUCTURAL ELEMENTS PRIOR TO, DURING OR AFTER THE NEW CONSTRUCT/ON. I ~-.. . IAl!IAILII m111r11111 ROUP I AN ENGINEERING and DESIGN COMPANY ALLOWABLEAXIAL LOADS FOR WOOD COLUMNS WITHOUT BENDING I (PER.UBC 1994 TABLE 23-1-A-1) I HEIGHT Fell = 1350 lblin"2 'ft. 4 5 6 7 8 9 10 11 Fe/ = 625 lblin"2 LOADS E = 1.4*10"6 lblin"2 (KIPS) 3,28 3.28 3.29 3.27 2.62 2.13 1.76 1.47 I HEIGHT Fell = 1300 lblin"2 'ft. 4 5 6 7 8 9 10 11 Fe/ = 625 lblin"2 LOADS E= 1.6*10"6 lb.lin "2 (KJPS) 5.15 5.15 5 .. 15 5.15 5.15 5.15 5.19 5.15 · HEIGHT I Fell = 1300 lblin"2 'ft. . 4 5 . 6 7 8 9 10 11 Fe/ = 625 /blin"2 LOADS E = 1.6*10"6 lblin"2 (KIPS) 6.79 6.79 6.79 6.79 6.79 6.79 6.79 6.79 I I Fell= 1350 /blin"2 8. 9 10 11 12 13 14 Fe/ = 625 lblin"2 LOADS E = 1.4*10"6/blin"2 KIPS 6.12, 4.97 4.10 3.43 2.91 2.50 2.17 HEIGHT. I Fell = 1350 lblin"2 (ft.) ~. 9 10 11 12 13 14 Fe/ = 625 lblin"2 LOADS E = 1A*10"6 lblin"2 KIPS 9.61 7.81 6.45 5.40 .4.58 3.93 3.40 HEIGHT 'I Fell= 1350 lblin"2 'ft. 8 9 10 11 .12 13 14 Fe/ = 625 lblin"2 LOADS E = 1.4*10"6 lblin"2 (KIPS) 13.1 10.7 8.79 7.36 6.24 5:35 4.64 I I Fell = 700 lblin"2 8 9 10 11 12 13 14 15 16 17 18 19 20 Fe/ = 625 lblin"2 E = 1.3*10"6 lblin"2 18 17 15.7 14.38 13.03 11.7 10.6 9.48 8.53 7.70 6.97 6.32 5.76 I Fell = 700 lblin"2 Fe/ = 625 lblin"2 LOADS E = 1.3*10"6 lblin"2 KIPS 24.6 23.1 21.4 .19.61 17.77 16 14.4 12.93 11.6 10.5 9.49 8.62 7.86 HEIGHT I Fell = 700 lb/in"? 'ft. 8. 9 10 11 12 13 14 15 16 17 18 19 20 Fe/ = 625 lblin"2 LOADS E = 1.3*10"6 lblin"2 KIPS .35.2 35.2 34.66 33.40 .31.96 30.33 28.58 26.75 24.90. 23.09 21.37 19.76 18.26 I SAMPLE CALCULATION: EXAMPLE FOR 8'-0" HEIGHT 2X4 (STANDARD GRADE) STUD: b= 1.50 in. d= 3.50 in. I le-= 8.00 ft. A (area)= 5.25 in"2 /.,:.Id= 27.43 (l.e.ld)"2 = 752.33 I KcE= . 0:30 Fell= 1350 /bfin"2 (ALLOWABLE COMPRESS/ON DESIGN VALUE PARALJ.EL TO GRAIN.} E= 1.4X10"6 /blin"2 c'= 0.80 FcE = KcE*E I (leld)"2 558 lblin"2 I FcE/Fc = 0.4135 F'c = Fc*((1 +FcE/Fc) / 2c8 (((1 +FcE/Fc) I 2c -(FcEIFc)*C7"0;5 = 500 lblin"2 Fe/= 625 /bfin"2 /ALLOWABLE COMPRESS/ON DESIGN VALUE PERPENDICULAR TO GRAIN./ I ALLOWABLE AXIAL LOADS FOR WOOD COLUMNS WITHOUT BENDING (MIN.Fc*AREA)= 2623 lb I I I I I I I I I I I I I I I I I I I ..-------------~i-•i•i~••~.-----1/' m111r11111. ROUP ~ 7 _/~ (A). GENERAL AN ENGINEERING and DESIGN COMPANY · QUALITY AND DESIGN CRITERIA OF THE MATERIAL OF RESIDENTIAL CONSTRUCT/ON. 1-1994 UNIFORM BUILDiNG CODE. 2-CALCULATION SHEETS WILL SUPERSEDE THIS DESIGN CRITERIA SHEET IN ALL CASES. (BJ. TIMBER 1-WESTERN LUMBER GRADING RULES W.W.P.A. & W.C.L.LB. 2-GRADE MARKED W.C.D.F. LARCH (SEASONED LUMBER, 19% MAXIMUM MOISTURE CONTENT). ilit'~~r~sr~l<~ EMBE. ~'fa';}~, ,, -~"*""" l:<t«~P.E~ ~$µ'.~ -~~ fF.6J!~~ ::: ·Y/.P.S ~ ~xffl?ob?q§[i: 2X,4X NO.1 1000 95 1700 NO.2 875 95 1600 BEAMS & STRINGERS S.S. 1600 85 1600 (6X AND LARGER) NO.1 1350 85 1600 NO.2 875 85 1300 POST & TIMBERS S.S. 1500 85 1600 NO.1 1200 85 1600 NO.2 750 85 1300 GLUE LAM BEAMS VISUALLY GRADED 2400 165 1800 WESTERN SPECIES 24F -V4 DFIDF (24F -VB DFIDF AT CANTILEVER CONDITION U.N.O.) DFIDF = DOUGLAS FIR LARCH S. S. = SELECT STRUCTURAL GRADE -ALL 2X4 STUDS AND PLA TESSHALJ;. BE STUD GRADE #2 OR BETTER. -ALL 2X6 STUDS AND PLATES SHALL BE W.C.D.F. #2 OR BETTER. -IT JS RECOMMENDED THAT LUMBER BE FREE OF HEART CENTER. · (CJ. CONCRETE 1-ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. 2-FOR USE IN SPACES LESS THAN 2" CLEAR IN ANY DIMENSIONS AND DRYPACK, GROUT PROPORTIONED BY VOLUME SHALL BE 1 PART CEMENT AND 2-114 TO 3 PARTS SAND TO WHICH 1/10 PART LIME MAY BEADDED. 3-CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 .. REFERENCE BOOK: ULTIMATE STRENGTH DESIGN HANDBOOK. AC/. (DJ. MASONRY 1-CONCRETE BLOCK SHALL CONFORM TO ASTM C-90 FOR GRADE N-1 LIGHTWEIGHT UNITS WITH MAX. LINEAR SHRINKAGE OF 0.06%. 2-SOLID GROUT ALL,. CELLS WITH STEEL, EXCEPT RETAINING WALL WHERE ALL CELLS SHOULD BE SOLID GROUTED, 3-LOCATE ALL VERT/CA(.. REINFORCING STEEL IN CENTER OF THE WALL EXCEPT RETAINING WALL WHICH SHOULD BE REFERRED TO DETAIL. 4-CONCRETE SURFACES SHALL BE CLEANED OF ALL DEBRIS PRIOR TO SETTING OF BLOCKS. 5-REFERENCE BOOK: MASONRY CODES AND SPECIFICATIONS; 1994. I I I I I I I I I I I I I I I I I I I r-----------------~iaaiaiL11 ______ ~vs '~ m111r11111 ROUP ' _/ AN ENGINEERING and DESIGN COMPANY (E). REINFORCED STEEL 1-CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE BAR DIAMETER, THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT. A. CONCRETE CAST AGAINST EARTH, PERMANENTLY ................... 3" B. CONCRETE CAST AGAINST FORM BELOW GRADE. .................... 2" C. CONCRETE CAST AGAINST WEATHER, #5 AND SMALLER .......... 1 -112" D. SLAB ON GRADE FROM TOP Oi= SLAB ....................................... 1" E. COLUMNS AND BEAMS TO MAIN f3ARS ........•............................ 2" 2-ALL REINFORCED BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE OR GROUTING MASONRY. 3. SPLICING OF BARS SHALL HA VE LAPPING OF 30 BAR DIAMETER OR 2' -O". THIS IS IN ALL CLASSES UNLESS OTHERWISE NOTED. 4-ALL REINFORCING SHALL BE AS.TMA-615-40 FOR #5 BARS AND SMALLER. 5-ALL REINFORCING SHALL BE ASTM A-615-60 FOR #6 BARS AND GREATER. 6-WELDED WIRE FABRIC TO BEAMS ASTM A-185, LAP 1-112 SPACES, 9" MINIMUM. 7. LOW HYDROGEN WELDING RODS SHALL BE USED FOR ALL WELDING OR REINFORCING BARS. 8-SPLICES ADJACENT TO A HORIZONTAL WALL, iHE REINFORCING BARS SHALL BE STAGGERED AT 4' -O" MINIMUM. 9. #5 OR LARGER REINFORCING BARS SHALL NOT BE RE-BENT WITHOUT APPROVAL OF ENGINEER. (F). STRUCTURAL STEEL 1-STEEL SHALL CONFORM TO ASTM A~36. 2- 3- 4- 5- 6- 7- 8- 9- PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B. TUBE COLUMN SHALL CONFORM TO ASTMA-501 OF A-500, GRADE B. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDED ARC PROCESS AT LICENSED SHOPS OR OTHERWISE NOTED APPROVED BY THE BUILDING DEPARTMENT. CONTINUOUS INSPECTION REQUIRED FOR ALL WELDING. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION OR OTHER APPROVED WEATHER PROOFING METHOD. WHERE FINISH iS ATTACHED TO STEEL PROVIDE 112" BOLT HOLES AT 4' ~ O" o.c. FOR ATTACHMENT OF NAILERS. SEEARCHJTECTURAL DRAWING FOR FINISHES (NELSON STUDS 112" DIAMETER X 3" CPL., MAY BE USED TO REPLACE BOLTS). ALL BOLTS FOR STEEL MEMBERS SHALL CONFORM TO ASTM A-307 UNLESS OTHERWISE NOTED. HI-TENSILE BOLTS SHALL CONFORM TO ASTM A-325 OR ASTMA-490 AND SHALL BE FRICTION TYPE. REFERENCE BOOK: SPECIFICATIONS FOR THE DESIGN. FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDING AND )USC, CURRENT EDITION, . . " I I I I I I I I I I I I I I I I I I I r-----------;li•eiaiLII 111r11111 --~OU-P -------1 AN ENGINEERING and'DESIGN COMPANY i.....:=--"--' ALLOWABLE SPANS FOR W.C.D.F. #2 RAFTERS, CEILING AND FLOOR JOIST PER UBC 1994 STANDARD GRADING RULES FOR WESTERN LUMBER. CEILING ROOF RAFTIJST ROOF RAFT/JST ROOF RAFT/JST ROOF RAFTIJST FLOOR JST. LOOR JST. JOIST SLP>/4:12 (SHAKE) SLP</3:12 (ROCK) SLP>4:12 (TILE) SLP<4:12 (TILE) LL= 40PSF LL= 40PSF 11-6 10-6 9-6 16-0 15-0 13-6 20-0 18-6 .16-6 24-0 22-0 20-0 27-0 25-6 23-0 Fv = 95 lblin112 E = 1600•10113 lblin"2 NORMAL DURATION 2X4 W.C.D.F. #2 2X6 W.C.D.F. #2 2X8 W.C.D.F. #2 2X10 W.C.D.F. #2 2X12 W.C.D.F. #2 7-DA Y LOADING 2X4 W.C.D.F. #2 2X6 W.C.D.F. #2 2X8 W.C.D.F. #2 2X10 W.C.D.F. #2 2X12 W.C.D.F. #2 WITH WITH WITH WITH WITHOUT WITH W/0 DRYWALL W/0 • DRYWALL W/0 DRYWALL W/0 DRYWALL CONCRETE CONCRET. 9-0 8-6 8-0 8-0 7-0 7-0 14-0 12-0 13-0 11-0 11-0 10-0 18-6 .14-6 17-0 13-6 14-6 12-6 23-0 17-6 21-0 16-6 19-0 15-0 24-0 20-6 22-0 19-0 21-0 17-6 8-6 8-0 ' 8-0 8-0 fl-0 8-0 7-6 7-6 7-6 7-6 7-6 7-0 7-0 7-0 6-6 6-0 6-6 6-6 13-0 11-6 13-0 11~0 12-6 11-0 12-0 10-6 11-6 .10-6 .11-6 10-6 10-6 9-6 10-0 9-6 10-0 9-0 17-0 14-0 17-0' 13-6 '16-6 13-6 15-6 13-() 15-6 12-6 15-6 12-6 14-0 12-0 13-6 11-6 13-6 11-6 22-0 16"6 22-0 16-6 21-0 16-6 20-0 15-6 19°6 '15-6 19-6 15-6 17-6 14-0 17-0 13-6 16-6 14-0 23-6 19-6 23-6 19-6 23-0 19-0 22-0 18-6 21-6 18-6 21-0 17-6 20-6 16-6 19-6 16-6 19-6 16-0 MAXIMUM DEFLECTION = 0.5 inFOR CEILING AND FLOOR JSTS. Fb = 1510 lblin112 Fb ::; 1310 lblin112 Fb = 1210 lblin112 Fb = 1105 Jblin"2 Fb = 1005 lblin"2 7-0 6-0 5-0 10-6 9-6 7-6 13-0 12-0 10-0 16-0 15-0 12-0 18-6 17-0 14-0 MAXIMUM DEFLECTION= 0.375 in FOR RAFTERS WI DRYWALL ONLY. Fb = 1885 lblin"2 Fb = 1635 lblin"2 .Fb = 1510 lblin112 Fb = 1385 lblin"2 Fb = 1260 lblin"2 6-6 6-0 4-6 10-0 8-6 7-0 12-6 11-0 9-0 15-0 13-6 11-0 17-6 16-0 13-0 THE SPAN IN THIS TABLE ARE INTENDED FOR .USE IN COVERED STRUCTI/RES OR WHERE MOISTURE CONTENT AT TIME OF INSTALLATION AND INSTALLED CROWN-UP DOES NOT EXCEED 19% ... CURRENT 1994 UBC. I I I I I I I I I I I I I I I I I I I ___________ .iaeiai1.11 ____ . ------i/10 '- m111r11111 ROUP \_ / AN ENGINEERING and DESIGN COMPANY LATERAL SHEAR WALL NOTES (1994 UNIFORM BUILDING CODE). VALUES FOR GYPSUM BOARD WILL BE DIVIDED BY Tv\lQ Ii= SEISMIC GOVERNS GYPSUM SHEATHING (3J ( UBC TABLE 25 -1 ) _ill.2 LAYERS OF 518" BLOCKED DRYWALL. WITH 6d COOLER NAILS AT 9" 6.c. AT EDGES AND FIELD AT BASE LA YER. WITH 8d COOLER NAILS AT 7" o.c. AT EDGES AND FIELD AT BASE LA YER ~ 112" DRYWALL WITH 5d COOLER NAILS AT 7" o.c. AT EDGES ANP FIELD ~ 518" DRYWALL WITH 6d COOLER NAILS At 7" o.c. AT EDGES AND FIELD ,& 112" DRYWALL WITH 5d COOLER NAILS AT 4'1 o.c. AT EDGES ANO FIELD ~ 518" DRYWALL WITH 6d COOLER NAILS AT 4" o.c, AT EDGES AND FIELD ~ 112" BLOCKED DRYWALL WITH 5d COOLER NAILS AT 4" o.c. AT EDGES AND FIELD _& 518" BLOCKED DRYWALL WITH 6d COOLER NAILS AT 4" o.c. AT EDGES AND FIELD STUCCO f5J ( UBCTABLE25-I) _& 7/8" STUCCO OVER PAPER LATH WITH 16 GAUGE STAPLES AT 6" o.c. AT T.OP & BOTTOM PLATES, EDGE OF SHEAR WALL ON FIELD (ICBO REPORT NO. 1318 APRIL 1991). _ffi 718" STUCCO OVER PAPER LATH WITH 16 GAUGE STAPLES AT 3" o.c. AT TOP & BOTTOM PLATES, EDGE OF SHEAR WALL ON FIELD (ICBO REPORT NO. 1318 APRIL 1991). APA RATED SHEA THING (tJ, f2J, (3J, f4J ( UBC TABLE 23 -I -K • 1 ) ~ 318" STRUCTURAL II APA RATED SHEATHING WITH 8d COMMON NAILS A~ 6" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23-1-K-1 UBC.) .... ~ 318" STRUCTURAL II APA RATED SHEATHING WITH_ 8d COMMON NAILS AT 4" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23 -I -K -1 UBC.) .. ,. ~3/8" STRUCTURAL II APA RATED SHEATHING WITH Bd COMMON NAILS AT 3" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23 -I-K -1 UBC.) •... ~ 318" STRUCTURAL If APA RA TED SHEATHING WITH Bd ·COMMON NAILS AT 2" o.c. At EDGES AND 1211 0.c. AT FIELD (TABLE 23-1-K-1 UBC.) ...• &_ 15132" STRUCTURAL I APA RATED SHEATHING WITH 8d COM.MON NAILS AT 2" o.c. AT EDGES AND 12" o.c. AT FIELD (TABLE 23 -I -K -1 UBC.) .... ~ 15132" STRUCTURAL I APA RATED SHEATHING WITH 10d COMMON NAILS AT 2" o.c. AT EDGES AND 12" o.c. AT FIEJ,.P (TABLE 23 -I -K -1 UBC.) .... FOOTNOTES: (1) THE ALLOWABLE LOADS ARE BASED ON DOUGLAS FIR STUDS ONLY. I SHEAR CAPACITY (6) ! 1/2*250 PLF 112*100 PLF 112*115 PLF 1/2*125PLF 1/2*145PLF 1/2*150 PLF 1/2*175PLF 180 PLF 240PLF 260PLF 380PLF 490PLF 640PLF 730PLF 870PLF (2) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WERE NAILS ARE SPACED 2" o.c. (3) ALTERNATE NAILS MAY BE USED IF THEIR DIMENSIONS ARE NOTLESS THAN THE SPECIFIED DIMENSIONS. (4) HEIGHT TO WIDTH RA TIO NOT TO E)(CEED 3-112:1. (5) HEIGHT TO WIDTH RATIO NOT TO EXCEED 2:1, (6) VALUES BASED ON FRAMING SPACES@ 16" o.c. ROOF: 112" APA RATED SHEA THING, Pl/ 24/0, WITH Bd COMMON NAILS A T·6" o.c. EDGES AND BOUNDARIES, AND 12" o.c. AT FIELD, ALL PANEL EDGES UNBLOCKED. FLOOR: 3/4" APA RATED SHEATHING, Pl/ 40/20, TONGUE & GROVE, WITH 1 Od COMMON NAILS AT 6" o.c. AT EDGES AND BOUNDARIES, AND 12" o.c. AT FIELD, ALL PANEL EDGES UNBLOCKED. I I I I I I I I I I I I I I I I I I I r--------~:c1~--···LII . . 1IIr1II11 iii-ROU-P _ ___. ANEN~INEERINGand DESIGNCOMPANY ~ Copyright 1998 Infinity Group I I I I I I I I I I I I I I I I I I I r--, J i .~50 (; ·~)(': UBC : 1994 ROUP AN ENGiNEERING encl DESIGN COMPANY POST TENSION LOADING PLAN IA,B , -• L JOB NUMBER: 598-2387 I I I I I I I I I I I I I I I I I I I ROUP AN ENGINEERING a"ICI DESIGN COMPANY .D ,,• . . , ' ~/ \ I I :\ ; _',:-::-:.· POST TENSION . LOADING PLAN IC UBC 1994 JOB NUMBER: Sct8-2387 I I I I I I I I I I I I I I I I I I I UBC: 1994 ROUP AN ENGINEERING aid DESIGN COMPANY PARTIAL POST iENSION LOADING PLAN AT MISSl·ON .. ./'-·,: ( ; : .. ___ ,/ ; PARTIAL POST TENSION LOADING PLAN AT • EIITRY MISSION •~E POST TENSION_ LOADING PLAN IA,B JOB NUMBER: 598-2387 I I I I I I I I I I I I I I I I I I I UBC 1994 ROUP AN ENGINEERING me! DESIGN COMPANY . ~. ROOF FRAMING PLAN IA.B , - L JOB NUMBER: 598-2387 • I I I I I I I I I I I I I I I I I I I UBC 1994 ROUP AN ENGINEERING end DESIGN COMPANY PARTIAL ROOF FRAMING PLAN AT MISSION • ENTRY PARTIAL ROOF FRAMING PLAN AT MISSION ROOF. FRAMING PLAN IA,B JOB NUMBER: sqe-2387 I I I I I I I I I I I I I I I I I I I USC 1994 ~ I I JOB NUMBER: sqe-2387 I I I I I I I I I I I I I I I I I I I m--------'!cl--. +----~--m ~:] :~ ROUP AN ENGINEERING aid DESIGN COMPANY ABOVE ENTRY ROOF FRAMING PLAN IC UBC 1994 JOB-NUMBER: 598-2387 I I I I I I· I I I I I I I I I I I I I ...------------i••i•i~••---------1 m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN: "1" USC 94 ARCH.: LANGSTON -STEICHEN -ASSOC. 0 I HEADER@ REAR OF BR4: ·I Uniform Loads: w: Roof=( 34 psf )( 14/2 + 1 ) Wall= ( 14 psf )( 2 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 10 plf Total Uniform Load Acting on Beam ...... . Length = 5.25 ft Moment Shear M(u)= M(u)= F(b)= s = s = WL"218 1068.0 ft-lbs 875 psi M(u)/Fb 14.6 cu-4n depth= V(u) = F(v) = Area= Area= R(lft) = R(rht)= jl~,S!;;l!ID!ll11lli~lflfil1IH.r.1;11~·r1n,11111,1· i~l~ 111m1~mltll1 I i!ffilll'BRIRI" . i!!iirall!I ruH"i?&i!flt~wJ~~h~ll~lwJrnF1rJ~~~1~1wdtt~ffil lilif~?iN~· 1 fu~Bllilf.: ~! m•-• I ut,tU!lffim 0 IHEADER @LEFT OF FAMILY ROOM: Uniform Loads: · w: Roof= ( 34 psf )( 2812 + Wall = ( 14 psf )( 2 + Floor= ( 52 psf )( o + BM DL= 15 . p/f Total Uniform Load Acting on Beam ...•... Length = 6.50 ft 5.5 in 671.7 lbs 95 psi 1.5V/Fv 10.6 .sqin 814 /bs 814 lbs 1 ) 0 J 0 ) = = = :::: = ·= -- DATE: 06110/98 JN. : 598-2387 272.0 plf + 28.0 p/f 0.0 plf 10.0 plf 310.0 p/f Deflection Length= 5.25 ft D(a/1)= L.1'240 D(a/1)= 0.26 in D(act.)= 0.06 in l(u) = 5WL "41384ED E(bm) = 1600 ksi l(u) = 12.6 in"4 510.0 p/f + 28.0 plf 0.0 plf 15:0 plf 553.0 plf P1(LDAD) .. 544 lbs . Cale.: . (34~(4412-2812))*2 P1 Location: FROM PARTJAL ROOF; P1 from left= 4.50 ft P1 from right= 2.00 ft Moment Shear M(u)= WL"218 depth= 11.25 in M(u)= 2920.5 ft;.Jbs V(u) = 1278.8 lbs M(c)= 753.2 ft-lbs V(T) = 1655.4 lbs· M(T)= 3673.8 ft-lbs F(v) = 95 psi F(b)= 875 psi Area= 1.SV/Fv s = M(T)/Fb Area= 26.1· sq in s = 50.4 cu-in R(lft) = t965 Jbs R(rht)= . . 2~ 174 lfJs Copyright 1998 Infinity Group Deflection Length= D(a/1)= D(a/1)= D(act.)= ·J(u) = l(c) = E(pm) = l(tl) = 6.50 ft L./'240 0.33 in 0.03 in 5WL"41384ED P(ab)"213EDL 1600 ksi 50.2 in"4 06/1 Ol982387P1 B1 .xis I I I I I I I I I I I I I I I I I I .I ..----------N~--···LII.,.., -. -----1 111r11111 ROUP AN ENGINEERING and DESIGN COMPANY L,..,;:11--'-' PLAN: •1• USC 94 ARCH.: LANGSTON -STEICHEN -ASSOC. 0 I HEADER~ LEFT OF ENTRY: ·1 Uniform Loads: w: Roof=( 34 psf )( 1312 + 212 ) Wall= ( 10 psf )( 5 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 10 plf Total Uniform Load Acting on Beam ...... . Length = 9.50 ft Moment Shear M(u)= M(u)= F(b)= s = s = Wl."218 3553.6 ft-lbs 875 psi M(u)IFb 48.7 cu-in depth= V(U) = F(v) = Area= Area= R(lft) = R(rht)= 1111~~]~l~111J~IJl'111~•~~~~11 . ~rur~ll~i~!i\1i~~~~~~~~I ijHilE~)-~)rnilllUl!l:Ul~ti.~UJml!l~i,!jjll\lll!dlt.J, e ~lll1Jt,C!:1l'~Hlo!llruui~IIIsl u I w,~Sfillll 0 IHEADER ~ FRONT OFF/REPLACE: Uniform Loads: w: Roof=( 34 psf )( 171'2 + Wall=.( 14 psf )( 12 + Floor= ( .52 psf )( 0 + BMDL= 10 plf Total Uniform Load Acting on Beam .... ,, .. Length = 4.50 ft · 9.25 iii 1253.4 lbs 95 psi 1.5V/FV' 19~8 sqin 1;496 lbs 1,496 lbs 1 ) 0 J 0 ) Moment Shear M(u)= M(u)= F(b)= s = s = WL"218 1268.2 ft-lbs 875 psi M(u)/Fb 17.4 cu-in depth= V(ti) = FM= Area= Area= R(lft) = R(rht)= m•~1~111~1~1•1m11, m1111~••1~11&fflllll~••,1•i•.11 m&a1'i!lillilil,imli~1t:i i,m~I i1m~~1mli:,i1dllli ~tuim.,u~l!ii;iii!ilf .. ~&:1um!i Copyright 1998 Infinity Group 7.25 in 824.6 lbs 95 psi 1.5V/Fv 13.0 sq in 1,127 lbs 1,127 lbs = = = = = = = = DATE: 06/10'/98 JN. : 598-2387 255.0 plf + 50.0 plf 0.0 pit 10.0 pit 315.0 pit Deflection 9.50 ft L/240 Length= D(a/1)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 0.48 in 0.14 in 5WL "41384ED 1600 ksi 76.0 in"4 323.0 plf + 168.0 pit 0.0 p/f 10.0 pit 501.0 pit Deflection Length= D(a/I)= D(a/I)= D(act.)= l(u) = E(bm) = l(u) = 4.50 ft L/'240 0.23 in 0.02 in 5WL "41384ED 1600 ksi 12.8 in"4 06/10/982387P1 B2.xls I I f I 1. I I ,, I I 1, ...,. I· 1· I I I 1. I. I -----------aiaaialLII.--. ----1 m111r-11111 ROUP AN ENGINEERINGand DESIGN COMPANY PLAN: ·1· uec 94 ARCH.: LANGSTON· STEICHEN -ASSOC. 0 JHEADER ~ RIGHT OF DINING ROOM: I Uniform Loads: w: Roof= ( 34 psf )( 712 + 0 ) Wall= ( 14 psf )( 2 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 15 pit Total Uniform Load Acting on Beam ...... . Length = 6.50 ft Moment Shear M(u)= WL"218 depth= 5.5 in M(u)= 855. 6 ft.,,lbs V(u) = 452.3 lbs F(b)= 875 psi F(v) = 95 psi s = M(u)/Fb Area= 1.5V/Fv s = 11.7 cu-in Area= 7.1-sq in R(lft) = 527 lbs R(rht)::; 52-7 lbs 0 IHEADER ~ RIGHT OF 2-CAR GARAGE: Uniform Loads: w: Roof=( .34 psf .)( 712 + 2 ) Wall= ( 14 psf )( 2 + o ) Floor= ( .52 psf )( 0 + 0 ) BMDL= 25 pit Total Uniform Load Acting on Beam ...... . Length= 16.67 ft Moment Shear M(u)= M(u)= F(b)= s = s = WL"218 8336. 7 ft-lbs 1000 psi M(u)/Fb 100.0 cu-in depth=. V(u) = F(V) = Area= Area= R(lft) = R(rht)= mttA-!laiBOOJlml~mil!ii!IH~i-· " nml!IOO!l!f!1imlll!ID-,.-IB 1•~,~~ti~'ilt111111amlll:lru11:Ear ' 1~illiillillitl~uraiim:1111mA1ii!Ml~1m11i11,uliiru Copyright 1998 Infinity Group 15.25 in 1695.4 lbs 95 psi 1.SV/Fv 26.8 sqin 2,000 lbs 2,000 11;,s = = - = = = = = DATE: 06/10198 JN. : 598-2387 119.0 pit+ 28.0 pit 0.0 pit 15,0 pit 162.0 pit Deflection 6.50 ft L/240 Length= D(a/1)= D(all)= D(act.)= l(u) = E(bm) = l(u) = 0.33 in 0.07 in 5WL "41384ED 1600 ksi 12.5 in"4 187.0 pit+ 28.0 pit 0.0 plf 25.0 plf 240.0 pit Deflection Length= b(all)= D(a/1)= .D(act:)= l(u) = E(bm) = l(u) = 16.67 ft L/240 0.83 in 0.21 in 5WL "41384ED 1700 ksi 294.3 in"4 06110/982387?1 B3.xls ,I I: 11 I I I I I ,, I ,, I ,, I I I I, I II .------------•1·--1-1 .... ______ --I m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN: "1" UBC 94 DATE: 06110/98 ARCH.: LANGSTON -STEICHEN -ASSOC. JN.: 598-2387 0 IHEADER ~ RIGHT OF 1-CAR GARAGE: Uniform Loads: w: Roof=( 34 psf )( 1 + 1 ) = 68.0 pit+ Wall= ( 14 psf )( 2 + 0 ) = 28.0 pit Floor= ( 52 psf )( 0 + 0 ) < -0.0 p/f BMDL= 15 p/f = 15.0 plf Total Uniform Load Acting on Beam ...... , 111.0 p/f Length= 8.15 ft P1(LOAD)= P1 Location: 2680 lbs Cale.: (34*(4.512+5)+15)*20.512 FROM GIRDER TRUSS; 5.00 ft Pt froin right= 3. 75 .ft P1 from left = Moment Shear Deflection M(u)= M(u)= M(c)= M(T)= F(b)= s = s = WL"218 1062.3 ft-lbs 57 43.7 ft-lbs 6806.0 ft-lbs 2400 psi M(T)/Fb 34.0 cu-in depth=. V(u) = , V(T) = F(v) = Area= Area= R(lft) = R(rht)= 11.25 in 381.6 lbs 1.913.2 lbs 165 psi 1.5V/Fv 17,4 sq in 1,634 lbs 2,017 lbs Length= D(a/1)= D(all)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 8.75 ft L/240 0.44 in 0.10 in 5WL "41384ED P(ab)"213EDL 1800 ksi 97.4 in"4 1--~-fflil, TI_, -··,• . ,., , 'BIii-' ''" 1,nrn, ~-' , ~1~~1m1~1fil1· 1,,1111 rn 1,1. 1,1 .1• } , , r, ",1·· , , ,,.i '1 ~1ill~r,~iil1 .~iii * lllliall "' --, u •~ , • ~~ 1 , Ji _ ~ • ~ 1:1 Hlli , u ~· , , tun~, ilWi 0 I HEADER~ REAR OF BR.3: I Uniform Loads: w: Roof=( 34 psf )( 1 +. 1 ) = 68.0 plf + Wall= ( 14 psf )( 2 + 0 ) = 28.0 p/f Floor= ( 52 psf )( () + 0 ): = 0.0 p/f BMDL= 15 plf = 15.0 plf Total Uniform Load Acting on Beam ....... 111.0 plf Length= 5.33 ft P1(LOAD)• P1 Location: 2421 lbs Catp.: (34*(8/2+1.75)+15)*2312 FROM G/RQER TRUSS; 1. 75 ·ft Pt from right= 3.58 ft P1 from left·= Moment Shear Deflection M(u)= M(u)= M(c)= M(T)= F(b)= s = s = WL"2/8 394.2 ft-lbs 2845.4 ft-lbs 3239.6 ft-lbs 875 p$i M(T)/Fb 44.4 Ct..Mn depth= V(u) = V(T) -= F(v) = Area= Area= R(lft) = R(rtlt)= lf't'fiRR1!m~l1n~h~,~:~1m111· •i:;~1l~jlimll'11~i!lf1r~ue~1n1-~rniiwQejm'I' ''1!,1/1!,i' "IE!'lm•J.i!Jl'\)ill~ M1Mf~rn1!~111~1\1l~ " ,~~~~lifilttJilma1ln1,~i\~1, " ,,ftlii!~imirilm,." .~MI ,', 1ulrmi1:t1lm1~iliiil~ Copyright 1998 Infinity Group 11.25 in 191.8 lbs 1817.7 lbs 95 psi 1.SV/Fv 28:7 sq in .1,922 lbs 1,091 lbs Length= D(a/1)= D(all)= D(act.)= l(U) = l(C) = E(bm) = /(ti) = 5.33 ft L/240 0.27 in 0:02 in 5WL "41384ED P(ab)"213EDL 1600 ksi 28.8 in"4 06110/982387P1 B4.xls I ' I I I I I I I I I I II I I, 1: I I I ------------i••i•i~••--------1 m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN: •1• UBC 94 DATE: 06/10198 ARCH.: LANGSTON -STEICHEN -ASSOC. JN.: 598-2387 0 IHEADER ~ RIGHT OF DINING ROOM~ ELEVATION "B": Uniform Loads: w: Roof=( 34 pst )( 6.512 + 1 ) Wall= ( 14 psf )( 2 + 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 15 pit Total Uniform Load Acting on Beam ...... . Length = 6.25 ft P1(LOAD} = 886 lbs Cale.: P1 Location: FROM GIRDER TRUSS ; P1 from left= 2.75 ft P1 from-right= Moment Shear M(u)= WL112/8 depth= 9.25 in M(u)= 915.5 ft-lbs V(u) = 441.4 lbs M(c)= 1363..7 ft-lbs V(T) = 937.3 tbs M(T)= 2279.2 ft-lbs F(v) = 95 psi F(b)= 875 psi Area;:: 1.5V/Fv = 144.5 pit + = 28.0 pit = 0.0 pit = 15.0 pit 187.5 pit 34*(1012+2)+15)*1/2 3.50 ft Deflection s = M(T)/Fb . Area = 14.8 sq in Length= D(a/1)= D(a/I)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 6.25 ft L/'240 0.31 in 0.03 in 5WL "41384ED P(ab)11213EDL 1600 ksi s = 31.3 cu-in R(lft) = 1,082 lbs R(rht)= 976 lbs @ IHEADER ~ RIGHT.OF ENTRY ~-ELEVATION ·s·: Uniform Loads: w: Roof=( 34 psf )( 6.5'"2 + 1 ) Wall= ( 14 psf )( ·2 ·+ 0 ) Floor= ( 52 . psf )( Q + 0 J BMDL= 15 pit Total Uniform Load Acting on Beam .. -. .... Length= P1(LOAD)z P1 Location: P1 from left= Moment M(u)= M(u)= M(c)= M(T):::. F(b)= s = s = WL112/8 915.5 ft-lbs 1381.4 ft-lbs 2296.9 ft-lbs 875 psi M(T)/Fb 31.5 cu-in Copyright 1998 Infinity Group 6.25 ft 886 lbs Cale.: FROM GIRQER TRUSS; 3.00 ft Pt from right= depih = V(u) = V(T) = F(v) = A~a = Area= R(lft) = R(rht)= Shear .9.25 in 441.4 lbs 901.9 lbs 95 psi 1.SV/Fv 14.2 sq in 1,046 lbs 1,011 lbs 28.0 in"4 t -144.5 plf + = 28.0 pit -0.0 pit = 15.0 plf 187.5 pit (34*(1012+2)+15)*1/2 3.25 ft Deflection Length= D(a/1)= D(a/1)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 6.25 ft L/'240 0.31 in 0.03 in SWL 114/384ED P(ab)112/3EDL 1600 ksi 28.4 in114 06/10/982387P1 BS.xis I ,, ,, I I I' ,. I I I ,, I I I 1: 1. ,, I II ..-------------ma •• i.i&••--------~ m111r11111 ROUP AN ENGINEERING and·DESIGN COMPANY PLAN: "1" UBC 94 ARCH.: LANGSTON· STEICHEN -ASSOC. ® IHEADER@ LEFT OF NOOK@ ELEVATION "C":. Uniform Loads: w: Roof=( 34 pst )( 1 + Wall= ( 14 pst )( .2 + Floor= ( 52 pst )( 0 + BMDL= 15 pit Total Uniform Load Acting on Beam ....... Length= 3.50 ft 0 ) = 0 ) = 0 ) = = DATE: 06/10198 JN. : 598-2387 34.0 pit+ 28.0 p/f 0.0 pit 15.0 plf 77.0 p/f P1(LOAD)= 6270 lbs Cafe;: (34*(1212+1.5)+30)*44/2 M(u)= M(u)= M(c)= M(T)= F(b)= s = s = @ w: M(u)= M(u)= F(b)= s = s = P1 Location: FROM GIRDER TRUSS; P1 from left = 1.50 ft P1 from tight= 2.00 Moment Shear WL"•2/8 depth= 11.875 in 117.9 ft-lbs V(u) = 58.6 lbs 537 4.3 ft-lbs V(T) = 3641.4 lbs 5492.2 ft-lbs F(v) = 285 psi 2600 psi Area= 1.5V/Fv M{T)/Fb Area= 19.2 sq in 25.3 cu--in R(lft) = 3,718 lbs R(rl1t)= 2,822 lbs IHEADER @LEFT OF FAMILY ROOM@ELEVATION "C":. . I Uniform Loads: Root= ( 34 pst )( 44i2 + 1 ) = Wall= ( 14 psf )( 2 + O ) = Floor= ( 52 pst )( o + a J = BM DL= 15 pit = Total Uniform Load Acting on Beam ...... . Length = 6.50 . ft Moment WL11.2f8 4357.0 ft-lbs 875 psi M(u)/Fb 59.8 cu-in depth= V(u) = F(v) = Area= Area= R(lft)= . R(rl1t):::: Shear 11.25 in 1907.8 .Jbs 95 psi -1.!:>V/Fv 3tM sqin .2,681 lbs 2;681 tbs [fflt!e,1\1!~111~mm1ili!lil~/.~mlli~l"lf1~11•1J~J111~~~lfii'ilfflli!tll:~'H, ,: •m i111mw~11m r~Kiffi.i1L1i'llilll!!ru@tllm;li!!!l~1ij~ij!ff!jill~iltu1.~ l~lliuWlll!!ii!i!llfr1m:m;;!lill!i!l:U1ii: _wnlti~t~Ji!l~MW~l~ I ~bJ~raiil ii Copyright 1998 Infinity Group ft Deflection Length= 3.5 D(a/1)= L/240 D(a/J)= 0.18 in D(act.)= 0.01 in l(u) = 5WL h4/384ED l(c) = P(ab)h2/3EDL E(bm) = 1900 ksi /(ti) = 28.7 in11.4 782.0 p/f + 28.0 p/f 0.0 pit 15.0 plf 825.0 pit Deflection Length= D(a/1)= D(a/J)= D(act.)= l(u) = E(bm) = l(u) = 6.50 ft L/240 0.33 in 0.04 in 5WL 11.4f384ED 1600 ksi 63.7 in"4 06/10/982387P186.xls I I I ,. I. I' I/ I I I ·1 I I ,I ,I 1; ,. ·1 I .------------miaaiaiL11i--___ """" m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN: ·1· use 94 ARCH.: LANGSTON -STEICHEN-ASSOC. ® IHEADER@ LEFT OF MBR. @ ELEVATION ·c·: Uniform Loads: w: Roof= ( 34 psf )( 1612 + 1 Waif= ( 14 psf )( 7 + 0 Floor= ( 52 psf )( 0 + 0 BMDL= 20 plf Total Uniform Load Acting on Beam ....... Length= 10.00 ft ) = ) = ) = = DATE: 06/10198 JN. : 598-2387 306.0 plf + 98.0 plf 0.0 plf 20.0 plf 424.0 pit P1(LOADJ= P1 Location: 950 lbs Cale.: (34*10l2+20)*10/2 FROM BEAM GIRDER TRUSS; P1 from left = 5.00 ft P1 from right= 5.00 ft Moment Shear Deflection M(u)= M(u)= M(c)= M(T)= F(b)= s = s = WL"'218 5300.0 ft-lbs 2375.0 ft-lbs 7675.0 ft-lbs 2400 psi M(T)/Fb 38.4 cu-in depth= V(u) = V(T) = F(v) = Area ;: Area= R(lft)-= R(rht)= 12 in 1~96.0 lbs 2171.0 lbs - 165 psi ·1.5V/Fv 19.7 sqin 2,595 lbs 2,595 lbs @ IHEADER@REAR·OF·1-CAR GARAGE @ELEVATION··c·: Uniform Loads: w: Roof= ( 34 psf )( . 20.512 + 1 ) Wall= ( 14 psf )( 2+ 0 ) Floor= ( 52 psf )( 0 + 0 ) BMDL= 1.5 plf' Total Uniform Load Acting on Beam ...... . Length = B.75 ft · Moment Shear M(u)= M(u)= F(b)= s = s = WL"'218 4072.2 ft-lbs 875 psi M(u)/Fb 55.8 cu-in depth= V(u) = F(v) = Area= Area= R(lft)= R(rht)= •M·,1·~1~w1oo~·mi~w.,1111·~-,lir.t~jpJi\l1W.' ' ·•m11Lll\1lil!"'l~11··111··,·1··N1m· •. ,.' ll'""'~mm1· •e ~,111111m1~:,,!lf!11,~.~;. IJ . fili~l,11~1~ijl\~~ni .1l~l1~1,1111,~J1I; ~~11 l~l~ ' . ,, •• , ill' ,,,,u,. ,m1~11u11,\ e, ~ a~ Ul!~~llltillit~ullill1ii:'~ tl[l;h1lilliilll.ll~!~~illli!ll!i!!lll!li, liil!liiil;;:uF1;;1lll,hi\,oo, iiu!i!: lii!lil!I ~ I """ u ,,..., :illt!l'..,ik~ =illl.Jii illJii:i Copyright 1998 Infinity Group 11.25 in 1462.7 lbs· 95 psi 1.5V/Fv .23;1 .~in 1,862 lbs 1,862 lbs = = = = Length= D(a/1)= D(all)= D(act.)= l(u) = l(c) = E(bm) = /(ti) = 10 L/240 0.50 in 0.14 in 5WL "'41384ED P(ab)"'213EDL 1800 ksi 144.0 in"'4 382.5 pit+ 28.0 plf 0.0 pit 15.0 pit 425.5 pit Deflection Length= D(a/1)= D(all)= D(act.)= l(u) = E(bm) = l(u) = 8.75 ft L/240 · 0.44 in 0.07 in 5Wl-A4f384ED 1600 ksi 80.2 in"4 06/1 Q/982387P1 B7 .xis ,, I I ,, I 1· I I I I I I I I. I 1: I I I ___________ :.IAaiAiLI_.I ___ __. m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN: •1• UBC 94 ARCH.: LANGSTON· STEICHEN -ASSOC. ® IHEADER@FRONT OF.ENTRY@ELEVATION "C": . Uniform Loads: w: Roof=·( 34 psf )( 4412 + 6.512 ) Wall= ( 14 pst )( 6 + 0 ) Floor= ( 52 pst )( 0 .j. 0 ) BMDL= 10 plf Total Uniform Lo.ad Acting on Beam ...... . Length = 6.50 ft Moment Shear M(u)= WU2/8 depth= 11.25 in M(u)= 5030.4 ft-lbs V(u) = 2202.7 lbs F(b)= 875 psi F(v)= 95 psi s = M(u)/Fb Area·= 1.5V/Fv s = 69.0 cu-in Area·= 34.8 sqin R(lft) = 3,096 lbs R(rht)= 3,096 lbs Copyright 1998 Infinity Group -I = = = = DATE: 06/10/98 JN. : 598-2387 858.5 pit+ 84.0 p/f 0.0 plf 10.0 pit 952.5 pit Deflection Length= D(all)= D(a/1)= D(act.)= l(u) = E(bm) = l(u) = 6.50 ft L/'240 0.33 in 0.04 in 5WL"·41384ED 1800 ksi 65.4 in/\4 06/10/982387?1 BS.xis I 'I 1, I I I 1: ,. I ,,J I I ·1 I I. :1 ,, ,, I ___________ .iaaiaiL11 _______ -t m111r11111 ROUP AN ENGINEERING,and DESIGN COMPANY PLAN: "1" UBC 94 ARCH.: LANGSTON· STEICHEN -ASSOC. DATE: 06/10198 JN.: 598-2387 !LOCATION: @ ENTIRE UNIT EXCEPT BR.3, BA.2, 1-CAR GARAGE.AND 2-CAR GARAGE Wind: (70MPH/ExpnCj P = C(e)C(q)q(s) = (1.13)*(1.3)*(12.6)*(1) = 18.51 psf Design Seismic Coefficient: a =ZIC/Rw = (0.4)*(1)*(2. 75)/6 0.1833 DESIGN TRIS INCREMENT LOADS LENGTH OFLOADS psf ft pit WIND: 18.5 * 19 -4.5 = 268.4 SEISMIC: ROOFDL 18 * 67 * /J = 1206.0 EXT WALL 14 * 9/'i * ( 2 ) = 126.0 INT WALL 10 * 9/2 * ( 3 ) = 135.0 FLOORDL 12 * 0 * 0 = 0.0 TOTAL DEAD LOAD ................................ 1467.0 TOTAL BASE SHEAR. ............................ , 269.0 CONTROLLING LATERAL LOAD .............. . Copyright 1998 Infinity Group DESIGN TRIB INCREMENT LOADS LENGTH OFLOADS psf ft 18.5 * 18 4.5 = 18 * 53 * (J = 14 * 9/2 * ( 2 ) = 10 * 9/2 * ( 1.5 ) = 1~ * 0 * 0 = ............. -........................................................... -.... . ............ -..... ~ ................................. . CONTROL 'G LATERAL LOAD ........ . pit 249.9 954.0 126.0 67.5 0.0 1147.5 2.10.4 06/10/982387P1 L 1.xls I 'I I ,, I I 1: I I I I I I I I ,, I 1· ,, ___________ .1 •• 1.1~-·----------1 m111r11111 RO~P AN ENGINEERING arid DESIGN COMPANY PLAN: "1" UBC 94 ARCH.: LANGSTON -STEICHEN -ASSOC. DATE: 06110/98 JN.: 598-2387 !LOCATION: @RIGHT OF BR.3, BA.2 AND 1-CAR GARAGE Wind: (70MPH/Exp"Cj P = C(e)C(q)q(s) -(1.13J*(1.3J*(12.6J'Y1J = 18.51 ps( Design Seismic Coefficient: a =ZIC/RW = (0.4)*(1)*(2. 75)/6 _ 0.1833 DESIGN TRIB INCREMENT LOADS LENGTH -Ot=LOADS psf ft ;,if WIND: 18.5 * 14 -c4.5 = 1-75.8 SEISMIC: ROOFDL 18 * 25 * 0 = 450.0 EXT WALL 14 * 9/2 '* ( 2 ) ,: 126.0 INT WALL 10 * 912 * ( 1 )= 45.0 FLOORDL 12 * 0 * 0 = 0.0 TOTAL DEAD LOAD ....•........ -................. ., _621.0 TOTAL BASE SHEAR ........... _ ............. ; .. :.. 1'13.9 CONTROLLING LATERAL LOAD ............ , •• Copyright 1998 Infinity Group DESIGN TRIB INCREMENT LOADS LENGTH OFLOADS psf ft 18.5 * 0 . -0 = 18 * 24.5 * 0 = 14 ·* 912 * ( 1 ) = 10 * 912 * ( 1.5 ) = 12 .. -0 * 0 = -.. " .. ' ....... : ..................................... . ................ · ..................................................................... . CONTROL 'G LATERAL LOAD ........ . pff 0.0 441.0 63.0 67.5 0.0 571.5 104.8 06/10/982387P1L2.xls I ,I I I I I ,~ I I I I I I I I ,, I ,- -1 ___________ .1 •• 1.ILII m111r-11111,-•R;,-OUP----t AN ENGINEERING and DESl~N COMPANY ~.....:;;._, PLAN: "1" UBC94 ARCH.: LANGSTON· STEICHEN -ASSOC. !LOCATION: @RIGHT SIDE OF 2-CAR GARAGE Wind: (70MPH/ExpHCj DATE: 06110/98 JN.: 598-2387 P = C(e)C(q)q(s) = (1.13)'!(1.3)*(12.6)*(1) = 18.51 psf Design Seismic Coefficient: a ='ZIC/Rw = (0.4)*(1)*(2. 75)/6 = 0.1833 DESIGN TRIB INCREMENT DESIGN TRIB INCREMENT LOADS LENGTH OFLOADS LOADS LENGTH OFLOADS psf ft pff psf ft pff WIND: 18.5 * 14 4.5 = 175.8 18.5 * 0 0 = 0.0 SEISMIC: ROOFDL 18 * 23 * 0 = 414.0 18 * 16 * 0 = 288.0 EXTWALL 14 * 9/'2 * ( 2 ) = 126.0 14 * 9/'2 * ( 1 ) = 63.0 INT WALL 10 * ,9/'2 * ( 0 ) = 0.0 10 * 9/'2 * ( 0 ) = 0.0 FLOORDL 12 * 0 * 0 0.0 12 * 0 * 0 = 0.0 TOTAL DEAD LOAD ............... ················-'540.0 ..................................................... 351.0 TOTAL BASE SHEAR ......................•....... 99.0 ··········-........... · .............................. 64.4 CONTROLLING LATERAL LOAD ........... , ... CONTROL 'G LATERAL LOAD .......... Copyright 1996 Infinity Group 06/10l982387P1L3.xls I I I I I I I I I I I I I I I I I 1· I ___________ .1 •• 1.1~-·--------1 m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN: "1" UBC94 DATE: 06/10198 ARCH.: LANGSTON -STEICHEN -ASSOC. JN.: 598-2387 0 WALL @LEFT SIDE OF LIVING ROD MBR. AND FAMILY ROOM: LOAD lbs/ft 269 TRIBLENGTH ft 44 12 ·= L= 2.58 + TOTAL SHEAR lbs 5918 2.58 + 2.42 + 3.58 + 3~33 = >>>>>>>>>>>> 408*2.58*12 = 213*(18*(8/2+1)+14*12)*2.58"2.12 = 14.49 ft SHEAR@WALL lbs/ft 408 FOR L = 2.58 ft O.T.M.= R.MOMENT= NET. MOMENT= UPLIFT= O:T.M. -R. MOMENT .................................................................. . 12632 lbs.ft 572 lbs.ft 12059 lbs.ft 4674 lbs. NET MOMENT I LENGTH .......................................................... . FORL=2.42ft 0. T.M. = 408*2.42*9 = 8886 lbs.ft R. MOMENT= 2/3*(18*(4412+1)+14*9)*2.42,.212 = 1054 lbs.ft NET. MOMENT= 0. T.M. -R. MOMENT.................................................................. 7832 lbs.ft UPLIFT = NET MOMENT I LENGTH ................................... ,....................... 3236 lbs. >»»» USE »>>» ffi -WITH (2) 112" DIA X 10" L ANCHOR BOLTS PER PANEL AND (1) SIMP. HPAHD22 PER MIN. 4X4 POST AT EACH PANEL END EXCEPT 2.58' PANEL. USE (1) SIMP. MTT28B PER MIN. 4X4 POST AT CORNER CONDITION EXCEPT 2.58' PANEL AND (1) SIMP. HD6A PERMIN. 4X4 POST@EACH END OF 2'-7''PANEL. 0 I WALL @RIGHT OF.MBA. AND BR.4:. I L= 12 + 12 + 0 = 24 ft LOAD lbs/ft 269 99 ·114 TRIB LJ=N(3TH .ft .44 12 + 2112 + TOTAL SHEAR -lbs ·22. /2 = 8212 >>>>>>>>>>>> SHEAR@WALL lbs/ft 342 >>>>>>> USE >>»»& WITH 112" DIA X·10"L ANCHOR-BOLTS AT 24 ·o.c. 0 IWALL@RIGHT OF BR.3:. ·. t L= LOAD lbs/ft TRIBLENGTH ft 10 + TOTAL SHEAR lbs 0 + 176 32 12. = 2816 >>>>>>>>>>>> 0 = 10 ft SHEAR@WALL lbs/ft 282 »>>>>> USE >>>>>>& WITH 112"DIAX10"LANCHORBOLTSAT 32 "o.c. AND (1) SIMP. HPAHD22 PER MIN. 4X4 POST AT EACH PANEL END. Copyright 1998 Infinity Group 06/10/982387P1W1 .xis I I I I .I I I I I I I I I I I. I I. I I .------------aiaaiaia.11 ______ -l m111r11111 ROUP AN ENGINEERING and DESIGN COMPANY PLAN: "1" use 94 DATE: 06/10/98 ARCH.: LANGSTON -STEICHEN -ASSOC. JN. : 598-2387 0 0 0 I WALL @ RIGHT OF 1-CAR GARAGE: J I WALL@ ELEVATIONS "B" AND "C": I LOAD lbs/ft 176 TR1B LENGTH ft 11 12 = L= L= 8 + 7 + TOTAL SHEAR lbs 968 0 + 0 + >>>>>>>>>>>> 0 = 0 = 8 ft 7 ft SHEAR@WALL lbs/ft 121 @ELEVATIONS "B" AND "C": »»»»»» 138 >>>>>>> USE »»»& WITH (3) 112" DIA X10" L ANCHOR BOLTS PER PANEL 'WALL @FRONT OF BR.2, MBR: AND MBA.: . LOAD TRIB LENGTH ~sift ft L= 8 + TOTAL-SHEAR lbs 8 + 0 = 16 ft SHEAR@WAU lbs/ft 210+105 23 12 = 3623 >>>>>>>>>>>> 226 >>>>>>> USE · >»»>& WITH (3) 112•O1AX1o·LANCHORBOLTSPER PANEL. I WALL @FRONT OF ENTRY: LOAD lbs/ft TRIBLENGTH ft L= 4.75 + . 10 + TOTAL SHEAR lbs 0 = 14.75 fl SHEAR@WALL lbs/ft 2Q() 4412 = 5500 >>>>>>>>>>>> 0. T.M. = 373*4.75*12 = R. MOMENT= 2/3*(18*(2212)+10*12)*4.75A2f2 = NET. MOMENT= O .. T.M. -R. MOMENT. ............................................................. . UPLIFT = NET MOMENT I LENGTH ........................ , ............................... . »»»> -USE »»».& WITH 112" DIA X 10"L ANCHOR AT AND (1) SIMP. HPAHD22 P1=RMJN. 4X4 POST AT EACH _END· OF 4. 75' PANEL ONLY. 373 21261 lbs.ft 2392 lbs.ft 18869 lbs.ft 3973 lbs. Copyright 1996 Infinity Group 06/10/962387P1 W2.xls I I I I I I I I I I I I I I I I I I I -----------a1AalAIL.11a--------1 m111r-11111 R.OUP AN ENGINEERING and DESIGN·COMPANY PLAN: "1" UBC94 DATE: 06/10198 JN.: 598.-2387 ARCH.: LANGSTON -STEICHEN -ASSOC. 0 IWALL @REAR OF BR~3: L= 4.25 + 0 + 0 = 4.25 ft 0 0 LOAD TRIB LENGTH lbs/ft ft 105 23 /2 = TOTAL SHEAR lbs 1208 >>>>>>>>>>>> SHEAR@WALL lbs/ft 284 O.T.M.= 284*4.25*9 = 10863 lbs.ft 2694 lbs.ft 8169 lbs.ft 1922 lbs. R. MOMENT= NET. MOMENT= UPLIFT= 0.85*(18*(23i2+1)+14*9)*4.25"2i2 = 0. T.M. -R. MOMENT ................................................................. . NET MOMENT I LENGTH ............ , ............................................. . /\_ PER WALL #6 >»>»> USE >>»» ~ WITH(2) 1/2" DIA X 10"L. ANCHOR BOLTS. USE (1) SIMP. HPAHD22 PER MIN. 4X4 POST AtEACH PANEL END AND (1) SIMP. MTT28B PER MIN. 4X4 POST AT CORNER CONDITION. IWALL @REAR OF DINING ROOM: . LOAD lbs/ft TRIBL~NGTH ft 12 + TOTAL SHEAR lbs (J + 250 42 /2 = 5250 . >»»>>>>>» 0 = 12 ft SHEAR@WALL lbs/ft 438 >>>>>>> USE >>»>>~WITH 11'?." DIA X 10"L ~NCHOR BOLTS AT 16 "o.c. I WALL @REAR OF KITCHEN & BA.3: I L= 8 + 8 + 0 = 16 ft LOAD lbs/ft 250 >>>>>>> USE TRIBLENGTH ft TOTAi-SHEAR lbs SHEAR@WALL lbs/ft 20 12. = 2750 »>>>>»>>» 172 »»>> ~ WITH (3) 1/2"DIA X10" l ANCHOR BOLTS PER PANEL. ® I WALL @FRONT OF 2,;CAR GARAGE:I L;: 8 + + 0 = 8 ft LOAD lbs/ft 65 TRIBLENGTH ft TOTAL SHEAR lbs 21 /'4 = 683 >>>>>>>>>>>> /\_ PER WALL #8 SHEAR@WALL lbs/ft 85 >>>>>>> USE Copyright 1998 Infinity Group >»>» ~ WiTH (3) 1/2"DIAX10" L ANCHOR BOLTS 06/10/982387P1W3.xls I I I I I I I I I I I I I I .I I I I I .-----------il~·-···&11 _____ _ 111£"11111 ROUP AN ENGINEERING and DESIGN COMPANY i...,;::.,~..J PLAN "1" UBC 94 DATE: 06/10198 ARCH.: LANGSTON -STEICHEN -ASSOC. J N.: 598-2387 ® IWALL @REAR OF 2-CAR GAR.: IL= 2.17 + 2.17 = 4.34 ft 1848 lbs 426 plf 6.67 ft 6163 ft-lbs 63.55 cu-in LOAD = ( 176 lbs/ft) ( 21 ft I 2 ) SHEAR = LOADIL = 1848 lbs/ 4.34 ft H=Height from sill plate to bottom of header O.T.M.=LxH = 924 lbsx Section Modulus Required= OTM,x1V1.33X 213* R. M. = 325 ft-1/~s_ 213* R. M. = 213*(18*(7/2+1)+14*9)*2.17"212 6.67 ft ·875 = = = = T = Tension on steel strap or ho/down = 2690 lbs >>>USE~ WITH (2) 112" DIA X 10" L.ANCHOR BOLTS PER PANEL AND (1) SIMP. MTT2BB PER MIN. 4X4 POST AT EACH PANEL END. Copyright 1998 Infinity Group ~ ·-' . 'f :::: :--."':.I,,~: ,. .... r 11---SIMP. STS2:36 o EA. POST ·0/ PL'l'V(O. SHTH'C POSTS -F\;JU. BE:-'.RING FOR HO~ W/ PL'J'.WD. EDGE NAIL I\ W>LJ.. MATERIAL ~SEE PLo\N (1) SD.IP. HOLDOWH o £.1.. . POST 0/ Pl..'t'NO. PER Pl.AN GARAGE SHEAR PANEL 06/10l982387P1 G1 .xis I I I I I 1- I I I ,, I I I I I I I I I .-------ii~----..... , 111r11111 ii--ROU-P ------1 AN ENGINEl;RING and DESIGN COMPANY ~ Copyright 1998 Infinity Group I I I I I I I I I I I I I I I I I I U6C: 1994 WO Pt.A TE f EACH SIOE WHEN TOP PLATeS AAE PRILi£\ OR NOTCI-ED MORE THAN W/2 2X 51\JD WAl.l. • • • 11,1111 AN ENGINEERING end DESIGN CO~ANY DETAILS AT RAISEO IDR. U5e51MP.STl8 METAL STRAP Oil EA. 5~ Of IOR. AT RAl5eP fl)R. RUN TOP2XOF EA. 510!: OF KiR. \ I II,., __ , Ciftioo HEADER e=.~==-::m-~(t...--=-j_-r='z::=f-~~~ ~., (8)-16d NAlt.5 NOTGHING OF TOP PLATe5 soi OJ .. RAISE:O J£AOfR FRAMING 501 [[] SIEAR MATERIAL MAY [>' Ile N'f't..lEO TO f:IT1£R F/>a. OF srw WALL I (5eE PLAN) *'. P'fl.. SIMP. HI 2-1• TRU55 TO WALL GOta:CT 'A7 SOI~ * *FOR S~ER ·NIJ e<>X-NAIL ALTERNATE~ DETAIL IJ/$1 *...----------'"-'-~......, .511f',NJ, ,, Int.. ~~ eoMOll*ll.5 f I 0.C. I 12 ,2 2 ID :,0 . ,· 8 %4 4 6 16 ~ 4 12 6 2 ID ALT~B~ATE .IICn'e• SIEAR MATERIAL MAY i,e JPPL.IEO TO e: meR F>tf OF OF5TUDWALL TRU55 TO WALL a»l:GT rel SOI~ I·------------------ I I I I I I I I I I I • • • 11r1n11 AN ENGINEERING end DESIGN COMPANY UBC= 1994 DETAILS * ''DRAG muss• TO ee: C/1:SIGtl:D TO Rf:SIST LATERAL LOA0• 15001 U.N.O. ON PLAN ALTERNATE (USE OF DRAG TRUSS) Slllf'.,.,,1/ ~~,:(~ COMMON~I.S on. ~ILS f I o.c. 1)11. IWl.5 f I O.C. I 32 4 16 t 30 ' 12 3 24 6. 10 ALTERNATE l()'M, 51EM MATERIAL MAY ee N'f'l.lfO To Elm!R Fila Of' OFSTVDWAl..l. * *FOR SINKER ND eox NAil. Al.-reRNATE see reTAK. V/501 1RU55 TO WALL GONN!:GT SOI 0 30 u· 6 Z 10 * *1'0R SIM(ER /,W eox NAil. . Al.TERNATE Sc!: reTAK.. U/@J ALTERNATE RAFTER TO WALL CONtECT r;;;-,E· . so1L=J TRUSS . le.N. kJ~ I 1--------------..,---::,,1 le.N. 1RU55 TO WAL.L GONtEGT soi ~ (3)-16d NAll.5 f'eR5LK1G NOTGH Ta> GHORO .---Of' TRUSS FOR 0011.00KER "'pn. :u~ ... I 12 2 10 ' .8 OT( 4 , 6 ~~o.c. . ' 4. % * 16d N4H.S I 161 o.c. DRYWALL a..'6. * *FOR SINKER AID eox NAil. AL'T?RNA.Tf SEE ll!;TAH. U/501 TRUSS TO BALLOON FRAME WALL 'fl SDI~ I I I I I I I I I I I I I I I I I I I AN ENGINEERING end DESIGN COMPANY UBC: 1994 DETAILS 6EARING MEMBER 7 SIMP. 5Tl6 Sllti'SON ----r N:.e .. . 510: YIEW POST !l!:LOW SIMP. !«.JC (SEE PLAN) PLAN VIEW POST TO BEAM GONtEG.T [Il 1X .JOIST 501 * 51MP • ..,,. ~'~ COMIIOIIN4 PTL. f •o.c. I 12 ,z ·2 10 -,o - ' e 24 4 6 16 ~-4 12 6 2 . 10. **FOR SINKER 1n::reox NAIL .t.LTeRNATE 5ef DfTAIL U/501 JOIST TO WALL GOtJt.ECT ROOF 5HTH'6 SIMP. * A3'f 481 0.C. so,0 *,6d COMMON· -_ _,_ NAILS f 1611 o.c. __ ...,NOTCH TOP OF . RAFTER 0\/TLOOKER * pn.. ~~o.c. pn.. ~~ ... I 12 4 6 2 10 ~ 4 ' .8 6 2 * *FOR SINKER ~ eox NAIL . ALTI:RNAre sef DfTAIL U/501 ROOF TO WALL SEAR see PL:AN f.N. sruo _ __._ __ WALL 2X ri..x16-W/ __ ...- ~~ ~ * 16dCOMON PTL. 111.11..:5 • I o.c. I 12 2 10 4 6 51MP.~W COMMON NA f •o.c. 16 12 6 2 10 **FOR SN:ER ND eox NAIL ALTERNATE see DfTAIL U/501 ROOF 51fTll'6 ALT.LOCATiotJ---l'ITll''---"111 SIMP. * A3H 49• o.c. !"OR 51MP. A"J~ SEE N PLANVj I ALIEBNAJE JOIST TO WALL GONNECT lvlK SDI~ I I I I I I I I I I I I I I I I I I I • • • 11,1111. AN ENGINEERING end DESIGN COMPANY UBC: 1994 DETAILS 16df---T--, 161 o.c. 16d c:ouotl TL. HALS I ' o.c. I 12 32. 2 10 30 3 3 24 4 6 16 5 4 12 6 2 JO * *fOR 5~ N¥J eox NAIL ALTeRNATE fieE DETAIL U/501 2X RIM JSTS. OR eLK1G Pl:R COWITION . ALTERNATE WALL TO FLOOR GONtEGT EDGE NAIL-----51eATHING (2~2X OR tleAM ----~ °*s1MPSON 5T6236 ----.. P61..TOP FLTSOR eEAM 501 i----(2~2X OR POST (see: P.UNI * DTL. SIMP. 51UL STRAP . I 516724 2 MST48- 3 MST60 Pl.ATE TO FLUSH BEAM TIE 501 16d 5.P.IJ. ___ _ I 1611 o.c .. U.N.O. *ALT. LOCATION FOR·SIMP. A3,f CONT 2X /RLIIIJST. 16d NAILS PLAN VIEW _____ RIM JOl5T --------~?:W SIMP • .,,,, W/ PTI.='iA.!.'z 4 16 * *FOR SINKER ANP eox NAIL ALTERNATE SEE PeTAll. U/501 WALL TO FLOOR GC>NtEGT WM 501 ~ *u.N.O. ON PLAN F.HT. STUP W/ 1_6dNAL5f -------,2• o.c. I EACH Sl'E STRAPMAY&E INSTALLED I FACE TOPPI.ATe5 2XSTUP5 I 161 o.c. i-+--1-----+-+--_,m. sruo w/ 16d NALS I 12• o.c. I ~ACH Sloe . DROP BEAM AT PLATE so1[QJ I I I I I I I I I I I I I I I I I I I • • • 11,1111 AN ~NGINEERIN6 ond DESIGN COMPANY U6C: 1994 DETAILS eEAM *slMP .. smu 2X5TUOS --------i- t)Ol/81£ -----2XTOP PLATes * U.N.O. Oil.. SIMP. sreeL STRAP I ST6U4 2 MST48 3 MST60 PLATE TO OROP eeAM TE ipl 50-1~ 51MP •. ST62U I eA. ~~ 0/ PLY'M:). SHinG POSTS· FULL efARING FOR IPt H-------W/ PLYII?. fDoe ~L WALL MATeRIAL see Pl.AN -----sTUPS t 16" o.c. ----ANCHOR eot:T5 PeRPLAN ---=--=IMP. HOLOOWN f EA.POST 0/ Pt.YWP. PeRPI..~ (l)SIMP. HOLCIOWN I EA.POSTO/ PLYIO.Pl:RPL.tiN GARMf. SEAR PAN:L so,[§] v /) . *U.11.0.0NPl,AN NO.Of'NAt.$ Int. .. PeR 5'1.U e Z 10 ) 11 4 .14 v. SIMP.5TRAP see PLAN STUOWALL 48" MIN. PL T. 5PL!a MIN. * (6H6cl NAILS t eA. PL T. S'l.lGf: v .TOP PLATES SPLIGE 501 ~ 1:PGl::~OF 1 G -POST SIMP. HO ·. see sc1t:DU1£ (1)148M ITOP& 80'TTOM ..:.a:!..~l'OOTl~NG-'-51MP.HO sef:SCl£P. . POST ... '°"' IN5TALL PRf.• eeNT IPAIOZ2 Tl6HT A6Ai.lST POST 'eOGe° NAL ALL GYP. BRO, LATH & PLYIO. TO POST • lf>Af022 MAY i,e APPLll:O TO CITl£R 5JOC OF P05T U.N.O. see: SIMP. C.ATN..06 l'OR SPl:C.IAl.5 JW IN5TALLA Tlo+I OOIO!:. I-PA / M' HOLOOWN TO FOOTING 'T7 501 l.:J I I I I I I I I I I I I I I I I I I I • • • ........ Illa-Ill AN ENGINEERING &nd DESIGN COMPANY UBC: 1994 DETAILS ** ** OTL. .. I 2 3 4 ' 6 PER T A6LE 23-1-6 u.ec: 1994 .. SIMP. A3' W/ 16d oox eox w.11.s NAILS I I o.c. ' .1 o.c. 12 32 8 24 6 16 6 16 4 12 2 e ....... -- PER PAGE '8 Of SIMP. 1996 C:ATAl...06 C·96-I SIMP: "3, I/ 16d SINl:fR SN:~NAILS OTL. NAIL.5 I • o.c. . ' o.c. .. 12 40 I 10 24 2 8 24 3 6 16 4 4 12 ' 2 io. 6 ---- SIMO:R / eox NAIL ALT. i---2X4 e.N. 2X5TW5 501 f:.IJ.----+I i---(2HX41" .HT. 51Y05 OR.POST 2X l!LK16 W/ (3)·16d NAll.5 \.-""""i'#---2X l'.HT. f 1:A. STUD --'-'-"--......V.....,~-LU-5TU05 eotH;CTION STRAP Tie AT TOP PLATES fyl_ 501~ Del.. TOP PLATeOR ef:AM RAF'Tf:R OR JOIST FLOOR 5HTH'6 Sll\P. '516 W/ IOd COMMON NAILS 11.N.O. -1--1---'------51\JO WJU. RAFTER / JOIST TO WALL Tit: 501 eoGE:Ol'~G POST . SIMP.lil · see SCleDlX.E · -*--~FOOTl~N6 '-slMP.IO see saeD. POST POST POST SIMP. SIMP. IO IPAKl22 W/ see 5Cl£DOl.f MIN. (23}-16d CONC. NAILS O/ PLY-.:>. 5LJ,5 INSTALL f'Rf· l!IENT IPAI022 TIGHT A6AINST POST (1)148AR (I) 14 eAR f f TOP& ec>TTOM TOP& eoT. OR Pl!R PLAN IO'le• IIOOI!(.. IIONOl'OUR IOOf:L IIONOl'OUR ~ NAIL ALL 6YP. MO" IIO. ·--.... IIO, --.... LA TH & PL YYIV. TO POST. -·-A e&'IDl6 12 IRA !S&'IDZ8 24 lf'AKl22 MAY ee: N'Pt.11:0 TO flTHe:R S,X OI' POST lmA . !l!l'ID70 16 IOIOA !e'ID:te 24 1/.N.O. see SIMP. CATAl..00 """ 1!511'%8 24 Mfflle 155ma 16 l'OR SPeCIAI..S ~ INSTALLATION 61/ID!:'.. IPA / ID HOLC>OWN TO FOOTING izl so1l=J I I I I I I I I I I I I I I I I I I I UBC 1994 DETAILS JOB NUMBER: sqe,-2387 SIMP. STC f EACH BLK'G. W ----. SLOT NAIL f ....,.......,....---.,.---,/•------~--.- MIDDLE OF SLOT :2X4 BLK'G. f 24' o.c. '---f-11------:lX-4 Pl.ATE 0/ :2X4 TOP Pl.A TE +--+11--STUD t--lALL GYP. BRO. TRUSS PARALLEL'TO WALL r;:lA. DETAIL 1 502 -~ I (t. ~ TOP PLT5. W SI-ITl-l'G NOTE, I. STAGGER W.11.S f A..OINING PAIIEL £0Gif5 --2. ~ILL ALL MOL£S WMERE Slml'~·TENPS TO·SPUT. ,. DIAl'I-IRAGM5 NlD Sfe-AR ~ SHALL ISi!: cotlSTIWCTED-Hml $MEETS NOT Lee TIIAA 4 t'£ET BY & FEET, EXCl:PT AT eouNDARIES >.NP Clw-llaE$ IN FAAMINI. HHl:RE MINNUM SMEET 2X STUDS. DIMENSION !IIALL M 2-4 INCI-IES utU$S ALL EDGES Of THE f 16' ~ IJNOfRSIZfD SHEETS ARE SUPPORTa)·BY !'RAMIN<. ~ o.c._ ~ lll.OCKING. FIRST. FLOOR 1' I fl II II " II ~ , .;;,, 41-011 +=-SMTH·t 5HTH G ...,,,-'_ V V EDGE NAIL EDGE NAIL /I SECTION A-A /I . SHEAR WALL SECTION 502 rzi.. . DETAIL I l:::.J 2X'-----ew;:.'G CEILING DRYl4ALL TRUSS BOTTOM CHORD 314' GAP AIR SPACE ._ ____ IX4 PLATE OVE 2X4 TOP PLATE -----STUD WALL TRUSS PERPENDICULAR TO WALL 'B7. DETAIL 1 · 502 ~ 2X STUDS---+--+ (2) 1l4"X4' La-!G LAG SCREWS PER BRACKET -t· \:!r N-_t: id PROVIDE "X BLK'G • EACI-I BRACKET BLOCKING W (4) +----' I~ TOENAILS PER STUD 1---DRYWALL DETAIL' INTERIOR HANDRAIL i[)l 502 l::::J I I I I I I I I I I I I I I I I I I I Df:TAILS JOB NUMBER: Sqf,-2387 4X4 NEWEL POST • ~· o,c. 5T22 ti EA.~ SIDI! OF BM. TO STUD• :12• o.c. IXw NEWEL POST BASE NEWEL POST ELEVATION (NOT TO SCAI.I:) INTERIOR GUARDRAIL 502 [I] DETAIL 1 BEAM PER PLAN Of' POST SIMP. A35F f f>.cH SIDI: POST OR 2-2X PER PLAN BEAM SPLICE OVER POST '67 DETAIL 1 502 ~ TOP f>LATl!S I-IEAOER TO POST CONNECTION 'fl DETAIL 1 -502 ~ w STRAP TO FLOOR CONNECTION 'H7 DETAIL 1 502 ~ I I I I I I I I I I I I I I I I I I I DETAILS JOO NUMBER, sqe-2387 4X4 POST TI-IRU JOIST • 3'.' o.c. * SPACED DECK l:ATI-IING 2-2X& DECK JOIST 4X& TOP RAIL W.· .dl;,llliiilli==iWII = ~fl .., •EA.POST t-=zx:::-e---':r!---~~~..L.L~u OEQ:: ...._ __ ___, JOIST * • 1,• o.c:. MACI-IINE eot..TS JOIST f 3'' o.c GUARDRAIL w HASl-lt:RS . PARALLEL TO JOIST * FOR 2X10 DECK JOISTS REFER TO TABLE BEi.OH PfQ: !PACINI, Pl5TNQ! fllGf ecTHU!I ¥ThffN PISTNQ! P'O&TII aot.T& l'Oll l!OLT& 2XIO .e• 4.25' 2.s• M' *2X& DECK ~ * DECK JOIST f EA. (2)-l/21t SIDE OF POST MB'S GUARDRAIL PERPl:NDICULAR TO JOIST GUARDRAIL TO DECK CONNECT 1-yl DETAIL 1 502 ~ ** FOR SINKER ·ANO BOX NAIL IL U/ DI ALTERNATE SEE OETA S SIMP. ASS HI 51MP. ASS~ DTL CCIMMCiN ~11..5 CCIMMCiN IL.5 NAILS • o.c:. DTL NAILS • o.c:. I :12 " " 2 30 5 12 :I 2A I, ID DECK TO BE BUILT. WI HOUSE DECK TO FLOOR JOIST CONNECTION (AT STANDARD DECK) 'L7 DETAIL 1 502 l::J ** FOR SINKER AND BOX NAIL PTL I 2 3 ALTERNATE SEE DETA S IL U/ DI SIMP. A:15 W 5ll'P. >SS w COMMON ~LS NAILS f o.c:. DTL C0'1MON ~ILS NAILS f o.c:. 32 " " 30 s 12 24 ' 10 ---·TUcco FLR. E.N. SPACED DECK SHTH'G DECK JSTS. P.ER PLAN ~2-~ .. -~cr LAG SCREWS f &• o.c. ANGER P.ER OPTIONAL DECK PLAN AFT.ER HOUSE 15 BUILT ' DECK TO FLOOR JOIST CONNECTION (AT OPilONAL DECK) ljZl DEiAIL 1 · 502 ~ ** FOR SINKER AND BOX NAIL ALTERNATE SEE DETA U/SP IL I PTL SIMP.ASSW COMMON~L.5 NAILS• .o.c:. PTL SIMP. ASS HI ~Hf-~. 1. ,2 " r. 2 30 s 12 s· 2A r. 10 MANGER PER PLAN DECK TO CANTILEVER FLOOR JOIST CONNECTION DETAIL' 502 I I I I I I I I I I I I I I I I I I I DETAILS JOB NUMBER1 5q8-2387 ROOF l:OGI: NAILIN0 ----'---- ROOI" ----... 5HTIIG * SIMP. 516236-------.._ OReoo~ "-f'---r"=--=-=-==-==-==-=;,-'--i OOU!l!£ TOP PLT.OR eEAM * on. SIMP STU:L STRAP teNGTH Of ~oa:: I MST48 •'·o• 2 MST60 ~·-o• G IROER TRUSS TO WALL CONNECi 'N7 DETAIL ' 502 ·~ E.N. SEE PLAN E.N. OMIT If ..r--..._l DRAG TRuss---.:i,...,: IS USED I -~~'G ·:2X BU<'c. (DRAG LOAD • I l,SOO LB. U.N.O.) I I I E. TRUSS TO ~ALL CONNECTI0 5 N 02 ~_P_ DETAIL' ~ ......... e.il. u;~ I el.Ke I TR~I , 2• o.c. I ,__J ROOf TO WALL SHeAR CONT. 5HTH'G TO s+eAR WALL Yi~ f"'-Jw~ ~e:PLAN 502[Q] 'TRUSS ZX MIN. L!:DG!:R OR 60T. CHORD 'TRUSS VI/ (2) 16d NAILS PfR STUD OVER SH!:AR WALL DETAIL 1 ROOf TO WALL SHEAR 502 0 I I I I I I I I I I I I I I I I I I I Nore, OMIT BRACING WIER!: TOP CHORD & OOTTOM CHORD >FI.E. a.OSfR THAN 11•01 ROOF SHTH'G ~ I E.N. E.N. Of:TAIL' DETAIL 1 2'-+"--+-+--i--- STI,10 WALL TRUSS TO WALL TIE LYWD RF. SHTH'G • ...;.· ---. .__ __ TRUSS OR RAFTER, SEE PLAN 50.2 ROOF TO ROOF SHEAR - 502 DETAILS DETAIL' DETAIL 1 JOB NUMBER: sqe-2367 A.B.'S PER PANEL W/ SILL PLAl£ SIMP. HOLDOWN O £A. POST 0/ PL'l'WO. PER PLAN (i) SIMP. HOLDOWN O EA. POST 0/ PLYWD. PER PLAN GARAGE SHEAR PANEL 502 IT] 502 ~ \ c.. c.. ~ 0 0 m ~ ~ m # z ' l> s: m •• ~ Q ~ • ~ ~ cQ, ~ ~ l tJ 0~ \ ICBO Evaluation Service, l"n.c. 5360 WORKMAN MILL ROAD • · WHITTIER, ,CALIFORNIA 9060}-2299 A subsidiary corporation af the International Conference of Building Officials EVALUATION REPORT Copyright @ 1996" ICBO Evaluation Service, Inc. Filing Category: FASTENERS-Steel Gusse .. .Plates (066) COMPUfflUS TRUSS PLATES. COMPUfflUS, INC. .. 10370 HEMET smEET, SUITE 200 RIVERSIDE, ·CALIFORNIA 92503 I. Subject: CompuTrus Truss Plates. II. Description: A. General: The CompuTrus Trui;s Plates are punched from Nos. 18 and 20 gage galvanized sheet steel-meeting mechanical re-quirements established in u.e:c. Standard 22-1.for A446 Grade A or high- er steel. The plates have 9.4 teeth-per square inch of plate, each approxi-mately 1/3 Inch ·1n length and approximately 0.10Q Inch In width. The teeth are punched In pairs, with each pair spaced 1/4 inch on center along the width of the. plate, and 0.85 Inch on center along the l~ngth. Alternating rows of teeth are staggered .1 O Inch from adjacent rows. The "CN" series · plates are Identical fo the. "C"·series, except that every t,hlrd·row ofteeth Is omitted. Plates are avall~~le in increments of:% inch in width, up to 12 · inches; and 0;85 inch In length, as required by the design. The p~es are . ppplied tp.\01ss.mem~rs iltpai,s qg_ ~-face.pf each joiAt-wi!tt .. @.PQWer press constructed iir accordance wlth'-lhe:manufacturer's specifications .. · B. lde.'1tlficatlon: The CornpuTrus series C plate is embossed with the letter "C" for the No. 20·gage plate and "C18"·for-the_No.18 gage plate. The No. 20 gage CN series Is ldentified.bythe,Jetters "CN" embossed on. the plate, and "CN18" for the No. 18 gage plate. .111. Evidence Submitted: Descriptive literature, details, calc'-11ations aM load tests are submitted ·in compliance with Section 2343-of the code. Findings IV. Findings: That the CompuTrus Truss Plates described Iii this report Report No. 4211 Reissued April 1, 1996 i:11mply wllli the 1994.Unlfaim Building Code™, subject to the. following conditions: ' ~ ' 1. ·The connectors are,lnstalled.as set forth In this report. 2. Allowable. loads are.as set forth in Tabla 1. 3. The allowable loads may be-Increased far duration of load In ac- cordance with Section 2304.3.4. 4 •. Canne~ors ire Installed ilrpalrs on opposite faces al th,e mem- bers connected and are not Installed at lacaUons where knots oc- cur. 5 .. Appllcaliail of truss-plates to wood fllembers·wtth a moisture content exceeding 19 percent requlrei that·only 80percentaf the load values In Table1 b.eusad. Plans-subm-ed-tolhe building. ofllc1,1. for approval musUn.dlcate a maxlmiJni moisture content far the wood anlfa time of plate lnstallallan. . &. Stre~lisat the net section of steel p111,s are not In excess of the valuespennltted In Chapter 22 oUhe coda. Thnfiaxlmum ten- . 111,·1o•d 1s:;J11ermJneflihn.u.J,11Mn1ftlie~lf!1~1,.qwfijtt~11~,~:,. the gross areJ:of the plate times the steel design stress. 1. Where one.·ho11r fire-resistive_ Cl!nstrucllon Is required, see Evaluation Reports 1352 and 1632. 8. Toe· allatnble loa_d values are recommiladed only when plans, truss designs and calculations are submitted i~~ -accepted by the building ilfflclal as showing compliance with the Unlfonn Building CQd_e and specifying that fabrl~tlon Inspection wlll be provided-In accordance with Section 2311.6 of the code. 9. Trusses are lndlvtduaily ·designed In accanlance with recog- nized anglnearlni principles. This report inubject to re-examination lri two years. TABLE 1~LLOWABLE LOAP IN POUNDS.PER SQUARE INCH OF PLATE CONTACT AREA1.2 ... luaalll'ECIES SPRIICE-PIIIE-flll ~ft SOl/lHEIUI YEL\.DW PINE" . DOUGW AR-lAR!21 EfflCIENCY RATIO IN PERCEKT DIIICIIIII If LNOIII ....,ICUI DIIKIIII If~· wlltllllfldll . Dlllctlll II LNt wllll llllftct II ·. Dktctllll llLNhD RllflCIII, Dlnclllll If LIN wllll Ra,IClll 1111 IML= tftllt-= · IIIIL= · . . . llltLI= . I(=-' _ 11 lllt , lltlltP . . . ' .,.... . . TYPE OF PLATE 001045° 4l0~!1QO 001145° 41°11tl0 ,1Pto45°_. 41011 !IQO ·00-1145°· . 41°.tt,OO 00_ . !IQO C 165 146 165 146 204 161 204 161 59 42 CN ·110 97 JlO. 97 136 ror· 136 107 74 42 1Loads are based on the following specific gravities: Sp£1!ce-pineafir0.42, hem-fir 0;43-0.46, Douglas fir-larch 0.49"0.50 and southern-pine 0.SS+. 2Loads are calculated on !he basis gro~s plate area. Evalualion reporu of ICBO Evallllllion Serviee, Inc., are issued soklJ to provide fnfo""'alion to (:lass A-members of ICJ!O, utilitJng the code-upon which the report is bastd. Evaluation reports are not to be cons'tnled ,s representin1 usthdici oranj other attributes not specifically addrtsse_d nor~ an endorsement or recommen• dationfor use of the subject-report. 71,is npart is based upon independent tests or other technical doll, submitted by ihe applicaf!I. 71,e lCBQ Evalualion Service; Inc., technical 1taJf has reviewed the test resul# andlorotherdala, buJ don not ;assess t11tfacililu1 to lfUfU •n independent veryicotion. Then iE no warranlj by lCBO Evallllllion Service, Inc., uprtSs or implied, as to any "Findint" or.other matter in tht report ora to""' product covered by the report-Thu disclaimer includes, buJ Is not lintiltd to, merchantablliJy. _ Page1 of 1. ,, - 1 HIii! ii 1111111 fl.: }t:-- i:' F9R GABLE EN[)S·UNDER 6'-8' IN ~GHT · · Manufacturing • Engjneering •·Computer Systems (2) BRACING·FOR GABLE E_ND FILE NO: GABLE END DATE: 01/01/98 GABLE END (2) 2x4 BAACE AT 16'..()' o.c. OR AT CENTERLINE.· ATTACH WITH 16d NAILS SHOWN IN(). STRUCTURAL TRUSSES .PLATE REF: 25-15 DES: SC SEQ: S151504 UBC-97 .. -~ .... . ·------- ., .. ZJt ··-: 2x4sruos- CUTQUT FOR 4x2. OUTLOOl<ER 1111111111111111111111 lllll 1111111111111 C·2,5x4.3 C-2,5x4.a· (Spl)· ~ • CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER r f OFF STUD OVER STUD \ b< ,,,,,_,_ ATTACH WITH Bd NAILS AT!!" o.c. 4x2 OUTLOOKER DETAILS ""·--·~---,i--=-.· .. -,-,.,-· ifl ,a) lllllrll 1111111 ,1 M~nufact1Jring • Engineering • Computer Systems FILE NO: GABLE END DATE: 01/01/98 '2x4 CONTINUOUS BACKING ATTACHED WITH 16dNAILS AT 24' o.c. TO PLATELINE. SHEATHING TO GABLE END ·t{: .i·:. ,,'k;_ it FOR GABLE ENOS OVER 6'-8' IN HEIGHll ' -:MINIMUM GABLE STUD GRADE 2X4 9.Qt:4STRUCTION GRADE HEM-FIR GABLE STUD SPACING MAY BE 24;:~ 2'-0': -... ~· ,. 2x4 OUTLbOKER 1 ·2x4 BRACES. BRACED AT 6'--0' MAXJMUM I . 2x4 BLOCKS WITH 3-16d NAILS EACHENIY , REF: 25-15 DES: SC 8d NAIL AT 6° o.c. NOTCHED PER OUTLOOKER SPACING 2x4 BRACE WITH 4-16d NAILS SEQ: S-161505 UBC-97 1111111111111111111111111111111111111111 2-16d 1-16d 2-16d s·.o· o.c. MAX C-2.5x4.3 C-2.5x4.3 --~---------------------------------,1 ~.) 111111 IU 111111 CampuTrus. lnc. Manufacturing • Engineering • Computer Systems F •I H-11---f l-,---f l:::=l l==I 1--1 '----+-y FILE NO: HIP FRAMING DETAIL DATE: 01/01/98 REF: 25, 15-1 DES: SC . --·-· .. ·----- :~JJ ,:, f A) B) . ;~. C) ·. D) . E) • ·;, F). ·'.;: G) f H) ;;.':: lJ) !.~ :-1:; f.~:- ,f.· I IIIHIIII 111111111111111'1111111111111 2x4 Post attaclied to each truss panel point and over-head purlin with 2-16d nails. 2x4 No.1 Hem-Fir or No.2 Doug. Fir purlin at 4•0• o.c. 2x4 No. 1' Hem-Fir or ,..o.2 Doug. Fir stiffener attach to post with 3. 16d nails. Hip Truss No.1 setback from end wall as noted on truss .design. Extended end Jack top chord (typical). Common truss. -Hip Comer Rafter. 1x3 Cor1llnuous lateral:braclng. Extended bottom .chord. GENERAL NOTES, unlfis olllitrw!se noted: 1 Design to support loads as shown. 2 Design assumes the top and bottom chords to be laterally• braced at· 'l:.(f' o.c. and at 12·-o-o.c. respectively. 3 2x4 Impact bridging or lateral bracing recom- mended wheilt shown++ . 4 Installation or truss ls the responsibility of the re- spe¢ive contractor. 5 Design assumes trusses are to be used In a non- corrosive environment, and are for "dry condition" of use. · . 6 Design assumes fuK bearing at all supports shown . Shim or wedge If necessary. . 7 Design assumes adequate drainage ill provided. s Plates shall be localed on ,both faces of truss, and placed so -their center llne:i coincide with joint C!=nter lines. ,g Digits lndk:llte size of pla\e In Inches. ·10 For bilslc design values of the C~puTrus Plate, lnd~ed by the prefix •c•, SH [C.B.O. R.R. 4211 11 The CompuTrus Net Sec;llon Plate-ls lndicatecfby · the preflX~CW, the deslgnator-(~8) Indicates 18 ga:', _ Section X - l Setback k Hip Truss at 24• o.c.(Typical) 1 > ! ' i. l (I .. ~ 111111-111111111 Manufacturing • Enginf!E!ring • Computer Systems +Install 1 x3 bf acing at flat top chard ar-at Z-0' o.c. unless o1h111Wise noted C-1x2.6ATVERTICAI.S. UON. C-1x2.6'ATVERTICAL:S. UON. I 12'-0" ~ + + + + FILE NO: HIP OVERFRAMING DETAIL DATE: 01/01/98 REF: 25,15-1 DES: SC SEQ: S151510 UBC-97 ·8''0'. ~ 1111111111111111111111111111111111111111 '~· TYPICAL HI.P OVERFRAMING DETAIL 14'-0" ~ 10'-0" + . ~ For Tru11 Catalli not lhown· see appropriate CompuTrus design. Note: Flat over framing material ta be equal or bellar In size and grade of flat portion of structural member. 1) .-> 111111111111111 Manufacturing • Engil!eering • Computer Systems RIDGE / --------'----'-+'I SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING FILE NO: CALIF HIP DETAIL DATE: 01/01/98 REF: 25,15-1 DES: SC SEQ: S151508 UBC-97 #1 FRAM,lt,/G DETAILS WHERE HIP TERMl~TION POINT·DQES NOT MEET WITH COMMON TRUSS; HW RAFTER-+----,----.~..._----'-_.,.._+- #2 #3 #4 ----.--~:····· COMMON TRUSS A-A 't 111111111111 11111'11111 11111 1111111111111 COMMON TRUSS COMMON TRUSS #4 #3 #2,. HIP GIRDER TRUSS--, #1 ' ~·-"' 1 :: :: :: ,$ SETB,'CK,FROM ENDWALLAS SPECIFIED c '' ON ENGINEERING I ,( I -I B·----,. EXTENDED TOP CHOR!) SECTION .,___~ c::2:;!f:::=II . II ===il===U====:11== II II ==;II --I ,.,<ii) 2x4 Verucal at .,<<,·'Tl..-4·-0· 0,C, typical ,., >-·.-t I ..... .,,. .... -* 1·t * * ,,· HIP TRUSS See Englneereing for Details --~-. -~-~ ... -. -~ ... ------- i ;, ,. ~ .. ~ ... ,·,· ;;:·· ;' . ' ' . !· ,· r· ,. .. ;:: !~. :: ;:·. \: ?, F !': '· K· >'' ".[ ,• , .. ti ,-,] 111111111111111 Manufacturing • Engineering • Computer Systems Valley Jacka. at 24"·o.c. FILE NO: CALIF FILL DETAIL DATE: 01/01/98 REF: 25,15-1 DES: SC SEQ: S151509 UBC-97 .,:1~ldge ·. Puriln SECTION A·A 1111m 11111111111111111111-1111111111111 DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL VAJ..~E:f JACKS VALLE:< PADS JACK POSTS JACK PURLIN$ RIDGEBOAAD· RIDGEPQST RIDG.E l!URLIN SPACED 24" o.c. CLEAR.SPAN NOT TO EXCEED ~-fr •. FOR SIZE AND GRADE SEE·ENO JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. 1x6 OR 2 -2x4's. 2x4'1TO BE PLACED UNDER VAUEY JACKS AT NO MORE.THAN 8'-0" o.c. AND NAILED TO JACK PURLINS. 2x4x4'-0" SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. . MINIMUM 2x6' NO. 2 HEM-FIR. 2x4'1 TO ~E PLACED UNQER RIDGE BOARD AT NO MORE JHAN ,5'--0" fJ,C, AND IWLED TO RIDGE!'URLIN. 2x~ VJf'lqs~ Ll.=1-!~TH IS 1/2 THE \/ALLEY WIDTH AT THE POINT INDICAT,ECI BY A RIDGE POST. NAILING PER \J.B.C. 1997 Jack fi011 ~ END WALL, GABLE END OR GIRDER TRUSS TRUSS AT24" o.c. A 7· AJ I) ,.-, Mllllm-lHIII --. --11111111111[ 1111111111111111111111111111 rcampuTrus. lnc~--·~------ WARNINGS: 1 Rud al GIM<W Notes and Womlngs,bo""9 cons1nl<llon ol tNsm. . - 2 Bulide<IOdnctloncorb1M:lorslloUld,bolCMndofalGenlrll , NoluandWamltigs_c:onsllucllon_, Manufacturing • .Engineering •· .Computer Systems Typical Details for Shop Fabricatad Valleys Mlhimum grade of lumb!N' shaM be construction grade Hem-Fir or Doug. Fir C ~ · Cuttomatch §;::I slope of roof El 3 tia ~ -bnltq,ll)Ult be lnilalod --·-1· 4 Al lltorll loite mlsllng elemofu such u ~ and Pl<· · .manent bracing, IIMllt be dalQMd and pcowled i,idMQOOr of 00ffll)lot• sll\ltlu... comi,uTn11 uauilm·no INjlOnSllllilj 1or ,C-1"2,S C-b2.S, -~ · C-1,C:Z.S· 2x6 or-as requ~ed ~ 1 l!pto6".Q" l C-2,SxU c-1~.s Upto 16'-0" C-3Jc4.3 ::::a::::: ,C-1"2,S C-1"2,S C-1,C:Z.O C-1"2-~ Up!o30'-0" c-~u FILE NO: VALLEY DETAILS DATE: 01/01/98 REF: 15-1 DES: SC Top Chord SEQ: S151514 UBC-97 I I BoHom Chord Bottom Chord ol Valley Truss •such !>facing. · . VALLEY SC!iEDULE 5 No .1aoc1 should "" lpjlilod ,to 1ny _..c unt11 -11 bracing ,nc11as1onois .,. COffllllole, iind a1 no t1me sh<iuld any 1aoc1s u~orthan ~~ 1ooc1s be ·llj)plocl 1o any cocnponon1. C-1"2,S' I C-1X2.0 A • O" to <4'.Q" B • 4'·1" to 8'.Q" C • 8'•1" D • 12'•1" ~ • 16'-1" F • 20•.1• to 12'.Q" ·to 16'-0' to 2fY.Q" to 24'.Q" G -· 24'•1" to 28'.Q" Heel not required _to end over truss LOAD DURAT,iO~ INCREASE ,. 1.25 . ·SPACED~,O.C. LOADING LL +·DL ON TOP CHORD = ~ PSF DL ON BOTTON CHORD "' 10 PSF* -TOTAt'tOAD = 40 PSF* • 5 PSF REDUCTION TAKEN ON BOTTOM CHORD AX~ STRESSES QNL Y l Valley ,n 2x .. Truu '2x3 ---~ Top Chord' of truss JJJ e ~TNShu,no~-anc1-no~ fortho f«>ri<:alJon. handing, lhlpmonl and -Ion of COll'l>O-•· nonls. 7 Tlllo .d .. lgn Is llunlshod subjecl lo tho• llmillllons on INa designs sot lo<1Ji by 111• Trua Ptila -In "lkodng-TNSON, Hl8-U1", a copy o/lllhlch .,.. be fumllllod by eon.,u- TI\IS upon .-quoit f~!:o~~-= 2 oalgn auumu tho lop Md bollom --lo be lolOllltf bnlc>od at2'Qo.~ tll'd at 12'.q' o.c. ~- 3 :zxA-1~ bridQi!'ll-or·lolonll bnlc*1Q --shown++ 4 ln&talali>n oflNsslslft• IUpOllllbllly ol~NOpocllw-tor. 5 ,DNiQn UIUmN INUU M ,to be 'UIOd-ln I 110C1-C01R11H9 onwonmont, 11nc1 ani tot"drycondllon" or..... · ii Design, auumoi full bNring at a11 su-" ,-.. Shlnl or ~-···~-., 7 · OesiQn usurnu odequato <1<11nage Is PfO',lidod a Pltil11 ·lhd be 1ocalod on both fias or truss,. w p1sooc1 so thtliotntor linos colnddeWih joint cenlOf llnos t Olglls _lndlcatl si., ol P!'I• In --. ' 10 for, boslc d~ -ol, lho CompuTn,s .Pllt,,.nliollod by the p<ell>< 'C",'1N I.C.1.0. RR. ~11 · 11· Tho Compl!TI\IS N~ Sodloil Pille Is lndicalod by tho pn-.c 'CN", \ho doolgnator (11) -u 11 oa.-lnlllrill lo uaod. Ni 1, otMrs are 20 g1. I . I I I I I D, I l I I I I I-I I V]1 --, Bearing Partition, firde'r, Bearing II"" ·-Truss Gable End f!hin _(Typical Example) FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPEC!E INDICATED Chord Size I 2400F I 2100F 1950F I 1800F I 16S0F I 14S0F I SS DF I #l&B DF I #1 DF I #2 DF I SS HF I #1&:B HF I #1 HF I #2 HF 2x6 2x4 2X4 WEB MEMBERS -2x4 STANDARD OR STUD GRADE HEM -FIR, OR AS NOTED ON DESIGN ,: i: ~ i , ;~ ;>' g I' •' $ r t,:: r·-f f'" !: ,., I t! != ,. i; i: i; r f i: ;. i~ ,. i ': ? '~ i i i i- 1 l f \ Kl' (~ 111111111111111 Manufacturing • ·Engineering • Gomputer Systems EXTERIOR WALL FILE NO: CONNECTION DETAILS DATE: 01/01/98 REF: 25-15-1 DES: SC SEQ: S151506 UBC-97 1111111111111111111111 IIIIUllll 11111111 ,NON-BEARING PARTITION PERPENDICULAR TO TRUSSES :"Jg.,-~ ~ ·1 ,w-I ~~~~OR1,1 II II A+J 1-16d NAIL OR EQUAL. 2x4 BLOCK SPACED 24•·0.c._TYPICAL ·1 © NAIL TRUSS TO BLOCK , i ,.,,.. .. """'"'" ""'"~'' r ©sETNEXT TRUSS.AND TOENAIL TO PLATE G) NAIL SPACER. ,. BLOCK TO TRUSS .j3·16d TYPICAL , @ BACK NAIL AFTER~ .. ,_ TRUSSES ARE EREC'ieo\ B~ B.,_J C ~- c._J ,, .... i BC 1 a:, 91: ~ $I ~ .,. r lR b 9 ~,: :::. 1' ~h-1 15-01 -oa SfUB '( ~~=--~ .. , .. 1(sa1l @@ / ·Ntttf 1~l . 1. -~~_j I LV , 6-00-00 SB., 1 1 21-04-00STUB. 1 ,5:00-00 , 1 STUB 1 ~- g_@ / . '-~, DRAG '\J. J J !J" -. -V :1 I/ff-,, .. ~ -', L SB· L L ~'-'"~~~=· """"'=~- !1\liria\i!lY ~~OUP AN ENGINE~RiNG and DESIGN COMPANIY c;(I REVIEWED O REVISE AND RESUBMIT ;· 0 REJECTED 0 FURNISH AS CORREC'fED ; Corrections-or comments made on the shop drawings during this revfeiv de not relieve contractor !rom-comp:ianoo with reqv!remonts of the drawings anc speolficatiom:. This checK 1~ 01111 a review of general conformance wjth thr ct~;gn concspt 1:-f lhe pmie"i arid gene1T·! coml)liance with the infor(1latio1 .. glv n in the c,::,1w.2c, ~cwm~:'.,:·. The 1-eVrGl.'J does not constitute aCC8fi!anci or pprovai 01 e,.;,z!f,f! rr.atrrta1:110; ".l£;•1ulations. 'fhe contractor is responsibt, !or: ::on/irming and-c.orre!&t'ng 1n quaniiiies and dimensions; selecting fabricatio, pro :>Ssses anct t.;chniques of construction; coordinating his work with that c ail ther tiades; and performing his work in a safe and satisfactory manner ~~~b~l1:LBY:;;;;;;~;;!J~:!;;1 1':::;;:;_ ==;;;;;;;:;;:~;;;;;;;;;;;;;:;; .. ;;;;;;;;;;"":===- ., RANCH.O CAR\1ILLO: JOB# ...... ~ ... 4'139 . ~-~a,,....., _ .· ~.vi. /v ~ -" PITCH CIJANGE_. . 1 _ .1 13, ro.) ~-~r. / · 11 / I I ' ' I V ~ l.i IQ r B-QO·OO ' Je[AN .......... ! ; ELEV: .......... A1 iPITCH ......... 5 41!3'!:I J _c_BEAM-BY OT!£~ 1::-.. _ I /. $ }._ . 1 JJJ_ 251 ~, I/ ,,. . / . / . : ~ 1, · , J . ---,., , · -V . -. . = I . ' -, ~ c9 -_l.,00,.J} · ":c::I .'\ 2 • I'\ /. Z_ • ' / -IO· I~ t;;; "' ~ I~ ~ J I '\ ' ' i '\ , . '\ -' _} 1 ''\ 100 -' '\.. , ' . ' ·l'\,_L. -. . -a:·· Hr/ _1~~ . . ' I'\ ~-..J, '-, .. /' ' ( . / ''' -~ 7 ,. . c~ . ~ ._ ." . It:: -.J ic. ~ :V, . iOdf OOAG-'/ il(~ HF~ ' / ' :" r-'2: ,4; . ~,IL'" JL/ ' V . / 1"\ . ~ • ca / ~-,-[2: L ' ',-r-L .. 7I21_ /. ~ ciiil 1' r-/ . .-r-v · FC / -. · · v,:; " ~ • . ij ~-L. L ~ -. _tr -' ~ fF~ 1-'. ~ ¢, ~ E! fB[a} . .c.i ~ /\ . . .L. ~ : ~ ,-1 · V / 1 IL ..#' r~,a 11< . ii i, i_ . ;[ I l fD~ t'Fll 1'-1 4 , / · / 1 ,G~ ~ -, f~ ~ ;:A'} ' ~ l ' ' . ' I' - Jf ~ Y~fr-_,, _ . " ·. :: . I'-I'-Jl " ef1YTI! 1 . r. ~~~'~2. , i'\ . D . ~ A -~ 1 • · r-r-; --fr .l ::::1 · r--,-~ ~'"'fr-; -' 1 I' . .[~ -' ..... 0 'i' "' 9 s ·1DAIVE ••...• ,., .• G SCALE ......... t!.T.S ptB ........... SA pm .......... 12-15-98 I 8, 0 O O O I I •lco , M 'i' C\J 1sl [' .FA, ·1· ---' ~ I' ,-~t)s ,-~'\~--.:j1~1 -----,..... If' r-r-' -J 1 ---~ ~ ey -~ i I L SB L r 7-09-12 ' ·J::oo-oif STUB L SBLL SBL '" B-00-00 7 '" B-00-00 ' J,. J, 49416-00 l5=oHBSTUB L L ? ,.. ............... :,. Copyr~ght (cl CompuTrus Inc. ,, .... a, 0 I ,,-. ,o ~ BC 1 .,__ ~; 0 ,C, I :::; J,... ,_ a, en g I ~ 6 "- ,f 15-01-08 STUB 1 ,, 49-06000 l . ' I I; D ·tsotao 1 Fit'r ..._. !(BB~ ··. C SJ !~ /; ~t, LL L 1WB~ ,, /, 'I '\ 21"04-00STlJB • 6-00-00 SB, k ., 1 ,5-00-00 • 1 STUB 1 ·· 1"'~ ~ ,9 ~ Cl iNIFiNl1lY GROUP AN ENGINEERING and DESUGri>! COMPANY ~ REVIEWED a REv1sE AND REsusMIT 0 REJECTED O FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve ci;lntractor from comp!!?:noo with requirements of the drawings and speolfications. Thle ch(l:i-: rJ or-1i 1 -ev!ew ot general conformance with the d~sign c~,epi of rne p:,'.l(er:, 1:,,Ci ,;ia"':'l',··: cornr,!lance with the -information given in th ·qon~icc·,. ,'·'.l!cur,,·:::;: 'fh, j;;,,;1-:..v aves not consiltute acceptance or approva e,/ (.",; :J.!9,ri r. ,.::1iw :, : or •:.i.ltations. Tho contracior is responsible for: confirm: 1Q a,,.;1 c.;,-ri-..;i~r, {: .::1 (l • ..::.fl~tlei:: and.dimensions; selecting fi'!brii:a.tion -processes . mi\ !;;.r.nniques 01 OOi'!Sl,1.1ctlon; coordinatfng his work with that of alt othart;, des; and performfng his work in a safe and satisfactory manner • ~ ·I I: II 1i ~ .. DATE_!w?~1Jy~ ·1 l. . .. 1 ~ / ··§-·:%J I IBM .P.UQLCtJA:,;;J® , . ' y I'·-· ., .:: /. . · . 1~[:1/~JT. / .11 -.RANCHO CARRILLQ .,JOB# .•...•.•.. 4439 PLAN •..•....... i IELEV .....• .,,.,8 · / I I . ·I ' ,E., IL 11) 11 · , 4 BB.!J , . rBEAM av OTHER: D IV~ l2 . 1 · II, .. J .1L ,;2:. I/ .L -II -'-' - --~ '\ Vo;;; ' V I '' ·, ·. .. i '"' ' L ti ~ ' 12 & . I' [Jlf!.14 . ' <:C " 2 I"'-' . /_ .r O 1 ~ .. cc I"'-" I . .. . " . ' I '-i · , ' 1 "-----"' ~ • 1 " ,1tDD1J -· • · I'-. , ' , ~ 0 b ? ~- 0 ? a, 0 t..!.~· "' p·..< CL ·H/ ,, ..= .!"I I·'-, • , -, _ :: . ·-/.· cg / '\. ' ~ . . . . IL . u fl / V ! 50 # DRAG-1/ I'-!(['FJ) ·11fF~ V , r-,-·I/ -~· · 'V ' I"-. ' (c'j\ ' ' I/ -~ !'-~ : ' i= / ,, / ' ' I 'I Jf.F,)IJ ~ ' ' ' Hlf V· / ' ~J . . . ~~1-,.L .. ,,.-. . fC2l'/ c,C':fs 'I . : ·~9· / k i1 / ,. ---jFCJ.l Y ~ ~ ~ '.""1 ~ ~ ~ I@ ~ '" L ~ . ~ ,--1 v / '7J ~ .JJ r: ms . ff'A'El ',Y 1 · 2 If pornFD• ' ) 4 ;/' . . I'-' 1 · 3 I ~ E'RI...__ , "'f l:'1 , 'IV 3 ./FAfl/ V FA6 ~ r-' " I'-. II · , >-y 1 r-, y ~H , I .., " ~-FA V fAi ...; ~ :Q2i ; 'I ~ ' ' ' FA ~ 1 ,~ --P. 'f " ' · , " . . FA . , _ ·--: · 1 \=ir r· ~~- ~ i FA 1 , _ ---, · · ~ ,·-~ , "1 ·, --. ' 1. .r i~FA · -' . ' · ll' --~ - --' ......_........ I 1 -' ' ,C, "' L SB 1. r 7-09-12 ' 1--oo-ol STUB ,k ,I, 49-06-00 15-01-08 STUB k ~ • 6-00-00 sr-L SB L r 8-00-00 ' I, I, ' 8-00-00 SB ' I, SB I, ' 8-00-00 ' '= ~ I ' ,k SBW/BC J, 4-06-00 I PITCH· .......... 5 · DRIVE ..... , ..... G SCALE .....•... N.T.S .DfB ............ SR •1DATE .. , ....... 12-l5-9B J c:, ~' ,, 2]¥ ' r-·? ..,, g d:, b "' J'"'ji ~ ~ I ln ..,, g ,, •lg '~ Copyright (cl CompuTrus Inc. ,, ·•' Cf' 9'1, ~. BC ! ~ o· ; ,1 ::::1 .... ~ gi . 0 9•-..,. 0 6 .... _49_:!l_a- -f 15-01-00 STUB 1 21-04-00 STUB , 6-00-00 SB., 1 1 1 ,5-oo;oo , 1 STW 1 1 ~ / -[ 52¥! ~ "'1· Dr I I tT I JZI /. . 2@µ __..,--, .. . . . I . I/ ·, / I ~ .:/f If Li'IA / l'l.: I rt-..... L SB L r 7-09-!2 1 1-oo-ol STUB ~ s-oa-os st& 1c L , nxxxx, ),. ~9::05-=oo I5-ol-oasrus L L • -A--- --I T L SB ~ r · B-00-00 · ·' ~ =t~ L SB L r B-00-00 ' 11\!iriN!lV 6fl0\!JP . AN ENGINl;ER!NG and! DESllGN COMPANY fh. REVIEWED O REVISE AND RESUBMIT -:'.._, 0 REJECTED 0 FURNISH AS CORRECTED Corrections cir comments mada on the shop drawin~s during this review do! not relieve contractor irom comp,t;r,ce w!th isc.iulremenls of the drawings and: spel)l!ications. Tilts ci1e1:;•, ,., ,:,;.:; 1 ·evie.v:.ot ganeral conformance with the: design ~,ocept o'i lilc· r,··•:E:· ·, r, 'r, 0."'"''Y·, corn".lllance l}Jith the information ·given int ·,e 1;on;1.: · .. ·--~·., . ..-.. , •. -'.-'•·, .. ·"f,,,., 1:1•.•itf' nul coris'tltute acceptanoo, . or appro al ,)i t-<:-.,,'0i. ,r.: .. ..,,_;1,. ,x •;i"-;utaltons. The contractor Is responsibl~ for: conil; rcit.fH: 5-w.1'1i.:il"~ :,1 '::-"-'1.l,•Gc ,md dirr.ansions; selecting fabrication process ;; ~,1r.;\ i.,«.:hnique& o: r.om;!n.1<;1,::.,:1; coordinating his worlt with th~t-of ali other ratios; and peliormir.g h~ ,.!Ork m a sale and sa\isfact-Ory manner . 0 t.!~~:J!-:?-liJ.tt(\ !::~.J-~A .:,. --= ' =-I ·',( .:J,· ·10 ,? o. i~ .,, ( ~ 8 :;:: 0 'i' :19, ~ iJOB# •••••.•••• ,-4439 ,PLAN ...... , ••• 1 1ELEV .......... C ! PITCH ......... -:5 DRIVE •••..• 0 ••• 'G :i:CALE .. · :: : ... tU.S jU/B .... , ...... SR PAJE ........... 12-!5~~BI 0 01 06 0 0 ' ' ··~ gJ 6 N Copyright (cl CompuTrus Inc. ,, .. , a:, I $: l ~, 49-06-00 'I .15~~ '( 'I 21-04•00 STUB , 6-00-00 SB., 1 I '( ,r iiua· '( r Carrectic not retie, DNFli\UlY ~~CHJ? AN EN~INEERING an11:l°llESIGN COMPANY t\ REVIEWED 'liJ REVISE AND RESUBMIT ,. ,. r r, a REJECTED ' a FURNISH AS CORRECTED {; or comment$ mad~ dn the shqp drawings during this revtew[~o· ~ --. ., I . , ., speolfloa-~ :'e ~ ' I . . IY ' ~ L d!lSigri C 1 1<8C~ ~-oc·· I §El .. · · '-->--. · givenih contractor trom complis'noa With l'Gquirements·of the drawings anp s. T!Jis chack is on))! •a r-:MevJ of general conformance with iha ept ct 'h~ \:lfl'>;e"t 12(/:t l'.'Jnerf·l compliance Wlt~ the inforrnatl~~ r.:m1,•flt-r.-~, .. i:,W;,,.-', J l ne r~wsw qoes ,not constitute acceptall.~ o, c--:dgn ,,.,r;. 11i.:t1 .• ,t •>P•;u!"'ti,,ris:. Tne contractor Is responsib/e, g ind c;;;r1e'C\(<l'l!J a:1 q~:eti,1~6tt. e.nt!f.!lmensionsi selectingfabrica~on- nd lv.c;hnlques o• con~ltucmm; ooordin~ting his work witli thaJof es; ~md performing· t(/_s V'J>or~ in a .s9fe ~nd satisfactory mann~r • · , BC )'\_ >-'i sc 1 ~ 1'i ~ · l . '--or-app o l ,-/ . E . r--. F I ~ .., '-/ for:cor til 1(sc41 '\.. llC -_ ,,... 'sci t · 1 ~ 1 L. -~ n · b / , . proc.es;i · I fru1l.'\. 1 /2 ~ J!S 11• , . , r-g l@'se 1 v ; --:-8'-~ / I~ all_,othc;t; il,S· I 1/§p§~ BE'~EBE,--., 4 1 AA 9 !(Be'-. . DBO~ ,,c.;;, 1 . ~ · · 7-1 l ·2 1 f' 1 1 /. ' • ' . )i '\.. DATE.!, 1 ., ' ' ' ' / ' j.::.:; - ~(t'lfot"l BY -~I\- . " , . ' I' I\. !IBB-41 ."-. . ' 1 1/ . ' · 1;-'\.. · · imJ I .A-: -·-,.· '\,_ --:--~ 1B8~ . /. . ., :) /: '-. , :,_ -:-'"" 118871 / "Cq25/liORAG ' ' V I/ ,;. I ' -, -, .,1 · 2(BBB.....-1 '\.. v, I/ , k SB L PITCH CijANGE I I / · · I/ ' ~-00-00 ' . 1 I 13' ~ ¾ HT. / . I , ~ , , / 4 BB~ 1 r:BEAM BY OTHERE1, It/ 'ij' > I/ Ii) , 0 / )<I Cl ,1 0 ,,. ' ! ~ cl, . • /: / - -1,-· o , , " • V , , , , . ~ -r\ ' ' Ee; T (I l) ~-. ~ L ·" . 'V ' "' 'c2 ~ DD 4 <(. 2 \.,. / .( 1 IC; I • ~ "' ! .'\_ . ~ ' I • . k',71 CL , H / ll@JI -: 1 • " . . '\. r'-r, . / ·I/ . ;cg / " ' . . -7 I/ ! 00# DAAG-1/ ' ~ !Fil 1LF.Fl ' V . " ->-->--IL -, • -7 'I/ '' / I'\ ~ .. ~v .·. '.jijl_,/IL~ _:...b)L= FC / '"-" ~ ~ -. / ' r-C, ~ -~ 'l5 ~ 1 / --'-' -.... we) )I Ti\' FA' ~ ~ FB a " @ '\.. ... 1r, ' 1 . / · '/ ' ~ r.-l ~ FA / :g HH - I I / GG -~ !Fifi }' 1 1 1 b I © r.. "-· :_! ,,:.:.y /. '-' / . FA :-;::, . = I D ~ j 4 / 1 IF~ V ~ c,¥ --.. , . f · 1 . , ..._ ,, / GGP , . . FA4 V ti 1 . r-, . ~ ~ ~ . '\. · '- <t9 ~ 'FA i . , . - -_,~ i ' 2 '\.. '\.. ~ __,, ----1 ® ' -~ •?/ 1 _. _. -, , , FD :,\ _ ~ -'\..' p§I __ _. , I ~ -~ -~ FA --.; · · ~ i -- --.... -.... "' -r->--~ >--~- . ' • I L SB L '" 7-09-12 ' 1-oo-ol STUB J, SBL1, SBL B-00-00 r ' 8-00-00 ' .k 15-01-08 STUB ,I, 49-06-00 L I, ? nn,.nn,-nJ '? ? s RANCHO CAR~ILlO j j l ,JOB# •••• ,,,;; ••• 4139 PLAN' .....• , .... 1 1 ELEV .......... A, 'PITCH .......... 5. 1 DRIVE ......... G '. jSCALE. ......... Jt T. S ,DI~ ........... S~ DATE .........• 12-15-981 ol o:l: 0 O t I a:, "' 'i' C\J ;c:, C\J Copyright (cl CompuTrus Inc. f '(I ,. ,, .,, ,,. , .. [' ,, t '' r-) '' I. !· I ,. :- !-·· Hr t ·' <· ;;, r f. <" •, r---:, ~' -;. r l" L: I '· !, I; 1; ·: :: " ,, if- >· ol BC t ? ~ ~ ?I o, !I ~' 0 91, ~ 6 ,f 15-01-0B STUB I, SB 1, ' 7-09-12 ' f-oo-ol STUB !5~01-0B STUB ~Q_6~.Q0 1 1 49-06-00 , 6-00-00 SB , 'f 'I _2_1-04~.!!!l..SIUB. 1 ,5-00-00 , 1 STUB 1 .......... , ...... I, SB 6-08-08 STdB k ' ' B-00-00 ' J,. ), B-00-00 SB J- ~ CC, 0 J,. SB 1, 8-00-00 ' iNFiNl'fV ~ROUP AN ENGINEERING a~d DE~UGN COMPANY ~ REVltWED O REVISE AND RESUBMIT 0 REJECTED O FURNIBH AS CORRECTED corrections er comments made on the shop drawings during this revlew do not relieve contractor trom compliance with requirements of the drawings and speolficaticns.-This c\iecK is only f.l. revi&W of g0neral r.:onlormanoo with the design co~:ept of tna 11roj13-:-; r,: i .-,~,nerc,\ COMPiiance vJ\th the information _given int 0011.rao: <·~,;,1;.it,:.,.· r .. ~. ·'.,lis,,J does not consi\Me acceptance or approva o1 t.;Ji>\i.f• rr-ac:,,./, ,:,, ,;;. ,;Jiat\ons. iho con,;acl.or is responsible . for. connm, og a11;:l ixTTe\:;;~11g . ;'~ ~.,:;, 1;\\lG>C and dimensions; selecting i<jbncalion processes and t.:.ctiniques 01 co,1f;t11£ct•on; coordinating his work with tha,t of · all other t des; and petlorming his v.-ork in a safe and satisfactory manner . 0 0 DATE I~ :lf I ~lq4\_BY ~ !· ? ~ g ~ "' J, SBW/BC J• 4-06-00 RANCHO CARRILLO :JOB# •••. , .•... 4439 ,PLAN ........... 1 ELEV .......... B ;mcH ......... 5 ,DRIVE ..•.••.. ,G :scALE ......... N T. s I • • 1 D/B •....... , .. SR DATE ........ · .... 12-15-9B J:]i' 0 ?' ,-.. 0 ' ' " 0 ·•o ! N j'°Ji gJ ~ I LO V g g J, "' Copyright (cl CompuTrus Inc. ,, i,e/ BC t a, 'i' '9 !;l, /L- ti· (• r- { 6-00-00 SB1 A9-06-00 1' 15-01-08...fill.!l! '( 1 21-04-00 STUB • 1 ;H0-00 1 STUB 1 INFIN!n' GROUP -7:_ AN ENGINEE!R!N(l ~.nd :DESIGN CQMPANY i 0-REVIEWED Q REVISE AND Rl=SUBMIT r 0 REJECTED Q: FURNISH AS CORRECTED [ ·. o' i,, ,f--'l' V , /I I ..LLt. ..1 t-I-~ Corrections er comments made on the shop dmWin9s during this review <,tb'. ·not-relieve contractor from compltsnoo witti reqoiriments of the·drawlngs anq . speolfiitlons. Tl')is chec!{ is cn!v i, r:;.v'.e,l• of gweral ~;nformailoo with th~ design oncaot of thr,, mQ)<::..,. ,, , 1 n n?:r.:,• ,:;c,r,1p\lanr.:fl v,m, tha infi:lrmatio'p. givan in :h,J r;t,·:,;,rf, ·•. 1 ,,-.-·.", ~ :·.,:;~.,. ;;r;,.c. n()tcon::;:iMe acceptanoo. or app~~1a_k.-· '"°;"·!•· ,u: v--• .· , ·. '.'·'·1r<c .. rr:, 1,c.:,,s.ot?r i~ respC:nslblf: for. conri: liiU~!J £ih,n>: r;.;b•, r,l: ,., ·.:. :•d~:: o1 :id Qff<1,;!il,Bff! ',S; SSISctiflg fa!:moatioO' process :sand ta.qhnlqua<1 o': C!Jn&,·1;C-i·:in; i;-0;)1'dn11:1Ung hrs work with that di' all other ~des; and pe1tormirig hie vro;·k tn .i· safe and satisfactory manner , : 'i' ..,. _, a, en 0 ,,_. r 'i' ;g I !;:;, .... D laiizrao 1rnr Cl) ' ,, £:!~11_ 8:~ ,, ~· I~ -~ f WI ~ V ~ :1~1@ //}: f : ~,C 'I I .ii~ i[B@ / \...525P# DRAG __"'-J :1 I J! I:" ,-, V , ~ t- / · 2~s~ ....-, '\J VI /l/ V PITCH CIJANGE~ I I 13' r0_i ~W. / .. / j I I V I2, I/ II) 48B~ 1 ,BEAM BY OTHER 1, I/~ i1: · 1 1111 I ,/ )'-'T . / , ,-~ I/ ' ~ -~ ' = ·' I -I\. IT I"-/ , · · . I --""' i.2 I~ {0~4 , _<!. " 2 I'\,,. V . / ' ~ ~ K I' I '\,,.; I"'-' . I -"' 1"-I' 1lQ'!JI '""'-I 1"'-['\,,. I"'-~ 127 CL . HV f9 . / -~ , . . . . ' ' . i--r,-ILII. -,-// vv. oO#DAA?~ l'I'-ilflJI iFF~ v,v I-:' ,_,~111 1 I I I II ·17. le ( 1" s@ '<., tw~ -k'.'.lC ' ' f 1"; ~~ . /. / I iFC~/ ~clfa ~I:::::. 1'-:!!; It;;;, p ! . ~ I ...... ...... [Fe~)" fAi ~ ~ r FBtBs ~ '-A '·" ·. / ~ ~ ~ 1' L / -Iii GA GA "l,(' 1--r11 11,,7,a~®:'-j 4 / II 5 j _/' .fFA~ / ;1'J j ! '\ , v . . JI " _J,A y ~ f ,... r-. ' ' ' "'' ~" / I I' ,L SB L r 8-00cQO: ' .., ·1! ':E N .., .., - ( . _fAjy 'FA! 1 r-. ' -~ ~I, 1-/~ ,'-. Ill " _"f_!l ~ µ!:A 1 _ -: -. ! ; lfiil l'i . " 1r,:;-"--I I' . -P. I '-"~ (.!)II• ~ f;[FA3 l, _ --' , 1'r _,-r-~~ -~ . ~ . ~! .-..._ 'Ct ,-,---...... . . 1 -- . -...... I,:> ~ = - --~i;;;;;;--= ----= ;;._ = y I I II I I I I I I I I I II I I I I .II I I • I I I 'I I U I L SB L ' 7-09-12 ' ·loo-oif' STUB ,k. 49-06-00 15-01-08 STUB .), L } ~ 6-08-06 ST./;, 8-00-00 ), L L r 8-00-00 SB ' L SB I. r 8-00-00 ' ~ Q .... g s 0 'i' ? s RANCHO CARRILLO ' JOB# .•........ 4439, IPLAN, ••... ; ..• ! ,ELEV •••••• : ••• C PITCH.: •.• , .•• 5 DRIVE ••••• : .•• G. :SCALE .•......• N.T.S ID/8 ..• ."-'.' .•. · .. SR PATE.: ....••.. 12-15,9B1 ol oi 0 O I I a, "" ';' N 0 N Copyright (cl CompuTrus Inc. ;, ,,. ::, ,· "" ,. 1 !. ! r- 1: i !: t !'· 1: ' ~ •. ,} j -,i ·; . . • •) ' ' . ,.~ ; '! i . l ,.,. ,. ,---~ .. 6 ~ ~ ~ *·' ·) ~::· - - - ,, ,::~. ,.,. ,. •• I I I ,, ·'!. ;:..:• Copyright (c) CO&puTrus Inc. •:, I 11111 lff ii 1111 LUMBER SPECIFICATIONS SI-ZE SPECIE GRADE PANEL (5) TOP CHORDS: 2X 4 OF #2 1-4 BOTTOM CHORDS: 2x 4 DF #2 1-3 WEBS: 11111111111111111 IIIII IIIII IIIII IIIIIIII TRUSS SPAN 20'-B.00" LOAD DURATION INCREASE• 1.25 + SPACED' 24.0" O.C. LOADING ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -12B3 B 1• 1172 W 1• -260 T 2= -1109 B 2= 814 W 2= 351 T 3• -1109 B 3• 1172 W 3• 351 T 4= -1283 W 4= -260 LEFT= 723 RIGHT = 723 2x 4 DF STUD 1-4 LL ( 16.0) +DL ( 14.0) ON TOP CHORD • 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BEARING AREA REQUIRED (SQ. IN) TC LATERAL SUPPORT <• 12''oc, UON. BC LATERAL SUPPORT <= 12''0C, l,ION. 12 5.00c::?" BOTTOM CHORD, AXIAL STRESS ONLY. 10-04-00 JOINT JOINT 10-04-00 12 ~5.00 1 1. 16 DF / 1.79 HF/ 1. 70 SPF 5 1. 16 DF / 1.79 HF/ 1. 70 SPF ~ ?~ >rr( w ~-% ~. . ~ ··. ~ o n -~· . o Scale: 3/8" JOB NAME: 4439~-. FILE NO.:AA DATE: 12/16/1998 DES. BY: Ll0 SEQ.: 537820 AA 20-08-00 Bl\NCHD CARRILLO (3 CAL WET WARNINGS: 1. RHd all Gtneral NotH and Warnings before oonstNctlon of tNHff. 2. Buldw and erection oontnator should be advft~ of aN Gen.,., Notn and Wamklg1 before oonstruotfon oommtnces. 3. 1x3 compression web bncfng must be lnstaled whwe shown +. 4. Al lat..-al force rnlrtlng .iem..-.tt such H temporary and pwmanwit bradng, must be dfflgned and provided by dulgner of complete structure. Computrus .. ,umu no rnponslbmty for such bracing. 6. No load should be appUed to any component untn after all bracing and fastenen: are compld•, and at no time should any loads grtater thin dnlgn loads be appUed to any componM1.t. 8. Computrut has no control ov., and assumn no ruponslblllty for th• fabrfoatlon, hand5'ng, shipment and lnrt1natlon of compon.nts. 7, Thi• dnlgn Is furnish~ subJ~ to th• Umltatlon, on tru11 dulgn, Ht forth by th• TNH Plate lnstltut• 1n·Braclng Wood Tnsun, HIB-9,-, a copy of which win be furnished by Computrus upon r*'IU•st. C-2.?X4.3. This design prepared from com General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2, Desi~n assumes the top and bottom chords to be laterally braced at . 2'-0 o.c. and at 12•:.o" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P-rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B,O. R.R. 4211. 11 · J~9~~':'.fr~V~f i~fc~r;Ji~i ~1:~~!t~1!ff!tds~.¥. ~ gf~~;; :7!ltot1;,. it> as Plumas Lumber and Truss Co. SAU conforms to UBC-97 An Ver: 1. 03a (1L) M.A.NUFACTllRING , ENGINEERING • COMPL1TER SYSTEMS ·· 111111 liiil 1111 LUMBER SPECIF I CA HONS SIZE SPECIE GRAOE PANEL (5) TOP CHORDS: 2X 4 OF #2 1'. 2, 4, 5 2x 4. MSR 2400F 3 BOTTOM CHORDS: 2x 4 OF #2 1-3 WEBS: TC UNIF LL ( TC UNIF LL ( TC UNIF LL ( BC UNIF LL ( I llllll 111111111111111 111111111111111111 20-8-0 HIP SETBACK 8-0-0 FROM END WALL LOAO DURATION INCREASE• 1.25 + LOADING 32.0) +DL ( 28.0),. 60 .. 0 PLF O' .O" TO 8' 80.0) +DL (. 70.0) = 150.0 PLF 8' .0" TO 12' 32.0) +OL ( 28.0)• 60.0 PLF 12' 8.0" TO 20' .0) +DL ( 25.0)• 25.0 PLF 0' .0" TO 20' .o• VERT B.o· VERT 8.0" VERT 8.0" VERT ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -3436 8 1• 3128 W 1• 35 T 2= -3367 B 2= 315B W 2= 146 T 3• -3158 B 3• 3128 W 3• 0 T 4= -3367 W 4= 146 T 5• -3436 W 5• 35 LEFT • 1648 RIGHT • 164B 2x 4 OF STUD 1-5 BEARING AREA REQUIRED (SQ. IN) TC LATERAL SUPPORT<= 12"0C, UON. BC LATERAL SUPPORT<• 12"0C, UON. NOTE: 1X3 BRACING AT 24" O.C. FOR .J/ ALL FLAT TOP CHORD AREAS NOT SHEATHED\ 12 5.00V" 8-00-00 C-f :5x3.4 TC CONC LL ( TC CONC LL ( C-4x9.4 29B. 7) +DL (--261.3) • 29B.7)+DL( 261.3)• 4-08-00 560.0 LBS@ B' 560.0 LBS fl 12' ,C-5.~x7. 7 .o· e.o· 8-00-00 JOINT JOINT 12 ~5.00 1 2.64 OF/ 6 2.64 OF / -~~.. ~-. IJ;1/: ~-1* o .. n i:;" o Scale: 3/B" JOB NAME: 4439-1 AA1 RANCHO FILE ND.:AA1 DATE: 12/16/1998 DES. BY: Lfo C-'2.5x4.3 c~3x9.-4 ·20-08-09 ~-~~1- 1t.s Plum1Ls. WARNINGS: General Note,, unless otherwise noted: 1. Design to support loads as shown. Design 1. Read al Gtntnl NotH and Wlffllna• before construction of trussn. 2. Buhder and •ectlon contractor should be advised of an Gtn.,..I Not" and Warnings before construction commtnon. 3. 1x3 compraslon web bracing must be Installed whwe shown +. 4. AH lat..-al force rfflstlng elements such as temporary and permanent bradng, must be designed and provided by destgnw of complete structure. Computru, assumH no rnponslbJRty for such bracing. 2. Desi9n assumes the top and bottom chords to be laterally braced at ·2'-0 o.c. and at 12'-0" o,c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non·corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is ~rovided. conforms to UBC-97 4.07 HF/ 3.8B SPF 4.07 HF/ 3.BB SPF AnVer: 1.03a (1L) SEO.: 53 7821 5. No load should be appUed to any compon.nt untll aftw an bradng and fasteners ara complete, and at no time should any load, gtMt« than design load• be appRed to any component. 6. CompU1ru, has no control ovw and as11.1mn no rffpon,lhllfty for th• fabrication, handling, ,hlpment and lnstaAatlon of compon911ts, 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MANUFACTURING • ENQ1NEERING , COMPLITER SYSlEMS 7. This dulgn Is furnished subject to th• Imitation, on truss designs set forth by the Truss Plate Institute 1n·Braclng Wood Trunn, HIB-91•, a copy of which wtU be furnished by Computrus upon r.quest. 10. For basic design values of tho Computrus Plate, indicated by the prefix "C", see 1.C.B.O. R.R. 4211. 1 1 • ~~;;gC;,~Vf.1Y~f ,~afc;f;,:i~i ~1:~~!1~1!ft.:"u"s~t ~~ g;~:; :9~;·01~~- } " · · 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRAOE PANEL (S) TOP CHORos:· 2x 4 OF #2 1-4 BOTTOM CHORDS: 2x 4 DF #2 1-3 WEBS: 2x 4 DF STUD t-4 TC LATERAL SUPPORT <• 12"'oc, UON. BC LATERAL SUPPORT<= 12"0C, UON. 12 5.00 i:::::::7' 10-04-00 C-4x4.3 I llllll lllll 111111111111111 1111111111111 TRUSS SPAN 20'-B.00' LOAD DURATION INCREASE• 1.25 SPACED 24.0" O.C. LOADING ANSI/TPI T 1• T 2= T 3• T 4= LEFT= SINGLE MEMBER FORCES 4WRGO -1283 8 1• 1172 W 1• -260 -1109 8 2= ·814' W 2= 351 -1109 8 3-1172 W 3• 351 -1283 W 4= -260 723 RIGHT= 723 LL( 16.0)+0L( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0_PSFM TOTAL LOAD• 40.0 PSF* M5 PSF .REDUCTION TAKEN ON BEARING AREA REQUIRED (SQ. IN) BOTTOM CHORD, AXIAL STRESS ONLY. 10-04-00 JOINT 1 1.16 OF / JOINT 5 1.16 DF / 'MAX LL DEFL • -.. 037" MAX TL DEFL ·= -:081" MAX HORIZ. LL DEFL • MAX HORIZ. TL DEFL • 1. 79 HF / 1. 79 HF / @ 6 L/240 • @ 6 L/180 = .014"@ 5 .030" @ 5 \COND. 2: 4,150.00 LBS DRAG LOAD. I 12 ~5.00 1. 70 SPF 1. 70 SPF 1.004' 1.339" ~~~~~~4 I 0 ·C-2.5x4.3 20-08-00 Scale: 3/8" JOB NAME: LPR 4439-1 RANCHO CARRILLO AA3, AB1 /II}~ />6l WARNINGS: 1. Read an Genffill Notff and Wamklgt before oonstructlon of trusses. General _Notes, unless otherwise noted: Design conforms to UBC-97 An Ver: 1. 05 ( 1L) (30) 1. Design to support loads as shown. DATE: 1/27/1999 DES. BY: LJ SEG.: 565310 2. Bulldel" and «ectlon contractor should b• advised ot al Gen..t NotH and Wamlngs before construction commtncet. 3. 1 x3 compression web bracing must be lnstaUed where shown +. 4. Alf lateral force rHlstlng .iemfflh sud, as temporary and permanent br.dng, must b• deslgn.-d and provld.d by dulgntr of complete 11ructure. Computrus 111ume1 no ,-1pon1lbllhy for such bracing. 6. No load should be appll.d to any compon..-it untll after all bracing and fastene-rs •r• complet•, and at no tlm• should any loads great« than design loads be applied to any compon.nt. 6. Computrus has no control ov« and puumu no ruponslbUity for th• fabrication, handltng. shlpm..-.t and lnstallatlon of compon..-.ts. 7. This design Is fumbhed subj Kt to the Hmhatlons on truu designs set forth by the Truu Plate lnstftut• Jn"Bracfng Wood Trussq, HIB•9r, a copy of which wlll be fumlsh•d by Computrus upon r.-quett. 2. ~~~S~~~s~~e!/~~·!Y? ~~g. ~~!~oe'b'ti~~y;~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + i: g1;!f~1~t!~~u~!~i~!~!~~{!~~o;;ie~~td i~t ~~~~:~~;r~t!Y:e c~~~f~c~~Cnt, and are for "dry condition" of use. I / Camnu-:-r.ru l 6. Design assumes full bearing at all supports shown. Shim or wedge If t: JII S nc, 7. B~';f;ria!l~umes adequate drainage is ~rovided. ,._ ______ __,7' 8. Plates shall be located on both faces of truss, and placed so their center MANl•FACTl'RING. ENGINEERING. COMPl•TER s,<-TEMS lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix 'C", see J.C.B.O. R.R. 4211. 11 ' J~;;g~~~~\'Mf i~~fc~t.;';i~i ~::~!t~r1!ff~"uds~d. ~fl g;~~~ :~~;·ot~~- ,:.."' '%,, t""' '~. <. ,, 111111111111111 I IIIIII IIIIHllll lllll 111111111111111111 -LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2X 4 MSR 2400F 1, 2 2x 4 OF #1&BTR 8, 9 2x 6 OF .#1&BTR 3-7 t2x 4 BOTTOM CHORDS: DF #1&BTR 6 2x 6 DF #1 1-5, 7-9 WEBS: 2x 4 OF #2 3, 10 2x 4 DF STAND 1. 2. 4-9, 11-17 TRUSS SPAN 44'-6,00" LOAD DURATION INCREASE • 1-.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON ,TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD = 10 .,0 PSflt TOTAL LOAD• 40.0 PSF!t 1t5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. BC UNIF LL+OL= 220.0 PLF 14' .o· TO 44' 6.o· VERT BC CONC LL+OL= 697.0 LBS@ 14' .Cl" T 1• T ?= T 3• T 4= T 5• T 6= T 7• TB• T 9= ANSI/TPI 3 MEMBER FORCES 4WRGO -17076 B 1• 15927 W 1• 78 W10• 11055 -17022 B 2= 15927 W 2= 156 W11= -2916 -16902 B 3• 19515 W 3~ 5958 W12• -4710 -20799 8 4= 19515 W 4= -3354 W13= 2637 -20799. B 5• 19827 W 5• 951 W14• 3027 .-}9827 B 6= 11592 W 6= 1575 W15= -2691 -7587. 8 7• 10689 W 7• -264 W16• 6192 -8136 8 8• 4992 W 8• 1194 W17• -5835 -5409 B 9= 0 W 9= -960 LEFT= 4341 RIGHT= 6180 BEARING AREA REQUIRED (SO. IN) TC LATERAL SUPPORT<• 12"0C, UON. n1n 11 ( 3) complete trusses required. JOINT i 6.95 OF/ 10.72 HF/ 10.22 SPF JOINT 19 9.,89 DF / 15.26 HF / 14.54 SPF BC LATERAL SUPPORT<= 12"0C, UON, NOTE: 1X3 BRACING AT 24" O.C. FOR.:/< · ALL FLAT TOP CHORD AREAS NOT SHEATHED. MAX LL OEFL = ,-. 128 "· MAX TL DEFL -~1.006" MAX HORIZ. 'LL DEFL MAX HORIZ. TL DEFL • -C> I ~r=-- 14-00-00 @13 L/240 = 2.196' @14 L/180 • 2.92B' .058" @19 .457" @19 C-2.5x6 C-4x11.9 Join together with 16d Common nails staggered at 12" oc throughout top chords, 10· oc throughout bottom chards,. Not~ 12" oc throughout webs . .I* * HANGER TO-APPLY CONCENT.Ril. TED 21-06-00 LOAD to ALL MEMBERS ! ! C-4x9.4 I C-2.5x6 < c-5 5xg 4 C-7x9.4 '"'1f· · · · St~gger sptice, on adjacent members . . 9-00-00 OFF PANEL SPLICE NOTE: Off panel point splices a~e located at 1/5 the ~anel iength +/-12" at either end of the parie·l indicated, except end panels. 12 ~5.00 C-5x6 1 C> C-3x14~.5 -=2.00 697# AT,14-00-00 ** (2) C-2.5x4.3+ C-5.5x7.7 C-5. 5x9. 4 ?f-~1'· 12 · 14-00-00 12-08-00 26-,,08-00 5.081:::::::::,,.. 12 4-08-05 13-01'-11 17-10-00 44-05:..00 e~~ Scale: 3/16" JOB NAME: LPR 4439-1 RANCHO CARRILLO BB4 DA TE: 1/27/1999 DES. BY: LJ SEO.: 565312 WARNINGS: 1. Read an Gen«al NotH and Wamlng1 before oonstruotlon of tNHH. 2. Builder and «Ktlon contrae1or should be advised of al Gen.ral Notes and Wamtng1 before construction commenc... 3, 1x3 comprffslon web bracing must be Installed whit'• shown +. 4. AR latent force resisting elements such as temporary and p.,manent bracing. must be designed and provided by dnlgn..-of complete structure. Computrus assumes no rnponsJblltty for such bracing. 6, No load should be appHed to any component untff aft« all bracing and fas-tenen are complete, and at no time should any loads grnt« than design loads be applied to any component. 6, Computrus hH no control ovar and IJHUmu no rnponslblllty for the fabrication, handling, shlpmfflt and lnnanatlon of oompon11nt1, 7, This dHlgn l1 fuml1hed subject to the Nmltatlon• on truH design• Ht forth by the Truu Plate Institute 1n•eradng Wood Tru11u, Hl8·91•, a copy of which win be furnlshfll by Computrus upon request, General Notes, unless otrn,rwise noted: Design 1. Design to support loads as shown. 2. ~~~9~~;~~"!/W'lf-~~g. ~~!:,Oe'6'ti~~f~~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + :: bn:!r~1~t!~~u~~~u;~!~~~~~:~~0~:i~~~td i°nf ~~eori~~~~r~t!Y:e c~~r:c,c~~~nt, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is ~rovided. 8. Plates shall be locatei:t on both faces of truss, and placed so their center lines coincide with joint center lines. 9, Digits indicate size of plate in inches, 10. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 · J~:;g<;,':.V,~~\'llf i~afc!f,;~i~~ ~:~~!ttY!ff.!eu~~d. ~~ ~;~~;s :?:tot~~- MANllF.A.CfllRING • ENGINEERING • COMPLITER SY$TEMS t; ~~ I IIIII II Iii 1111 I llllll 111111111111111 11111 1111111111111 ~·· LUMBER SPECIFICATIONS SI?:E SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 MSR 2400F 1 2x 4 DF U&BTR 2-9 BOTTOM· CHORDS: 2x 4 DF f1 1, 2 $ 2x 4 DF f2 3-9 t· WEBS: 2x 4 DF f1&BTR 1-17 TC LATERAL SUPPORT <• 12"0C, UON. BC 1,.ATERAL SUPPORT<= 12"0C, UON. TRUSS SPAN 44'-6.00" LOAD DURATION INCREASE• 1.25 + SPACED 24.0" o.c. LOADING LL( 16.0)+DI,.( 14.0) ON, TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSFlf TOTAL LOAD• 40,0 PSFlf !!5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -5348 B 1• 4956 W 1• 55 W10• 2805 T 2= -4808 B 2= 4956 W 2= -455 W11= -1445 T 3• -4279 B 3• 4499 W 3• 192 W12• -766 T 4= -4110 B 4= 4466 W 4= -475 W13= 444 T 5• -4302 8 5• 4466 W 5• 1230 W14• 684 T 6= -4302 B '6= 2705 W 6= -442 W15= -840 T 7• -1922 B 7• 2263 W 7• 53 W16• 1582 T 8• -2066 B 8• 1305 w a--198 W17• -1537 T 9= -1414 B 9= 0 W 9= -2B5 LEFT • 1562 RIGHT• 1553 BEARING AREA REQUIRED (SQ. IN) JOINT 1 2.50 DF / 3.86 HF/ 3,67 SPF NOTE: 1X3 BRACING AT ·24" 0. C. FOR ~ ALL FLAT TOP CHORD AREAS NDT SHEATHED. """' 0 I ~~ I 12 5.00 ~ 16-00-00 C-1.5x3.4 0 C-3x11.9 ~ (12c/ C-5x9.4 C-1.5x3.4 C-2.5x4.3 17-06-00 C""4X6 C-7x14.5 ..._,,__ C-1.5x3.4.f C-4x7. 7 C-2.5x7. 7 7..49-~ 12 JOINT 19 11~00-00 2.49 DF / C-3x6 C""1.5x3.4 3.84 HF/ 3.66 SPF 1, ~-76-00-,00 -·-------, -10-0B-OO ·------,k ~-O!Foo ,. 13-10--00 ~ 1, 26-0B-OO ' 17-10-00 '1, FP r 44-06-00 7 Scale: 3/16" JOB NAME: 4439-1 885 RANCHO CARRILLO 3 CAL WET FILE NO.: 885 DATE: 12/16/1998 DES. BY: L0 SEO.: 537826 WARNINGS: 1. R•d al G-,...., NotH and Warnings b•fore constNCtlon of trus, ... 2. Buldtr and tnctlon oontn.otor •hould be advised of al Oen..t Notff and Wamlngs before construction commencn. 3. 1 x3 comprffslon w.Z, bndng must be lnstaRed wh .. shown +. 4. Al lateral force residing elements such H temporary and p•m•nfflt bracing. must b• designed and provided by detlgn• of oomplet• structure, Computn.a, HIUfflff no rHpon,lblaty for ,uch bracing. 6, No load should be appNed to any oomponant untn aft• an bndng and fastanws are complete, and at no time thould any loads grut• than design loads be appUed to any component. 6. Computrus has no control over and assumes no rapon,lbmty for the fabrication, handKng, thfpmwit and lnttallatlon of component,. 7. Thi, d"lgn I• fumbhed subj~ to th• Umltatlon, on truu designs set forth by the Truss Plate lnttltut• ln"Bnclng Wood Truues, HIB-91 .. , a copy of which wDI be furnished by Computrus upon requut. This design repared from computer inp_l!.t..._b_ Las Plumas Lumber and Truss Co. SAU General Notes, unless otherwise noted: 1. Design to support loads as shown. Des j gn 2. Desi9n assumes tho top and bottom chords to be laterally braced at 2'·0 o.c. and at 12'·0" o,c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non·corrosive environment, and are for •dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 0. For basic design values of the CompUtrus Plate, indicated by tho prefix 11. ~~;· l~~~~i~·;'N~iie~~~~ Plato is indicated b the prefix "CN", the designator (1B) indicates 1B ga, material is used. All others are 20 ga. conforms to UBC-97 AnVer: 1.03a (1L) -M MANUFACTURING • ENGINEERING • COMPllTER SYSTEMS '-• I lllllli f 111111 I llllll 111111111111111 11111 111111111 1111 LUMBER SPECIFICATIONS TRUSS SPAN 44'-6.00" ANSI/TPI SINGLE MEMBER FORCES 4WRGD LOAD DURATION INCREASE• 1.25 + T 1• -5345 8 1• 4953 W 1• 55 W10• 36B SIZE SPECIE GRADE PANEL (S) SPACED 24 .O" O.C. T 2= -4805 8 2= 4953 W 2= -455 W11= 49 TOP CHORDS: T 3• -4276 8 3• 4496 W 3• 192 W12• -790 2x 4 OF #1&8TR 2 I LOADING T 4= -4110 B 4= 442B W 4= -475 W13= 392 2x 4 MSR 2400F 1 LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF T 5• -442B B 5• 3142 W 5• 1263 W14• 684 2x 4 OF #2 3-9 DL ON BOTTOM CHORD= 10.0 PSFII T 6= -2629 B 6= 2405 W 6= -43B W15= -B41 BOTTOM CHORDS: 2x 4 OF #2 3-9 'f TOTAL LOAD• 40.0 PSFII T 7• -1923 B 7• 2405 W 7• 61 W16• 1582 115 PSF REDUCTION TAKEN ON T 8• -2067 BB• 1306 W B• 2475 W17• -1537 2x 4 OF #1 1. 2 BOTTOM CHORD, AXIAL STRESS ONLY. T 9= -1414 8 9= 0 W 9= -1967 WEBS: 2x 4 OF #1&BTR 1-17 LEFT= 1561 RIGHT = 1554 BEARING AREA REQUIRED (SQ. IN) TC LATERAL SUPPORT <= 12"0C, -LION. BC LATERAL SUPPORT<• 12"0C, UON. JOINT 1 2.50 OF/ 3.85 HF/ 3.67 SPF JOINT 19 2.49 OF/ 3.84 HF/ 3.66 SPF NOTE: 1X3 BRACING AT 24" 0, C. FOR -4( ALL FLAT TOP CHORD AREAS NOT SHEATHEcf: ..... 0 I ~-~ I' 0 12 5.00V" 18'-00-00 C-1.5x3.4 C-2.5x4.3 ,24"' 6,.-1..r :*'- C:.,5x7.7 -1.5x3.4+ ~ 13-06',.00 C-5x11.9 /42.oo)\ 7.49'~ ( 12 / . 12 ~--- 13-00-00 C-2.5x7.7 C-5x6·(S) 12 ---=:::::::]5.00 C-3x6 C-1.5x3.4 ]I k ~ 16-00-00 c 4-oo-oo , 4-oo-oo , 20-06-00 ~ l ~ ~ ~~d/ r M~~OO , ~O Scale: 3/16" JOB NAME: 4439-1 886 FILE NO.: 886 DATE: 12/16/1998 DES. BY: (_fe SEQ.: 53 7827 RANCHO CARRILLO 3 CA !\'EI WARNINGS: 1. RNd d Ganen;I "otu and Warnings before oonstructlon of truHn. 2. BuRdw and ..-.otlon oontractor should be advl•ed of al Gen....r Notu and Warning, before oonstruatlon oommenOH. 3. 1x3 oomprndon wtb bniclng must be lnsta•ed wh•• thown +. 4. AN latenl force resisting elements ~uch H temporuy and ptmumwit b111clng, mutt ba dulgned and provided by designer of oomplete structure. Computrus HtUmH no ruponslbmty for suoh brao(ng. 6. No load should be appHed to any componM1t until after an bracing and fastfflets are complete, and at no time should any loads grHter than design loads be appUed to any component. 6. Computrus ha• no control over and assumu no rHponslbUlty for the fabrication, handllng, shlpmtnt and Installation of components. 7. This dHfgn Is furnished subject to th• Umftatlons on truss dHlgns ut forth by the Truss Plate Institute 1n·eradng Wood Truss", HJS-91·, a ccpy of which wll be furnished by Computru• upon request. This design prepared from computer Input b Las___El_umas Lumber and Truss Co. SAU General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. 'Desi9n assumes the to~ and bottom chords to be laterally braced at 2'·0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non·corrosive environment, and are for •dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.:rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digita indicate size of plate in inches. i 0, For basic design values of the Computrus Plate, indicated by the prefix •c•, see I.C.B.O. R.R. 4211. 11 • J~;~~~1\~f i~fc!f;;i~~ ~::~:t~1!ff!°.;1.~J. ~IT ~f~~:; :~~tot1;.. conforms to UBC-97 An Ver: 1 . 03a ( 1L) -M MANUFACTllRING • ENGINEERING • COMPUTER SYSTEMS ,i,, -· 111111111111111 I llllll lllll lllll 111111111111111 11111111 ~: LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #1 1-' B BOTT.OM CHORDS: ~ 2x 4 MSR 2400F 1-4, 6-B 2x 6 OF #2 5 WEBS: 2x 4 OF '#2 8 2x 4 OF STUD 1-7, 9-15 TRUSS SPAN 44'-6.00" LOAD DURATION INCREASE• 1.25 SPACED 24.0" O.C. LOAD'ING LL( 16.0)+0L( 14.0), ON TOP CHORD• 30.0 PSF -QL ON BOTTOM CHORD" 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. T 1• T 2= T 3• T 4= T 5• T 6= T 7• T 8• ANSI/TPI -5362 -4871 -4258 -3587 -3309 -1818 -1970 -1961 LEFT• SINGLE MEMBER FORCES 4WRGO B 1• 4967 W 1-52 W 9• -1342 B 2= 4967 W 2= -407 W10= -387 B 3• 4559 W 3• 174 W11• 393 B 4= 3985 W 4= -609 W12= 9 B 5• 2442 W 5• 368 W13• -461 B 6= 2008 W 6= -741 W14= 1888 B 7• 1810 W 7• 1101 W15• -1515 B 8• 0 W 8• 1906 1562 RIGHT• 1553 TC LATERAL SUPPORT<• 12"0G, UON. MAX LL DEFL • -.343" MAX TL OEFL = -.750" MAX HORIZ. LL OEFL • MAX HORIZ. TL OEFL • @12 L/240 • 2.196" @12-L/180 = 2.928" .163" @17 BEARING AREA REQUIRED (SO. IN) BC LATERAL SUPPORT<= 12"0C, UON. JOINT 1 2.50 OF / 3.86 HF/ 3.68 SPF JOINT 17 2.48 OF/ 3.83 HF/ 3.65 SPF .356" @17 20~00-00 9-06-00 15-00-00 C-5x6 C-7x11.9 C-5x6 !Wedge, required at heel (s) I ICOND. 2: 5250. 00 LBS DRAG LOAD .1 12 5.00-17"' C-5x6 (S) C:-2 .5x4 .3 (NS) 0,, C-5x6 (S) C-2.5x4.3(NS) ..... 0 ~~ I 0 Scale: 3/16" (;J C-2.5x4.3 (NS) C1B-Bx 17. 9 (S) 1' (2) C-1.5x2.6 pr equal, t'ypical at uprights. 20-00-00 15-09-00 C-5x9..4 8.26~ 12 4-09-00 44-06-00 C-2. 5x7. 7 (NS) C-5x9.4 (S) 28-09-00 c·-3x7. 7 19-09-oo: l2 ""Z:]5.00 JOB NAME: LPR 4439-1 RANCHO CARRILLO 887 ~8'7 DATE: 1/27/1999 DES. BY: LJ SEO.: 565313 WARNINGS: i. Rud an G..ieral Notn and Wamlngs before construction of trusses. 2, Bullder and erection contractor should b• advised of 1N a-,.,.1 Not•• and Wamlng1 b•for• construction oommM'loes, 3. 1 x3 compression web bradng must b• Installed where shown +. 4. All lateral force rulstlng el•ments such H temporary and p«manent bradng, must be dfflgned and provided by designer of complete structure. Computru• assumes no ruponslblllty for such bradng. 6. No load 1hould be applied to any component untU after all bradng and fast.nfl'I ar• complet•, and at no time should any loads grutH than dHlgn loads be appllflf to any compon.nt, 8, Computrus hH no control over and •11umn no responslblltty for th• fabrication, handltng, shlpmfflt and lnstaffatlon of componMts. 7. This design Is fumlshed 1ubJK't to th• Nmfta11ons on truss dfflgn1 Ht forth by th• Truu Pf ate ln1tftute fn"'Bradng Wood Tru1Hs1 HIB-91 ", • copy of which wlll b• fumlshed by Computrus upon requnt. General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms ta UBC-97 An Ver: 1. 05 ( 1Ll -M 2. ~~gs~~c~s~,\'r!t t~;-~Y? ~~t ~~!~oe~ti~~f;~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + i: l5'!!~'~t!~~u0~~~:~!~~~:,::~~0~:i~~~d ic;! ~hneari~~~~r~!Y'7e c~~!f~~~Cnt, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is i:,rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C", see l,C,B.O. R.R. 4211. 11 · J~;ig<;,~V,~W~i i~~fc~f;;in ~1:~~!1~~1!f~!~s~d. tfl ~;~~r. :7!1;·01~~- MAN\lfA.C ft.IRING , ENGINEERING , COMPllTER c.y,;. TEMe; :, -1.11111·111'111111 I llllll 111111111111111 11111 1111111111111 LUMBER SPECIFICATIONS TRUSS SPAN 28'-2.00· ANSI/TPI SINGLE MEMBER FORCES 4WRGD LOAD DURATION INCREASE• 1.25 + T 1• -3102 8 1• 2875 W 1• 55 W 7• -507 SIZE SPECIE GRADE PANEL (S) SPACED 24.0" o.c. T 2= -2477 8 2= 2874 W 2= -554 W B= 1296 TOP CHORDS: T 3• -1834 B 3• 2318 W 3• 222 W 9• -1135 2x 4 DF #2 1-6 LOADING T 4= -1748 B 4= 1466 W 4= -617 WiO= 984 BOTTOM CHORDS: 1-6 ~t 2x 4 DF #2 LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF T 5• -1466 B 5• 6~6 W 5• 386 W11• -958 DL ON BOTTOM CHORD = 10.0 PSFlf T 6= -524 B 6= 0 W 6= 389 WEBS: TOTAL LOAD • 40.0 PSFlf 2x 4 OF STUQ 1-11 !!5 PSF REDUCTION TAKEN ON LEFT• 993 RIGHT • 979 BOTTOM CHORD, AXIAL STRESS ONLY. TC LATERAL SUPPORT<• 12"0C, UDN. BEARING AREA REGUIRED (SG. IN) BC LATERAL SUPPORT<= 12"0C, UDN. NOTE: 1X3 BRACING AT 24" 0. C. FOR i( ALL FLAT TOP CHORD AREAS NOT SHEATHED. 24-00-00 4-.02-00 JOINT 1 JOINT 13 1.59 OF / 2.45 HF / 2.34 SPF 1.57 OF / 2.42 HF/ 2.30 SPF 12 5.0017' 2x4 vertical at 48" o.c. with C-l.5x2.'6 typ. ...... C> -1f 16.:..0.:0 7"' .,-.::r C> I <D C> J:, ~ I C> C-2.5x4.3 c-1.5x3.4 c-5x7..7 I,_ '1,_ , )< ~ ( 127 ~ 16-00-00 15-09-00 Scale: 1/8" C-5.5x6 C-1.5x3.4+ at furting 7.49\~ 12 I, I, I,_ ~ [ 4-00-0o' .. 4-00-00' 4-02-00' ~ 12-,05-00 \ 28-02-00 7 JOB NAME: . 4439.-BB RANCHO CARRI _Q 3 CA WET FILE NO.: BBB DATE: 12/16/1998 DES. BY: L (!) SEO.: 53 7829 WARNINGS: 1. Rudd General Notff and Warning• before construction of trusses. 2. Bul1dw and .-.ctlon contractor shoufd be advised of d General Notu and Warning, before constn.ictlon oommtnCH. 3. 1x3 compression web bnidng must be lnstaNed where shown +. 4. AU lat..-al force reslstk\g elements such H temporary and permanent b111clng, must be dulgned and provided by designer of complete structUC'e, Computru, HIUm" no mpon1tblltt:y for 1uoh bracing, 6. No load 1hould b• applied to any oomponent until after an bracing and fastenttt are oompl.-t•, and at no time thoufd any load, grHter than dfflgn loads b• appUed to any componwat. 6. Computru, hH no control over and aHumn no responslblUty for the fabrication, handling, 1hlpmM1t and lnstaftatlon of compon-,,ts. 7. Thi• dfflgn t, fumlshed subject to the llmltatlon, on tru11 designs set forth by the Tru11 Plate Institute ln"Bracfng Wood Tru11es, HIB·91 •, a copy of which wll be furnished by Computru, upon r.qunt. This design prepared from computer input by Las Plumas Lumber and Truss Co. SAUL General Notes, unless otherwise noted: 1. Desjgntosupportloadsasshown. Design conforms to UBC-97 AnVer: 1.03a (1L)-M 2. ~~~9~~~~e;tt~;,!yi ~~i. ~~!~".':;'ti~~r:~· to be laterally braced at 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5, Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition· of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix 11. ~~;·~g~~~i~s0N~iiet~J~ Plate is indicated by the prefix "CN". the designator 118) Indicates 1 B ga. material is used. All others are 20 ga. MANllFACT\.IRING, ENGINEERING • COMPllfER SYSTEMS '', '· 111111111111111 I llllll lllll lllll lllll 111111111111111111 LUMBER SPECIFICATIONS TRUS.S SPAN 28'-2.00" ANSI/TPI SINGLE MEMBER FORCES 4WRGD LOAD DURATION INCREASE• 1.25 + T 1• -3102 B 1• 2B75 W 1• 55 W 7• -507 SIZE SPECIE GRADE PANEL (5) SPACED .24.0" o.c. T 2= -2477 B 2= 2874 W 2= -554 W 8= 1296 TOP CHORDS: T 3• -1834 B 3• 2318 W 3• 222 W 9• -1135 2x 4 DF #2 1-6 LOADING T 4= -174B B 4= 1466 W 4= -617 W10= 984 BOTTOM CHORDS: 1-6 '$ 2x 4 DF #2 LL ( 16.0) +DL (' 14.0) ON TOP CHORD • 30.0 PSF T 5• -1466 B 5• 626 W 5• 386 W11• -958 DL ON BOTTOM CHORD= 10.0 PSFII T 6= -524 B 6= 0 W 6= 389 WEBS: TOTAL LOAD• 40.0 PSFII 2x 4 OF STUD 1-11 115 PSF REDUCTION TAKEN ON LEFT• 993 RIGHT• 979 BOTTOM CHORD, AXIAL STRESS ONLY. TC LATERAL SUPPORT<• 12"0C, UON. BEARING AREA REQUIRED (SO. IN) BC LATERAL SUPPORT<= 12"0C, UON. NOTE: 1X3 BRACING AT 24" 0 .C. FOR ¾ Alt. FLAT TOP CHORD AREAS NOT 2l~o~I~oD: 12 5 . 00 V" 2x4.-vertical at 48" o.c. with C-l.Sx2.6 16-Q--,Q"l· ,3-05-00, 1 1 JOINT 1 1.59 DF / 2.45 HF/ 2.34 SPF JOINT 13 1.57 DF / 2.42 HF/ 2.30 SPF de . ;Ii,~/ (2) C-1. Sx3. 4 ------~ II. 4"" . • I / £I j· ..... c:, ~ ·, c:, . C-2.5x4.3 C-1.5x3.4 C-5x7.7 . t-5.5x6 "SJ" c:, I ·1CD ? lO 0r'.. 0 C-1.5x3.4+ ,at furring 2.00 7 . .49-~ L . 12 r . · t; L L L L 16-00-00 k 4-00-0tf 4-00-0t( 4-02-00\ I, 15-09-00 12.:.05-00. 'L ' 28-02-00 > Scale: 1/8" JOB NAME: 4439-1 FILE NO.: BB9 DATE: 12/16/1998 DES. BY: l..,(0 SEO.: 53 783 0 BBS RANCHO CARRILLO .3 CAL WET WARNINGS: 1. RNd •• General Notn and Wamlr,g1 before oonttruO'tlon of truuu. 2, BuUd• and wfftlon oontniotor should b• advised of aSI General Notff and W11mlng1 before oonttructlon oommenoet. 3. 1x3 comprfftlon wft> bracing mutt be lnstal.cl whtre shown +, 4. An latenl force rHlstlng elements such •• temporary and permanent bradng, must be designed and provided by design• of complete structur•. Computrus aHumH no respon1lblnty for such bradng. 6. No load should be applied to any oomponant untU after all bradng and fast-,ers are complete, and at no tlm• should any loads gr.ater than design loads be appRed to any componMt. 6. Computru1 hat no oontrol ov• and 11sumes no rnponslbRity for the fabrf01tlon, handUng, shipment and Jn1taDatlon of oomponW1t1. 7. Thi• dNlgn 11 fuml1hed subj.at to th• Imitation• on tru11 dfflgn1 Ht forth by th• Tru11 Plate lnttttut• 1n•andng Wood Tru••••, HIB-91·, • copy of which wffl be fumlthtd by Computrus upon nqufft. This design prepared from computer input b as Plumas Lumber and Truss Co. SAUL Generel Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desl9n assumes the to~ and bottom chords to be laterally braced at 2'-0 o.c. and at 12'-0'" o.c. respectively. -3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7, Design assumes adequate drainage is ~rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.8.0. R.R. 4211. 11 · J~~g<;,~t.1V~r i~~fc:~;;i~i ~1:~~!t~t!fr:·~s~J. ~ g~~~::, :~~to1~~- conforms to UBC-97 AnVer: 1.03a(1Ll -M MANUFACTURING • ENGINEERING • COMPl•TER SYSTEMS ~ 1'11111/l Ill llll 1111111'111111111111111111111111111111111 LUMBER SPECIFICATIONS ANSI/TPI ,SINGLE MEMBER FORCES 4WRGD T 1• -1-738 B 1• 1613 W 1• -481 SIZE SPECIE GRADE PANEL (5) TRUSS ~PAN 20'-.oo· LOAD DURATION INCREASE• 1.25 SPACED 24.0" O.C. T 2= -1245 B 2= 815: W 2= 553 TOP CHORDS: 2x 4 OF #1 1-3 BOTTOM CHORDS: 2x 4 OF #1 1, 2 WEBS: 2x 4 OF STUD 1-4 LOADING LL( 16.0)+DL( 14.0). ON TOP CHORD• 30.0 PSF DL ON · BOTTOM CHORD = 10. 0 PSF!!. TOTAL LOAD• 40.0 PSF!! !!5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY, T 3• 0 W 3• -873 W 4= -,191 LEFT= 703 RIGHT= 697 BEARING AREA REQUIRED (SO. IN) TC LATERAL SUPPORT<• 12"0C, UON. JOINT 1 1.12 OF ./ 1. 74 HF / 1.65 SPF JOINT 6 1.12 OF/ 1.72 HF/ 1.64 SPF BC LATERAL SUPPORT<= 12"0C, UON. ..-, b I ~::ti-=--1 C> ,. Scale: 1/4" . 12 5.00c:::::7 0G) 20-00-00 JOB NAME: LPR 4439-1 RANCHO CARRILLO BC DATE: 1/27/1999 DES. BY: LJ SECl.: 565314 WARNINGS: 1. Rud aU Gtneral Notes and Wamlng, befor• construction of trusses. 2. riullder and «ectlon contnctor should be advf•ed of all Gen.,., Notes and Wamlngs before construction commwu: ... 3, 1 x3 oomprHslon web bradng must be lntta11ed wh•• shown + • 4, All lateral force resitting element, such •• temporary and parmanent bracing, must b• dulgned and provided by dfflgnff of oamplet• *1ructure. Computru, auumH no re1pon1lblltty for such bradng. 6, No load should be applied to any component t.mtR after an bR.dng and fasteners •r• compl~e, and at no time should any loads grHter than dulgn loads be applled to any compon.nt. 6. Computrus has no control ov..-and Hsumn no responslblUty for th• fabrication, handflng, 1hlpm.c,t and tnstaffatlon of compontnt1. 7. This dnlgn 11 furnish ft! subject to the Nmttatlon1 on truss dfflgns H't forth by the Truss Pl•t• Institute Jn·&radng Wood Trust••, HIB·91 ", a copy of which wltl be tumtshftl by Computrus upon r.cauest, C-1x2.6 r,) C> I Ln C> I Ln MAX LL DEFL • -.057' MAX TL OEFL = -.123' MAX HORIZ. LL OEFL • MAX HORIZ. TL DEFL = f;l, @ 5 L/240 • @ 5 L/180 = :020·· @ 5, .043"" @ 5 General Notes, unless otherwise noted: Design 1. Design to support loads as shown. conforms to UBC-97 2. ~~~~'6:'c~~s\'~{!t t~~·~'lf-~~g. ~~!~oe';;'t,~~y;~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + i: ~:!r~1~~~~u0J~~u~~!~~~~~=~~0b:iB:~d i~f ~~o~~~~~r~!Y:e c~~ir~c~~ent. and are for •dry condition" of use, 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. .971" 1.294" AnVer: 1.05 (1Ll (30) 8. Plates shall be locatea on both faces of truss, and placed so their center lines coincide with joint center lines. MANllfACTt,IRING • ENGINEERING , COMPllTER '!:Y:<;lEM~ 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix ·c·, see I.C.8.0. R.R. 4211. 11 • J~~g<;,~~m~r i~afc~f;ii~i ~1:~~!t~f!f~;euds~d. t!ft gf~~~ :~~tot~~- t, }'' ,. ',·' ,, ' '\ 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (SJ TOP CHORDS: 2x 4 OF #1 1-3 l:IOHOM CHORDS: 2x 4 OF #1. 1, 2 WEBS: 2x 4 OF STUD 1-4 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL S!JPPORT <= 12"0C, UON. I llllll 111111111111111111111111111111111 TRUSS SPAN 14'-.oo· LOAD DURATION INCREASE• 1.25 SPACED 24.0" 0.C. LOADING LL( 16.0)+DL( 14.0) ·oN TOP CHORD,• 30.,0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI T 1• T 2= T 3• LEFT= SINGLE MEMBER FORCES -759 8 1-701 W 1• -701 B 2= 541 W 2= 0 W 3• W 4= 500 RIGHT 4WRGD -2 174 -635 -125 480 B~ARING AREA REQUIRED (50. IN) JOINT JOINT 1 .BO OF/ 1.24 HF/ 1.18 SPF 6 .77 OF/ 1.18 HF/ 1.13 SPF ·NOTE: 1X3 BRACING· AT 24" 0. C. FOR * ALL FLAT TOP CHORD AREAS .NOT SHEATHED. 2x4 vertical ift With ,C-1. qx2. 6, - 12 5 . 00 c:::::7 6-00-00 C.-4x~ c~1x2 .6 "SJ' 0 I lO 0 I. N *t o~-~---.:=__ __ _:_=========::~ C":2.5x4.3 14-00-00 Scale: 1/2" JOB NAME: LPR 4439-1 RANCHO CARRILLO BE1-BE4 DATE: 1/27/1999 DES. BY: LJ SEO.: 565316 WARNINGS: 1. Rud an 0111'1.,.I Notff and Warning• before construction of truHff. 2. Bulld« and erection contractor thould be advised of aH Genfflll Notn and Warnings before construction commencet. 3. 1 x3 comprnslon web bradng must be Installed where shown + • 4, AH lat«al force resisting elements such H temporary and permanent bradng, must be designed and provldt'd by deslgnw of complete structure. Computrus Hsumn no rnponslblnty for such bnidng. 5, No load should be appfied to any component untH after an bracing and fasteners ar• complet•. and •t no time should any loads greater than design loads b• appllfll to any component. 6. Computrus has no control ov..-and 1111umn no ruponslbllfty for the fabrication, handllng, shlpment and lnstaHatlon of components. 7. This d•slgn 11 fumlsh-«f subJ.ct to th• Umltatlons on truss designs Ht forth by the Tru11 Plat• lnltftut• kl"'Braclng Wood Tru11it1, HIB-91 ", • copy of which wlll be tumlshed by Computrus upon request. C-2.5x:4.3 ~E!-9£'-/ General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC-97 An Ver: 1. 05·( 1L) (30) 2. ~~~9~~~s~:.'r!t tW'oP. ~~g. ~~!~oe'6'tit~?~~· to be 1atera11y braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + i: ~!~1~t!~~a,:.~~ut~!~~~~i:~~0&1:ie~~!J i°n11~~~~6~~r~t!Y:e c~~jfioc~~ent, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.8.0, R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix "CN", the designator 118) indicates 18 ga. material is used. All others are 20 ga, MANl'FACTllRING • ENGINEERING • COMPllTER ~¥STEM$ :f't /;.': ( 11111rn1111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (5) TOP CHORDS: 2x 4 OF #1 1, 2 BOTTOM CHORDS: 2x 4 OF #1 1, 2 WEBS: 2x 4 OF STUD 1-3 TC LATERAL SUPPORT <• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. -C) ~c I C) Scale: 3/8" 12 5.,00c::::7' JOB NAME: LPA 4439-1 RANCHO CARRILLO BE1-BE4 I llllll lllll 1111111111111111111111111111 TRUSS SPAN 14'-.oo· LOAD DURATION INCREASE ••1.25 SPACED 24.0" O.C. LOADING LL ( 16.0)·+0L ( 14.0) ON TOP CHORD • 30.0 PSF DL ON· BOTTOM CHORD= 10.0 PSF* TOTAL LOAD• 40.0 PSF* M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. C-1x2.6 -C) I N C) I lC C-1x2 .. 6 14-00-00 f;tt;'-6t'1 ANSI/TPI T 1• T 2= LEFT• SINGLE MEMBER FORCES -587 B 1• 538 W 1• o B 2= 538 1 W 2= W 3• 492 RIGHT• BEARING AREA REQUIRED [SQ. JOINT JOINT 1 .79 OF/ 1.22 HF/ 5 .78 OF/ 1.20 HF/ ,;· 4WRGO 82 -600 -200 488 IN) 1. 16 SPF 1. 15 SPF WARNINGS: General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1.05,(1L) (30) DATE: 1/27/1999 DES. BY: LJ SEQ.: 565317 1. Rnd an Ganeral Notes and Wamklg• befor• oonstructlon of truun. 2. Bullder and erection contractor should b• advised of aN General Notes and Wamlng1 before constructlon oommllflCfl. 3. 1 x3 comprn1lon wffl bracing must be Install.cl wh•• shown + • 4, Alf lateral force resisting element, such as temporary and permanent bracing, must be designed and provided by designer of complete structure. Computrus assumes no ruponslblltty for such bracing. 5. No foad should b• appUed to any component untH after all bniclng and fasten.,. are complete, and at no time should any loads great« than design loads b• applied to any componwit. 6. Computrus has no control ov« and assumes no rHponslblllty for th• fabrfc.1tlon, handling, shipment and f?stanatlon of components. 7. This dHlgn Is fumlsha-d subjfl:1 to the tlmltatlons on tNsS dfflgns Ht forth by th• Truss Pfat• Institute ln"Braclng Wood Trusses, HIB-91". a copy of which will b• fumlsh.c:I by Computn.a1 upon requ•st. 2. ~~~9~1~~.\'Je!t tW'lf-~~g_ ~~!:,Oe':;ti~~y;~• to be laterally braced a.t 3. 2x4 Impact bridging or lateral bracing recommended where shown + + i: ~=!~~~~~~~~u;~!~~~~::~~06':i~:~x i~f :~o~~~~~r~~r:e c:~i[r~c~~ent, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is p,rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 . d~g~~r:.~\1f i~~fc;f;:i~i ~1:~~:1tt!ff~"uds~X. 1ra g~~~:'. :~~io1~~- MANl•FACTllRING • ENGINEERING COMPl1TER c;vs1eMc; t' ;~,,.' "-. •\~ 11111111-1111111 LUMBER SPECIFICATIONS SIZE SPECIE GRAOE PANEL (S) TOP CHOROS: 2X 4 MSB 2400F 1, 2 BOTTOM CHORDS: 111111111111 IIIII IIIII IIIII IIIII IIII IIII 15-7-B TERMINAL HIP SETBACK 7-9-12 FROM END WALL LOAD DURATION INCREASE• 1.25 + LOADING ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -2153 B 1• 1972 W 1-192 T 2= -2153 B 2= 1972 LEFT =. 1193 RIGHT= 1193 2x 4 DF #2 1, 2 TC UNIF LL ( BC UNIF LL( 32.0) +DL ( .0) +DL ( 2B.O)• 24.5)= 60.0 PLF O' 24.5 PLF O' .0" TO 15' .0" TO 15' 7.5' VERT 7.5" VERT BEARING AREA REQUIRED (SQ, IN) WEBS: 2x 6 OF STUD 1 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORl: <= 12"0C,-UON. ..... 12. 5.00V" TC CONC LL( 567.7)+DL( 496.7)• 1064.5 LBS@ 7' 9.B" 7-09-12 7-09-12 JOINT JOINT 12 ~5.00 1 1.91 OF / 3 1.91 OF / it o· d, ~-----'--"-~--',--"--'----,--__:__~~~==========~ C-4x4.3 C-1.5x3.4 15-07-08 Scale: 1/2" eel JOB NAME: 4439-1 cc RANCHO CARRILLO (3 CAL....!'!EI This design oreoared from computer input by Las Plumas WARNINGS: 2.94 HF / 2.81 SPF 2.94 HF/ 2.81 SPF SAU 1. RHd al oan .. 1 Notas and Warnings before construction of trustn. 2, Bulldtr and erection contractor 1hould be advfHd of al Gen..-.t Notfl and Wamlngs before oonstNctlon commenc.s. General Notes, unless otherwise noted: 1. Desjgntosupportloadsasshown. Design conforms to UBC-97 AnVer: 1.03a(1Ll 2. ~~~9~~~~~e:t tW'lf-~~~-~~!~oe~ti't~r:~s to be 1atera11y braced at FILE NO.: CC1 DATE: 12/16/1998 DES. BY: (_,,/b SEO.: 537831 3, 1,c3 compruslon web b,.olng must be lnstatted where shown +. 4. All latwal force reslstlng itlem..-.11 such H temporary and perman.-it bracing, must be designed and provided by designer of complete structure. Computrut 1111umu no re1pon1iblltty for such bracing. 6, No load 1houfd b• appRed to any component untA after an bracing and fasttn«s are complete, and at no tlm• should any loads gruter than dulgn lo11d1 be 11pplted to 11ny component. 6, Computrus has no control over 11nd anumu no rHponslblltty for th• fllbrfcatlon. handffng. shlpm.nt and lnstaffatlon of components. 7. This dulgn Is fumlshed subj.at to th• Umttatlons on truss designs set forth by th• Truss Pf•t• lnstftut• 1n·e111clng Wood Trutsff, HIB-91 .. , • copy of which will be furnished by Computrus upon request, 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. • MANl1FACTLIR1NG , ENGINEERING , COMPl•TER SYSTEMS 9, Digits indicate size of plate in inches, 1 O. For basic design values of the Computrus Plate, indicated by the prefix 11, T~~· ~~:;,~~i~;'N~/§e~~i~ Plate is indicated by the prefix "CN", the designator (18) indicates 18 ga.·ma,terial is used. All others are 20 ga. ,, ~ ,, • 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEl (SJ TOP CHORDS: 2x 4 OF #2 1, 2 BOTTOM CHORDS: 2x 4 OF #2 1, 2 WEBS: 2x 4 OF STUD 1 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. 7-09-12 I llllll 111111111111111 111111111111111111 TRUSS SPAN 15'-7,50' LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30,0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSF* M5 PSF REDUCTION TAKEN-ON BOTTOM CHORD, AXIAL STRESS ONLY. l-09-12 ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -6B3 B 1-625 W 1• 78 T 2= -683 B 2= 625 LEFT= 547 RIGHT= 547 BEARING AREA REQUIRED (SQ, IN) yOINT 1 ,BB DF / 1.35 HF / 1.29 SPF JOINT 3 .BB DF / 1.35 HF / 1.29 SPF -12 5.00V'"" C-4x4.3 4,.3" 12 ~5.00 - *t~"l"''--------------~-------,-------------------------------------'----~---------'-,-:;:;_!;l 9 Scale: 1/2" JOB NAME: 4439-1 CC2 FILE NO.: CC2 DATE: 12/16/1998 DES. BY: (fi SEQ.: 53 7832 C-1.5x3.4 C-2.5x4.3 15-07-08 RANCHO CARRILLO (3 CAL WET WARNINGS: 1. RHd al aen .... 1 Notes and Wamlng1 before oonstructlon of tNtsff. 2. Bulldw and erection con1niotor thoufd be advised of al a..,g NotN and Wamlng1 before oonstructlon oommences. 3. 1 ,c3 comprNslon web bradng must b• Jnstaned whw• shown + • 4. AU lateral force rfflstlng elemants such H temporary and permanent bracing. must be dNlgn.d and provided by dHlgner of complete structure. Computru• Hsumff no re1pon11bRtty for such bradng, 6. No load should be appff.cl to any component untll •ft• all bradng and fastanen are complete. and at no time should any loads grnt« than dHlgn loads be applied to any oompon«it, 8. Computrus has no control ovitr and HsumH no ruponrlblttty for th• fabrication. handllng. shlpm.nt and lnstallatlon of components. 7. This dulgn Is furnished subj.at to th• Rmftatlons on tNu dHlgns set forth by th• Trun Plate lnstltut• 1n·sradng Wood Tns11fl, HIB-01•, • copy of which wlA be furnished 1!Y Computrus upon request. This____gesign rom computer input b as, Plumas Lumber and Truss Co. SAUL General Notes, unless otherwise noted: 1. Des!gntosupportloadsasshown. Design conforms to UBC-97 AnVer: 1.03a (ill 2. ~~~S~~~s~~e!t t~.~'lf. ~~~-~g!~oe~ti~t:r':~s to be laterally braced at 3, 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the resp·ectlve contractor, 5. Design assumes trusses are to be used in a non-corrosive environment, and are for ·dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8. Plates shall be located on both faces of truss, and placed so their center lirye? c9in~ide wjth joint cen.te~ lines. • MANUFACTLIRtNG , ENGINEERING • COMPLITER SYSTEM'i 9. D191ts 1nd1cate size of plate 1n inches. 10, For basic design values of the Computrus Plate, indicated by the prefix •c•, see I.C.B.O. R.R. 4211, 11 • J~:ig';,~'r:.'1Ylli i~~fc;f;:1~i ~1:~~!tt1!ff:"u"s~.Y. ~~ gf~;<. ·.9:101';.. JO ,~ ··., I lllll'II I II IIII LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 MSR 2400F 1, 2 ·BOT-TOM CHORDS: 2x 6 MSR 2250F 1, 2· WEBS: 2x 4 OF STUD 1 TC LATERAL SUPPORT<:., 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. ..-. 0 ~ 9 Scale: 3/B" 12 5.0017" TC UNIF LL ( BC UNIF LL ( 7-09-12 11111111111111111111111111111111 11111111 15-7-B GIRDER TRUSS SUPPORTING 13-0-B ANSI/TPI SINGLE MEMBER FORCES 4WRGD LOAD DURATION INCREASE• 1.25 + T 1• -2623 i3 1-2413 W 1• 1588 T 2= -2623 B 2= 2413 LOADING LEFT= 2056 RIGHT= 2056 32.0) +DL ( 28.0)• 60.0 PLF o· .O" TO 15' 7.5" VERT BB.3)+DLJ 114.9) = 203.2 PLF o· .O" TO 15' 7.5" VERT BEARING AREA REQUIRED (SQ. IN) JOINT 1 3.29 OF/ 5.08 HF / 4.84 SPF JOINT 3 3.29 OF/ 5.08 HF/ 4.84 SPF 7-09-12· . 12 ~5.00 ....... ~ I 0 15-07-08 !Wedge required at heel (sl'j cc;:, JOB NAME: 4439-CC3 RANC CARRILLO (3 CAL WET This design prepared from computer input by Las Plumas .. Lumber and Truss Co. SAUL FILE NO.: CC3 DATE: 12/16/1998 DES . BY; (__ f/!> SEQ.: 53 7833 WARNINGS: 1. Rud 11 Q-,eral Not., and Wamlngs before oonstrUctlon of trussff. 2. Bulld• and •eotlon oontractor should b• advl1td of 1N Genenl NotH and Wamlng1 before oonstructlon oommtnoet. 3. 1 x3 oompr.,slon web bradng mutt b• kl stall.cl whwe shown +. 4. An Jat..-al force resisting elements such 11 temporary and permanent bradng, must be dnlgned and provided by dulgnw of complete structure. Computru, assumff no responslblllty for such bracing. 6. No load should be appHfil to any compon..-.t until after all bradng and fastenen are complete, and at no time should any loads great.-than dulgn loads be appHltd to any componfflt. 6. Computrus has no control OYN' and assumu no rupon1fbntty for th• fabrfcatlon, handling, shlpml!f\t and lnstdatlon of components. 7. Thi• dulgn Is furnished subject to th• llmlt11lons on truss destgns ,et forth by th• TruH Plat• Institute ln"Bradng Wood TNHn, HJB.91 ", • copy of which wHI be fumlshRd by Computrus upon r.quffl. General Notes, unless otherwise noted: 1. Design to support loads as shown. Oes i g n 2. Design assumes the to~ and bottom chords to be laterally braced at 2'-0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8, Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, Indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 • J~~gi~r:.1v~r i~~fc~f.;;1~i ~'=~~=t~!ffJtds~X. ~~ g:~~:s :~:tot~~- conforms to UBC-97 Anver: 1.03a (1Ll MANl•FACTl!RINO. ENGINEERING • COMPl•TER SYSTEMS .,,,~ •), 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #2 1-3 BOTTOM CHORDS: 2x 4 OF #2 1 2x 6 OF #1 2 $ WEBS: 2x 4 OF STUD 1-6 TC LATERAL SUPPORT <= 12"0C, ·UON, BC LATERAL SUPPORT <• 12"0C, UON. 111111111111 1111111111 111111111111111111 TRUSS SPAN 13'-.50" LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+0L( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD·= 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. BC CONC LL+DL=. 100,0 LBS~ 9' 7.5" ANSI/TPI T 1• T 2= T 3• LEFT• SINGLE MEMBER -96 B 1• -96 B 2= 0 0 94 FORCES W 1• W 2= W 3• W 4= W 5• W 6= 484 RIGHT• 4WRGO -476 401 -289 -B -314 -102 529 BEARING AREA REQUIRED (SQ. IN) JOINT JOINT 5 .77 OF/ 1.20 HF/ 1.14 SPF 7 ,85 OF/ 1.31 HF/ 1.24 SPF +Laterally brace to roof diaphram -J:2x4 web' 1btace required. 1' .9-'07-08 C , 3-05-00 1 _;.._•• , ....... -I r-e::, I lO C-1.5x3.4 : 3/16" 12 5.00c;:::::""' C-7xlL9(S) .. , ' 12 1 C-4x4.3 ~5.00 4J' f,,~_9011 13-00-08 ..... ..... I N ? en : 4439-1 D RANCHO CAR LO (3 CAL WET FILE NO.: DD DATE: 12/16/1998 DES . BY: ~ SEQ.: 537834 WARNINGS: 1. Rud al Gtneral Notn and Waffling• b•fore oonstruc:tlon of truHff, 2, 8ulldw and erection oontractor should b• advised of an GMtnl Notn and ~a~g• befor• conrtruc:tlon commenCH, 3. JJC3ftompr .. 1Jon web bracing must b• lnstantd whw• shown + • 4. Ad latent for~ rnlstlng el•mant, such at temporary and pwman«it bracing, mutt be dulgned and provtdtd by design., of compltn• structure, Computru, a11ume1 no respon11bmty for tuch bracing. 6. No load should be appUed to any compontnt until after aQ bracing and fasteners are complete, and at no time should any loads great., than dnlgn loads be appAed to Any componant. 6. Computrus has no control over and assumn no rnponsfbmty for th• fabrication, handUng, shlpmwrt and lnstaftatlon of component,. 7. This dfflgn I• furnished subject to th• Imitation, on truss dulgns Ht forth by 1he TNH Plate institute ln•Braclng Wood Tru1tH, HIB-81•, a copy of which wUI be fumt1hflf by Computru1 upon rtqufft. "' pP 1)]>1 This design prepared from computer input by Las Plumas Lumber and Truss Co, SAUL General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desi9n assumes the to11 and bottom chords to be laterally braced at 2'·0 o.c. and at 12'·0" o,c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition· of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix •c•, see l,C.B.0. R.R. 4211. 1 1 • J~;;gC;,~rc,~~Y~i i~~fc~~;~i~i ~:~~:t~~!fr:euds~X. ~ ~r~:-. ·a~~;·ot~~- conforms to UBC-97 AnVer: 1.03a (1Ll MANllFACTllRING • ENGINEERING , COMPl•TER SYSTEMS •'· 11111111'1111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (SJ TOP CHORDS: 2x 4 OF #1&BTR. ·1-4 BOTTOM CHORDS: 2x 6 r;JF ss 1-4 WEBS: 2x 4 OF #2 2 I llllll lllll lllll lllll 111111111111111111 TRUSS SPAN 20'-6.oo· LOAD DURATION INCREASE• 1.25 + TC UNIF LL+DL• BC UNIF LL+DL= LOADING 60.0 PLF 368.8 PLF o· O' .o• TO 20' .O" TO 20' 6.0" VERT 6.0" INCA T 1• T 2= T 3• T 4= ANSI/TPI SINGLE MEMBER FORCES 4WRGD -4973 B 1• 0 W 1• -1812 W 6• -2548 -5372 B ·2= 4803 W 2= 4778 W 7= 2596 -2910 B 3• 5153 W 3• -468 W B• -3504 O• B 4= 2794 W 4= 393 W 9= -172 W 5• 1344 LEFT• 1673 RIGHT • 3137 2x 4, OF STUD 1, 3-9 Loads as given BEARING AREA REQUIRED (SG. IN) TC LATERAL SUPPORT<= 12"0C, UON. BC LATERAL SUPPORT<• 12"0C, UON. OFF PANEL SPLICE NOTE: Off panel point splices are located at 1/5 · the panel length +/-12' at either end ·o.f the panel indicated, except end panels. C-5x11.9 0 [ )< Scale: 1/4" -=1,41 12 12 . 3.~4 i:;:::::::=--- 9-00-00 JOB NAME: LPR 4439-1 RANCHO CARRILLO FA + LATTERALLY BRACE TO ROOF DIAPHRAM. +· 2~4 WEB BRACE REQUIRED. C-2.5x4.3 2)1 6, C-5.5x7.7 11-06-00 20-06-00 ~ CT") = I -= I ,,<.c fA JOINT 6 3.00 OF/ JOINT 10 5.02 OF / MAX LL DEFL • -.049" MAX TL DEFL = -.357" MAX HORIZ. LL .DEFL • MAX HORIZ. TL DEFL = 4.62 HF/ 7 .75 HF / @ B L/240 • @ 8 L/180 = .Q16" @10, .11B" !HO 4.41 SPF 7.36 SPF .996" 1. 328" r\~ ·, l i WARNINGS: 1. RHd d Genenl Notes and Warning• before oonstnlctlon of tn.astu. General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1.05 (1L) (30) DATE: 1/27/1999 DES. BY: LJ SEG.: 565318 2. Bulldw and «ectlon contractor should b• advf•ed of an Qen.,..I Notn and Wamlngs befor• construction oommencn. 3. 1 x3 compression web bracing must be lnstaUtd where shown +. 4. All lateral force resisting elements such as tempor.ry and p«manfflt bracing, must be designed and provided by dulgnw of complete structure. Computrvs Hsumes no responslblllty for such bracfng. 5. No load should be applied to any componwnt untff aft« all bracing and fast.n-,. ar• complet•, and at no time should any loads gr•at« than de,lgn load• be appllHI to any component. 6. Computrus has no control over and fHUm" no '"pon,tbllfty for th• fabrtcatlon, handllng, •hlpmwat and lnstaUatlon of oomponftlb. 7. Thi• dfflgn Is furnished subj~ to th• lfmftatlon, on tNts dnlgns Ht forth by th• Truss Plat• Institute ln"Braclng Wood TNssn, HlB-91 •, • copy of which wtN be furnished by Computn,s upon requfft. 2. ~~~9~:'c~~r\':f!t t~;t/f-~~~-~~!~oe~\t~?;~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + i: ~:~i~1~t!~~u0~!~0~~~~~~~;-:~~0;:i~~~d ir:: !~o~~~~~r~!Y:e c~~~r~c~~ent, and are for ·dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is p,rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix •c•, see I.C.B.O. R.R. 4211. 11 • J~;;g';.~ftr1\'llf i~Jfc~f;Ji~i ~1:~~:1~1!ffieuds~d. ~ff g;~~~ :i;~;·ot~~- MANl•FACTllRING. ENG1N[ERING. COMPl•TER SYStEM5 <.. ,J 111111111111111 I LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (SJ TOP CHORDS: 2x 4 DF #2 1 BOTTOM CHORDS: 2x 4 DF #2 1 WEBS: 2x 4 OF STUD 1 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. ...... "<1"' 12 5.0017" ?t 9 ~ 0 -=2.00 12 C-1.5x3.4 ~]; TRUSS SPAN LOAD DURATION SPACED 111111111111 11111111111111111111 IIII IIII 4'-.oo· INCREASE• 1.25 + 24.0" o.c. LOADING LL ( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF OL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSF* M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI T 1• SINGLE MEMBER 0 B 1• FORCES 0 W 1• LEFT• 140 JOINT JOINT BEARING AREA .22 DF / 3 .22 DF / RIGHT • REQUIRED (SCl . . 35 HF/ .35 HF/ 4WRGO -120 140 IN) .33 SPF .33 SPF 4-00-00 Scale: 1/2" JOB NAME: 4439-FA FILE NO.: FA1 DATE: 2/15/1999 DES. BY;-:;1'Jf!? SECl.: 580348 WARNINGS: 1. RHd al Genenl Notu and Warnings b•fore oonstNctlon of truHff. 2. BuAder and •ectlon oontractor should be advised of al Genwal Notn and Warning, before constn.iotlon oommtnoee, 3, 1 x3 oompru,lon web bracing must be lnttaled wh.,. 1hown -+ • 4. All lat..-al force nslstlng tltm.nts such H temporary and pwmanent bracing, must be dulgntd and provided by dulgn• of oomplttte structure. Computru, HIUmu no rnponslbhfty for such bracing, 6. No toad should b• appffed to any compontnt untll after aN bradng and fastfflers are complete, and at no time should any loads grnt« than dnlgn loads be applltd to any compon«1t. 8. Computru1 has no control ov..-and a11umes no rHponslbHity for the fabrication. handffng, 1htpmMt and lnstalatlon of component,. 7, Thi• dnlgn I• furnished subject to th'e Nmlt.clons on truss design, Ht forth by the Tt\lu Plate lnstltu1• ln"Bradng Wood TNuff, HIB-91'". a copy of which wm be furnished by Computru1 upon request. P/11 rAZr U ec, Bez., This design prepared from computer input by LAS PLUMAS LUMBER ARRY General Notes, unless otherwise noted: 1. Design to support loads as shown. Desi qn 2. Design assumes the top and bottom chords to be laterally braced at conforms to UBC-97 AnVer: 1.05 (1Ll -W 2'-0 o,c. and at 12'-0" o,c. respectively, 3. 2x4 Impact bridging or lateral bracing required where shown + + 4, Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is ~rovided. B. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 • J~gC;.~rtr~\~f i~~fc~te":i~i ~1!~~:t~~1~ff!~.~t 1r~ gf~~~ :~~iot~~- MANL•FACTllRING, ENGlNEERlNQ. COMPllTER 'SY5TEMS t:, J\ 111111111111111 I LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2X 4 OF #2 BOTTOM CHORDS: 2x 4 OF #2 1 WEBS: 2x 4 OF STUD 1 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. ...... ?t -,q-· 9 L-\::::.J---- c::, Scale: 1/2" 3_ 12 5.00 r:::::7" ...-=2.00 12 -6-00-00 I 1111111111111111 111111111111111 IIII IIII TRUSS SPAN 6'-.oo· LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0). ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSF* TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. C-1.5x3.4 /f,t,3 ANSI/TPI T 1• LEFT• SINGLE MEMBER 0 B 1• FORCES 0 W 1- 210 RIGHT • 4WRGO -180 210 BEARING AREA REQUIRED (SQ. IN) JOINT JOINT 1 .34 OF/ .52 HF/ .49 SPF 3 .34 OF/ .52 HF/ .49 SPF se., ared from co_rti AS PLUMAS LUM6EB A_RRY WARNINGS: otes, unless otherwise noted: FILE NO.: FA3 DATE: 2/15/1999 DES. BY:~ SEO.: 580349 1. And al Ganwal Notff and Wamlngt before construction of truases. 2. Bulder and erection contnctor should be advfud of al Gtnft Notes and Wamlng, before construction oommtnON. 3. 1 x3 compr"slon wab bracing must be lnstaffed whtre shown + • 4. An lateral force , .. tnlng .r,ments 1uch H tff\porary and ptrman.nt bradng, must be dHlgned and provtd-«I by dnlgn• of complete structure, ComputNs assumH no responslblHty for such bradng. 6. No load should bit appDed to any component untll after an bracing and fasteners are complfl•, and at no time should any load, grutw than dntgn loads be appRed to any componitnt, 6, Computrus hat no control over and as•umn no rnponslbfftty for th• fabrication, handflng, shlpm«1t and lnstalatlon of componMts. 7, Thi• dfflgn Is fuml1h.-d subj.ct 1o the Imitations. on truss dfflgn1 H1 forth by the TNn Plate lnsthut• ln·Bradng Wood TNHff, HIB-91 •, • copy of which wnt be furnish.cl by Computrus upon requnt. ~ t~~~~~rl~~~~ :~tl,"oi~m chords to be laterally braced apes i gn 2'·0" o.c. and at 12'·0" o.c. respectively. 3. 2x4 lm~act bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for •dry condition• of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix 11. ~~·J~:;,~~di·~N~i'§e~~~~Plate is indicated b the prefix "CN", the designator ( 181 indicates 18 ga. material is user All others are 20 ga. conforms to UBC-97 AnVer: 1.05 (1Ll -w CamEuTrus Inc. MANL•FACT!.TRING • ENGINEERING • COMPLITER $VSTEMC. ., ,i,. 111111111111111 I llllll 111111111111111 1111111111 11111111 I LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: ·2x 4 OF #1 1 BOTTOM CHORDS: 2x 4 OF #1 WEBS: 2x 4 OF STUD 1 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. -C) ~f-i.--t::---'---,'.),... C) :c-2.5x4.3 Scale: 1/2" 12 5.00 V" ~2. 00 12 JOB NAME: LPR 4439-1 RANCHO CARRILLO BC1 8-00-00 TRUSS SPAN B'-.oo• .LOAD DURA T.ION INCREASE • 1. 25 SPACED 24.0" O.C. -LOADING LL( 16.0)+DL( 14.0) · ON TOP CHORD• 30.0 PSF DL ON BOTTOM ,CHORD = 10.0 PSFll TOTAL LOAD• 40.0 PSFll ll5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. C.,.1x2.6 (T) C) ,I in C) I :1ru ffl4JC'1 .. ANSI/TPI T 1• LEFT • SINGLE MEMBER 0 B 1• FORCES 0 W 1- 280 RIGHT • BEARING AREA REQUIRED (SQ. JOINT JOINT 1 .45 OF/ .69 HF/ 3 .45 OF/ .69 HF/ 4WRGO -240 280 IN) .66 SPF .66 SPF \ l WARNINGS: 1. Read an Gtntral Notn and Warnings before oonstn,ctlon of tNnn. General Notes, unless otherwise noted: Design conforms to UBC-97 An Ver: 1. 05 (1L) (30) 1. Design to support loads as shown. DATE: 1/27/1999 DES. BY: LJ SEQ.: 565315 2. Build« and «ectlon oontractor should be advt,~ of .a Gtneral NotH and Wamlngs before construction commenOH, 3. 1 x3 compression web bracing must be Inst.ti~ where shown +. 4. AH lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure, Computru1 as1umn no rnponslblllty for such bracing. 6. No load should b• applled to any component untll after ah bracing and fasteners are complete, and at no time 1hould any loads grnter than design loads be applied to any component. 6. Computrus hat no control ov« and a11umn no responslblllty for the fabtfcatlon, handltng, shlpmMt and lnstaftatlon of components, 7. Thi• d•slgn Is fumtsht>d subj.ct to th• llmftatlon• on tnJH dfflgns Ht forth by the Truu Pfate lnsdtute fn"Bradng Wood Truun, HIB-01·. • copy of which will be fumlshed by Computrut upon requm. 2. ~~tll~~~~~e!/~~·~'lf-~~~-~~!~e~ti~f~~· to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + i: ~!~~~~~u~~~ti~!~~~~;:~~06':ie~~td i~t ~~eo~:~~~r~t!Y:e cg~~f:o~~Cnt, and are for "dry condition" of use. I Camnu~rus Inc 6. Design assumes full bearing at all supports shown. Shim or wedge if I': JII • necessary. ,_,....___,.-.-, 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center MANL•FACTLIRING. ENGINEERING. COMPl•TER SY!:=IEM$ lines coincide with joint center Imes. 9. Digits indicate size of plate in inches. 10, For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix "CN", the designator (18} indicates 18 ga. material is used, All others are 20 ga. I llllfll I II IIII LUMBER SPECIFICATIONS SIZE SPECIE GRAOE PANEL (S) TOP CHORDS: 2x 4 DF #2 1, 2 BOTTOM ·CHORDS: 2x 4 DF #2 1 WEBS: 2x 4 DF STUD 1, 2 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. ...... C, *t~ C, Scale: 1/2" JOB NAME: 4439-FA5 FILE NO.: FA5 DATE: 2/15/1999 DES. BY: -1'2!? SEQ.: 580350 12 5.00 i::::::7' -=2.00 12 LL ( C-2.5x3.4 10-00-00 1111111'111111111111111111111111111111111 TRUSS SPAN 10·-.oo· LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSFll TOTAL LOAD• 40.0 PSFll 115 PSF REDUCTION TAKEN ON BOTTOM ·CHORD, AXIAL STRESS ONLY. C-1.5x3.4 C""I /r :::: I ~ '- ANSI/TPI T 1• T 2= LEFT= SINGLE MEMBER FORCES -513 B 1• 473 W 1• 0 W 2= 352 RIGHT BEARING AREA REQUIRED (SQ. JOINT 1 .56 OF/ .B7 HF/ JOINT 4 .56 DF / .86 HF/ ~115" ~ 4WRGD -477 -136 348 IN) .83 SPF .82 SPF This red from computer input b AS PLUMAS LUMBER ARRY WARNINGS: 1. RNd all Genanl Notff and Warnings before oonstrvctlon of tnlHH. 2. Bulfder and erection contractor should be advl1itd of al Genenil Notes and Wamlngs before conl1Nctlon commences. 3. 1x3 comprnslon web bradng must b• lnstaled wh..-. shown +. 4. AN lateral force rHlttlng .«emwit1 ,uch H temporary and pHmantnt bracing, must be dfflgned and provldN by dMlgntr of oompl.-t• structure, Computrus as,umitt no respon11bfflty for such bracing. 6. No load should b• applfed to any component untll aft« an bracing and faltffl.n ar• complet•, and at no time should any loads grut« than dNlgn loads be appRed to any compontnt. 6. Computru. hH no control ov« and astumn no r .. ponstblltty for the fabrication, handling. shipment and tnst1Natlon of components. 7. This design Is furnished subj.ct to the Imitations on ttuu dntgns Ht forth by the Truss Pl•t• lnst1tut• 1n·sraolng Wood TruHn, HIB-ar. a oopy of which wlll be furnish.cl by Computru, upon r.cruest. General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desi9n assumes the toJ:> and bottom chords to be laterally braced at 2'-0 o.c. and at 12'~0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor, 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix 1 1. ~~;· J~~~~i~·;'N~/§e~~~~ Plato is indicated by the prefix "CN", the designator (18) indicates 18 ga. material is used. All others are 20 ga. conforms to UBC-97 An Ver: 1. 05 ( 1Ll -W MANLtFACTllRINQ • ENGINEERING • COMPt..•TER SYSTEMS '"' " 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP GHORDS: 2x 4 DF #2 1, 2 BOTTOM CHORDS: 2x 4 OF #2. 1, 2 WEBS: 2x 4 DF STUD 1-3 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. ..... 0 *t~ 0 Scaie, 1/2" JOB NAME: 4439-FA6 FILE NO.: FA6 DATE: 2/15/1999 DES. BY:;;1"/# SEQ.: 580351 111111111111·1111111111111111111111111111 TRUSS SPAN 12'-.oo· LOAD DURATION INCREASE• 1.25 + SPACED 24.Q" O.C. ANSI/TPI T 1• SINGLE MEMBER FORCES -783 B 1• 727 W 1• 4WRGO 80 -721 T 2= 0 B 2= 717 W 2= W 3• -166 LOADING LL ( 16.0) +OL ( 14.0) ON TOP CHORD • '30.0 PSF DL ON BOTTOM CHORD= 10.0 PSFM ' TOTAL LOAD • 40 .. 0 PSFH 115 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. LEFT• 422 RIGHT• 418 12 5 . 00 i::::::7 WARNINGS: -=2.00 12 C-2 .. 5x4.3 C-1.5x-3.4 12-00-00 1. RHd al GfflO NotH and Warning• before oonstructlon of trusses. 2. BuRdw and erection oontraotor should be advfted of aN oen .. l Notff and Warning• befora oonstructlon oommenON. 3. 1 x3 compression web bracing must be ln11:IR.d where shown +. 4. AA lateral fo~ rttlstlng ef•ments such as temporary and pKmanent bnu:fng. must b• design.ct •nd provfdflt by dfflgn.r of compl111• stf'tlctur•. Computru• HIUfflff no rnponslblltty for sudt bradng, 6. No load should b• appNed to any coinponfflt 1.mtH after an bracing and fastitnert are complete, •nd at no time should any loads gre.ter than dHlgn loads be appR~ to any component. 8. Computrus hH no control over and Hsuma no l'flponslb1ffty for th• fabrication, handllng, •hlpm.nt and ln11a .. 11on of compon.nts. 7. Thlt dfflgn It furnished subject to thll Nmlt1tlont on tNH dHlgns Ht forth by the TtuH P1ate ln•tltute 1n·araclng Wood Tl'\IHN, HIB-91 •, a copy of which win be furnished by Computntt upon HqUfft. C-1.5x3.4 (TJ 0 I 'I? . (TJ (__ JOINT JOINT Ht- BEARING AREA REQUIRED (SQ. IN) 1 .68 OF/ 1.04 HF/ .99 SPF 5 .67 OF/ 1.03 HF/ .98 SPF '; l ~ This des.iM .r-.epared from computer input b LAS_ PLUMAS LUMBER LARRY General Notes, unless otherwise noted: 1. Design to support loads as shown. Des j gn 2, Design assumes the tor> and bottom chords to be laterally braced' at 2'-0 o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix •c•, see l,C.B.O. R.R. 4211. 11, The Computrus Net Section Plate is indicated by the prefix •cw, the designator (18) indicates 18 ga. material is used, All others are 20 ga. conforms to UBC-97 AnVer: 1 .05 (1L) -W MANUFACTLIR1NG. ENGINEERING, COMPLITEA SYSTEM'S ,,, ,~ 111111111111111 I 1111111111111111 111111111111111 IIII IIII LUMBER. SPECIFICATIONS SIZE SPECIE GRACE PANEL (S) TOP CHORDS: 2x 4 OF #2 1, 2 BOTTOM (,HORDS: 2x 4 OF #2 1, 2 WEBS: 2x 4 OF STUD 1-3 TRUSS SPAN 14'-.oo· LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF DL ·ON BOTTQM CHORD= 10.0 PSFw TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1• -934 8 1-867 W 1-91 T 2= 0 B 2= 857 W 2= -859 W 3--196 LEFT• 492 RIGHT • 488 BEARING AREA REQUIRED (SQ. IN) JOINT 1 .79 OF/ 1.22 HF / 1. 16 SPF JOINT 5 .78 OF/ 1.20 HF / 1. 15 SPF TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. -0 #==--0 Scale: 3/8" JOB NAME: 4439-FA7 FILE NO.: FA7 DATE: 2/15/1999 DES. ev:-:1'/J1 SEO.: 5803 52 12 5.00c:::::7" -=2.00 12 WARNIIGS: C-1.5x3.4 14-00-00 1. Rud al Gen ... Notff and Warnings before oonstructfon of tru11n. z. Buffdw and •ectlon oontraotor should be advised of 1N Gentm Not" and W1mlog1 b•for• oonstructlon oommanon. 3. 1x3 comprfftlon,wel> bracfng must be lnst1Ned wh«• shown +. 4. All lateral force reslstlng fiemtnb such H temporary and permanent bradng, must be dfflgnwd and provided by dnlgnw of oomplfl• structure. Computru, assumes no rapon1lblffty for sucfl bradng. 6. No load thould be appU~ to any componmt untn afttr an bracing and fasteners are complete, and at no time should any load• grHt« than design load1 be appfffll to any compon-nt. 6. Computrus hH no c:on1rol ov• and HSUfflff no respon11bfflty for the fabrication, handtlng, thfpm-nt and lnstalatlon of componfflh. 7. Thi• dHlgn Is furnished subJect to th. Imitations on truss designs set forth by the Truss Pl•t• lnltltute 1n·&raclng Wood Trussff, HIB-91*, • copy of which win be fumfshed by ComputNs upon request. C-1.5x3.4 cY') 0 I -· .,-J, fA'7 f _-} J~t .. ~. 8C'l_,ge,1 &D 50/ &l:>~ This design prepared from computer input by LAS PLUMAS. LUMBER (LARRY General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Oesi9n assumes the to~ and bottom chords to be laterally braced at 2'-0 o.c. and at 12'·0" o,c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non-corros1ve environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is ~rovided. 8. Plates shall be locatec:t on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches, 10. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11' d~g<;,~'r.,~~Y~f i~~fc:f;,:1~i ~l:~~!1:::1!ff;~ds~d. ~~ ff~~ :~:io1~~- conforms to UBC-97 An Ver: 1. 05 ( ill -w CamE:!uTrus lnc. MANL1FACTllR1NG. ENGINEERING, COMPl•TEFt SY<;lEM'S [,7 ' ,} ,, 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) :rDP CHORDS: 2x 4 OF #1 1 2x 4 OF #2 2 BOTTOM CHORDS: 2x 4 OF #2 1, 2 WEBS: 2x 4 OF STUD 1-3 TC LATERAL SUPPORT<= 12"0C, UDN. BC LATERAL SUPPORT<• 12"0C, UON. -M-· 9,1<-Ll-c::l--l 0 Scale: 3/8" JOB ·NAME: 4439-FAB FILE NO.: FAS DATE: 2/15/1999 DES. BY:~ SEG.: 580353 I 1111111111111111 111111111111111 IIII IIII TRUSS SPAN 16'-.oo· LOAD DURATION INCREASE• 1.25 + SPACED 24 .. 0" 0.C. ANSI/TPI SINGLE MEMBER FORCES T 1• -1084 B 1• 1008 W 1• T 2= O B 2= 998 W 2= W 3• 4WRGD 101 -998 -226 LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 .PSF DL ON BOTTOM CHORD = ·10. 0 PSFII TOTAL LOAD• 40.0 PSFII 115 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. LEFT• 562 RIGHT• 558 12 5.00 i:::::::7" -=:::i2.00 12· WARNINGS: C-1.5x3.4 .,. 16-00-00 1. Rud aN G11t1wal Notes and Warnings before construction of trusretl. 2. Bulld« 1nd «ectlon contnactor should be advised of al G11t1enl Notu and Warning• before oonstntctlon commanOH. 3. 1x3 comprnsfon w.a» bradng must b•lnttaff.d whwe shown +. 4. AA lattral force restnlng elemtnts such as temporary and p•manent bndng, must be designed and provided by dnlgner of complete structure. Computnrs assumes no rnponslbAfty for such bnidng. 5. No toad should be applled to any compontat until aft« aft bradng and fut.ners are complete, and at no time should any loads grntw than dNlgn loads b• applied to any component. 8, Computrus has no control ov.., and 111umff no rnpon,lbllftY for th• fabtfcatlon, hancfflng, 1h1pment and lnstaaatlon of componants. 7. This dfflgn I• furnish ltd subJect to th'• Pmftatlon• on truss dnlgns Ht forth by th• Trun Plate Institute fn•aradng Wood Tn.iun. HIB-91 '". a copy of whfcfl wfff be fumlshlMI by Computru, upon requHt. C-1.5x3 .4 + ...., 0 I tn 0 I "'<I" JOINT JOINT fA'/J BEARING AREA REQUIRED (SO. IN) 1 .90 OF/ 1.39 HF/ 1.32 SPF 5 .89 OF/ 1.38 HF/ 1.31 SPF This design prepared from computer input by LAS PLUMAS LUMBER A_RRY General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desi9n assumes the to'11 and bottom chords to be laterally braced at 2'-0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihtY of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition· of use. 6, Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8, Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 · J~i~~'r!ri\~f i~~f c~f;Jta ~!'.~!t~,Y!Vf!eis~X. 1tl ~:~~f. :~t1J~~- conforms to UBC-97 AnVer: 1. 05 (1Ll -w MANl•FACTltRING. ENGINEERING, COMPllTER ,:;y5TEM'- ,, 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 .OF #2 · 1-3 BOTTOM CHORDS: 2x 4 OF #2 1, 2 WEBS: 2x 4 OF STUD 1-4 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. ..-i M-c;:>)t....l,\::::.-1---I C> Scale: 3/8" JOB NAME: 4439-F A9 12 5.00[:7' -=2.00 12 I 1111111111111111 111111111111111 IIII IIII TRUSS SPAN 17'-4.00" LOAD DURATION INCREASE • 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30,0 PSF DL ON ·BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40,0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. C-2.5x4.3 17-04-00 C-1.5x3.4 (Tl C> di ··= I ..... ANSI/TPI t 1• T 2= T 3• LEFT= SINGLE MEMBER FORCES -14B4 B 1• 1376 W 1• -1082 B 2= 692 W 2= 0 W 3• W 4= 610 RIGHT 4WRGO -398 495 -746 -164 604 BEARING AREA REQUIRED (SQ. IN) JOINT JOINT 1 .98 DF / 1.51 HF/ 1.43 SPF 6 .97 OF/ 1.49 HF/ 1.42 SPF fA1 This red from computer input b AS PLUMAS LUMBER (LARRY WARNINGS: General Notes, unless otherwise noted: FILE NO.: FA9 DATE: 2/15/1999 DES. BY;,;1'/; SEQ.: 580354 1. R"d an General Notff and Warning• b•fore constNCtlon of tn111fl. 2. Sund., and ffKtlon contractor should b• advised of all Gentral Notff and Wamlng• before construction commtnoet. 3. 1 x3 comprffslon wtb bradng must be Inst a Ned where shown + • 4. All lateral force rnlstlng element• such H temponiry and ptrmanent bracing. must be dfflgned and provided by designer of oomplde struciure. Computrut Htumu no rnpon11bmty for such bradng. 6. No load should be applied to any compon..-.t untR afttr an bradng and faatm_. are complete, and at no time should any loads greater than dHlgn load• be appUfll to any component. 6. Computrus hH no control ov• and ... umn no rftponslbllfty for th• fabrication, handling, shtpment and Jnsta8atlon of compon..-its. 7. This dnlgn Is fumlshed subject to th'• Hmttatlons on tru .. designs Ht forth by the Truss Plat• lnstftute Jn·Bradng Wood Tn.111 .. , Hl8·91•, • copy of which wm be furnished by Computrus upon request. 1. Desjgntosupportloadsasshown. Design conforms to UBC-97 AnVer: 1.05(1L)-W 2. ~~~9~1~,\'de!t t~~·~'b'? ~~-~~!~oe~it':i':~s to be laterally braced at 3, 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non~corrosive environment, and are for •dry condition'" of use. 6, Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8, Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of.plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix ·c·, see I.C,B.O. R.R. 4211, 11 • J~~g<;,~rtr~\~r i~~lc~f.;~i~i ~1=~~=1~1!fr~e~s~d. ~ gr~~r. :~:101~~- Cam(;!uTrus Inc. MANL1FACTl'RING. ENGINEERING COMPL1TER SYSTEMS t' HIIIHIHl'IIII 1111111.1111111111 IIIII 111111111111111111 LUMBER SPECIFICATIONS TRUSS SPAN 17'-4.00" LOAD DURATION INCREASE• 1.25 SPACED 24.0" O.C. ANSI/TPI SINGLE MEMBER FORCES 4WRGO SIZE SPECIE GRADE TOP CHORDS: 2x 4 OF #1 BDTT_OM CHORDS: 2x· 4 OF #1 WEBS: 2x 4 OF STUD PANEL (SJ 1-3 1, .2 1-4 12 Ll( LOADING 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF DL ON. -BOTTOM CHORD = 10. 0 PSFll TOTAL LOAD• 40.0 PSFll 115 PSF REDUCTION TAKEN ON T 1• -1482 B 1• 1375 W 1--400 T 2= -1077 B 2= 5931 W 2= 636 T 3• 0 W 3• -720 W 4= -164 LEFT= 610 RIGHT= 604 BEARING AREA REQUIRED (SO. IN) 5 . 0 0 c::::7" BOTTOM CHORD, AXIAL STRESS ONLY. TC LATERAL SUPPORT <• 12"0C, UON. C.,.1x2.6 JOINT JOINT 1 .98 OF/ 1.51 HF/ 1.43 SPF 6 .97 OF/ 1.49 HF/ 1.42 SPF BC LATERAL SUPPORT <= 12"0C, UON. ....,. C> #==--C> :..2.5x4.30 ......=i2.00 ~1_2 __ / _ k ."----"'. 9-00-00 "" C-5x6 17-,04-00 s·cale: 3/8" JOB NAME: LPR 4439~1 RANCHO CARRILLO FA9, FB, F81, FB2 DATE: 1/27/1999 DES. BY: LJ SEO.: 565320 WARNINGS: 1. RQd an G..-i..-.1 Notff and Warnlng• before construction oftruHes. 2. Butfder and erection contractor should be advised of al Genwal Notff and Wamlng1 before construction comm«ices. 3. 1x3 comprHtlon w.b bracing must be Jnstall.cf wh«• shown +. 4. All lat1Hal fore. r•1l1tlng ~•m«th such H temporary and P•manMt bracing. must be designed and provided by d"lgner of oompl.t• structur•, CompU1ru1 usumH no rHpon,tbUlty for such bracing. 6. No load should be applied to any component untH after all bracing and fasteners •r• complete, and at no tlm• should any loads grNt« than design loads be applied to any component. 6. Computrus has no control ovar and .. ,um" no rffpon1lb1Hty for the fabrication, handling, shlpm.nt and lnltallatlon of components, 7. This d•slgn Is fuml1hed subject to the Umhatlon1 on tru11 dHlgns Ht forth byth• Truu Plate lnstftut• ln"B~c:fng Wood Tru11u, HIB·91", • copy of which wDI b• fumtshed by Computru1 upon requHt. L(") 0 I -0 I lO ~ , 8-04-00 -L~ ~ ~@6:JI MAX LL DEFL • -.042" !! 5 L/240 • MAX TL DEFL = -.091" !! 5 L/180 = MAX HORIZ. LL DEFL • .019" !! 6 MAX HORIZ. TL OEFL = .040" !! 6. .838" 1 . 117" General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1.05 (1L) (30) 2. ~~g9'6~s~ri'~t!tt~~·~i'? ~~t ~g!~°e'6'ti~Y:~s to be laterally braced at 3. 2x4 Impact bridging or lateral·bracing recommended where shown + + i: B':!~~~~~u~!~u~~!:~~~{:~~06':i~~~x ,°nf ~~eo~~~~~r~!r:e cg;~r~c~~~nt, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inChes. 10. For basic design values of the Computrus Plate, indicated by the prefix •c•, see I.C.B.O. R.R. 4211. 11 · J~~g<;.~~~~Y~i ,~~fc~r.cJi~i ~1:~~!tt1!ff~"uds~c¥. ~ft g~~~;; :~~;·01~:. MANL1FACTl'RING. ENGINEERING. COMPllTER SYSTEMS ).· ,, t.: ~: ' ,, ,1 I 11111-111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2X 4 OF #2 1, 2 BOTTOM CHORDS: 2x 4 OF #2 1, 2 WEBS: 2x 4 DF STUD 1-5 TC LATERAL SUPPORT <• 12''0C, UON., BC LATERAL SUPPORT<• 12"0\:, UON. {' -· 0 I ....... Scale: 3/8" JOB NAME: 4439-FC 12 5.00v"'" ......2::12.00 12 C-2.5x4.3 11-00-00 I 1111111111111111 11111111111111111111111 TRUSS SPAN 11'-.oo· LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30,0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. C-1.5x3.4 rr:, 0 I --I rr:, Fe/ ANSI/TPI T 1• T 2= LEFT• SINGLE MEMBER -539 B 1• FORCES 0 W 1• 509 W 2= 0 B 2= 386 W 3• W 4= W 5• RIGHT• 4WRGO -365 498 -43 -510 -196 384 BEARING AREA REQUIRED (SQ. IN) JOINT JOINT 4 .62 DF / ,95 HF/ .91 SPF 6 .61 DF / ,95 HF/ .90 SPF This design prepared from computer input b AS PLUMAS LUMBER ARRY WARNINGS: General Notes, unless otherwise noted: FILE NO.: FC1 DATE: 2/15/1999 DES. BY: ,1'2J' SEO.: 580355 1. Rffd al G«1tn1I Notes and Warnings before construction of trussH. 2, 8uffdff and «ectlon contractor should be advised of al Genenl Notn and Warnfng• before construction oommtnon, 3. 1x3 oomprn,lon web bMng mun be lnstd.cf wh.,. shown +. 4. AR lat.ral fore. rulstlng l'l•mMt1 such •• t•mporary and permanitnt bradng, must be dttlgned and provtdfll by dHlgn..-of compl.t• structure. Computru• aHumH no rHponslbfflty for such bracing, 6, No load should be appU.cl to any componitnt untU aft« aR bracing and fast..-ien are complete, and at no time should any loads grnter than design load, be appllll'd to any component, 8, Camputn11 hH no control aver and atsum .. no responslbmty for the fabrfcatlon. handllng, shipment ii!nd lnstanatlon of component•. 7. Thi• dfflgn 11 furnished 1ubJeot to th9 Nmttatlon, on tru11 dHlgn, Ht forth by the TN11 Plat• lnstltut• ln"'Braolng Wood TNIIH, HIB-91 .. , a copy of which wMI b• furnish.cl by Computn.11 upon nqufft. 1. Design to support loads as shown. Design 2. Design assumes the to~ and bottom chords to be laterally braced at 2'-0 o.c. 3nd at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4, Installation of truss 1s the responsibility of the respective contractor. 5, Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6, Design assumes full bearing at all supports shown. Shim or wedge if necessary, 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10, For basic design values of the Computrus Plate, indicated by the prefix 11. ~<i;;· J~~~~i~fNMie~~~~ Plate is indicated b the prefix "CN", the designator ( 181 indicates 18 ga, material is use~. All others are 20 ga. conforms to UBC-97 AnVer: 1.05 (1Ll -w MANllfACfllRING , ENGINEERING • COMPl•TER SVSTEMc; •'• .. , tf.~ l·· ,. ,, 111111111111111 I LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (SJ TOP CHORDS: 2X 4 DF #2 1, 2 BOTTOM CHORDS: 2x 4 DF #2 1, 2 WEBS: 2x 4 DF STUD 1-.5 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. { Scale: 3/8" JOB NAME: 4439-FC FILE NO.: FC2 DATE: 2/15/1999 DES. sv:-;;f!!!i' SEQ.: 580356 12 5 . 00 c::;;::7 -=2.00 12 I 1111111111111111 1111111111 1111111111111 TRUSS SPAN LOAD DURATION SPACED 13'-.oo· INCREASE• 1.25 + 24.0" o.c. LOADING LL ( .16.0) +DL ( 14.0) ON TOP CHORD • 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. .• C-2.5K4.3 13-00-00 C-1.5x3.4 CT") = I l1"l ··= ·I ..,. f~Z, ANSI/TPI T 1• T 2= LEFT• SINGLE MEMBER -683 B 1• FORCES 0 W 1• 0 8 2= 456 641 W 2= W 3-w 4= W 5• RIGHT • BEARING AREA REQUIRED (SQ. JOINT JOINT 4 .73 OF/ 1.13 HF/ 6 .73 OF/ 1.12 HF/ 4WRGO -430 630 -33 -642 -226 454 IN) 1.07 SPF 1.07 SPF This design prepared from col!ll)uter input b AfLE!.JJMAS LUMBER (LARRY WARNIIGS: 1. RHd 11 Ganenl NotH and W.mlngt befor• construction of trut1n. 2. Bultdtt and itrectlon contractor should be advised of al G.nwal Notes and Wamlngs before conltNc'Clon oommwu, ... 3. 1 x3 comp1"tlon web bracing must be Installed wh.re shown + • 4. All lat..-al force resisting elements such •• temporary and pennanent br.dng. must be dftlgned and provided by dfflgnw of complllte stl'Ucture, Comptr1n11 assumn no ruponslblffty for such bradng. 6. No load should be appHed to any component untH •ft« an bniclng and fasten..-. are complete. and at no time 1hould any toads grutw than dulgn load, be appRitd to any component. 8. Computru• hH no control over and .. ,um" no rffpon1lblllty for th• fabrication. handllng. shlpm"1t •nd lnrtaNatlon of compon..,,ts. 7. This dttlgn Is fumlshed subj.ct to th'e Imitation• on truss designs Ht for1h by the Truss Plate ktstltute 1n•eradng Wood Trusses, Hl8·91 •.•copy of which wffl be fumlshed by Computru1 upon request. General Notel, unless otherwise noted: 1. Des!gn to support loads as shown. Design conforms to UBC-97 AnVer: 1 .05 (1L) -W 2. ~~~S~~~.\'Je!t t~.~'lf. ~~~-~~!~"e'6'ti~~y;~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge 1f necessary. 7. Design assumes adequate drainage is P.rovided. a. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center hnes. • M/1.Nl'r.A.cWmNo. ENOlNEERl'-'O ce>MPl•fH1 ,;v51EMc. 9, Digits indicate size of plate in inches. · 1 O. For basic design values of the Computrus Plate, indicated by the prefix 11. ~~;· J~~~~ir~·,:'N~/§e~~~~ Plate is indicated by the prefix ·cw, the designator ( 1 B) indicates 1 B ga. material is used. All others are 20 ga. ' ': ii.., <', 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (SJ TOP CHORDS: 2x 4 OF #1&BTR 1-3 BOTTOM CHORDS: 2x 4 OF ,, 1, 2 WEBS: I llllll lllll lllll 111111111111111 11111111 TRUSS SPAN 17'-4.00' LOAD DURATION INCREASE • 1.25 SPACED 24.0" o.c. LQAOING ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1• -1435 B 1• 1342 W 1• 233 T 2= -1473 B 2= 1151 W 2= 355 T 3• 0 W 3• -1229 W 4= -145 LEFT= 616 RIGHT= 597 2x 4 OF STUD 1-4 LL( 16.0)+0L( 14.0), ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSF* TOTAL LOAD • 40.0 PSFII 115 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. BEARING AREA REQUIRED (SQ. IN) TC LATERAL SUPPORT<• 12"0C, UON. B'c LATERAL SUPPORT <= 12"0C, UON. NOTE: 1X3 BRACING AT 24" 0.C. FOR~ ALL FLAT TOP CHORD AREAS NOT SHEATHED. ..... c:, ~=--6' 12 5.00'[7" 8-QQ,-QO 2x4 vertical at 48" oc with C-1.5x2.6, typical. c.:.4x6 ~ (12/ --~--- I, , ==~~~=BB[====;;~~==-~a~:o4~-o~o2:-·--_., t 9-00-00 17-04-00 . / / r rf)J-f~ Scale: 3/8" JOB NAME: LPR 4439-1 RANCHO CARRILLO F01-FD5 JOINT 1 .99 OF / 1.52 HF / JOINT 6 .96 OF/ 1.47 HF / MAX LL OEFL • -.057"@ 5 L/240 • MAX TL OEFL • -.123" @ 5 L/180 • MAX' HORIZ, LL OEFL = . 024" @ 6 MAX HORIZ, TL DEFL • .051"@ 6 ) 1.45 SPF 1.40 SPF .B38' 1. 117" WARNINGS: General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC-97 An Ver: 1. 05 ( 1Ll (30) DATE: 1/27/1999 DES. BY: LJ SEO.: 565321 1. Read aH General Notes and Wamlngs before construction of tru11n. 2. BuNdtr and «Ktfon contractor should be advf1ed of all General Notu and Wamlngs before construction commtncn:. 3. 1 x3 compression web bradng must be in staffed where shown +. 4. All lattral force resisting .C•mtonh sud, H t•mporary and ptrmanent bracfng. must b• dnlgned and provided by dnlgnw of oompl•t• structure. Compu1ru• H1umn no responsibility for such bradng. 6. No load should be apphd to any component untll afttr all bracfng and fasteners-ar• complete, and at no time should any loads greattr than design loads b• applied to any component. 6. CompU1rus has no control ov..-and •1sumn no respon1lbllfty for th• fabrication. hand11ng, shipment and Jnstallatlon of componfflts. 7. Thi• dulgn Is furnished subJect to th• Hmltatlons on truss designs Ht forth by the TNSS Plate lnstftut• fn•Bracic'lg Wood Tru11es, HrB-91·, a copy of which wlll be furnished by ComputN• upon request, 2. ~l:~9~:·t·~~e=i1~;.!'lf. ~~~-~~!~".':;'ti<;,~r;~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used ma non-corrosive environment, and are for ·dry condition"' of use. 6, Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches, 10, For basic design values of the Computrus Plate, indicated by the prefix ·c·, see I.C.B.O. R.R. 4211. 11 " J~:;gC;.~fJW~f i~~fc~fecJi~i ~1:~~:t~~1!ff~"uds~f ~fl ~{~~~s ~7~;·ot~~- Mb.Nt.'FACTt.lR!NG. ENGINEERING. CO~Pl'lER $YS.TEIWS ,, .,, f,, 111111111111111 I 1111111111111111 111111111111111 IIII IIII LUMBER SPECIFICATIONS 27-B-0 GIRDER TRUSS SUPPORTING 20-6-0 ANSI/TPI 2 MEMBER FORCES 4WRGD LOAD DURATION INCREASE• 1.25 + · T 1• -25B8 B 1• 0 W 1• -7348 W 7• 1612 SIZE SPECIE GRADE PANEL (5) T 2= -2442 B 2= 5112 W 2= 6B56 W 8= 474 TOP CHORDS: LOADING T 3• -512B B 3• 5112 W 3• 566 W 9• -654 2x 4 OF #1 1-5 T 4= -5498 B 4= 4786 W 4= -376B W10= 5344 BOTTOM CHORDS: TC UNIF LL ( 32.0) +DL ( 28,0)• 60,,0 PLF o· .O" TO 27' 8.0" VERT T 5• -5184 B 5• 0 W 5• 2238 W11• -4542 2x B OF #1 1-5 BC UNIF LL ( WEBS: 2x 4 DF STUD 1, 3-11 2x 6 OF 112 2 TC LATERAL SUPPORT<= 12"0C, UON. BC LATERAL S~PPORT <• 12"0C, UON. 129.5) +DL ( 1B5 .8) z 315.3 PLF o· .O" TO 27' BC CONC LL+DL• 3137.0 LBS@ 2' 3.0" ( 2) complete trusses required. Join together with 16d Common nails staggered at 12" oc throu_ghout top chords, 10" oc. throughout bottom chords, 8.0" VERT W 6= 24 LEFT • 80B8 RIGHT • 5432 BEARING AREA REOUIREO (SO. IN) JOINT 7 12.94 OF/ 19.97 HF/ 19.03 SPF JOINT 12 8.69 OF/ 13,.41 HF/ 12.78 SPF NOTE: 1X3 BRACING AT 24" O.C. 'FOR* ALL FLAT TOP CHORD AREAS, NOT SHEATHED. i 12• oc throu~hout webs_ · Note: Stagger spl,ices on adjacent members. ·-_,. ·I r-0 I lO 2-10-08 12 5.00V'" C-4x9.4 -3x7.7 j C-7x11.9 ,k i Scale: 1/4" 13-06-00 + LATTERALLY BRACE TO ROOF DIAPHRAM. + 2X4 WEB BRACE REQUIRED. :it' 2X8 C-3x7.7 CN-7x 11. 9 (AS) 27-08-00 3137# AT 2-03-00 JOB NAME: LPR 4439-1 RANCHO CARRILLO FF6, DATE: 1/27/1999 DES. BY: LJ SEO.: 565322 WARNINGS: 1. Rud all Gen«al Notes and Wamlngs be for• construction of truuu. 2. Builder and erK:tlon contractor should be advised of an G«ieral Notes and Wamlngs before construction commences. 3. f,.tlcompruslon web bracing must be Installed where shown +. 4. AU~atenl force resisting element• such H temporary and permanent bracing, must be designed and provided by design« of complete structure. Computrus assumes no rnpontlblllty for such br.dng. 5. No load should be applied to any component until aft« •II br.dng and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. 6. Computru~ has no control over and p11umes no responslblllty for the fabrication, handling, shipment and lnstallatlon of components. 7. This design Is fumlshed subject to the Rmftatlons on truu designs set forth by the Truss Plate Jnstftut• ln'"Braclng Wood Trusses, HIB-91•. a copy of which wm be fumbhed by Computrus upon requHt. 11-03-08 C-4x9.4 C-7x9.4 C-7x7.7 r~ft; 12 ~5.00 OFF PANEL SPLICE NOTE: Off panel point spli9es are located at 1/5 the panel length +/-12" at either end of the panel indicated, except end panels. ), General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1. 05 (1Ll (30) 2. ~(~!1~~~-~~·r:/~~·~'lf-~~i. ~~!~oe'6'u~f;~· to be laterally braced at 3. 2x4 Impact bridging or lateral bracing recommended where shown + + ~: ~:!r~1~~~~u~~~ut~~!~~~::~~0~i~~~J 1~f ~~eori~~~~r~t!Y'7e c~~fr~c~~ent, and are for "dry condition'" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge 11 necessary. 7. Design assumes adequate drainage is ~rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix •c•, see l,C.8.0. R.R. 4211. 11, The Computrus Net Section Plate is indicated by the prefix "CN", the designator 11 B) indicates 18 ga. material is used. All others are 20 ga. MANLIFACTl'RING, ENGINEERING, COMPLITfR <'lVSTEMS <i 1111111ii'111111 111111111111 1111111111 111111111111111111 LUMBER SPECIFICATIONS TRUSS SPAN 27'-8.00' ANSI/TPI SINGLE MEMBER FORCES 4WRGO LOAD DURATION INCREASE• 1.25 + T 1• -533 B 1• 0 W 1• -1009 W 6• -1 SIZE SPECIE GRADE PANEL (SJ SPACED 24,0" o.c. T 2= -494 B 2= 760 W 2= 837 W 7= -56 TOP CHORDS: T 3• -859 B 3• 900 W 3• -99 W B• -322 2X 4 OF #2 1-5 LOADING T 4= -922 B 4= 0 W 4= -525 W 9z 981 BOTTOM' CHORDS: LL ( 16.0)+0L( 14.0) ON TOP CHORD• 30,0 PSF T 5• -976 W 5• 194 W10• -969 2x 4 OF #2 1, 3, 4 DL ON BOTTOM CHORD= fO.O PSFII 2x 6 OF *1 2 TOTAL LOAD• 40.0 PSFII LEFT• 1033 RIGHT • 1003 WEBS: 115 PSF REDUCTION TAKEN ON 2x 4 OF STUD 1-10 BOTTOM CHORD, AXIAL STRESS ONLY .. BEARING AREA REQUIRED (SQ. IN) TC LATERAL SUPPORT<= 12"0C, UON. BC LATERAL SUPPORT<• 12"0C, UON. NOTE: 1X3 BRACING AT 24" 0. C. FOR ¥ ALL FLAT TOP CHORD AREAS NOT SHEATHED. --I .... 0 I lC Scale: 3/16' 4-10-08 12 5.oov C-4x6 -1.5x3.4 c-1in ~ 9(5) 9-06-00· 100# ,2x6/". BC CONC LL+DL= 100.0 LBS@ C-4x6 C-:7id 1. 9 (S) 27-08-00 13-03-08 12 ~5.00 9' JOINT 7 1.65 OF / 2.55 HF/ 2.43 SPF 7.5' JOINT 11 1.61 OF / 2.48 HF/ 2.36 SPF J JOB NAME: 4439-1 FF7 RANCHO CARRILLO (3 CAL WET ~red from computer input by Las Plumas Lumber and Truss Co. SAUL FILE NO.: FF7 DATE: 12/16/1998 DES. BY: (fe SEQ.: 53 7841 WARNINGS: 1. Rud al Gtneral NotH and Wamlng• before oonrtructlon of truss ... 2. BuAd• and «-Ctfon oontractor should b• advlced of aN Genwal Notn and Wamlng1 before oonstructfon oommenon. 3. 1 x3 oompruslon web bracing must be In staffed wh«• shown +. 4. Al lateral fore. rHlrtSng elemwitt such II temporary and p.,manant bracing, must be dHlgned and provided by dulgnw of complete structure. Computrus HIUfflff no retponsfbnlty for such bracing. 6. No load should be appff*CI to any compontnt until aft., an bracing and fastenan are complet•, and at no tlm• should any loads grutet thin dulgn loads b• appllltd to any component. 6. ComputnJ• hH no control ov• and 111umn no responstblnty for the fabrication, handling, shlpmtnt and klstaffatlon of components. 7. Thi• dHlgn Is furnished 1ubJect to th• nmttatlons on truss designs set forth by th• Truss Plate Institute ln"Bradng Wood Tn.iuu, HIB·91 ", • copy of which wJII be furnished by Computrut upon request. General Notes, unless otherwise noted: 1. Design to support loads·as shown. Design 2, Desi9n assumes the top and bottom chords to be laterally braced at 2'·0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non·corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Rrovided. a. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 · J~g~~VimMf ;~afc;f.;;i~i ~1::~!tt?!ff~euds~J. tZi ~f~:'s :9~101~~- conforms to UBC-97 An Ver: 1. 03a (1Ll CamguTrus Inc. MANL•FACTLIRING • ENGINEERING • COMPLITER S'rSTEMS ~.. 11111111] 111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #1 1-6 BOTTOM CHORDS: 2x·6 OF #2 1-4 WEBS: 2x 4 OF STUD 1-11 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. NOTE: 1X3 BRACING AT 24" 0.C. FOR* ALL FLAT TOP CHORD AREAS NOT SHEATHED. ..... , . ..... I· ,...._ 0 dl Scale: 1/4" 6-10-08 C-4x6 -1.5x3.4 C-5.5x7.7 JO~ NAME: LPR 4439-1 RANCHO CARRILLO FFB 5-06-00 C:-5x6 2X6 t 1111111111111111111111 IIIII IIIII 11111111 TRUSS SPAN 27'-B.00" LOAD DURATION INCREASE• 1.25 SPACED 24.0" 0.C. LOADING LL( 16.0)+DL( 14.0). ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSF* TOTAL LOAD• 40.0 PSFM *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. BC CONC LL+DL= 100.0 LBS@ 9' 7:5" + LATTERALLY BRACE TO ROOF DIAPHRAM. + 2X4 WEB BRACE ,REQUIRED. C-4x6 C-5x9.4 wotPI at Jg' 7·_s'i. ·27..:00-00 15-03-08 12 ~5.00 C-3x7.7 ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -509 B 1• 0 W 1--1008 W 7• T 2= -491 B 2= 695 W 2= 777 W 8= T 3• -819 B 3• 925 W· 3• -105 W 9• 'r 4= -886 B 4= 239 W 4= -439 W10= T 5• -92'6 W 5• 256 W11• T 6= 0 W 6= 28 LEFT• 1033 RIGHT• 1004 BEARING AREA REQUIRED (SQ. IN) JOINT 8 1.65 OF / JOINT 12 1.61 OF / MAX LL OEFL = -.021" MAX TL DEFL • -.049" MAX HORIZ. LL OEFL = MAX HORIZ. TL DEFL. • 2.5!:j,_ HF / 2.48 HF / @10 .L/240 = @10 L/180 • .007" .@12 .016" @12 !COND. 2: 5500. 00 LBS ·DRAG LOAD.! C-1x2.6 C-5x6 w/wedge rFC 2.43 SPF 2.36 SPF 1.354" 1.806" -158 -283 708 -979 -30 WARNINGS: 1. Rnd •H Gener.I Notes and W11mlng1 befor• construction of trusses. General Notes, unless otherwise noted: 1. Design to support loads as shown. Design ~onforms to UBC-97 An Ver: 1. 05 (1LJ (30) DATE: 1/27/1999 DES. BY: LJ SEQ.: 565323 2. Bulldltt' and erection contractor should b• advls.ct of aU General Notu and W~lngs befor• construction comm..,Cfl. 3. l comprnston web bradng mun be Install~ wher• shown +. 4. Al fat~I fore. resisting -'•ments such .. temporary and pffmanMt br.dng, must be designed and provfd.cl by design« of compltt• structure. CompU1ru1 assumH no responstblltty for such bradng. 6. No load should be applied to any component untH •ft• aU b,-clng and fasteners are complet•. and at no time should any loads great« than design loads be applled to any component, 6. CompU1ru1 has no control over and Hsumn no rHponstbllfty for th• fabrication. handling. shipment and lnltanatlon of components. 7. This design 1.s fum1shed subject to the Hmltatlons on tNss dHlgns set forth by the Truss A1te Institute ln'"B,.dng Wood Trusses, HIB,91". • copy of which wlll be furnished by Computrus upon requfft. 2. ~::,~S~~s~~~t!t t~~-~~ ~~g. ~~!~oe~ti~~Y~~s to be laterally braced at 3. 2x4,lmpact bridging or lateral bracing recommended where shown + + i: 6":!~l~t!~~u~~~if~!~~~~{:~~o~;i~~~d i~f :~eori~~~~r~t!Y:e c:~Jf ~~~~nt, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is i:i:rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix •c•, see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix "CN", the de~ignator (18) indicates 18 ga. material is used. All others are 20 ga. MANL1FACTllRINQ. ENGINEERING. COMPLITER SYSTEMS .. , >' 111111111111111 I 111111'1111111111 111111111111111 IIII 1111 LUMBER SPECIFICATIONS SIZE SPECIE GRAOE PANEL (S) TOP CHORDS: 2x 4 OF #2 1-4 BOTTOM CHOROS: 2x 4 OF #2 1, 2 WEBS: 2x 4 OF STUO 1-3 TC LATERAL SUPPORT <• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. 10-04-00 TRUSS SPAN 20'-8,00" LOAD DURATION INCREASE• 1.25 + SPACED 24.o"·o.c. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD = ,10 .0 PSFll TOTAL LOAD• 40.0 PSF!! H5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. 10-04-00 ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1• -1244 B 1• 1136 W 1--342 T 2.= -896 B 2= 1136 W 2= 399 T 3• -B96 'W 3• -342 T 4= -1244 LEFT= 723 RIGHT = 723 JOINT JOINT BEARING AREA REQUIRED (SO. IN) 1 1.16 OF/ 1.79 HF/ 1.70 SPF 5 1.16 OF/ 1.79 HF/ 1.70 SPF !CONO. 2: 1000.00 LBS DRAG LOAD,! 12 5.00V" 12 -.::::::::::]5.00 C-2.51(3.4 ~~. ??-~ ~.ii ¢ n fi" cb 20-0ff-OO Scale: 3/8" t,A fA'I B NAME: 4439-GA. GA1 This design prepared from computer input by LAS PLUMAS LUMe.E.B LARRY WARNINGS: General Note•, unless otherwise noted: 1. Rod •• G.neral Notn and Warnings b•f«-oonstructlon of tru11n. 2. BuRdw and witOtlon contractor should b• advised of al G«itral Notes and Warnings b•fore construction commances. 1. Design to support loads as shown. Design 2. Desi9n assumes the top and bottom chords to be laterally braced at conforms to UBC-97 An Ver: 1. 05 (1U -w FILE NO.: GA1 DATE: 2/15/1999 OES. BY: 1'J.J/' SEO.: 580357 3, 1 x3 comprHslon web bracing must b• In staled wh..-. shown + • 4. An later.I force , .. lstlng -'•m_,..t, tudl H temporary and pwmanfflt bracing. must b• dfflgn.cl and provided by d"lgner of complete structure. Computrus assumes no responslbUtty for such bracing. 6, No load should b• appUed to any componant untll aft., aN bradng and fasttn..-s are complete, and at no time should any toad• grHt..-than dfflgn loads b• appll!NI to any oompontnt. 8. Computru• hH no control over and assum .. no re•ponslbUhy for the fabrication, handling, shipment and lnstaNatlon of component•. 7. Thi• dfflgn I• fumlshftf subj.ct to the Amhatlons on truss designs Ht fonh by the Truss Plate lnsthute ln"Bradng Wood TNHff, HIB-91•, a copy of which win be fumlshed by Computn.11 upaf) requfft. 2'·0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown, Shim or wedge if necessary. 7. Design assumes adequate drainage is provided, 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate m inches. 10. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. l l • J~g<;,~rom~r i~alc~fe"Ji~i ~1:~~=t:::t!rf~e,;is~d. t~ff g{~fs ~~:tot~!. MANl•rACTl!RING, [NOtN££AINt1, G0Mr111rn fiYO,ffM<; "' '\,111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #2 1, 2, 4, 5 2x 4 MSR 2400F 3 BOTTOM CHORDS: 2x 4 DF #2 1-3 WEBS: TC UNIF LL ( TC UNIF LL ( TC UNIF LL ( BC UNIF LL ( I llllll 111111111111111111111111111111111 20-8-0 HIP SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE• 1.25 + LOADING 32.0) +DL ( 28.0)• 60.0 PLF 0' .O" TO 8' BO .0) +DL ( 70.0) = 150.0 PLF 8' .O" TO 12' 32,0) +DL ( 28.0)• 60. 0 PLF 12·' 8.0" TO 20' .0) +DL ( 25.0)• 25.0 PLF o· .0" TO 20' .o• VERT 8 .o• VERT 8.o· VERT 8.0" VERT ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -3436 B 1• 3128 W 1-35 T 2= -3367 8 2= 3158 W 2= 146 T 3• -3158 B 3• 3128 W 3• 0 T 4= -3367 W 4= 146 T 5• -3436 W 5-35 LEFT• 1648 RIGHT • 1648 2x 4 DF STUD ·1-5 BEARING AREA REQUIRED (SQ. IN) TC LATERAL SUPPORT<= 12"08, UON. BC LATERAL SUPPORT<• 12"DC, UON. NOTE: 1X3 BRACING AT 24" 0. C. FOR ~ ALL FLAT TOP' CHORD AREAS NOT SHEATHED~ 12 5.00V 8;_00-00 C-L5x3.4 TC CONC LL( TC CONC LL ( C-4x9.4 298. 7) +DI,.,( 261.3)• 298. 7) +DL ( 261.3)= 4-08-00 560.0 LBS!:! 8' .o· 56\).0 LBS!:! 12' 0.0· 8-00-00 C-5.5x7.7 JOINT JOINT 12 . ---::::::::J5.00 1 6 2.6.4 OF/ 2.64 OF/ *1=-~ ~-I~ ~1* o -· n i;" o C-2.5x4.3 C-3x~.4 4.07 HF/ 3.88 SPF 4.07 HF/ 3.88 SPF 20-08-00 c;ci? z_ Scale: 3/8" JOB NAME: 4439-1 GG1.2 RANCHO CARRILL0--13 L WET FILE NO.: GG1 DATE: 12/16/1998 DES. BY: Lft> SEQ.: 537843 WARNINGS: 1. RNd •• General Not" and Wamlnga before oonst:Nctlon of tn.tt, ... 2. Buffd« and ~Ion contractor should be advfsad of al General Nota and Warnings before construatlon oommenou. 3. 1 x3 oomprttslon web bracing must be lnttaled where shown + • 4. Aft lat«1I force rnlstlng .eemwits such as t-.nporary and permanent bracing, must be dulgned and provided by dnlgner of compl~• structure. Computrus assumes no retponslbhlty for such bradng. 6, No load should be appffed to any camponent untD aft« aU bradng and fasten«. are complete, and at no time should any load, grut« than dulgn load• be appffed to any component. 6. Computn1, has no control ovw and auumn no re1pon1lblllty for the fabrf011tlon, handttng. shfpment and lnrtaftatlon of components. 7. Thi• dalgn 11 furnished subj.ct to thenmttatfon, on tru11 design• set forth by the Truts Plate lnttltute ln·Braclng Wood Truss", Hl8·91 .. , • copy of which wRI be furnished by Computru, upon request. his design prepared from computer input by Las Plumas Lumber and Truss Co. SAUL General Notes. unless otherwise noted: 1. Design to support loads as shown. Oes ign 2. Desi9n assumes the tOR and bottom chords to be laterally braced at 2'-0 o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary, 7. Design assumes adequate drainage is ~rovided, 8, Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9, Digits indicate size of plate In inches, 1 O. For basic design values of the Computrus Plate, indicated by the prefix 11. ~~;, ~~:;.,\i;\·~;' N~/ie~~i~ Plate is Indicated by the prefix "CN", the designator ( 18) indicates 18 ga. material is used. All others are 20 ga. conforms to UBC-97 AnVer: 1 .03a (1L) MANllfACTURING , ENGINEERING • COMPllTER SYSTEMS ': 1111111H111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (SJ TOP CHORDS: 2x 4 OF #2 1-4 BOTTOM CHORDS: 2x 4 OF #2 1-3 WEBS: 2x 4 OF STUD 1-4 TC LATERAL SUPPORT <• 12"0C, UON. BC LATERAL SUPPORT <• 12"0C, UON. 11-06-00 I llllll lllll lllll lllll 111111111111111111 TRUSS SPAN 23'-.oo· LOAD DURATION INCREASE • 1. 25 + SPACED 24.0" 0.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD = £0. 0 PSF11 TOTAL LOAD• 40.0 PSFll 115 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. 11-06-00 ANSI/lPI SINGLE MEMBER FORCES 4WRGD T 1• -1439 B 1• 1316 W 1• -293 T 2= -1242 B 2= 911 W 2= 394 T 3• -1242 B 3• 1316 W 3• 394 T 4= -1439 W 4= -293 LEFT= 805 RIGHT= 805 BEARING AREA REQUIRED (SQ. IN) JOINT 1 1.29 OF / 1.99 HF / 1.89 SPF JOINT 5 1.29 OF / 1.99 HF / 1.89 SPF 12 5.0017' 12 ~5.00 .... c:, ..M-r;: c;;=>J<:- 0 FILE NO.: HH DATE: 12/16/1998 DES. BY: L'6 SEQ.: 537844 C-L5x3.4 C-2.5x4.3 WARNINGS: 1. R•d al oen....r Notff and Waffling• b•fo,-oonsttuct(on of tNIHt. 2. Buadw and wactlon oontnctor thoufd b• advised of al o.,q Notes and Warnings befor. oonstruotlon oommtnOH. 3. 1 ,c3 comp,..,lon w.a, bnidng must be lnl'Calfltd whw• shown +. 4. AN lateral fore. ,..1,11ng el•m..,11 tuoh H temporary and perm1nant bracing. must be dulgned and provided by dfflgnw of oomplet• structure. Computrus assumes no ruponslblltty for sud\ bradng. 5. No load should b• appNed to any compontnt untll after an bnidng and fastenws are compl.-te, and at no time should any load• gruter than design loads be •PPlled to any oomponwit. 8. Computru• hu no control ov« and assumH no rffponslbUfty for th• fabrication, handUng, shipment and klstaHatlon of oomponwit,. 7. Thi• dnlgn 11 fumlshlld subject to th• lmh1tlon• on truu d .. lgns tet forth by th• TNn Plat• Institute fn"Bradng Wood Tn.inu, HtB-s1•, 1 copy of which win b• furnished by Computrus upon request. C-2.5x4.3 23-00-00 This desi reo·ared from computer General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Design assumes the top and bottom chords to be laterally braced at 2'-0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be locatea on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix 11, ~<i;~ ~~~~~it;'N:i'§e~~~~Plate is indicated by the prefix "CN", the designator ( 18) indicates 18 ga. material is used. All others are 20 ga, - //1-(~ -J as Plumas Lumber and Truss Co. SAU conforms to UBC-97 An Ver: 1. 03a (1Ll MANLIFACTVRING • ENGINEERING , COMPUTER SYSTEMS ), \\ ~,., 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #2 1-6 BOTTOM CHORDS: 2x 4 OF #1 1.-3 WEBS: 2x 4 OF STUD 1-6 TC UNIF LL ( · TC UNIF LL ( TC UNIF LL ( BC UNIF LL ( I llllll lllll 1111111111111111111111111111 23-0-0 HIP SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE• 1.25 + LOADING 32,0) +DL ( 28.0)• 60.0 PLF o· .O" TO 8' 80 .OJ +DL ( 70.0)= 150.0 PLF 8' .O" TO 15' 32,0) +DL ( 28 .. 0) • 60.0 PLF 15' .O" TO 23' .0) +DL ( 25.0)• 25,0 PLF o· .O" TO 23' .O" VERT .O' VERT ,0" VERT .O" VERT ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1• -3929 B 1• 3576 W 1• B3 T 2z -3890 B 2= 3979 W 2a 414 T 3• -3649 B 3• 3576 W 3• -422 T 4= .,-3649 W 4= -422 T 5• -3890 W 5• 414 T 6= -3929 W 6= B3 LEFT• 1B53 RIGHT • 1853 BEARING AREA AEOUIRED (SO. IN) TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. TC CONC LL ( TC CONC LL ( 298. 7) +DL ( 298. 7) +DL ( 261.3) • 261.3) = 560.0 LBS~ 8' 560.0 LBS@ 15' .o· .o· JOINT 1 2.96 OF/ 4.57 HF/ 4.36 SPF NOTE: 1X3 BRACING AT 24" 0. C. FOR ,l, ALL.FLAT TOP CHORD AREAS NOJ SHEATHED~ .12 5.00P- 8-00-00 C-4x9.4 7-00-00 C-4x9 .4 c.:2.5x4.3 JOINT 7 8-.00-00 2.96 OF/ 12 ~5.00 4,57 HF/ 4.36 SPF ---~ ~~/ ~ ~ ~~ o ,, · n 1;11 o Scale: 3/B" JOB NAME: 4439-1 HH1. 2 FILE NO.: HH1 DATE: 12/16/199B DES. BY: {fi SEO.: 53 7845 ANCHO CARRILLO (3 CAL WET WARNINGS: 1. RHd all aen.-.1 Not" and Warnings before oonstNctlon of tNtHs, 2. BuUder and •ectlon oontraator should be advised of all Gen.,.. Not" and Warnings before oonrtNctlon oommenCfl, 3. 1x3 compreHlon web bradng must be Installed whwe ,hown +. 4. AH lateral force reslttlng element• tuch H temporary and permanent bracing, must be d"lgned and provided by dHlgnw of compl.-t• structure, Computru• auumfl no rnponslbRlty for such bracing. 6. No load should b• appQed to any component untA after an bracing and fastwaen are complete, and at no time should any load• grQter than dulgn loads be appUed to any component. 8, Computn,1 hat no control ovw and HtUmff no ruponslbDlty for the fabrication, handlfng, shlpm-,t and lnstalatlon of componants. 7. This dfllgn Is fumlshed tubJ*Ct to the •m1t•tlon• on truss dHlgnt set forth by the TruH Pf•t• lnstftut• 1n·Bndng Wood Trustff, HIB·&1•, • copy of which whl be furnished by Computru, upon request. C-2.5x7.7 23-00-00 This desiQCT !ti!ared from co General Notes, unless otherwise noted: 1. Design to support loads as shown. Oes i gn 2, Desi9n assumes the to11 and bottom chords to be laterally braced at 2'·0 o.c. and at 12'·0" o.c. respectively. 3, 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition• of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P-rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the Computrus Plate, indicated by the prefix "C", see l,C.B.O. R.R. 4211. 1 1• J~iig~~To~~~f 1~afc~fe~1,i ~1:~~=tt1!rr~eu~~d. ~fl g1~~;; :9!4;·ot~~- JIJ/jt umas_Lumber and Truss Co SAU conforms to UBC-97 An Ver: 1. 03a ( 1L) MANLIFACTl1RING • ENGINEERING , COMPltlER SYSlEMS :,:. ·1 ) 111111111111111 I LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (SJ TOP CHORDS: ,2X 6 OF ss '1-5 BOTTOM CHORDS: 2x B OF ss 1-5 WEBS: 2x 4 OF ss 1-7 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. OFF PANEL SPLICE NOTE: Otf panel point splices are located at 1/5 the panel length+/-6" at either end of the panel indicated, except end panels. I 11111111111111111111111111 1111111111111 23-0-0 GIRDER TRUSS SUPPORTING 27-8-0 LOAD DURATION INCREASE• 1.25 + TC UNIF LL ( BC UNIF LL ( 32.0) +OL ( 179,. 7) +DL ( LOADING 28.0),• 253.8)= 60.0 PlF 433.5 PLF O' O' BC CONC LL+DL• 5432.0 LBS@ 17' .O" TD 23' .O" VERT .o· TO 23' .o· VERT 5 .5• Load_s as given. ( 2) complete trusses required. mJoin together with 16d ·Common nails staggered at 12" oc throughou~ top ·chords. 7" oc thr,oughout bottom chords, 12" oc throughout webs. No·te: Stagger splices on adjacent members. ANSI/TPI 2 MEMBER FORCES 4WRGD T 1• -13910 B 1• 12842 W 1-112 T 2= -13852 B 2= 11714 W 2= 2688 T' 3• -10810 8 3• 17338 W 3• -2460 T 4= -10738 B 4= 17338 W 4= 7882 T 5• -21938 8 5• 20250 W 5• -8398 W 6= 1292 W 7-7468 LEFT n 6944 RIGHT= 9838 BEARING AREA REQUIRED (SQ, IN) JOINT 1 11.11 OF / 17 .15 HF / 16.34 SPF JOINT 6 15.74 OF/ 24.29 HF/ 23.15 SPF COND. 2: 4150.00 ·LBS DRAG LOAD. + Laterally brace to roof diaphram. Note: Truss rtot symmetrical. Orientation .as shown. + 2x4 web brace ·requir,ed. It'.,' JO ..... C> ~t I C> ), FILE NO.: HH4 DATE: 2/15/1999 DES. BY:# SEQ.: 580358 11-06-00 , 12 5 • 0 0 V' /--? ·<'- C-5.5x9.4 5 5' '& 1'1-06-00 12 ~5.00 ..... C> ~ 61 o"· C-7x7.7 I CN-7x11.9(S) ·• c-3x7.7 I I C> 4 •. 0" TYP '(UON')1-•. • C-12x14.5 • 11:-s::.a 23-0Q-00- WARNINGS: 1. Rud aR Gtnera1 Notes and Wamlngs before oonstNctlon of tn,un. 2. BuUdtr and «action contractor should b• advised of al Gtn1ral Notu aind Wamlng, b•fore construction commfH"IOH. 3. ~mpre11fon wftl bracing mutt be lnttaned whtr• shown + • 4. AA lat«al for~ resisting Rlements ,ucti H temponiry and permanent bradng. must be designed and provided by detlgn« of compl.-t• structure. Computrus Hsumes no responslblttty for such b,-clng. 6. No load should be applied to any component untA after atl bradng and fastfflffS ar• complet•. and at no 11m• should any loads grNtff than dnlgn loads b• appfled to any component. 6. Computrus hH no control ov« and assumes no '"ponslblllty for the fabrication, handling, shlpmfflt and fnstalatlon of compon..,ts. 7. This d"lgn Is furnished subj.ct to 1h• Rmftatlons on trun dulgn• Ht forth by th• Truss Plat• Institute tn*Braclng Wood TrussN, HIB-91", a copy of which wffl be furnished by Computrus upon request. r.-AY7.7 _ ~ 54-3 211 ), !Wedge requir_ed at heel (s) I This desLCrn repared_ f~~!.er input b General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desi9n assumes the top and bottom chords to be laterally braced at 2'·0 o.c, and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non·corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center conforms to UBC-97 LARRY AnVer: 1.05 (1Ll -W lines coincide with Joint center lines. 9. Digits indicate size of plate in inches. MANl.ffACTlll'UNQ. ENGINEERING. COMJ>l•TER c;y~TEMC:. 1 O. For basic design values of the Computrus Plate, indicated by the prefix 11. ~~;-~~:;,~~ir~s0N~ie~~~~ Plate is indicated by the prefix "CN", the designator (18) indicates 18 ga, material is used. All others are 20 ga. r,~ ) !',', ·) .. -. 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 DF #2 1-4 BOTTOM CHORDS: 2x 4 OF #2 1-3 WEBS: 2x 4 OF STUD 1-7 TC LATERAL SUPPORT<• 12"0C, UON. I llllll lllll 1111111111111111111111111111 TRUSS SPAN 21'-5.50" LOAD DURATION INCREASE • 1. 25 + SPACED 24.0" O.C. LOADING LL( 16.0)+0L( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI T 1• T, 2" T 3• T 4= L.EFT = SINGLE MEMBER FORCES 4WRGD 0 B 1• 337 W 1--52 -543 8 2= 615 W 2= -768 -923 8 3• 1014 W 3• 281 0 W 4= -189 W 5-391 W 6= -276 W 7• -1140 749 RIGHT = 754 BC LATERAL SUPPORT<= 12"0C, UDN. BEARING AREA REQUIRED (SQ. IN) 8,-05-04 12 5 . 00 v' 13-00-04 12 . ~5.00 JOINT JOINT ...,. 6 1.20 OF / 1.85 HF / 1. 76 SPF 5 1.21 DF /, 1.86 HF / 1. 77 SPF ( t$1'. w w J:;11$ 1/4" 4439-1 I FILE NO.: I DATE: 12/16/1998 DES. BY: {.Jb SEQ.: 537846 -2.5x4.3 C-2.5x4.3 21-05-08 Q__t3 CAL WET WARNINGS: 1. Read •I Gen..S Not" and WamlnQ• before oonstruotlon of tn.inff. z. Bulder and weodon contractor 1hould be advised of aN 0.-iwaf Notff and Warnings before oonstructlon oommenoet. . 3. 1 x3 comprfftlon wtb bracing must be JnstalfR where shown + • 4. Al lat.al force resisting elements suet. as temporary and permanent bradng, must be d .. lgn.cl and provldad by dfflgnw of oomplet• struoture. Computrus as,umff no rffpon,tblRty for tuch bracing. 6. No load should be app .. d to any component untl after all bracing and h:sten...., are oomplilte, and at no time should any loads grut« than dnlgn loads be appUR to any compon1nt. 6. Computrut hH no oontrol over and a1tumn no rnpontlblRty for the f1brfoatlon, handtlng, ,hlpment and lnrtaftatlon of oomponent,. 7. Thi• detlgn It furnished tubJtot to the lmlt•tlon1 on truH d .. tgn, Ht forth by the Ttuts Plate Institute 1n•araclng Wood Trut1n, HB-91•, • oopy of which wll be fumlshM by Computrus upon NqUfft. C) This design prepared from computer input by La~ Plumas Lumber and General _Notes, unless otherwise noted: -~-1. Des,gntosupportloadsasshown. Design conforms to UBC-97 AnVer: 1.03a (iL) 2. ~~~9~~~·~~e!/~~,!~ ~~~-~g!~~~ti~i:,y;~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use, 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center lir)e~ c9in9ide wjth joint cen.te~ lines. I MA.NLIFACTURlNG. ENGINEERING • COMPLCTER SYSTEMS 9. D1g1ts md1cate size of plate m inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 · J~~g';.~'rt.'lY~f i~~1c~f.;~i~i ~1:~~!t~1!frJ·u~~J. tt gf~:'s :9!1tot~. "l j:)' ~ 111111111111111 LUMBER_ SPECIFICATIONS SIZE SPECIE GRAOE PANEL (SJ TOP CHORDS: 2x 4 OF #2 1-5 BOTTOM CHORDS: 2x 4 OF #2 1-4 WEBS: 2X 4 OF STUD 1-9 I llllll lllll 111111111111111 1111111111111 21-5-8 STUB HIP SETBACK 8-0-0 FROM END WALL LOAO DURATION INCREASE,• -1.25 + LOADING TC UNIF LL ( 32.0J +DL ( 28.0J • 60.0 PLF o· .O" TO 2' TC UNIF LL ( BO.OJ +DL ( 70.0J= 150.0 PLF 2' 4,5" TO 14' TC UNIF LL ( 32.0J +DL ( 28.0J• 60.0 PLF 14' 6.0" TO 21' BC UNIF LL ( .OJ +DL ( 25.0J • 25.0 PLF o· .O" TO 21' T 1• T 2= T 3• T 4= 4.5" VERT T 5• 6.0" VERT 5.5" VERT 5.5" VERT ANSI/TPI 2 MEMBER FORCES 4WRGD -1390 B 1• 0 W 1• -2220 W 6• -260 -1318 B 2= 3324 W 2= 2160 W 7= 16 -3090 B 3• 3324 W 3• -648 w 0-536 -3294 8 4= 2622 W 4= -2222 W 9= -3076 0 W 5• 160 LEFT• 2246 RIGHT ,1 1790 BEARING AREA RE-OU IRED (SO. IN) TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<• 12"0C, UON. TC CONC LL ( TC CONC LL ( 298. 7J +DL ( 298. 7J +OL ( 261.3J • 261.3) • 560.0 LBS@ 2' 566.0 LBS I!! 14' 4.5" 5.o· JOINT 7 3.59 DF / 5.55 HF/ 5.2B SPF NOTE: 1X3 BRACING AT 24" 0. C. FOR 4 ALL FLAT TOP 'CHORD AREAS NOT SHEATHED;\_ ,.,, C) I co C) I N 2..:04-00. 12 5.00~ C-4x6 C-4i4.3 ( 2 ) comp·lete trusses required. mJoin together with 16d Common nails 12· oc throughout top chords, 12i oc throughout bottom chords, 12-• oc throughout web_s. -__ --_ 12-01-08 _ _ 2x4 verticail..;af 48" with C-l.5x2.6 typ. 0 .-c. ~ C-3x7.7 st<!ggered at ~ JOINT 6 2.B6 DF / ¥ip /12 and on single member a~ shown (24" o.c.). 6-fi-08 C-4x6 12 ~5.00 4.42 HF/ 4.21 SPF :q- liL~~::::::_ __ ____:------,-~1@1------,----==-~==========~ Ji C-1.5x3 .4 C-2.5x7.7 21'-05-08 :f Jo/ J, computer input J!S Plumas Lumber and Truss____C_ WARNINGS; General Notes, unless otherwise noted: I~ ... ,; SAU 1. RNd •• Gtnwal Not• and Warnings before oonstruotlon of tRIHff. 2. Bulfd• and .-.otlon pontnotor should be advised of aN Gtneral Notn and Wamlngs before const:Nctlon oommtnOH. 1. Design to support loads as shown. Design 2. Desisn assumes the top and bottom chords to be laterally braced at conforms to UBC-97 An Ver: 1. 03a (1L) FILE NO.: I1 DATE: 12/16/1998 DES. BY: ufb SEO.: 53 784 7 3. 1x3 compruslon wlb bradng must be Installed wh..-. shown +. 4. AU lateral tore. resisting elements such H temporary and pfflllanent bntdng. must b• designed and provldHI by dfflgn• of oompl.te structure, Computru1 a11um" no rffpon,tbllfty for such bracing. &. No load 1hould be appNed to any oompontnt untM after aN bracing and fasten.rs ar• complete, and at no time should any load, grNtlr than dnlgn loads b• applfed to any component. 8, Computru, has no control ov• and aHumn no rapon111Jlflty for th• fabrication, hancfflng. shipment and lnltaUatlon of oomponents. 7. This design Is fumtthed 1ubJect to the Rmtt:atlons on tru11 dulgns Ht forth by the Truss Plate l'lstltut• lr,.'Braclng Wood Trunff, HIB.Q1 '", a oopy of which wnl be fuml•hed by ComputNt upon requut. 2'-0 o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing req_uired where shown + + 4. Installation-of truss 1s the responsibihtY of the respective contractor. 5. Design assumes trusses are to be used in a norrcorrosive environment, and are for "dry condition" of use. 6. Design asaumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is 11rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 0. For basic design values of the Computrus Plate, indicated by the prefix 11. r~:· ~;~~~t~-;>N~t'§e!ii~ Plate is indicated b the prefix "CN", the designator (181 indicates 18 ga. material is used. All others are 20 ga. MANL•FACTURING , ENGINEERING • COMPVTER SYSTEMS I( 111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #2 1, 2 BOTTOM CHORDS: 2x 4 OF #2 1, 2 WEBS: 2x 4 OF STUD TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. Mlllll 1111111111 111111111111111 IIII IIII TRVSS SPAN 10'-.oo· LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSF* TOTAL LOAD• 40.0 PSF* *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI T 1• SINGLE MEMBER FORCES -427 B 1• 389 W 1• T 2= LEFT JOINT JOINT -427 B 2= 389 350 RIGHT BEARING AREA REQUIRED (SQ. 1 ,56 OF/ .86 HF/ 3 .56 OF/ .86 HF/ 4WRGO 50 350 IN) .82 SPF .82 SPF 5-00-00 5-00-'00 12 5.oov 12 ""CJ5.00 !J=F ,,0:1, ~1i C-2.5x4.3 Scale: 1/2" JOB NAME: 4439-IX1-IX3 FILE NO.: IX1 DATE: 2/15/1999 DES. BY:-$ SEQ.: 580359 ,C-1.5xt4 10-00-00 WARNINGS: 1. RNd aN a..,n Notff and Wamlngt befor• construc11on of 1ru11es. 2. Buflder and «.ctlon contractor should b• advised of aN General Notn and Wamlng, before construction comm*'tcn. 3. 1 x3 comprnslon web bracing mu1t b• Installed wh.,. shown + • 4. Ah latitral fotc4> rHls11ng .rem..-at1 sud, as t•mporary and ptm1an11nt bracing. must b• dulgned •nd provided by dnlgner of compfet• t1ructur•. ComputnH assumn no rupon1Jblllty for tuch bradng, 6. No load should be appl1ed to any compon.nt untH aft• aH bracing and fasten«. are complete. and at no tlm• should any loads gruter than design loads be applied to any component. 6. Computru• hH no control ov« and aHumn no retpons:lbllhy for th• fabrfc.tlon, handling, shipment and lnstaffatlon of component•. 7. Thi• design Is furnished subject to the llmltatlons on truss designs Ht forth by the Truss Plate lnstltut• ln"'Bracfng Wood TrussH, HIB-91"', • copy of whld-i wlll be furnished by Computrus: upon requut. C-2.5x4.3 ~,t/, tzK3 This 'design prepared from computer inp~uJ__!:! AS PLUMAS LUMBER ARRY General Notes, unless otherwise noted: 1. Des!gn to support loads as shown. Design conforms to UBC-97 AnVer: 1.05 (1Ll -W 2. ~~;s~.~~";'~e!t tW'lf-~~g. ~~!io.'~'ti~~f:~• to be laterally braced at 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non-corrosive environment, and are for "'dry condition .. of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. I MANLIFACR'RINO, ENGINEERING, COMPLITER F;Y$1EMC. 9. Digits indicate size of plate in inches. 1 0. For basic design values of the Computrus Plate, indicated by the prefix 11 . ~~· ~~~~~ir~s0N~/§e:~~~ Plate is indicated b the prefix ·cw, the designator 1181 indicates 18 ga. material is used, All others are 20 ga. t «. -1'11111 ii ill 1111 LUMBER SPECIFICATIONS SI;?:E SPECIE GRACE PANEL (S) TOP CHORDS: 2X 4 DF #2 1-4 BOTTOM CHORDS: 2x 4 OF #2 1-3 WEBS: I llllll 111111111111111 1111111111 11111111 TRUSS SPAN 20'-8.00' LOAQ DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING ANSI/TPI T 1• T 2= T 3• T 4= LEFT= SINGLE MEMBER FORCES 4WRGD -1283 8 1• 1172 W 1• -260 -1109 8 2= 814 W 2= 351 -f109 8 3• 1172 W 3-351 -1283 W 4= -260 723 RIGHT= 723 2x 4 DF STUD 1-4 LL( 16.0)+0L( 14.0) ON TOP CHORD• 30.0 PSF DL ON BOTTOM CHORD·= 10.0 PSFM TOTAL LOAD• 40.0 PSFM M5 PSF REDUCTION TAKEN ON BEARING AREA REQUIRED (SO. IN) BOTTOM CHORD, AXIAL ST~ESS ONLY. JOINT 1 1. 16 OF / 1. 79 HF / 1. 70 SPF TC. LATERAL SUPPORT <• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. 1'2 5:oop 10-04-'-00 10-04,.00 12 ~5.00 JOINT 5 1.16 OF / 1. 79 HF / 1. 70 SPF it~ ft,W. ~:J'.i d, n ~~· d, 20-08-00 Scale: 3/8" JOB NAME: 4439-18 JJ RANCHO CARRILLO (3 CAL WET FILE NO.: JJ DATE: 12/16/1998 DES. BY: JN7 SEO.: 53 7871 WARNINGS: 1, Read aft Gtnenl Notff and Warning• b•foN oonstructlon of tn.11111. 2. &under and wectlon oont111ctor should b• advf1itd of •ti a..,.,., Notff and Wamlng, befoN oonstNatlon ootnmenOff, 3, 1 x3 comprHtlon wtb bncfng must be lnstaRed where shown +, 4. Afl laten,I force Ntlsttng el•mMtt such at temporary and perman..-it bradng, must be deslgn"9 and provided by dfllgn• of complete structure. Computru• assumes no ruponslbUfty for such bracing. 6, No load should be appRed to any componfflt untR after an bradng and fastfflan are complete, and at no time should any loads grHtff than dfflgn loads b• appDed to any oomponMt. 8, Computru• h•• no control over and HIUfflfl no respontlbUlty for th• fabrf~tlon, hancfflng, shipment and lnstanatlon of compon.nt,. 7. This dnlgn Is fuml1hed subject to th• Nmftatlons on tnr11 designs ,et forth by th• TruH Plat• Institute 1n·aradng Wood Trusses, HIB-91 .. , • copy of which wAI be furnished by Computn,1 upon requff1, C-2.5x4.3 ~ This design prepared from computer input by Las Plumas Lumber and Truss Co. SAUL Genernl Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desi9n assumes the to~ and bottom chords to be laterally braced at 2'-0 o.c. and at 12'-0" o.c, respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4, Installation of truss ts the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 ' J~:igC;,°a~W~f i~lc~f;~i~'li ~!'."cr::t~r1!fT!eis~d.1Zii g:~~~s ·.~~iJ~"a. conforms to UBC-97 AnVer: 1.03a (1LJ CamQLIJ~s~ In~ MANllfACTLIRING, ENGINEERING. COMPL•TER SYSTEM5 ;,. ~ ~ 'llllll 111111111 LUMBER SPECIFICATIONS SIZE S_PECIE GRADE PANEL (S) TOP CHORDS: 2X 4 OF #2 1, 2 BOTTOM CHORdS: 2x 4 OF #2 1-3 WEBS: 2x 4 OF STUD 1-6 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT<= 12"0C, UON. I 1111111111111111 111111111111111 IIII IIII TRUSS SPAN 10'-4.oo· LOAD DURAHON INCREASE • 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD• 30.0 -PSF DL ON BOTTOM CHORD= 10.0 PSFK TOTAL LOAD• 40.0 PSFK K5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI T 1• T. 2= LEFT • SINGLE MEMBER -187 B 1• FORCES 0 W 1- 206 W 2= -1B7 B 2= B 3• 0 W 3• W 4= W 5• W 6= 362 RIGHT • 4WRGD -344 209 -B9 -B9 209 -344 362 BEARING AREA REOUIRED (SO. IN) JOINT JOINT 4 .58 OF/ .89 HF/ .85 SPF 7 .58 OF/ .89 HF/ .85 SPF 5-02-00 5-02.,..00 -q--I· u:, o,, I '!=',I Scale: 3/8" JOB NAME: 4439-JJ FILE NO.: JJ1 DATE: 2/15/1999 DES. BY:-# SEO.: 580360 12 5.00 c:::::7 ;C-1.5x3.4 C-2.5x4.3 10-04-00 WARNINGS: C-2.5x4.3 12 ~5.00. 1. RNd al Genenl Notff and Warnings before oonstructlon of truHn. 2. BuRdtf and «ffllon contr1etor should b• advlted of aa General Notu and Wamlng• b•for• construction comm.,,cu. 3, 1 x3 compruslon w.t. bnidng must be lnstafled wh.,. shown +. ,. AN lateral force resisting elements such H temporary and permanent bracing. must be dulgned and provld-«f by deslgnw of complete structure. Computrus assumes no f'ffponslblltty for such bnidng. 6, No load should b• applied to any compon-,.t untll after an bracing and fasteners are complete, and at no time should any load, g,Mt..-than design load, be appRIKI to any component. 6. Computru• has no control over and assumn no respon,lblUty for the fabrication, handling, 1hJpmitnt and lnstatlatlon of componM11. 7. Thi, dnlgn t, fumlshfll subject to th• ffmttatlon• on truu dfffgns set forth by the Truss Plate lnsthut• hl"Bracfng Wood Tnann,. HIB-91". • copy of which wm be furnished by Computna, upon request. -q---I u:, c::, ,,, I' ru ... l JJI This design prepared from computer input by LAS PLUMAS LUMBER (LARRY General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desisn assumes the to11 and bottom chords to be laterally braced at 2'·0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibihty of the respective contractor. 5. Design assumes trusses are to be used in a non~corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is p:rovided. 8. Plates shall be locatect on both faces of truss, and placed so their center lines coincide with joint center lines. 9, Digits indicate size of plate in inches. 10, For basic design values of the Computrus Plate, indicated by the prefix ·c·, see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix "CN", the designator 11 BJ indicates 18 ga. material is used. All others are 20 ga. conforms to UBC-97 AnVer: 1.05(1L)-W MA.NllFACfllRING • ENGINEERING COMPl'TErt SYSTEMS f .... "' ,'- }·, '., ,,, t ' -~ . ~ r 11111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRAOE PANEL (S) TOP CHORDS: 2x 4 OF #2 1-4 BOTTOM CHORDS: 2x 6 OF ss 1, 3 2x 6 OF #1 2 " 11111111111111111 IIIII IIIII IIIII IIII IIII TRUSS SPAN 20,' -B. 00" LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOAOING ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1• -2146 B 1• 1971 W 1• -267 T 2= -1975 B 2= 1372 W 2= 767 T 3• -1975 8 3• 1971 W 3• 767 T 4= -214!5 W 4= -267 LEFT= 1248 RIGHT= 1248 WEBS: LL( 16.0)+DL( 14.0) ON TOP CHORD• 30,0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSFM *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. BEARING AREA REQUIRED (SO. IN) 2x 4 OF STUQ. 1-4 .. JOINT 1 2.00 OF/ 3.08 HF/ 2.94 SPF JOINT 5 2. 00 Of, / 3.08 HF/ 2.94 SPF TC, LATERAL SUPPORT<= 12"0C, UON. BC, LATERAL SUPPORT,<• 12"0C, UON. BC CONC LL+DL= BC CONC LL+DL,• 525.0 LBS @ 4' 525.0 -LBS@ 16' 6.8" 1.3," OFF PANEL SPLICE NOTE; Off panel point splices are located at' ,1/5 the panel length +/--6" at either end of the panel .indicated, except end panels. 10-04-00 10-04..,00 .... 0 ~t= I 0 Scale: 1/4" k 12 5.00 ~ 52'511.'@· I 4'-06-12 t 20-08-00 JOB NAME: 4439-18 JJ2 RANCHO CARRILLO 3 CA \'IET FILE NO.: JJ2 DATE: 12/16/1998 DES. BY: JN7 SEQ.: 53 7875 WARNINGS: 1. Read alt Gtir1eral Notn and Wamlng1 b•fore construction of tru11u. 2. BuRdw and traction contnictor thoufd b• advised of an Genen,I Not..-and Warnings before construction commWICff, 3. 1x3 compruslon w-.b br.clng must be ln.-taned wh.,• shown +. 4. AH lat.ral fore. rHlstlng el•ment• such H temporary and permanwit bracing, must be dulgned and provfd.-d by dnlgnet of complete structure. Computrus auum" no rHponslblUty for such bracing. 6. No load should b• appnM to any component untH •ft• an bracing and fastenen: are compl.te, and at no tlm• should any loads grqter than design loads be applted to any component. 8. Computrus hu no control over and auumu no fffponslblltty for th• fabrication, handllng, shlpm.nt and lntt:aRatlon of components, 7. Thi, dHlgn ft fumlth.cl subJect to the QmhatloN on tNH designs Ht forth by the Truu Plat• lnstltut• 1n·sniclng Wood Truun, HtB-91•, a copy of which wlR b• fumlthed by Computrus upon r~fft. 12, ~5.,00 C-3x6 I 525/I .@ t16-01'..::0·4·1 ), This desiqlJ ,.., 0 -~ I 0 !Wedge reQu ired at heel (s) I ~~-z.. repared from computer input by Las Plumas Lumber and Truss Co _S_AUJ,, General Notes, unless otherwise noted: 1. Des!gntosupportloadsasshown. Design conforms to UBC-97 AnVer: 1.03a (ill 2, ~~~~~-~~~.\'Je!t t~~·~'lf. ~~~-~~!;,"e~ti~~f:~s to be laterally braced at 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non .. corrosive environment, and are for "dry condition· iif use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P:rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. • MANLIFACTt,IRING. ENGINEER1"1G, COMPLITER SYSTEMS 9. Digits indicate size of plate in inches. 1 o. For basic design values of the Computrus Plate, indicated by the prefix 11, ~~:· ~~~~~i:t·,?NMie~t;~~ Plate is indicated by the prefix ·cw, the designator (18) indicates 18 ga. material is used, All others are 20 ga. ''1 • ~ ·m111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2X 4 OF #2 1, 2 BOTTOM CHORDS: 2X 4 DF #2 1-3 WEBS: 2x 4 DF STUD 1-6 TC LATERAL SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT <= .12"oc, UON. 5-08-08 I llllll lllll 111111111111111 1111111111111 TRUSS SPAN 11'-5.00" LOAD DURATION INCREASE• 1.25 + SPACED 24.0" O.C. LOADING LL ( 16.0) +DL ( 14·.o) ON 'TOP CHORD • 30.0 PSF DL ON BOTTOM CHORD= 10.0 PSFM TOTAL LOAD• 40.0 PSF* M5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. 5,-08-08 ANSI/TPI T 1• T 2= LEFT• SINGLE MEMBER -182 8 1• 0 -182 8 2= 244 8 3• 0 FORCES W 1• W 2= W 3• W 4= W 5• W 6= 400 RIGHT • 4WRGO -387 223 -126 -126 223 -387 400 BEARING AREA REGUIREO (SG. IN) JOINT JOINT 4 .64 OF/ .99 HF/ .94 SPF 7 .64 OF/ .99 HF/ .94 SPF . 12 5.00'c::,:::::""" 12 ~5.00 8 I CT) c:, cli Scale: 3/8" 11-05-00 C-2.5x4.3 C-1.5x3.4 CT) c:, I ('T) c:, I N ~~3 JOB NAME: 4439-18 JJ3 RANCHO CARRILLO (3 CAL WET This de~prepared from computer input by Las Plumas Lumber and Truss Co. SAUL FILE NO.: JJ3 DATE: 12/16/1998 DES. BY: JN '7 SEG.: 53 7872 WARNINGS: 1. Rud a• Otnwal Notes and Warnings before oonstructlon of truss", 2, Buffdw and •eatlon contractor should b• advised of an Gen..-.1 Notes and Warnings before construction oommtnc.s. 3. 1 x3 compression web bradng must be In staffed where shown + • 4, AR lat..-.1 fore. , .. tstfng eltmN'lt• such H temporary and permanent bracing, must be designed and provided by designer of complete structure. Computrus Hsumn no responslbUtty for such bracfng. 6, No load should be appUed to any componerit unto after all bracing and fastMffl are complete. and at no time should any toads great« than dnlgn loads b• applied to any component. e. Computrus has no control over and as1um" no re-sponslblltty for the fabrtc.tlon, handllng, shipment and klstaUatlon of componitnts. 7. This design I• fumlshlil subject to th• llmltatton1 on truss dHtgns Ht forth by th• TNts Plate lns11tute ln"Bndng Wood TNnet, Hl8·91 .. , • copy of whldl wlU b• furnished by Computrus upon r.qu:Ht. General Notes, unless otherwise noted: 1. Design to support loads as shown. Design 2. Desi9n assumes the top and bottom chords to be laterally braced at 2'-0 o.c. and at 12'·0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is p,rovided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center Imes. 9. Digits indicate size of plate in inches. 1 O. For basic design values of the Computrus Plate, Indicated by the prefix "C", see I.C.B.O. R.R. 4211. 11 ' J~;ig~~fd;~\'Mf i~:lf c~f.;,!t~ ~l:~~=t~?~ff,!e~s~J. ~~ g(~~;; :7!'io1~~- conforms to UBC-97 AnVer: 1.03a (IL) MANUFACTltRtNC3. ENGINEERl"IG, COMPllTER .:;.'1'5TEM'5 • ,r ~l >I lilll 111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRACE PANEL (S) TOP CHORDS: 2x 4 DF #2 1, 2 BOTTOM CHORDS: 2x 6 OF #1 1, 2 WEBS: 2x 4 OF STUD 1-3 TC LATERAL. SUPPORT<• 12"0C, UON. BC LATERAL SUPPORT <= 1,f'OC, UON . ,.... C> C-5x~.4 . 1-2 5.oov C-5x6 TC UNIF LL ( BC UNIF LL ( C-2.5x4.3 O'l C> , I ·•ru C> 'I N *t o j:)gjr------------.d ,C-3x6 C-2.5x6 C-5.5x6 111111111111 lllll 11111'1111111111 11111111 4-6-0 GIRDER TRUSS SUPPORTING 11-5-0 LOAD DURATION INCREASE• 1.25 + 32.0) +DL ( 75.3) +DL ( LOADING 28.0)- 99.5)= 60.0 PLF O' 174.8 PLF O' .0" TO 4' .0" TO 4' 6.0' VERT 6.0' VERT 4-06-00 !Wedge required at heel (s) I Scale: 1/2" ANSI/TPI SINGLE MEMBER FORCES T 1• -505 B 1• 461 W 1- T 2= 0 B 2= 466 W 2= W 3• LEFT• 531 RIGHT• BEARING AREA REOUIRED (SO. JOINT . 1 . 85 OF / 1 . 31 HF / JOINT 5 .84 OF/ 1.30 HF/ ~if 4WRGD 460 -604 -52 525 IN) 1.25 SPF· 1.24 SPF JOB NAME: 4439-18 JJ4 RANCHO CARRILLO (3 CAL WET This design prepared from computer input by Las Plumas Lumber and Truss Co. SAU~ FILE NO.: JJ4 DATE: 12/16/1998 DES. BY: J!'f 7 SEO.: 53 7873 WARNINGS: 1. RMd d Gtnenl Not .. and Warnings before construction of trunH, 2, Bulldw and •.atlon oont111otor should be advl1ed of aN G.nWII NotH and Wamfng1 before oonstNctlon oommenON. 3. 1x3 oomprffslon web bradng mutt be Installed whwe shown+. 4. An lateral force rfflstlng elemffltl sudl as temporary and petmanfflt bracfng, must be designed and provided by dnfgn• of compltt• nructure. Computru• 1111umff no rnpon•lbmty for sud, bracing. 6. No load should be applied to any component until after an bniclng and fH1ffl..-s •r• comptet•, and a1 no 11m• should any toads grea1« 1h•n dHlgn toads b• appff-«l 1o any componitn1. 6. Computru1 hu no con1rot over and assumff no , .. ponslblttty for the fabrfcatton, handffng, shlpmW'lt and lnstaRatlon of componfflts, 7. This dfflgn Is furnished subfeot to the Umltatlons on truu dttlgn, Hl forth by the TNH Pf•t• Snstltute 1n•Bradng Wood Trun", HIB-91'". a copy of which wlll be furnished by Computru, upon requnt. General Notes, unless otherwise noted: 1. Desjgntosupportloadsasshown. Design conforms to UBC-97 AnVer: 1.03a (1Ll 2. ~~~9~~~~e=i1~~-~'tP. ~~g_ ~~~~oeo;;iti~~r:~· to be laterally braced at 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss 1s the responsibility of the respective contractor. 5, Design assumes trusses are to be used in a non-corrosive environment, and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is P.rovided. 8. Plates shall be located on both faces of truss, and placed so their center lirye~ C?in~ide w!th joint cenJe~ Imes. I Mj\NtlFACTl'RING • ENGtNEERING • COMPl•TER SY~tEMS 9. D191ts indicate size of plate m inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix 11. ~~;·l~~~~d~;;'i,J~/?i'e~r;~~Plate is indicated by the prefix "CN", the designator (181 indicates 18 ga. material is used, All others are 20 ga. :., ' L LAS PLUMAS LUMBER co.·, LLC 6464 -33rd Street Riverside, CA 92509 P.O. Box 3487-92519 (90'9) 681-2211 FAX (909) 681-2689 . LAS PLUMAS CL-' CERTIFIED IS = INSPECTION . R~ ICBO AA-513 @ IN STRICT ACCORDANCE WITH SECTION 2343 , .. ) "' PREFABRICATED ~~i ..... , AR;.N-·E·'f ENG IN EE.RING' INC. STRUCTURAL DESIGN AND CONSULTING t- 7291 Garden Grove Blvd., Suite #G, Garden Grove, CA 92~41 (714) 379-3789 FAX (714) 379-8024 ,, June 23, 1998 (Redesign July 6, 1998) ---·----- STRUCTURAL CALCULATIONS FOR 5'' P/f FOUNDATION SLAB FOR SPECIALTY STEEL Estates at Rancho Carrillo Plans 1-4 Carlsbad, CA Toll Brothers By Arnet Engineering, Inc. 7291 Garden Grove Blvd., Suite G Garden Grove, CA 92641 (714) 379-3789 ' /!· Arnet E!ngineering Inc. 7/6/98,3:12 PM Page 1 Rancho Carrillo Carlsbad, CA Toll Brothers 5" Post-Tensioned S·lab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon Project: Developer: Estates at Rancho Carrillo Ton Brourers Thornthwaite Moisture Index: Classification of Expansive Soil Table 18-I-B Edge Moisture Variation Distanc~ Center Lift Edge Lift Differential Soil Movement Center Lift Edge Lift Allowable soil pressure Slab thickness: Concrete strength: Design Perimeter Load: Im= El= Erne= Erne= Ymc= Yme= Qa= t = f'c = 1000 plf Structural Engineer: Architect; -20 Cate.gory I 5.3 feet 2.6 feet 2.12 inches 0.41 inches 2000 psf 5 Inches 2500 psf at 28 days Infinity Section Properties of Post-Tensioned Slab System I Pla_n 1 Long Direction 65 24 24 2 5 2 12 Area= Yt = Yb= I= Sb= St= 3,492 in2. 5.63 in 18.37 in 129,840 7,070 23,046 Short Dire¢tion 43 ·24 24 5 5 2 12 .. 5.,496 in2 5.98 in 18.0~ in 219,223 in"4 12,169 in"3 36,630 in"-3 Parameters: L = Slab. Width in feet Y = Ext. overall beam depth in ihches (set to zero for mat) X = Interior overall beam depth in inches N = Number of interior beams S = Slab thickness in inches N = Number of ext. beams (set zero only for mat foundation) W = Wl<:1th of beams (avg.) .----'--'--'-------------------··---·-······ . V. ~ V '-----,-~--------·---·· ....• --·- Arnet Engineering Inc. Post-Tensioning Hardware 7/6(98·,3:12 PM -Page 2 1/2" dia. 7 wire strands; 270 ksi GUTS; ASTM 416; As= ·O, 153 in3- Pjack=80% GUTS = 0.8x270x0.153=33.05 Kips P Anchor=70% GUTS=0.7x270x0.153:;::28.9 Kips . Peffective= 60% GUTS=0.60x270x0.153=24.78 Kips for low-relaxation strand , Es= 28 x 10"6 psi Notes to Post-Tensioned Siab-on-Grade ·Design Rancho Carrillo Carlsbad, CA Toll Brothers The design method used in the design is called :the PTI method { Post-Tensi.oning Slab-on-Grade method) and is part of the 'UBC94 -Section 18t6. Limitations Arnet Engineering Inc. assumes no responsibility for futur~ defec;:ts resulting from: unreported conditions and poor maintenance of landscaping surrounding the .builplng mitigating the general design, material design and/or soil design ctiterlas. Although there Is no .·economical method of totally preventing movements due 'to expansive soils. ano settlement, current state-of-the-art- practice in Southern California area dictates Post-Tensioning Slab~on-Grade cfesigns in accordance with the PTI method and as presented here as the method ,of minimizing the effects of expansive soils and settlement. \ Arnet Engineering Inc. 7/6/98,3:12 PM .Page 3 Rancho Carrillo Carlsbad, GA Toll Brothers Deflection Calculation for Slab-on-Grade by Ptl (UBC94 -Section 1816.4.8) Parameters: L = Slab length in feet Ym = Differential soil movement in inches S = Stiffening beam spacing in feet e = eccentricity of PT in inches --P = Perimeter loadntg 1n-1bs-perfeet-------------- Em = Edge moisture variation distance in feet D = Beam Depth in inches · Plan No. 1 (short direction) Relative Stiffness Length Beta= 1/12"(Ec*I/Es)"0.25 = Smaller of 6*Beta of effective Length 6*Beta = l L Ym S P Em D e 43 2.12 10.83 1000 5.3 24 2.5 43 0.41 10.83 1000 2.6 24 Note: Enter the deflection requirement below. 11.08 ft 66.47Jf t delta·o 0.56 0.12 delta c 10.17 delta 0.51 Deflection Requirement: L/360= 1.43 incnes cent~, L/8(J0= 0.65 inches 2 Exterior Beam(s) at 5 Interior Beam(s) at Plan No. 1 (long direction) - 2 4 inches overall 2 4 inches overall Relative Stiffness Length Beta= 1/12*(Ec*I/Es)"0.25' = Smaller of 6*Beta of effective Length 6*Beta = L Ym S P Em D e 6 5 2.12 14.33 1000 5.3 ·24 2.5 65 0.41 14.33 1000 ~.6 24 Note: Enter the deflection requirement below; 9.72 ft _58.3tlf t delta o delta c 0.82 8.27 0.18 delta 0.75 Deflection Requirement: L/360= 2.17 inches cente1 L/800= 0.98 inches 2 Exterior Beam(s) ~t 2 Interior Beam(s} at 2 4 inches overall 2 4 inches overall Delta o = (YmcxL)"0.205xs"1.059xP"0.523xl:mc"1.296/380xd"1.214 Delta c = e(6400/9L)"0.5 Reduction due to PT Delta o -= L"0.35xS"0:88xEme"0·.-74xYme"0. 76/-15-.9xd"0·.8pxP"0.Q1 Center Lift Center Uft Edge. Lift CENTER LIFT EDGE LIFT ,edge CENTER LIFT EDGE LIFT edge Arnet en'gineering Inc. 7/6/98,3:12 PM Page 5 Rancho Carrillo Carlsbad, CA Toll Brothers MaHi111um RppliecJ Seruice Moments for Slab-on-Grade by PTI C.UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: Allowable Concrete Flexural Compressive Stress: ft = 6*f'cA0.5 = 300.00 pi,i ft = 0.45*f'c = 112 5 psi Center Lift Long Direction: Ml = Ao [B(Emc)A1 .238 + C] = Ao = 1/727[LA0.013*S"0.306*h"0.688*PA0.534*YmcA0. 1-93] - B = (Ymc-1)/3 < or = 1 c = [(8-(P-613))/255]*[(4-Ymc)/3] > or = o If Erne < 5 ft use B = 1 and C = o 9.46 tt-·kips/ft 1.35 0.37 -::1 ok 4.06 >0 ok Short Direction: For LI/Ls > 1.1 For LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60)*MI = 9.98 ft-kip$/ft Edge Lift Long Direction: Ml=((S"0.1 *hEme)0. 78*Yme"0.66)/(7.2(L)AQ.0065*PA0.04) = 1.87 ft-kips/f.t Short Direction: For LI/Ls > 1.1 For LI/L For LI/Ls < 1.1 use Ms =Ml Ms = (hA0.35((19+Eme)/57.75))*MI = 2.12 ft-ki'-ps/ft Arnet Engineering Inc. : 7/6/98,3:12 PM Page 6 Number of Strands in Each Direction Slab Strands 2. 5 Beam Strands 3 Average Strand Spacing inches from top (approx.)- inches from bottom {approx.) 1 3 Long Direction 0 Long Direction l.50 Long Directlon Rancho Carrillo Carlsbad', CA Toll Brothers -··-·----·-----------·--···------~---------=--------------------·------ Slab Strands 2.5 inches from top (approx.) Beam Strands 3 inches from .. bottom {approx.) Average Strand Spacing 1 8 Short Direction 0 Short Direction 3. 7 6 Short Direction Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visqueen and maintain at least 50 psi compression: Subgrade friction in Long Direction: Subgrade friction in Short Direction: Stress at Edge of Sla,b in Long Direction: Stress at Midlength of slab in Long Direction: Stress at Edge of Slab in Short Oirection: Stress at Midlength of Slab In Short Direction: Maximum Allowable Service Moments, Tensile Cracking Moments: · Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop{tension in top fiber)= Mbot{compression in bottom fiber)= Positive Bending Moment: Mtop{tension in bottom fiber)= Mbot(compression in top fiber)= Actual Bending Moments: Center Lift= Edge Lift= Force Loss· long = weight x. Ll/2 x 1.0 = Force .Loss $hart = weight x Ls/2 x 1 .o = 92 psi Force at Edge: 58 psi Force at Midslab: at psi Force at Edge: 59 psi Force ·at Midslab: Long Direction fer,;,. 375 psi St(P/A+fcr)+Pxe= 24.83 ft-kips/ft Sb(fcr-P/ A)+Pxe= 5.83 ft-kips/ft e::;: 3.13 inches St(P/A+ft)+Pxe;:: 19.48 ft-kips/ft Sb(fc~P/A)+Pxe= 1-6.11 ft-kips/ft e= 3. 1 ·3 inches Sb(P/ A+ft)-Pxe= · 3.42 ft-kips/ft St(fc-PiA)-Pxe= 44-.. 16 ft-kips/ft (:3.46 ft-kips/ft 1.87 ft-kips/ft For LI/L For 'LI/L For LVLs < 1.1 use Ms =Ml 118.22k 123.09 k 322.4 k 204 k 446.4 k 323 k Short Direction 23.42 ft-kips/ft 6.58 ft-kips/ft 3.48 inches 19.90 ft-kips/ft 18.28 ft-kips/ft 3.48 inches 3.95 ft-k'ips/ft 47.02 ft-kips/ft 9.98 ft-kips/ft 2.12 ft-kips/ft Ar~et Engineering Inc. 7/6/98,3:13 PM Page 7 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon .. _____ Project: Estates at Rancho Carrillo Structural Engineer: Infinity ----------------Toll Brothers Architect: ----Developer: Thornthwaite Moisture Index: Classification of Expansive Soil Table 18-I-B Edge Moisture Variation Distance Center Lift Edge Lift Differential Soil Movement Center Lift Edge Lift Allowable soil pressure Slab thickness: Concrete strength: Design Perimeter Load: Im= El= Erne= !::me= Ymc= Yme= Qa.= t.= f'c =;: 1000 pit -20 . Category I ·5.3 feet 2.6 feet 3.21 inches 0.78 inches 2000 psf 5 inchel. 2500 psf at 2~ days Section Properties of Post-Tensioned Slab System · Plan· 1 Long Direction 65 27 27 2 5 2 12 Area= Vt= Yb= I = Sb= St= 3;636 in2 6.42 in 20.58 in 184,528 8,961 28,739 Short Direction 43 27 27 5 s 2 12 Parameters: L = Slab width in feet Y = Ext. overall beam depth in inches (set to zero for mat) X = Interior overall beam depth in inches . N = Number of Interior beams S = Slab thickness in inches N = Number of ext. beams ($et zero only for mat foundation) W = Width of. bearn.s (avg.) 5,748irt2· L· V V 6 '84 in 1 · Neutral Axlsfu1 20. 16 in 311,177 jfiA4 l [j l LJ YI: 15,436 in"3 . J, . I, ,;L_j _' ": . ~ < II applicable 45,492 inA3 .__ _______________________ ...... -= .. Arnet Ehgineering Inc. Post-Tensioning Hardware 7/6/98,3:1-3 PM Page 8 1/2" dia. 7 wire strands; 270 ksi GUTS; ASTM 416; As= 0,153 in3 Pjack=80% GUTS = 0.8x270x0.153=33.05 -Kips P Anchor=70% GUTS=0.7x270x0.153=28.9 Kips Peffective= 60% GUTS=0.60x270x0.153=24.78 Kips for low-relaxation strand Es= 28 x 1 0"6 psi Notes to Post-Tensioned Slab-on-:Grade Design Rancho Carrillo Carlsbad, CA Toll Brothers The design method used in the design is called the PTI method· ( Post-Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defects resulting from unreported conditrons and poor maintenance of, landscaping surrounding -the building mitigating the general design, material deslgri and/or soil design crlterlas. Although there Is no economical method of totally preventing movements due to expansive· soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-Tensioning Slab-on-Grade designs iri accordance with the PTI method and as presented here as the method of minimizing the effects of expansive soils and settlement. ' .. ' , Arnet Engineering Inc. 7/6/98,3:13 PM Page 9 Rancho Carrillo Carlsbad, CA Toll Brothers Deflection Calculation for Slab:..on-Grade by PTI (UBC94 -Section 1816.4.8) Parameters: L = Slab length in feet Ym = Differential soil movemerit in inches · e -= eccentricity of PT in inches ---s-= Sbffenmg beam spac1n~r m-feef · P = Perimeter loading in lbs. p'er feet Em = Edge moisture variation distance In feet D = Beam Depth in inches Plan No. 1 (short direction) Relative Stiffness, Length Beta= 1/12*(Ec*l/Es)A0,25 =. Smaller of 6*Beta of effective Length ·6*Beta =. L Ym S P Em D e 4 3 3.21 10.83 1000 5.3 27 2,.5 43 0.78 10.83 1000 2.6 27 Note: Enter the deflection requirem!:lnt below. 1.2.09 ft . 72.S6!'f t delta o delta c 0.53 10.17 0.18 · delta 0.48 Deflection Requirement: L/360= 1 . .43 inches center L/800= 0.65 inches 2 Exterior Beam(s) at 5 Interior Beam(s) at 2 7 Inches overall 2· 7 Inches overall Plan No. 1 (long direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)A0.25 = Smaller of 6*Beta of effective Length 6*8eta :;:: L Ym S P Em D e 6 5 3.21 14,.33 1000 5.3 27 2.5 65 0.78 14.33 1000 2.6 27 Note: Enter the deflection requirement below. .10.61 ft I _ a3.67ltt · delta o delta c 0.78 8.27 0.27 delta 0.71 Deflection Requirement: Ll360= 2. 17 Inches cente1 L/800= 0.98 inches 2 Exterior Beam(s) at 2 Interior Beam(s) at 2 7 Inches overall 2 7 Inches overall Delta o = (YmcxL)A0.205xsA1 .059xPA0.523~EmcAt.296/380xd"'1.214 Delta c = e(6400/9L)A0:s Reduction due to .PT · Delta o = LA0.35xSA0.88xEmeA0.74xYmeA0,76/15.9xdA0.85xPA0.01 Center Lift Center Lift Edge Lift CENTER LIFT EDGELIFr edge CENTER LIFT EDGELIFr edge ' Arnet Eh'gineering Inc. 7/6/98;3:13 PM Page 10 Shear .. Calculation per PTI method (UBC94 -Section 1816.4.9) Allowable service shear stress: VC = 1.7 f'cAQ,5 Q,2fp = 95 psi Center Lift Short Direction: Vs= 1 /1350[LA0.19xSA0.45xdA0.20xPA0.54xymA0.04xemA0.97]= · 1.8'8 Service shear (only grade beams used and; PT contribution neglected -very conservative): v = Vs*W/n*d*b = 54 psi ok Long Direction: VI = 1 /1940[LA0,09xSAO. 71 xh"0.43xP"0.44-xym"0, 16XerhA0,93)= 2.43 Service shear (only grade beams .used and PT contribution· neglected -very conservative): V = Vl*W/n*d*b = 81 psi ok Edge Lift . long Direction: VI =( ·L"0.07*d"0.40*P"0.03*emA0. HtymA0.67)/(3.0*SA0.015) 1..95 Service shear (only grade beams used and PT contribution ne~leeted ·-very conservative): v = Vs*W/n*d*b = 65 psi ok Short Direction: v =( LA0.07*d"0.40*P"0.03*em"0.16*ym"0.67)/(3.0*S"0~o15) = 1.90 Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 54 psi ok k/f t k/f t k/f t k/f t Rancho Carrillo Carlsbad, CA Toll Brothers " . Arnet Eri.gineering Inc. 7/6/98,3:13 PM. Page 11 Ra11cho Carrillo CarlsbM, CA Toll Brothers MaHimum Applied Seruice Moments for Slab.-on-Grade by PTI (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: · ft = 8:"f'c"0.5 = 300.00 psi Allowable Concrete Flexural Compressive Stress: ft = 0.45*f'c = 11 25 psi ----------------------------'-------'---------------- Center Lift Long Direction: .Ml = Ao [B(Emc)"1.238 + C] = Ao = 1 /727[L"0.013*S"0.306*h"0.688*P"0.534*Ymc"0.193] = B = (Ymc-1)/3 < or= 1 C = [(8-{P-613))/255]*[(4-Ymc)/3] > or = 0 If Erne < 5 ft use B = 1 arid C = o 11.9i ft-kips/ft 1.59 0.74 <1 ok 1.7.1 >0 ok Short Direction: For LI/Ls > 1.1 For LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60)*MI = 12.58 ft-kips/ft. Edge Lift Long Direction: Ml=((S"0.1 *hEme)0.78*Yme"0.66)/(7.2(L)"0.0065*P"0.04) = 3.13 ft-kips/ft Short plrection: For LI/Ls > 1.1 For LI/L For LI/Ls < 1, 1 1,.1se Ms· =Ml Ms = (h"0.35((19+Eme)/57.75))*MI = 3.71 ft-l<ips/ft " -Arnet Eri.gineering Inc. 7/6/98,3:13 PM Page 12 Rancho Carrillo Carlsbad, CA Toll Srothers Number of Strands In Each -Direction Slab Strands 2.5 inches from top (approx.) Beam Strands 3 inches from bottom (approx.} ______ Average Strand Spacing --~------------- Slab Strands Beam Strands 2.5 inches from top (approx.} 3 inches from bottom (approx.) Average Strand Spacing t 3 Long Direction 0 Long Direction 3.50 Lon~ Direction 1 8 Short Direction 0 Short Direction 3. 76 Short Direction Use Subgrade Friction Coefficient of 1.0 for sl~b on Sand over Visqueen and maintain at least 50 psi compression: · Subgrade friction in Long Direction: Subgrade friction in Short birection: Stress at Edge of Slab in Long Direction: Stress at Midlength of slab in Long· Direction: Stress at Edge of Slab in Short Direction: Stress at Midlength of ~lab In Short Direction: Maximum Allowable Service Moments· Force Loss ·Iong = weight x Ll/2 x 1.0 = Force toss short.= weight x Ls/2 x 1.0 = 89 psi Force at Edge: 5 5 psi Force at Midslab: 7 8 psi Force at Edge: 5 s. psi . Force at Midslab: 123.09 k 128.73 k 322.4 k 199 k 446.4 k. 318 k Long Direction Short Direction Tensile Cracking Moments: Negative Bending Moment=nMcr= . Positive Bending Moment=pMcr= Negative Bending Mom~nt: Mtop(tension in top fiber)= Mbot(compression in bottom fiber}= Positive Bending Moment: Mtop(tension in bottom fiber)::; Mbot(compression in top fiber}= Actual Bending Moments: Center Lift= Edge Lift= fer= 375 psi St(P/A+fcr}+Pxe= 28.27 ft-kips/ft Sb(fcr-P/A)+Pxe= 7.43 ft-kips/ft e= 3.92 inches St(P/A+ft}+Pxe= 24.10 ft-kips/ft Sb(fc-P/ A)+Pxe= 20.46 ft-kips/ft e= 3.92 inches Sb(P/A+ft)-Pxe= 4.30 ft-kips/ft· St(fc-P/A}-Pxe= 55.27 ft-kips/ft 11.92 U-kips/ft 3.13 ft-kips/ft For LI/L For LI/L FQr LI/LS < 1.1 use Ms =Ml 2a.8e 8.37 4.34 · 24.51 23.21 4.34 4.99 58.60 12.58 3.71" ft-kips/ft ft-kips/ft inches ft-kips/ft ft-kips/ft inches ff-kips/ft ft-kips/ft ft-kips/ft ft~kips/ft .. .. Arnet Erigineering Inc. . . 7/6/98,3:14 PM Page 13 Rancho Carriilo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on,..Grade Calculations ' On Expansive Soih Per UBC94 -Section 1816 Soils Eng.: Geocon Project: Estates at Rancho Carrillo Structural Engineer: Infinity Developer: ----1enrerolhers----------Architect: Thornthwaite Moisture Index: Im= -20 Classification of Expansive Soil Table 18-1-8 El= Category Ill Edge Moisture Variation Distanc;e Center l,.ift Erne= 5.3 feet Edge Lift Erne= 2.6 feet Differential Soil Movement Center Lift Ymc= 4.74 inches Edge lift Yme= 1.15 inches Allowable soil pressure Qa= 2000 psf Slab thickness: .t:::: 5 inches Concrete strength: f'c = _ 2500· psf at 28 days Design Perimeter Load: 1000 plf Section Properties of Post-Tensioned. Sl~b System Plan 1 Long Direction 65 30 30 2 5 2 12 Area= Yt = Yb= I= Sb=- St= 3.,780 in2 7.26 in 22.74 iri 252,161 11,090 34,724 Short -Direction Parameters: 4 3 L = Slab widtfl in feet 3 0 Y = Ext. overall beam depth in inches (set to zero for mat) 3 0 X = Interior overalr beam depth In_ inches 5 N = Number of interior !)earns 5 S = Slab thickness In inches 2 N = Number of ext. beams (set-zero only for mat foundation) 1 2 W = Width of beams (avg.) .---'--..-,------,-=--------·-·--·------·· ...... . 6,000 in2 _ L V V 2~:~: :~ 1 ix"''~'' A,t, .1, ~ 1 = 424,625 inA4 y! [j ~ ~ LJ iu '19,084 in"3 _ I.., I.., · . ~ If applicable 54,790 in"3 .__,_---''---'-----------·---·-·--···· __ ...... . .. .. Arnet Engineering Inc. Post-Tensioning Hardware 7/6/98,3:14 PM Page 14 1/2" dia. 7 wire strands; 270 ksi GUTS; ASTM 416; As= 0.153 in3 Pjack=80% GUTS = 0.8x270x0.153=33.05 Kips P Anchor=70% GUTS=0.7x270x0.153=28.9 Kips . Peffective= 60% GUTS=0.60x270x0.153=24.78 Kips for low-relaxation strand- Es= 28 x 10"'6 psi Notes to Post-Tensioned Slab-on-Grade Design Rancho Carrillo Carlsbad, CA Toll Brothers The design method used In the design is called the PTI method ( Post-Tensioning Slap-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. asslJrnes no responsibility for future defects resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigating the general design, material 'design and/or soil design criterias. Although there is no economical method of totally preventing movements due to· expansive soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-Tensioning Slab-on-Grade designs in accordance with the PTI method and as presented here as the method of minimizing the effects of expansive soils and settlement. I . I Arnet Engineering Inc. 7/6/98,3:14 PM Page 15 Rancho Carrillo Carlsbad, CA Toll Brothers Defle~tion Calculation for Slab-on-Grade by PTI (UBC94 -Section 1816.4.8) Parameters: L = Slab length· in feet Ym = Differential soil movement in -Inches . e = eccentricity of PT hi inches . ---··--·--------S ·=-Stiffening __ beam_sp_acJogJn fe._,,e.,_t ________________ _ P = Perimeter loading in lbs per feet Em = Edge moisture variation distance in feet D = Beam Depth in inches Plan No. 1 (short direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)"0.25 = Smaller of 6*Beta of effective Length 6*Beta ,,; I L Ym S P · Em D e 4 3 4. 74 10.83 1000 5.3 30 2.5 43 1.15 10.83 1000 2.6 30 Note: Enter the deflection requirement .below. 13.07 ft 78.42lf t delta o · delta c 0.51 10.17 0.22 delta 0.45 Deflection Requirement: L/360_= 1.43 Inches centeI L/.800= 0.65 inches 2 Exterior Beam(s) at 5 Interior Beam(s) at Plan No. 1 (long direction) 3 0 inches overall 3 0 Inches overall Relative Stiffness Ler:igth Beta= 1112*(Ec*I/Es)"0.25 = Smaller of 6*Beta of effective Length 6*Beta = L Ym S P l:in D e 6 5 4.74 14.33 1000 5,3 30 2.5 65 1.15 14.33 1000 2.6 30 Note: Enter the deflection requirement .below. 11.47 ft .. 68~._84lf t deita. o 0.74 0.33 delta c 8.2.7 delta 0.68 Deflection Requirement: L/3"60= 2.17 Inches centeI L/800= 0.98 inches 2 Exterior Bearri(s) at 2 Interior Beam(s) at 3 0 inches overall 3 0 inches overall Delta o = (YmcxL}"0.205xs"1.059xP"0.523xEmc"1 .296/380xd"~ .214 Delta c = e(6400/9L)"0.5 Redtfction due to PT Delta o = L"0.35xS"0.88xEme"0. 7 4~Yme"0. 76/15.9xd"0.85xP"0.01 Center Lift Center Uft Edge Lift CENTERUFr EDGELlfT edge CENTERUFr EDGELIFr edge • , Arnet Engineering Inc. 7/6/98,3:14 PM Page 16 Shear. Calculation per PTI method (UBC.94 -s·ection 1816.4.9) Allowable service shear stress: 95 psi Rancho Carrillo· Carlsbad, CA Toll Brothers vc = 1.7 f'c"0.5 0.2fp = Center Lift ·-----------------------·---- Short Direction: Vs= 1/1350[L"0.19xS"0.45xd"0.20xP"0.54xym"0.04xem"0.97]= 1.95 k/f t Service shear (only grade beams used and PT contribution neglected -very conservative): V = Vs*W/n*d*b = 50 psi ok Long Direction: VI = 1 /1940[L"0.09xS"0. 71 xh"0.43xP"0.44xym"0. 1'6xem"0.93]= 2.7.1 k/f t Service shear (only grade beams used and PT cgntrlp1,1tion neglected-very. conservative): v = Vl*W/n*d*b = -81 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P!'\0.03*em"0.16*ym"0.Q7)/(3.0*SA0.015) = 2.63 k/f t Service shear (only g.rade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 79 psi ok Short Direction: V =( L"o.or*dA0.40*P"0.03*em"0.16*ym"0.67)/{3.0*SA0.015) = 2.57 k/ft Service shear (only grade beams used· a.nd PT contribution neglected -very conservative): v = Vs*W/n*d*b = 66 psi ok . , Arnet Engineering Inc. 7/6/98,~:14 PM Page 17 Rancho-Carrillo Carlsbad, CA Toll-Brothers MaHimum Applied Seruice Moments for Slab-on-Grade by PTI (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: Allowable Concrete -Flexural Compressive Stress: ft = 6*f~c"0.5 = 300.00 p~i- ft = 0.45*f'c = 11 25 psi -------------~--------- Center Lift Long Direction: Ml = Ao [B(Emc)"1.238 + C] = Ao = 1/727[U'0.013*S-:\0,306*h"0.688*P"0.534*Ymc"0.193J = B = (Ymc-1)/3 < or= 1 · C = ((8-(P-613))/255]*((4-Ymc)/3] > or = O If Erne < 5 ft use B = 1 and C = O 15.13 ft-ki_ps/ft 1.84 1.25 <1' ok -1.60 >.0 ok Short Direction: For LI/Ls > 1.1 For LI/Ls < 1.1 use Ms =Ml Ms = {(58+Emc)/60)*MI = 15.96 ft-kips/ft Edge Lift Long Direction: Ml=((S"0.1 *hEme)O. 78*Yme"0.66)/(7.2{L)"0.0065*P"0·.04) = 4.39 ft-kips/ft Short Direction: For LI/Ls > 1 .1 . For l.1/L For LI/Ls < 1.1, use Ms =Ml Ms = {h"0.35{(19+Eme)/57.15))*MI = 5.40 ft-kips/ft Arnet Engineering Inc. 7/6/98,3:1'4 PM Page 18 Number of Strands in Each ·Direction Slab Strands 2. 5 Beam Strands 3 Average Strand Spacing inches from top (approx.) inches from bottom (approx.) 1 3 Long Direction 0 Long Direc;tion 3.50 Long Direction Rancho Carrillo Carlsbad, CA Toll Brothers -----·------------------------------------------- Slab Strands 2.$ Beam Strands 3 Average Strand Spacing inches frorn top (approx.) inches from bottom (approx.) 1 8 Short Direction 0 Short Direction 3. 76 Short Direction Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visqt.1een and maintain at least 50 psi compression: Subgrade friction in Long Direction: Force Lo_ss long = weight x Ll/2 x 1.0 =i 127.97 k Subgrade friction in Short Direction! Force Loss short :; weight x Ls/2 x 1.0 = 134.38 k Stress at Edge of Slab in Long Direction: 8-S psi Force at Edge: 322.4 k Stress at Midlength of slab in Long Direction: 51 psi Force at Midslab: 194 k Stress at Edge of Slab ih Short Direction: 74 psi Force at Edge: 446.4 k Stress at Midlength of Slab in Short Direction: 52 psi Force at Midslab-:. 312 k Maximum Allowable Service Moments· ·Long Direction Short Direction Tensile Cracking Moments: Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop(tenslon in top ,fiber)= Mbot(compression in bott9m fiber)= Positive Bending Moment: Mtop(tension in bottom fiber)= Mbot(compression in top fiber)= - Actual Bending Moments: Center Lift= · gdge Lift:; fer= 375 psi St(P/A+fcr.)+Pxe= 33:,95 ft-kips/ft Sb(fcr-P/ A)+Pxe= 9.20 ft-k·ips/ft 8= 4.76 inches St(P/A+ft)+Pxe= . 28.90 ft-kips/ft Sb(fc-P/ A)+Pxe= 25.32 ft-kips/ft 8= 4. 7.6 inches Sb(P/A+ft)-Pxe= 5.31 ft-kips/ft St(.fc-P/ A)-Pxe= 66.99 ft-kips/ft 15_.13 ft-kips/ft 4.39 ft-kips/ft For LI/L For LI/L For LI/Ls -<; 1.1 us.a Ms =Ml 34.57 10.36 5.25 29.30 28.71 5.25 6.16 70.79 15.96 5.40 ft-kips/ft ft-kips/ft inches ft-kips/ft ft-kips/ft inches ft-kips/ft ft-kips/ft ft-kips/ft ft-kips/ft ' Arnet Engineering Inc. 7/(3/98,3:15 PM Page 19 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon Project: Estates at Rancho Carrillo Structural Engineer: Infinity· --·-Developer~. ---Toll-Brothers;--------Architect:.------L.C .. MajoUCexto --~-----------· Thornthwaite Moisture Index: Classification of Expansive Soii Table 18-I-B Edge Moisture Variation Distance Center Lift · Edge Lift Differential Soil Movement Center Lift Edge Lift Allowable soil pressure Slab thickness: Concrete strength: Design Perimeter Load: Im= El'= Erne= Erne= Ymc= Yme = Oa= t = f'c = 1000 plf ,-?O Category I 5.3 feet 2.6 feet Z.12 Inches 0.41 Inches 2000 psf ·5 inches 2500 psf· at 2.8 days Section Properties of Post-Tensioned Slab System Plan 2 Long Direction Short Direction 65 35.5 24 24 24 24 2 3 5 5 2 2 12 :t 2 Area= 3,042 in2 5,040 in2 Yt = 6.10 in 5.21 in Yb= 17 .. 90 in 18.79 in I = 123,829 169,,449 j_nA4 Sb= 6,917 9.,02.Q, jnA3 St= 20,308 32,497 in"3 Parameters: L = Slab width in feet Y = Ext. overall beam depth in inches (set to zero for mat) X = Interior overall beam depth. in ,inches N = Number of interior beams S = Slab thickness In inches N = Number of ext. beams ,(set zero only for mat foundation) W = Width of beams (avg.) ,-.,---',,-,--,-------....-'------'--~'-----·--·· ... -·-··. -I/ -. 1 lLJ I.; L, . 7!'-7f" 12· . _ L V N"lral """~ . J LJ-1: ?::,. ' . I, ' , Arnet Engineering Inc. Post-Tensioning H·ardware 7/6/98,3: 15 PM Page 20 1/2" dia. 7 wire strands; 270 ksi GUTS; ASTM 416; As= 0.153 in3 Raricho Carrillo Carlsbad, CA Toll Brothers -------------------------------'------------------- Pjack=80% GUTS = 0.8x270x0.153=33.05 Kips P Anchor=70% GUTS=0.7x270x0.153=28.9 Kips Peffective= 60% GUTS=0.60x270x0.153=24.78 Kips for low-relaxation strand Es= 28 x 1 0"6 psi Notes to Post-Tensioned Slab-on-Grade Design The design method used in the design is called the PTI method ( Post-Tensior:iing Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defects resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigating the general design, material design and/or soil design criterlas. Although ttwre ·is no economical method of totally preventing movements due to expansfve soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-Tensioning Slab,;on-Grade ,designs in accordance with the PTI method and as presented here as the method of minimizing the effects of expansive soils and settlement. . Arnet Engineering Inc. 7i6/98,3:15 PM Page: ?1 Rancho Carrillo Carlsbad, CA Toll Brothers Deflection Calculation for Slab-on-Grade by PTI (UBC94 -Sec.tion lB 16.4.Bl Parameters: L = Slab length in feet Ym = Differential soil movement in ihches e = eccentricity c;>f PT in inches ---------------s--= Sfiffenin~foeafnspacin~rin-·feet---------:-------------------- P = Perimeter loading in lbs per feet Em = Edge moisture variation distance in feet D = Beam Depth in Inches Plan No. 2 (short direction) Relative Stiffness Length Beta= 1/12*(Ec*llEs)"0.25 = Smaller of 6*Beta of effective Length 6*Beta = L Ym S P Em .D e 35.5 2.12 16.25 1000 . 5.3 24 2.5 35.5 0.41 16.25 1000 2.6 24 Note: Enter the defl.ection requirement l?elow. 1,0.39 ft . 62~33lf t delta o o.~3 0.16 delta c 11.19 · delta -0.74 Deflection Requirement: L/360= 1.18 inches centeiJ.,./800= 0 .. 53 inches 2 Exterior Beam(s) at. 3 Interior Beam(s) at Plan No. 2 (long direction) 2 4 inches overall 2 4 inches overall 9.60 ft Relative Stiffnes$ Length Beta= 1/12*(l;c*I/Es)!"0.25 = Smaller of 6*8eta of effective Length 6*Beta = I -s1.s3jf t_ L Ym S P Em O e delta o delta c 65 2.12 11.83 1000 5.3 24 2.5 0.67 8.27 65 0.41 11.,83 ·1000 2,6 24 0.15 Note: Enter the deflection requirement below. delta 0.62 Deflection RequirE!ment: L/360= -2.17 inches centerl,/800= ·o.98 inches 2 Exterior Beam(S) a:t 2 Interior Beam(s) at 2.4 Inches overall 2 4 inches overall Delta o = (Ymcxl)"0.205xs"1· .059xP"0.523xEmc"1.296/380xd"1 .;214 Delta c = e(6400/9t)"0.5. Reduction due .to PT Delta o = L"0.35xS"0.88xEme"0. 74xYme"0. 76/1 q.9xd"0~B5xP"0.01 Center Lift Center Lift Edge Lift CENTER LIFT EDGELIFr edge CENTERLIFr EDGELIFr edge J Arnet Engineering Inc. 7/6/98,3:tS PM Page 22 Shear, Calculation per PTI method (UBC94 .. Section 1816.4.9) gs· psi Rancho Carrillo Carlsbad, CA Toll Brothers Allowable service shear stress: _______ vc = 1.7 f'c"O.5 O.2fp = Center Lift -------------------------·---------·-- Short Direction: Vs= 1 /1350[L"0.19xS"0.45xd"0.2OxP"O.54xym"O.O4xem/\O.97J= 2.09 k/f t Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 94 psi ok Long Direction: VI = 1/194O[L"O.O9xS"O. 71 xh"O.43xP"O.44xym1'0.16xem"O.93)= 1.89 k/f t Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vl*W/n*d*b = 58 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"O.16*ym"O.67)/{3.O*S"O.O15) = 1.21 k/f t Service shear {only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = ~7 psi ok Short Direction: V ={ L"0.07*d"0.40*P"0.03*em"0.16*ym"q:67)/{3.O*S"O.O15) = 1.15 k/ft Service shear ·{only grade beams used and PT contribution neglected -very· conservative): v = Vs*W/n*d*b = , 52 psi ok I Arnet Engineering Inc. 7/6/98,3:15 PM Page 23 Rancho Carrillo Carlsbad, CA Toll Brothers MaHimum Applied Seruice Moments for Slab--on-Grade by PTI (UB.C94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: Allowable Concrete Flexural Compressive $tress: ft = 6*f'c"0.5 = 300.00 psi ft = 0.45*f'c = 1125 psi Center Lift Long Direction: Ml = Ao [B(Emc)"1.238 + C] = Ao = 1/727[L"0.013*S"0.306*h"0.688*P"0.534*Ymc"0.193] = B = (Ymc-1)/3 < or= 1 C = [(8-(P-613))/255]*[{4-Ymc}/3] > or = O If Erne < 5 ft use B = 1 and C = O 8.~2 ft-kips/f.t 1.27 0.37 <1 ok 4.06 >0 Ok Short Direction: For LI/Ls > 1.1 For LI/ls < 1.1 use Ms :;:Ml Ms = ((58+Emc)/60)*MI = . 9.41 ft-kips/f.t Edge Lift Long Direction: Ml=((S"0.1 *hEme)O. 78*Yme"0.66)/(7.2(L)"0.0065*P"0.04) = 1.83 ft-kips/ft Short Direction: For LI/Ls > 1.1 For LI/L For LI/Ls < 1.1 use Ms =Ml Ms = (h"0.35((19+Eme)/57.75))*MI = 2.08 ft-kips/.ft Arnet Engineering·,lnc. Number of Strands in Each Direction 7 /6/98,3: 15 PM .. Page 24 Rancho Carrillo Carlsbad, CA Toll Brothers Slab Strands 2.5 Inches from top (approx.)-l 1 Long Direction 0 Long Direction 3.4.5 Long Direction Beam Strands 3 inches from bottom (approx.) Average Strand Spacing --------------------------------- Slab Strands Beam Strands 2.5 inches 'ftorri top (approx.) 3 inches from bottom (approx.) Average Strand Spacing 1 5 Short Direction 0 Short Direction 4.57 Short Direction Use Subgrade FrictiorJ Coefficient of t.0 for slab on Sand over Visqueen and maintain at least 50 psi compression: Subgrade friction in Long Direction: Force Los·s· long = weight x Ll/2 x 1.0 = Subgrade friction in Short Direction: . Force Loss short = weight x Ls/2 x 1.0 = Stress at Edge of Slab in Lpng Direction: 9 Q. psi · Force atEdge: Stress at Midlength of slab in Long Direction: 5 6 psi Force at Midslab: Stress at Edge of Slab In Short Direction: 7 4 psi Force at Edge: Stress at Mldlength of Slab in Short Direction: . 5 5 .psi Force· at Midslab: Maximum Allowable Service Moments Tensile Cracking Moments: Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop(tension in top fiber)= Mbot(compression In bottom fiber)= Positive Bending Moment: Mtop(tension iri bottom fiber}= Mbot(compression in top .fiber)= Actual Bending Moments: Center Lift= Edge Lift= Lon~· Direction fer= 375 psi Sl(P/A+fcr)+Pxe= 24.46 ft-kips/ft Sb(fcr-P/A)+Pxe= 6.94 ft-kips/ft e= 3.60 inches St(P/A+ft)+Pxe= 20.88 ft-kips/ft Sb(fc-P/ A)+Pxe= 19.11 ft-kips/ft 8= 3.60 inches . .Sb(P/A+ft}-Pxe= 4.0.2 ft-kips/ft St(fc-P/A}-Pxe= 47.05 ft-kips/ft _ a.92 .ft-kips/ft 1.83 ft-kips/ft For LVL For LI/L For LI/Ls < 1.1 use Ms =Ml 102.98 k 93.19 k 272.8 k 170 k 372 k 279 k Short ·Direction 1-9.99 ft-kips/ft 4.78 ft-kips/ft 2.71 Inches 16.87 ft-kips/ft 13.45 ft-kips/ft 2.71 inches 3.03 ft-kips/ft 42.50 ft-kips/ft 9.41 ft-kips/ft 2.08 ft-kips/ft . . :Arnet Engineering Inc. 7/6/98,3:16 PM Page 25 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon ______ Proje.ct: _____ __,,,Est~t~!_at Rancho Carrillo Structural Engineer: Infinity Developer: Toll Brothers --Architect: --• LC; Major /Cexfon Thornthwaite Moisture Index: Im= -20 Classification of Expansive Sojl Table 18-I-B El= Category I Edge Moisture Variation Distance Center Lift Erne= 5.3 fee.t Edge Lift Erne= 2.6 feet Differential Soil Movement Center Lift Ymc= 3.~21 inches Edge Lift Ym.e= 0.78 inches Allowable soil pressure Oa= 2000 psf ·. Slab thickness: t = 5 inches Concrete strength: f'c = 2500 psf at 28 days Design Perimeter Load: 1000 plf Section Properties of Post-Tensioned Slab ·system Plan 2 Long Direction 65 27 27 2 5 2 12 Area= 3,186 in2 Yt = 6.97 ·in Yb= 20.03 in I= 175,696 Sb= 8,774 St= 25,191 Short Direction 35.5 27 27 3 5 2 12 5,220 in2 5.91 in 21.09 in 241,101 in"4 11,434 in"3 40,769 in"3 Parameters: L = Slab width in feet Y = Ext. overal_l beam depth in inches (set to zero for mat) X = Interior overall beam depth In inches N = Number of interior beams S = Slab thickness_ in inches N = Number of ext_. bE!ams (set zero only for mat foundation) W =Width.of beams-(avg.) r-'-'------'~--'--------+-----,'----'---------··-·------------ v L V '--------,-----''------------------------ -Arnet Engineering Inc. Post-Tensioning Hardware 7/6/98,3:16 PM Page 26 1/2" dia. 7 wire strands; 270 ksi GUTS; ASTM 416; As= 0.153 in3 ------------------~-- Pjack=80% GUTS= 0.8x270x0.153=33.05 Kips P Anchor=70% GUTS=0.7x270x0.153=28.9 Kips Peffective= 60% GUTS=0.60x270x0,153=24.18 Kips for low-relaxation strand Es= 28 x 10"6 psi Notes to Post-Tensioned Slab-on-Grade Design ---· --·----- Rancho Carrillo Carlsbad, CA Toll Brothers --------------- The design method used in the design is called the PTI method ( Post-Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defects resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigating the general design, material design ·and/or soil design crlterias. A!thougn there is no economical method of totally preventing movements due to expansive· soils and settlement, current state-of-the-art- practice in Southern California area dictates Post;.Tensionlrig $lab-on-Grade designs In accordance with the PTI method and as presented here as the method of minimizing the effects of expansive soils and settlement . . . I 'Arnet 'Engineering Inc. 7/6/98,3:16 PM Page' 27 Rancho Carrillo Carlsbad, CA Toll Brothers Deflection Calculation for Slab-on-Gra~e by PTI (UBC94 -Sect.ion 1816.4.8.) Parameters: L = Slab length -in feet Ym = Differential soil movement in inches e = e<::centricity of PT in inches -S = Stiffening beam spqclng in ·feet:-------------------- P = Perimeter loading in lbs .per feet Em = Edge moisture variation distance in feet D = Beam Depth in inches · · Plan No. 2 (short direction) Relative Stiffness Length Beta= 1/12~(Ec*I/Es)"0.25 = Smaller of 6*Beta of effective L.ength 6*Beta = L Ym S P Em D e 35.5 3.21 16.25 1000 5.3 27· 2.5 35.5 0.78 16.25 1000 2.6 27 Note: Enter the deflection requirement below .. 11.35 ft ' 68.071ft aelta' Q 0.78 0.24 delta c · 11. 1'9 Deflection Requirement: L/360= 1.,18 inches centeI L/800= 2 Exterior. Beam(s) at 3 Interior Beam(s) at .2 7 inc;:hes overall Z 7 Inches . 9v~rall Plan No. 2 (long direction) Relative Stiffness Length Beta= 1/12*(!:c*l/l;s)"0.25 = Smaller of 6*Beta of effective Length 6*13eta = I L Ym S P · 'Em D e 6 5 3.21 11.83 1 ooo, . £?,'3 27 2.5 65 0.78 11.83 1000 2.6 27 Note: Enter the deflection requirement below. 10.48 ft 6Z,89jlt delta o 0.63 0.23' delta c 8.-27 delta 0.70 delta 0.58 Deflection Requirement: L/360= 2 .. 17 inches. centeIU800= 0.98 inches 2 Exterior Beam(s) at 2 Interior Beam(s) at 2 7 ·inches. overall ·2 7 inches overall Delta o = (YmcxL)"0.205xs"1.059xP"0.523xEmc"1:.296/380xd"1.214 Delta c = e(6400/9L)"0.5 Reduction due to PT Delta o = L"0.35xS"0.88xEme"0. 74xYme"0.76/15.9xdA0.85xP"0.01 Center Lift Center Lift Edge Lift CENTERLIFf EDGELIFf edge CENTERLIFf EDGELIFf edge :Arnet Engineering inc. 7/6/98,3:16 PM Page 28 Shear Calcul~tion per PTI method (UBC94 -Section 1816.4.9) Allowable service shear stress: _____ vc = 1. 7 _f'c"0.5 0.2fp = Center Lift Short Direction: 95 psi · Vs= 1 /1350[L"0.19xS'"0.45xd"0.20xP"0.54xym"0.04xem"'0.97)= 2.18 Service shear (only grade beams used and PT pontribution neglected -very conservative): v = Vs*W/n*d*b = 87 psi ok Long Direction: VI = 1 /1940[L"0.09xS"0. 7txh"0.43xP"0.44xym"0.16xem"0.93]= 2.13 Service shear (only grade beams used and PT contribution neglected ~very.conservative): v = Vl*W/n*d*b = 58 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"0.16*yrn"0.67)/(3.0*SA0.015) = 1.95 Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 53 psi ok Short Direction: V =( L"0.07*d"0.40*P"0.03*ern"0.16*ym"0.67)/(3.0*S"0.015) = 1.86 Service shear (orily grade beams used· and· PT contributlo~ negl~cted -very conservative): v = Vs*W/n*d*b = }'5 psi ok kif t k/f t k/f t k/f t Rancho Carrillo Carlsbad, CA Toll Brothers . ·Arnet Engineering Inc. 7/6/98.,3:16 PM Page 29 Rancho Carrillo Carlsbad, CA Toll Brothers MaHirnum Applied Seruice Moments for Slab-on-Grade by PTI (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: Allowable Concrete Flexural Compressive Stress: ft = 6*f'c"0.5 = 300.00 psi n = 0.45*f'c ·= 11 25 psi ·------·---------·------------- Center Lift Long Direction: Ml = Ao [B(Emc)"1.238 + C] = Ao = 1/727[L"0.,013*S"0.306*h"0.688*P"0.534"Ymc"0.193] = B = (Ymc-1)/3 < or= 1 C = [(8-(P-613))/255]*[(4-Ymc)/3] > or = 0 If Erne < 5 ft use B = 1 and C = 0 --------------------·--· --- 11,24 ft-kip$/ft 1,50 0.74 <1 ok 1.71 >0ok Short Direction: For LI/Ls > t.1 For LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60}"MI = 11.86 ft-kips/ft Edge Lift Long Direction: Ml=((S"0.1 *hEme)0. 78*Yme"0.66)/(7.2(L)"0.0065*P"0.04) -3.07 ft-kips/ft Short Direction: For LI/Ls > 1.1 For LI/L For LI/Ls < 1.1 use Ms =Ml Ms = (h"0:35((19+Eme)/57.75))"MI = 3.64. ft-kipslft ·Arnet-Engineering Inc. 7/6/98,3:16 PM Pag'e 30 Number of Strands in Each Direction Slab Strands 2.5 Beam Strands 3 _______ Average Strand Spacing inches from top (approx.) inches from. bottom (approx.) Slab Strands 2.5 inches Jrom top (approx.) Beam Strands q inc;hes from bottom (approx.) Average Strand Spacing 1 l Long Direction 0 Long Direction 3 .4 5 Long ·Direction l5 Short Direction EJ Short Direction 4.57 Short Direction Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visqueen· and maintain at least 50 psi compression: · Rancho Carrillo Carlsbad; CA Toll Brothers ------- Subgrade friction in Long Direction: Subgrade friction in Short Direction: Force Loss long = weight x Ll/2 x 1.0 = Force Loss short = weight x Ls/2 x 1.0 = 107.86 k 96.52 k Stress at Edge of Slab in Long Direction: Stress at Mldlength of slab in Long Direction: Stress at Edge of Slab in Short Direction: Stress at Midlength of Slab In Short Direction: · Maximum Allowable Service Moments 8 6 psi Force at Edge: 5 2 psi Force at Midslab: 71 psi Force at Edge: 5 3 psi Force a_t Mldslab: 272.8 'k 165 k 372 k 275 k Lon~r Dlrecflon Short Direction Tensile Cracking Moments: Negative Bending Moment=nMcr= Positive Bending Moment"".pMcr= Negative Bending Moment: Mtop(tension in top flber)= Mbot(compression in bottom fiber)= Positive Bending Moment: _ Mtop(tension In bottom fiber)= Mbot(compression, in top fiber)= Actual Bending Moments: Center Lift= - Edge lift= fer= 375 psi St(P/ A+fcr)+P~e= 30.1 0 ft-kips/ft Sb(fcr-P/A)+Pxe= · 8.83 ft-kips/f.t e= 4.47 inches -St(P/A+ft)+Pxe= 25.67 ft-kips/ft Sb(fc-P/ A)+Pxe= -24,,21 ft-kip!?/ft 0= 4.47 inches Sb(P/ A+ft)-Pxe= , 5.08 ft-kips/ft St(fc-P/A).:Pxe= 58.60 ft-kips/ft 11-.. 24-ft-kips/ft 3.07 ft-.klps/ft For LI/L F9r LI/L For LI/Ls < 1.1 use Ms =Ml 24.95 ft-k_ips/ft 6.08 ft-kips/ft 3.41 inches 21.03 ft-kips-/ft 17.07 ft-kips/ft 3.41 inches 3.81 ft-kips/ft 53.45 ft-kips/ft 11.86 ft-kips/ft 3.64 ft-kips/ft . Arnet Engineering Inc. 7/6/9e,3:18 PM Page 31 Rancho Carrillo Carlsbad, CA toll Brothers 5 II Post-Tensioned s·1ab-on-Grade Calculations . . ' Qn Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon -· ----Project:------Es-t-a-tes-at-Rancho.Carr-illo. __ -StructuraJJ:ngineer; __ loffoity: ___ _ ----------·--· Developer: Toll Brothers Archhect: L.C-. Major /Cexton Thornthwaite Moisture Index: Im= -20 Classification of Expansive Soil Table 18-1-8 El= CateQory Ill Edge Moisture Variation Distance Center Lift E:mc= 5.3 feet Edge Lift Erne= 2.6· feet Differential Soil Movement Center Lift Ymc= 4.74 inches Edge Lift Yme= 1.15 Inches Allowable soil pressure Oa= 2000 psf Slab thickness: t = 5 Inches Concrete strength: f'c = . 2500 psf at 28 days Design Perimeter Load: 1000 plf Section Properties of Post-Tensiol)ed Slab System Plan 2 ., Long Direction 65 30 30 2 5 2 12 Area= 3,330 in2 Yt = 7.91 in Yb= 22.09 in = 239,640 Sb= 10,846 St= 30,313 Short Direction 35.5 30 30 3 5 2 12 5,400 iti2 - 6.67 in 23.33 in 330,0.Qd in"4 14, 143 in"3 49,500 in"3 Parameters: L .= Slab width In feet Y = gxt. overall beam d!;lpth in inches (set to zero for mat) X = Interior oven~.11 beam depth in inches N = Number of interior beams S = Slab thickness in inches N = Number .of ext. beams (set zero only for mat foundation) W = Width of beams (avg.) II L 1 Neutral Axlsfu1 l O YI ~ X ' •. ~ :,,,~,. ' ' v '--,--------"-----'---------···-····--· ' Arnet Engineering Inc. Post-Tensioning Hardware 7/6/98,3:18 PM Page 32 1/2" dia. 7 wire strands; 270 ksi GUTS; ASTM 416; As= 0.153. in3 Pjack=80% GUTS = 0.8x270x0.153=33.05 Kips P Anchor=70% GU'JS=0.7x270xQ.153=28:9 Kips Peffective= 60% GUTS=0.60x270x0.153=24.78 Kips for low-relaxation strand Es= 28 x 10"6 psi Notes to Post-Tensioned Slab-on-Grade Design. Rancho Carrillo Carlsbad, CA Toll Brothers The design method used in the design is called the Pl"I method. ( Posh Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defects resulting from unreported conditions and poor malntenartce of landscaping surrounding the building mitigating the general design, material design ,and/or soil~ design criterlas. Although there Is no economical · method of totally preventing movements due to exp~nslve soils and settlement, current state-of-the-art- practice in Southern California area dictates Post~Tensioning Slab-on-Grade designs in accordance with the PTI method and as presented here as the method of minimizing the effects of expansive soils and settlement. -Arnet Engineering Inc .. · 7/6/98,·3:18 PM Page 33 Rancho Carrillo Carlsbad, CA Toll Brothers Deflection· Calculation for Slab-on,...Grade by PTI· (UBC94 -Section 1816.4.8) ' -' . -. Parameters: L = Slab length in feet Ym = Differential soil movement in inches . e = eccentricity of PT in inches . --------S-.=-Stiffening-beam_spacing..inJeet ________________________________ . _ P = Perimeter loading in lbs per feet Em = Edge moisture variation distance in feet D = Beam Depth in inches · plan No. 2 (short direction) Relative Stiffness Length Beta= 1/12*(Ec*.I/Es)"0.25 = Smaller of 6*Beta of effective Length . 6*Beta = L Ym S P Em . D e 35.5 4.74 16.25 1000 5.3 30 2.$ 35.5 1.15 16.25 1000 2.6 30 Note: Enter the deflection requirem$nt beiow. 12 .. 27 ft 73.631ft delta o delta c 0.75 11.19 0.30 delta 0.66 Deflection Requirement: L/360.;= 1 .. 18 inches cente, L/800= 6.53 inches 2 Exterior Beam(s) at 3 Interior Beam(s) at 3 0 inches overall 3 0 Inches overall Plan No. .2 (long direction) Relative Stiffness Length Beta= 1/12*'(Ec*I/Es)"0.25. = Smaller of 6*Beta of effective Len~th 6*Beta = L Yin S P .Em D e 65 4.74 11.83 1060 5.3 .30 2.5 65 1.15 11.~3 1000 2.6 30 Note: Enter the deflection requirement below. H.33 ft 1 · 6·1 .97lt t delta o delta c 0.60 8.27 0.28 delta 0.55 Deflection Requirement: L/360= 2. 1'7 inches centeI L/800:::: 0.98 inches 2 Exterior Beam(s) at 2 Interior Beam(s) at 3 0 Inches overall 3 0 inches overall Delta o = (YmcxL}"0.205xs"1.059xP"0.523xEmc"1.296/380xd"1.214: Delta c = e(6400/9L)"0.5 Reduction due to PT Delta o = L"0.35xS"0.88xEme"0. 74xYme"0. 76/15.9xd"0.85xP"0.0t Center Lift . Center Lift Edge Lift CENTERLIFr EDGE LIFT edge CENTER LIFT EDGE LIFT edge . . , Arnet ,Engineering Inc. 7/6/.98,3:18 PM Page 34 Shear: Calculation per PTI method fUBC94 -Section 1816.4.9) Allowable service shear stress: vc = 1.7 f'c"0.5 0.2fp = ·--·------------·------- Center Lift Short Direction: 95 psi Vs= 1 /1350[L"0.19xS"0.45xd"0.20XP"0.54xyni"0.04xem"0. 97]= ? .. 26 Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 82 psi ok · Long Direction: VI = 1 /1940[L"0.09xS"0. 71 xh"0.43xP"0.44xym"0.16xetn"0.93]= 2.37 Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vl*W/n*d*b = 58 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"0. ts•ym"0.67)/(3.0*S"0.015) -2.64 Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 65 psi ok Short Direction: v =( L"0.07*d"0.40*P"0.03*emA:0.16*ym"0.67)/(3.0*S"0.015)-= 2.52 Service shear (only grade beam_s used and-PT contribution neglected -very conservative): v = Vs*W/n*d*b = 91 psi ok k/f t k/f t k/f t -k/f t Rancho Carrillo Carlsbad, CA Toll Brothers . . · Arnet,Engineering Inc. 7/6/98,3:18 PM Page 35 Rancho Carrillo Carlsbad, CA Toll Brothers MaHilJlum Applied Seruice MomE!nts for Slab-on-G·rade by PTI (UBC~4 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: ft = 6*f'c1\0.5 =-300.,00 psi Allowable Concrete Flexural Con,pressive Stress: ft = 0AS*f'c = 1125 psi -------- Center Lift Long Direction: . Ml = Ao [B(Emc)"1.238 + C] = Ao = 1/727[L"0.013*S"0.306*h"0.688*P"0.534 *Ymc"0.193] = B = (Ymc-1)/3 < or= 1 C = [(8-(P-613))/255]*[(4-Ymc)/3] > or = 0 If Erne < 5 ft use B = 1 and C = O 14.27 f.t-kips/ft 1.73 ---------------------- 1.25 <1 ok -·1.60 >0 ok Short Direction: For LI/Ls > 1.1 For 'LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60)*MI = 15.05 ft-kips/ft Edge Lift Long Direction: Ml=((S"0. 1 *hEme)0. 78*Yme"0.66)/(7.2(L)"0.0065*P"0.04) = -4.31 ft-kips/ft Short Direction: For LI/Ls· > 1.1 For LI/L For LI/Ls < 1.1 use Ms =Ml Ms = (h"0.35((19+Eme)/57.75))*MI = 5 .. 30 ft-kips/ft ,, 'Arnet Engineering Inc. 7/6/98,3:18 PM Page 36 Rancho Carrillo Carlsbad, CA Toll Brothers Number of Strands In Each Direction ' Slab Strands 2. 5 Beam Strands 3 Average Strand Spacing inches from top (approx.} inches from bottom {approx.} 11 · Long Direction 0 Long Direction 3.45 Long Direction -·----·---·---·---------------------------------- Slab Strands 2.5 inches Jrom. top (approx.} Beam Strands 3 inches from bottom (approx.) Average Strand Spacing 15 Short Direction 0 Short Dii'eGtion 4.57 Short Direction Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visqueeri and maintain at least 50 psi compression: Subgrade friction in Long Direction: Subgrade friction in Short Direction: Stress at Edge of Slab in Long Direction: Stress at Midlength of slab in. Long Direction: Stress at Edge of Slab In Short Direction: Stress at Midlength of Slab in Short Direction: · Maximum Allowable Service Moments. Force Loss long = weight x Ll/2 x 1.0 = Force Loss short = weight x Ls/2 x 1.0 = 8 4 psi Force at Edge: 4.8 psi Force at Midslab: 6 9 psi Force at Edge: 5:0 psi Force at Midslab: 112.73k 99.84 k 272.8 k 160 k 372 k 272 k Long Direction ·35,98 ft-kips/ft 1'0.92 ft-kips/ft Short Direction Tensile Cracking Moments: · Negative Bending Moment=nMcr= Positive Bending Monient=pMcr= Negative Bending Moment: Mtop(tension in top fiber}= Mbot(compression in bottom fiber.)= Positive Bending Moment: Mtop(tension in bottom fibe~},,,; Mbot(compression in top fiber}= Actual Bending Moments: Ce,nter Lift= Edge Lift= fer= 375 psi St(P/A+fcr}+Pxe= Sb(fcr-P/A}+Px0;::: St(P/A+ft)+Px0= Sb(fc .. P/A)+Pxe= Sb(P/A+ft).-PXe= St(fc-P/A)-Pxe::: 8= 8= 5.41 inches · 30.64 ft-kips/ft 30.02 ft-kips/ft 5.41 inches 6.26 ft-kips/ft 70.76 ft-kips/ft 14.27 ft-kips/ft 4 .. 31 ft-kips/ft For LI/L For LI/L For LI/Ls < 1.1 use Ms =Ml 3o.rn 7.54 4.17 25.40 21.14 4.17 4.70 65.04 ft-krps/ft ft-kips/ft inches ft-kips/ft ft-kips/ft inches ft-kips/ft ft-kips/ft 15.05 ft-kips/ft 5.30 ft-kips/ft · Arnet'Engineering Inc. 7/6/98,3:19 PM Page 37 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-.Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon _---·-Project: Estates at R<Jncho Carrillo ·-------~--~-Structural Engineer: Infinity L.C~M~Jor/Cexton ·---------·--------Developer: Toll Brothers Architect: Thornthwaite .Moisture Index: Classification of Expansive Soil Table 18-I-B Edge Moisture Variation Distance Center Lift Edge Lift Differential Soil Movement Center Lift Edge Lift Allowable soil pressure Slab thickness: Concrete strength: Design Perimeter Load: Im= El= Erne= Erne= Ymc= Yme= Qa= t ·= f'c = 1000 pit -20 Category I 5.3 feet 2.6 feet 2.12 inches 0.41 inches 2000 psf 5 inches 2500 psf. at 28 days Section Properties of Post-,Tensioned Slab System 1· Plan 3 Long Direction 60 24 24 1 5 2 12 Area= Yt = Yb= I= Sb= St= 2,454 i_n2 5.84 in 18.16 in 95,307 5,250 16,306 Short Direction 29.5 24 ·24 3 5 2 12 4,740 in2 Parameters: L. = Slab width in feet Y = i:xt overall beam depth in inches (set to zero for mat) X = Interior overall beam depth in _inches N = Number of interior beams S = Slab thickness in inches N = Numb.er of ext. beams (set zero only for mat founclation) W = Width of. beams {av.g.) ,----,--_.:....-------~· _______ ,., ____ , ... -. -··· ... V L v 5.39 in 1 · 1 18. 61 in -------------+-N'--x~u-tra __ , A_xls~.' I YYbt 166,473 irtA4. ,r [j A.J J U _-=J S,943 jr,A3 . . H < If llnnllr. . 12_, If applicable 0 30,908 inA$ '----------. ·····,·· ....... . . Arnet Engineering Inc. Post-Tensioning-Hardware 7/6/98;3:19 PM Page 38 Rancho Carrillo Carlsbad, CA Toll Brothers ______ 1_!_2" dia. 7 wire strands; 270 ksi GUTS; ASTM 41q; As;:: 0.153 in3 --------------------- Pjack=80% GUTS = 0.~x270x0.153=33.05 Kips P Anchor=70% GUTS=0.7x270x0.153=28.9 Kips Peffective= 60% GUTS=0.60x270x0.153=24.78 Kips for low-relaxation strand Es= 28 x 10"6 psi Notes to Post-Tensioned Slab~on-Gr~de Design The design method used in the.-design is cailed the PTI method ( Post-Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defe.gti;; resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigating the general design, material -design and/or soil design criterias. Althol.!gh there is no economical method of totally preventing movements due to expansive soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-Tensioning· Slab-on-Grade designs in accordance with the PTI method and as presented here as the method of minimizing. the effects of expansive soils and settlement. Arnet Engineering Inc. 7i6/98,3:19 PM Page 39. Rancho Carrillo Carlsbad, CA Toll Brothers Deflection Calculation for Slab-on-Grade by PTI (UBC94 -Section 1816.4.8) Parameters: L = Slab length in feet Ym = Differential soil movement in inches e = eccentricity of PT in inches ---$-;--Stiffening beam spacing irefeet ________________ ----------- P = Perimeter loading in lbs per feet Em = Edge moisture variation di.stance in feet _ D = Beam Depth in inches Plan No. 3 {short direction) Relative Stiffness Length Beta= 1/12 .. {Ec•I/Es)"Ct25 = Smaller of 5•seta of effective Length 5•seta = L Ym S P Em D e 29.5 2.12 15 1000 5.3 24 2.5 29.5 0.41 15 1000 2.6 24 -Note: Enter the deflection requirement below. 10.34 _ft 62.bsltt deita o delta c 0.73 12.27 0.14 delta 0.64 Deflection Requirement: L/360= 0-.98. Inches centeI l/800= 0.44 inches 2 Exterior Beam(s) at 3 Interior Beam(s) at 2 4 ·Inches overall 2 4 ·inches overall - Plan No .. 3 (long direction) Relative Stiffness Length Beta= 1112·(Ec•I/Es)"0.25 = Smaller of 6·Beta of effective Length 5•seta = L Ym s p Em D e 60 2.12 14.75 1-000 5.3 24 2.5 60 0.41 14.75 1000· 2.6. 24 Note: Enter the deflection requirement below. 9.00 f-t I '. ss:9alt t · delta o ,delta c 0.83 . 8,61 0.18 delta 0.76 Deflection Requirement: L/360= 2.00 Inches centei.L/800= 0.90 inches 2 Exterior Beam{s) at 1 Interior Beam(s) at 2 4 Inches overall 2 4 . inches overall Delta o = {YmcxL)"0.205xs"1,059xPA0.523xEmc"1.296/380xd"1.214 Delta c = e(6400/9L)"0.5 Reduction due to PT Delta o = L"0.35xS"0.88xEmeAo. 74xYme"0. 76/15.9xd"0.85xP"0.01 Center Lift Center Lift Edge Lift CE;NTERLIFT EDGE LIFT edge CENTER LIFT EDGE LIFT edge :A.met Engineering Inc. 1/6/98,3:19 PM Page 10 Shear,Calculation per PTI method (UBC94 -£ection 1816.4.9-) Allowable service shear stress: VC = 1.7 f'c"0.5 0.2fp = Center Lift Short Direction: 95 psi Vs= 1 /1350[L"0.19xS"0.45xd"0.20xP"0.54xym"0.04xem"0.97]= 1.95 Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 81 psi ok Long Direction: VI = 1/1940[L"0.09xS"0.71 xh"0.43xP"0.44xyrn"0.16xem"0.93)= 2. 1'9 Service shear (only grade beams used anp PT contril;lution neg!ecteg -very conservative): v = Vl*W/n*d*b = 75 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"0.16*ym"0.67)/(3.0*S"0.0-15) -1.20 Service shear (only grade beams used and PT contribution neglected -very ;conservative): v = Vs*W/n*d*b = 41 psi ok Short Direction: V =( L"0.07*d"0.40*P"0.03*erh"0.16*ym"0.67)/(3.0*S"0.015) = 1.14 Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 48 · ,psi ok k/f t k/f t k/f t k/f t Rancho Carrillo Carlsbad, CA Toll Brothers Arnet Engineering Inc. 7/6/98,3:1"9 PM Page 41 Rancho Carrillo Carlsl;>ad, CA Toll Brothers MaHin;mm Applied Seruice M~ments for Slab-on-Grade by Pll (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: Allowable Concrete Flexural Compressive Stress: ft = 6*f'c"0.5 = 300.00 psi ft = 0.45*f'c = 1125 psi Center Lift Long Direction: Ml = Ao [B(Emc)A1.238 + C] = Ao = 1/727[L"0.013*S"0.306*h"0.688*P"0.534*Ymc"0.193] = B = (Ymc-1)/3 < or= 1 C = [(8-{P-613))/255]*[(4-Ymc)/3] > or = 0 If Erne < 5 ft use 8 = 1 and C = 0 9;53 ft-kips/ft 1.36 0.37 <1 ok 4.06 >0 ok Short Direction: For LI/Ls > 1.1 For LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60)*MI = 10.06 ft-kips/ft Edge Lift Long Direction: Ml=((S"0.1 *hEme)0.78*Yme"0.66)/(7.2(.L)"0.0065*P"0.04) = 1.87 ft-k-ips/ft Short Direction: For LI/Ls > 1.1 For LI/L FQr -LI/Ls < 1..1 use Ms :::Ml Ms = (h"0.35{(19+Eme)/57.75))*MI = -2.13 ft-kips/ft • Arnet Engineering Inc. 7/6/98,3:19 PM Page 42 Number of Strands In Each Direction Slab Strands 2.~ Beam Strands 3 Average Strand Spacing inches from top (approx.) inct,es from bottom (approx.} ----------------------------- 9 Long Direction 0 Long DirecUon 3.56 Long Direction Rancho Carrillo Carlsbad, CA Toll Brothers Slab Strands 2. 5 Beam Strands 3 Average Strand Spacing inches from top (approx.) inches from bottom (approx.) 14 Short Direction 0 Short Direction 4.54 Shott Direction Use Subgrade Friction Coefficient .of 1.0 for slab on Sand over Visqueen and maintain at least 50 psi compression: Subgrade friction in Long Direction: Subgrade friction in Short Direction: Stress at Edge of Slab in Long Direction: Stress at Midlength of slab in Long Direction: Stress at Edge of Slab in Short Direction: Stress at Midlength of Slab in Short Direction: Maximum Allowable Service Moments Tensile Cracking Moments: Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop(tension in top fiber)= Mbot(compression in bottom fiber}= Positive Bending Moment: Mtop(tension in bottom fiber)= Mbot(compression in top fiber}= Actual Bending Moments: Center Lift= Edge Lift= Force Loss long = weight x Ll/2 x 1..0 = Force Loss short = weight x Ls/2 x 1.0 = 91 psi Force at Edge: 60 P$1 Force at Midslab: 73.psi Force at Edge: 5.8 psi Force at Midslab: Long Direction fer= 375 psi St(P/A+fcr}+Pxe= 23.57 ft-kips/ft Sb(fcr-PiA)+Pxe= 6.32 ft-kips/ft 8= .3.34 inches St(P/A+ft)+Pxe= 20.12 ft-kips/ft Sb(fc-PlA}+Pxe= 17.44 ft-kips/ft 8= :3.34 inches Sb(P/A+ft}-Pxe= 3.69 ft-kips/ft St(fc-P/A}-Pxe= 45.5.2 ft-kipslft 9.53 ft-'kips/ft 1 .87 ft-kips/ft For LI/L For LI/LFor .LI/Ls < 1.1 use Ms =Ml 76.69 k 72.83 k 223.2 k 147 k 347.2 k 274 k Short Direction 20.63 ft-kips/ft 5.14 ft-kips/ft 2.89 inches 17.41 ft-kips/ft · 14.46 ft-kips/ft 2.89 Inches 3.24 ft-kips/ft 43.76 ft-kips/ft 10.06 ft-kips/ft 2.13 -ft-kips/ft _ Arnet Engineering inc. 7/6/98,3:20 PM Page 43 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon ------Project:. ____ E_states at.Rancho tarri_llo ___ s~r.uctural Engin~er: Infinity Developer: Toll Brothers Architect: LC. Major /Cexfon -- Thornthwaite Moisture Index: Classification of Expansive Soil Table 18-I-B Im= El= -20 Category II Edge Moisture Variation Distance Center Lift Erne=. Erne= 5.3 feet 2.6 feet Edge Lift Differential Soil Movement Center Lift Edge Lift Allowable soil pressure Slab thickness: Concrete strength: Design Perimeter Load: Ymc= Yme= Qa= t = f'c = 1000 :plf 3. 21 inche·s 0.78 inches 2000 psf 5 inches 2500 psf at 28 days Section Properties of Post-Tensioned Slab sys.tern I __ Plan 3 Long Direction 60 27 27 1 5 2 12 Area= Yt = Yb= I= Sb= St= 2,562 in2 6.67 in 20.33 in 135,353 6,659 20,283 Short Direction 29.5 27 27 3 5 2 12 4,920 in2 6.12 in 20.'88 in Parameters:- L = Slab width In feet Y = E;xt. overall beam depth In inches (set to zero for mat) X = Interior overall beam depth in, inches N = NtJmber of interior beams S = Slab thickness in inches N = Number of ext. beams (set zero only-for mat foundation) W = Width of beams (avg.). ,----,--------~------···--·-------···-··· ...... . L J-1LJ_I/_ ______4_ N----:,•• ~,~: 2.36,767 in"4 *-~.J U__J 11,$40 in"3 . L, I., ·· ~ If applicable 38,675 in"3 ~...,._..........,~---__._--,----,--------- • !t .Arnet E'ngineering Inc. Post-Tensioning Hardware 7/6/98,3:20 P.M Page 44 1/2" dia. 7 wire strands; 270 ksi GUTS; ASTM 416; As= 0.153 in3 Pjack=80% GUTS = 0.8x270xQ.1'53=33.05 Kips,, P Anchor=70% GUTS=0.7x270x0.153=28.9 Kips Peffective= 60% GUTS=0.60x270xQ.153=24.78 Kips for low-relaxation strand Es= 28 x 1 0"6 psi Notes to Post-Tensioned Slab-on-Grade Design Rancho Carrillo Carlsbad, CA Toll Brothers The design method used in the design is called the PTI method ( Post-Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defects resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigating the general design, material design and/or soil _design crlterlas. Although there Is no economical method of totally preventing fTlOVements due to expansive soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-Tensioning; Stab-on-Grade designs in accordance with the PTI method and as presented here as the me,thod of minimi;zlng the effects of expansive soils and settlement. . Arnet Engineering Inc. 7/6/98,'~:20 PM .P!;!ge 45 . Rancho Carrillo Carlsbad, CA ·Toll Brothers Deflection Calculation for Slab.,.on-Gr~de ·by PTI (UBC94 -Section 18 l6.4.8) Parameters: L = Slab length in feet Ym = Differential soil movement in inches e = eccentricity of PT ·in inches ·------·--·--s-=-Stiffenili~fbeam-spacing-i1:r:feet P = Perimeter loading in lbs per feet Em = Edge moisture variation qistance in feet D = Beam Depth in inches Plan No. 3 (short direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)"0,25 = Smaller of 6*Beta of effective Length 6*Beta = L Ym s P 8n ·D e 29.5 3.21 15 1000 5.3 27 2.5 29.5 0.78 15 1000 2.6 27 Note: Enter the deflection requirement below. 11.29 ft 67.76lft delta .o delta. c 0.69 12.27 0.21 delta 0.61 Deflection Requirement: L/360= 0.-98 inches centeI L/800= 0.44 inches 2 Exterior Beam(s) at 3 Interior Beam(s) at 2 7 _ Inches overall 2 t Inches overall Plan No. 3 (long direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)"0.25 = Smaller of 6*Beta of effective Length 6*Beta = r L Ym S P Em D e 6 0 3.21 14. 75 1000 5.3 27 2.5 60 0.78 14.75 1000 2.6 27 Note: Enter the deflection requirement below; 9.82 n ·5a~92lft delta o 0.79 0-.21 delta c 8.61 delta 0.72 Deflection Requirement: L/360= 2.00 inches centeI L/8.00= 0.90 inches 2 Exterior Beam{s) at 1 Interior Beam(s) at 2 7 inches overall 2 7 ihches overall Delta o = (YmcxL)"0.205xs"1.059xP"0.523xErnc"1.296/380xd"1.21·4 Delta c = e(6400/9L)"0.5 _ Reduction due to Pt Delta o = L"0.35xS"0;88xEme"0.74xYme"0:76/1S.9Xd"0.85xP"0.01 Center Lift , , Center Lift Edge Lift CENTER LIFT EDGE LIFT edge CENTER LIFT EDGE LIFT edge _ Arnet Engineering Inc. 7/6(98,3:20 PM Page 46 Shear Calculation per PTI me,thod (UBC94 -Section 1 s·.16.4.9) Allowable service shear stress: VC = 1.7 f'c"0.5 0.2fp = 95 psi -----·-· ----· --- Center Lift Short Direction: · Vs= 1/1350[L"0.19xS"0.45xd"0.20xP"0.54xym"d.04xem"0.9:7]= 2.03 Service shear (only grade beams used and Pi contribution neglected-very conservative): V = Vs*W/n*d*.b = 7f;J psi ok Long Direction: VI = 1 /1940[L"0.09xS"0. 71 xh"0.43xP"0.44xym"0.16xem"0.93l= 2.47 Service shear (only grade beams. used and PT contribution neglected -very conservative): v = Vl*W/n*d*b = TS psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"0.16*ym-"'0.67}/(3.0*S"0.015) = 1..93 Service shear (only grade beams used and PT contribution neglected -very conservativ~): . v = Vs*W/n*d*b = 59 psi Ok Short Direction: V =( L"0.07*d"0.40*P"0.03.*'em"0.16*ym"0.67}/(3.0*S"0.015) = 1.84 Service shear (only grade beams used and PT contribution negl~cted -very conservative'): v = Vs*W/n*d*b = 68 psi ok .k/f t k/f t k/ft k/f t Rancho Carrillo Carlsbad, CA Toll Brothers . Arnet Engineering Inc. 7/6/98,3;20 PM Page 47. Rancho Carrillo Carlsbad, CA Toll Brothers MaHimum Applied Seruice Moments for Slab-on-Grad~ by PTI (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensil!3 Stress: Allowable Concrete Flexural Compressive Stress: ft = 6*f'c"0.5 = 300.00 psi ft = 0.45*f'c = 1125 psi -----------------------------------------------.,..---------------------- Center Lift Long Direction: Ml = Ao [B(Emc)"1.238 + CJ = Ao = 1/727[L"0.013*S"0.306*h"0.688*P"0.534*Ymc"0.193) = B = (Ymc-1)/3 < or= 1 C = [(8-{P-613))/255]*[{4-Ymc)/3] > or = O If Erne < 5 ft use B = 1 and C = 0 12. 0-1 ft-kips/f.t 1.60 o .. 74 <1 ok 1.71 >0 ok Short Direction: For LI/ls > 1.1 For LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60)*MI = .12.67 ft-kips/ft Edge Lift Long Direction: Ml=((S"0.1 *hEme)0.78*Yme"0.66)/(7 .2(L)"0;006S*P"0.04) = 3.14 ft-kips/ft Short Direction: For LI/Ls > 1.1 For LI/L For LI/Ls < 1.1 use 'Ms =Ml Ms = (h"0.35((19+Eme)/57.-75))*MI = 3.72 ft-kips/ft Arnet Engineering Inc. Number of Strands In Each Direction . . 7/6/98,3:20 PM Page 48 Slab Strands 2.5 inches from top (approx.) Beam Strands 3 inches from bottom (approx.) _ _ _ Average_ Strand Spacing -------- 9 Long Dir.action 0 !:,ong. Direction 3.56 Long Direction Rancho Carrillo Carlsbad, CA Toll Brothers ----------------.... --- Slab Strands 2.5 inches from top (approx:) Beam Strands 3 inches from bottom (approx.) Average Strand Spacing 14 Short Direction 0 Short Direction 4..54 Short Direction Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visqueen and maintain at least 50 psi compression: Subgrade friction in Long Direction: Subgrade friction in Short Direction: Stress at Edge of Slab in Long Dirf:lction: Stress at Midlength of slab in Long Direction: Stress at Edge of Slab In Short. Direction: Stress at Midtength of Slab in ShOI\ Direction: Force Loss long = weight x Ll/2 x 1.0 = Force Loss short :;:: weight x Ls/2 x 1.0 = 8 7 psi Force at Edge: 5 6 psi Force at Midslab; 71 j:)si Force at Edge: 55 psi Force at Midslab: 80.06 k 75.59 k 223.2 k 143 k 347.2 k 272 k Maximum Allowable Service Moments Tensile Cracking Moments: Long Direction Short Direction Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop(tension In top fiber)= Mbot(compression In _bottom fiber}= Positive Bending Moment: Mtop(tension in bottom fiber)= Mbot(compression In top fiber)= Actual Bending Moments: Center Lift= Edge Lift= fer= 375 psi St( P / A+fcr)+ Pxe= 29.11 ft-kips/ft Sb(fcr-P/ A)+Pxe= 8.05 ft-kips/ft ·8= 4.17 inches St(P/A+ft)+P:>e~= 24.81 _ ft-kips/ft Sb(fc-P/A)+Pxe= 22.15 ft-kips/.ft e= 4: 17 inches Sb(P/ A+ft)-Pxe= 4.65 ft-kips/ft St(fc-P/A)-Pxe= 56.83 ft-kips/ft 1-2.01 ft-kips/ft 3. 14 ft-kips/ft For LVL For LIil For LI/Ls < 1.1 use Ms =Ml' 25.68 ft-kips/ft 6.54 ft-kips/ft. 3.62 inches 21.65 ft-kips/ft 18.35 ft-kips/ft 3.62 inches 4.09 ft-kips/ft 54.89 ft-kips/ft 12.67 ft-kips/ft 3.72 ft-kips/ft _Arnet E'ngineering Inc. 7/6/98,3:21 PM Page 49 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon ____ Project: __________ Estates at Rancho Cctrrillo Structural Engineer: Infinity Developer: Toll Brothers ---Architect: -cc~~Majof /Gexton ___ -------····---------- Thornthwaite Moisture Index: Im= -20 Classification of Expansive Soil Table 18-1-8 El'= Category Ill Edge Moisture Variation Distance Center Lift Ellie= 5.3 feet Edge Lift Erne= 2.6 feet Differential Soil Movement Center Lift Ymc= 4'.74 Inches Edge Lift Yme= 1.15 inches Allowable soil pressure Oa= 2:0(l0 psf Slab thickness: t = 5 inches Concrete strength: f'c = 2500 psf at, 28··days Design Perimeter Load: 1000 plf Section Properties of Post-Tensioned Slab Sy~tem I~ Pla:n 3 Long Direction 60 30 30 1 5 2 12 Area= 2,670 in2 Yt = 7.56 in Yb= 22.44 in = 184,804 Sb= 8,234 St= 24,457 Short Direction 29.5 30 30 3 5 2 12 -5,100 in2 . 6.91 in 23-.09 in 323,860 in"-4 14,027 inA3 46,8·56 inA3. Parameters: L = Slab .width in feet Y = Ext. overall beam depth io inches (set to zero for mat) X = Interior overall .beam depth in inches N = Number of interior beams . S = Slab thickness In inches N = Nurnber of ext. beams (set zero only for mat foundation) W = Width of beams (avg.) .----~--'-------·--·--·· ......... . V -~ V 1 r----,-------,-. 1.Xe~tral Axis·;-!, z\ i : vf [J 7J u '" Jc.~ < II •p~lo,bl• ' --,-----'------,,-----,-~------·· ------· __ ,. .. -··· _Arnet Engineering Inc. Post-Tensioning Hardware 7/6/98,3:21 PM Page 50 1/2" dia. 7 wire strands: 270 ksi GUTS; ASTM 416; As= 0.153 in3 Rancho Carrillo Carlsbad, CA Toll Brothers ---------------------------------------·-------------· Pjack=80% GUTS = 0;8x270x0.153=33.05 Kips P Anchor=70% GUTS=0.7x270x0.153=28·.9 Kips Peffective= 60% GUTS=0.60x27bx0.153=24. 78 Kips for low-relaxation strand Es= 28 x 10"6 psi Notes to Post-Tensioned Slab-on-Grade Design The design method used in the design is called the PTI method ( Post-Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defects. resulting from unreported conditions and poor maintenance of landscaping surrounding th1;1 building mitigating the general design, material design and/or soil d8sigri criterias. Although ther8 is no economical method of totally preventing movements due to expansive soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-Tenslo11lng Slab-on-Grade designs in accordance with the PTI method and as presente~ here as the method of minimizing the effects of expansive soils and settlement. Arnet Engineering Inc. 7/6/98,3:21 PM ---~-·----·-------Rage 51 -------------_---------·.. -·-----. --;--·----------·----- Rancho Carrillo Carlsbad, CA Toll Brothers · ----- Deflection Calculation for Sla.b-o'r\-Grade by PTI (UBC94 -Section 1816.4.8'). Parameters: L = Slab length in feet Ym = Differential soil movement in inches S = Stiffening beam spacing in feet e = eccentricity of PT in inches P = Perimeter loading in lbs per feet Em = Edge moisture variation distance in feet D = Beam Depth in inches Plan No. 3 (short direction) . Relative Stiffness Length· Beta= 1/12*(Ec*ILEs)A0.25 = Smaller of 6*Beta of effective Length 6*Beta = L Ym S P Em D e 29.5 4. 74 15 1000 5.3 3'0 . 2.5 29.5 1.15 15 1000 2.6 30 Note: Enter the deflection requirement below. 12.21 ft• 73.28lf t delta O -. delta C 0.66 12.27 0.26 delta 0.58 Deflection Requirement: L/.360= 0.98 inches cente1 L/800= d.44 inches 2 Exterior Beam(s) at 3 Interior Beam(s) at ~ 0 inches overall 3 () · Inches oyerall Plan No. 3 (long direction) · Relative Stiffness Length Beta= 1/12*(Ec*I/Es)A0:25 = Smaller of 6*Beta of effective Length . 6*Beta = L Ym s p Em D e 60 4.74 14.75 1000 5.3 3Q 2.5 60 1.15 14.75 1000 2.6 30, Note: Enter the deflection req1.1lrement below. 10.62 ft . 63.69jf t delta-o 0.75 0.33 - delta c 8.61 delta 0.69 Deflection Requirement: L/360::; 2.00 Inches centeiL/800= 0.90 inches 2 Exterior Beam(s) at 1 Interior Beam(s) at 3 0 Inches overall 3-0 inches overall Delta o = (YmcxL)A0.205xs"1.059xPA0.523xEmcA1 .296/380xd"1.214 Delta c = e(6400/9L)A0.5 Reduction due to. PT Delta o = L"0.35xSA0.88xEmeA0.7 4xYmeA0.76/1 f?.9xd"0.85xPA0,Q1 Center Lift Center Lift ,. CENTERLIFr EDGELIFr edge CENTERLIFr EDGELIFr edge · Arnet Engineering Inc. 7/6/98,3:21 PM Page 52 Shear Calculation per PTI method (UBC94 -Section 1816.4.9) Allowable service shear stress: Rancho Carrillo Carlsbad, CA Toll Brothers _ ___ vc_ = 1.7 f'c"0.5 0.2fp = 9 5 psi ----------=--------------------------------·- Center Lift Short Direction: Vs= 1 /1350[L"0.19xS"0.45xd"0.20xP"0.54xym"0.04xem"0.97]= 2.10 k/f t Service shear (only grade beams used ~nd PT contribution neglected -very conservative): v = Vs*W/n*d*b = 70 psi ok Long Direction: VI = 1/1940[L"0.09xS"0. 71 xh"0.43xPA0.44xym"0..16xem"0.93]= 2.75 k/f t Service shear (only grade beams used and. PT contribution negle9ted -very con~ervative): v = Vl*W/n*d*b = 75 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"0.16*ym"0.67)/(3.0*S"0.015) = 2.62 k/f t Service shear (only grade beams used and. PT contribution neglected_ -very conservative): v = Vs*W/n*d*b = 71 psi ok Short Direction: V =( L"0.07*d"0.40*P"0.o"3*em"0.16*ym"0.67)/(3.0*SA0:015) = 2.49 k/f t Service shear (only grade beams used and PT.cqntribution neglected -very conservative): ' ' . . v = Vs*W/n*d*b = 83 psi ok . Arnet Engineering Inc. 7/6/98,3:21 PM Page 53 · Rancho Carrillo Carlsbad, CA Toll Brothers MaHimum Applied Seruice Moments for Slab-on-Grade by PTI (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: ft = 6*f'cA0.5 = 300.00 psi Allowable Concrete Flexural Compressive Stress: ft = 0.45*f'c = 1125 psi --------------------·---------------------··------ Center Lift Long Direction: Ml = Ao [B(Emc)A1 .238 + C] = Ao = 1/727[LA0.013*S"0.306*hA0.688*PA0.534*YmcAO. 193] = B = (Ymc-1)/3 < or= 1 C = [(8-(P-613))/255j*[(4-Ymc)/3] > or = O If Erne < 5 ft use B = 1 and C = O 15.25 Jt-kips/ft ·1.85 1.25 <.1ok -1.60 >0 ok Short Direction: For LI/Ls > 1.1 For LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60)*MI = 16.09 ft-kips/ft Edge Lift Long Direction: Ml=((SA0.1 *hEme)0.78*YmeA0.66)/(7.2(L)A0.0065*PA0.04) 4.40 ft-kips/ft Short Direction: For LI/Ls > 1.1 For LIil For LI/Ls < 1.1 use Ms =Ml Ms = (hA0.35((19+Eme)/57.75))*MI = 5.42 ft-kips/ft _ Arnet l:ngineering Inc·. Number of Strands in Each Direction 7/6/98,3:21 PM .Page 54 Slab Strands 2.5 inches from top. (approx.) 9 Long Direction Beam Strands 3 . inches from bottom (approx.) · 0 Long Direction Rancho Carrillo Carlsbad, CA Toll Brothers ______ Average Strane!_S_pacin_g 3.56 Long Direction .,____ ___________ ;__ __ ~ __ .:_________:=------------- Slab Strands 2. 5 Beam Strands 3 inches from top (approx.) inches from bottom (approx.) l4 Short Direction 0 Short Direction 4.54 Short 'Direction Average Strand Spacing Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visq(Jeen and maintain at least 50 psi compression: Subgrade friction in Long Direction: Subgrade friction in Short Direction: Stress at Edge of Slab in Long Direction: Stress at Midlength of slab in Long Direction: Stress at Edge of Slab in Short Direction: Stress at Midlength of Slab in Short Direction: Force Loss long = weight x Ll/2 x LO = Force Loss short = weight x Ls/2 x :1 .o = 8 4 psi Force at Edge: 5 2 psi Force at Midslab: 6 8 psi. Force at Edg·e: 5 3 psi Force at Midslab: 83.44 k 78.36 k 223.2 k 140 k 347.2 k 269 k Maximum Allowable Service Moments Tensile Cracking Moments: Long Direction Short Direction Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop(tension in top fiber)= Mbot(compression in bottom fiber)= Positive Bending Moment: Mtop(tension in bottom fiber)= Mbot(compression in top fiber)= Actual Bending Moments: Center Lift= Edge ·Lift= fer= 375 psi St(P/ A+for)+Pxe= 34.87 ft-kip!,/ft Sb(fcr-P/A)+Pxe= 9.!37 ft-kips/ft e= 5.06 inche~ St(P/ A+ft)+Pxe= 29.69 ft-kips/ft $b(fo-P/A)+Pxe= 27.41 ft-kips/ft e= 5.06 inches Sb(.P/ A+ft)-Pxe= 5. 73 ·ft-kips/ft St(fc-P/A)-Pxe;:: 68. 76 ft-kips/ft 1'5.25, ft-kips/ft 4.40 ft-kip.sift For LI/L For LI/L For LI/Ls < 1.1 use Ms =Ml 30.96 ft-kips/ft 8.11 ft-kips/ft 4.41 inches 26.08 .ft-kips/ft 22.72 ft-kips/ft 4.41 inches 5.04 ft-kips/ft 66.66. ft-kips/ft 16.09 ft-kips/ft . 5.42 ft-kips/ft_ . Arnet Engineering Inc. 7/6/98,3:22 PM Page 55 Rancho Carrillo Qarlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon -·----ProJect:·----Estates-at·Railcho-:Carrillo-·--Structutal-Engineer:--lnfinity-'.---------------·--··--· Developer: Toll Brothers Architect: L.C. Major /Cexton Thornthwaite Moisture Index: Im= -20 Classification of Expansive Soil Table 18-I-B El::: Category I Edge Moisture Variation Distance Center Lift Erne= 5.3 feet Edge Lift Erne= 2.6 feet Differential Soil Movement Center Lift Ymc= 2.12 inches Edge Lift Yme= o .. 41 inches Allowable soil pressure· Qa= 2000 psf Slab thickness: t = 5 Inches Concrete strength: f'c = 2500 psf at 28 days Design Perimeter Load: 1000 plf Section Properties of Post-Tensioned Slab System 4 Long Direction 60 24 24 2 5 2 12 Area= Yt = Yb= I = Sb= St= 3,282 in2 5.83 in 18.17 in 127,208 7,003 21,803 Short Direction 39.5 24 24 3 5 2 1i 4,740 in2 Parameters: L = Slab width in feet Y = Ext. overall beam depth in· inches (set to zero for mat) X = Interior overall beam depth in inches N = Number of interior beams S = Slab thickness in inches N = Number of ext. beams (set zero only for mat foundation) W = Width of beams (avg.) .-'---~-------------·-·-··--·--···- v L II 5 ·39 in 1· Neutral Axisfu1 18 .. 61 in 166,473 jnA4 .l [j· . J u : 8,943 lnA3 I, I, ~ ~ < If ap~ll~able , 30,-908 in"3 '-----~-----'-----,---------' . Arnet Engineering Inc. Post-Tensioning Hardware ------·-····-·--···· .. 7/6/98,3:22 PM Page 56 Rancho Carrillo Carlsbad, CA Toll Brothers ___ 1/2" dia. 7 wire strands~E0 .ksi GUTS; ASTM 416; As= 0.153 in3 ----=---------------------- Pjack=80 % GUTS = 0.8x270x0. 1'53=33.05 Kips . P Anchor=70% GUTS=0.7x270x0.153=28.9 Kips Peffective= 60% GUTS=0.60x270x0.153=24.78 Kips for low-relaxation strand Es= 28 x 1 QA6 psi Notes to Post-Tensioned Slab-on-Grade Design The design method used in the design is called the P.TI method ( Post-Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 181 ~- Limitations Arnet Engineering Inc. as$umes no responsibility .for future defects resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigating the general design, material design and/or soil design criterias .. Although there is no economical method of totally preventing movements due to expansive soils and settl~ment, current state-of-the-art- practice in Southern California area dictates Post-Tensioning Slab-on-Grade designs in accordance with the PTI method and as presented here as the method of minimizing the effects of expansive soils and settlement. ' _ ,Arnet Engineering Inc. 7/6/98,3:22 PM Page 57 Rancho. Carrillo Carlsbad, CA Toll Brothers Deflection Calculation for Slab-on-Grad~ by PTI (UBC94 :.. .Section 1816.4.8) Parameters: L = Slab length in feet Ym = Differential soil movement in inches · _ e = eccentricity of PT in inches S = Stiffening beam spacing in fe·-=e--z-t ------~--------------- Plan No. P = Perimeter loading in lbs per feet Em = Edge moisture variation distance in feet D = Beam Depth in inches 4 (short direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)i\Q,25 = Smaller of 6*Beta of effective Length 6*Beta = L Ym S P Em D e 10.34 ft 62.b5lf t delta o • 39.5 2.12 15 10.00 5.3 2.4 2.5 . o·.18 39.5 0.41 15 1-0.00 2.6 24. 0.16 Note: Enter the deflection requirement below, delta·c 1 Q.61. .delta 0.70 Deflection Requirement: L/360= 1.32 inches cente1 L/800:::: 0.59 inches 2 Exterior Beam(s) at 3 Interior Beam(s) at 2 4 inches overall 2 4 inches · overall Plan No. 4 (long direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)"0.25 = Smaller of 6*Beta of effective Length S*Beta ·= L Ym S P Em D e 60 2.12 13.17 1000 5.3 24 ,2.5. 60 0.41 13.17 1000 2.6 24 Note: Enter the deflection requirement below. 9.67 ft 1 _ s.8 .. 021tt delta o delta c 0.74 8 .. 61 0.16 delta 0.68 Deflection Requirement: L/360= 2"00 inches cente1 L/800= 0.90 inches 2 Exterior Beam(s) at 2 Interior Beam(s) at · 2-4 ·Inches · ov.erall · 2 4 inches overall Delta o = (YmcxL)/\0.205xs"t.059xP"0.523xEmc"1 .296/38Qxd"1.214 Delta c = e(6400/9L}"·0.5 Reduction d4~ to PT Delta o = L"0.35xS"0.88xEme"0~ 74xYme"0.76/15.9xd"0.85xP"0;01 Center Lift Center Lift Edge Lif.t CENTER LIFT EDGE LIFT edge CENTER LIFT EbGELIFT edge ' . · Arnet Engineering Inc. 7/6/98,3:22 PM Page 58 Shear Calculation per PTI-method (UBC94 -Section 1816.4.9) Allowable service shear stress: Rancho Cc!rrillo Carlsbad, CA Toll Brothers ----VC-=-L7-.f.'c!."0.5_Q.2fp _________ 9._5_psi. ____ -,--______________ -----···-- Center Lift Short Direction: Vs= 1 /1350[L"0.19xS"0.45xd"0.20xP"0.54xym"0.04xem"0.97]= 2.06 k/f t Service shear (only grade, beams used and PT contribution negl~cted -very conservative): v = Vs*W/n*d*b = 86 psi ok Long Direction: VI = 1 /1940[L"0.09xS"0. 71 xh"0.43xP"0.44xym"0.16xem"0.93]= 2.02 k/ft Service shear (only grade beams used· and PT contribution neglected.-very conservative): · v = Vl*W/n*d*b = 69 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"0.16*ym"0.67)/(3.0*S"0.0l5) = 1.20 k/ft Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 41 psi ok Short Direction: V =( L"0.07*d"0.40*P"0.03*em"d.16*ym"0.67)/(3.0*S"0 .. 015) = 1.16 k/f t -~ -- Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 49 psi ok · · Arnet' Engineering Inc. 7/6/98,3:22 PM Page 59 Rancho ,Carrillo Carlsbad, CA Toll Brothers MaHimum Rpplied Seruice Moments for Slab-on-Grade by PTI (UBC94 -Section 1816.~.6) Allowable Concrete Flexural Tensile Stress: ft = 6*f'cA0.5 = 300.00 psi -----Allowable-Concrete-F-lexural-Compressiva Stress: _____ 'ft = 0-45~f'.c~-~-~112-5_ps·~------____ _ Center Lift Long Direction: Ml = Ao [B(Emc)A1 .238 + C] = Ao = 1/727[LA0.013*SA0.306*hA0.688*PA0.534*YmcAd.193] - B = (Ymc-1)/3 < or= 1 C = [(8-(P-613))/255]*[(4-Ynic)/3] > or = O If Erne < 5 ft use B = 1 and G = 0 9.21 ft-kips/ft 1.31 0.37 <1 ok 4.06 >0 ok Short Direction: For LI/Ls > 1.1 For LI/Ls < 1.1 use. Ms =Ml Ms = ((58+Emc)/60)*MI = 9.7:t ft-kips/ft_ Edge Lift Long Direction: Ml=((SA0.1 *hEme)0.78*YmeA0.66)/(7.2(L}A0.0065*PA0.04) = 1.85 ft-kips/ft Short Direction: For LI/Ls > 1.1 For LI/L For LI/Ls < 1.1 use Ms =Ml Ms = (hA0.35((1-9+Eme)/57.75))*MI = 2_.11 ft-kips/ft -· Arnet Engineering Inc. Number of Strands in Each Direction 7/6/98,3:22 PM Page 60 Rancho Carrillo Carlsbad, CA Toll Brothers Slab Strands Beam Strands 2.5 inches from top (approx.} l 1 Long Direction 3 inches from bottom (approx.} 0 Long Direction ----Average-Strand-Spacinn--------·---------3.8-5-1:.ong-Directioni---------------- Slab Strands Beam Strands 2.5 inches from top (approx.) 3 · ,inches from bottom (approx.) Average Strand Spacing 14 Short Direction 0 Short Direction 4.54 Short Direction Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visqueen and maintain at least 50 psi compression: Subgrade friction in tong Directiom Subgrade friction in Short Direction: Stress at Edge of Slab in Long Direction: Stress at Midlength of slab in Long Direction: Stress at Edge of Slab in Short Direction: Stress at Midlength of Slab in-Short Direction: Maximum Allowable Service Moments Tensile Cracking Moments: Negative Bending Moment=nMcr= Positive Bending Motnent=pMcr= Negative Bending Moment:_ Mtop(tension in top fiber}= Mbot(compression in bottom fiber)= Positive Bending Moment: Mtop(tension in bottom fiber}= Mbot(compression in top fiber}= Actual Bending Moments: Center Lift= Edge Lift= · Force .Loss long = weight x Ll/2 x 1.0 = Force Loss short = weight x Ls/2 x 1.0 = _ $ 3 psi, Force at Edge: 5 2 psi Force at Midslab: 7 3 psi Force at Edge: 5 3 psi Force at Midslab: Long Direction fer= 375 psi St( P / A+fcr)+ Pxe= 22.99 ft-kips/ft Sb(fcr-P/A}+Pxe= 6.23 ft-kips/ft 8= 3.33 inches St(P/ A+ft}+Pxe= 19.54 ft-kips/ft Sb{fc-P/A)+Pxe= 1-7.31 ft-kips/ft 8= 3.-33 incl:les Sb(P/ A+ft)-Pxe= 3.74 tt-kips/f.t St(fc-P/A)-Pxe= 46.00 ft-kips/ft 9.21-ft-kips/ft 1.85 ft,kips/ft For LI/I. For LI/L For LI/Ls < 1.1 use Ms =Ml 102.56 k 97.52 k 272.8 k 170 k 347.2 k 25-0 k Short Direction 20.63 ft-kips/ft 5.14 ft-kips/ft 2.89 inches ,-17.41 ft-kips/ft 14.46 ft-kips/ft 2.89 inches 3.24 ft-kips/ft 43.76 ft-kips/ft 9.71 ft-kips/ft 2.11 ft-kips/ft . · Arnet Engineering Inc. 7/6/98,3:24 PM Page 61 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 Soils Eng.: Geocon -------Projeet:----E-s-tates-at-Rancho-Carrillo-~Structural-Engin~er::--lnfinity .. ____________________ _ Developer: Toll"Brothers Architect: L.C. Major /Cexton Thornthwaite Moisture Index: Im= -20 Classification of Expansive Soil Table 18-1-B El= Category II Edge Moisture Variation Distance Center Lift Erne= 5.3 feet Edge Lift Erne= 2.6 feet Differential Soil Movement Center Lift Ymc= 3 .. 21 inches Edge Lift Yme= 0.78 inches Allowable soil pressure Qa= 2000 psf Slab thickness: t = · 5 inches Concrete strength: f'c = 2500 psf at 28 days Design Perimeter Load: 1000 plf Section Properties of Post-Tensioned Slab System-I Plan 4 Long Direction 60 27 27 2 5 2 12 Area= Yt = Yb= I = Sb= St= 3,426 in2 6.66 in 20.34 in 180,665 8,883 27,122 Short Direction 39.5 27 27 3 5 2 12 4,920 in2 6.12 in 20.aa in Parameters: L = Slab width in feet Y = Ext. overall beam depth ih inches (set to zero for mat) X = Interior overall beam depth in incbes N = Number of interior beams S = Slab thickness in inches N = Number of ext. beams (set zero only for mat foundation) W = Width of beams (avg.) I/ L 1 V vf [j_.··_ 236,767 in"4 · #- 11,340 in"3 H 38,675' in"3 12• · ~---~-~~--,.-------- . Arnet Engineering Inc. Post-Tensioning Hardware 7/6/98,3:24 PM Page 62 1/2" dia. 7 wire strands; 27'0 ksi GUTS; ASTM 416; As= 0.153 in3 ---~~-·---------------------. ------------ Pjack=80% GUTS= 0.8x270x0.153=33.05 Kips P Anchor=70% GUTS=0.7x270x0.153=2!3.9 Kips Peffective= 60% GUTS;,.0.60x270x0.153=24.18 Kips for low-relaxation strand Es= 28 x 1 0"6 psi Notes to Post-Tensioned Slab-on-Grade Design Rancho Carrillo Carlsbad, CA Toll Brothers The design method' used in the design is callee! the PTI method ( Post-Tensioning Slab-on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc .. assum~s ,no. responsibility for future defects resulting from unreported conditions and poor maintenance of landscaping surrounding the building mitigating the general design, material desi9n and/or soil design criterias. Although there is no economical method of totally preventing movements due to expansive soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-tensioning Slab-on-Grade designs in accordance with the PTI method and as presentec! here as the method of minimizing the effects: of expanshte soils and settlement. -----'--·-·. · Arnet Engineering Inc. Rancho Carrillo Carlsbad, CA 7/6/98,3:24 PM Page _63· · Toll Brothers Deflection Calculation for Slab-on-Grade by PTI (UBC94 -section 1816.4.8) Parameters: L = Slab length in feet -------------Ym-=-Differential .. soiLmovementlh_inches _ _ e = eccentricity of PT 'in inches S = Stiffening bearn spacing in feet ------------------------- P = Perimeter loading in lbs per feet Em = Edge moisture variation distance in feet· D = Beam Depth in inches Plan No. 4 (short direction) · Relative Stiffness Length Beta= 1/12*(Ec*I/Es)"0.25 = · Smaller of 6*Beta of effective Length 6*Beta = L Ym S P Em D e 3 9 . 5 3. 21 1 5 1 0 0 O -5 .• 3 2 7 i .. 5 39.5 0.78 15 1000 2.6 27 :11.29 ft 67.761ft delta o 0.74 0.23 delta c 10.61 delta 0.66 Note: Enter the deflection req1,1irement below. Deflection Requirement: L/360= 1.32 i'nch~$ cente1 L/800= 0.59 inches 2 Exterior Beam(s) at 3 Interior Beam(s) at Plan No. 4 (long-direction) 2 7 inche$ overall 2 7 inches overall Relative Stiffness Length Beta= 1/12*(Ec*I/Es)."0.25 = Smaller of 6*Beta of effectrve Length 6*Beta = I L Ym S P Em D e 6 0 3. 21 1 3. 1 7 1 0 0-0 5. 3 2 7 -2. 5 60 0.78 '13.17 1000 2.6 27 10.56 ft 63.33IH .· delta o delta o 0.70 8.61 0.24 delta 0.6·4 Note: Enter the deflection requirement below. Deflection Requirement: L/360= 2.00 inches .cente1 L/800= 0.90 inches 2 Exterior Beam(s). at 2 Interior Beam(s) at 2 7 inches overall 2 7 inches oveJall Delta o = (YmcxL)"0.205xs"1.059xPA0.523xEmc"1 .296/380xd"1.214 Delta c = e(6400/9L)"0.5 Reduction d1.1e to· PT Delta o = L"0.3SxS"0..88xEmel'0.74xYrne"0.76/15.!:)xd"i0'.85xP"O.Ot -Center Lift Center Lift Egge Lift ------- CENTER LIFT EDGELIFI edge QENTERLIFT E:DGELIFT ec;lge Arnet Engineering ln_c. 7/6/9.8,3:24 PM Page ·e4 Shear Calculation per PTI m.ethod CUBC94 -Section 1816.4.9) Allowable service shear stress: ---·-- Rancho Carrillo Carlsba.d, CA Toll Brothers VC = 1.7 f'c"0.5 0.2fp ;------------9·5--psi-----·----------~------------. -- Center Lift Short Direction: Vs= 1 /1350[L"0.19xS"0.45xd/\0.20xP"0.54xym"0.04xem"0.97T= 2.14 k/ft Service shear (only grade beams used and PT contribution neglected -very conservativ<;l): V = Vs*W/n*d*b = 79 ,psi ok Long Direction: VI = 1 /1940[L"'0.09xS."0. 71 xh"0A3xP"0.44xym"0.16xem"0.93]= 2.28 k/f t Service shear (only grade beams used and PT contribution n(;lglected -very conservative): v = Vl*W/n*d*b = f39 psi ok Edge Lift Long Direction: VI =( L"0.07*d"0.40*P"0.03*em"0.16*ym"0.67)/(3.0*S"0.0l5) = 1.94 k/ft Service shear (only grade beams used and PT contribution neglected -very conservative): V = Vs*W/n*.d*b = 59 psi ok Short Direction: V =( L"0.07*d"0.40*PA0.03*em"0.16*ymA0.67)/(3.0*S"0.015) -1.88 k/f t Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 70 psi ok i I I Arnet Engineering Inc. 7/6/98,3:24 PM Page 65 Rancho Carrillo Carlsbad; CA Toll Brothers MaHimum Applied Seruice Mo.ments for Slab-on-Grade by PTI (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: ft = 6*f'c"0.5 = 300.00 psi --------··------ Allowable Concrete Fle,nira!Corrij:fressiverStress:-----fL:;;_0_._4§~fg __ _:: 1125 psi -----------·------- Center Lift Long Direction: Ml = Ao [B(Emc)"1.238 + CJ = Ao = 1/727[L"0.013*S"0.306*h"0.688*P"0.534*Ymc"0.193J = B = (Ymc-1)/3 < or= 1 c = [(8-(P-613))/255]*[(4-Ymc}/3] > or = o If Erne < 5 ft use B = 1 and C = 0 11.60 ft-kips/ft 1.54 0.74 <l ok ·1.?1 '>Qok Short Direction: For LI/Ls > 1.1 For Li/Ls < 1.1 use Ms =Ml Ms = {(58+Emc)/60)*MI = 12.i4 ft-kips/ft Edge Lift Long Direction: Ml=((S"0.1 *hEme)0·.78*Yme"0.66)/(7.2(L)"0.0065*P"0.04) = 3.1 O ft-kips/ft Short Direction: For LI/Ls > 1.1 For LI/L For LI/Ls < 1. i use Ms =Ml Ms = (h"0.35((19+Eme}/57.75))*MI = . 3 .. 68 ft-kips/ft ---------- Arnet Engineering Inc. . 7/6/98,3':24 PM Page 66 Rancho Carrillo Carlsbad, CA Toll Brothers Number of Strands In Each Direction Slab Strands 2,5 inch!:!s from top (approx.) 11 Long Direction · -Beam Strands---3-inQ.hes from bottom (approx.) 0 Long Direction --·~--~.~ Average Strand Spacing ---· -___________, __ 3;.-86-bong-Dir.ecti0JL_ -----~--------·------------~ Slab Strands Beam Strands 2. 5 inches from top (approx.) 3 inches from bottom·· (approx.). Average Strand Spacing 14 Short· Direction 0 $tiort Direction 4.54 Short Direction Use Subgrade Friction Coefficient of 1.0 tor slab on Sand. over Visqueen and: mai,-it~in, at least 50 psi compression: Subgrade friction in Long. Direction: Subgrade friction in Short Direction: Stress at Edge of Slab in Lor:ig Direction: Stress at Midlength of slab in Long Direction: Stress at Edge of Slab in Short Direction: Stress at Midlength of S!ab in Short, Direction: . Fore~ Loss long = weight x Ll/2 x 1.0 = Force Loss short. = weight x Ls/2 x 1.0 = 8 O psi Force at Edge: 4 8 Psi . Force. at Midslab: 71 psi Force at Edge: 50 psi Force·:at Midslab: 107.06 k 101.22 k 272.8 k 166 k 347.2 k 246 k Maximum Allowable Service Moments Tensile Cracking Moments: Long Direction Short Direction Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop(tension in top fiber)= Mbot(compression in ,bottom fil,)er)= . Positive Bending Moment: Mtop(tension in bottom fiber)= Mbot(compression in top fiber);= Actual Bending Moments: Center Lift= Edge Lift= fer= 375 psi St(P/A+fcr}+Pxe= 2'.8.41 ft-kips/ft Sb(fcr-P/A)+Pxe:::: 7.93 ft-kips/ft e·=· 4.1"6 inches St( P/A+ft}+Pxe= 24.12 ft-kips/ft Sb(fc-P/A}+Pxe= .21.99 ft-kips/ft El= 4.16 inches Sb(PiA+ft}-Pxe= 4. 72 ft-kips/ft St(fc-P/A)-Pxe== 57 .42 ft-kips/ft 11.60 ft-kips/ft 3. fa ft-kips/ft For LI/L For LI/L For LIil$ < 1.1 use Ms =Ml 25.68 ft-kips/ft 6.54 ft-kips/ft 3.62 inches 21.65 ft-kips/ft 18.35 ft-kips/ft 3.62 inches 4.09 ft-kips/ft 54.89 ft-kips/ft 1'2.24 ft-kips/ft 3.68 ft-kips/ft :Arnet Engineering Inc. 7/6/98,3:24 PM Page 67 Rancho Carrillo Carlsbad, CA Toll Brothers 5 11 Post-Tensioned Slab-on-Grade Calculations On Expansive Soil. Per UBC94 -Section 1816 ___ Soils Eng.: ____ Geocon Project: Estates-atlfancfio-Carrillo--stractaral-Engineer:---·lnfinity------------·-·--·-------------- Developer: Toll Brothers Architect: LC. Major /Caxton Thornthwaite Moisture Index: Im= -20 Classification of Expansive Soil Table 18-I-B El= Category Ill Edge Moisture Variation Distance Center Lift Erne= 5.3 feet Edge Lift Erne= :l.6 feet Differential Soll Movement Center Lift Ymc= 4.74 inches Edge Lift Yme= 1.15 inches Allowable soil pressure Oa= 2000 psf Slab thickness: t = 5. inches Concrete strength: f'c = 2500 psf at 28 days Design Perimeter Load: 1000 plf Section Properties of Post-Tensioned Slab S.ystem J Plan 4 r Long Direction 60 30 30 2 5 2 12 Area= 3,570 in2 Yt = 7.54 in Yb= 22.46 in I = 246,681 Sb= 10,984 St= 32,708 Short Direction· 39.5 30 30 3 5 2 12 5,100 in2 6.91 in 23.09 in 323,860 in"4 14,027 inA3 46,85.6 'jnA3 Parameters: L =· $lab width in feet Y = Ext. overall ;beam depth in· inches (set tq zero for mat) X = Interior overall beam depth in inches N ::;: Number of interior b~ams S = Slab thickness in inches N == Number of ext. beams (set zero only for mat foundation) ~=Width of beams (avg.)_ -~-'----,---------'--------------··--· V-L 1 lD H 12' Arnet Engineering In~. Post-Tensioning Hardware ~--.-~·-·-·----· 7/6/98,3:24 PM .Rage 68 Rancho Carrillo Carlsbad, CA Toll Brothers -1/2'-;-dia-:-7 wire strands;-27O-·l<srGUTS;·-ASTM-416t-As= Or153Jn3. __ -----------~--------- Pjack=8O% GUTS= O.8x27OxO.153=33.O5 Kips P Anchor=7O% GUTS=O.7x27Ox0.153=28.9 Kips Peffective= 60% GUTS=O.6Ox27OxO.153=24.78 Kips for low-relaxation strand Es= 28 x 1 QA6 psi Notes to Post-Tensioned Slab-on-Grade Design The design method used in the design. is called the PTI method ( Post-Tensioning Slab~on-Grade method) and is part of the UBC94 -Section 1816. Limitations Arnet Engineering Inc. assumes no responsibility for future defects resulting from unreported conditions and· poor maintenance of landscaping surrounding the Pllilding· mitigating the general design, material d~sign and/or soil design criterlas. Although there is no economical method of totally preventln~ movements due to expansive soils and settlement, current state-of-the-art- practice in Southern California area dictates Post-Tensioning Slab-on-Gradei designs in accordance with the PTI method and as presented here as the method of m'inlmizing the effects of expansive soils and settlement. ' Arnet Engineering Inc. 7/6/98,3:24 PM Page 69 Rancho Carrillo Carlsb~d. CA Toll Brothers Deflection Calculation for Slab-on-Grade by ·p,11 (UBC-9'4 -Section 18:16.4~8) Parameters: L = Slab length in feet -----------Ym-=--DifferentiaLs_o.iL movs1m~t_in inches e = eccentricity of PT in inches S = Stiffening beam spacing in feet -----------~--------.:. _________ _ P = Perimeter loading in lbs per feet Em = Edge moisture variation distance in feet _ D = Beam Depth _in inches Plan No. 4 ($hart direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)"0.25 := · 12.21 -· ft Smaller of 6*Beta of effective Length .6*Beta = -73.2Blf t L Ym S p ·Em.-D e· · ·delta-o delta c 39.5 4.74 15 1000 5.3 30 2.5 0.70 10.61 3 g. 5 1. 1 5 1 5 1 o o o 2. 6 3 o ·o. 2 9 delta: 0.63 CENTER LIFf EDGELIFf Note: Enter the deflection requirement below. Deflection Requirement: L/360= 1.32 inches cente1 L/800= 0.59 inches edge 2 Exterior Beam(s) at 3 0 -inches overall 3 Interior Beam(s) at 3 0 inches overall Plan No. 4 (long direction) Relative Stiffness Length Beta= 1/12*(Ec*I/Es)f\0:~5 = Smaller of 6*Beta of effective Length 6":Betl;l = L Ym S P E;m D · e 60 4.74 13.17 1000 5.3 30 2.5 60 1.15 13.17 1000 2.6 . 30 11 .4.1 ft 68~46]ft delta O delta C 0.67 8.61 0.30 delta · b.'61 Note: Enter the deflection· requirement below. Deflection Requirement: L/360= · 2.00 inches cente1L/800= 0.90 inches 2 Exterior Beam(s) at 2 Interior Beam(s) at. 3 0 inches overall 3-0 inches overall Delta o = (YmcxL)"0.205'xs"1.059xP"'0.523xEmc"1.296/380xd"1.214 Delta c = e(6400/9L)/\0.5 Reduction due to PT Delta o = L"0.35xS"0.88xEme"o:74xYtne"0.76/1'5:9xd"0.85xP"0.01 Center Lift Center Lift Edge Lift C~NTER LIFT EDGELIFf edge Arnet Engineering Inc ... 7/6/98,3.:24 PM Page 70· Shear Calculation per PTI method (UBC.94 -Section 1816.4.9) Allowable service shear stress: ·-------- Rancho Carrillo Carlsbad, CA Toll Brothers vc = 1.7 f'c"O.5 O.2fp = -----£rs-··psi------~ -·· ---------------------·---------------- Center Lift Short Direction: Vs= 1/135O[L"O.19xS"O.45xd"O.2OxP"O.54xym"O.O4xem"O,97]= 2.22 k/f t Service shear (only grade beams used and PT c~mtrjbution neglected -very conservative): v = Vs*W/n*d*b = 74 psi ok Long Direction: VI = 1/194O[L"0.O9xS"O. 71xh"O.43xP"O.44xym"O.16xem"O.93]= 2.53 k/f t Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vl*W/n*d*b · = 70 psi ok Edge Lift Long Direction: VI =( L"O.O7*d"O.4O*P"O.O3*em"O.16*yrn"O.67)/(3.0*S"O.O15) = 2.62 k/ft Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = 72 psi · ok Short Direction: V =( L"O.O7*d"0.4O*P"O.O3*em"O.16*ym/\O.67)/(3.O*SAO.Ol5) = 2·.54 k/ft Service shear (only grade beams used and PT contribution neglected -very conservative): v = Vs*W/n*d*b = ~5 psi .Ok Arnet Engineering Inc.. 7/6/98,3:24 PM Page 71 Rancho Carrillo Carlsbad, CA Toll Brothers Maximum Applied Seruice Moments for Slab-on-Grade by PTI (UBC94 -Section 1816.4.6) Allowable Concrete Flexural Tensile Stress: ft = 6*f'c"0.5 = 300.00 psi Allowable Concrete Fle~Compressive Stress:-----------ft--=-0.45~tc_..;;:__ 1125 psi ----------------··-------- Center Lift Long Direction: Ml = Ao [B(Emc)"1.238 + CJ = Ao = 1 /727[L"0.013*S"0.306*h"0.688*PA0.534*Ym9"0.193] - B = (Ymc-1)/3 < or= 1 C = [(8-(P-613))/255]*[(4-Yinc)/3] > or = o If Erne < 5 ft use B = 1 and C = O 14. 73 f.t~kips/fl 1.79 1.25 < 1 ok -1.60 >0 ok Short Direction: For LI/Ls > 1.1 For LI/Ls < 1.1 use Ms =Ml Ms = ((58+Emc)/60)*MI = . 1 S.54 ft-kips/ft Edge Lift Long Direction: Ml=((S"0.1 *hEme}0.78*Yme"0.66)/(7.2(L)"0.0065*P""0.04) = 4.35 ft-kips/ft Short Direction: For LI/Ls > 1.1 . For LI/L For LI/Ls < 1.1 use Ms =Ml Ms = (h"0.35((19+Eme)/57.75))*MI = 5.36 ft-k[ps/ft Arnet Engineering. Inc. Number of Strands in Each Direction 7/6/98,3:24 PM · Page 72 Rancho-Carrillo Carlsbad, CA Toll Brothers Slab Strands 2. 5 inch'3s from top (~pprox.} 11 Long Direction Beam Strands 3 inches from bo.ttom (approx.) 0 Long Direction Aver~g-;-StrandSpacing____ ·------------------3.-8-5-;bong-Dir:ection, _________ _ Slab Strands 2.5 inches from top (approx.) Beam Strands 3 inches from bottom (approx.) Average Strand Spacing 14 Sha.rt Direction 0 Short Direction 4.54· Short ·Direction Use Subgrade Friction Coefficient of 1.0 for slab on Sand over Visqueen and maintain at least 50 psi compression: Subgrade friction in Long Direction: Subgrade friction in Short Direction: Stress at Edge of Slab in Long Direction: Stress at Midlength of slab ih Long Direction: Stress at Edge of Slab in-Short Direction: Stress at Midlength of Slab in Short Direction: Maximum Allowable Service Moment$ • Tensile Cracking Moments: Negative Bending Moment=nMcr= Positive Bending Moment=pMcr= Negative Bending Moment: Mtop(tension in top fiber)= Mbot(compression ·in bottom fiber)= Positive Bending Moment: Mtop(tension in bottom fiber)= Mbot(compression in top fiber)= Actual Bending Moments: -Center Lift= Edge Lift= i=orce Loss long = weight x Ll/2 x 1.b = Force Loss short = weight x Ls/2 x t.O = 76 psi Force at Edge: 45 psi Force at Midslab: 68 psi Force at Edge: 48· psi ,Force at Midslab: Long Direction fer= 375 psi St( P /A+fcr,)+Pxe= 34.05 ft-kips/ft Sb(fcr-P/A)+Pxe= 9,82 ft-kips/f.t e= 5. 04-inches . St(P/A+ft)+Pxe= 28.88 ft-kips/ft Sb(fc-P/A)+Pxe= 27.20'. ft-kips/ft 0= 5.04 inches Sb(P/A+ft)-Pxe= 5.82 ft-kips/ft St(fc-P/ A)-Pxe= 69.45 ft-kips/ft 14. 73 ft-kips/ft 4.35 ft-kips/ft For LI/L For LI/L For LI/Ls < 1. 1 use Ms =Ml 111 .56 k 104.92 k 272.8 k 161 k 347.2 k 242 k Short Direction 30.96 ft-kips/ft 8.11 ft-kips/ft 4.41 inches 26.08 ft-kips/ft 22.72 ft-kips/ft 4.41 inches 5.04 ft-kips/ft 66.66 ft-kips/ft 15.54 ft-kips/ft 5.36 ft-kips/ft Arnet Engineering Inc. Moment Capacity of slab 7/6/98, 3:31 PM Page 73 Rancho Carrillo Carlsbad, CA Toll Brothers. M=Stress x Sx where Stress =-(6 f'c-i-P/A) = 370 psi ___________ --·-----.----·-·--- r--'-----------··-· -...... - Sx=(bxd"2)/6 =(12x5"2)/6=50 in3 M Flange=(O.37x5O)/12=1.54 ft-k Since the Moment at slab intersection is also equal to (wl"2)12 where l=leff. Solve for leff. using maximum allow soil pressure of 1,000 psf leff .=((1.54x2)/1.O}"O.5 = 1.75 feet Equivalent footing strip = t.75 .ft + 1 ft = 2.75 feet Total allowable bearing capacity for exterior beam = 2.75 feet x 1,000 psf = 2.75 kif >> Load of 2-Story Building. Interior Footings l Leff. k 12" 1 71 k Left t Equivalent footing strip = 12/12 + 2x 1. 75 feet = 4.5 feet Allowable load on interior footing/foot.= 415 Kips 1211 L effective= 1.58 feet Arnet Engineering Inc. 7/6/98, 3:31' PM Page 74 Rancho Carrillo Carlsbad, CA Toll Brothers --~· ----- Maximum Concentrated Loa_d without Pad Required Load DL+LL+EQ 4" slab 4.5" slab -------- K-Value=50 lbs/in3 2,900 lbs 3,600 lbs K-Value=100 lbs/in3 3,000 lbs __; . 3,aoq lbs K-Value=200' lbs/in3 ·3,300. lbs 4;1;00 lbs Fb = 0.316 (P/h"2) log h"3 -4 log [((1.6a"2}-fh"2)"0;5 -0.675h] -log k+6.4 Notes: 1. 4" square post assumed. 2. If 5" square· post is used add 200 lbs to tabulated loads .. h: Slab thickness a: Area of load application K: Soil modulus P: Concentrated load 5" slab 4,400 lbs. 4,600 lbs 4,900 lbs Pad Footings w=18" W=24" W=30" W=36" W=42" W=48" Aeff.=(1.5"+2xLeff/4)"2 Aeff .=~2+2xLeff/4 )"2 Aeff .=(2.5+2xLeff/4 )"2 Aeff.=(3+2xLeff/4 )"2 Aeff .=(3.5+2xLeff/4 )"2 Aeff .=(4+.2xLeff/4 )"2 Anchor Bolls Embed a_s per Supplier · Cataloqu~ & UBC f L elf. ~ W. , , . 3• cir. Leff (1,500 psf} = 1.43 feet Leff (2,000 psf) = 1.24 feet Leff (2,500 psf) = 1.11 feet ------·--·---·· ----- _____ _._~,.:..,. ......... . " Arnet Engineering Inc~ 7/6/98, 3:31 PM Page 75 Rancho Carrillo Carlsbad, CA Toll Brothers Pad Sizes and Reinforcement ( minimums) Size ---- 18" 24" 30" 36" 42" 48" Notes: Rl:!in{ Concentrated Load .at .1500_ psf . 2000· i:>sf 2500 psf ... --~ --· .. ----,--' -~ ------~ --~----- sq.x12"deep NIA · 7.4 k '9.0 k · 10.5 k sq.x12"deep ·2#4 Bot.E.W. 11.1 k 13.7 :k 16.3 k sq.x1,2,"deep ·2#4 Bot.E.W. . 15.5 k 19.5· k . 23.3 k sq.x12"deep '3#4 Bot.E.W. 20.7 k 26.2 k 31.6 k ' ,, sq.x12"deep 3#4 Bot.E.W. 26.6 k 33:9 k 41.1 k sq.x12"deep 4#4 Bot.E.W. 33.3 k 42.7 k 51.8 k 1. Use 18" sq. x 12'°' deep foundaiion p~ds for loads in the range between "No Pads required" Table and above· values .. 2. 1 0" deep foundation pads are acceptable alternate if anchor bolt ernbedment is per supplier and code and 3" -clearance is maintained to subsoil. 3. Concentrated allowable loads shown above may be exceeded ifthe pads are combined with an interior or exterior beam. Max. Line Loads on Slab-on.Grade without Footing Load (DL+LL+EQ) 4_i, Slab .. 4.511• Slab 5" Slab K-Value=50 lbs/in3 550 lbs/ft 650 lbs/ft 750 1bstft K-Value=100 lbs/in3 700. lbs/ft 800 lbs/ft 900 lbs/ft K-Value=2.00 lbs/in3 · 800 lbs/ft 950 lbs/ft . 1,100 lbs/ft Note: 1. Allowable Stress = 150 psi M max. :;: Pxbeta/4 Beta·= (4xEcxl/.Kxb)"0:25 Ee : Modulus of Elasticity of concrete : relative .stiffne.ss length [in] I : Moment of Inertia . K : Soil Modulus b: Width ' ' Arnet Engineering Inc. 7/6/98, 3:31' PM Page 76 Maximum allowable uplift loads on 5" SOG base.ct on the two-way bending capacity of the slab Rancho Cf,millo Carlsbad, CA Toll Brothers P uplift ------------·~-----------·~--·--·--- Wdead ~ Assume vertical. reaction ~1-i __ a ____ ~_-_-____ 1_. _ya· bing• support = zero L L Sb = St = 12 x 5A2 / 6 = 50 inA3 / ft I = 125 inA4 / ft M (max.) = ( 6 f'c A(1/2) + PIA ) Sb = M (max.) = ,( 0.3 ksi + 0.05) x 50/12 = 1.46 ft-kips / ft w = 0.0625 ksf ( weight of sl;:lb ) P = W X (2L)A2 (0.5P/2L x (2L)/4 -0.5w(2L)A2/8 = 1.46 tt~klps /ft 0.125P -0.5 x 0.05x0.5LA2 = 1.46 0.03125LA2 -0.01563LA2 = 1.46 L = 9.67 ft P (uplift) = 0.0625x (2x9.67)A2 = 23.37 kips > 15.31 kips (HD15) ok. Deflection = (0.5P/2Lx(2L)A3/48EI) -2.5w(2L)A4/384EI = ·0.33in Deflection = 0.33 in < 2U360 = · 0.64 in ok. Hence, the slab is adequate for all interior holdowns. Arnet Engineering Inc. 7/6/98, 3:31 PM Pag!;l 77 . Maximum. uplift load on edge_ fqoUng based on footing bending capacity __________ _ r--------------~-----~--~-----~-. Wdead P uplift Sb= 9,178 / 11.75 = 781.1 inA3 St = 9,178 / 6.25 = 1,468.5 ii1"3 . -M (max) = (6f'cA(1/2) + P/A ) St +M (max) = (6f'cA(1/2) + PIA ) Sb I I Assume vertical reaction i at hinge support = zero -M (max) = (0.3 +0.0827 ) 1,468 = 562 k-in = 46.8 k-ft Top fiber + M (max) = (0.383 ) 781.1 = 299 k-in = 24:9 k-ft Bottom fiber W (Beam Weight+ superimposed Dea<;! Load ) = 324 x 0.15/:144 + 0.3· = 0.64 kips/ft P = W x 2L P(2L) / 4 -W(2L)A2/8 = -M (max) = 46.8 ft-k L = ( 2xM max/W)A( 1 /2) = 12.1 ft P (uplift) = Wx2L = 15.5 kips > 15.3 kips (HDt5) Deflection = (P(2L)A3/48EI) -(5W(2L)A4/384EI) = 0.1 0 in < 2U360 = 0.81 in ok Rancho Carrillo Carlsbad, CA Toll Brothers ' . . ·- J\rnet Engineering Inc. Check Anchor bearing Stresses- . ___ ._...._ ___ .... ___ _ 7/6/98, 3:31 PM Page 78 ·-. -----------1-1 5,5_.''. ~--. . . ------·---~-------- 1-3.!;3" . Criteria: 1). Anchor Plate Size is 5"x2.25" centered 3.5" from top of slab 2). Concrete strength at-time of stressing 2,000 _psi. 3). Concrete f'c @ 28 days.;. 2,500 psi. Per ACI 318: Allowable stress at transfer : fcp=0.8xfci(Ab'/Ab-0.2)"0.5 <1.25 f'ci Smaller to be used Allowable stress at service: fcp= 0.6f'c (A'b/Ab)"0.5 < 1.0 f'c A'b=5"x7.75"= 38.75 in~:f Ab=2.25"x5" -(0.75/2~"2pie = 10.81 in2 At stressing: fcp = 0.8x2000((38.75/10.81)-0.2)"2 = 2,943 psi 1.25f'ci=2,500 psi Actual bearing stress at transfer= 0.7x270xO.t53/10.81 = 2,675 psi > 2,500 psi The allowable bearing stresses af time of stressing are slightly exceeded '(7%). The theoretical concrete strength would be 2,140 psi. For practicality it is common to use 2,000 psi. Service fcp = 0.6x2,500 (38.75/10.81 )/\2 = 2,839 > 2,500 psi Actual at service = 0,6x270x0.153/10.81 = 2,293 psi Hence, there are no back-up bars required. Rancho Carrillo Cc!rlsbad, CA Toll Brothers ' j I ,l . A·DDl;ND.UM REPORT UNDERCUTTl·N:G LOT NOS. 21, . 28, 36, 38, 61, AND 65. VILLAGE H, RA.NCHO CARRl"LLO CARLSBAD·, CA~IFORNIA I . ;· l ,' · PREPARED .FOR ·CONTINENiAL RANCH INC. SAN DIEGO, CALIFORNIA 92130 NOVEMBER 1998 . ~~~"L I I I I I I I I I I I ·I I I I I I Project No. 05845-12-17. November 20, 1998 Continental Ranch Inc. 12230 El Camino Real, Sµite.3.00-. San Diego, California 92130 Attention: Mr. Dave Lother Subject: VILLAGE H RANCHO CARRILLO CARLSBAD; CALJfORNIA _ ADDENDUM REPORT: UNDERCUTTING LOT NOS. 21, 28, 36, 38, 61, AND 65-. Reference: Final Repor.t of Testing and Observation Services Dur-ing Site Gra<;ling, Village H, Rancho C'Cin'illo, prepared by Geoco:ti Incorporated, dated October 21., 1998. Gentlemen: This report has b~en prepared as an addendum to the above referenced report to present the results of additional grading within the project and to provide ·subsequent modified foundation recommendations. I The additional grading occurred between October 2-1 -and. November 6, 1998. Grading began with undercutting Lot Nos. 21, 28, 36, 38, 61 and _65., possessing highly e4pan~iv:e soils .. These l9ts were· undercut approximately 3 feet and .the resulting ex;cavatioris. were bac~lled with select soils, with a "low" expansive potential. The undercut w&s limited to approximately 15 feet from the street right- of-way and 2 feet from the edge of the level portion ofthe pads. During the grading operation, compaction ptocedwes were obs.erved and in-place density tests were performed to evaluate the reiative compaction of the' fill material. The -in-place density tests were performed in general co_p.fonnance with ASTM Test Method D-2922,-81. ·Toe results of the in-place dry density and moisture content tests are summarized on Table l. In general, the in-place density test results indicate that the fill soi.I has a. relative compaction of at least 90 percent at the locations tested. The approximate locations.,of the in-place denl!ity tests are shown on the Revised As-Graded Geologic Maps, Figu_res 1 and 4 (enclosed map pocket). Due to boundary constraints, e.g. existing utilities, the undercut was restricted to the limits as described above. Beyond these limits, highly expansive soils should be anticipated to be present at grade. Therefore, if proposed buildings encroach beyond the. limits of undercut, the foundation I I I I I I I I I I I I ·1 I I I I I I category should change to Category III. Similarly,. for the concrete flatwork located within these zones, the recommendations presented in the referenced report for lots with expansive soils should be implemented. Based on the regraded lot conditions, Table 4.2 (revised) is attached along with supplements to Tables IV and V. This report is an addendum to the referenced report of grading. All other recommendations of that report remain valid and applicable to the.proposed project. · If you have any questions regarding this report addendum, or if we may be of further service please contact the undersigned at yourconveni~nce. Very truly yours AS:DFL:dmc (3) Addressee / (3/del) Continental Ranch Inc., Job Site Attention: Mr. Mike Lombardi (3/del) Toll Brothers, Job Site Attention: Mr. Charles Raddatz Project No. 05845-12-17 CEG 1778 / -2-November 20, 1998 I I I I I I I I I I I I I I I I I I I category should change, to Category r:µ. Similarly, for tbe concr~te flatwork located within these zones, the recommendations presente_d in the referenced report for_ lots with expansive soils should be implemented. Based on the regraded lot conditions,, Table 4.2 (tevised) is atta,ched along with supplements to Tables IV and V. This report is an addendum to the referenced report of grading. AH other recommendations of that report remain valid and applicable ,to the proposed project. If you have any questions regarding this report addend.um, or -if we may be of further service please contact the undersigned at your conveni~nce. Very truly yours GEOCON INCORPORATED David F. Leake RCE22527 AS:DFL:dmc i / - (3) (3/del) Addressee / · (3/del) Continental Ranch Inc., Job. Site Attentiom Mr. Mike Lombardi , Toll Brothers Attention: Mr. Charles Raddatz Project No. 05845-12-17 / -2- Ali Sadr ¢BG 1778 ) November 20, 1998 - -- --- - - ------- ----Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. CQmp. Comp. No. Date Test Location (ft:) No. (%) (pcf) (%) (pcf) (%) (%) (%) ----------------------------------------------------------------------------------------'~----- I 266 10/22/98 LOT 36 R&R, 402 17 O· 112.2 J,.5.5 104 . .5 17.9 93 90 FG 267 10/26/98 LOT 36 R&R 404 17' 0 112.2 15.5 105.8 · 18.1 94 90 268 10/26/98· LOT 38 R&R 404 17 0 112·.2 15.5 . , 104.7 18 .. 5 93 90 269 10;2.1;9a LOT 38 R&R 40$ .: .. 17 0 112.2 15.5 106.1 15.6 95 90 -....... 270 10/28/98 LOT 61, R&R 436 2 -. 0 115.0 14.0 106.3 19.5 92 90 .271 10/28/98 LOT 61 R&R 437 2 0 115.0 14.0 106.6 17 .2 92 90 FG 272 10/28/98 LOT 61 R&R 4~8 2 0 115.0 14.0 104.1 16.0 90 90 273 i0/29/98 LOT 65 R&R · -:fl.36 2 0 115.0 14.0 104.5 16.1 91 90 FG 274 10/29/98 LOT 65 R&R 437 2 0 115.0 14.0 103.5 17 .. 8 89 90 FG ·274A 10/30/98 LOT 65 R&R 437 2 0 115.0 14.0 103.9 17;6 90 90 275 10/29/98 LOT 28 R&R 416 17. 0 112.2 15.5 103.8 15.6 93 ·90 FG 276 10/30/98 LOT 28 R&R 417 2 0 115.0 14.0 106. 5 · 18.l 92 90 FG '277 10/30/9& LOT 28 R&R •, 41a 17 \0· 112.2 15.5 103.4 15.0 92 90 278 10/30/98 LOT 21 R&R 424 2 0 115.0 :14.0 103.0 19.5 89 90 278A 11/03/98 LOT 21 R~ ·424 2 0 115.0 14.0 103.7 19.3 90 90 FG 279 11/06/98 LOT 21 R&R 425 2 0 115.0 14.0 101.3 l6.3 88 90 FG 279A 11/06/98 LOT 21 R&R 425 2 0 115.0 1.4:0 1p5.o 16.3 91 90 Note: See last page of table fqr explanation of coded terms - - - - -- - -- -- - - --Project No. 05845-12-17 (G) EXPLANATION OF CODED TERMS -TEST SUFFIX A, B, C, ... : Retest of previous density test failure, following moisture conditioning and/or recompactiop. R: Fill in area of density test failure was removed and replaced with properly compacted fill soil. -PREFIX CODE D~SIGNATION FOR TEST NUMBERS - AD -Area Drain B -Ba$e Test ST -Slope Test SW -Sidewalk SZ ·' Slope Zone. - CG -Curb & Gutter CW -Crib :Wall DW -Driveway FG -Finish Grade IT Irrigation Trench JT -Jqirit Trench MT -Moisture Test RW ·,:·-Re.taining Wall SD -Sto.rm· Drain SG -Subgrade SL:-Sewer Lateral SM .-Sewer Main UT -Utility Trench WB ~ Wali Backfill WL -'Water Lateral WM -Water Main -CURVE NO. Corresponds to curve .numbers listed in Tab,le,II, representing tlie laboratory i:µaximµm dry density/optimum nio:Lsttire content data for selected fi11 soil 1,lamples. eI).courtte:red durin~ testing q.nd ob:;;ervat:i;on. · · · \ ~ ROCK CORRECTidN - - For density tests. with rock percentage greater than zero, laborat~ry ~aximuni dry den.sity.and optimum moisture content were adjtist.ed for rock conten:t. For tests with rock content equal to zero, laboratory maximum dry density and optimum IIJOisture content values lis-ted are then unadjusted values. -TYPE OF TEST SC: Sand Cone Test NU: Nuclear Density Test DC: Drive Cylinder Test -ELEVATION/DEPTH Test elevation$/depths have been rounded to the nearest whole foot. I I I I I I I I I I I I I I I I I I I . TABI..E 4.2. (Revised) SUMIVIARYOF RECOMMENDATION FOUNDATION CATEGORY J,otNµmbers \ Recommended Foundation Category '' 21, 28, 36, 38, 61, 65, ~d 68 I 17, 20, 23, 35, 41, 42, 44, 45,49, 51, 54, 56, 57, 59, 60, 63, 64, and 70 through 73. II 1 through 6, *, 8 through 16, 18; 19, 22, 24 through 27, 29'through 34, 37, 39, 40, 43, 46 tQ.rou~h 48, 5'0,s~, 53, 55, 58, 62, 66, 67, and·69. III *Lot 7 is designated as open .space. TABLE IV (Supplemental) SUMMARY OF LABORATORY EXPANSION' INDEX TEST RESULTS (for_ Finish Grade of Each Lot) Lot No. 21 28 36 38 61 65 Lot No. 21 28 36 38 61 65 Moisture Content Dry " '' Before Test.(%) After ')]est (%) Density (pct) ., 10.7 22.8 l07.5 9.1 23.9 , 113.2 -- 9.J ZS.I 112.5 .' - 9.4 : 26.9 111.5 I " 10.0 26.3 110,0 10.2 28.2 109.1 - TABLI: V {Supplemental)' . SUMMARY OF AS-GRAPED BUILDING PAD CONDTIONS (for .Village M, Rancho Carrillo) Pad Approximate Approximate Maximum Expansion Conditioh . Depth of Fill Depth ofFillDifferential . index (feet), · (feet) Undercut/Fill . 3 3 21 Undercut/Fill 9 6 31 Undercut/Fill ~ 2 28 " Undercut/Cut 3 ;3: 44 Undercut/Cut 3 3 33 ' - l]ndercut/Fill/Cut 10 7 41 - Project No. 05845-12-17 Expansion Index 21 31 28 44 J3 41 Recommended Foundation Category I I I I . - I I Npvember 20, 1998 I --1 I I I I I I I I I I I I I I I I \ l', TABLE Ill SUMMARY OF DIRECT ,SHEAR TEST RESOL ts ., .- Sample No. Dry Density Moistu.r~ Content Unit Cohesion Angle of Shear (pct) (%) (pst) Resistance (degrees) 2 l03.4 14.8 400, 30 .. 9 97.2 f7.l 345 28 12 104.0 16.0 525 23 16 103.5 16.3 740 23 ,_ I . 17 101.2 15,5 290 36 .. - 19 101.2 17.2 255 30 27 103..4 15.1 280 : 30 Note: Samples were remolded to 90 perce_nt relative compa<:tion at near optimum pioisture ~ontent. Lot No. 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 _TABLE IV _ . .. SUMMARY OF LABORATORY EXPANSION INDl;X TES·T RES UL TS (FOR F'Nl$H GRADE OF EA<?.J:I LOT) .. . , Moisture Content Dry Expansion Before Test(%} ,After Test (%') Density (pct) Index 10.3 21.i 110.l 69 11.0 27.4 106.0 72 -' 11.2 31.5 106.0 '' 103 . - 11.1 28.6 106.3 68 10.8 25.2. 107.6 54 11.0 35.8 104.6 108 11.1 21 .. 5 106.7 81 11.2 25.4 108.7 76 '. 9.9 26.1 110.2 58 10.1 30.2 109.2 80 ., 11.l 31.4 106.4 92 11.0 29.4 106:0 105 11.3 30;5 106.5 91 ' . .. 19.1 . 45.7 84.8 102 12.7 42.3 100.3 114 10.3 26.4 109;7 65 Project No. 05845-12-17 October 21, 1998 ' I I ,, I I I I I I I I I I I I I I I I Lot No. 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 TABLE JV (Contini.Jed) SUMMARY OF LABORATORY' EXPANSION INDEX TES:f RESULTS (FOR FINISH GRAi;>E; OF EACH LOT) Moisture Content Dry Expansion Before Test (%) After Test (%) Density (pct) Index . , -.. 11.0 . 32~1 · 104.9 93 . ' .. ,. . ' .. 10.0 35.3 · 108.7 93 9.6 · 29.4 110.4 68 ,, 14.l 44.0 !'. 97.8 150* 11.0 42.7 105.l 122 '. 11.0 27;9 106.0 ! 86 14.2 41.3 .96.9 I 102 ' 13.7 35.5 98.1 ' 105 ! -. - 14.0 37.0 98.0 : 114 11.2 27.3 1:05.7 96 - 15.1 43.7 94.3 . 128* .. 11.1 33.0 106:0 91 11.2 · 31.3 106.0 . 91 '' '/ 105.0 11.9 29.5 , •' 96 12.1 ' 31.0 103.7 100 11.7 _ 36,3 104.8 120 12.2 -32.2 l0l.9 105 12.7 33.5 100.0 84 '. 15.3 ,44.2 94.8. 149* 13.9 40.6 97.9 111 . '' 15.6 45.2 .9L3 140* 16.9 39.3 95.9 114 ' . 13.8 36.6 98.7 95 14.0 35.0 .95.8 73 ... 13.5 32.7 98.5 78 11.3 29,(j 105.8 112 '' 13.3 33.2 100.6 86 12.7 29.6 101.1 75 -' - 11.0 29.7 105:5 110 --12.2 31.4. 102.8 94 - 13.3 3_1.2 99.5 p 86 ·, 11.2 27.8 . 106.1 89 Project No. 05845-12-17 October 21, 1998 I I I I I I 'I I I I I I I I I I I I I Lot No. 50 51 52 53 54 55 , 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 TABLE IV (Continue~) SUMMARY OF LABQRA TORY ,EXPANSION INDEX TEST RES UL TS (FOR FINISH GRADE OF EACH LOT) Moisture Content Dry Expansion Before Test (%) , After Test{%) D~nsity (pct) Index 12.9 38.1 101.7 121 12.4 40.4 102.1 85 - 11.0 27.5 105.5 99 -' ' - 11.0 39.2 105.3 126 -' 13.5 ' n.s 99.3 ' 88 - 11.0 28.6 106.3 I 95 ,I · 13.6 34.6 98.7 '" I , 81 13..6 32.6 98.0 ; 62 ! 12.2 33.8 102.3 103 12.3 31.6 l()L8 I 72 ' - 12.2 28,.0 103.0 -' 58 ---,,, 10.6 35.4 102.9 129* " 12.2 '' 35.2 102.8 _120 12.7 36.4 ,/ 100.8 86 , , 12.3 32.2 103.S 84 16.0 45.4 9r5 149* - 11.2 31.4 l05.0 94 12.9 Jt:5 101.0 93 " 10.1 <".30,0. 110.J 39 ,, ' '' - 12.9 34.3 i00.3 91 12.2 29.2 l02.5 56 -- 11.1 29.5 104.4 51 - 12.0 JL2 102.2 62 13.0 34:8 99.5 90 ,, T --• ,-, *These materials have currently been removed to a depth of approximately 3 feet and will b_e replaced with less expensive soils. Project No. 05845-12-17 October 2l, 1998 I I I I I I I I I I ,1 I I I I I ·I I I TABLEV SUMMARY OF AS-GRADED BUILDING PAP CONDITIONS· FOR VILLAGE H RANCHO CARRILLO Lot* Pad ,Approxima,te ~ppto:Ximate Exp~nsion · Recommended Number Condition Deptlt of.Fill Maximum· Index Foundation (feet) .Depth of Fill . Category Di(ferential (feet) . .. 22 6,9 1 Fill ,5~ III 2 Fill ~o ... 21 72 III 3 Fill 32 21 103 III 4 Fill 34 22 6.8 Ill 5 Undercut/Fill 27 .. .24 54 III 6 Undercut/Fill 20 11·. 108 JII 8 Fill 26 .. 21 81 III 9 Fill 36 ~9 7_6 .. ID 10 Fill 32 26 58 i III .. 11 Fill 26 21 80 ! ID .·. 12 Fill 4 1 92 i III 13 Fill 4 2 105 III 14 Fill 4 2 91 ., III .. 15 Fill ~ . 2 J02 III 16 Fill 2 1 114 III 17 Fill 2 1 65 II 18 Undercut/Fill 7 4 93 III 19 Fill 20 13 .. 93 ID . . . 20 Fill 27 17 68 . II Fill . ' . ' 22 2 '0 122 III . 23 Fill 3 0 86 II 24 Fill 3 •' 0 102 III 25 Undercut 3 .. 0 Jo~ III -26 Undercut ~ ( 0 114 ID ,. 27 Undercut 12 ·9 96 III 29 Undercut/Fill 6 '3 91 III .. 30 Undercut/Fill . is· .. 12 .. 99 Ill 31 Undercut/Fill .. 16 . . 13 . . 9(> III 29 .. 100 32 Fill 40 III 33 FiH 27 27 120 III 34 Cut/Fill 6 6 105 III 35 Fill 2 ·b 84 II . 37 Cut/Fill i 2 111 III 39 Cut/Fill 2 2 114 UJ 40 Cut/Fill 2 2 95 III 41 Cut/Fill 2 2. . 7.3 II' 42 Cut 0 0 78 Ii: 43 Undercut/Fill JS: .. i2 112 III 44 Undercut/Fill 12 9 . 86 II -. 45 Undercut/Fili ~· 17 14 75 II " 46 Underc1,1t/I."ill J9 ... 1{> 110 III 47 Undercut/Fill 28 25 94 III .. Project No. 05845-12-17 October 21, 1998 I I I I I I I I I I I· I I I I I- I- Lot* Number 48 49 50 51 52 53 54 55 56 57 58 59 60 62 63 64 66 67 68 69 70 71 72 73 TABLE V (Continued) SUMMARY OF AS-GRADED BUILDING PAO CONDITIONS FOR VILI..AGE H RANCHO· CARRILLO Pad Approximate Approxhnate Expansion Condition. Depth of Fill. Maximum Index (feet) Depth of:F'.ill . J;>ifferential(feet) . Undercut/Fill 25 22 ,86 89 . - Undercut/Fill 8, -r• -• 5 Cut/Fill 14 'i4 ,121 Cut/Fill 14 . ·-14-85 .. Undercut/Fill JS 12 99 Cut/Fill 5 5 126 Undercut 3 . -3 88 Undercut 3 -· -95 3 -. .. - Cut/Fill i i, 8-1 ~-. ' . Cut/Fill 2 -· --. 2 -62 l Cut/Fill l 1 103 i : i Cut/Fill 1 i: 72 t Cut 0 -0 58 Cut 0 . ·o 1~0 Undercut 3 .. 0 $6 ''• : Cut/Fill 10 IO 84 ' Cut/Fill 10 JO' 94 Cut/Fill 10 io 93 . Cut/Fill 5 5 •' ~9 ... .. .. Undercut/Fill ,8 5 ·91 .. - Cut 0 9 56 Cut 0 () 51 Cut 0 -· 0 --62: .. Cut/Fill 5 5 90 Re~ominended Foundation Category III II III II iir ' III iI .' m .n II III·- JI Il III II II III ··-III I III . II II II II *Lot Nos. 21, 28, 36, 38, 61 and 65 are currently ~ubject to supplemental grading activities. Their as graded conditions will be reported subsequent to con:wietion of grading cipentticins. . Project No. 05845-12-i 7 October 21, 1998 I I I· I I I I I I I I I I I I I I I I TABLE IV Sl,JMMARY OF WATER SOLUijLE SULFATE AND CHLORINE (IN.SOIL) LABORATORY TEST RESUl,..TS Sample No. (Lot No.) 2 26 34 54 60 14 67 55 *California Test 417 **California Test 422 Project No. 05845-12-17 Water Soluble Sulfate* % 0.053 0.009 0.024 · 0.055 0.002 0.040 0.18 Oi044 .\ Water Soluble•• Chlorine% ___ , 0,.031 .. q.038 .. ' 0.051 ... October 21, 1998 I .I I o 1 l I l I I , l I I : I ! I I l ' . ' I i ' l I I ' I L ·FINAL REPORT OF TESTING AND o·esERVATION SERVICES DURIN'G SITE: GRADING I VILLAGE H RANCH.O CARRILLO CARLSBAD, CALIFORNI.A -,/ ' / PREPARED FOR . CONTINENTAL RANCH INC. SAN OIEGO, CALIFORNIA O~Jl 1998 9l 7 f:;2\·~ I I I I I I I I Project No. 05845-12-17 October 21, 1998 Continental Ranch Inc. 12230 El Camino Real, Suite 300 San Diego, California 92130 _ · Attention: Mr. Dave Lother Subject: VILLAGER RANCHO CARRILLO CARLSBAD, ·CALiFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES-DURING SITE GRADING Gentlemen: In accordance with your request and. our ,proposals dated Pecember 6, 1996 and April 1, 1998, we have provided compaction testing and o{?serv~tioil services during the mass grading and fine grading of the subject site. Our services. were .performed during the-period of December 16, 1996 through August 14, 1998. The scope of c;,ur -~ervices include<;\ the followi;ng: . I . I I / • Observing the grading operation, including the removal and/or prc;,cessing of loose topsoils, colluvium, and alluvium. -· / · · , • Performing in-place density tests in fill placed and compacted at the site. • Perfonning laboratory tests to aid in evaluating the compaction, expansion, and shear strength characteri_stics and soluble -sulfate content of various· soil conditions encountered and/or used for fill. • Providing on-site geologic con~ultation services to veri,fy that grading was performed in substantial conformance with the recommendations of pteliniinaty project geotechnical report. • Preparing "As-Gtade4'i Geologic Maps. • Preparing this final report of gra,<ling. GENERAL The grading contractor for tire mas~ grading phase of. the ,project was Sukut Construction, Incorporated. Th¢ fine grading operations-were per:f;orn.1ed by Signs and Pinnick. The project mass .. .I I I I I I I I I I I I I I I I I I I grading plans were prepared by Rick Engineering Company and ;ire entitled Grading Plans for Rancho Carrillo; Sheets 8, 33, 34, · and 35 with the City of Carlsbad approval dated November 14, 1996. The fine grading plans were also prep~ed by Rick Engineering Company and are entitled Grading and Erosion Plans for Rancho Carrillo, Village H, C. T. 97-01, Sheets 4; through 7, with the City of Carlsbad approval dated April 27, 1998. The project soils· rep9rt is entitled: Preliminary Geotechnical Investigation, Villages H and I, Rancho Carr#lo, . Cat/shad, California, prepared by Geocon Incorporated, dated November 25, 1992, updated July 14, 1997. A report entitled Interim Report of Testing and Observation Servzces During Site Grading ffor J Village H, Lot Nos. 1 Through 8 and'J6 Through 22, Rancho Carrillo Cat/shad, California, prepared by Geocon Incorporated, was _issued on July/ 15;, 1998. · This .final report supersedes the interim report. References to elevations and locations .herein were based· ort surveyor's or grade checker's stakes in . . -. . the field and/or interpolation from the referenced· Grading Plans. Geocon Incorporated did not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to tlle approved grading plans. or proper surface drainage. I I GRADING Mass grading of Village H occurred during the perfocl of April 22,1997 through January 21, 1998. / ' ' I • • , Fine grading for the lots reported herein was performed during the p~riod of May 22 through July 20, 1998. Grading began with the removal of brush a.nd vegetation :from the area to be graded. In addition to the vegetation, topsoils, colluvium~ , an:d alluvium were remo:vecl to firm natural ground. ' -. - The excavations were observed by an engineering geologist to verify that unsuitable materials had been removed and dense formational $oils were exposed ~t the base of the cleanouts. Prior to placing fill, the exposed ground, surface w~s scarified, moisture conditioned, and compacted. Fill soils derived from 01J,-,.site excavations and the ~urrounding areas were then placed and compacted in layers until the design elevations wer¢ attained. In general, the fill materials consist of light gray-brown ·clayey sand to green.:btown clay. During the grading operation, compaction. procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The· in-pl~ce density tests were performed in general conformance wit~ A'.STM Test Method D~2922-81. The re~ults of the in-place dry density and moisture content tests are summarized on Table I .. In general, the in-place density test results indicate that the fill soil has arelative compaction of at least 90 percent at the locations Project No. 05845-12-17 -2-· . October2-I, 1998 I I I I I I I I I I I I I I I I I I I tested. The approximate locations of the in-place density tests ate shown on the As-Graded Geologic Maps, Figures 1 through 4. Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relationships, optimum moisture cQntent @d maximum dry density (ASTM D-1557-91), shear strength and expansion characteristics~ The ·results of the laboratory tests are summarized in Tables II through IV. Slopes In general, the cut and fill slop~s have p_lanned inclfuatioQs of 2: 1 (horjzontal:vertical) or flatter, with maximum height of appro~m~tely 20 ~d-30 feet, respectively. the fill slopes were either over- filled and cut back or were track-walked With a bulldozer during w,ading. A drained stability fill was constructed along the cut slope located between Lot Nos. 50 through 53 and Rancho Bravado, due to the presence of an inactive fault and fiss:ured clay stones. The north facing slope. bordering the, north-east edge of the subject area wa~ buttressed due to the presence of bedding plane shears or weak clay seams,. This bu~e~s Wl!S col).structedduring the m:ass grading operation for Melrose Drive (autµ-ess No. 4), and. was discussed in the fmal grading repo~ for Melrose Drive, dated March H, '1998. I / All slopes should be planted, drained, and maintained to reduce erosion. 'Slope irrigation should be kept to a minimum to just support the. vegetative cov~r. Surface drainage should not be allowed to flow over the top of the slope. Subdrains A canyon subdrain is located below Lot Nos. 32, 47 and 48. This Subdrain ·was installed in the canyon located within the central portion of the site ·and .flows into the open space. The heel drain from the stability fill along R.!µich6 Bravado'; flows both to tl}e .north and south and is connected to the storm drain ~ystem. The heel drain associa,ted with· the buttress fili ( Buttress No. 4) located north-east of the project area is connected to the storm drain syst~m at Melrose Drive. The subdrain and heel drain were "as built" .for location and elevation by Rick Engineering Company and are shown on the enclosed As-Graded Geologic Maps. Project No. 05845-12-17 ~3-. October21, 1998 I I I .1 I I I I I !I I I ,I I I I I I I Finish Grade Soil, Conditions During the grading operation, building pads which encountered very high expansion potential were undercut up to 3 feet and "capped" wjth less expansive soils (except Lot Nos. 21, 36, 38 and 65). Based on laboratory test results, the pr~vailing .soil conditions within approxiinately the upper 3 feet ofrough pad grade on .. each lot have an Expansion Index of39·to 126 (Table V), and are classified as. , having a " low'' tq "high" expansion potential as defined by the Uniform Building Code (UBC) Table 18-I-B. Lots Nos. 21; 36, 38 ang 65 along with-.Lot Nos. 28 and 61 are curr~ntly undercut at least 3 feet and will be backfilled with less expansive soils. ,NI addendum report will be issued upon completion of grading operation for these iots. The cut portion of those lots which contained a cut-fi11 transitiqn within the building areas (except where fill thickness was less than two feet) was undercut_ a:gproximately 3 feet below rough finish grade and replaced with compacted fill soil. _ Random samples were also subjected to testing to eva,luat~ the amount of soluble sulfates and chlorine within the surficfal soils. The results of the soluble sulfate and -chlorine tests are summarized on Table VI. Geocon, Incorporated does not practice corrosion engineering. Therefore, results of these tests should be reviewed by the developer and their retained corrosion consultant and additional testing performed and/or appropriate recomm,~nd_ations itjiplemented during design and ' ,-_, construction of proposed improvements. Due to the presence offormational creep along the,rear portion ofLot Nos. 36 through 41, an area of approximately 15 feet wide was removed and r~compacted to a depth· of 2 fo~t. It should be noted that although rocks or concretions larger than 12 inches were not intentionally placed within the upper 3 feet of pad grade, some may exist at random locations. Where concretionary beds (highly cemented_ ma_terials) were encountered wi.thin finish grade of cut lots, they were extracted and the resulting excf!vations fotck:filled with compacted fill. However, some concretions may exi~t 1:;,elow finish grade .at random locatiop:i;. SOIL AND GEOl,.OGIC CONDITIONS The soil and geologic conditions encountered during gradjng were found to be similar to those described in the project geotebhnica:l report. In general, the compacted fi11 soils are underlain by formational soils of the Delmar Formation. The enclosed As-Graded Geologic Maps (Figures 1 through 4J depict the general geologic conditions observed. These maps aiso show the ·.original topography prior to the start of grading. No soil or Project No. 05845-12-17 -4-October 21, 1998 I I I I I I I I I I I I I I I I I I I geologic conditions were observed d,urmg grading which would preclude the continued development of the property as planned. CONCLUSIONS AND RECOMMENDATIONS 1.0. General 1.1. 2.0. 2.1. 3.0. 3.1. 4.0. 4.1. Based on observations and· test resuits, it is the opinion of Geocon Incorporated that the grading, which is the subject ~f thineport,, has' beenpetfortned in substanttar conformance with the recoi;nmendatiofis. of the ,previously referenced' project soil report. Soil and geologic conditions ¢rtcou,itered.durirtg grading which differ from those anticipated by the project soil report are not unc:omm<;>n. Where such conditions required a significant modification to the recon$endaticms of the ,project soil report, they have been described herein. Liquefaction Potential · The site is underlain by fme grained compacted fill and dense formational soils. Near surface permanent groundwater ,is not present. Therefore, it is our opini?n that the soils on site are stable and that the potential for liquefaction i5._remote. Future Grading , I Any additional grading performed at the site should be accomplished in conjunction with our observation and conip~ction testing, services., All trench backfill ,in excess of one-foot thick should be compacted to at least 90 percent relative coinpactio~. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. Foundations The foundation recommepdations that follow are for one-or two-Story residential structures and are separated into categories dependent on the thickness and geometry of the underlying fill' soils a~ Well as-the Expansion Index of the prevailing subgrade, soils of a particular building pad (or }Qt). The .recommended minimum foundation and interior concrete slab design critiria for each category is presented in Table 4,1. A summary of as graded building pad conditions is presented in Table V. Project No. 05845-12-17 October 21, 1998 I I I I I I I I I I I I I I I I I I I 4.2. 4.3. 4.4. TABLE 4.1. FOUNDATION· RECOMMENDATIONS BY CATEGORY .. Foundation .Minimum Continuous Footing Interior Slab Category FootiniDept~ ).leinforcement Reinforcement (i~c es). · .. t 12 One. No. 4 bar top and bottom 6 x 6-10/10 welded wire .. mesh at slab mid-point II 18 Two No. 4 bars top and.bottom . No. 3 bars at 24 inches on . center, both directions ' m 24 Two No. 5 bars top i:m.d 1,,ottom . No. 3 bars.at 18 inches on · center, both directions CATEGORY CRITEIUA Category!: Category II:. Category ill: Notes: . . MaxiniUIJ1 fill thickness is less than• 20 feet and Expansion Index is less than or equal to 50. - Maximum fijl thickness is less .than 50. feet and E~ansiqn Inciex is less than or equal to 90, or variation in fill. thickness is between 10 feet and 20 feet. Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or Expansion Index exceeds 90, out is less than 130. 1. All fo'otings should have a IJ1inimurnwidth of 12 inches. 2. Footing depth is measured frohl lowest adjacent subgrade. 3. All interior living,area concrete slabs should be at least 4 inches thick for Categories I and II and 5 inches thick for Category III. . 4. All interior concrete slabs should be underlain. by aHe~t 4 inches (3 inches for Category III) of clean sand or crushed ro9k. -· 5. All slabs expected to receive moisture-sensitive floor coverings or used to stor~ moisture-sensitive materials sliould be underlain by a vapor barrier covered with at least 2. inches of the clean sand recommended in No. 4 above. . , Foundations for either Category I, II, or III may be designed for an allowable soi1 bearing pressure of2,000 pounds per.s.quare,foot(psf) (dead plus Jive load). This bearing pressure_ may be increased by one-third for transient loads ~µen as wind or seismic forces. Th~ use of isolated· footings which are, focated beyond the perimeter· of the building and support structural elements connected to 1he building is not recommep,ded for Category III. Where this condition cannot be avoided, the isolated footmgs should be connected to the building foundation system with grade bemns. For Foundation Category IJI, the stnictu_ral slab design should consider using interior stiffening beams and connecting· isolated, footings and/or increasing the slab thickness. In addition, consideration should be given to .connecting p~ti~ slabs, which exceed 5 feet in . . ' width, to the building founqation to·reduce the potential for future separation to occur. Project No. 05845-12-17 '··6-' October 21, 1998 I I I I I I I I I I I I I I I I I I I 4.5. 4.6. 4.7. 4.8. 4.9. 4.10. No special subgrade presaturation-is deemed necessary prior to placing concrete, however, the exposed foundation and ·slab subgrade soils -~hould be sprinkled, as neGessary, to maintain a moist condition as would be expected in any such concrete placement. The recommended foundation category for e_ach lot-is presented in Table 4.2. An ' ' . . ' , ' addendum report will be -issued for these lots currently bein,g regraded. TABLE 4.2~- SUMMARY OF RECOMMl;NDATION FOUNDATIO~ CATEGORY .. LotNµmbers * .Recommended: Foundation· Category . . ' .. 68 I 17, 20, 23, 35, 41, 42; 44, 45;49,. 51, 54, 56, 5.7; 59, 60, 63, 64, and 70 through 73. ·. II 1 through 6, 8 through 16, 18, 19, 22, 24 through27,. 29 through 34, 37, 39, 40, 43, 46 through 48; 50, 52, III 53, 55, 58, 62, 66, 67, and 69. * 1. Lots 7 is designated as open space. 2. Lots 21, 28, 36, 38, 61 and·65 are currently undercutto a depth of approximately 3 feet and will be backfilled with less exp~sive soils._ For building pads With finish grade soils possessing ·an Expansion Index between 50 and 90 (see Tabie V), it is :n;:9ommended that _all e~~rior concrete -flatwork with a least dimension exceeding 8 feet be reinforced with 6x6-6/6 welded wire mesh to reduce the potential for cracking. · '.The reinforce~ent for building paqs with Ex.pansion fu,dex greater than 90 should consist of No. 3 bars al 18 inches on center, both directions. In addition, all concrete flatwork should 'be provided with crack control joints at a maximum spacing of 12 feet. All subgrade soils should be properly moistµre conditioned prior to concrete placement. Where drying-has occurred, recqnditionihg of surficial soils will be required. This recommendation applies to slab!_i,-on-grade foµndations as well as exterior flat work. Cut fill transition exists within the rear portion of the Lot Nos. 53 and 64 through 68. The potential for differential .settlement should be taken into con~ideration for construction of exterior concrete flatwork 4nd swimming pogls. Where buildings or other improvements are planned near the top of a slope steeper than 3:-1 (horizontal;vertical), special foundations and/di" design considerations are recommended due to the tendency for lateral soil movementto occur. Project No. 05845-12-!'7 . ·-1-Octpber 21, 1998 I I I I I I I I I I I I I I I I I I I 4.11. 4.12. • For fill slopes less than 20 feet higli~ bµilding footings should .. be deepened ·such that the bottom outside edge of tlie'. footing is at least 7 feet horizontally from the face of the slope. • Where the height of the fill slope exceeds 20 feet, the mmmmm horizontal distance should be increased to H/3 (where li equals the vertical distance from the top of the slope to the toe) 'but need not exceed 40 feet. For composite (fill over cut) slopes, H equals the vert;ical distance frort1 the top of the slope to the bottom of the fill portion ofthesfope. Art acceptable alternative to deepening the footings would be the use of a post-tensioned s1ab ~d foundation system or increased footing and· slab reinforcement, Specific design p&raineters or recommendations for either of these altematives can be provided once the building location and fill slope geometry have been determined. • For cut slopes in dense formationahnaterials, or fill slopes inclined at 3:1 (hori- zontal:vertical) or :flatter, the bottom .outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. • Swimming pools located within 7 feet of the top of cµt or fill slopes are not recommended. Where such a condition cannot be. avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soH provides ho lateral support. This recommendation applies to fill slopes up to 30 feet in height,. and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be: reqµired and Geocon Incorporated should be contacted for a review of specific site conditions. Although other lltlprovements w4iclt are ·relatively rigid or .brittle, such as concrete :flatwork or masonry walls Iilay experience som:e. distress if l6cated near the top of a. slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures whfolt would pertnit some lateral soil movement without causing extensive distress.. Geocon Incotporated should be consulted for specific recommendations. As an alternative to the foundation r~comme~datiohs for each category, consideration should be given to the use of post:-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tepsioned systems should be designed by a structural engineer experienced in post'-tensioned · ~lab design: and design criteria of the Post-Tensioning Institute (UBC Section 1816). Although thjs procedure was developed for expansive soils, it is understood that it can_ also be used to reduce the potential for foundation distres.s due to differential fill Settlement. The post-tensioned design should incorporate the geotecbnical parameters presented on the following table entitled Post- Tensioned Foundation System Design Pcm:zmeters for the particular Foundation Category designated. Project No. 05845-12-17 October 21, 1998 I I I I I I I I I I I I I I I I I I I 4.13. 4.14. · TABLl:4.3. POST-TENSIONED FOUNDATION SYSTEM Dt:SIGN PARAMETE_RS .. Post-'.fensio'ning Institute·(PTI). Fo~ndation Category Design Parameters ... I II m --., 1. Thomthwaite Index "'.20 -20 -~0 -· .. 2. Clay Type -11onijl).orillonite Yes Yes Yes .. . . - 3. Clay Portion ~axnnum) 30% 50% 70% 4. Depth to Constant Soil Suction 7·.0 ft. ·1.0 ft. 7.0 ft. - 5. Soil Suction 3.6ft . 3.6 ft. 3.6 ft . .. 6. Moisture Velocity . .. 0~7 irt./mQ. 0.7 in.Imo. 0.7 in.Imo . 7. Edge Lift Moisture V apation Distance 2.6ft. 2.6 ft. 2.6 ft. 8. Edge Lift -0.41 in. · 0.78 in. 1.15 in. 9. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft. 10. Center Lift 2.12in. 3.21 hi-. 4.74 in . .. . . UBC Section 1816 uses interior stiffener, beatns in it~ stru.ctural design procedures. If the structural engineer propose~ a .post-tensioned foimqation design method other than l,JBC Section 1816, it is recommendeµ that interior stiffener beams be used for Foundation Categories IT and ID. T4e depth .of the perimeter foundation should be at.least 12 inches for Foundation Category-I,. Where the Expansion Index for a particular buJlding pad exceeds 50 hut is less than 91, the perimeter f9otfug depth should be at least 18 inches; and where it exceeds 90· but i~ less thail 130~. the perimeter footing depth should be at least 24 . . I . . . inches. Geocon Incorporated shoulq._oe consulted to .provide additional design parrunetefs / as required by the structural engine.eh I . The recommendations of this report are· intended to reduce the potemial for cracking of slabs due to e:xp~nsive. ~oils (if present), differential settlerrtep.t of deep fills or fills of varying thicknesses. ,However,, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on,-grade placed on such conditions ' . . . . . may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by liinitfug the slump of the concrete, maintaining the design water-cement ratio, _proper concrete placement and curing, and by the placement of crack control joint~ ,~t periodic intervals, 'in particular; where re-entry slab comers occur~ Project No. 05845-12~11 , -9-October 21, 1998 I I I I I I . ! I I I I I I I I I I I I I 5.0. 5.1. 5.2 . 5.3. 5.4. 5.5. Retainin~ Walls And Lateral Loads Retaining walls not restrained-at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 30 pounds per cubic foot (pct). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 40 pcfis recomriienqed. These soil pressures assume that the backfill materials within an l;lfea bounded by the-wall and a 1: 1 plane extending upward frorti the base of the wall possess an Expansion Index of 'less than 50. For those lots with finish grade -soils having an Expansion Index greater than 50 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be con~ulted for aqditional recommendations. , Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the wall. Where walls are restrained fro~-movement at the top, an additional uniform pressure of 7H p~f ( where H equals the height of the retaining wall portion of the wa!l in feet) should be added to the above active soil pressure All retaining walls should b!;l provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the-project architect. The use of drainage openings through ~e base of the wall (weep holes, etc.) is not recommended, where ,the seepage could -be a nuisance or otherwise adversely impact the property a~jacent to the base of the wall. The above reco~mendations assume a properly compacted granular .(Expansion Index less than 50) -backfill material with no hydrostatic forces or imposed sm:chru:$e load. If conditions different than those described are anticipated, or if specific drain,ge details are desired, Geocon Incorporated should be contacted for additional recommendations. In general, wall founqations -having a n;iinµnuni depth and-width of one foot may be designed for-an allowable-Soil·bearing pressur¢ of2,000 psf, provided the soil within 3 feet below the base of the wall has art Expansion Index of less than 90. The proximity of the fou:ndation to the top of a slope steeper than 3:1 could in;ipacf the allowable soil bearing pr~ssure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipatecl. For resistance to lateral loads, an al1owable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. the upper 12 inches of material not protected Project No. 05845-12-17 --iO-October 21, 1998 I I I I I . I I I I I I I I I I I I I I 5.6. 6.0 . 6.1. 7.0. 7.1. by floor slabs or pavement $hould not be included in the design for lateral resistance. An \ allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may pe combined wjth the allowable passive earth pressure when determining resistance to lateral loads. The recommendations prese1,1ted abow are generally appHcable to the design of rigid concrete or masonry retaining walls having a m~i.J.num height of 8 feet. In the event that walls higher than 8 feet or other types of walls are pl~ed, such as crib-type walls, Geocon Incorporated should be cQnsulted for additional recommendations. Slope Maintenance Slopes that are Steeper than 3: 1 (horiJ;ontal:vertical) may, under conditions Which are both difficult to prevent and predict, be susceptible ~o near surfaqe (surficial) slope instability. The instability is typically limited to the outer three. feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the · slope. The occurrence of· surficial instability is more prevalent on fill slopes and is generally preceded by a .period of heavy rainfall, excessive ·irrigation,. or the migration of subsurface seepage. The disturbance and/or loosening dfthe surficial soils, as might result from root growth, soil e~pap.sicm., or excavation for irrigation lines and slope planting, may also be a significant contributing factor to sqrficia.l instapility. It is, therefore, recommended that, to the.maxiinumextentpractical: (a) disturbed/loosened surficial soils be either removed or; properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks tlQd excessive irrigation, and ( c) surface drains ' -J on and adjacent to slopes be periodically maintained to preclude ponding or erosion. . I . Although the incorporation of the flbove re-commendations should reduce the potential for surficial slope instability, it Will not eiiminate the· possibility:,_ and, therefore, it may be necessary to-rebu1ld orrepair a portion of the project's slopes .in the future. Drainage Adequate drainage provisions are hnperative. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly fmish graded after the buildmgs and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete s1abs, and slope tops to controlled drainage devices. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation August 14, 1998. Any subsequent grading should be done in conjunction with our observation and testing services. As Project No. 05845-12-17 ~11-· October 21, 1998 I I I I I 1- 1 I I I I I I I I I I I I used herein, the· term "observatio1111 implies only that we ·observed the -progress of the work with which we agreed to be involved. Out services did not include the evaluation or.identification of the potential presence of hazardous or corrosive niat:erials. bur con:clusiorts and opinions as to whether the work essentially complies with the job specifications are based· on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at anytime. We make no warranty, expressed or implied, except that our services were performed in accordance· with engineering prindples generally accepted at this time and location. We will accept no responsibility for any subsequent dhanges m~de to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The fmdings and recommendations of this report may be invalidated wholly or partially by qhanges outside our control. Therefore, this report is subject to review and should not be relied upon &fter a period· of three years~ If you have any questions regarding this report, or ifwe may be of further service, please contact the undersigned at your convenience. AS:DFL:mj (3) Addressee (4) Toll Brothers, Inc. Mtention: Mr. Charles Raddatz (1) Rick Engineering Co. Attention: Mr. Craig Kahlen Project No. 05845-12-17 ~12-October 21, 1998 ------- ----- ----- --Project No. 05845-12-0lH (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ---------------------------------------------------------------------- ------------------___ ;;.. __ 1 .04/22/97 VILLAGE H 4;1.0 26 0 120.0 12.6 111.4 13.9 93 90 2 04/22/97 VILLAGE H 412 27 0-il4.4 15.1 103.6 17.0 91 90 3 '04/22/97 VILLAGE H 413 27 0 114.4 1$.1 105.4 16.9 92 90 4R 05/01/97 VILLAGE H 398 27 0 114.4 15.1 99 .. 7 1,2 .. 2 87 90 ·,, 5 05/01/97 VILLAGE H 386 27 ·o 1.14.14 15.1 105.l 16. 7 92 90 6 05/01/97 'VILLAGE H 387 27 0 il4.4 lD.l 104.3 18.l 91 90 7 05/01/97 V:J;L:f:.J\GE H 395 26 0 120. O 12.6 110.0 16.2 92 90 8 05/01/97 VILLAGE H '··--396 27 0 114 .. 4 15 .. 1 103.7 18,l 91 90 ---., ............... '·· 9 05/01/97 VILLAGE H 392 14 0 105.0 19 .8 '· .96.7 19.9 92 90 10 05/01/97 VILE.AGE H 394 27 . 0 114.4 1.5 .. 1 104.9 18.7 92 90 11 05/02/91 viUAGE H 400 27 · 0 · 114.4 15.l 103.7 17.7 91 90 . 12 05/02/97-VILLAGE H 402. . '27 6 114.4 15.l 105,5, 16 .. 2 92 90 .13 .05/02/97. VILLAGE H. 405 27 ... 0 114.4 15,l 10.6.0 16,9 93 90 14 05/02/97 VILiAGE H 362 27 0 114.4 15.1 103;2 14.9 · 90 90 ' 15 05/02/97 VILLAGE H 364 27 0 ··114.4 15.1 104.9 15.7 9.2 90 16 05/02/97 VILLAGE H 408 27 0 114.4 15.1 105.3 16.2 92 90 17 05/02/97 VILLAGE H 392 27 0 li4.4 15.1 103.7 18.1 91 90 18 05/02/97 VILLAGE H 394 27 0 114.4 15.l 104 .. 5 17.7 91 90 19 05/05/97 VILLAGE.H 374 16 0 11,.4.2 16.3 104.4 16.1 91 90 20 05/05/97 VILI;AGE H 376 16 0 114.2 16.3 103.7 19.2 91 90 21 05/05/97 VILLAGE H 379 16 0 114.2 16.3 1,05.1 .16.5 92 90 22 05/05/97 VILLAGE H 382 16 0 114.2 16.3 105.2 16.2 92 90 23 05/05/97 VILLAGE H 386 16 0 114.2 16.3 103.2 18.8 90 90 24 05/05/97 VILLAGE H 384 16 0 114.2 16.3 104.3 17.1 91 90 Note: See last page of table for explanation of coded terms ------ ------------ -Project No. 05845-12-0lH (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Dc;1te Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ----------·-----------------------------------------_..: ____ ------------------------------------- .25 05/05/97 VILLAGE H 386 16 0 114.2 16.3 104.9 16.9 -92 90 26 0.5/05/97 VILLAGE H 389 14 () 105.0 19.8 95.5 22.7 91 ·90 27 09/11/97 VILLAGE H 388 20 .o 114.3 14.9 102.4 15.9 90 90 2.8 09/11/97 VILLAGE H 398,. 24 0 117 .4 13 .. 9 107.0 15.1 91 90 29 09/11/97 VILLA_GE H 411 2·4 0 117.4 13.9 106.2: -1_5 .. 0 91 90 30 09/12/97 VILLAGE H 408-24 6 117 .4 13.9 107.4 14.2 92 90' 31' 09/)..2/97 VILLAGE H 414 '24 0 n1.·4 13. 9· 105, 2 · 18.1 90: 90 32 09/12/97 VILLAGE ,H 412 24-0 .:tl7.4 -13.9 ·.108. 7 .· 14.4 9.3 -90; 33 09/12/97 VILLAGE H 418 .24 b 117 .4 13.9 107;1 J,.7.0 9i 90 .. 34 09/12/97. VILLA,GE H 417 24 0 .117 .4 13.9 108,4 1~.7 -9.2 90 35 09/12/97 Yl;LLAGE H 419 24 · Q 117 .4 13. 9. 105.3 '15.3 90 90' 36 09/17/97 VILLAGE H 418 24 0 117.4 13·.9, 107.1 ;1.:4,2 91 .90 37 09/17/97 VILLAGE I{ 42_0 20 ·O 114.3 i4.9 103.4 -21.2 90 90' 3$. -. 09/17 /97 VILLAGE H· -425 20 ,0 114.3 14.9 10-2..6 _ 19•.9 90 90 . 39 09/17/97 VILLAG~ ;H 422 20 ·o 114.3 14.9 101.2 13.9 90 90 40 09/17/97 VILLl\G~ H 42·5 24 0 117.4 l'.L9 103. 8 . 17.9 88 90 · 40A 09/1$/97-VILLA.GE H 425 24 0 117.4 13.9 105.6 ]__6.8 90 90 41 09/17/97 VILLAGE H 423 24 0 · '_117. 4 13.9 105.8 16.0 90 9'0 42 09/17/97 VILLAGE H 424 24 0 117.4 13 .. 9 107.0 14.7 91 90 43 09/17/97 VILLAGE H 425 24 0 117.4 13.9 106.4 ·17. 3. 91 90 44 09/23/97 VILLAGE H 407 20 0 114.3 14.9 106.0 16.0. 93 90 45 09/2,3/97 VILLAGE H 410 48 0 119.0 13.5 . 109.1 14.2 92 90 46 09/23/97 VILLAGE H 411 24 0 117.4 13.9 107.5 16.6 92 90 48 09/23/97 VILLAGE H 413 20 0 114.3 14.9 107.9 19.4 94 90 Note: See last page of table for explanation of coded terms ----- --------------Project No. 05845-12-0lH (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) --------------------------------------------------·-------------------------------------------- 49 09/30/97 VILLAGE H 427 ll 0 112.2 15,5 104.1 16 .. 3 93 .90 so . 09/30/97 VILLAGE H 414 11 0 119.9 13.6 108 .. 1 14.S 90 90 Si 10/0i/97 VILLAGE H 416 2 0 115.0 i4.8 106.4 16 .. 7 93 90 52 10/01/97 VILLAGE H 417 2 0 115.0 14.8 105,7 17.9 92 90 53 10/01/97 VILLAGE H 418 2 0 115.0 14.8· 105.1 16. 2-91 90 .54 i0/02/97· VIt.LAGE H 4).8 2 0 115.0 14.8 102.6 10.2 .89, 90 ~4A 10/02/97 VILLAGE H 418 2 0 li5.0 14.8 105 .. 4 17.1 92 90 55 · 10/02/97 VILJ.AGE H ··419 2 0 115.0' 14.8 10:1;.4 11.5 88 90 55A 10/02/97 VILLAGE H 4.19 2 0 115.0 14.8 104.6 16 .. 8 'gi 90 56 10,102/97 V:(Ll.AGE ;H 42P 20 0 :j.14 .. 3 14,..9· 100.2 :I.2. 7 . 88 90 56A ;t.0/02/97 VILLAGE H 425 20 · 0 114.3 -14.9 106.9 18.4 94 90 · 57 10/02/97, VILLAGE H 427 · 20 0 114.3 14.9 ·. 99 .. 4 13.6 · '87 90 57A 10/02/97 VILLAGE H 427 20 . \o 114.3 · 14.9 103.7 l'.8'.9 91 90 58 10/03/97 V:(LLAGE H 420 20 0 ;t.14. 3 14.9 105,9 17,0 93 90 59 10/03/97 VILLA.GE H 424 20 0 114.3 14.9 103.2 17.5 .90 90 · 60 10/03/97 VILLAGE H 423 12 0 114.7 16,0 101.6 18.4 . 89 90 60A 10/0'3/97 V·:J;LLAGE H 42'3 12 0 114. 7 16 .0. 103.9. 19.5 91 90 61 10/03/97 VIt.LAGE H 418 4 0 115.8 15.7 106.0 16.2 92 90 62 10/03/97 vn;.LAGE H 426 20 ·0 114.3 14.9 107.1 16.8 94 90 63 10/06/97 VILLAGE H 426 20 0 114.3 14.9 108.5 17.1 95 90 64 10/06/97 VILLA.GE H 427 20 0 114.3 14.9 106.2 19.0 93 90 65 10/06/97 VILLAGE H 427 20 0 114.3 14.9 108.8 17.7 95 90 ST 66 10/15/97 VILLAGE H 409 24 0 117.4 13.9 112.1 12.8 95 90 ST 67 10/15/97 VILLAGE H 420 2 0 11,5.0 14.8 105.4 15.1 92 90 Note: See last page of table for explanation of coded terms ---- -------------- - Project No. 05845-12-0lH (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Tes-t Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ------------_.;. ______ -------------------------------------------------------------------------- ST 68 10/15/97 VILLAGE H 417 2 0 115.0 14.8 104.3 18.2 91 90 ST 69 10/15/97 VILLAGE H . 402 24 0 117.4 1.3,. 9 109.6 12.5 93 90 ST 70. 10/1:5/97 VILLAGE H 40-8 2 0 115.0 14.8 .107 .5 . 12 .6 93 90 ST 71 .10/15/97. VILLAGE H .382 2 0 115.0 14.8 :99. 2 11,7 86 90 ST 71A 10/24/97. VILLAGE H 382 2 0 115.0 14.8 103.9 12.9 90 90 ST 72 lQ/15/97 VILLAGE H 386 2 0 115.0 ·14.8 99.8 i3.0 87 90 ST 72A 10/24/97 VILLAGE I:f 386 2 0 i.15.o 14.8 104.5 13.8 91 90 FG 73 12/13/97 VILLAGE H -418 2 0 ns.o 14.8 104.3 19.6 91 90 FG 74 12/13/97 VILLAGE H 421 24 0 117 .4 13.9 109.7 15.5 93 90 FG 75 12/13/97 VILLAGE H: 424. 29 0 114.3 lfi-.9 106.0 ·18 .. 4 93 90 FG 76 1i/13/97 VfLLAGE H 427· ?4'' 0 .117 . .4 13.9 108.6. 16.Z ·9J 90 FG 77 ·12/13/97 VILLAG~ f[ .. 4'2-8·. · 20· 0 114. 3' i.4 1·9 107 .. 0 . 16.7 94. 90 •. 78 12/16/97 VILLAGE H 443 9 _._O 107.1 17.1 99.8 19.7 93 90 · 79 12/16/97 VH .. Ll\.GE H 445 ·9 0 10.7 .1 17.1 100.4 1:9.9 94 90 FG 80 12/17/97 VILLAGE li 447 9 0 107.1 1,7 .1 98.6 20.4 92 90 ST 8'1 12/17/97 VILLAGE H 444 9 0 107 .,1 17.1 95.1 18.1 89 90 ST 81A 01/08/98 VILLAGE H 444 9 0 107 .1 17.1 101.;3 17.1 95 90 82 01/21/98 VILLAGE H 437 9 0 107.1 17.1 97.4 23.2 91 90 83 01/21/98 VILLAGE H 440 9 0 107.1 17 .1 98.9 22.4 92 90 84 01/2i/98 VILLAGE H 432 9 0 107.1 17.1 96.8 23.5 90 90 85 01/21/98 VILLAGE H 43'4 9 0 107.1 17.1 100.0 20.7 93 90 FG 8.6 01/21/98 VILLAGE H 436 9 0 107.1 17.1 97.9 22.3 91 90 Note: See last page of table for explanation of coded terms -- -- -- -- ---- --- --- - Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) -------------------------------------------------------------------------------------- sz 87 05/22/98 VILLAGE H LOT. 20 SE 421 2 0 115.0 14.8 104.2 18.7 91 90 sz 88. 05/22/98 VILLAGE. H LOT 20 SE 424 2 0 115.0 14.8 100.5 21.8 87 90 sz 88A 05/22/98 VILLAGE H LOT 20 SE 424 2 0 115.0 14.1} 103;8 19.6 90 90 89 05/26/98 VILLAGE H LOT 17 426 ··, 4 0 115.8 15.7 105.4 17.2 91 90 -, 90 05/26/98 VILLAGE H LOT 16 424 4 0 115.8 15.7 J.07.1 16.6 92. 90 91 .05/26/98 VILLAGt H LOT 8 42:4 4 0 .115 .. 8 15,7 ·, l04.9 19.1 91 90 92 05/26/98 VILLAGE H LOT 9 . 424 4 o· 115,8 . 15.7 106 .. 2 16.2. 92 9·0 93 05/27/98 VILLAGE H LOT·18 --'426 . 4 ·o . tJ:5 .. 8 15.7 i04:0 18.5, 90 90 '-,.,, - ...................... 94 07/06/98 VILLAGE H LOT 23 423 ' 4 d 115.8 15 .. 7 · 106.2 16.4 92 90 94R 05/27/98 VILLAGE H LOT 23 423 19 0 112.8 17.2 103.3 19.i 92 90 95 07/06/98 VILLAG~ H LOT 24 420 4. 0 115 .. 8 15. 7 · 106.8 18.1 92 90· 9-SR 05/27/98 VILV,..GE H LOT 24 420: 4 0 115.8 15.7. 103.8 19.·o 90 90 96 05/27/98 VI~LAGE H LOT 12 419 19 .o 112.8 17 .2. 101.6 22.7 90 90 97 05/27/98 VILLA9E H LOT 11 421 4 0 115.8 .. 15.7' ],08 .9. J..6. 8 . 94 9.0. 98 05/27/98. vttLAGJi) H LOT 6 425. ·19 'b 112.8 17 .2 101;5 20.6 90 ·90 99 05/27/98 VILLAGE H LOT 7 425 4 0 115.8 15.7 ],07.5 19.4 93 90 100 05/27/98 VILLAGE H LOT 14 422 4 0 115.8 15.7 105.7 17.3 91 90 101 05/28/98 VILLAGE H LOT 13 421 4 0 115.8 15.7 107.4 18.5 93 9·0 102 05/28/98 VILLAGE a LOT 11 423 4 0 115.8 15.7 106.0 19.0 92 90 sz 103 05/28/98 VILLAGE H LOT 32 392 16 0 114.2 16.3 103.4 21.2 91 90 FG 104 05/28/98 VILLAGE H LOT 17 427 24 0 117 .4 13.9 111.9 15.5 95 90 FG 105 05/28/9'8 VILLAGE H LOT 18 428 24 0 117 .4 13.9 111.5 15.2 95 90 FG 106 05/28/98 VILLAGE H LOT 19 427 4 0 115.8 15.7 102.1 18.0 88 90 FG 106A 05/28/98 VILLAGE H LOT 19 427 4 0 115.8 15.7 106.6 18.1 92 90 Note: See last page of table for explanation of coded terms - - - - - - - ----- - - - - - - - - Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location -----------------------~----------~------- FG FG FG FG· FG FG FG FG FG FG FG FG FG FG FG FG FG 107 108 109 110 111 lllA 112 -113 il4 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 05/28/9'8 VILLAGE H LOT 20 05/2~/98 VILLAGE H LOT 1 05/28/98 VILLAGE H LOT 2 05/28/98 VILLAGE H LOT 3 05/28/98, 05/2-8/98 0.5/28/9~ 0'5/28/98 05/28/98 0-5/28/98 05/28/98 05/29/98 05/29/98 05/29/98 05/29/98 05/29/98 05/29/98 05/29/98 0-5/29/98 05/29/98 05/29/98 05/30/98 05/30/98 05/30/98 VILLAGE .H LOT 4 ·VILLAGE; H LOT 4 VILLAGE H LOT 5 VI-LJ:.AG:E H LOT 6 VILLAGE H LOT . 7 VILLAGE fl LOT 32 VILLAGE. H LOT 32 V1LLAGE H LOT 32 VILLAGE H LOT 31 · VILLAGE H LOT 31 VJLLAGE H LOT 8 VILLAGE H_LOT 19 VJLIAGE H LOT 22 V~LLAGE H LOT 21 VILLAGE .I-i LOT 9 VILl.AGE H LOT 32 VILLAGE H LOT 33 VILLAGE H LOT 10 VILLAGE H LOT 11 VILLAGE H LOT 12 Elev. or Depth Curve (ft) No. 427 427 426 427 · 427 427 427 ··:4;27 24 4 24 4 ---- 4 4 4 A,.- ......... ~.~ - 426 , ·, ,4 · 388 12 391 12 · 394· 14 397 4QO 426 426 426 426 425 402 402 424 424 423 14 9 24 24 9 9 24 - 14 25 -4 4 4 Plus 3/4" Rock (%) 0 o. 0 0 0 0 0 0 0- 0 0 0 ·0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens. (pcf) 117 .4 115.8 117 ,4 115.8 115.8 115.8 115 .. 8 115 .. 8. 11;5.8 114.7 114. 7 1os:o 105.0 107.l 117 .4 117 .4 107.1 107.1 117.4 105.0 ·112.2 115.8 115.8 115.8 Note: See last page of table for explanation of coded terms Opt. Field Moist. Dry Cont. Dens. (%) (pcf) 13.9 15.7 13.9 15.7 15.7 15.7 ];5.7 ,15. 7 15J1 . 16.0. 16.d 19.8 19.8 17.1 13.9 ],.3.9 p .1 17.1 13.9· 19-.8 17 .b 15.7 15.7 15.7 112.5 107.2 110.5 ],.07 .8 . 103.4 106.7 107~6 ;],0,5,; 9 . 105.~ ld3.5 .104,S 97.2 98.7 99.7 110.2 112.0 99.5 98.9 108.5 96.3 103.9 i06.9 108.5 ],07.1 Field Field Moist. Rel. Cont. Comp. (%) (%) ' 14.7 17.4 "J..4.3 16.0 18.9 16.6 15.1 l6. 8. 17:.2 · 18 .. ·8 18.4 23.3 21.1 20.4 .15 .1 14.4 20.6 21. 7 15.8 24.0 19.5 16.3 15.8 17.3 96 93 94 93 89 92 9:3 91, . ·9-1 90. 91 93 94 93 94 95 93 92 92 92 93 92 94 92 Req'd Rel. Comp. (%) 90 90 90 90 9.0 90 90 90 90· 90 90 90" 90 90 90 90 90 90 90 90 90 90 90 90 --------- ----------Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No . Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) . ---------------------------------------------------------------------------------------------- FG 130 05/30/98 VILLAGE H LOT 13 423 2 0 115.0 14.8 106.2 14 . .5 92 90 FG 131 05/30/98 VILLAGE H LOT 14 424 2 0 115.0 14.8 107 .4 l'.?.6 93 90 FG 132 05/30/98 VILLAGE H iorr· 15 425 2 0 115.0 14.8 105 .. 4 15.0 92 90 l.3'3 06/01/98 VILLAGE ij LOT 3'2 402 "· 14 0 105.0 19.8 9],.. 5 29.8 87 90 ........ -.. -.. __ )..33A 06/04/98 VILLAGE H LOT 32 402 14 0 105,0 19.8 9'7.0 23.6 92 90 134 06/01,/98 VILIAGE H RCH COSTER 40:f 14 0 105.0 19.8 93.0 28.6 89 90 134A 06/04/98 VLLLI\GE H RCH COSTER 403 14 0 105.0 19.8 97.9 22.9 93 901 • 135 06/01/98 VILLAGE H LO';r' 34 391 3 0 · 116 .. 4 13.6 102.3 17.0 88 90 13~A 06/01/98 VILLA.GE H LOT 34 391 ·---, , ;3 0 116.4 13.6 104.4 17.4 90 .90 136, 06/01/98 VILLAGE H LOT 34 .396 3 0 116.4 l~.6 ,108.1 15.5 93 90. 137 06/01/98 VILLAGE H LOT 25 4),.6 4. 0 115.8 15.7 108:3 16.7 94 90 138 06/0:1./98 VILLAGE H LOT 26 415 4 0 115 .. 8 '15.7 lU .. 2 16.,2 '96 '90 '. :... 139 06/01/98 VILLAGE H LOT 25 417 4 '>O 115.8 15·. 7 106 ,,8' 17. 9' 9-2 90 140 · 0'6/01/98 VILLAGE H LOT. 5·2 423 4 0 115.8 . 15. 7 . 107 .6 17 .5 9-3 90 sz 141 06/01/98 VI;LLAGE H LOT 5.1 422 4 0 . l.l5.8 15.7 10.6,. 0 , 18 .. 1 n 90 ST 142 06/02/98 V!LI,AGE H LOT Ll. 422 4 0 115.8 15.7 105.0 13.7 91 90. ST 143 06/02/98 VILLAGE H LOT 20 424 2 0 115.0 14.8 · 105.0 18.2 91 90 sz 144 06/02/98 VILLAGE H LOT 52 425 19 0 .112.8' 17.2 ·102.8 19.5 91 90 sz 145 06/02/98 VILLAGE H LOT 50 425 19 0 112.8 17 .. 2 .. .).03.5 18.2 92 90 146 06/02/98 VILLAGE H LOT 52 429 20 0 114.3 14.9 107.1 16.1 94 90 147 06/02/98 VILLAGE H LOT 50 430 4 0 J,.15.8 15.7 107.9 17.9 93 90 FG 148 07/06/98 V:(;LLAGE H LOT 23 424 4 0 115.8 15.7 107.6 18 .. 2 93 90 FG 148R 06/02/98 VILLAGE H LOT 23 424 24 0 117 .4 13.9 111. 2 13.6 95 90 FG 149 07/06/98 VILLAGE H LOT 24 422 4 0 115.8 15.7 104.9 16.9 91 90 Note: See last page of table for explanation of coded terms -- ----- -- --- -- - ----Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ----------------------------------------------- ----------- ------------------------------------ FG 149R 06/02/98 VILIAG$ H LOT 24 422 24 0 117 .4 13.9 112:0 ,13. 3 95 90 sz 150 06/03/98 VILLAGE H LOT 33 404 4 0 1_15. 8 15.7 107.0 1,5,6. 92 90 sz 151 · · 06/03/98 VILLAGE H LOT 33 405 4 0 lJ.5.& 15.7 108.1 15.2 93 90 ST ],52 06/03/98 VILLAGE H .LOT 52 430 16 0 114.2 16.3 102.9 18.5 90 90 'ST. 153 06/0;3/98 VILlAG}!: ~ LOT 52 427 19 0 112.8 17.2 101.7 20.1 90 90 ST 154 06/03/98. VILI.AGJ!: H LOT SJ 430 4 0 115.8 15.7 104.0 . i8. l. 90 90 155 06/03/98 VILLAGE H PASEO COLI 0 2 0 115.0 14.8 108.4 12.6 94 90 FG 156 06/04/98 VILI,.AGE H LOT 25 ,418 ,', 4 0 115.8. 15.7 106.5 16.7 92 9,0 FG 157 06/04/98 VILLAGE H l;,.OT 26 ·• 417 4 0 115. 8': 15.7 1:07 ,. 4 . · 17 . 9 93 90 ST 158 06/04/98 VILIAGE H LOT 50 427 9 0 107 .1 17 .J,. 99.7 20.1 93 90 159 06/16/98 VILIAGE H LOT 32 406 4 ', 0 115.8. 15.7 104,.0 20 .. 6 90 90 160 06/17/98 VILLAGE H RCH CAS,TER 408 19 0 112.8 1,7 .,2 . );Q3 '. 3 18.9 92 90, \ , 161 06/17/9!,3 VILLAGE H J..O'r 33 409, 9 '-0 107 .i 17 .1 98.7 20.,8 92 90 sz l.62 06/17 /98 . VILIAG:E H LOT. '30 4i0 .12 0 114.7 16,.0 103.6 20.0 , 90 90 sz ],6~ 06/17/98 VILiAGE H LOT 46 413 19 0 112,8 17.2 10'6.,4 18.5 94 90 sz ],:64 06/17/98 viLLAGE H io± 47 417 9 0 ]J)7 .1 17.1' 100.2 19.1 94 90 sz 165 06/17/98 VILIAGE H LOT 46 421 20 0 114.3 14.9 J'.05.1 17.7 92 96 sz 166 06/17/98 VrLLAGE H LOT 45 426 14 0 105.0 19.8 96.0 .23.4 91 90 sz 167 06/17/98 VILLAGE H LOT 48 422 16 0 114.2 16.3 102.7 21.2 90 90 168 06/17/98 VILLAGE H LOT 45 . 430 25 0 112.2 17.0 io4.8 17.5 93 90 169 06/17/98 VILLAGE H LOT 48 42,8 4 0 115.8 15.7 109.1 16.3 94 90 170 06/17/98 VILLAGE H LOT 28 415 12 0 114. 7 16.0 105,0 18.3 92 90 171 06/17/98 VILLAGE H LOT 27 415 4 0 115.8 15.7 104.1 17.9 90 90 172 06/20/98 VILLAGE H LOT 69 440 19 0 112.8 17.2 102.7 20.6 91 90 Note: See last page of table for explanation of coded terms ------ - --- -- -.. - ----Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ----------------------------------------------------____ , __ . . . ------------------------ ------------ 173 06/22/98 VILLAGE H LOT 47 433 16 0 114.2 16.3 1:05.5 16.8 92 90 174 06/23/98 VILLAGE H LOT 57 440 4 0 115.8 15.7 97.9 16.a 85 90 174A 06/23/98 VILLAGE ij LOT 57 440 4 0 115.8 15.7 108'.0 15.9 93 90 175 0-6/23/98 VitLAGE H LOT 58 441. 4 0 115.8' 15.7 106.0 17.2 92 90 176 06/24/98 VILLAGE H LOT 46 · 436 17 ., 0 112.2 15.5 102.7 20,·0 92 9.0 177 0-6/24/98 VILLAGE H LOT 49 431 4 0 115.8 15.7 104.5 19.2 ,90 90 178 06/24/98 "VILLAGE -I:l LOT 69 442 19 o, 112.8 17 ... 2 103.9 18.4 92. 90 179 06/24/98 VILLAGE H LOT 69 . ·,· · 444 · .. ' 17 0 112.2 15.5 105.1 16,7 94 90· 180 06/24/98 VILLAGE H LOT 52 432 ~ 25 0 112.2 17.0 102.Q 2,0. 7 91 90 181 06/24/98 VILLAGE H LOT 48 435 4 0 1],5.8 15.7 106,3 16.8 9.2' 90 . 182 06/24/98 VILLAGE H LOT 45 438 4-· 0 1,15.8 15.7 104. 7 18.3 90' 90 183 06/2!?/98 VILLAGE H LOT· 61' 442 19 .' 0 112.8 ).7.2 99,.6 · 16.8 88 90 ' 183A 06/25/98 VILLAGE H LOT ·61 442 19 \0 l:12·. 8 17.2 10,3.1 17.5 91 90 ST '184 06/25/98 VILLAGE H LOT ,69 440 19 0 ).12.-8 17 .. i 98,8 19.4, 88 90 ST 184A 06/25/98 VILLAGE H LOT 69 440 19 0 112.a 17 .. 2 102.0 :)..8.3 90 90 sz 185 ·07/01/98 VILLAGE H LOT 43 4.23 ·9 0 107.1 17.1 94.2. 15;8 8"8. 90 sz 18.SA 07/0)./98 VItLAGE H LOT 43 423 9 0 107.1 17 .1 100.0 18 .. 0 93 90 sz 1a6 07/01/98 VIL;Lt\GE a LOT .43 425 9 O' 107.1 17.1 98 .. 5 20;0 92 90 sz 187 07/01/98 VILLAGE H LOT 43 427 9 0 107.1 17.1 100·.6 21.2 94 90 188 07/01/98 VILLAGE H LOT 49 432 4 0 115.8 15.7 106.7 16.4 92 90 189 07/01/98 VILLAGE H LOT 63 438 4 0 115.8 15 .. 7 104.9 19.3 91 90 sz 190 07/02/98 VILLAGE H LOT 43 429 9 0 107.1 17.1 99.5 -20.0 93 90 sz 191 07/02/98 VILLAGE H LOT 43 432 9 0 107.1 17 .1 102.0 19.2 95 90 sz 192 07/02/98 VILLAGE H LOT 42 442 4 0 115 .8 15.7 99.1 13 . .5 86 90 Note: See last page of table for explanation of coded terms --------- --- -----··· ----Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Dat~ Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ---------------------------------------------------------------------------------------------- sz 192A 07 /0.2/98 VILLAGE H LOT 42 442 4 0 115.8 15.7 i04.9 17 .4 91 90 sz 193. 07/02/98 VILLAGE, H LOT 43 · 436 9 0 107.1 17·.i 101.2 19.0 94 90 194 07 /02/9,8 VILLAGE H LOT 58 444 9 0 107.1 17.1 101.2 20.4 94 90 195· 07/03/98 VILLAGE H LOT 54 431 4' 0 115.8 15.7 10.5.3 1,9,Q 91 90 --196 07/03/98 VILLAGE H LOT 55 431 4 0 115.8 15.7 104.7 18.3 90 90 ST 197 07/03/98 VILLAGE H LOT 58 444 9 0 107.1 17.1 99.T 20.8 93 90 ST 198 07/03/98 VILLAGE it LOT 58 442 ·_ 4 0 ·115. 8 ;L5.7 106.4 15.9 92 90 FG 199 07 /03/98 _VILLAGE:. H LQT 59 · ·¼48 9 0 107.1 17.1 ;LOO .. 7 19.3 94 90 FG -200-07 /03/98_ VI:LLAGE H.I,.OT 61 444 4 0 il5.-8 15.7 105.Z 17.6 91 90 FG 201 07/03/98 VILLAGE H LOT 62 442 4 b 115.8 15.7 106.0 16.9 92 90 FG 20-2-07/03/98 VILLAGE H LOT 5a 44_0 lJ. 0 -112,,2 15.5 104._0 16·. l 93 · 90 FG 203 07/03/98 VILLAGE H LOT 57 439 17 0 112.2 15.5 · 102.2 18.4 91 90 ' VILLAGi a LOT 42 \ 112.2 · 19·. 9 sz, 204 07/03/98 442. 17 \0 15.5 103. 7 92. 90 205 07/06/98 VILLAGE H -PASEO ELEG' 401 14 ·O. 105.0. 19.8 98 .6-. 22.1 -94 90, 206 07/0"6/98 VILLI\GE H PASEO ELEG 400 14 0 105.0 19 .. 8 99.0 22.5 .94 90 207 07/06/98 VILLAGE H LOT 42 444 17 0 112.2 15,5 103.9 ];9.2 .93 90 208 07/06/98 VILIAGE H_LOT 73 447 .17 0 112.2 15.5 103 .4 19.7 92 90 209 07/06/98· VILI:A.GE H LOT 44 43~ 4 0 115.8 --15 .. 7 102.0 18.1 88 90 209A 07/06/98 ViLIAGE H LOT 44 438. 4 0 115.8 15.7 104.2 17.8 90 90 210 07/06/98 VILIAGE H LOT 43 439 4 .o · us.a 15.7 103.8 17,.1 90 90 FG 211 07/06/98 VILIAGE H LOT 45 440 2 0 115.0 14.8 109.4 16.1 95 90 FG 212 07/06/98 VILIAGE H LOT 46 439 2 0 115.0 14.8 106.7 1,7. 2 93° 90 fG 213 07/06/98 VILIAGE H LOT 47 438· 2 0 115.0 14.8 107.6 18.3 94 90 FG 214 07/06/98 VILIAGE H LOT 48 437 2 0 115.0 14.8 109.3 15.9 95 90 Note: See last page of table for explanation of coded terms - - ---- --- - - -- -- ----Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pct:) (%) (%) (%) ---------------------------------------------------------- ------------------------ ------------. FG 21? . 07 /06/98 VILµ\GE H LOT 49 433 4 0 1:1.5.8 15.7 106.0 18.1 92 90 FG 216 07/07/98 VlLLAGE H LOT 52 434 4 0 115.8 15.7 107.0 14.2 92 90 FG 217 07/07/98 .VILLAGE H LOT 54 4~3 4 0 115.8 15.7 .105.8 :p.5 91 9.0 FG 218 07/07/98 VILLAGE H LOT 55 433. 4 0 1i5.8 15.7 104.6 19.0 90 90 ':"~-. ' .. ~ ....... FG 219 07/07/98 VILLAGE H LOT 69 445 4 0 115.8 15.7 112.4 12.3 97 90 FG 220 07/07/98 VILLAGE H LOT 44 440 17 0 112 .. 2 15.5 106.0 15.9 94 90 FG 221 07 /07 /9,8 . VIU-4\GE H LOT 43 441 17 0 l.12,,2. 15.5 103..4 18.1 n 90 FG 222 07/07/98 VILI..t\GE H LOT 73 ···-448 17 0 112.2 15.5 103.4 · 16. 8. 92 90 223 ........... FG 07/07/98 VILLAGE H LOT 56 438 '·. 4 0 115.8 15.7 105.9 13. 7 91 90 FG 224 07/07/98 VILLAGE H LOT 63 440 ·4 Q 115.8 15.7 105.2 13.3 . 91 9,0 FG 42;i . 07 ,108/98 VJLLAGE H Lor so' ·432 19 , . 0 112".8 1,.7.2 :I.05. 6 19. 3, 9·4 . 90 FG 22q 07/08/98 VILLAGE H LQT 51 433 4 0 115.8 15.7 109,.4 16.4 94 90 ST 227 ,07 /08/98 V-ILLAGE H LOT 43 431 9 \0 107.1 17.1 101.3 J,.5.9 95 90 'ST 228 07/08/98 VlLLAGE H LOT 43 -433 9 0 107.l 17.l :I.01. 5. 19.2 9;i 90 ST 229 07/09/98 VILLAGE H LOT 48 430 20 0 114.3 14.9 10.3.8 18.0 91 90 s·T 230 07/09/98 VILLAGE H LOT 47 420 19 0 112.8 17.2 102.8 19 .. 5 91 90 ST 231 07/09/98 VILLAGE H LOT 45 427' 20 0 114.3 14.9 104.8· 17 .6 92 90 232 07/09/98 VILLAGE H LOT 27 . 417 17 0 .112.2 · 1s .s 98.5 18.6 88 90 23iA 07/10/98 VILLAGE H LOT 27 417 17 0 112.2 15. 5 ...... _}02 . 5 15.8 91 90 233 07/09/98 VILLAGE H LOT 29 415 17 0 112.2 15.5 98.2 16.9 88 90 233A 07/10/98 VILLAGE H LOT 29 415 17 0 112.2 15.5 104.3 17.1 93 90 234 07/09/98 VILLAGE H LOT 30 414 17 0 112.2 15.5 99.6 15.7 89 90 234A 07/10/98 VILLAGE H LOT 30 414 17 0 112.2 15.5 104.1 17.6 93 90 235 07/10/98 VILLAGE H LOT 33 410 4 () 115.8 15.7 104.7 19.1 90 90 Note: See last page of table for explanation of coded terms -- ---- - -- ----- ---- - Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ---------------~------------------------------------------------------------------------------ ST 236 07/10/98 VILLAGE H LO'.f 42 444 17 0 112.2 15.5 102.1 18.6 91 90 FG 237 07/10/98 VILLAGE. H LOT 27 418 17 0 11.2.2 15. 5. 103.4 16. 7 92 90 FG 238 07/10/98 VILLAGE H LOT 28 418 17 0 lt2.2 1,5. 5 101.6 p.5 91 90 FG 239 07/10/98 VILLAGE H LOT .2·9 4],6 17 0 112.2 15.5 103 .. 9 17.9 93 90 ~. FG 2,40 07/10/98 VILLAG~ H LOT 30 416 17 0 112.2 15~5 104.1 ·16.5 · 93 90 FG 241 '07/10/98 VILLAGE .H LOT 31 415 4 0 115.8 15.7 109,.2 17,2 94 · 90 FG 242 07/10/98 VILLAGE .ff LOT 32 413 4 0 115.8 15.7 . 106 .. 0 16.3 92 90 FG 243 07/10/98 VILLA,GE H L0T 33 ·412 4 (} 115.8 15.7 107.,0 l.6.2 9.2 90· 242'-01/13/98 ViLMGE ij LOT 36 40'.3 9 0 107.1 1.7.1 99.3 16.7 93 90 245 07/13/98 viiI;.A.GE a L9T. 40 408' 9 ·O ~07.l. 17.1 100 .. '9 '.!-9.2 94 90 ' 246 07/14/98 VILLAGE H LOT 34 397 9. 0 107.1 17.1 99.2 19.7 93 . 90 21+7' 0,7 /14/98 VItiAGE H LOT 34 . 39·~-9· 0 107.1 17;1 98.7 ·18.5 92 90 248 07 /15/98 VILLAGE H P~SE0 Ei.EG 400 17' \0 112.,2. 1s·. 5 100.8 17 . .4. 90 90 249 07/15/9.8 VILLAGE .H P,i\SEO l):LEG 397 J,.7 0 112.2 .15.5 101.0 15.7 90 90 250i ·07 /15/98 V:.J;LI,.AGE H PASEO ELEG 399 17 .. 0 112.2 15.5 101 .. 3· 19'.0 90 90 FG. 251 07/16/98 'VILIAGE H LOT 35 403 17 0 n2.2 15.5 105.l 15.8 94 90 FG 252 07/16/98 VILLAGE H LOT 36 404 17 0 ;I.12.2 15. 5. 104.9 16..5 93 90 FG 253 07/16/98 VILlAGE H LOT 37 406 17 0 112.2 15.5 106.2 14.6 95 90 FG 254 07 /J:6/98• VILLAGE H :LOT 3,3 407 1.7 0 112.2 15.5 106.5 13.7 95 90 FG 255 07/16/98 VILLAGE H LOT 39 40.8 l.7 0 112.2 15.5 108.3 14.3 97 90 FG 256 07/1,6/98 VILLAGE H LOT 40 409 17 0 112.2 15.5 105.1 19.0 94 90 FG 257 07/16/98 VILLAGE H LOT 41 411 17 0 112.2 15·.5 105.8 17.3 94 90 258 07/16/98 VILLAGE H PASEO ELEG 399 17 o· 112.2 15.5 102.0 21. 2 91 90 259 01/16/98 VILLAGE H PASEO ELEG 401 17' 0 112.2 1,5. 5 100.8 19.3 90 90 Note: See last page of table for explanation of coded terms - - -- ------ ------ -- - Project No. 05845-12-17 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ---------------------------------------------------------------------------------------------- 260 07/17/98 VILIAGE H LOT 14 399 17 0 112.2 15.5 104.2 16.5 93 96 FG 261 -07/17/98 VILlAGE H LOT 34 401 17 0 112.2 15.5 103.6 15.1 92 90 FG · .262 07/17/98 VILIAGE H LOT 35 403 17 0 112.2 ts.s 97.4 20.0 87 90 FG 262A 07/20/98 VI~LAGE l:{ LOT 35 403· 17 .0 117.2 15.:, 10i.4 19.0 91 90 ·-, --·--~ FG 263 07/17/98 VILIAGE H LOT 36 404 17 0 11,2 .. 2 15.5 98 .6. 23.l 8& 90 FG 263A 07/20/98 VILIAGE H LOT 36 404 17 0 112.2 15 .. 5 103.6' 16.8 92 90 ST 264 07/17/98 VILLAGE H LOT31 406. 19· 0 1t2.8 17 .2 101. 7 . tB.9 .· 90 90·. ST 265 07/1,7/98 VILIAGE » LOT 33 •. 401 14 0 105.0 19,8 98.4 17.2 94 90 ·· ...... ,., Not~: See last page of table for explanatlon of coded terms ' . \ .. - - - -- - - ------------Project No. 05845-12-17 (G) EXPLANATION OF CODED TERMS -TEST SUFFIX A, B, C, ... : Retest of previous density test failure, following moisture conditioning and/or recompaction. R: Fill in area of density test failure was removed and replaced with properly compacted fill soil. --PREFIX CODE DESIGNATION FOR TEST NUMBERS AP -Area Drain B -·Base Test CG -· Curb l)c Guttep CW -Crib Wall DW -Driveway FG -Finish Grade IT ~ .Ir.rigatio,n Tr'=lnch __ . -CURVE NO. JT -Joint Trench ST -Slope Test MT --Moisture Test SW -Sidewalk RW ;;_<,.Retf1ining Wa.1,1 SZ -Slope· Zo,n~ SD -Storin Drain UT -Utility' Trench SG -Subgrade WB -Wall. Backfill SL -Sewer Lateral WL -Water Lateral SM -$ewe:i:-. Main WM, -Wate,t M~in · · Co:i:-responds to curve numbers listed in· Tap le· ·11, represent'ing the laboratory ·. maxiili,un( d:i:-y d~nsity /optimum moisture cop.tent :dat,;1. for selected fill.. $oil 13,;1.mples et;1cotirttered during testing and obse;rvation. -ROCK CORRECTION Fo~ density tests with :tock ·percentage greater than zero; laboratory maximum dry dens;iit;:y and optimum moisture content were adjusted for rock content. For te~ts with roclc content equal to zero, laboratory maximum dry density and optimum moistur~ content values listed are then unadjusted val:ues. TYPE OFTEST SC: Sand Cone Test NU: Nuclear Density Test DC: Drive Cylinder Test -ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. I I I I I I I I I I I I I I I I I I I Sample No. 2 4 9 11 12 14 16 17 19 20 24 25 26 27 48 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE; CONTENT TEST RESULTS ASTM D 1 S57-91 .. '' Description Maximum J)ry Optimum Moisture Density (pct) Content(% dry wt.) .. " " Yellow-tan, Silty, fme to· medium sand~ with · 115.0 14.0 trace clay. ... Green, Silty CLAY, with little fine ·to 115.8 15.7 medium sand Yell ow-brown, Silty CLAY~ with· fine to 107.1 17.1 medium sand : .. . . ; Olive-brown, Clayey, fine SAND ' 119~9 ; 13.6 '. Green-gray-tan, Silty CLAY, with trace sand 114.7 16.0 ·-and trace gravel Yellow-tan, Silty CLAY 1q5.o 19.8 Olive, Silty, fine to cQarse SAND U4,2 .. 16.3 ,. Light olive-brown,. Silty, fme to coarse · 112.2 15.5 SAND Olive, fme to medium, Sandy CLAY, with . , /112.8 17.2 little silt : , Light olive-brown-tan, Silty, fm.e to mediurti 114.3 14.9 SAND ' Light olive, Silty, fme to medium SAND 117.4 13.9 ' . - Light greenish tan Sandy CLAY 112.2 · 17.0 .. .. .. Tan, Silty, fme SAND 12().0 12.6 , .. Yellow-tan, Silty, fine to medium SAND, 114,4 15.1 with little clay (poorly graded) . ,. Dark gray, Clayey, fine SAND, with little • : U9.0 13.5 silt . - Project No. 05845-12-17 October 21, 1998 TITLE 24 ENERGY CALCULATIONS, INC. 7544 E. SADDLEHILL. TRAIL, ORANGE, CA 92869 (714) 771-1507 Jun.e 1,1998 Owner: Tall Brothers, Inc. 2100 W. Orangewood .Ave, #180 · Orange, CA 92868 Designer: HLS ArchitectL:Jre 1801 E. Edinger Avenue, #22.5 ·santa Ana, CA 92705 Project: "Rancho Carrillo;' Plan 1 Carlsbad, California STATEMEN.T OF CONFORMANCE This Cc1lculation contains all the building features and performance .specifications required for compliance by the California Code of RegulationsT'itle 24, Part 1, Administrative Requirements; Part 6, Building Energy Efficiency Standards; and portions of Title 20, Appliance Efficiency Standards. When these features are incorporated into the architectural plan~ the pe$ign will be in compliance with the energy efficiency standards as they apply in Climate Zone 7 , using MICROPAS4 Version 4.51, a California Energy Commission approved computer performJmce method· program. . · : · _./ Certified Energy Analyst rr-rr R.i ck Maurer NR92-90-528 R 92°90-136 CABE c--------• California Association ot Bujlding.Energy Consultants Prepared Sy~ Rick Maurer Energy Plans Examiner Certificate No. RES-88-1006 and NRE-88-1052 California State License No. 502290 C20 {. ** SUMMARY SHEET** Project: 1oll Brothers ·'."' Carlsbad Zone: 7 "Rancho Carrillo" Plan 1 Wall Insulation: R-13 Ceiling Insulation: R ... 3Q Raised Floor Insulation: NIA Slab Edge Insulation: None Glazing Type: All glass is DUAL PANE except the following., which is SINGLE: ** Entry Door Glass Shading Devices: No.shading devJces required. Hard Surface Flooring: Total Sq. Ft.= 462 Entry: 149 Kitchen/Pantry: 132 Nook: 148 Service: 33 Minimum Furnace AFUE: ·ao%AFUE Minimum Heating Capacity: 87,292 BTUH · Minimum A/C SEER: · 10.0 SEER A/C Tonnage: 6.5 Tons (Min.Sens.=.49,482@ 95 Degrees) Duct Insulation: R-4.2 Note( s ): 1) This plan requires R-4 _ or greater insulation on .15 _inch or larger hot water main lines or recirculating lines. This is in addition t6the insulation required by the mandatory measures. . . 2) The water heater for this house can have a recirculating pump with a thermostatic controller and time clock, or a ·hot water demand type recirculating system. 3) All windows and glass doors will. have vinyl, wood or fiberglass frames with an NFRC U-value of .53 or less and gJass doors will have default U-values. --.. - ,_ MANDATORY MEASURES CHECKLIST:, RESIDENTIAL MF-lR Note: Lowrise residential buildings subject to the .Stanciards must contain these measures regl!l"dless of the compliance approach used. Items marked. wi~h an asterisk (*) may be superseded by more saingent compliance requirements listed on the Certificate of Compliance. When this checjdist is incorporated into the permit. documents, the featµres noted shall be. consider~d by all parties as binding mi,nimum component performance specifications for the mandatory measures whetherthey are shown elsewh~reinthe d9cumen~ or qn this checklist only. Instructions: Check or irti~ial applicable .boxes wh~p completed ot enter NIA if not applicable. DE~rruPTION .. DF~ILtNt-1< ·_ F.NF'ORCJ:.MENT Buildine Envelope Measures: • §lS0(a): Minimum R-19_ci:ili~g insulation . ·v· §lS0(b): Loose fill jnsulatio_n-rnanufa_cturer's labeled R-Value. v • § IS0(c): Minimum R-l3 wall insulation. in wajd framed walls o~ equivalent U-value in metal frame: w_alls (docs not apply to exterior mass walls). v . § 150(d): Minimum· R-13 raised floor insul~ion in'.framea floors: minimum R-8 in-raised concrete ·floors . v §150(1): Slab edge insulation -water absorption rate no greater thair0:3%, water vaportransmission rate - no greater than 2.0 perm/inch. . ~/A -- § 118: Insulation specified or installed meets insulation qualitY swidar.ds. lndjcate,type and form: .., §116-17: Fenestration Products, Exterior Doors. and lnfilua;ioil/Exfiluation.Controls J. Doors and windows between conditioned and.unconditioned spaces-designed to ·limit-air leakage; 2. Manufactured fenestration products-have l)ibel with certified U-value, arid infi!tratic:>11 certification, ..,,,,, 3. Exterior doors and windows weatherstrillped: all joints'and pcnetrati_on_gaulked and scaled. §lS0(g): Vapor barriers man,;latory in Climate Zones 14 and 16-oidy. \'F. lZSQP. § 150(f): Special infiltration barrier instalh;d to comply ~i_th•§ l:Sl_ meets Commiss,ion quality standards. NIA §IS0(e): Installation of Fireplaces. Decorative Gas Applianccs,and Gas L9~. I. Masonry and factory-built fireplaces have: a. Closeable metal or ·glass door b. Outside air intake with·dampcr and .control' .. v c. Flue damper and control 2. No continuous burning gas pilot lights allowed. Space Conditioning, Water Heating and Pl:a,imbi~g System. Measur~s: §II 0-13: HY AC equipment. water. heaters. showerl)eads and faucets certified by the Commission. V" § l 50(h): Heating and/or cooling loads calculate!! ii) accordance with 1,SHRAE. SMACNA or ACCA. V § 150(i): Setback thermostat on all applicable heatini and/or cooling ~stems. v' § 150(j): Pipe and tank insulation 1. First 5 feet of pipes closest to water heater-tank. non-recirculating systems, insulated (R-4 or greater) . ' 2. Back-up tanks for solar system. unfired storage tanks. or other'indircct hot watenanks have R-12 external insulation or R-16 combined intemal/~xti:m,aj insulation. v' 3. All buried or exposed piping ins11lated in recirculating sections,ofhotwater systems. 4. Cooling system piping below-55° F insulated. S. Piping insulated between heating source and-indirect hot water tank. -· . §150(m): Ducts and Fans .. I. Ducts constructed. installed and scaled to comply with UMC scctions-60 I and 603; ducts insulated to-a minimum installed R:-4.2 or ducts enclosed entirely witJtin conditioned space. ../ 2. ElChaust fan systems have back d;.!ft or automillic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or rc!l(lily accessible:. manually operated dampers. §114: Pool and Spa Heating Systems and Equipment I. System is certified-with· 78% thermal efficiency, on-off switch. weatherproof opcraiing instructions, no electric resistance heating and !JO pilot light. 2. System is installed with: / a. At least 36 .. of pipe between filter anc! heater tor ~ture solar heating. b. Cover for·outdoqr .pools or outdoor spas, 3. Pool system has directional ·inlets and-acirculation,pump·tirile switcf\. §115: Gas firi:d central furnaces. pool heaters, spa·heatcrs or hous!=h6ld cooking ap·plianccs·liave n9 v continuously burning pjlot light. (Exception: Non-electrical-cooking-appliances.with-pilot< 150 Btu/hr) Liehtine Measures: § JSO(k): 40 lumens1watt or greater for general lighting in kitcliens and rooms·with water closcu; and v recessed ceiling fixtures are. IC (insulation coyet).approyed. Revise.d March 1, 1996 MAt-JOATORY A) Before the building may be occupied, installation certificates for manufactured devices regulated by the.Appliance Standards or Part 6 shall be posted adjacent to the building permit(s), Cert,ificate .shall: 1. Identify features required to verify compHanca with the Appliance Standards and Part 6: 2. Include the statement indicating that the installed davices contor111 to the Appliance Standards and Part 6 and· th'e requirements for such devices given in the plans and specifications ~ppr9ved by the local enforcement agency: ). State the number of the building penni~ under whic~ the con~truction or installation was performed. sec. 10-10J(a)(J)(A) B) The builder shall provide the building owiier, manager, and the origin.al occupants the appropriate Certificate(s) of Compliance and a list of the features, materials, components, and mechanic8l devices·installed in ihe building, and instructions on how to use them efficiently. Sec. 10-103/b)(l) C) After installing wall, ceiling, or floor insulation, the 1nstaller shall post in • con•picuous location in the building a cartificat,a signed by th• · installer stating that the installation is consistent with the plans and ' the requirements of Section 10-103(a) (2)(A) and con!O<'!OS with the requirements of Part 6. The Certificate shal'l also state the manufacturer's naffle and material identification and th'e installed R-value. - Sec. lO-l03(a)4 D) Manufactured fenestration products shall: 1. Have a temporary label, not to be removed before inspection by the enforcement agency, listing the certi~ied u-value and certiry,ing that air infiltration rates do not exceed those shown in Table no. 1-E, 2. Have a permanent label listing the u-value, certifying organization,· and rl!ting procedures. ' - E) Site constructed doors, skylights, and window~, inclUding, but not limited to, field manufactured doors, skylights, and windows, shall be caulked between the door, skylights, or window and the burlding, and shall be weatherstripped, EXCEPTION: Unframed glass doors and fire doors. Sec. ll6(b) F) Joints and other openings in the building envelope that ·are potential sources of air leakage shall be caulked, gasketed, weatherstripped, or otherwise sealed to limit infiltration and ,exf,iltration. Sac. ll7(a) GJ All insulating material shall b~ installed in ;ompliance with the flamespread rating smoke density requirements of sections 801 and 802. of the UBC, Sec. llB(C) H) Masonry or factory-built fireplaces shall have the. following:, 1. Closable metal or glass doors covering the eO~ir~ opening of the firebox. - 2. A combustion air intake to draw air from the outside of the building directly into the firebox, which is at lea~t .six square inches in· area and is equipped with a readily accessible, ope~able, ahd tight fitting damper or combustion air control device. l!Q'.ll:J. Not required if tha fireplace is installed· over·a, concrete slab and will not be located on an exterior wall. - J. A flue damper with a readily accessible. control. EXCEPTION: When a gas log, log lighter, or decorative gas· appiiance is installed in a fireplace, · the flue damper shall·, be · blocked open if required by the manufacturer's installation instruct;ons or the state Mechan;cal Code~ 4, Continuous burning pilot lights and the use, of indoor air for .cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. · Sec. 1s9ce·) I) In Climate zones 14 and 16 a vapor barrier shaH be instalied on the conditioned space side of all insulation in all 'exterior walls, unvented attics, and unvented crawl spaces to protect insulation· ftOffl. Cdndensation• sec. 1s·o (GI' J) All heating and/or cooling systems other than wood stoves shall have an automatic thermostat with a clock meChanism. or other setbnc~·mechaniSm that shuts the system off during peri¢ds of non-use and that allows the building occupant to automatically set back the ther,nostat sat'poi~ts for at least 2 periods within 24 hours. · · Sec. 150(i) K) Heat pumps with supplementary electric resistance heater~ .shal~ have controls: l. That prevent supplementary heater operation when the ,heating, load can be met by the heat pump alone; and 2, In which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary· heating, and the cut-off temperature for compression· heating is higher than the cut-off temperature for supplementary, heating. sec. ll2(b) REQUIREMENTS L) The· air handl'ing duct syStem shall be .constructed, installed, sealed and insuiated as provided in Chapter E, of the Uniform Mechanical Code: (Must be insulated to a minimum installed level of R-4.2 or be in condJtioned space), Sec. lSO(m) H) All fan systems exh_austing. alr from ttie building to the outside shall be provided with backdr~ft .or automatic dampers to prevent air.leakage. sec. 1SO(m)5 N) -Unfired hot ~ater t~nks, ~uch ~s storage tanks and bac~up storage tanks ·for solar water heating systems, shall be externally wrapped with insulation having an installed"thermal resistance of R-12 or greater or have.i~iernal insulatiop of,at least R-16 and a 1abel on the exterior of the tank showing t~e insulation R-value. Sec. 150(j)l O)· Piping, whether buried or unburied, for recirculating sections of domestic hot water-Systeffls ,. pil)ii,g from the fieating source to the storage tank for a~ ind~raci-fited domestic water heating syste•, cooling system piping below 55 dagrees Fahrenheit, and the first five feet of hot and cold water pipes ~rom the storage tank for non-recirculating systems shall be theraaliy insulated i~ ~ccordance with Table.No. 1~s. Sec. 150(j)2 P) -La•p• used in. luminaries for general lighting in kitchens and bathrooms sh.all have efficacy of not less than 40 lumens per watt. (Fluorescent type lighting ~ill ·meet this requirement), Sec. 150(k) Q) Any new low~rise residential building shall meet the following minimum reQUirements: · l. ceiling In.suiation. 1he opaque portions of ceilings separating conditione~ spaces from unconditioned spaces or ambient air shall meet the requirements of either l or 2 below: a. Ceili~gs shall be insulated between framing members with insulation resulting j.n· an installed thermal resistance of: R-19 or greater for the ~nsulation alone. ALTERN~TIVE to ~action lSO(a)l,: I~sulation which is not penetrated by f~aming members may meet an R-value equivalent to installin_g R-19 insulation between framing me_l)lbers and accounting for the thermal effects of framing members. b, T~e weighte~ average u-yalue of ceilings shall not exceed the u-value that would result from installing R-19 insulation between framing members in the entire ceiling and accounting for the effects of framing members. 2. Loose Fill' Insulat'ion; llhen loose fill insulation is installed, the ·minimum installed weight. per ,square foot shall conform.with the l~sulation m~nu~acturer'S installed design weight per square foot at thl! ffl~nufa~turer''s ·labeled R-value. :i. wall Insylation. The opaque portions of frame walls separating conditioned spaces from unconditiOned spaces or ambient air shall meet the r~(JUirements of -either a or~ below: a. Framed walls shall be insulated between fr8ming members with insulation having an installed thermal resiStanee of R-13 or greater. Framed foundation.walls of heated basements or heated crawl spaces shall be insulated above the adjacent outside ground line with insulation having an installed thermal resistance of at least R-13. ALTERNATIVE to Section lSO(c)l.: Insulation which is not penetrated by ,framing, members may meet an R-value equivalent to installin.g tl"':'13 "insulation between framing members and accounting f~r the ther)llal effects of framing members. b. The weighted average u-value of walls shali not exceed the u-value that would. fesul t from insta,lling R-13 insµlation between framing members and· accounting tor the effects of framing members. 4. Raised Floor-InsulotiOn-concrete raised floors over unconditioned space shall be insulated to an installed thernal resistance of at least R-8. ,All other raised fl.oors -separating conditioned space from .unconditi9ned space shall meet the requirements of either l or 2 below: a. floors shall· be insulated between fra1aing members with insulation havi'ng an installed thermal resistance of R-13 or greater .. b. The w~ighted average u~value of floor assemblies shall not exceed ttie u-value that would result from installing R-13 insulation between framing members and accounting for th• effects of tramirig members. · Sec. lSO(a)-(d), Subchapter 7(Sec. 150) R) ,Systems, equipment, and buildfng component's listed below may be installed only H: · 1. T~~ m~nµfacturer has certified t~at the system, equipment, or building component .complies with the applicable manufacture provisions of sections 111 through 119: and 2, The syste~. equipment, or building component complies with the applica.ble _installation provisions of sections 111 through 119. cov@i':ed·are: ~. Appliances regulated by· the Appliance Efficiency Regulations (Sec,111). b. Oth~r space conditioning equipment (Sec. 112). c. Pool· and spa heating systems and equipment (Sec. 114). d. ·Gas Appliances (Sec. 115), e, Insulation (Sec. 118) Sec. 110 ' CERTIFICATE 0~ COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title •••••••••• Project Address •••••••. Toll Brothers ... Plan 1. Rancho Carrillo Carlsbad, CA ******* *V4.51* o'ate ....... . 05/31/98 Documentation Author ... Rick Maurer Rick·Maurer Titie 24 7544 E Saddlehill Trail ******* Building Permit# Plan Check/ Date orange, CA 9:~869 714-771-1507 Field Check/ Date Climate Zone ..•••.•.•.. Compliance Method ..... ~. 07 MICROPAS4 v4 ... 51 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4. 51 File-TOLL91 . Wth-CTZ'07S92 Program-FORM CF-lR User#-MP0357 User-Rick Maurer Title 24 Run-Rancho Carrillo -Plan 1 GENE~L INFORMATION Conditioned Floor Area •••.. Building Type ...•.......... Construction Type ..••• · ...• Building Front Orientation. Number of Dweliing Units ... Number of Stories .•..•.•... Floor Construction ·Type .•... Glazing Percentage •.••.•... Average Glazing u-val.ue •.. ·• 3'282 sf Single Family Oetached New Cardinal· -N, E, s, W l i Slab On Grade i9. % of floor area 0.57 Btu/hr-sf-F BUILDING SHELL INSULATION Component Frame Cavity Sheathing. Insn,11 Assembly Type Type R-value R-value R-value u-value Location/Comments Wall Wood R-13 :R-n/a R-13 0. 08,8 Front Wall, Gar. Wall Left Wall, Back Wall Right Wall Roof Wood R-30 R-n/a R-30 0.031 Vented Attic Door Wood R-0 R-..n/a R-0 0.330 Garage Door SlabEdge n/a R-,-0, .:R-n/a R_.O 0.900 Exp.To Outside SlabEdge n/a R-0 R-n/a R-0 0. 12·0 Cvd.To outside SlabEdge n/a R-0 R-n/a R-0 0. 5.00 cvd.To Garage FENESTRATJ;ON # of Interior over- Area u-Pan-Shading/ Exterior hang/ Framing Orientation (sf) Val1;te es D~sc:i;:-iption Shading Fins Type -.--· Window Front (N) 9. o. 0.530 2 CEC Std.Default None None VinylDiv Window Front (N) 3-6. 0 0.530 2-CEC Std.Default None None VinylDiv Window Front (N) 2.1.0 0.530 2 CEC Std.Default Norte None VinylDiv Door Front (N) 48.0 O. 990.· 1, CEG Std.befault None None Glz<50% Window Left (E) 30.0 0.530 2 ¢EC Std.Default None None Vinyl Window Left (E) i6~0 0.530 2 CEC Std.D~faqlt None. None Vinyl Window Left (E) 3.0. 0 0. 53 o. 2 CEC Std.Default Nc:me None Vinyl Window Left (E) 25.0 0. 53-0 2 CEC std.Default None None Vinyl Window Left (E) 8.0 0.530 2 CEC· s:td. Defauit None None Vinyl Window Left (E) 7.0 0. 53·0 2 CEC Std.J)efault None None VinylDiv Window Back ('S) 4;8. 0 0.530 2 CEC Std.Default None None Vinyl Door Back (S) 24. o. 0.550 2 CEC Std.PefaUlt None None Wood Window Back (S) 3.6. 0 0.530 .2 CEC std.Default None None Vinyl Window Back (S) 36.0 0.530 2· CEC Std.Default None None Vinyl .. CERTIFICATE OF COMPLIANCE.: RESID;ENTIAL Page 2 CF-lR Project Title •..•.••... Toll Brotbers -Plan 1 Date •••.•••• 05/31/98 MICROPAS4 v4. 51 File-TOLL9-l Wth-CTZ,07S92 Program-FORM CF-lR User#-MP0357 User-Rick Maurer Title 24 Run,...Rancho-Carrillo -Plan 1 Orientation Window Back (S) Window Back (S) Door Back (S) Window Back (S) Window Right (W) Window Right (W) Window Right (W) Window Right (W) Window Right (W) Window Right (W) Type SlabOnGrade SlabOnGrade InteriorHorz InteriorVert Area u- (sf) Value 20.0 o·. 530 60.0 -0. 530 40.0 0.550 24.o 0.530 24.0 0.530 8.0 0.530 25.0 Q,. 530 12.0 0.530 30.0 0.530 7.0 0.530 Exposed Yes No Yes Yes· FENESTRATION # of Interior over- Pan-Shading/.· Exterior hang/ Framing es Description. Shading Fins Type ' . 2 CEC Std.Default None None Vinyl 2 CEC Std.Default None None Vinyl 2 .CEC std.Default None No:r:ie Wood 2 CEC Std.Default None None Vinyl 2 CEC Std. _bef aql t Non.e None Vinyl 2. CEC Std.Default None None Vinyl 2 CEC Std.Default None None Vinyl 2 CEC Std.Default None None VinylDiv 2 CEC Std •. Def at1l t None-None VinylDiv 2 CEC Std.Default None None VinylDiv THEAAAL MASS Area· Thickness (Sf)· ( in) · Loc;;ition/Comments 462 2a20 94 20~ 3.5 3.5 1.0 1.0 HVAC SYSTEMS Exp.Cone.Slab (See Note) Covered Concrete Slab· H.Tile-~:j.t.Ctr,Fp,Tub/Sh V.Tile-.Kit.ctr,Fp,Tub/Sh· Minimum Duct Duct Thermostat Equipment Type Efficiency · Location R-value Type Furnace Aircond Tank Type Storage Heater Gas 0.800 AFUE Attic 10.00 SEER Attic R-4 .• 2 R-4.2 Setback Setback WATER HE~tING SYSTEMS Number Tank in Energy Size Type Distribution Type System Factor (gal) Recirc/TimeTemp ,1 .51 EF 75 SPECIAL FEATURES/REMARKS External Insuiation R-value R-0 This is a multiple orientation J:;)uilding with no o~ientation restrictions. This printout is for the front facing North .. 1) 2) This plan requires R-4.or greater _:insulation oh .75 inch or larger hot water main lines or _recirculating lines. This is. in addition to the insulation requi:ted by the :mandatory measures. · The water heater for this house can have a.recirculating pump with a thermostatic controller and time clock., or a hot water demand type recirculating system .. ~ CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF-lR Project Title .......... Toll Brothers -· Plan i Date •••••••• 05/31/98 MICROPAS4 v4.51 File-TOLL91 Wth-CTZ07S92 Prog-ram..,.FORM CF-lR User#-MP0357 User-Rick Maurer Title 24 Run-Rancho Carrillo -Plan 1 SPECIAL FEATURES/REMARKS- 3) All windows and glass doors will have vinyl, wood, or fiberglass frames. All windo.ws will have an NF~C u-value-of . 53 or less and glass doors will have de·fault values . . 4) The following rooms will have hard su:i:-face flool:'ing: ** Entry ** Kitchen/P~ntry ** Nook ** $ervi9e · COMPLIANC~ STATEMENT This certificate of compliance l;i.sts tne building features and performance specifications heedec;l to comply with ';J:'itle-24., Parts 1 and 6 of the California Code of Regulations, .and the administrative regulations to implement them. This certificate has been signed by the individual with overall design respons·ibility. When this. c~rtificate o.f compliance is submitted for a single building plan to·be built in multiple orientations, any shading feature that is varied is indicated in.·the Special Features/ Remarks section. · Name .... Company. Address. Phone ... License. Signed .. Name ... . Title .. . Agency .. Phone .•. Signed •• DESIGNER or OWNER Toll Brothers 2100 W. Orangewood, #180 Orange, CA 92668 (714) 935-0700 (date) ENFORCEMENT AGENCY . (date) POCUMENTATI·ON AUTHOR Nam_e •... Ric;::k Maurer Company. Rick Maurer Title Address. 7544 E Saddlehill orange;· CA 92869 Phone ... ·_ 714~771-1507 Signed .. ~ 24 Trail ' COMPUTER METHOD SUMMARY Project Title ......... . Project Address .•...... Documentation Author ••.. Toll Brothers -Plan 1 Rancho Carrillo Carlsbad, CA Rick Maurer Rick Maurer Title 24 7544 E Saddlehill Trail orange-, CA '92 8 6 9- 714-771-15-07 07 ******* .*v4.51* ******* Page 1 C-2R oat~ ....... . 05/31/98 Building Permit# Plan Check/ Date Field Cheek/ Date Climate Zone ........••. Compliance Method •..••• MICRO~AS4 v4.51 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.51. File.,.T.OLL91 Wth-CTZ07S92 Program-FORM C-2R User#-MP0357 User-Rick Maurer Title 24 Run-Rancho Carrillo -Plan 1 MlCROPAS4 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance Margin (kBtu/sf-yr) De$ig;n Design Space Heating .......... 1.98 1.37 0.61 Space Cooling ••••..••.• 4.22 2.99 1.23 Water Heating .•••...••. 7. 96 8.69 -0.73 North Total 14.16 13. 05-_ 1.11 Space Heating ••.....• ~. 1.98 1.5S) 0.39 Space Cool,ing .. · ........ 4.22 3.58 0.64 Water Heating ....•...•. 7.96 8. 6-9 -0.73 East Total 14.16 13.86 0.30 Space Heating ......•... l.98 1.92 0.06 Space Cooling ••........ ·4.22 1.55 2.67 Water Heating .......• ~ .. 7.96 8.69 -0.73 Sout~ Total J,.4.16 12 •. 16 2.00 Space Heating ••.•. ~·-·· 1.98 J..59 0.39 Space Cooling •.••..•... 4.22 2.01 2.21 Water Heating ... ~ ....•. 7.96 8.69 -0.73 West Total 14.16 14.29 1.87 *** Building complies with Computer Ferfq:pnance *** GENERAL INFORMATION Conditioned Floor Area.' •... Building Type •••••....•• · .•.• Construction Type ..••.•.•. Building· Front Orientation-. Number of Dwelling Units ... Number of Building Stories. Weather Data Type .......••. Floor Construction Type .... Number of Building. z·o:nes ••• 3282 f:'rf Single family Detached New· Cardinal· -N;E,S,W 1 1 Reduceq.Year Slab On Grade 1 ' COMPUTER METHOD SUMMARY Page 2 C-2R Project Title ••.•.•...• ':roil Brothers -Pian 1 Date •••••••• 05/31/98 MICROPAS4 v4.51 File-TOLL91 Wth-CTZ07S92 Program-FORM C-2R , User#-MP0357 U$er-Rick Maurer T.itie .24 Run~Rancho Carrillo -Plan 1 Zone Type HOUSE Residence Surface HOUSE 1 Wall 2 Wall 3 Wall 4 Wall 5 Wall 6 Wall 7 Wall 8 Roof 9 Door Conditioned. Volume .•..•••.. Footprint Area ••.•..••••.•. Ground Floor Area~········· Slab-On-Grade Atea ........ ~ Glazing Pe·rcentage ........ . Average Glazing u-value •... Average Ceiling Height ••.•.. 36102 cf· 3282 sf · 328~ sf 3282 sf 19 % o;f floor area o.57 Btu/hr-s·f-F LL ft BUI:i:,DING ZONE INFO~'PION # -of Floor Area (sf) . Volume (cf) Dwell Cond-· Units ;itioned 3282 36102 1.00 Yes OPAQtlE SURFAc:es. Area u-Instil Act solar (sf) value R-val. Azm Tilt Gains ·--· --· 150 0.088 13 0 90 Y.es 433 0.088 13' 0 9.0 No 599 0.088 13 90 90 Yes 55 0.088, 13 90 5:10 No 427 ·o. 088 13 , 180· 90 Yes 6-09 0.088 J.3 270 90 Yes 55 0.088 13 270 90 No 3282 0.031 30 n/a 0 Yes 18 0.330 0 0 90 No PERIMETER LOSSES Lengtn: F2 Insul Solar Thermostat .Typ~ Setback Form 3 Reference None None None None None None None None None Vent Special Height Vent Area (ft) (sf) 2.0 n/a Location/ Comments Front Wall Gar. Wall Left Wall Gar. Wall Back Wall . Right Wall Gar. Wall Vented Attic Garage Door . Surface (ft) Factor R-v:9-l Gains Location/Comments HOUSE 10 SlabEdge 37 0.900 R-0 ·No Exp.To Outside 11 SlabEdge 182 0. 72:0 R-o ~o Cvd.To outside 12 SlabEdge 51 o.soo R-0 No Cvd.To Garage FENESTRATION SURFACES # of Vent SC SC Interior Area Pan-Frame 9:pen u~ Aot ,Glass Int Shading/ Surface (sf) es Type Type· value ·Azm Tit Only Shade Description --" ' HOUSE 1 Window 9.0 2 VinylDiv Slider 0.530 0 900.88 0.78 CEC Std.Default 2 Window 36.0 2 VinylDiv Slider 0.530 0 90 0.88 0.78 CEC Std.Default 3 Window 21.0 2 VinylDiv Slider 0.530 0 90 0· .. 8'8 0.78 CEC Std.Default 4 Door 48.0 1 Glz<Sd% Sl.ider o.990 0 90 1.00 0.78 CEC Std.Default 5 Window 30.0 2 vinyl Slider 0.530 90 90 0.88 0.78 CEC Std.Default 6 Window 16.0 2 Vinyl S];ider b ~ 53.b. 90 90 0.88 0.78 CEC Std.Default ' COMPUTER METHOD SUMMARY Page 3 C-2R Project Title .•..•••• ~. ':I'ol.J,. Brother:s -Pian 1 D~te ..•.•••• 05/31/98 MICROPAS4 v4. 51 File-TOLL91 Wth-CTZ07S92 ·program-FORM C-2R User#-MP0357 U$er-Rick Maure:i:;-Title 24 Run--Rant::ho Carrillo -Plan 1 FENESTRAT.IbN SURFACES # of Vent SC SC Interior Area Pan-Frame Open u..-Act Glass Int Shadj;ng/ Surface (sf) es Type Type value Azm Tlt Only: Shade Description -·-·---· ---·---·- 7 Window 30.0 2 Vinyl Slider 0.5'30 90 9-0 0.88 0.78 CEC Std.Default 8 Window 25.0 2 Vinyl Slider 0.530 90 90 0.88 0.78 CEC Std.Default 9 Window 8.0 2 Viny.J,. -Slider o .. 530· 90 90 0.88 0.78 CEC Std.Default 10 Window 7.0 2 VinylDiv Slider O·. 530· 90 90 0.88 0.78 CEC Std.Default 11 Window 48.0 2 Vinyl Slider 0.530 180 90 0.88 D.78 CE;C Std.Default 12 Door 24.0 2 Wood \ Slider 0. 5,50 180 90 0 .-88 0.78 CEC Std.Default 13 Window 36.0 2 Vinyl Slider 0.530 180 90 0.88 0.78 CEC Std.Default 14 Window 36.0 2 Vinyl. Slider 0-. 530 180 90 0.88 ·o. 78 CEC Std.Default 15 Window 20.0 2 Vinyl Slider 0. 530: 180 90 0.88 0.78 CEC Std.Default 16 Window 60.0 2 Vinyl ~Hider 0.530 1.80 90 0.88 0.78 CEC Std.Default 17 Door 40.0 2 Wood Slider 0.550-180-90 0.88 0.78 CEC Std.Default 18 Window 24.0 2 Vinyi Slider 0.530 180 90 0.88 0~78 CEC Std.Default 19 Window 24.0 2 Vinyl Slider .o. 530 270 90 O·. 88 0.78 CEC Std.Default 20 Window 8.0 2 Slider o .. 530 270 90 0.88 0.78 CEC Std.Default Vinyl 21 Window 25.0 2 . Vinyl si.ider o.530· 270 90 0 .. 88 0.78 CEC Std.Default Window 22 12.0 23 Window 30.0 24 Window 7.0 Mass Type HOUSE 1 SlabOnGrade 2 SlabOnGrade 3 InteriorHorz 4 InteriorVert 2 2 2 Area (sf) 462 2820 94 208 System Type HOUSE Furnace Aircond VinylDiv Slider 0.530 270 Vinylbiv siider o.~ 530 27'0 VinyIDiv Slider·0.530 270 THERMAL MASS Thick (in) Heat Conduct-Surface Cap ivity R-value 3.5 28.0 0.9$ R-0.0 3.5 28.0 0.98 R-2 .·0 1. O· 24.0 b.67 R-0.0· 1.0 24.0 0.67 R-0.0 HVAC SYSTEMS Minimum Efficiency Duct Location 0.800 AFUE Attic 10. 00 SEER Attic WATER HEATING SYSTEMS 90 0.88 0.78 CEC Std.Default 90 0.88 0.78 CEC Std.Default 90 0.88 0.78 CEC Std.Default Location/Comments Exp.Cone.Slab (See Note) covered concrete Slab H~Til~-Kit.Ct~,Fp,Tub/Sh V.Tile-Kit.ctr,Fp,Tub/Sh Duct Duct R-value Efficiency R-4.4 R-4.2 0. 33·0 0.810 Number Tank External in Energy Size Insulation Tank Type Heater Type Distril:>ution Type system Factor (gal) R-value 1 Storage Gas Recirc/TimeTemp 1 .51 75 R-0 ' COMPUTER METHOD SUMMARY C-2R Project Title •.••••.••. Toll Brothers -Plan 1 Date ••..•.. ~ 05/~1/98 MICROPAS4 V4. 51 File-TOLL91 Wth-CTZ·07S9-2 Program-FORM C-2R User#-MP0357 User-Rick Maurer Title 24 R~I).-Rijncho C?lrrillo -Plan 1 SPECIAL FEATURES/REMARKS This is a multiple orientation building with no.orientation restrictions. This printout is for the front' facing·North. 1) . 2) 3) . 4) This plan requires R-4 or gre?tter insulation on .75 inch or larger hot water main lines or reeirculating lines. This is in addition to the insulation required py the mandatory measures. . The water heater for this nouse can have a Jrecirculating pump with a thermostatic::: controller and time clock,, or a hot water demand type recirculating system. All windows and glass do,ors will hav~ vinyl, wood, or fiberglass frames. All windows will have an N-FRC u-value of .53 or less and glass d9ors wiil qave default values . The following rooms will have hard surface :f;I.ooring: ** Entry ** Kitchen/Pantry ** Nook ** Service 2.4 LIGHTING MEASURES Lighting §150(k) Installing energy-efficient lamps and fixtures can reduce lighting energy costs witho1,1t sacrificing the quality or quantity of light available. As indicated in Table 2-5; a 40 watt standard fluorescent lamp is over four times as effident as a I 00 watt standard incandescent .larop .. Kitchen Lighting The Standards require that general Hghting i~ kitchens have an efficacy of at least 40 lumens per wart and be controlled-by ·the most accessible. switch(es) in the kitchen. The light switch location determines how the occupant will use the lighting. If more than. one set of light fixtures exist which provide general lighting, those controlled by the most accessible switch are considered general lighting. Luminaries used only for specific decorative effects (and which are not the only luminaries in the kitchen) need not meet this requirement. General lighting is lighting designed to provide a substantially uniform level of light distribution throughout a space. This can be achieved by light fixtures in the ceiling or around the perimeter of the room. Lighting fixtures under cabinetS may m:eet the general lighting requirements if they provide uniform light distribution in the kitchen (see Figure 2-l l). A luminaire which is the only lighting in a kitchen· · will be considered general lighting. Bathrooi:n Lighting . . The Standards require that.each room containing awarer close~ must.have at least one luminaire with lamps with an efficacy of at least 40 lumens per wart. As an. alternative, this requirement may be met by installing the high efficacy luminaite in an· adjacent room that has complementary plumbing fixtures. If there is mote than one luminaire in the room,. the high-efficacy luminaire must be ~witched at an entrance to the room. General Luminaries installed to meet the 40 lumens per watt requirements.cannot contain medium base incandescent lamp sockets, and must be on separate: switches from incandescent lighting. Table 2-5. Typical Efficacy of Luminaries · _Rated Lamp Typical Efficac7 Light Source Type Watts Lumens/Watt Incandescent Standard 40-100 14-18 ln!.am:l!:::i!.eni Halogen 40-250 2Q~ r or.andes!.eni Halogen IR See foomoJe J Uot<f30 Fluorescent Full-Size, 4' Long 32-40 69 -91 (Lamp/Ballast U-Shaped T-8-Bipin 16 -31 78 -90 Systems}! Compact Fluorescent 5-9 26-38 Compact Fluorescent 13+ 42-58 Metal Halide Metal Halide 32 -175 50 -90 High Pressure Sodiuqi White High Pressure Sodium 35 -100 36-55 2 Includes power consumed by ballasts where applicable. . . Halogen capsule incandescent lamps may be the most efficient light source for highlighting applications. Most halogen lamps are designed to produce a beam of directed light. Manufacturer's data typically list the "candlepower" intensity of that beam, rather than lumens (lumens measure total light output in all directions). 1 A new technology using infrared reflecting films 9n the halogen capsules has increased.output up to 30 · 4 lumens/watt for some high· wattage lamps. Efficacy of fluorescent lighting varies depending on lamp and ballast types. Mandatory Measures March 1, 1996 2-17 B - A I 0.0 B 00 ; -, ' ' . "A" must be fluorescent I. I. I ·_1-1-· .-1-1-, I -~-r-' ' I ' ' '. I - I I I, I i . ' : ! I i '"-·--- EJ L-.. -i .•. : I I I It I i Bi~ . I . A ' i ~ 0 io 0 :o I . ,,J I ,. ' I $ ' .l I ''A" must be fluorescent "B '.' alone is nor general lighting All of "C" must be fluore.:;cent All of"A'' or "C" must be fluorescent. If "C" then "C" must be the most accessible switch. Figure 2-11: Kitchen Lightin,g Examples 2-18 -March 1, 1996 Residential Manual. [ l "A" must be fluorescent oO u.-----H"- E ~-· "A,. or "B" must be fluorescent A I "A" must be fluorescent; "D,. can be incandescent DD "B" or "E .. must be fluorescent Figure· 2-l2: · Bathroom Lighting· Examples Mandatory Measures January 1, 1995 2-19 Table 2-2.: Manufactured FeMSrrl.1.tion. Prqdju;r Defq;dt U~Vaiut:S (this rable to be used by marwjac,n1/er1s ro esrabli.sh a U-.vai.u.e.rarmg "tlichour performJJnce testing) Eraming Materials AnyMet;li Th~Breakl No:g Metal2,3 (Wood, V-myl or otJier) Operable Windows Fixed Windows Patio Doors Skylights Greenhouse Windows S~e 1.28 1,19 l.iS 1.26 ~ For all dual-glazed fenestration products: . • S uba-act 0.05 fot spacers of 7 /16" or wider. Doable 0.87 0.72 o.n . 0.80 1.40 • Subtract 0.05 for Low-e glazing. . Dauble 0;71 0~60· 0.68 030 1.lZ Siqie 0.92 1.04 • Add 0.05 for products with be~een the pane;; dividers, if the spacer is less than 7/16" wide. • Add 0.05 to the U-value of any product with true divided.lites [through the pane(s) dividers]. 1. The minimum design charac~tics to qualify as Thcpna{-Brcak Product a¢: a. The material used as the thermal-break must have a theimal conductivity of not more than 3.6 BTU-in/hr frJ.?F, and; . b. Themi.al-break must produce ·a.gap·of not less than· 0.210", and; 0.,55 1.06 c. All metal members of the product exposed to interior and exterior afrmust.incorporai:e a thermal-break · meeting the criteria in (1) and (2) above. . In addition. the product must be· clearly labeled by the manufacramr that it qualifies as a thermally broken product in accordance with CEC requirements. 2. Non metal products can include metal fasteners, ~dw~ and door thresholds~ 3. Add 0.04 to the listed U-value for any products that have .metal c,adding in any·configuration. Table Z-3: Site .Bujlt Fen.estrazion f'roductDefault (J-Values (this table to be used to esra/,lish a U-vaiue ratir;g wiihout peiformatu:e ~sruzg) Framing Materials Any Metal, Including Cladding Non Metall (Wood, Vinyi or other) Fixed Operable Single 1.19 1.32 1. Non-metal excludes hardware.or door threshold$. 2-32 COMPLIANCE Do.ible 0.72 0.93 . 711-si92 Single 1.04 0.99 Double 0.57 0.55 © 1992 by Enercomp, inc. 2-4 2 COMPLJANCE MICROPAS4 S.ingle ....................... ·-··············-.······-············· .. ······ lJ)() .Double ••.•••••..•.•.•.•••.••. ~.~ ••••••••• ~ ••••.••••••••••••••••.••... , .••..•. Q.88 Note that these values.are "fr.om.the Xable G-11 a in the Residential Manual Figure 2-.27: Sv.ggesredN<imesjor Interior Shading devices Description Drapes.Std Drapes.Wht None Blµids.Med Blinds.Lt Roller.Dai:k Roller.Wht Roller.Lt Special Interior Sruuie Non-wliir.¢.drapcs(CEC Standardfor~dows and French doors). Drapery witll a white or off-white liner No inu:ri01'. drapes (CEC Standard for skylights) Medium Cqlored venetian blinds Light-colored venetian blinds Opaqt,1e, dark !=Qlored roller bllnds Opaque, white interior roller.shades Translucent, white-roller shades Interior shade not represented by the fypes above. Table ~-.7: Shading Coejficiemsfor Interior Shadin~ Devices ,Alone(Shade~) Dra~~ ' ~ Standard·······•···•··-·····-····•····~··········-···················· 0. 781 . White/Off-White··-················•······························· 0~62 Venetian Blinds: · Medium Color .••••••.•••••• ~· •.••••••••••••.•••••.••••.•••••.••.•.•••• -0.63 Light Color .•.•••••••.•••••..••••..•••.....•••.••.....•••..•..••.•.•...• 0.58 Ron~~~---·-····--·---···-··---····--···-·--········ 0.81 ~ White .. · ••..•....••.•.••..••••.••..••.•.•..•.••.•••..•••.....• · •• · ••. o.402 Translucent Light .•• ~ ...••.•.•••••••.•• ~ •••••••• · •••.•..••••.•••••••••••••••••••••• 0. 44 l. 0.78 is the default valqe used when there is no in~or s~g device installed on vertical fen~tion prodqcts. 2. No interior shading devic;:e may be .given a shading coefficient value lower than 0.40 Note that the values.above ar"t:from the tow labeled 1nterior Shade' in Table G-lla in the Rtsidenrial Manual 7/1'6192 © 1992 by Enercomp, Inc. Table G-16: Standard U-Valqes otW<>odFrame Roofs and Ceilingsl Ceiling Frar;iing Reference Insul. Spacing ·N~ei· U-Value R-03 16~ o.c. R.0.2X6.16 @99) R-03 24" o.c. R.0.2X4.244 0~306 R-113 16" o.c. R.11.2.X6.16 0~077 R-1i3 24" o.c. R.ll.2X4.24 Q.076 R-133 16" o.c. R.13.2X6.16 0.069 R-133 24" o.c. R.13~2X4.24 0.068 R-19 16" o.c. R.19.2X8.1Q ~·· R-19 24" o,c. R.19.2X4.24 · • J · R-22 16" o.c .. R.22.2Xl0.16 . . · R-22 24" o.c. R.22.2X4.24 0.041 R-30 16" o.c. R.30.2Xl~l6 ij·@s R-30 16" o.c. R.30.2X12.16 .035 R-30 24" o.c. R.30.2X4.24 . 1 R-38 16" o.c. R.38.2X12.16 · .029 R-38 16" o.c. R.38.2X14.16 . 0.028 R-38 24" o.c. R.38.2X4.24 (o.02.s) R-49 16" o.c. R.49.2X4.16 0.019 R-49 24" o.c. R.24.2X4.24 0.019. 1. Based on ASHRAE Parallel Heat Flow Calculation, 1989 A-8HRAE Handbook of Fundamentals. · 2. The names give:i to the ~dard assemblic:s· used to calculate these U-¥alues in Appendix a. 3. Does not meet the minimum level reqµired as a mandatory measure (see Section 2.2)~ 4. Roof/ceiling assemblies whose reference:names list 2X4 framing include .an ~c space. . Table G-17: Sbutdard U-Values of Wood Fr:une · Walbl Wail Framing. Reference .: Insut Spacing Name2 U-Value a.386:, R..Q.l 16· o.c. W.0.2X4.16 R-03 24• o~c. W.0.2X4.24 0.393 R-73 16· ·o~c;. W.7 .• 2X4.16 0.130 R-73 24" o.c. W.7.2X4.24 0.127 R-1J3 16" o.c. W.U.2X4.16 0.098 R-ti3 . 24"-o.c. W.11.2X4.24 R-1-3 16· o.c. W.13.2X4.16 R-13 ·24· o.c. W.I3.2X4.24 0.0 5 R-15 16" o.c. W.15.2X4.16 0.081 R-15 24• o.c. W.!5.2X4.24 0.077 R-19 16" o.c. W.19.2X6.16 (o.06?' R-19 4• o.c. W.19,2X6.24 0.063 R-21' 16" o.c. W.21.2X6.'16 ~ . R-21 24," o.c. W.21.2X6.24 0 R-~ 16" o.c. W.'.Z5.2X6.J6 0.046 R-29 16" o.c. W.29.2X4.16 0.035 · Sqlid core wood D.O.SCW ; door (no insulation) . 0.330 .. I. B3$ed on ASH.~.<\£ Parallel Heat Flow Calculation, 19~9 ASHRAE Hrmdbook of Fundamentals. · 2.. The munes given to the standard ~mblies used to caiculate thes~ lJ,-values in Appendix H. · , 3. Does-not. meet the xninimum level r~uir-..d as a mandatory measure (see Scetion 2.2). G-54 January 1,. 199S Residential Manual Table G-18: Standard U-Values .of Wood Fr-.une Raised Fioorsl Floor Reference Insul. Condition Name2 U-Value R-03 No C.S.4 · fX0.~6.16 0,239 R-03 With G.S.4 FC0.2X6.16 0.097 R-113 No C.S; FXl l.2X6.16, 0:011 R-113 With C.S. FC1I.2X6. l9 . 0.049 R-13 No C.S. . FXI3.2X6.l6 0~064 R-13 With C.S. FC13.2X6. 16 0;046 R-19 No C.S. FX19.2X8.!6 ~ R-19 With C.S. FCI9.2X8.16. .037 R-21 No C.S. FX21.2X8.16 0. 45 R-21 With C.S. FC2l.2X8.16 0.035 R-30 No t.s. FX:30.2.XIO. 16&~3:B R-30 Witn C.S. FC30.2X10.16 . 28 1. Based on ASHRAE.Parallel Heat Flow Calculation, 1989 <ASHRAE Ha.ruibook of Fundamentals. 2. The names given to·the standard ~mblies used to calculate th~. U-vaiues in Appendix H. 3. Does no.t meet the !]linimum level required as a mandatory measure (see Section ~.2). 4. No C.S. = No Crawl Space, Wit.h C.S-. = With Crawl Space . Table G-19: Standard U-Values of Wood Foam Panel Roofs/Ceilings and WaIJsl Roof/ Ceili~ .Fr.wing Reference Insul. Spacing Name2 U-Value R-1.µ 43• o.c~ RP.14.2X4.48 0.064 '.R.-22 . 43• o.c. RP.22:2X6.48 0.044 R-28 43• o,c. RP .28.2X8.48 0.035 R-36 43• o.c. RP.36.2Xl0.48 0.028 Wall ·. Fr:uning Reference Insul •. Spacing Name U-Value R-14 48" o.c. WP. l 4.2X4.48 0.071 R-22 48" o.c. WP .22.2X6.48 0.049 . 1. . Based on ASHRAE ParaUel Heat Flow Calculation. 1989 ASHRAE Handbook of Fu,:ziiamenta4. 4. The dames given to the·scandard assemblies used to c:dcujate these U-valu~ in Appendix H. 3. Does. not meet the minimum level required as a mandatory m~ure (see Section 2.2). Glossary January 1, 1995 G-55 . rvOOJ4.· LI 'I-<o :. 9 8" (i} ~ ro 'lt.: ~ x .8'" -= 2-Y ~ . p n .. · ~· ·l.t,'Xv;:3\:,' ~· ~xl;?:3~LL).AX L. l V .. S ')(. 1... -:. W l '-) J-1....« t .Fl.;<, [5 y. i,, 5, ,o ~ 1-JV '. 5 1 i,, : Ct, 0 l z..) ~ 12,.e..-r. s xc -40 ,~ Ft-z,i?l"l. 1'2./bf"1 ~ 7-~ : 2,.LJ l~ P1 'f. 2 g,-~ /1,/rJtJ/L. 4 y b :: '-l/ m,~P· 5~ ~ = 2>0 m.~A, 2.. x2--: I ~[!.f) Pf.JC . m ,· /J;)/4 ' 5 X'o ~? 0 e,P, L 5 XS =. 2. 5" / ~)o/fr{ 3 4 Y 1... :. 8' ~eivj)~~I 'I 5 X-5 :: -z..s J-4 Jq-f.,r~ 'Z... ~ b, :. ) 1.. P1 )( JI u:>j . . . /Oto/ · }:81.?, .3,. : 5 x 'o =-3 o e;nrr, 2.. 'I-~b = 7 1-r.,' F1-, o<JrlmM 'f;1'VT • 2. Y.. ;) to :. , N,,,.: 1=f }l /70/Z,me,,,... P-;FJ ' 1... L/ y "L :. fr )UO l l y. -I ~p I 3 } b, )( 0 : q F:1 x. t:JJN, .(t;Y.0 :3~ f=)\JT oorz,1Y1erL L ,c.;) 1o -:. 2..1 l?J) }..J-i.' Pt)L. ervr.. . ~ -x· ? ~ LJ i (z.-> t:?00/1,5 ~ so o~ ex.. c.. e,p·r , • DOOIL. 9 Lr.i',-Sj. MANUAL \'J" HEAT-COOL: CALCUt~ATlON .• BUILDER: ro l~L-----~12(JJl::H"=:f2_S . PLAN: . I . . LOCATION: Cr:rlZl,,,$ B,e;,:;;; .. .. ZONE: 7 ORfENTATlON: VA(Ll~ . SQ. FT: 3L?L -_ 1,J /;_ BA.-z.. NO. OF BEDROOM$: '-I--LEVELS: , . SUMMER OUTSIDE . -8L/ .·i=· I.NSlDE .. 2& ·i:: TEMP. Dl·FF. Ga. •i= WINTER OUTSlDE .38' ."F-\NSlDE 7D ·c,:: TEMP. DlFF. .:3 '2... "F ~ . ' . ... EXTER\OR WALLS : '.J?..-J ~ . . F400R AREAS : V_s"tfK~" J 12-) q CElLING AREAS: 12-:-..!) 0 . (;l.A2lNG : 0Vt4-t-L j, D 0111 TYPE OF CONST. FACrOR AREA BTU\-\ EXPOSURE NO. HEAT· COOL LENGTH HEAT'G. C0OL'G. \. W\NDOWS I I ct ·55 . ~"" """' -----L"-"""""" ""'-" ·- AND GLASS , )~ . .35_. """"'"' ""-" 5' / L . /792-0. ~ ""-""' """"""""' . . DOORS (HEAT1G.) ,~ 70 ~"" '\.'\ . I I?..-. 7R-L/ 0 L"-"""""" ""'-" 2. !SKYLIGHT$ rir!>. /35 I 7-~ ., ~, -- 3. WlNDOWS -NORTH. ~""~~ :zo /Db ~"""" ~ ~"' Z-J7-D AND GLASS E.·~ W. ~""" ~"" so Lj(J L ~ ""'""-"""~ 23/00 /DOORS (COO~(;..) _SOUTH ""\ """"" 30 JI~ . """"" """"""' 3LJRD 4. OTHER DOORS jq13, 95 .-I '37: I 1~·. . )71 n 2-?;; L/ 5. NET EXPOSED IJOE 3 2., · ll-3"LP, b 9 8'-/ /c;Cf ~Lj .. WALLS AND PART\T\ONS. f,. CEIL\NGS JY&i 1~ , ..,,...., .. 1: ~. 32.,e,i. L/ L\o. lo L;.-L~ \? AND ROOFS 1. FLOORS AND l7e L-l --- SLAB ED('.;g. ZQ.,q _L/ 0 ~ i.7.o /080 O - 8. SUB-TOTAL BTUH .. 49 c;z_o 40) S1-J 9. DUCT BTUH LOSS 10·0/o Lf.95.L '""' """""" """~ 10. 10 BTUH /SQ.FT.· FOR SE"r-:-BACK-TI(ERMOSTAT 3i5i..o I"-.""""-"""""-"' IL TOTAL BTUH LOSS ... '872-91--~ """"' ""-~ 12. FURNACE $\Zl.NG MULT.lPLlER . _), ?J '""-"" """"""' l3. lrMX\MUM ALLOWABLE OUTPUT BJVH -l/34 79 ~ """""" ~ !Lt. PEOPLE @300 ~ APPLIANCES.@ 1200. ·t;.--1 ~""""""""" ~ 4500 15. TOTAL 5EN$t8LE BTUH GAJ·N '"' """"""""" '-J L/9~ 16. DUCT BTUH GAIN ,j 10°/o .. · ~ """""""" '\ . LJL/9 ~ 17. LATENT LOAD MULTl·PLJER JUNE \to+.15 xt3) . '"""""' ""'"" ~ I/JLJ3L-IL? 18. rITMPERATURE. SWING MULTI PLI.ER . . \ """""" """ }rOO 19. ITOTAL BTUH ~lN l)C/f/ff"Z-~ """"""" ~ 0l}3t6 - 20. MAXfMUM ALLOWABL~ TONNAG,E,:_ ' lo,5 TOL-L 6f20THE~? " \2AlVC H-0 CAf2 tZ.l L.. L-0 u GAr2!-~SA.Q,· CA, UPFLOW ~4:7 FAU ----- Ho12.rz. GtA~ FALJ $12A.v070l't~r2AvO=tst~ DNFLOW G,A, FAU . ---- AFUE. eoro eoro ew OUTPUT ~,ooo 751000 CF!'/\ 1~00 ISoO VE.rz.1'. Coo~4. Co\\... -- Ho2.rz .CooL6'.,Co1L cE3,o;A03'.o G.E:?AAOloO CoNOEN5ilN6' Ut-uT 3Bc\.le-030 ;&c.~_c.Ol..tB eee1< to,o 10,0 To N&:.i -Z.1/ 1.. y AM'E~lCA~ WA1EIZ. HEAiE.12S CAf2J2Jerz CO.,. H·EATlN~ ~ .A/G- SW~ e 9 5 ° 2. e,, t::,OO· t.,-~, 000 5S~~.@95° 2..1 1~7...Y 3Y ODS-· I . WA"Ter2-~e:A1ea ·e,s~-1:r,-15-41'.J ~\...\,.0)4~ 15 .. &TUH lt--lPVT it.t,500 !ZEC, EFFIC. 7too/o 5TAJ.JD•6Y•l...0'" lv / A SN~'/ F,bt:T01( · , 5 I \ E'XT. TAN~ w~r µc, r t:2-et;> p, \ . * K'-4 ,2.. lN'='UL-ATIO·N fZE:q,r::>, ON DUCT7 \)-..1 UNC.ONDiilONEC SF'.AC.i:-~ ~ ~ \6, '4T ~ET·E>AC'-4 ~ E.tz~o~TA"'i~ . A'iZE 1ZEqu1t2.eD . ·, HEATING & .COOLING ) ) Product Data D0'-''7',tLOW 0 HORIZO!\'TAL 58RAV High-Effic:ency Oownflow/Horizon.tal Induced-Combustion Gas Furnace lnout Cacacities: 50,000 thru 135,000 Btuh 80% AFUE At Budget P.rice C.mier provides :in SO'ii: Annu.:il Fuel Utiiizjtion :fficiency (.A.FU='.) g:2s furn.ice for the budget conscious consume:-:ind build: •. The 58R.~ V offeq. the same high. qu:iiiry you dem:md and receive from C.mie:-. The c:ibinet is const.--..icred from a specially selected gaiv:inized steei. Tne:-e 1s :iiso douole protection for :be qbinet. First. a g:2M:inized steei substrate ;,rovicies resist:inc: to rusting. Then the c:ibinet is construc:ed of prc;,:iimed .-te:i -the ,arne :tigh- qu:tiiry finish found on refrige:-,uors and dishw:ishe.:-s. The 58RA V offers a hot suti"ace ignition system which provides a superior and mere reli::::iie igmrion than cider sp:irk re!igi':t sy:;~:ms. -Toe he:.t ex::!"::ing~:-s j_z-; cons:.uct.ed of a!urninized ste::l .1nd covered by a . ZO-ye.:ir Limired \V:ir.:m,y. They ::m: C:lrrier' s patented Super-S he:it exchangers th.it improve hc:it-tr:msfer and en:ible downsizing of this furn:ic: to only .!.Q,-in. ::all. To improve the sound ]eve!. we h::ive incorporated a soft mount induce:- assemoly and a sic~· opening gas v:ifvc., The control board is the c,,rain of this induced-combustion gas furnace. It offers a unicue self-te,st fe:irure ~checks.all· the m.ijor functions of the furn:ic:: within I minute. The contr0l bonrd also fe:1rures a 3-amp fuse th:1t protects the tr:msformel" and contr0I bo:t.-d. Another f cture on the control board i:-an LED st.:ims indicror light to ensure top fu:-n:i.c:: periorm:inc::. ,-Carrier accessories* /;,-,.' 1; I p j / I 1! i i·• i 1!: , .. : u i E~ ·i /1 I 1,• •: 1: I a: i ; i ~ n i~.1----~--=---=·, I_ .. ~ I - DOWNFLOW SUBBASE One cue tits ad tumace sqes., Th• oaM ,s aNqMQ to oe .._ -me rum-or eo11 DOa ana a~ noar.11 is A.G.A. aesogn certdiea for use""'" C,a,ner SIAAV ,_ UNIT SIZE SLSCTf!ONIC AIR Ct.SANER HUMICIFtEFI THSi=!MOSTAT OOWNFLOW SUBSASE MODELJIKAX ELECTRONIC AlRp.EANER· o...u./ewor_,,.._,a.t.-~PIINflS ~ ,_ -S.,,:. ~-CINnll'!q ·- MODEI.49FH HUMIDIFlER ~9136! 3"' aaamq moiimue m _..,.,, w. a Carrw ...__.can ___ CQl'iNmt ana ·luteolUt!lrftn.iliqs.anQ_irt_ <:OIIQIIIOl'I.MOm\aniing_a,r __ ta ,.ai,;, norm11 ooav ""' ---c::,,ma,r at tower~Ntes. I a:so-oa & 12 010-0a & 12 . I · 095~12 & 16 1'15-16 & 20 1:35-20 Model 3fKAX I Model 49F'ri • See Ma~_ter F':ic:e ?ages :<GASS0101AU. . GAS CONVE.t~SION KIT _N.;.a_tu_ra_f-_T_o-.--?ro_. _oa_rie_· ... i ______ ..._, _ _.....,.....,.. ___ :<_G_A_N_P_2_0_0_1_A_t.i.. ______________ _ Fl.roc:iane-i'~arural ! . KGAPN1 so, AL). ·Fact0ry autnonzea anc:t field installed. Gas c:::invel'SIOtl kiis are A.G.A. r~"-c. Physical data oso I °"' l , 05s i I ns I 135 UNIT SIZE oa · 12 · I oa · 12 . I 12 I · 16 · I 16 I 20 -I 20 OUTl'UT C~PACITY (STUH)t Nonweatne~ !CS ! 37,000 I_ 37.000 I . 56.0()0 56.000 ,-iS.000 I iS:ooo I 94.000· i 94.000 I 110.caa INPUT STUM" SHIPPING WEIGHT (W,) CEi=!TIFtEO TEMP RISE RANGE ("!=} C;RTIFtEO EXT ST A TIC PRESSURE . AIRFt.OWCrM SECONDARY UMIT CONTHOI. LIMIT CONTROL HEATING BLOWER CONTROL BURNERS (Monooortl GAS CONNECTION SIZE GAS VAL VE (Redunc:tant)' Manu~ctUret' Minimum Inlet ?Tessunt (In. we} Maximum Inlet Pressure (In. we) IGNmON OEVICE 46)Joo I 46.obo I 69.ooo ss,ooo_ i s~.coo I n.ooo I 11s.ooo I 11s.ooo I 13s.ooo 11a j · 121 I 135 1:39 I 145. I t<tS I 153 I m I 1a2 I 30-60 I 20-so I so-ao I ao-,sq I is -;s I 30 -s9J so-ao I as -as I 45 -;-5 Heating i 0.10 1 · 0.10 I 0.12 · I 0.1~ . I· 0.iS · I· 0.1S · I 0.20 I 0.20 I 0 .. 20 Cooling I a.so . · . a.so · I · a.so I· a.so _ I·· a.so. I o.so I a.so I a.so I o,sa Heating I 720 ii70 660 , . 1200. I 1155 I. 1350 I 1400 I. 1ns I 1690 Coqling l. 895 1~15 I 930 13CIJ . 1395. 1S80 J . 1595 I 1950 I 20S5 I Manual Res.et I S?S1' , So•!O·Slate Tinie Ooerauon 3 . I 4 5 6 1l2•in. NPT . wnne-Roagers I. · _4.S /Natural Gas1 13.6 (Natul'lll Oas) . Hot $urrac:e .. • Gas input raangs are c:emfiec:t for ~ to 2000 It. For elevations acoYe 2000 ft. recu;;i{~g;. 4~ .. lor eac::i 1 coo It aoove sea tevet. Aeter t0 Nauonat Fuel Gas Cede Tatlle ;::,. In Canaaa. derate unit 1a,,. tor e!eYa1iQnS 2000 tt ta 4500 tt al)Ol,e sea.level. r Cacacity ,n ac=rcw,c:a wttl'I U.S. Government ooe !est·oroceaures. !CS -lSOLatec:t ComousllOn System · · ·· _, . '~Dimensions UNITSl%5 050AHD070 I 095:-135 OOWNFI.OW (In Alcove or CloHII Sid--Sing, .. w.11 Vent I 1 I 0 Type S-1 Ooua ... W•II Yem I· 0 I 1r· 6aclC I 0 ., I o, ioa I I 1 ~nt -Slng1 .. wa11 Vent I St I St Type s-1 0ou11 ... wan vem I 3t I· 3:t Vent -Sing1 .. w .. 1 V-I s r 6 Type S-1 Ooua1eowa11 Vent I ,. I' . Indicates sucpty or rawm Sides wnen furnace.is in tne l'lon%0ntat posnion. . Clearance snown 1s tor cutter ena. The .. inlef enu musnna,main 6-4n. mm,-I mum Clearance from tna ventto comcusiiblemaierials.wnen.USll'lg Sll'lgle- wall vent. ; Mintmum 1 8-in. !rent daarance reauired 1or aic:011e. NOTES: 1. ?rovide 30-in. !rent dearanca tor sarvicng. An cpen, aoor in fr0nt ct tne furnace can meet mis requirement. 2. A minimum clearance of 3 in. must ce prtMdec in trc·nt at tne tumace fer combustion air and proper cceration. UNIT SIZE l 050ANO070 MORIZOHT.U. lln . .4riic:,~ or Cnwi~t ·Sld!is· I ,8ac:lc I 0 Top-~w.11 v~ I TYTW S:.1 ~all Vent I i=-:r=-·Sl~all.YWIC I St TYJi:. S:.1 Oauola;,Wall Vant 3t v.m-singie-waa v-, s 1'Y!M s-1 ~.11 v~ MORIZOHT A,!. (1n 'Closll(J Sides" 9aCIC 3 r.,., .... ~wa11·v• 2 Tp~1~•11v..,. 2 ~ -Sing,--W•H Vfflt 6 . TYJ» s-1 0ot,,01e,ow.u 'lent 3 Vent - , Sl~g·1 .. wa11 Vent 6 fype __ B•l .oauoi.;wau v~n! I 4 ~, 6• I 1· THEl=lMOSTAT -71/t'OIA I I WIRE:NTriY T1,·-=·=:., -r--;,--i M ,.---rr-! ! !. ~718-0IA I I ' ACCESSORY z1~s:- ?OWE!=\ ENTMY . [;:~-!)IA HOLE __ ,...__..., rt· c::::: _ =! · --U.J 111 1.-z-otA 39 7.,a- • 5::::: = =I t ~ R.H. GAS EN~Y ACc~'l~~¢----[9 Vs----.. .__; i If I 1 - GAS i:NTMY 10 1"' ===I I. . ACCESSORY t ~-135 0 0 1 St 3t 6 I I 3 I 2 I 2 I 6 I 3 I 6 I 1 3,14-DIA HOLE ·, t' · ~ . ~ I 16 V15·!· ~-·1 ·1 iis· DIA T'"iYF T f r==-----1 T T T . ~ 1,;,s·-J_t_O_l.JTL.E ___ I -,-~--:..1.1,;,;.r.t::;.~~~-n'~e--Jh 13 s~i _I I I 7_J L:%-iYP 19'" · i::; 114• .---,-A '11frs-~,--1 1;,6• 111,s· ~ -J ~2 1/i!- NOTE: AODmONAL. 7~'"01A K.0. ARE · AIRFLOW DIMPL,ES TO DAILi. HOLES. LOCATED IN THE TOP PLATE FOR HANGEE BOLTS (4 ?LACES) ANO SO'i"TOM Pt.ATE · IN HORIZONTAL ?OSITION DIMENSIONS <In.) . · 1verrcoN~ -050.QI 14-31't6 I 12·9/16 I 1·2•1,1/16 I ~ 050-12 14-3/1'6· I 12-9/16 I 12-11116 I ·4 -07l>-4I 14-3116 I 12~9116 .1 . 12-11(16 I 4 070-12 1-4-3/'.16 I 12-9116 I .. 12~11h6 I 4 ,. 095-i12. I 17-1/2 I 15-718 I 16 I 4 . ' 095-16 17-1/2 I 1,5-718 'J 16 I 4 , 115-~6 i7•1/2 I 15-718 I 16 I 4 11~ I 21 19-31,8 I 19-1~ 'I-4 24-1/2 . I 22-718 .23 1 . s -. ') .~ Performance, data UNITSIZS OIRSCT-OR1ve MOTOR Ho (PSC) MOTOR FUU.. LOAO AMPS RPM (Nominal)-SPESOS 6LOWEFI WHESL. OIAMETER x W!O~ (In.) ?11 .. iEFI SIZ: (ln.)-WASHASI.S ?SC-Permanent Solit Cacacitor UNITSIZE I SPE..=D 0.1 I Hign l 1100 050-08 Med-Hign 860 Med•l.Ow no Hign - 050.12 Med-High -Med•l.ow 1170 Low 1020 I Hign I -070-08 ~-Hign -Med•l.ow --Hign -f10.;;) Med•Hign -Med•l.ow 1200 Low 1~0 Hign - 095-12 Med-Hign -Med-l.cw 1165 Low 96;5 -Hign 1855 (:ss-15) Med-High 1595 Med-I.ow. 1355 Low. 1170 -Hign 1930 115-16 Med•Hign 1685 Med•l.oW 14~ Low 1250 High 2235 115-20 Med-Hign 1995 ME!d-l.ow 1735 Low 1510 Hign - 135-20 Med-Hign -Med•l.ow 1700 Low ,~ -Indicates unstaole oceranng conditions. UNITSIZE J . I as~ , I aso-12 I· o~ 010-12 · qgs.12_ I oss;.1& 11s-16 I 11~2P I 135-20 · 1-t/5 I 1/3 I. 1,s l/3 ,r,3 I .. 112 112 I 314 I 3/4 2.9_ s.a I. Z.9 s.a s.a 1-.. 7.g I, __ 7.9 11.1 11.1 1101s ... Jf101s ...,..4, 1015~311015_ '--'I 1015-J.f1015-4i ,01s-4j 101s -4! '1075-4 j 1_0x6 [. iox6 I 1ox·_6 r 1Q=!;6, I 10x7 I 10x8 I 10x8 j 11 x 10 i_ 11 x 10 I · (2) 1s;2o·x 1 AIR DELIVERY-CTM (Witfl Filters) .. SXTEFINAI. STATIC PRESSURE· {In. wcj . . I o..z I 0~ I 0.4 I Q.S. i:1.6 I 0.7 I a.a I 1050 l \1000 r 950 895 I 6"° I 760 650 820 790 760 · 710 655 580 480 ·685 -~ 615 569 505 4.40 360 1·400 1355 1300 1?15 1130 1050 960 . 1295 · 1253 1190 1115 1045 975 890 1150· 1,·15 1060 1005 95Q 880 800 1010 980 945 985 8S0 78S 71S . I 1010 I 975 I 939 / ?85 I 825 .I 745 -a,s 800 765 ns 68S 620 550 6!)0 645 520 .590 a ... 545 480 415 1490 1425 1~ 1300..., 1240 1175 i,oo 1345 1300 1255 1200 1140 1075 iodo 1180 11.:l() 1100 . t060 1015 sso 895 1oop 985, 950 915 880 635 78!) 1575, 1515 145. 1395 1325· 1230 1120 1:380 13AO 1285 1230 /,,ss 1095 1005 114S 1130 1090 1055 ~ 940 870 955 ~ 910 885 • ,; 785 iOS 1765 11,0 1665 1sao-1570 1.:.10 1310 1570 1530 1-485 1410 1355 1280 1200 1345 1305 12'70 1220 1170 1110 1025 1170 1140 mo 1075 1025 965 890 1850 ,no ,sas 1595 1505 1405 1305 1630 1580 1525 1A.i5 1370 1285 1195 1~ 1370 1325 1280 1225 1155 ~070· 1240 1210 l170 1150 1095 1035 950 2185 Z110 2030 1950 183S 1700 1540 · 1970. 1915 t845 1765. 1680 1545 1415 1735 1675 1625 1565 1480 1370 i26S 1soo 1485 1455 14()() 1320 1230 1130 Z2SO 2190 2130 W55 1960 1875 1760 2000 1960 1910 1850 178S 1710 1615 1690 1670 1650 1610 1560 1490 1435 14?() 1480 1460 1430 1380 1320 ,255 ENERGY WJCIENCTl . ·~ ! qso l m I I oa I 12 j oa j · 12 I· 12 l 1s I ,s 20. I 135 CAPACITY BTUH-Nonwea~ ICS l 37.poo I 37.ooo J 5s.ooo 1· ss;ooo I 15:000 1 75.ooo 1 94.ooo 94.000 I 110.000 AFUE ·~· Nonw~l!rized ICS I ao.o J 8().o -I 80.0 I 89.0 · I· · ao,o . 1-aq.o · I 80.o • Caoaeity and AFUE in ac=rdance witn U.S •. Govemment COE test~ IC$-!solatea CombUS1ion System 6 . ; '':: 80.0 I ao.o •• HEATING & COOl.JNG Cocyngnt 1997 C.imer Corcoranon Product Data 38CKC(Q) (60 Hz) Alr Conditioner 38CKC Sizes 0l8 thru 060 38CKQ Sizes 024 thru 048 Model 38CKC(Q) E.'1ergy-Efficient Air Conciitioner incorporates innovative technology co provide reliable summet"cooling performance. Built into· these units are the fe:icures most desired by homeowners today. including SEER racings of up co I 1..5 when used with componencs desi!?Ilated by manufaccurer. The 38CKQ is specific:illy constructed fol" manufactured housing. :md is listed with RADCO. All models are listed with UL c-UL •• .1..RI. CEC. md CSA-EEV. FEATURES/BENEFtTS Elecnicai Range -All unitS ::ire offered i.n 108-230v singie phase. ~e-phase unirs are :ivailable from 030 through 060 sizes in 1081230v and from 036 chrou~'l 060 sizes in 460v. Wide Range of Sizes -The 38CKC is available in 7 nominal sizes from 0,l 8 through 060 co meet the needs of residential and light commerc:ai applic:ltions. The 38CKQ is available in 5 nominal sizes from 024 through 048 co meet the needs of the manufactured housing marker. Weather .-\rmor II C;ibinet -Tne stee! is protected with a galvanize coating :ind cre:ited with a la yet" oi zinc phosphate. A modified polyester powder coating· is then applied and baked on. providing each unit with a ·h~ smooth finish chat'will lasc for manyye:irs. · All screws on c:ibinet exteriot" are coated fora long-lasting. rust-resist.mt. quality appearance. Totally Enclosed Fan Motor - Provides gre:tter rc!iability under adverse conditions and dependable :-:,rm 38C:<C· l PO 00 UNIT SIZe SERIES . 018 d' 018 2 Q24 0 024 I 024 2 -~ ·~ 030 0 . 030· I 030 _2' . 036 0 036 l 036 2 036 3 OU 0 042 I ..., 048 .o -048 1 060 0 060 I '· A AllllllSCIIAll!lE ---M --1 AIU UI I t ----Aso I Alli lllSCIIAI IOE ~ 1--~ l;-- l_ (/11(//)~~~~-~,:~,~\\\\\ll\l ;:;;; V flflll l'OWfll SUl'l'I i COIUI _ a@IPJilMll~ _ 1/a •"1 otAUCkf Willi 1,_ 0 I 111 ·UI lllA KIIOCKOU I AIIO I :1/1·!11 DIA l<IIOC,<OUf +~ AUll/1-)1- >/1 -u, "'A \\\I<i>]~l~~OO-~'a'""' a "tlfllClWII • lll_j()CKOUIS _;. _;;:-; . 121 l'IACE S 'I . , -,-,---.·· AUllllSCliAllOE I· 1 --1:--f ·· AUUI fl~-···-L - 0,UI,\ VAl,'OIUINE COiMI ~-·10------ '-""'-----11-· .... HOll:S: I. Allow 30 lo. clo1111u\Ccl lo :.o,vlca :.ldo ol llnll, -1a-~1.11bovo u~I; ll'lo, 011 ooa_skla, -Ill In. . · 011 10111ulnhJ 1IJ11. 11ou 24 ·111. Lillwoon units for pr:Xo' ahllow. 2. Mlulmum ou door oporuliou amblonl lll c:ootuio mo o 1, 55"f, IIIIIX. 125°1;. · :i. •s·o,lli:. i10~1ii111on b 1111, 1:iu11>04111011 ol lhe unll modol nu' u,. . -1. Cen1e, ol 111avliy·<11, :1 Dll\-aENtilONS (IN;) 4fll~ Dl!,11:NSIQ~S p C i'l _E f a II J· ' K ~ .. , M" It 18 ' 21-15/16 3·3/16 5/1! 3 15 16-5/16 17-3/4 10-3/16 16-1_/0 17-;114 ?·7/8 8,3{~. , JO, ~3-151i6 -3-3/16 : '5/8 .. :} 15 16',5/16' 17-3/4 10·3/lt;l lij-1/8 ' 17-3/4 .. 7'118 8-3/B 18 ·2:3·15/16, 3-3/16 5!.I! a ,15 · i6-5/1.6. . ' 17-3/4, 10-3/16 f6-UO ·17-314 NII!, 8-3/8 10 25-15/16 . 3-3/16 ' 5/0 3 15 16-5/lt;i' 11·311 I0-3/16 16-1/0 J7-3/4 7·?/8 . 8-3/8 !_8 ~-5-15116, · 3-3/16 5/8 3 15 16_-5/16 17-3/4 -l(_)-3/16 16-1/8 17-3/4 7-7/fl .. 8-3/8 . 22-112 21:15/16 3-3/16 ~4 3-i 1/16 10,-1/0 19;:)/4 22-1/4 H<!/O . l'D-0/16 22-VJ6 10-310 . 1()-1/4 ~2,1i2 2l-15il6 3-3/16 314 3-11/16 16-1/0 19-;i/4 22-1/,j 14-3/0 19-0/16 · 22·1/!6 · _10-3/0 I0-3?4 . 22·1_/? . 2:3·15!16 3-3/i6 3/4 3-li/16 10·1/0_, 10-3/,i "22·1/4 i4-3/0 ·,o-011ll 22·1_/16 -10-3/0 I0-3/4 22· l/2 25-15/.16 3-3ll6 . -3/4 3 .. j 1/16 16-1/0 19-:)i4 .22-1(4. 14-3/8 01'9-0/16 22-1/16 10-1/4 9-1/2 ~2-1/2 25-15/16 ' 3-3/16 3/4 . 3-11/16 I0-1/0 19-3/4 22-1/-1 14-3/0 10-0/16 22-1/11! !0-1/4 9-1/2 22-1/2 ,23·15l16 3-3/16 3/4 '3-11/16 16-1/0 i0-3/4 22-1/4 14-3/8 19-9/16 22-1/16 · 10-3/8 10-3/4 22-1/2 25-15/16 3-3/16 3/4 3-11/16 16-1/0 19-3/4 22-1/4 M-3/0 19-9/16. 22-1/16 10-3/8 10-3/4 22-1/2 29-15/16 3-1/4 7/8 3-11/16 18-1/0 19-13/16 22-1/4 14-3/0 19-9/16 ?2-1/16 10-1/4 9-1/2 22-1/2 2!)-1,5/16 3-1/4 7/8 3-11/16 18-1/0 19-13/16 22-1/4 14-316 19-0/16 22-1/16 10-316 10-3/4 qo 27-15/16 3-1/4 716 6-i/2 23-1/2 27-!/4 29-3/4 20 27-1/16 29-9/16 15 13 30 27-15/16 3-1/4 7/8 6-!/2 23-1/2 27-1/4 20-3/4 20 27-1/16 2!)-0/16 15 13 30 35-15/16 3-1/4 7/8 6-1/2 23-1/2 27· l/4 2!)-3/4 20 27-1/16 29-9/16 15-1/2 14 30 29-15/16 3-1/4 7/0 ~-1/2 23-1/2 27-1/4 29-3/4 20 27-1/16 29-9/16 15-1/2 ·14 f 9-3/0 9,j12 9·1/2 10:11/1 10-l/O · 10:314 10-3/4 10-7/0 11-1/4 1'1-1/,j 10-7/0 11-1/4_ 11-5/0 lH/6 . 14-1/2 14-1/2 15-1/2 ·15 I\UIOn MINIMUM MO!JN,TING PAO, . OIMfN_S_IONS 181118 18x II! 1/l°x 18 18-x IO· I/) x 18 22-1/2 x 22-i/2 22-1/t x 22-112 22--1/2 ~ 22· 1/2 22-1/2 x· ~2-1/2 22, !/2 z 22, l/2 22-1/2 X 22-1/2 22• l/2 X 22-1/2 22-1/2 X 22-J/2 22: II? x 22-1/2 30x30 30x30 30x 30 30 x 30 0 -· 3 CD :J (/) -· 0 :J CJ). I u) 0, 0 " .0 "' . .., Combination ratin.gs continue·d UNIT SIZE·SSRIES 024-30, 31, 32 INOOOR . MOOE!.·, . :03ANA024 ~!3ANA030 ;=;:t(A.S!NA024 Fi=IIA.S1NA030 .i=G3AAA024 i=K4CNF001. Fl<4CNF002 Fl<4CNF003 CCSAICOSAICOSBA024 CCSAiCOSAICOSSAOOO CCSAICOSAlctlSBW024 CCSAICOSAICOSBW0:30 C03(A,BlA024 C03(A.SlA030 CJSA/Cl<SA/CKSBW030 CK38A030 .. CCSAICOSAICOSBA024 CCSAICOSAICOSBA030 CCSAICDSAiCOSBW024 CCSAICDS.A/COSSW030 C03{A.S)A024 C03(A.SlA030 CJSA/CK5.AICKSSW024. CJSA/CKSA/CKSSW030 CK38A024 CK38A030 CCSA/COSA/COSSA024 CCSAICOSA/COSSA0:30 CCSA/COSA/COSBW024 CCSAICOSA/COSSW030 C03(A.SlA024 C03(A.SlAOOO CJSA/CXSA/CKSSW024 CJSAICXSA/CXSSW030 CK3BA024 CK38A030. TOT..C~P. 8TtJH ,., ?l'IQ 23,000 22.500 23.200 22.000 23.200 23.400 . 2:3.600 I 1'ACTOAY· SUPPUE!l afHANCl:· Men° NONE . NONE TOR i'OR NONE iOR& iXV . iOR&TXV i'OR&TXV . I -., C~RRll:H'G.1S FURNACE OR , STA~OARO· . AcC1:S$0RY ·RATING, T'OR'I" '10.20 - 10::ao - 10.00 - 10.00 - n-.20 ti.:30 f:t.SO 10.00 COILS .,. 5BMVP.04o-1'4'VA'RIASLe•SPE:D FURNACS 22.400 22.500 22.400 22.500 22.400 22.500 22,50() 22.500 i'OR iOR iCA iCR i'OA iCA i'OA iCA tO.SO 11.00 td.SO 11.00 td,50 11:00 10;50 .10:so .... -- 22.400 TOA. 10.50 -- 22.500 :r'OR f.1 .CO - 22,400, i'OA 10.SO - 22.soo: i'OR 11.00 - 22.400 TOR 10.50 - 22.500 TOA· 11~00 - 22.~0 TOR 1o;so - 22.soo TOR .· : 10:so · - 22.400 TOA 10.50 - 22.500 TOA 10:SO - COILS ... , 58M\t'l='080-14·VARIABL=·SPe:o 'FURNACE' 22.400 TTJA iO;SO, .... 22.SOO TOR 11.00 - 22.400 iCA 10.SO ·- 22.500 TOA 11.00 - 22.400 i'OR i0.50 -22.SOO iOA 1i,OO · - 22.400 TOA TO,SO .... 22.500 TOR 11,i:J0 - ,22.400 TOA TO.SO ' - 22.500 . TOA 11-.!lO - t0.20 10.20 10.00 ,a.co 10.00 10.SO 11.00 10.SO n.oo 10.SO 11.00 IC.SO 10.SO 10.SO 11.00 10.SO 11.00 10.SO 11.00 TO.SO 10.50 TO.SO 10.50 10.SO 11.00 10.SO 11.00 10.50 11.00 10.50 11.00 TO.SO n.oo SOUND RATING /dBAl . 3() 80 50 ao ao 80 80 80 80 80 ao BO so 60 50 so BO 80 80 80 ao 60 BO so 80 80 ao ao 80 ao 90 90 ao 30 90 80 CCSAICOSAICOSBA024 22.400 TOR TO.SO -JO.SO SO CCSAICOSA/COSSA0:30 22.500 · JOR n .00 -11.00 80 CCSA/COSAICOSSW024 22.400 · TOf,t TO.SO -10.so 80 CCSAICOSA/COSSW0:30 22.500 · TOR ti.CO -n.oo 80 C03(A.S1A024 22.400 'iOR TO.SO -TO.SO ao C03(A.a}A030 22.SOO ii"OR Tl.CO -1.1.00 ao C03CA024 , 22.«10 TOA 10,50, -10.50 30 co:ir:.:.ooo · 22.400 mR 11:00, -11.00 ao CE3AA024 22.400 iOA 10;50 -TO.SO 80 CSAA030" 22.500 :rnA 11.00 -11.00 so C.:5A1Cl<SA/CKSSA024 22.400 TOR TO.SO .,.. 10.50 ao C.JSA/CKSAICKSSA030 22.500 TOR 11.00 ·-11.00 ao cJSAICKSA/CK5BW030 22.SOO TTJR 11.00 _ -11 .00 SO CK:38A024 22.400 iOA TO.SO -TO.SO SO CK38A030 . 22.500 TOR 11.00 -11.00. 80 CCSA/COSA/COSBA030" 28.000. NONE 10.00.' . ·10.10 10.10 ao CCSA/CCSA/COSSA0:36 29,000 NONE 10.00 10.10 T0.10 30 CCSAICCSA/COSSW0:30 28,000, NONE T0,00· 10.tO 10.10 80 C03(A.8)A030 28,000 NONE 10;00 10.10 TO.TO ao C03(A.SlA036 29.000 NONE IQ.CO 10.10 10.10 ao C03CA030· 27.800 NONE --10.00 10.00 30 COSAICPC3~0SB' W6036 28.000 NONE '10.00 10.10 10.10 30 29.000 NONE 10.00 10.TO 10.10 ao Cc3AA030 27.800 lliONE 10,00 10.10 10.10 ---+--~00 ~ CSAA036 !II.--~-28.600 _ _,. NONE ---•10.00 _,.._10.10 --10.10 -.. - CF5AA036 28.aoo NONE 10:00 TOHO T0.10 ao _____ ...... __, CGSAA036 28.800 TXV 10.00 10.10 -ao r ~ CJSA/CKSA/Cl<SBA0:30 28.000 .NONE fO:OO TO.TO 10.10 80 030-30 31 3:Z C.:SAICKSA/CKSBA036, 29.000 NONE lo.co 10.10 10,10 so I -0 '51 • · C.:SAICKSAICKSSN036 21.000 NONE 10.00 10.10 10.10 90 :i ' CJSAICXSA/CKSSW030 28.000. NONE· i0.00 10.10 10.TO 80 '-CJSAICXSA/CKSSW03S 29;000 NONE 10.00 10.10 t0.10 BO '-Cl<38A030 28,000 NONE 10.00 10,TO 10.10 80 -Cl<3BA036 . · 29,000 NONE. 10.00 10.10 10.10 80 CMSA/,CMSBA036 28,'000 NONE 10;00 10,10 10.10 80 F{~.8,l4ANF030. 27.600 TOR _ 10;00 -10.00 50 F{A.8)4ANF035, 28.200 TOR 10.00 -10.00 BO FC48NF030 27.500 · TOR &TXV 10:00 --ao FC-iaNF0:33 29;000 TOR & TXV 10;10 • --80 FC48NF036 28.200 i'OA & TXV 10.00 --BO F03ANA030 27.800 NONE -. 10.00 10.00 ao FF1(A.6)NA030 28.000 iOR TO.CO -TO.CO 30 FG3AAA038 28,000 ~ONE 10.00 10.10 T0.10 ao . FK4CNF001 , . 29,000; iCR.& r:<V 11 00. -ao See notes on pg. 18. 11 - ., Combination-·rati:ngs co.ntinued- ... UNIT INOOOR SIZS-SEAISS MOOE!. CCSAICOSAICOSSA0,;2 CCSA/C05AICOSac048 CCSAICOSA/COS8W042 CCSA/COSAICOS8W048 CC3(A.S()A048 C03CA.Sl~2 C03CA042 C03CA048 COSA/C058A048 CE3AA042 , C!:JM048 CJSAICl<SAiCKS8A0-'2 CJSA/Cl<5AICKSBW048 Cl<3SA042 042-30, 31. so. Cl<38A048 S1, 61 CCSA/COSAiCOSSA042 CCSAIC05AICOSBC048 CCSA/COSA/COSSW042 CCSA/COSAiCOSBW048. C03(A.S)A042 C03(A.6)A048 C03CA042 C03CA048 COSA/COSBA048 CS3AA04.2 CS3AA048 CJ5A/Cl<SA/Cl<SBA042 CJSA/Cl<SA/Cl<S8W~ Cl<38A042 Cl<38A048 C::SAICCSA/CDSBA060 CCSA/CCSAi:CCSBC048 CCSA/COSA/COSBW048 CCSA/COSA/COSBW060 C03(ASlA048, C03(A.Sl~060 C03CA048 CCSAICCSBA~ CE3AA048 ~-· CF5AA048- CGSAA048 A/Cl<SA/Cl<SBA048 ~ ) 048-30. 31. so. 51, 60, 61 / - See notes on pg. 18. 16 CJSA/Cl<SA/Cl<SBA060 CJSA/Cl<.5A/Cl<56('1048 CJSA/Cl<SA/Cl<SSW048 CJSAJCl<SAIC!(SBX060 Cl<38A048 CX38A060 CMSA/CMSBA048 r:(A.5)4AN(F.3l048 i=(A.8\4ANIF.Sl060 i=o4ANB070 F84CNF006 FC48N(F.Ell048 i=C48N!F.El)060 r:C48N8054 i=C48N8070 r:G3AA048 ?'G3AA060 FK4CNF005 CCSA/CCSA/C058A050 . CCSA/CC5A/C05BC048 CCSA/COSAICCSBW048 CCSA/COSA/COSBW060 C03(A.SIA048 C03(A.SIA060 CCSAICOSA/COSBA0,60 CCSA/CCSA/CCSBCOAS g~gggzgg~~·- CC3fA.SlAO<&S CC3CA.S1A060 CCSA/CCSA/CC58A060 CCSAIC05A/CC58Cl48 CCSAICCSA/CCSBW048 CCSA/CCSAICCSSW060 . .. FACTORY• I .... ....... 1 SUPPUEO FURNACS:OR TOT. CAP. e,lftANCS; STANOARO ACC~RY ACCSSSORY STUH MENT ;:i_ATING . i-t:lRt TXV:t -COILS ... S8U(H.X)Vi00.,.20 VAAIASI.S•S?E::iO FURNACS ~000 iOA· 10.so -10.SO 40.000 TOR 10.70 -10.70 40.000 iOR 1Cl.SO -10.S0 40.000 TOR 10.70 ·-10.70 40.000 TOR 10.-70· ..... 10.70 40.000 TOR tO.SO --10.SO 38.000 TOR 10.SO ~ 10.SO 39;0!J(l iOA 10.70 -10.70 40.000 iOR io:10 --10.70 40.000' iOR 10.SO -· 10.SO .:0.000 1'.'0R 10.70 -10.70 40.000 1'.0R 10.SO -10.SO 40.000 TOR 10.70 -10.70 40.000 TOA 10.so --tO.SO 40.000 . TOR. 10.70 ...... 10.70 . COILS• S8U(H.X)V1:Z0-20 VAAIASI.S•SPEED .FtJflNACE 40.000 TOA 10.SO -10.SO 4(J.000 iOR 10.70 -10.70 40,000 iOA 10.SO -10.SO 40.000 TOR 10.70 -10.70 40.000 TOR-10,so -10.50 40.000 TOR 10.70 . -10.70 ~.000 TOA 10.so --10.so 39.000 iOR 10.70 -10.70 40.000 TOR 10.70 -10.70 40.000 TOA 10.SO 10.SO 40.000 TOR -10.70 -10.70 40.000 TOA 10.50 ·-10.50 40.000· TOA 10.70· -10.70 40.000 TOR 10.S0 -10.SO 40.000 TOR 10.70 -10.70 4&.000 NONE 10:00 10.SO 10.SO 4.5.000 NONE lQ.00 10.S!l 10.so 46.000 NONE. 10:00 10.SO 10.50 47,.300 NONE 10.20 l'd.SO 10.SO 46.000· NONE 10.00 10.SO 10.SO 46.000' NONE 10.20 10.SO 10.SO 45.SOO NONE -·10.00 10.00 46.000 NONE 10;00 ·10.so 10.SO 46.500 NONE i0.20 10.50 10.SO 48,000 -~ NONE'!iilii -10.20 10.SO 10.SO 46.000 NONE 10.20 10.50 10.SO 46:000 rxv 10.20 10.50 -46.000 NONE 10.00 10.50 10.50 46.000 NONE 10.00 TO.SO TO.SO .:.4,500 NONi: · 10.00 10.50 10.SO 46.0QO NONE-·10.00 10.50 10.SO ~?.SOO NONE -10.:20, TO.SO. 10.50 46:000 NONi: 10.00 10.50 10.50 46.000 NONE, 10;00 TO.SO 10.SO 46.000 NONE 10~0. 10.50 10.50 ~7.000 iOR 10.50 -10.50 48.000 iOR 10.50 -10.50 .is:ooo TOA 11.00 -T1.00 49.000' . TOR 11.SO. -11.SO 47.000 iOR &TXV 10.50 --47.500 iOA & TXV 10-.So --48.SOO TOA &i'XV 11.00 ..... -~ iOR &.i'XV ,,.co - -46.000 NONE 10.00 1().50 10.SO 47.000. NONE 10.20 TO.SO ,a.so 48.000 roR & TXV, 1.1 .so ,., - COILS•-58MV~14 Vl','Rl,!'81.S•SPE:D, fURNA~!;, 45.SOO iOA ... T0.40 ' . -10.40 ~ TOA TO.SO -TO.SO 45.500 TOR 10.50 -TO.SO 46.000 iOR 10.50 -TO.SO 45.500 TOA 10.SO ·-10.SO 45.500 TOR. 10.40 -10.40 COILS+ 58MVP060-14'V.11.AIASLS•SPEEO FURNACE ' 45.500· TOR 10.40 - I 10.40 45.500 TOR 10.SO ,a.so 45.500 TOA 10.SO -. 10.SO 46.000 TOR iO;SO -10.SO 45.500 TOR 10.50 -10.SO 45.500 -· TOA-.. 10.40 ---10,40 COILS_.,; 58MVP08G-14 VAAIABLE•SPEEO FURNACE 46.000 TOR 10.SO -10.50 45.500 TOA 10.80 -TO.BO 45.500 TOA 10.80 -10.80 46.500 iOA 11.00 -n.oo SOUND RATING (d8A) 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 82 32, 82 82 82 82 82 82 82 • ( ( __ ' ~- .. SUPER EAGLE · RESIDENTIAL GAS WATER HEATER Available in 40, 50, 75 and 100 Gallon Gas Models. · Ultra High Perlormance, High Efficiency an~ High Recovery • 5-Year Limited Warranty· on Tank·· • 5-Year Limited Warranty· on Parts • 2 11 of Polyurethane Foam : Non~CFC • Fused Cerami~ Shield Tank™ • Unique Flue Baffle Design • Set and Forget· Thermostat • Additional Side Openings for Combo- Space Heating • Factory-Installed' Stele Temperature . and Pressure Relief Valve • Aluminized Steel Multi-Port Lo-NOX Burner for Natural Gas -Cqst Iron for Propane ·i-:,·· •• ·-;-.•. · .. --~. PROLinern Super Eagle® 5-Year~ Gqs G52-40T60-4NV G52-75T75-4NV Dimensions in au cnarts snown ,n mcnes, Above moaels are natural gas. io order orooane r.'ddefs. change ·w ;uttix to ·p· -sUJlix. ·umued warranry on tank ana carts. Coino1ete ce!a11.s in manual. •;- 53 i,'4 258 I- G52-S0T63-4NV G52-100T88-4NV ·s Gallon Mooers .,,a, u· ,;n Cenrer. 1 • NFIT 100 Gi!IOn •,1oaetS ara i5"~ Cinl!!f'. • •:.2: NPT • ! • ! ;. C o-: -. ' I i i I I ;-4--5-.t K ! 0: . 77·D ! ! : I:..,, __ ___ __L_!._j ti ti _,_ ' I ~ .. PA.GE 162 SECTION 1 GAS-WAT'E.R HEATERS APRIL 1996 Rated Rated 1~ Hr S1~9• Rcwy 1st Hr Storage Ri:-.,y Model (Foot Rating. Energy llo4um-. lricM,t effev. M~del (Foot Rating. Enlff9Y Volume.: lni,ut EHr::v. Number Notel Gal• Fao:tor G.ls MmiH %. .Num};,er Notel Gals Factor Gals MBTUH ¾ AMERICAN WATER H'EATI:R GROUP '(CONT"OI AME~ICAN WATER HEATER GROUP (CONrDl • GSZ•40Tj4•JH I 1,2).i ;3 ,52 . 40 J.&.0' n• ·. ~T2·S0TSJ•411 ( Zl.: 36 .55 so 53.~ :s Ga2•40Tj4•JH { 1.z:.: S3 .sz ,o . ,,.0 n -jS2·50T63•:!II (,Zl.; 16 .55 50 5·l .. ~ 75 iUIUlOT!SNI {A,Zl ;3 .•S2 ,o 3.&.0 11' aa2·-sorsJ-411 12i.r 36 . .s.s so SJ.-: ~s R!il[4l0TlSN9 (A, Zl 53 .52 40 J,1.0 !7 a10;·75T;T,5·u. rzi.10 120 • SI 75 ;J. s ,s illil[UOT10SNI (A,Zl 53 .sz 40· J,&.Q: 1-1 RIIUlOT10SN9 (A,Zl SJ .52 ,o· 34,0 71 e G52•7ST75•411 .. 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Gi,·~0S40•Jl7 (Z!: sz .51 40 !O.O ;s e GSZ·50TSO·•H (211 n .51 so 50,0 rs• :iicz-~osJ:J-1? r21.; 52 . 59 40 1J,O ~1 Gl2•50TSO·•~ {l).t 37 .51 so so.o 75 G!l-10SJJ.·JP (Z).: ,sz • 59 40 Jl.~ . ' ?VGt02·50TS:J•JN cc.z).; 35 . SI 50 ·53,i H GS2.·40$JJ•J?' (ZJ: s, .ss 40· JJ.O ,. FVGt2•50T5J·JN cc.::,: 95 • SI so 53.S TS: GiZ·40S,:!~·lP (Z): ·5? • 59 JO ;~.c ?VGS2·50TSJ•JN: ( C, Z l, ,5 .a1 50 53.i 75 · GIOl•40TJ4•JP CZ): 53 • 57 .tO !!.O .. ?VGl1·SOT5J•JII CC,Z): 35 .SI so 53.S 75 -Ci 1 I ·.t0TJ£•JP CZ) SJ . 57 .tQ H.O r~ Gt0%·50T5J•tH (Zl ;5 .ss so SJ.O ;s GSl·.tQTJ4•JP (Zl 53 .57 40 1.1.J -~ RESIDENTIAL CERTIFICATE: Residential Land Owner, please read this· agreement carefully and be · sure you thoroughly understand before signing. Property owner signature is requjred before a building pennit will be issued. Your signature is confirming the accuracy of all information shown . . ~a"_)~d/4v,1i Name of Owner Name of Project Z&>WOr~ Address Carlsbad Tract Nwnber Otaci~ CU 92849 City, State Zip Code Carlsbad, California City, State Zip Code 7ict ?3507(JJ Telephone Number TotaLNurilber of Units. ZZf---.8/1-oL( /o613 Assessor's Parcel Number(s) or APN(s) an.d' Lot Number(s) if not yet subdivided-by County Assessor. As cited by Ordinance No. NS-155 and a(Jopted by .the· City of Carlsbad, Qlliforµia, the City is authorized to levy a Special Tax in Community Facilities District No. i. As cited in Policy 33 .and adopted by the City Council, this Special Tax will not be allowed to pass through to the homeoW1ter. At the time a building permit is issued the Special Development Tax -One-Time is due per (Jwelliilg unit. In addition, there may·be Special Taxes outstanding on the cqrrej].t tax roll or if a permit is issued after March 1, taxes will be levied in the COJ1Uilg :fisgd year. All of.these speciai taxes are the responsibility of the developer, Accordingly, I agree to pay all of these· C1lrl'ent,:01Jtstanduig ancJ future Special Taxes. These taxes· may not be apportioned to the homeowner as part of escrow closing. (Note: Reguiar county taxes may be prorated.) I understand that by signing this I am agree\ilg to this provisiol). .. I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY 1HAT TIIE UNDERSIGNED IS TilE PROPERTY OWNER OF THE SUBJECT PROPERTY AND. THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. &~ Signature of Property~ Title -7 . 2. dh,~s~7z Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this igfonnation. -j' City of Carlsbad · N-:.J!OGhh·l•l§·Shh,t§hi CERTIFICATE OF COMPLiAN.CE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City and the appropriate school districts and returned to the City prior to ::;::::::~permit The Ci~ot ~;zz;gp:lt w£:2etez;: if Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner'(s') Name(s) Project Description: Building Type: Residential: . . Zuf-'3/~of -121 Or!J5 <;Fo. Number of New Dwelling Units .. · I Square Feet of Living Area in New Dwelling 3 Z g b Second Dwelling Unit: Square Feet of Living Area iii SDU ~ . . Res. Additions: Net Square Feet New Area Comerc./ Ind.: City Certification:· Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (434-0661) Encinitas Union School District 101 South Ranch Santa Fe Rd Encinitas, CA 92024 (94-1-4300). Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD n areas ! red School District 215Mata Way San Marcos, CA 92069J736-2200) . ieguito Union High Sch 710 Encmr as v . Encinitas, CA 92024 (753~6491) I / Certification of Applicant /Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided is correct and true to the best of the OY{ner's knowledge and-that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increi;1se in the number of dwelling units or square footage after the building permit is issued or ifthe initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developetof the above described project,(s), or that the person executing this declaration is authorized to Sign o behalf of the Owner. Signature: Date: 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 •· (760) 438-1161 • FAX (760) 438-0894 SCHOOL DISTRICT SCHOOi,.. FEE CERTIFICATION {To be completed by the school district(s)) **************************~************************************************************************ SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING (Check one ): Gov. Code 53080/65995 (AB 181) Gov. Code 65970 (SB 201) Government Code 53311 (Mello -R0os) s Prior Existing Mitigation Agreement Note; Exempt from fee requirements · I (ln?icate Date and Number_ or name of Agreement) I Total amount of (new) floor area within the .building Fee Amount per Square Foot Amount Collected -Or if subject to Prior Existing Mitigation Agreement: For Detached Reside11tia·I Dwelling Units or Attached Dwelling Units >· 1600 Square Feet Total Number of Dwelling Units ··; . ---------'------Amount per Dwelling Unit lt?k0-:5,.. ;$ Amount Collected /9 ft,t;,, ~5 -and/or- For Attached and Detached Dwelling Units< 1600 square feet/ per dwelling (If applicable) Total Number of Dwelling Units · Amount per Dwelling Unit Amount Collected SCHOOL DISTRICT: This is to certify that' the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the information presented above ahd due to the School District. The City may issue building permits for this project. SIGNATURE OF SCHOOL DISTRICT OFFICIAL ~ & ;~1t NUMBER .. . ~D~ NOTICE OF 90 DAY PERIQD FO~ PROTEST _QF FEES The Carlsbad l,Jnified School District has elected to imposed the fees and/or amounts herein upon a finding that those facilities described in the School Impact Mitigation Fee Justification Study for Carlsbad Unified School District, prepared by David Taussig & Associates for the District. Section 66020 of the ·.Government Code enacted as.Assembly Bill 3081, set forth as Chapter 549, Statutes of the State of California, requires that all school districts, -including the Carlsbad Unified and the Encinitas Union School Districts, provide a written notice to the project applicantat the time of payment of the school fees, mitigation payments, or other exaction. This notice is·to advise the project applicant that the protest period regard to such amounts or the validity thereof in accordance with Section Q602Q of the G,9y~n,ment Code and other applicable law, commences with such payment or performarce of ~!"!Y ottier reql,!ir~rn.~nt as described in Section 66020 of the Government Code. Additionally, this notice advises that the protest thereof must-occurwithin 90 calendar days thereafter. 1197 SAN MARCOS UNIFIED SCHOOL D.ISTRICT -CERTIFICATE OF COMPLIANCE 114. · .. ~ • · Amou11t_: - ,s::s D Gov.Code 53080/65995 (A.B181) CJ Gov.Code 65970(8B 20'1) pt-· CFO No. ·___,.$"".,..._. ___ __,,..,.......,._--a...__,....---- 0. Prior Ex-isting Mitigation A&reelllent . D Not subject to fee requirements Certification of ApplicariUQWners: T.he _person executing this declaration ("Owner'') certi~es under _penalty of perjury that (1) the information provided is correct am;:f true tot.he best of Owner's 'kriowledge and· that Owner· will file an amended certifiction of payment and pay the additional fee ;if .owner-requests cin increase iri the number of dwelling units/sqoare· footage aft~r the ouUaing permit is issued, or if the· iriifiai determination of · units/square footage is found to be incorrect,· an.d ttiat (2) the .owner is the .owner/developer of the above described project( s) or that the person executing thi~ .<;lecla~ation i~ aythorized. ,o.:sigO~Qn-behalf of th(;! ow,n~r. •I' • -< -' _. • • '-. ', .~nature~~ ~· ' . ' . . ~-- Dated:_ ~ft~ . -. -- ' ' ' This is to-certify that the applicant listed· has paid all amounts determined by the information presented ~nd due to the San _Marcos Unified Sch9oi District. The·paymentof these amounts is a prerequisite to the issuance of a building permit, · · · !lu;_&V School District Official: Facilities Depart · ent -San Marcos .Unified School District,-760/736-2236 . . . . NOTICE OF 90 OAY PERIOD: FOR-PROTEST OF ·FEES The San Marcos Unified School District has elected:to impose the fees and/or ·amoµnts herein upon a 'finding that those facilities described in the Residential Development.Mitigation Payment Justification Study·fo~ S~n Marcos Unifi!;ld School .District, dated August 9, 1997 by David-Taussig & Associates. Secti9n 66020-ofthe Government'Code enacted as Assertibly Bill 3081, set.forth as Chapter 549., Statutes of the State of California, · 1995 effective January 1, ·1997; requires that this school district provide a ' . . written notice to the project applicarit __ at the time of payment of school fees, miUgation p11yments or other exactions. This notice is to advise you that the protest p·eriod in regard to such amounts Or the V!!lidity· thereOfi!l acccirdailbe Witt, 'Section,.66020-of the· , Government Code and ~ther appiicable law; tom;enc(!i wiih_ such ~iiyn'lent or p~rfo.miance of any oth~r requirement as . . . described in Section .66020 of the Government Code. Mditionally, this notice advisl;!s· that the protest thereof must ciccur within 90 calendar days thereafter. Dlstrtbutlon: Facllltlos -.White , Customer -Canary · Accounting •.Pink A~dit· -Goldenrod THE ESTATES AT RANCHO CARRILLO Tract CT 97..:01 Project 13 3282H, 644G Carlsbad/ 1 Plan Mission 3 · Car Sequence Sheet Phase: 1 _ _ . 2807Rancho Diamonte QDH Reference plotting in lot control book, for ·handing of individual houses. Sales Manager ~~ ~~ . ProJect M!lllager 4Bdrm., 3½ Ba. Revised: 1/7 /99 r: j I' I I ! . j: i l' !' I i f 1/ ~ If .~ : \ -1 ~ .::1 -~ .. , ~ :·1 ~·. ~ ! .... · .. · •.•.. ·.·. ) "--~. ' ~-;· -- ~~-. 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ROGER BALL R,C,E, 27678 EXP. 3/31/02 , CHECKED BY: --~-,-~- '"'-"--_ .. ·._. ·. ___ ,, __ ., __ :~.=· -+---- • _! f J l DATE 100 • 13 ''AS ROGER BALL EXP. J/31/02 R.C,E. 27678 ~EVIEWED BY: INSPECTOR DATE j ,, DATE,_ ' - '« ~ . :r,:~t::· ENGINEER OF_ WORK , \ --· . ·. -----'-c..---·- '' :.. . -', . ~,, "'' ' .-..,.= ' .;·. J .. -;.•·'';:'"~ """. ~ ;<-..· -. .;,. ,.,, ... ! -; ! :/ '409,4 ~! - 'ii .. \ ' \ NO.' -:;.-. ···-'* INITfAL_, -· OA TE \ . \ ' '-' -, -•-\ -Qc:.t: I \.i \ . \ l, -. '\' . '~-,.., .,, \ \ \ \ ' -\ i -J CITY OF CARBSBAD ' ENGINEERING DEPARTMENT · .. _..,:-'. .. -' ' - /'f. __ -: _,;;,: -~,- -~ ", ~ ; . < ·, ~tt . -).,.: '' t I I. I t I ' f l ; ' ,, '•' .':;!., ;'.,· ...... ' ·~-' ; ' ' , I ' ' . i \ ' ' . ';. 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RANCHO CARRILLO -VILLAGE H CARLSBAD, CALIFORNIA 0 SCALE IDATE 10-21-1998 GEOCON 111 = 40' INO.ORPORATED PROJECT NO. 05845 -12 • 17 FIGURE oro10Ct1NCAL COt-.lS!.,'lTANTS 4 6?60 HA.NtfRS DRIVE • S.4.N DIEGO, CAllfOllNIA 92i2i -2974 PHONE 619558·6900 • FAX 6li?" S,-SB-6159 SHEET OF i ' ----. ' ., :.· .. ' -,~ •' ,s-. CITY OF CARLSBAD ENGINEERING DEPARTMENT' , .:,," .,. '. S FOR: ILLO . ':, ' :~' ;f.'."; ' ,, :-."'": i!'tr·J, ~-' ·R.C.E. 23889 EXP.I ,DATE REVISION DESCRIPTION DATE OTHER APPROVAL ,·71,_ ' .. ·" . INITIAL DA TE INITIAL CITY APPROVAL PROJECT NQ. CT .97~0 I ·~·' .· -. " ~ . ' '·• 539 . J; N l I 1 ;I" ,. . . , . f: -- -/ .. / ' .. . "' .... ~ >. ,_..,:;, .. ~ ~,/ : "'·· . -~' -. .. . {819) 2.1r1-D101 . '. ,: . . BENCH·MARK DESCRIPTION• STREET CENTERLINE MONUMENT LOCATION• STATION 249•07.56 P.O.C. ON EL CAMINO REAL APPROX. 2.5 MILES NORTH OF LA COSTA AVE. RECORD FROM• COUNTY OF SAN DIEGO RISDO (249•07. 56) ELEVATION• 307.874 DATUM• M.S.L. ENGINEER OF· WORK· RICK ENGINEERING CO. 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