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HomeMy WebLinkAbout1960 LA COSTA AVE; ; 82-06; PermitIll z 0 ~ er: j (J Ill 0 C I[ 0 (J C Ill 0 ~ ::::, ~ Ill z ~ z 0 j:: ~ z r\ o'" (J Ill ~ .w :,,: er: ~ i[ D I her.firm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division ,3 of the Business and Professions Code, and my license Is In full force and effect. Lie ______ Class ______ _ I hereby affirm that I am exempt from the, Con- ~~o;·~~!fi;:: ~J' ~~f~~~i~~~~e~8:~~i\~~ county which requires a permit to construct alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Con- tractor's License Law (Chapter 9 commencing with Section 7000 of Division 3 of the Business and Pro- fessions Code) or that is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031,5 by an applicant for a permit subjects tne applicant to a civil penalty of not more than five hundred dollars ($500), CJ I, as owner of the property, or my employees \\lith wages as their sole compensation, will do the work., and the structure is not intended or offered for sale (Sec. 7044, Business and Professiohs Code: The Contractor's License law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvemei1ts are not intende1 or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner·buIlder will have the burden of proving that he did not build or improve tor the purpose of sale[ D I, as owner of the property, am exclusively contracting with licensed contr~ctors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not appty to an owner of property who builds or improves thereon, and who contracts for each proJects with a contractor(s) license pursuant to the Contractor's License law). D I am exempt under Sec, __ ~~--·· B, & PC, forth1s reason ___________ _ D I hereby affirm that I ha-...e a cert1t,cate of consent to self-insure. or a certificate of Workers· Compensation Insurance, or a cert1f1ed copy thereof (Sec, 3800, Labor Code) POLICY NO, COMPANY D Copy Is hied with the city D Certified copy Is hereby furnished CERTIFICATEc OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit Is for one hundred dollars ($100) or less) D I certify that in the performance of the work foi which this permit ,s issued, I shall not employ any person m any manner so as to become subJect to the Wori<.ers' Compensation Laws of Cahforn,a NOTICE TO APPLICANT II, alter makin;i this Cert,, hcate of Exemption, you should become sub1ect l'J the Wori<.ers · Compensation prov1sIons of the Labor Code, you must forthwith comply with such provIsIons or this perm,! shall be deemed revoked 0 l hereby affirm that there Is a construction lending agency tor the performance ol the work for which th,s permit Is issued (Sec 3097, C1v1I Code) Lender's Name ___________ _ Lender's Address __________ _ ?' USE BALL POINT PEN ONLY & PRESS HARD , , \ , APPLICANT »LIN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBA;;&-;ILDING DEPARTMENT _ c & 1200 Elm, CarlsbZornia 92008 (714) 438-5525 A ATION PERMIT QTY. PLUMBING PERMIT -ISSUE y D ND vD ND REOEVELOPMENT AREA vD ND MECHANICAL PERMIT -ISSUE EACH FIXTURE TRAP I II I INSTALL FURN. DUCTS UP TO 100,000 BTU EACH BUILDING SEWER II I OVER 100,000 BTU EACH WATER HEATER ANO/OR VENT BOILER/COMPRESSOR UP TO 3 HP EACH GAS SYSTEM 1 TO 4 OUTLETS II I BOILER/COMPRESSOR 3-15 HP EACH GAS SYSTEM 5 OR MORE j METAL FIREPLACE EACH INSTA~" ALTER, REPAIR WATER PIPE TvENT FAN SING LE DUCT EACH VACUUM BREAKER I II I MECH EXHAUST -HOOD/DUCTS WATER SOFTNER RELOCATION OF EA FURNACE/HEATER EACH ROOF DRAIN (INSIDE) TOT,l;L MECHANICAL TOTAL PLUMBING QTY. I ELECTRICAL PERMIT -ISSUE _.er-II QTY. I SOLAR -ISSUE NEW CONST EA AMP/SWT/BKR COLLECTORS 1 PH 3 PH STORAGE TANKS EXIST BLOG EA AMP/SWT/BKR ROCK STORAGE 1 PH 3 PH PUMP REMODEL/ALTER PER CIRCUIT PLAN CHECK FEE TEMP PO LE 200 AMPS OVER 200 AMPS TEMP OCCUPANCY 130 DAYS) TOTAL ELECTRICAL TOTAL SOLAR PERMIT NUMBER $]/..-()~ BLOG USE CODE TYPE I occ LOAD FIRESPR CONST vD ND SUMr BUILDING PERMIT 01-000-4220 SIGN PERMIT 01-000-4221 PLAN CHECK 01-000-4806 TOTAL PLUMBING 01-000-4222 ELECTRICAL 01-000-4223 MECHANICAL 01 ·000-4224 MOBILEHOME 01 ·000-4225 MOBILEHOME PARK INSP SOLAR 01-000-4226 STRONG MOTION 65·640-0519 FIRE SPRINKLERS 01-000-4227 PUBLIC FACILITIES FEE 25·000-4933 BRIDGE FEE SCHOOL FEE · DISTRICT Carlsbad 65·623-0519 Encinitas 65-624-0519 San Dieguito 65-625-0519 San Marcos 65·626-0519 ~ u::: >, «i 0 a. E ~ I 'O 0 (!) c Cll .2 a. a. ,ci: I ..II:: C a: 0 en en (I) en en ,ci: I ;: 9. ai >- en en (I) (.) 0 a: Cll <ii 0 ~ (I) (.) C Cll C u::: C (I) ~ (!) 0 0 (I) a. en C ~ .c 3: INSPECTION TYPE BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUI FLOOR & CEILING SUB FRAME SHEATHING fRAME EXTERIOR LATH lNSULATION INTERIOR LATH & DRYWALL PLUMBING SEWER AND BL/CO PLUMBING UNDERGROUND PLUMBING TOP OUT TUB AND $HOWER PAN GAS TEST ELECTRICAL TEMPORARY POWER ELECTRIC UNDERGROUND ROUGH ELECTRIC ELECTRIC SERVICE BONDING G. F. I. -SMOKE DETECTOR MECHANICAL DUCT & PLEM., REF. PIPING A. HEAT -AIR COND. -SOLAR SYSTl;MS VENTILATING SYSTEMS . I DATE INSPECTOR ' ...., CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE. ITEMS ABOVE HA VE BEEN. APPROVED. -I JOB SITE FINAL PLUMBING ELECTRICAL MECHANICAL GAS BUILDING SPECIAL CONDITIONS CERT OF OC91f.ANCY ISSUED l I \ l ., FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS INSPECTOR'S NOTES INSPECTION REQ. IF INSPECTOR'S DATE CHECKED APPROVAL SOILS COMPLIANCE PRIOR ro FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED -CONCRETE FIELD WELDING HIGH STRENGTH .. BOLTS -· SPECIAL MASONRY I ',. PILES•CAISSONS ----- '· . ----- ------- I -~ \ .. ~-. -----~--. \ •; -- \. ' I ,. 4 .. '. ·----·~:, ., --.. -· ·--- \. -' -----\ j " ~ it8i.. 1 ....... - I .f. ESGIL CORPORATION 9820 CH·ESAPEAKE DR .• SUITE 122 SAN DI~GO. CA 92128 (Ti4) 660-1468 8:L-o ~ " .IC-. )' f M ttt ~ .:&. f...U~~_,;,.,.,vy~" ~-~lr./1/'-".J.,,,u \ -~-~-~~ /fled~: . (f~ ~ t._,./1./'f//V~~~~ -xal--~~- • f . . ,,, \,, ~ ,, l~S( ill~ C()IiJ>()IIA\.'I'I( )~ oa~o c1n:~APE.\.I~1-: 1,u .. ~, -rrE l:!:! ~A~ Ull-:GO, CA U:.?1:.?a (71-&-) :»H0·1·&,UM JURISDICTION: C 4?Z.I-S,f:?,-J:O DATE I/; f / 8 2... PROJECT LOCATION /9't,t) L.;i. Gc1s-nq 4,}£, · TOa . /1-;7172,.,/C,JqA// PLAN CORRECTION SHEET SINGLE FAMILY AND DUPLEX DWELLINGS Plan Check No. 82-oG:, Stories .L Area(s) Date plans received by jurisdiction Mrz~ //7 by(!¢2 Date plans received by plan checker rO/. ,lei Date initial plan check completed /tlt)/1/, -,-½~~~"9:;;_ ___ b_y_~--- . , ------·----FOREWORD1PLEASE READ[·: -9 ---~lan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Elec- trical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped.The plan check is based on regulations e.nforced by the Building Inspection Depart- ment. You may have other corrections based on laws and ordin- anct1s enforced by the Planning Department, Engineering Depart- mt::nt or other departments. 1. Please make all corrections on the original tracings and submit two new sets, of prints, and any original plan sets that may have been returned to you by the jurisdiction, to a @ (8 ~\4-\<ef=ol~· N o'6"S Y\'11 N l MV"-1 l -Z. 11 1)61.-:f' ./oo-h Yl'lS. l V\ -\-e. ~ C...CV,'Y\ e? i:..:h n el '-¼.ea "54ee. ( ~-;,i.u.c..-t'Uiec3"' Fi>Ct.tl"11 S ~ r-t--'t,\ O\t\ e ""t'$ Sr1(2.. e ~ '1 A-rocvei ~e 'bo~ o+ ---l~e .f'-c'Xl--hn9 A-u r.::> a---n~ ~ LS- ~~ I'/~ '1 beJo'-V ·-.\--he ~-t)~ o-P----·~~ ~+e.vvl CJ~>61'"'&\) , (y\..~ c.,\M,4 · t-Vl ~es+ ~ ~e ((L ~.s "''\,1-c) w '-lie bu 11.,i;, 1tl.)6r ~~ o~ UN'\. ~+n,v J.t. ~ 4-o bG:-JI:-f\J ,, 1'1~ u:-rJ CO.;v\ ~-ue ""o rJ \:=-, \'le ~ ~11WlS J ~ui-· "-r!-i@ ((~ t1W1S nv,ve be rv dY\ -c t1vY1 b'"' a~(, bl e C -rn-11e LS" 11 -A rnvo Se Gt \ C\o l) . ~ ~, ~ -L..Q'V'YI., bus..~ J;, (,e !?~ tt rn !> orz. s ho 1.A.J ~ re +o bG> V-N, y. ~ ~~~c'2 'mu~+ h·,~ V~ LA--1\vYU > o't-/tt Q,1 4tvvi '-¼0 Zo'' \.2.-t;c~ vG-<..-t/\-~ h..a.,-vY, ~ 4¼ \ "Y"\ 'C\..iS.t-n.l v4t... fh"'2e ""-, SSC-,, 0 S" d S'~G • (oc> ~, A C.11,V\,t SlU 1~ -~ C...UC)vvo !32. 0./)0..~Jc..1~; s tb ,rre-a ll ~I l ~~tt) J t~' 2, (( l, I'¼· N 1 b u \ LV HU6(-lS t7 ° f- ~ 012.. vooL151,::,_ r;-Y2 s 1-J-o'-A...) heo...~ n 4 ~ c... o \ , :::'.1 s I :. -1-e V>-1 ~ 's -b.,..,, , + "I.,~~ ,2au1 ri, cvk -¾_e, n..'\ ".\ \4i,-z.VV\ S ANO '.D~ , E '<.~ -ri"-"'-'Vl 0v\ 0\~ '1 \ 2.e,r· • \ ~ I\JO \ h eJ ~ O > 1,... C O o\ e.J. \~ \Jd\..:.v, ~ \ o v2..:>-rU ( ~ Q. F11 l, t)~v I De 1;-~-Ct\\ 6 1Z" ~c.'~1 (.Y'I er~ , j--l-, E: ~·W 0 (\ ) ' 1\ , \.u0v\ ~ ~OA/v\ \ (l &} •j ~ti\ Sli-··S , C"\, \~ ~ C: ;-\ h \ ·1 t.1 J 1)1l,l/Q ce.,\. \ \ vtc\ \S'lc..o...-c., ~ ·11 > e\ec-\,yi::..1 cc.<.,,)2.. s~~-n .. e S-'~fvq,Js) &, I ?r~J\t)Q f4·r)O 1-h (1)7tt{ ·-(o I L.(:;;T l·44G\I \It/ \. ~ ¼Q. ~v~~ 'o~ ~'oiaes e(.l:.:<2eJ.s. -Curz ~ )=~:t\-t1 ~e2~es ~e.. i -1 . ,, " !f --,. ' · Yo.s.s,b!L-J 1·~ i#vw <; ~ 1 E! \U2, ~b\ \.JQ...&-v0\· 'fiAG1 bu, \..-0 • ttt.t Co v-q -~ J · 'J)e,~~ 1n'1 tJ cf M ·-+{ e e I? s ~ /i'Vl s. <Z-, ·-· .... +- 1' ' Date, f JJ/<?::)_ Jurisdiction {l,J1eu;eJJC) Prepared byi ~-VALUATION AND PLAN CHECK FEE CJ Bldg. Dept. ~ (:::S~IC.- PLAN CHECK NO. 8d--0~ BUILDING ADDRESS 11~0 L r-1 CO .S./79 t"Jt..)& I APPLICANT/CONTACT ~v/... DviZ'-::::-Z... PHONE NO. 7S 6 0 / ~-~- BUILDING OCCUPANCY -------DESIGNER PHONE ------TYPE OF CONSTRUCTION ------CONTRACTOR PHONE CHl4MrrC .:2. ,7~3'" BUILDING PORTION BUILDING AREA VALUATION VALUE ' MULTIPLIER ()P/J'l~l?-/2@sr' '":?~ ~, @--.3.30.2,. /C,.S'Yt:,(!) -/Zin. -::Dt.J,n11, +,21 a iJ I -V-rJ Jc:2 f(() @~ 19' !.£!.-:i.. (j., 5 ~ , . - Air Conditioning Commercial - Residential Fire Sprinklers Total Value 3 lf\f~ ' Building Permit Fee ______ d-_-_f ~----l_:)-,:::-Z):------- Plan Check Fee 1 tf O • / c) ---------------- CO MM EN TS , ___ l:}s _______ S_V_vYJ ............. e=-_U\J_.;:o=--... _, ft~_c_·, ''-------- POOR QUALITY ORIGINAL S ~dc:1d?/4 ~ ore tu fJ n1~ INTERDEPARTMENTAL INFORMATION S~q :ECEIVED (-UILDING DEPARTMENT DATE: -------'--~ ADDRESS: JAN O 7 1982 ctn' OF CARLSBAD Building Department PLANNING DEPARTMENT ZONE ~ Lc::2 LOT SIZE .. ---~-,i;;,cc--=---=-..__-r I'/ -u-e!(), ~ . at:,_,,. LOT WI D TH __ -+--_x__~=------ . UNITS ALLOWED _____ -_~N:..,:....:_#-____ UNITS PROVIDED _ ___,,,J.~fl---------- ~PARKING SPACES REQUIRED _________ PROVIDED_~fD~· ~K..._c___::: ______ _ % COVERAGE ALLOWED PROVIDED ---------------------- BUILDING HEIGHT ALLOWED 15$ / PROVIDED _ _,_/._::~=--------- FRONT SETBACK: ALLOWED ----41L,1.-_ PROVIDED __ -+()-+-+C __ INTRUSIONS SIDE SETBACK: REAR SETBACK: 0~ le:, LANDSCAPE & IRRIGATION PLAN COMMENTS: t11A ENGINEERING DEPARTMENT IMPROVEMENTS ------------- FIRE DEPARTMENT SPRINKLING SYSTEM FIRE PROTECTION EQUIP. ______ _ ---------~- FIRE ALARMS EXITS _______________ _ FIRE HYDRANTS LOCATION ___________ -_____ _ . DDITIONAL COMMENTS ,TO ISSUE: DATE OK TO FINAL DATE ____ _ ------------------ _ER DEPARTMENT UIREMENTS OF APPROPRIATE DISTRICTS MET _______ ____,~~ _______ _ 6$lOtCh~p, ( c;&o,/"tl~. i -· / CECHRIS CHRISTAKOS ENGINEERING Ci . STRUCTURAL DESIGN -' -~ 250-5 South Orange Street, Escondido, Calif. 92025 (714) 489-1139 s T R u C C T A U L R C A U L L A T I 0 N s FOR; METAL BUILDING FOUNDATIONS . LOCATl·ON: CARLSBAD, CA • OWNER: LEUCADIA GOUNTY WATER DISfR. JOB# DC05-81 NO. C29054 . MEMBEROF:STRUCTURALENGINEERSASSOCIATIONOFCALIFORNIAANDAMER{CAN SOCIETY OF CIVIL ENGINEERS \ 1 I I I · I I) I c.. • ' ',\ .' :· /;ontlu/', (.)#J:)~/1-fZl&l1 r/!-fn'1~ 0:,tv,v;v.S 1/-§>V#F. ·' /()(J()~F ><?It-$~N(r ?/1,_~'i-Stl/l?-~~ ';Olt,.f /Z6-foJZ.T · . Al ,+.,t . , . 1/o ,u, & . Hh., . iPttPr. /Zc-11c.r10,,J; ;;,tP,/ t. . r;, z·t;; "- t/, p, Co1'-1f v1"01-. C}4<~C. C f 6 r '5,. . I 1 ~t-. ao ~tP· J. 2s Ofe-1' ~.tJ T/r'V 5' . ' :· , ~ . ' (;J / (1) ~ t ftrHf> Bo-rn · · I.Uft y 5 ~ ,( ) ' . I I 1, 'jl ., : I " < .;.,:,I~', ," ' : . . . . .... ,-.:, I ,_.· . I" . ~ -~--,~ --~' ' : D~.s1w _ ·HoRJ:aoAJ7A:t.. r.T!-et-. _ (HA-/fl:.f/r-Js)_ - - 1/ot?rl. ,E&.1cnoA1 :::: ~.oq ~ · ,., l e .t>·16 · __. i,'' -4-.: . . • -I . -.. g}#'f Bi\lZ-~ -_io;'fH wAY> ~ .; ' / / .. 0-__ \: .. :-~ .... -- . .,. ~,. . .: ,·_, /,~' '·- , .. ~ '· -fl . ," 1f . .: • ,l, .•: · ·,. po-,,tvvJ t/~J)ht-4'tvrtNS (/BJ /}tJ!) @B) ' . . ,; ,' ··,-:~ ~ .' ~ ( ".:; 1$.. 1U 1, ~··,·-.. ~;· ...... ; ', -: ' { s·~ Vf> C-fl-t-c. ~ PG-, ?· r i ) . 1,A-l'c-~ ~c;,ic,;-r-o"" .> u~ a.1 1~q. ·)<. ·16''~ . v.f / (3} ·'# ti-8/tfl-S µctrH wA-1.S. l/2e lf 1~rp. x l6{~e>~ Ii.JI (ZJ ,,;·tt g~n, u.>A.A/ 5 . ll ~--• -' i . ' ~ ' . : ...... ·: . . ~~ -.:, .... ' , ,'.--:"·-,J -.• . .:;,, J--'-,' ' ; ~' ,> A 1 ~ ;-,-1 • • -~ • -: 1 I '· f, ,· f •: ' f BUILDER CUSTOMER CITY & STATE JOB NO. MATERIALS Plate l'J!aterial (including 10 ga. plate) Light Gage Members ( except 10 ga.) Round Rod Angle & Channel Panel Rib SSR -Panel (with UL 90 Rating) SSR Panel (without UL 90 Rating) VARCO -PRUDEN DIVISION OF A M CA , INC. CHAMAC, INC. LEUCADIA COUNTY WATER DISTRICT CARLSBAD, CALIFORNIA 45077 FT-1 MINIMUM YIELD Fy = 42 KSI Fy 50 KSI Fy = 65 KSI Fy = 36 KSI Fy = 42 KSI Fy = 80 KSI Fy = 50 KSI The computer analysis and design included in these calculations is the specific result of a program developed for solid web rigid frames and is based on classical virtual work concept. All input data and programming information have been established for the particular dimensions and loadings required by this job and the resulting frame design herein noted is therefore applicable only to this specific project. All light gage material is designed in accordance with 1980 AISI specifications. All 3-plate built-up members are designed in accordance with 1980 AISC specifications. . ' ! ;.._ > • • ' ! t r Di).TE: JOB NO,: FOR: A'r: Gentlemen·; December 4, 1981 45077 FT-1 Leucadia Countr_Wat~r District Carlsbad, Calif:ornia VP VARCO-PRUDEN BUILDINGS P.O. BOX 1824 TURLOCK, CA 95381 209/634-8516 · 'l'h-is letter certifies that the above mentioned Varco Pruden Building System has been designed in accordance with Varco Pruden standard design practices which have been establish.eel bn.sed upon pertinent procedu~es and recommendations of such organizations as AISI, AISC, AWS, MBMA, ASTM AND UBC. The structural integrity of the framing systems -n.nd components fabricated by Varco P~uden have been checked by the undersigned Professtonal Engineer. · Varco P:ruden has been issued a Certificn.te of .t\pyJroval Number 636 by iho Board of Building and Safety Commissioners of the Ci~i of Los Angeles as an approved Fabricator of Structural Steel. Varco Pruden has been issued License No. 256149, Classifications B-1, SC-43, and SC-51 for General Building, Sheet Metal, and Structural Stool p-y the State of California Contractors License Board. ·Vu:rco Pruden is a.n approved steel fabricator by tbe International Coni'erence of Building Officials Report No. FA-::MO. 'fhis certification does-not apply to the design of the foundation brother components supplied by others. Fqrther, it is understood that erection of Varco Pruden furnished items shall be in strict -. compliance with pert:tnent docuµients furnish<;1d by Varco Pruden~- Specifications, Data and Dimension Charts, and Calculations a..:re attached. Yours truly, ~1/,/r!-----.... - Elwyn V. Heinen, P.E. Chlef Design Engineer~ EVH :_ms ,. ~ .:,·on No •. =l.~Zlicd Dl\'rE ... _11¥-1-,.·~·-·PREPJ\HJm BY _;raf. ____ _ H1.7.B ,_1./2~-·-··-X _,::;/:f(:.._ X "" __ /+ !__ BAY.(S) -~&>~o-~-·-~----(W) ,L, ~ f.,01\DING _gg{2j,£ _________ _ ·nooJ? PJ'J.'CII ____ _,.;___J: .12 JJ'nl\MING {lJ lU' . [] HJ•'!, lJcn-Dunr, [J uns l., '11 ING IBJ '1•06· C '/\ , fHJ :,E'J,. ' .:, ,. H OoTm:ms i~tiHLINS & lU\VB PtJIU,INf:l: Page ( F.1) ,. _______ .., __ "' ... ,. _________ ' ....,...........,....,..,,..___. ___ .. __ ~.........,_,..--..... _ ........ ______________ , ______ .. __ _ .,.,.,,,,,__,___ .... _._.._ ___ .. ;pr. -----~-------· GJ:H'l'f:i: .. ~.-~ .. --.... _______________ ,,, ________________ _ CANOPl'.RS: j~~Le..t:!L.#A ··---------·----··--~·------- ...... -.,,.~ -............ ¥·"""· ........... ---~------------.__;..__-~ ... ......,.__-------------------.. --.. ---.. __.._ ... , .. ..._.._..,.. __ __,.. BR/\C:L:NG: ' '. \ . ~,. If I . " ~ ' ' \,A " • ' ._..._,,1,Jl.+---~-,~ .... ---t,t,1_..,.,_,._ ... ,_,,,.~ ... 1••• .. ..,.,......,,_ ... ~Ml,__...,....,.._,••-,i••• .......... •••-Ho ... -f<" .. _.._.,_ __ ,-.....,_ ___ ., .. ,-... 1 ... ,,-, __ ~-11•---•-•1 ,_.._,_ ~..,,.,_ .. ,.._ NO'J.'li!S: .,_.,__.,.,,,~.,,w---~••'""1~ ...... _..,t .. W1U."""'" ......... ,,,,__,11N11"..........._,.....,.,....,_ • ,.,...-~wn,_,,_, ... ,.....-111-e,•.,..,.. __ .,,.,..,..,_f_....,.,_..___...._"''_...,., •• -·••··~ .. ,~ ...... ···-·--i_ ........... _ ............. ___ .. '-"-~···---··· ....... _._ ..... "" ___ ""--..... ,., ... f .. ,.,, ..... -..,__~•-·--[~---~~-~•·•·"-'f:"_w,,..,,.,,1·-·-•·•-1 \,. .... ~.~·~---·~9-!...r.i .. _ .. _ .... ,ri-, ... ·-~ .... ...,, ............. _ _., ,,oio.&·--lft-:,-.11"' -· .. ----...... - Un l'O: · "j\\~: ... """""''"'"*''1'1M'_,"ao.-.. • ,..__,.1,.,.,.. ... ,,.._, ... ~~tt. 0.01.._.,,.... • .,h~.-•~t,lhr,,.W-·-.. l·-•111-~_...~ ,..,,.....,_,u........._.,d,111~ ,,,__llf-.,,.._• ~ · ~..,,.,~"'~'"'Clf>.'•"'"'"~"-"-84·:a-._~....., ( ·1' . )' ·.I 1: I' !. 1-.. ' ; f (1 . " ' ' ,, " ' r It"· ,;J,' >'• (-:1 ... , .. u,;• , I I STJWCTUR/\L DES I GN L0/\DS Ho, 4$X2_7.l. ff ( Puu~-ofr-c,----- Out•-I/AAf0 . ~-Prepared by Jf:a....__: _:_: R•vleweJ by ____ _,_ The r.truct.ural dn:dgn locHfo ur.cd 'In dosinninu this buildfn~J as furni!ihcd by Ynrco Pruden and il5 sho11m ·In thc5o cillc1dat'lons arc 9iwm bcflow. Capacity for loads qrnilter than t.he~;c~ or for load combinations other than those shown 1s spec ffici.l lly nc!'I ther '1111pTicd nor 1 ntcndcd. r. Basir: Loi.ld!i ~ VP Loud l.nlwl = -1:~LL A. L'IVc Load = .2t;? _psf Ll B. W'lnd :Lqad ~ :_i,s::::_psf W c. ()oad Load = ,._@._J)Sf .,.. D D, Crane Loads {C) II. III. 1. Capac'lty = tons, MHL = Kips, M14S feet 2. Capilcit:y :: --terns, Ml4L = ----kips, MWS ---feet MWL i:'2 lllilXfoJUIII 11,hecnc>ad, Ml•JS = rnini111w·n:-0nc-el spacing. E, Other Loads * This is the acJd'itfona 1 dead 1 oad above that imposnd by the d0.ild wo'l<"Jht of the 111aLerfol furni!;hecl by Varco -Pflu<-le-rr:~I:t-.\.'lill 00-r111a-l-:J be Zero unless added load!> arc spcciffod by· tlic -buycr7"""'~----~-_,:.... ___ ..... _~--"""== Load /\pplication Comhinntions A. Tho following load co111biriations lrnvc been designed for: 1, Dead+ Lfvo ____ 6. ~: . -Q~E~l-:i]ti})~--Ct~{tfAJ-' H ~: 4 _...,.,,,_..._ ________ _..t__ 9 . --------. . . 5. -----· ..... ·----~---10. _____ ,_ -- n) Thr. Ooad Load (D) cons·f sts of the sum of tlic dead load of our frn11rl11n pl1rn the addit'lon11l Dead Load ind'icatcd above, sect i 011 I , i t:c111 C. b) /\nchor holt:. s·lzc~s nr<~ determined b.Y allowab'le shear and tonr.'lo11 of thr<iildl'd bnrs per /\ISC. (fY:: 3G ksi) Mnthod of tr1\ll!iforrinq forces ,from anchor bolt to concrete foot inns to be det.()rnrltwd hy ot:llors. t' I 'I Structurill Reaction~; and /\ncl1or nol t S·lzos Sec 'pi1\W(S)_S ________ of tile frrn11n de~.-iqll cah:11l.1t'lons for tho structural renctin11s, b,1i,c p"li1te and a11cllor bolt siuis. rosil:'ivo horizontal rcnctfo11 ar:I: f1'0111 l<ift to rinht., po!dl:'ive vertical n}actions act u.1wmrd illlcl poslt.ive 111omc!11tf. ilct counter clockw·isn. Lond co111binatio1r codes ill'O dof'ined on L110 ffr:;t; pnue of f1·rn110 dQshin. (Input CondHions) VI' Wlf/il ~~--~~~~ .... ~1-,__..,.....,._::-_.J,~ .. ~, ·--:... --~-·-· ~;,.,,,~ -······-· :.:;.::-;...-···--... ~ -·.:::-.. ·-:.:.· ...... -····-----,. • -··· -···-· • ~--..::;....,..;.,..,~···-··--.~·-,-·1·,.;,,.1;).-:-~.:..;i-5-·-4•.,.:o,·-1:i~':,._,:;,•· • . •· C\.IARCO•PRUOEN---.. --·· F.-RAME-..OES-X:Gill----lNP-U.i-CONO.I-T--l..ON OlH.-450.7 .. 7.f..l. • •. !' A UNIT OF AMCA INTERNATIONAL CORPORATION PA~E: j I, JOB . '+5077FT1 . DATE• 11-2s-s1 •:· ' BUILOER CHAMAC--INC..----------------------------------f~E.l-T-.cENl£1U CUSTOMER . LEUCADIA COUNTY WATER DIST JOB SITE CITY CARLSBAD,CALIFORNlA 91, CALIFORlli-...-~----- \ IJ I• ;i • BUILOlNG OESCRIPTlON: ITEM @1, FEE.TI\. INCHES DEC. FT. DEC. IN. METt::RS 11 -SP.A . ' 0 ~ BACK SIDEWALL HEIGHT = •!" . FRONT Sll)EWALL HEIGl:lT = j" -. -BUILuING-LENG-TH - :'' RIDGE FROM BACK BLDG LN= 8,"I ELEVATION Or FRONT COL.= 4 ()..t---0-0-/-1 6 4 0 •. 0000 400.000-0 l-2-..192" I 14•-0 0/16 14.0000 168.0000 4.2672 14•-o· 0/16 14.0000 H,8.0000 4.2672 40.J.!'L..()__:_0 /.l.6 40.-00.00 4B0.0000 ·l ?-.• l.92'' 20•-0 0/16 20.0000 240.0000 60 0'960 o,-0 0/16 o.o o.o o.o J-------'---------~----~-'------'-------"-----'-----,----1i' " ,, " 'r--BACK-ROOF-~-T-CH . -.,,:1 FRONT ROOF PITCH = l •. o 0.00---;.....l.2 1.0000 : 12 ,: ::, ' AD-I-NCH---ADD-.t.L.-OE-AD--=--0-.-0----P-Sf-(...TI).+ALr-OEAO-bOAO-=-AOO-t-l..-OEAD + 2 PSf-_....(..P..URU-NS4,--$HE£.UNG.)_._f'..RAME WE I GHT = 2 • 9 0 PSF). r 1' LIVE = 20.00 PSf . ~: 0," WIND = 15.00 P!:if ,-f't------------------------1'' .r:: THE Al:WVE LOADS COMBINED WITH ANY SPECIAL LOADS APPEAR IN 2 LOAD CASES AS DESCRIBED 81::LQW: · , ,'.: ~ STRESS '" '1------. 9 '.' 1,3~~°<>~0~:S O DEAD <~~;~------------:---~;~~ .. ~~-;;-~;~~i;-~~-:~----• DESCR-IP-T--U>~.,.~~---·--~---~------:-~-~--~--------------->E~~~~RS-J::11 I·:: ltlh O, 0, 0 OEAO LOAD -t: MBMA WINO SACK + -+ . · +_ . . .. . ' . . · ·. 1.33 . ·· ,,, . 'l Pl V I \ I" 0" BAY SPAClNGS FOLLOW: ' " . l BA-'t--.=....2-0.1 0 O/l-611 BE-T--WEEN-f:.RAME-LN..-l-AN!l-F-RAME-.L ' 0 1"1 2 BAY = 201 0 0/1611 BETWEEN FRAME LN. 2 AND FRAME LN• 3 :;. t '" BUI LO ING LE.NG TH IS 40 t O 0/1611 ··i )11--------------------------------------------------------~------------,'J r PURLIN AND GIRT DATA FOLLOWS: ~ ·~: BA.CK SIOEl~ALL GIRT DATA -DIME1~SION FROM BLlJG. LN. T~ OUTSIDE ~OLUMN FACE IS O• 8 l/ 211 '.~ , ·1AXlt:1LltL.GIR.T-SP.Ac,ING [S 6 9 31-~------------------------------i I Ii· l SPACE 14• 0 0/1611 " .,,, FRONT SrnEwALL GIRT DATA -UIMt:.NSION FROM BLDG~ LN .. TO OUTS!OE COLUMN FACE IS o• 8 1/ 211 :,1 . "1---------------------=AX.IMUM.-G-l R.T-SRAClNG-.l.S~-6.L II "I ' l SPACE 7• 2 1/ 411 ~ • rl--------#<~,_____, 2 SPACE 6, 9 3/ 4" 'I l" LO~RUN-OA.!A: L = O • 3 3/-8!1 ,'. " F = 3 I 2 3/ 411 :;1 9 "t-------------~-_._.-J = 5, 0 0/16 11 ;~ t ' -eACES AT 5, 0 0/.l. 11 •. ' RIUGE SPACE 1 1 6 0/1611 " . , '·, '1-------~~"-"-'-__.__,_oc.,....~U8I IN DATA; I = o, 3 3/_ 11 :l'I ' F = 3' 2 3/ 411 ,; •r" J = 5, o 011611 :' ,·1 E = ..LSPACES AI s • a 0/16" JJ[ I; RIDGE SPACE l' 6 0/1611 . • " h I ,~I ''1------------...:..-------------------------'--------------------------------1··· i .:: ' . ,;. I •i---------------------'--~ ''ll 1 1. ,:\ < j:'.: 3-;,, ~ I \ r; ! ~ '/:I 1JC l .• -~~¥.\""'...,.,...,.-....,..~--- ' : ~ij :'ey ,,. ;1; ::..t. ~ ----._.....,,.. _,_ ,_.._._,. __ .,.-J,./.,,,-~---•• --..., --:--~~~~-... -·-1--•---."":...~ ;...1--...:..~~~.,..J:.."'~;.."s;:;,--::i;.-~-.t."!l:""""Ol..!''L::-;::!-;7~~~~.,._.J-!""~;:<r;;r,'~~.....,..~~~~·•"~'-"'~7r:".'\"'-'"''""l'r~·,r,,,""'.-.-,-,...-.n_\.,.., ,._,~_,.....,.. • i' •. , . ,, 01, .V.ARCO•PRUOEN----------------r-~A-ME-DE-S-l-GN--l-NPUl-CONO.l-T-I-ON.>------------------.,OB.:.-450.7-7.f....l'.- A UNIT OF AMCA INTERNATIONAL CORPORATION PAGE: -f DATE: 11-25•81 NUMBER OF· FRAMES FOR THIS JOB DESIGN IS l -~---,,,;* ,...__~.,.ME--NUM&ER--ASS.l-GNMEN..T-tiY--fRAME-LN • .:-.O.t--l--t-0-9------------------------------------------ 1' POST AND l:lEAM ASSUMED AT f'RAME LINE l •1·' POST ANO tiEJ,M ASSUMEU AT LAST FRAME LINE 3 'f------oAGK-SI-OE4•tALL--COLUMNS-ARc.:.:..srANUARD--lOU..T-SIOE-F-bANGE-,-l-S-V-E-R-l'.:I-CAl.+-'---'--------'---------~~-----------~-------- •r FRONT SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) .,,, THE TOPS Of THE INTERIOR COLUMNS ARE RELEASED "t----'-~....-RA~IE..-OES.J.GNEIJ-:...UT IL I-Z-1-NG--WEW-T..lf.F-ENERS-AS-REQU.I-RE--------------------------------:------- i" MAXIMUM ALLOWABLE SUM PERCENT = 1. 030 f)J°' NORMAL TAPERED MEMBER UESIGN FOR 8ACK COLUMN 1"1------1'IORMAl.--T-AP.t.l<El)_MEMBE..R-OE.!:iI1;N_f-Ok-t:HoN:T--COLUb1N-----------------------------------'-'---~---.-J:I BACK COL.UMN BOLTEU AT TOP Of COLUMN -STANDARD LOCATION •1· FRONT COLUMN BOLTED AT TOP OF COLUMN • STANDARD LOCATION 1''1----~F.RAME----lS-UESI-GNE[).._ANU.....OE-T.Al-l.ED-F-OR-.SY..MME.T-R-Y--ABOU,T-HIE-R.IDG"---------------,-----------------,-----'-'----· I" •. ,,, 1''1--------------------------'---'----- .), SYMMETRY :: 1 l=YES I SHAPE CODE = 1 l=RF SELECTEU BY PROGRAM I DESIGN CODE = l l=YS AUTO-UESIGN FRAME SPECIAL FRAME DATA FOR THE l FRAME FOLLOw.s; ""~' 2=NO I 2=CB SELECTED tiY PROGRAM I 2=HD HOLD DEPTHS &. DESIGN I f'1----------'--------+------------.3=SP-SP.ECIAL--f.RAME--I.NPUT I 3-SC....S.!RESS....Cl:IECK-E.RAM .... E-+1------.,- • :" I 4=SC SPECIAL FRAME W/COORD I · , 1" I 5=UB S'ELECTED 8Y PROGRAM· ·I, I,, . =UP-SPECl-AL-UN-I-f:iEAM-lNguT-.l- " DEF CODE = 0 l=MIN. I I LOADING: OoO ADDITIONAL DEAD LOAD •-c -Z::.MAX. I NUMBE~ OF SUPPORTED POINTS 2 I 2.00 PURLINS &. SHEE'.TING 1''1------------~=-INT. I NUMti£R-UF--SP£C.I.AI.--MEM8EH-HELEASES O . _.-90--F-.kAME-DEJ\l)__U).A..,__ ___ 1--------J"I I NUl'it!ER OF INTERIOR COLUMNS O I TOTAl. DEAD 2.90 PSF . I •1" AVG t!AY SPACE 20.00• I NUMl:IER Of MEMHE.RS 'I-I LIVE 20.00 PSF I ,'' I NUMtiEH-Of-CEN:r.ER-L-l-NE-l-0-l-N+-E.-OlN-TS S .I WINI> 15.00 PSF I .,. ·~:I THIS F.RAME REQUIRED ON FRAME LINES l 2, ·p·! · MEMBER DATA: , 1::1 • MEM-~LANGE i '9 TK WIDTH • 'i'.'.I FRAME S~ OE 1 -~---3/-16---S...O. •t f;RAME SIDE 2 ;'' 2 3/1-6 s.o j"i----ERAME--SluE----v·--------------------------------------'-------------------------fl · 3 3/16 s.o .( FRAME SIOE 4 r'. . 4 3/-1-6-5 • 0 l r' • f' BOUNDARY DAT A; (1-----.......Je'-U-J. .. NT X--S~-Y......stiP----M,,,.SUP X•OlSP Y•.O.ISP ROT~U.O af' 1 l l O o.o IN. O.O IN. O.O IN/IN OR RA_DIANS •1" · S l l 0 ·OeO IN. 0,o0 . IN. O .. O IN/IN O'R RADIANS ' !"1------'----------------------------------------------------------------., 'IE8 TK lL..8 1/ 8 -l/ 8 ·,,/.....f ~---~....t.l:!S 1,..El\lG.t-HH,.__ __ l 2 (FT) 12.00 9.00 19.359 .3.225 12.00 9.00 19.359 30058 ~ 1 • 0 0--1-6...0 0 13,. 34-a J;...5-1-l ~~ L. y y LB -...5B.L-t-.CE-CODES WEi:3 <FT> CFTl (FT) Jl J2 ..,7-0 .•. 000 l 2 5 1 1 J 8.6.9 SET SY PLG SPACE SP-..--1ili 184.764 2 3 l 5 l 18.07 SET BY P&G SPACE KN SP 175.236 4 3 1 5 l 18.07 SET BY P&.G SPACE KN SP 9..0 .• .o.o 0---5 4 5 l l 18.69 SEt SY P&.G SPACE ae l(N :..:,_._o o 16 • O.().___l-3+3.48--.4 . .:U~ .~ ... 61 'f :.,;-I \---"-----------------------------'--------------------------------------'i!' ( .~:\ ( :,:1 • ...... ~,ll't~-. ------:.:; -:; e-..-~ .i:,-r~--====-=--...;::;:::::~-:=:::-;::;..:..:...:.:r-U;::C,__..:;;::_--:--:_~:::;=~:..=a-a~::;;.;.. -~-: -...... ~._,,..,,,,., • ...,-,-,. _,._. ,.. __ ,._ ................ --~~-•1 _---_,,. • .• VARCO-PRUDEN /r----A .. lJN I T--Of • .:._AI-ICA---I NT ERNA TI ONAL--..CORP?RA Tl ON. REACTION SUMMARY/ BASE PLATE SUM~ARY JOB: 45077FT1 ------------------------------~.AG8_f_ ______ _ .;, -FRAME NO. l DATE: 11-25•81 I, • I -SOMMAR-Y-O~EA-C-T-IONS-t-------------------------------------------------!' •. , 01:1 eH SIOE LOAD COMBINATION BACK 1,35, o, o, 0 FRONT 1,35, o, o, 0 ----··-·--~·--- BACK 1,11, o, o, 0 FRONT 1,11, o, o, O HORIZON·TAL VERTICAL MOMENT --2.53 ~ -o.oo -2.53 9 o.oo ~ -~ o.oo -1.12 -o.s1 -o.oo • 1::1 SUMMARY OF BASE PLATES: :~ SIDE ~------BASEPLATE DATA-------> <------ANCHOR BOLT DATA------> WELDING e, '1 MARK NO. wIDTH TK LENGTH NUMBER SIZE BLH PATTERN ''''r-------------------~-----------------------------------------------1" BACK i:lP-A0830H s.oo X, 3/8 X s.oo (2) 3/4 DIA. A36 2.23 · os-3 .( FRONT BP-A08308 a.oo X 3/8 X a.oo (2) 3/4 DIA. A36 2.23 os-3 F'r-------------'--------------------------~----------------------------1" ... , ~-·r::· . ~/IIB'&R-S-T-I.f..F.-ENE-R---OESCR.l P-.'.T--l-ON LO CA-T-l.ON--WES-DEP-T.l:l--ttl--L--iVH A I S Uf-£.ENER-.S.U E S IOf.S__WELQl.N!i_D.EJ' AlL..1- & !:: ·. _. -NU!-11:iER ' (FT) ( IN) RATIO RATIO ( IN> : TK WlUTH L -S 'i : t.l -,-.,3-----l DIAGONAL-KNEE--Sl'.F-e--·-.3/-16-A-2--5/.-16--0N Y.ES-1.-- Q 1;~. . 2 COL./HAUNCH FLG EX 0.61 11 •. 625 'I 3/16 X 2 1/ 't BOTH YES I l'01--BOL.-+EO-,CONNECY...lON-DA:r.A----------------------------------~----------------~- 1"I-f>f"I .J I<--------PLATE DATA -------->I<--------------,, --Mt::MSER----T-. H---"-,t i TK WO LENGTH j SIZE .• j::r,, 4 .2 I 3/ 8 X 600 X l •-4 0/16 I 3/411 DIA A325 I • :-.-3---l-l--31---8--X-6-.-0-X--l-'--4--0-/-l-b---!-3/.4JLO.J-A--A-32.5 -~~ 2, 3 2 I 4/ 8 X 6.0 X o•-9 1/16 I 3/411 DIA A325 I • ,,~ . WEB STIFFENER REQUIREMENTSl BOLT DATA--------------->! ·1----------------1--------'----0U-TSIOE ..•.. INSlU"---l--~----------CONNE.C.T,lON-CAl?.ACI-1'.:-Y-- #ROWS 4-~0LT #ROWS 4•80LT I TYPE MARK# OUTSIDE INSIUE 3 NO 1 NO I EXT GOb317031 387.9 ttK 255.8 11 K .3--NO l--NO I" FLIJ.SH--A0:63.l.6.031 387.9 11K 255..<l.2!.L- l NO 1 NO I EXT G06410011 218.1 11K -218.i 11K -;-~, NOTE: FLANGE BRACE REQUIREMENTS MUST BE REVIEWED --J •r·1 THIS BUlLDING/FHAME WAS DESIGNED SYMMETRICAL BUT PURLIN AND/OR GIRT SPACINGS ARE NOT SYMMETHlCAL. ···:; 1'1. FLANGE-BRACES-WER~l.OCA.l'..E.U-U.l'..ll..-lZ-lNG-UNBRACEO-CON!..l--I..l.ONS-61111L:LOAO.ING-.ASSUM.W.GJ.Hf.....ERAME.....WAS.-1.1NS.YJ.<~ ·.:,~ j" Df<AfTlNG AND DESIGN REVIEW Rf.QUIREU ·}· f) ('·. IN GENERAL BRACE RE<W!REMi:.:NlS SHOULD BE THE SAME ON BOTH SIDES OF. THE FRAME ~ ~~ ~ 6 , n-;:g:,/ J/,.,.,/ ·t'. i"j N1JMt1£1L.Q.f_p..1Jru..l-Ns.....o.R-G.1.RTS IS DIEF.J:.RENT -MEMBER 1 # : o.o MEMSER--1+ • = lo~~~ --~~-"&=(,__ __ ~--- ;\ 0~ ::::;r • 1::1----f-L_A_N_G_E_B_R_A_C_I_N_G_R_E_Q_. U-I-R-EM-E-.N-"T-,S-1----------------------------------------,----,-,----- fzy ·r1---,---~C,K SIDE OJ;:_f..aAME-IUOGE-l-U-..,,......,.__.,__ __________ ~-------------------------'----------,~t.. ., I'!: ::;: . t) i"I MEMl:>ER ff 2 2 2 2 2 -··.,_.· \>•, LOCA-T--I-ON 11• 6-0/.l6 61• ·6 0116 llt .. _6_0./.16 16·1'!'-6-• ....0..l.l.6' ]9'!!'-..IL . ..3L.._-=<-----------------------.,., l"\ DEPTH @ FB 9.2634 .. 10.1437 ll.0239 llo9042 O.O :,;.! ,. 9 ( FB MARK # f82036 NOT REi.l D NOT REQ O F8205l NOT REQ D - ~1 t.l ··,,1 ,, t ..... • -=----------------,-------'--------------------------------------------• ·;c~.JMldltWWW:.t:t ,W&PW. ww\ l:Hfk .. ~~ • j 01 • . . I ~ . i •1 j 1· ~ ~ •. • • VARCO•PRlJl)EN .. VNH--Vr-Al"ll,;A-l,-l'H-t.-HWA-H,-VNAL-1..VKt'-Vl<-A+l·U" FRAME NO. l FLANGE BRACING REQUIREMENTS: "'0 ON T-S-l-O&-OF----¥'.-R-AME-R--l-DGE-l'-0--U.V. c-• MEMBER# 3 FRAME FLANGE BRACE DATA 3 3 3 3 1 I '!..OCA-T-1-0N l • -6---0 .LJ...6--6.t--o-O-l-l-~O-l--l-6---¼6L--6---0-.Ll-6--l-9-· -0 ., , ,. -.i ' ' ' ' l • . I ' . G: u , • I I • ,, ,, •i:: ,,. e:lJ ·11 I,,' .• ,,, iw1 ~1 '.;::i ? ~., j \IL, .. . - UE!-'TH (ii FB 9.2634 l0.1437 11.0240 11.9043 Fl:3 MARK# FB2036 NOT RE(~ 0 NOT REQ D Fb20Sl FRONT SIDE OF FRAME ~ASE TO· EAVE: • EMHER "' , . -· LOCATION 71-2 l/ 4 1 • DEPTH~ FB 12.2195 ":.8-MAR~-#--NO-T-RE-Q " .. ' ' '' . ~ :.··· •[! __ ~_:_:___ __ ,:: I., -----,=~~___:___~~==- ; ·.I:: -----::----,----. -,i;,~ ', f':" ,;, g e:, ;, I ~ '1:: ~ . ·~ 9r"'·~ ~ I~~ ~'i •~·1 ·/. F'' • ·o.o NOT REQ D JOl:H 4b0 77rT l '~Al:lt~i..-.-e. I: ·DATE: 11•25-81 ' . ' i ' ( ' I l I .. I l I .. 1· .. . . I ,':'._.j_1~ ------~ W&W.Ji~Wll.!f.llMln"l zz:.!' .. ~~,'Jbi&!918~'-~ffiJtt@L iJlJ~BWJkll?J¼P.ixf.~1'!-¼Uit,ti;·,~*.¾!~A,T,~W~-#fr1f!*-~~~ -----1~~ ~~ ~1~1 _,...;;:;;;;;;.,;~.:;.;:::;;:::;:;; .. ~ .. ~ -,;>,. __ ,.,.._~, -,-,.---, __ ......,,._.._.,•--• ______ w, __ _,_,.,..,. --~--·-...,_!...,... .... -·----~--..,_......,..,,,,...r.:;,t"_,l.t'~-,..,....#,. ... A' .. ,..,.,,,=,,,~~.i.i:/-,.;~.,~..:,;:;.,,...-.;_,_.,,v-.,...,..,...,...-.c:,,<i'L,-1<>•.,•., •• ,. ----,"-,.-,-,., .·:~,·...--,,., .... ,,. .. .,.._ . .,,._.. • 6 (; •1, ~ ·> 1' I.!: ~ .I; " ,,:. r I ' .. : _____.:_VARccr;;pft!JIYEN A UNIT OF AMCA INTERNATIONAL CORP. ·POST AND B~AM ENDwALL DESIGN . --maE;;1112s,ar-"--·rrffE~-27T671+!:1 JOi:l N0.45077FTl LEFT ENiJWALL I. INPUT DATA SPAN= 40 0 00 FT .• ' B BAY SPACING= 20.00 FT. LEFT-----------S-fDEwACLHE"TGHT = 14.oo F 1. LEFT ROOF PITCH = 1.00 TO 12 RlGHT SIDEWALL HEIGHT= 14.00 FT. RIGHT ROOF PITCH= 1.00 TO 12 RIDGE AT 20.00 FT. FROM LEFT BUILDING LiNt RIGHT CORNER POST ELEVATION= :\ I· _,, .I' .'t I' i~l-•. : 1J!<· E·NDPOST SPACING (FT• l •LEFT ENDWALL' -8ACK8UI~DlNG LlNE TO FRONT BUILDING L!NE ( ll (2) (3) (4) (5) . (6) (7) (8) (9) (lO) l 2 o. o o-u--z·o-~ ooo LOA.DING , ;-1i. rr# r-rr;rrr---"l -n-rr-o·~ c ~ t~ ,,, ·1: '' ;i_, '~\ :.; O::, ·uvE LOAU = 20.00. PsF --:I\. f.-,i--____ WINO LOAU = 15;.00 PSF ~';_ !,11 L0AD-C0MfHNATl0NS ___________ _ 'j. .~, ( l l l ,35, O, 0 DEAD LOAU + LIVE LOAD W/TRib RED+ .. t:t , (2) ·1,11, O, 0 DEAD LOAU + MBMA WIND + o.o FT. (11) • + (12) e:J I!. BRIEF DESIGN SUMMARY . H RAKE BEAM .;USE (2) 8.?_Cl6 BACK TO BACK MAXIMUM MOMENT= -114.00 IN•K, ALLOWABLE LQAD = 1-'l(<lE--z PROFIT c;t:NTER CA (13) 0.20 K/FT 39.7 lN•K, PERCENT STRESS= 0.28 100. 7 IN•K, PERCENT STRESS= 0 .• 7·3 -- M_ .... _ -:-: ol'.:L ,_ coRNER PosT-usE ,2> 1:3.sc16 t;ACK To sAcK AXIAL LoAo= I~ ENUPOST( ll-USE (2) 8.5Cl6 BACK TO BACK AXIAL LOAD~ i''I _---cuRNER-P-O-ST;;;us~1cr.-s-c 11,-am:K-.O~l:K AxTKL7J>AO= •0.3 K, MOMENT-= -o.a K, MOMENT= ~7{,-f,1UME"NT:i ~7~-,P--E"RCE"NtSTRf:'."S'S:i7f;21' __________ _ 8 J'.'. III. DETAIL DESIGN SUMr-tARY r;,· i;:I · A. rtAKE--·-:eEAw-;;--cmTrcAr-coA"ucoM1::11NA7TOr-i--ro"R .. _utsn:.N-wAs--,---,r...---------------------- ~-O[-,, LOCATION X DISTANCE REACTION ,:; !,,1--____ _____ (FT) (KIPS) 'ii •H MAX. MOMENT SPAN < l>AT 7.!:>·o .....__ ;i'f ! 1·,,L.,_ INH:.RIOR SUPPOIH ( llAT 20.00 4.75 ;'~· .. ,c' · M AT.;-HUi-1EN1SPl:\1\f~) i\.--r 2 • 5 0 ""'"'"- ,MOMENT LEFT RIGHT HE ND ING ST~ESS STRf:SS ZERO MOMENT (IN•Kl SH~AR (K) SHEAR ALLO~ (KSl) ACTUAL RATIO LEFT (FT) RIGHT --;;-o-;-0-0--0. o 1 .42 71>-;oo o. o o-o-;-o c, o.:o o·;o 64.12 J0.00 l!l.'79 o.53 o.o o.o -114.00 2,37 2.37 30.00 28.08 0.94 s.oo o.o " ·7,1;-;i 31>. 00 1 ~ ;-,-g--o--;-!r3 o.o o.o ;;,,, .. ~. · C.ErrSUPPCfRI . u---o-;o i.42 i';i .• "I RI6HT SUPPOtH AT 40.00 ~ ··r, I:: · s. coRREl</E~STS"-LEFr r~--r,,,..,....---___.:. _______________________________________ _ ·:1 • H l>ESI<.iN UN8HACEO LENGTHS --o.oo 1.42 o.o 30.00 o.oo 0.09 o.o o.o ~ ~ POST.TYPE CRITICAL LENGTH X-AXIS Y-AXIS BENDING , , o,m-cu--,;ra-ff 1 > rFT1--rFTr--(n·~i--~< ·t' CORNE.R POST (2) 13.29 13.29 7el9 7.19 ,)-__ -'-_ENOPOST ( ll (2) 14.96 14.96 7.77 7.77 , C1JRNER pO-Sl (2) 13.29 13.29 1.19--r;i~---. ,,, '1------~------------------------------------------=------------------.t l"~--'-------------------'--'--------------~------:---1~~ APPLIED APPLlED ALLOWABLE ALLOWABLE STRESS AXIAL ,MOMENT AXIAL !;ENDING HATIO \Kl ( lrii"';;i() tKST> (K$Tl -o.J 39.7 40.00 36.07 0.2s -o.a 100.7 40.00 34.66 o.73 -u;-2 39. 7 40.00 3~~7 0;21 "•t: 'i._ __ _:_ ____ _,_ ____ ~ ___ _:_ ____ ~----------------------------------------:'i ; •~" i,o • .; , lfl , ,w., ,oc, ,.)1~,Fnf, :., z»w;.tM11«: ;u11.1Att¥ ,14¼ 4f,JJ¥";t-..,-(-~._, ~•.s:.+••JM~S¼f~mr :1·' • .-l.'-~~ -----:-~'::""~-'-~-:f::---~----~--~~~--::: ~==.:;:=;::;::; :=:::i::0.r~?-.;;. .. _....,~'-"'-?":;:,..,..~:....,.:;;;__,;~~;,...~ ,.:;:--;-~,.;,:-... ~~~~;.,;:,;i;:;;,,..,;,"<,..-,:r,"\.."':<'-y,1.1.r:1~ lfl,;,I._.,,...-,......, .,.._.._ .... ,...,_._._, ___ _.__.~,.........,.=~an:riT->n-. ~-;1'V',~.~r;~~~.,•~.:1~~ ~.,..;~·-.~•,..;;..,_.,,.-...,, '1' ~;:., ,, 6 \.f, . .. -VARCCi.;.PAUbe:N·-·-------. • , A UNIT OF AMCA INTERNATIONAL. : , POST ANO ll€AM lNOIIIALL 0£Sll:IN CORPe AGE -6 .......... ···---·-····--------·-·-·-········--··- PROF IT CENTER CA •;· , -0Ai£.;;.H/2~/8I·-·-·rn.;e::~22/I614..-----------------------------------------~----:----· • , . JOB N0.45077FT1 .__ __ R_I_GHT f:.N . .:::D;::W.:..:.A::.LL::__ ______________________________________________________ _ .,,, . I. INPUT .DATA SPAN= 40.oo·FT. ________ BAY SPACING= 20.00 FT. 1-----LEFT s10E'.WALCHEIGHT·= 14~00 FT. LEFT ROOF PITCH·=· ·1.oo··yo·12 RIGHT SIDEWALL HEIGHT = 14.00 FT• IUGHT ·ROOF PITCH = l .OO TO 12 .,:·: RI6GE AT 20.00 FT •. FROM LEFl BUILDING LINE HIGHT CORNE~ POST ELEVATION= o.o FT • ...._ ___ -----.~:..:..:...:...:... __ _::_::...c._ _ __::_ ___________________ _ ,, 8H ENDPOST SPACING (FT.) •RIGHT E:NDWALL' •. FRONT BUILDING LINE TO BACK l::IUILDING LINE ''~,,,-(1> ___ 2 (2) (3) (4) (5) (6) (7) (8) (9) !10) , co.ooo 0.000 e:· 'i" LOADING 1,; oE·A"ot.o.ciu·= :f;··o·op-s· ·i"'I LIVE LOAU = 20.00 PSF (11) Cl2) (13) b WlNO LOAD= 15.00 PSF · ~'I LOAU--COMB!NATI01~·s·----~----------------------------------------------'----· 9 ~' (l > 1,35, O, 0 OEAU LOAI) + LIVE LOi:\D 111/TRIB RED+ + r <2) 1, 11, 0, 0 OEAO LOAD + MBMA \Ill ND + + _ ~ ·II.BRIEF .DESIGN SUMMARY '."!I ·,1,, ____ f:lA~E !;lEA.M_ -U~E._~2) e.5Cl6._~ACK__!.~.a~c~ ___ MAXIM_~~-~OM_~-"!~-~--:.tl~!.~~-I.~-~~-_!.L~O-~~-~e: ... Lo~.~-='-·· ~ .... 20_.Kl_!_T_._ ·····--"'o~ ·····--. .. --·--~·· _ ;11 9;:~· CORNER POST-USE (z°l 8.5CJ.6 BACK TO BACK AXIAi:. LOAD= •0.3 K, MOMENT= 39.7 IN•Kt PERCENT STRESS= 0.28 TVi?J{ AS ~yldSI ,;\i ,,, ENOPOST ( ll-USE (2) ·tl.5Cl6 BACK TO BACK AXIAL LOAO= •0.8 K, MOMENT= l00e7 IN•K, PE.RCENT STRESS= 0.73 \1· " -CORNER POST -US€ -( 2) 8. SC 16·· BACK--TO .. BAC"K-AX I AL-[OAO=-~o-~·.r-K ,-··t-10ME'.NTz-·-39·;·rTN~K ·,-·PEHCENT-STRESS=-o ;47-·-· [" .,. f ., Ille bETAlL OESIGN SUMMARY :i ,. A·;···RAKE"-BEAM ;;;-· CRTTICAL···t.:oAo .. COMi:fflilATIU'N'"FoR·"'oEs·rnwi[AS--r·n -------~1 · ·"I LO.CATION X DISTANCE REACTION MOMENT LEFT RIGHT BENDING STRESS STRESS ZERO MOMENT t : r',1 ·------(FT) <KIPS) (IN-Kl SHEAR (Kl SHEAR ALLOW (KSI) ACTUAL RATIO LEFT (FT) RlGH,:: ·,~ "I LEf.-SUP·PoR-n-1J:;u 1 .• 4z---.;1r;oo---o-.-,o 1 • .1tz-~o-;oo o,ou--o-.·og--o-;-o.,o-· j: 0 ,,1 MAX. MOMENT ~PAN C llAT 7.50 ...__ 64ol2 30e00 15.79 0.53 O.O 0,0 ij ( 1 1 ~ INTEHIOR SUPPORT < llAT 20.00 4.7s -114.00 2.31 2.37 30.00 2s.oa 0.94 s.oo o.o r~ , .,, r-1Ax-;-11crl'1E1,rr-sn~2TA-r-12-;5i,-""""=--M-.T ro.oo +s.7g---1r;s3 o.o o;·o·---------:!i~ .• ,, RIGHT SUPPORT · AT 40.00 lo42 •0.00 le42 o.o 30.00 ~.oo 0e09 O.O o.o . --..... J,. 1-'l :;(· · 1,,i------n-. ...,...,.,RNER7E.-m:r.P"oS, s -LEFIT '.\ 8 ., L>ESlGN UNbRACE.O LENGTHS APPLIED APPLIED ALLOWABLE ALLOWA(jLE STRESS ~ 0 POST JYPE CRITICAL LENGTH X~AXIS Y-AXIS BENDING AXIAL MOMENT AXIAL BENDING RATIO ·: ~··~ iA1>----CU'Hlr-rFTI~F T) CFT) [FT) (K) ( fN-""K) 'KST (Ks1·~------------------ 'I':. -~.. CORNER POST ·(2) 13.29 13.29 7.19 7.19 -0.3 39.7. 40.00 36.07 ~-28 C , ENDPOST < ll <2> 14.9& 14.9& 1.11 1.11 -o.a 100.1 4~.oo 34.66 o.73 ;r r :ORNER POSI C2i 13.29 -13.29 7.19 l.19 -0.2 39.7 40e00 36.~f Qe27 ;,¥! • to :.\;& . !' ;;;I ,j l-5.~ • d :.~ l•: \'t~'~1 ------------,-----'------------------------'------..,..----'-----------'---------- • I . ~ro ,. ,,r-;,--------------------------------------------------------~---'------· 9,.: ,f __ .,1_~~~----:_:_----------------------------------------------------..:.......----~-,. r 1'1'11 q,-, hi, ( &3 1IH h~~~..-<iq~,@>5:GC:l/l*P1t'~ ~.i\ ' I• .. 1 ' __ ., . -------~ ··-·~· -~ ·----------~··~-----, ,f .,, .,. jJ .,, • o!'. J'. i .,, i . ] j • I .1 , I I ' , ' I ., VARCO-PHUD£N PURLIN DESIGN ; JOB: 45077FTl A UNIT OF·AMCA INTE~NATIONAL CORPORATION PAGE: er uA1E"':7T-2s·;;a·, ~ACK ROOF PURLINS . ::, IWCt"P"ORCH!SY-STEM . GAGE YIELD STRESS -50.00 KSl ALLOWABLE BENDING STRESS -30.00 KS! PURLIN SPACING -s.oo-n ' . LOADING: ,. ADD•L DEAD::: o.o PSF ( TOTAL DEAD LOAD= ADDtL DEAD+ 2 PSF FOR PURLINS & SHEETING) L J. v E=-2 o--;-cro-p ~r .. WINO= 15.00 PSF 2 L:UAlJ'CA-S'E'SwITH THE FlJCCOwTNGLOAITci'.lut.:s: I 1,35, O, O, O I 1,11, o, o, 0 I .. .,. BAY l -l<r.oo• BAY 2 -19.00' I ,-~-----------~-------------1------~--------------------1 I I I j --7 I l GAG J. of :t t I o!;,J , 1 , ,:_1 1 .l I 2. 11 I SX· · , 2.!..!l I 59.2 MUM~Nr-----1 59·.2. l I i ~.--------------~---------------,.---2--·· .. J '1l r 1 -J;;, ·' · ., ~.i:1 -3·s-;: -5". Oo94 AT 9.So FT 0~94 AT 9.50 FT MAX STRESS 1 -1.19 · · ~ e6, I J;$,. !:, ' j -r.T9 tit. ~ J' ' 1 •i'' ··\ I·. 1·r----------:------------'------'----,...-----~-----'-'-~-----------------------· · __ .l ,ti "'· ~i • " I ~ ''i-----------~--------------------------------------------' i. ,, ·: J 9 ~: I ;ij ~,1 I ~ .~: ~ r I •f ' ·~r-------------------------'--------------....., 11 f' .i ·eJ It ~1 ~ • .1\-----~-'-----------~----~------------'----------~------------- .• ,.i ,::) •• ~~ .. ' . ' · ·~~i%ffl..e-B$£ffiMW£4iWSiii?.£i&'.I.JRt9.I& -A lllXUl~a:www :ou;;a &J !llh~&awwwil. --•--..:-.:rr4;paµz 44 :;, ;u: ,4Jli a..; -.. ,.µ;q ;;'11;11t1 •i<·,Ahill4f+4$~l¥ij$HhJ!,.1,Fctt+'@-:JtM.Y;tn.:-;!«t,,\<~~ '.,.-•• -~~-~.:;~:;;;;.;~;;~..; ;:;:;:::i::;::;; :..::.._.,...,u,;....-~..,,__ ,,-~---~..::. .. ~ ... ,--~-'~ ... ~~~,;;.,..-:.;;..;.,,_ .,...,:,.,,..,_,,.,,..-.-u..-,..,. .. .,.. __ •. .-1 --,,.-~.., ,-..,~-,,.,~..,.,.~..,_,,__, • .,.. ••• _.,.,,;._:::;,;;;;~,._,~_,.,.._ • ..:-.~-~ ........_,._. ___ ,_,._,__.,,. •• --,,, ·--·~· ~, ,,., ·-~,, _,,.-.---.....,_ • .,.,_ • • ~~ (1 ., : I' ,:, ,I ,. VARCO-PRUDEN . PURLIN DESIGN JOB: 45077FTl A UNIT OF AM~~-~NT_~~AT __ IONAL CORPO~ATION P_A_'}_~_J __ /.b __ ~~--~- OATE: 11-2s-a1 ., I \:1----s-i-f.l-Prr-PURCI"firSYSTE;; bACK EAVE PURLINS fti, GAGE YIELU STRESS -50 • 00 KSl ·I ALLOWABLE l:H:.NO ING STRESS:._--=.3::..0.:..• 0::...:0::._:_K::S:..=l:.__ ___________________________ ~-----'---'-~------- 'OI PUfKTir--SPAC"ING -1 .t1~r '81,, LOADING: •v A00 1 L DEA~=_ ?•O P~F ( TOTAL DEAD LOAD• ADD•L DEAD~ 2 PSF FOR ~URLINS ~ SHEETING) "I LIVE = 2!f;"Ol) P 81" · wINO = 15.00 PSf ~ ::1 2 Lmm-CA"'S'E"S----Wl I H r ME FOIIOwTITTJ'""l:OAlrc-OlJE'S' 1. 19:: I 1,35, O, O, 0 I 1,11, o, O, 0 I I •?· ~ [...--------~---BA~2~-;oo, ;I 9LJ 1---------------------------1---------------------------1 I (:. I I L I C i~ •' ii"~-f --------\\'! re ~ •1" I I 1 · ::> -1 1 I :;> -11 22.s 22.s m •!:!---1 --.t ,-f3.3 o.35 AT 9.50 FT · ·.;;o. 4s 1 t·r f·f 1 -,.:: '.,: :, ~;, =i· •d ~t'J ~ f1 4'/Ji ~· ---;;--.. ~ . e :~~,_ ;.;.1 I .iJ ' ~;, ;~ ' ,•t• .. -;;l'" V ~\ """'J, -13.3 o.~s AT 9.50 FT •o.4 I I r, GAGE sx MOMENr--· l MAX STRESS () ____ ,,,_ ...,..--..---,,;-i--~-~~--.. ~ .......... ..:,,. ---~:;.~;-1-.. ,_ ...... .,~ 1-,·"-r---:.·~=r;;..,.,.-•..--, ,l>l''-i<•"'"i,~·--, ~~-,;..-,;,-q .... -,,:.tP-.... -,;,.,· ........ ~~ -.. ~ •-r/i)>cr....,,,~,: .,. • • ..... ~.-....... ,,.~. , -~~.,,.,,... ........... ~ .... J--~--~ ... ~, ..... . VARCO-PRUDEN I A UNIT Of AMCA INTERNATIONAL CORP. PAGE: f( 1 'i'PTCAl.-G-IHTuESfGN "ATErn72578" e11 e1, .I',, I " •I:'. "~ •F ., ,., ei,. ~'. ! .[ ,I '•" .;; >)! I ,. •' ' ;9 . \ ' j[ •,a • ,. C • (' ., .1, " JOS NO. 45077FT1 1ST GlRT bi 7.19 FT ENGTH<Ll = T9~000rT LOAD SPACE= 7.000 FT ENDBAY FRONT SIDEWALL TT = FB = 50.00 KSI (4/3)~(0.6)0(FY) = 40.00 wINO LOAD = 15.000 PSf·-------------------------------------~------,----------,---w = o.1os-R?r = Wfl:"i*2T7 8 = SXREQ•O = M/FB*l2 = s·n-B";s-z-10-GJrnc: SX = 2ell INO*1 4-TlrFT;;RTP 1.421 IN°0 3 1-----------------------------------------------------------'~---"-----------------~-•. ,., < \,· ~'l • •·••! tl__ ! • -~~~~~-,..~--"· ......... ~~­. .,, ............. , •• ,,,. ti f ~ . . rt' '1--1 '• I • I • t!J};':~( ,J,, ~ .... /. . . . VARCO-Pf2UDEN 4. ' • .. I o, ,., ' J. : I' ~ I I . ') ,I :i; I ': I ' I ' . I •. DIVISION OF AMCA INTEfll-J/,TIONAL conP, . . ~ . J OUILDEJL__,... .. ,.________ , •. · -·---.SMIZET NO, _J 2._ OF ___ .., i PflOJt:CT ---· ····-u ,,. --· . __ DESIGNER ____ _ OUllJECT_.:.._ ____ ~~·--...._.......,.,;,_._.., .• .,.....---. ....... , , ,. ---·~-... .. -~ .. ~ DATE .... ___ , .. ·----... , ... , •· .... ,L., •. , . , ................... 1 •.• ~···, , ; .. /.,;. L : ... ' I.:., :..': , 1.: . , e: ... ,. , . JOI) NO.-------- ' ...... 1 .... , / . . . I • J3a.n 1.o: f • ,· nJ.111r,ln; n<·~rnHng fJim11lo, Dr)l'J.ection 1.,01\T> Cll/lfl'l' J1'0l1 PANF:J:, HIH l New conf'Jgur11t,Jon I I 2. J•'y,,i 11;.2 kid., Ji't>"• ,15, 200 pn1 g~, 2:), ~oo, 000 pnl M11x.l.r11um ,<leJ.'.lec l,ion = L/lf30· 5 ~6 lf,O.(!,C ,. 6 Ix .. 0.0l1J9. in1~ 7 Sx "" o. 0l1'.'.;l J.113 ('fop or rib ·in corrlprC?aHton) ·sx. ,. 0~0l193 in3 ('.l'op or rib in tcnolon) ' . 3'-0" 31-3" 3 •-6" 3'-9" Ji 1-0" )j. I .. 3 II ,~ •-6" -- 81~ 71 61 53 . '•i 41 · 37 135 107 85 69 56 47 ho 4 '-9" 5 '-0" 31,. 29 ' . 3li 29 I . ' ·1· •. l ~i ~. ,!1• {' .,\; J .. f.lpm1, Bcncli.ng· 3 .. f.lp1m, Doflcct.lon 115 98 85 73. .. ' 256 160 ' . 201 ., 130 ' 65 56. 51 4.5 107. 89 75 6/i '· -~:~ . . ~--~JI 42 .· -,, 30 . ""fl 1 .. flpm1, nurl.~~.ction 213 · rri 130 9r.· . :> Oo ' . 68 50 . I~ -~it .. _, ___ ,__-ii.------.. -------------·---------------_____ , ~1 • I Dcnc'li11e; · fUmplo ,,. w "' Ji.l>Sx 10.100) (12) (L2) . ' 11 -tlpnn w m liiit1x ·(o:Io71) (12) (12) (I . \ I •· f .. ,\ t 1~ I Doi'lcct:lon w "' _3Q1 Qtl_(Ix.} (1:1 l 5 1T( 100) ( 172U) • (172a) (17?.0) (• 1, l' I ,! ,I 'i I ' .I r. m ff, i , .. f:.1: C ti I .. , 1;1 ,•ti ! / I '(' • \j\ 6',!¥1:-::ll VL,-- VARCO-PRUDIEN 0IVIOI0N or-AMCA INTEnNA TI0NAL CORP, "OUILDE '-'---------------------- PROJECT--------------- OUaJECT-------------------- 1 I, .. , ... ~ ~~··.r . . ..... . . f ' ,, SHEET NO. ( 2. OF ___ _ DESIGNER._ ______ _ JOO NO, _____ _ t ,. ; IJ" Section Propcrtiaa '8,.5 • Light G1111,o Z Shapoa Fy • 50 !<SI '' ' ' ~.,.~,, ,-.... ..,. t 1, t , l' I•,• ! J · <. , .: :. ; Y axl,s 2 • .5" X axh ( ; I i { '·,, r ~( I ! Gage -16 l.5 lit 13 12 F.ti Arca l)x. Q -0,05 2.11 0.511 O.!IG 2,39 0,62 l.OU 2.69 0,(,5 1.30 J,2.5 . 0,6!) 1,53 3,81 o. 71, full Section VroportLco 'J11ick Wt/'J!t (In) Ix /Jx 2.')0 0,060 9.05 2,13 J.26 0,067 10.17 2.39 J,62 0,07!.i 11,li/1 ,2,6') ,,.35 0,090 13.01 3.25 .5,07 0, 105 16, 18 3,81 Soctlon Propcrtica 8,5 • Licht Gago C Shapoa F1 • .50 KSI Pull Rx Iy Sy 3,26 1.09 o.:rn 3,2(, 1.27 0.113 3,26 l ,/18 0,50 3.25 1.ll7 0,(i2 3.25 2.29 0,75 Soction Proportion lty 1.11 l.l'., 1.17 1.20 1.22 -, ,,-· 2,511 , .·· 1-,, I , :;,r -[ 1 ,_ X axia : , .;, L =D ·I: Ett 'IMck Cll8Cl Aron Sx Q Wt/Ft On) Ix-,,sx Rx Iy Sy Ry -16 0,05 2,03 o.so 2,90 0,060 8,95 2, 11 3.25 0.62 O,.'.lJ 0.116 1.5 0.95 2,311 0,62 :J,26 0,0<,7 10.02 2.36 3.25 0.71 l),J:1 0,116 14 1.07 2,6/i O,li.'.i .'.l,62 0;075 11.21+ 2,G/1 3.25 0.80 0,/1J O.U7 13 1.29 3.18 0·.69 ,, ,35 0,090 13,52 3.18 J.2'1 0,99 0,53 (), IJ/1 .. ~. 12 1,40 3,61 . 0.11, 5,07 0.105 15,.33 3.61 3.22 1.10 0,59 O,Ut, ,. ,•. ,. . . I~ . , . . (2) 8,SC C11go Section l'roportia11 y axil-, ... ;_:__:;,:··:~·1:.'.';···.:_:~~~_:·--'.:-_:,:: ~-=~~--~;.-:-:: ::::1 ... ,.,;...:_:-.;.:_. :::-,~ X C f._s!.J . )f}.t ,. ' tl\• I ) \•\ " . r ., ~--" .. :r,-, ~-.. ; .. -, . -· ,. -~ -· ., Ell '11lick Full SocLlori P~oportiou C11so AroA S.x Q Wt/Ft (In) Ix Sl( Rx Iy Sy lly 16 1,70 4,06 0,50 5,80 0,060 17.90 ,,.22 3,211 1.87 0.75 1.05 15 1.90 11 ,(,8 0,62 6.52 0,()67 20,0I+ ,,.n 3. 211 2, 15 O,tl6 I • I)<, 11, 2.11, 5.20 0,(,5 7. 'J./1 0,075 22.,,0 5.20 3.21, 2,/15 0.9U 1,0, 13 2,50 6.36 0.69 ll.70 0,090 27 .o,, 6,36 J.2'1 3,07 1.23 1,0'1 12 2,96 7,22 0,71, 10.111 0, 105 :J0.66 7.22 3.22 J,/1/1 1.311 1,011 - 'section Pro,ort1•• End \lull 1l11ko Dnnma t. End Poot• Fy • l12 KSI 3 Plnto Duilt•Up Soctiona l1hnna Wob llt'pt.h Wt./11t i\ro11 (!11 Qn Sic Rx Ry ltt - 3/lGx!i 10 CII 8,!i 10.1 2.97 1.0 0,90 9,01 3.59 1.15 1.32 3/1Gx.5 10 C11 10 10,7!) J.17 · l.O 0.0ft 11.0 /1, 17 1.11 1. JO · 3/16x5 10 GI\ 12 11.7 3,M, 1.0 o. 7!1 lJ.11 ,,.91 1.07 1. 211 3/16115 , 10 Gil l/1 l!!,62 3. 71 1.0 0,73 l(i .u 5,6/i l.OJ 1. 25 1/4x5 io Gu . 14 11,. 69 4,32 1.0 ·0,77 20,U 5,lll 1.10 l.JO l/l1x6 10 C11 14 l<l.39 '•-,02 1.0 o.no 21,. 2 5,93 1.37 1, 50 1/4x6 . 10 GI\ 16 17.J 5,0ll 1.0 0,76 2fl.5 6.6') 1.33 -l.51i l/4x6 10 C:11 10 18,22 5,35 1.0 0,72 .'.l2.9 7,/il, l.JO 1.511 l/l1x6 10 Gn 20 19,13 5, 6"2 1.0 0,69 J7 ,(, ll. 17 1.27 l.!i2 1/4x7 10 G11 20 20,0J (i,12 1.0 0,71 /12 .,, 0,33 l,53 1.01 5/16'(0 10 C:11 18 '}11, 91 7. 311 1.0 0,tlO 50,0 7,113 1.91 2.15 5/16xll IO Gn 20 25,00 7,61 1.0 .o. 7'/ !,(1. (j n.6J 1.117 2, 13 'J/ll1dl 3/Hi 20 '.)2,1 9.61 1.0 ·0.1') .(II\,') u ,l17 1.n:1 2. li V2xt1 J/Hi 20 J!).J/1 11.% 1.0 o. ll :J llr'1. H 11.ti6 1. 9;• '}. i (, ,..,.s,.,_.,.. ... _ • .,. '"""-·~--~··~ ~•--•--·-.,._,_...,.-..._ -· --- -- I ' ' ti ~I 'I ,, 11 II H i ... ., __ . ... ·•I, .... •, •.• t I.Ft\ I r IL~ ., •{ ' :, .. l ., F~iftL ~ . b1;zstcnf ~·,f,-13/fefi:_, l 2... (IJl'l.'t! dlt !:.rSV\:"' ,r:.u:.1.;J I\.LI"'!:., Del';/ CWdl.'~-kV it:~~, nt:l~i1i,~" 1-t i !.!I.ti,, i,:i.l:i-,t.tl' Llt::1-'i.it~ .:I ft:t:~ ~u~C~ ~i ~~36 u~ ~G~~ri~; l.ll kil"'i i·lui-ici-i"f li~ C.ui...urii~ • .;. iit't~ i~. ~.\14~ l l;i\ \.:U,l ,i--. V j;( 1·t11:ci..1l1·1:11j i--'.L • .;7 , nl -, o Ot 11 I'd.I-'~ i'li.iiici.lfl' IN ''i:,E11iH 124.21 in• ldi:-s rn~i. '°1AU1L FufiCE~ 6.v.; ldH.1 ~~t·,. ~ JC l6!.1c:1 br.i1CE irn..: t+v6 111. i3, 11i<EA;.:; 1.7 ind 2, Rem::: 1.,3 1a~ ~.G~ ksi Fa; 40 ~si fb= 30.59 ~si h~X. COMBINED STRESS~ .97 ,:,nt1(;H SHH .. TS TO t•RACE BEAt·1 AT NO GREATER TH?iN 3 ft. 0/C. ~L,PS, &OLTS, 11ND STIFFENERS: USEJ 3/16 rHICK CLIPS H.t1CE CUF' ~.on7~:; iii FROM OUTSifaE FLANGE OF COLUHN U~E& l i 314 i~ cilw BOLTS -CLIP TO ~NGLE U;if: i ( 2 ) ~j/.t .i11 d.i d h,Ol:rs -CL 1F' TO WEB USE& C 2 ) 112 ih did ~OLT3 -iR~CE BE~M TO RAFTER 'FL~NGE U&EI l/16 in ~ELD bOTH SIDES -CLIP TO BR~CE BE~M ', ( ;_ J. , \ \ I ,. ( (' C ( I' -J I ( J, ,__,. __ , \ SOILS INVESTIGATION Proposed Westerly Addition Existing Maintenance Building, Dike Area And Pavement Improvements for Leucadia County Water District Carlsbad, Col ifornia . The Barbour Engineering Company, Inc. Civil Engineers Project No. 75-6-l~A July 2, 1975 · - BENTON ENGINEERING, INC. > 'Jr • .. 1. PHILIP HENKING BENTON PRESIDENT .. CIVIL ENGINEER Introduction r-. I \ BENTON ~NGINEERING, INC. APPLIED 5011,. 'MECHANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 SOILS. INVESTIGATION TELEPHONE (714) 565-1955 This is to. present the results of a soils investigation conducted at the site of the proposed ( westerly addition of existing Maintenance Building, Dike Area and Paven:ient lmpr.ovements for ~he Leucadia County V{_ater District. T~e existing Maintenance Building is ·1ocated.i:iortheosterly of the intersection of La Costa Avenue and Ei Camino Real in Carlsbad, Cal ifomia. ( · It is our understanding that the proposed construction work includes (1) the addition of }. existing Maintenance Building, (2) asphaltic concrete pavement around the existing Maintenance • ( ~ Building and the new addition and (3) an earth dike along the north property line. _;;__{ ( The propo~d Maintenance Building addition will be approximately 40 by 40 feet in plan, one-story tn height and will be of light steel construction. The proposed finished grade of the '. -. -~ ---. building addftlon will be at Elevation 7 .5 feet. The proposed finished grades of the asphal tic concrete pavemen.t v_orles from Elevation 6.2 to 7.5 feet. lo order to bring the site to these pro- posed finished grades, excavations to as deep as approximately 4 feet wfll be required in the proposed buildl~ addi'tion area and the asphaltic concrete pavement area. In the_proposed earth dtke area, filled ground up to opproxfmately 3.5 feet will be. required above the existing ground ( surface. . I \., \ l ~J The obfecttves of this investigation were to determine the general subsoil conditions at the site and certain physt cal properties of the soils, so that soil parameters and recommendations could .. . .. -~· _;: : .. ·be presented for design and construction of the· bui!.ding foundations and.the asphaltic concrete ' . -pavement and speciftcations presented for the compaction of filled ground ln the dtke area. -.,~, -, _( ( ( ( -2- In order to accomplish these objectives, five borings were drilled at selected locatio~s and both undisturbed and loos~. soil samples wen~ obtained for laboratory testing. This investigation was based on the l 11 = 20' scale Grading Plan (sheet 2 of 2) of the project drawings pr~p<'lred by The Barbour Engineering Company, Inc. of San Diego, Col ifornia. Field lnv~stigation . . The flva borings were drilled 24 inches in diameter, with a truck-mounted rotary buck~t- type drill rig at the approximate locations shown on the attached Drawing No. 1, entitled . . "Location of Test Borings. 11 The borings were drilled to dep'ths of 4.5 to 11.0 feet below the existing ground.surface. A continuous log of the soils encountered .in the borings was recorded . . _.at the time of drilltng ond is show~ in detail· on Drawing Nos. 2 to 5, inclusive, each entitled "Summary Sheets." The solls were ~isually classified by field identification procedures in accordance with • the Unffied Soil Classification Chart: A simplified description of this classification system is .presented in· the a~_tached Appendix A at the end of this report. Undisturbed samples were obtained at frequent intervals in the soils ahead of the drilling. C · The drop weight used __ for driving the sampling tube into the soils was the "Kelly" bar of the drill rig whl ch weighs 1623 pounds., and the· average drop was 12 inches. The general procedures ( ( ( ( . . used fn field sompltng are described u~der "Sampling" in Appendix B. Laborotory Tests . Laboratory tests were performed on all und.isturbed samples of the soils in order to deter- mine the dry density, moisture content and shearing·strength. · The results of these tests are·. presented on Drawfog t-Jos. 2 to 5, inclusive. ·shearing strengths were· determined by_ shearing the soil sample 'at a normal pressure equ·ivalent. to_ -~h~ existing overburden pressure that was .•. :. .1: .! reduced for water buoyancy and proposed depth of excavqtion at certain boring locations·; The . ' soil samples recovered b-elow water levels were shear~d under a saturated ci~d undrained .r BENTON ENGINEERING, INC. . ~- ' \ ( ( ( C t condition. Consol ldation tests were performed on representative samples in order to determine the load-s~ttlement characteristics of the soils and the results of these tests are presented graph- ically on Drawing Nos. 6 to 9, inclusive, each entitled "Consolidation Curves·. 11 . . In addition to the above laboratory tests, expansion tests were performed on some of the clayey soils encountered to determine their volumetric change characteristics with change in moisture content. The recorded expansions of._ the samples ore presented as fol I ows: Boring Sample No. No •. 2 1 3 1 5 1 Depth of Sample, fn Feet ·3.0 5.5 4.5 Soil Descripti'on ~-. Silty clay Percent Expansion Under Unit Load of 500 Pounds per Square Foot from Air Dry to Saturation Mixture of fine sandy clay and silty day Fine to medium sandy clay 3.81 0 1.44 The general procedures used for. the laboratory tests are described briefly in Appendix B. Compaction tests were petforme'tf on r~resenta~ive samples of the soi.ls to be excavated to establish comp~ction criteria. The soils were tested according to the A.S.T .M. D 1557-70 . . . method of compaction which uses 25 blows of a _10 pound rammer dropping 18 inches on each of ( 5 I aye~ in a· 4 inch· diameter 1/30 cub I c foot mold. The results of .the tests are presented 'as ( ( follows: Maximum Optimum Mois- Boring Bag Depth Soll . Dry Density ture Content No. · Sample in Feet Descr.iption l_b/cu ft % dry wt 1 1 0-1.0 Silty cloy l20.1 12.0 2 3 4.0-5.0 Silty· fine to medium 118.9 12. 1 sand Califomia Bearing Ratio tests were performed on ;amples repres~ntotive of the subgrade soils in the proposed pavement areas between 0.0-~nd 1.0 foot in dept~ .below finished grades • . . '. ,. The CBR tests were· performed in accordance with A.S .T :M. D· 1883 an4. D ;1557 Method D modified per City ~f Son Diego Standards~ The tesfre·sults are prese!.lted on Jhe,following page. BENTON ENGINEERING, INC • . :-... -. :··-. \, -4- ' ~ ,: ~- ,\-Molded lntitial loads in Percent Percent Bog _bry Moisture Pena-Pounds on Expansion Moisture '( Boring Sample Depth Density Content tration 3 Sq. In. CBR During After No. No. in Feet lb/cu ft % dry wt Inch Plunger Std. Soaking Penetration 3 2 4.5-5.5 129A 11. 1 0. 1 229 7.6 3.2 19.3 0.2 513 11.4 0.3 727 12 .7 0.4 887 12.8 ( 0.5 1013 · 13 .o 5 3 3.5-4.5 126.3 13.5 o. 1 200 6.7 3.5 21.5 0.2 370 8.2 0.3 496 8.7 Q.4 613 8.9 / . I.., 0.5 704 9.0 DISCUSSION, CONCLUSIONS AND RECOMMENDATIONS C Soil Strata . ~ ( . ( ( At Boring 1, an exisnng fill was found in the upper 3 .0 feet of the boring. The fill soils . . consisted of soft silty clay in the upper 01.3 feet and loose fine sand belo~. Below 3 .. 0 feet in depth, a soft silty clay deposit was encountered to the end of boring at 11 .• 0 feet. Gro~nd' water was encou~tered below a· depth of 5. 0 fe~t in this boring. ·. At Boring 2, an existing.fill was found to a depth of 11.2 feet. The fill soils consisted of soft silty clay to 4.0 feet, a loose to compact silty fine to medium sand to 8.9 feet and then merged to medium firm· fine sandy clay· to 11 .-2 feet. Below 11 .2 feet, a soft silty clay layer was encountered to the en_d of boring at 16.0 feet. . . Ground water was encountered below a depth of 11.2 feet. At Boring 3, the upper 3 .5 feet of soils c~nsisted of soft silty cloy layer. Below 3 .5 feet . . and to the end of boring at 5.5 feet, a soft mixture of silty clay and fine sandy clay was encountered. At fk>ring 4; an existing fill was found in ,fhe upper 5 .8 feet of the boring. The fill soils ~ ,.~ consisted of soft silty clay to l .8 feet and soft mixture of sihy clay and ·saridy .. clay below. The fill . . .. . ~ soils were underlai·n by a soft silty clay layer to the end ofj,oring at 11.0 feet. BENTON ENGINEERING, INC, C (_ _( ( ,.. l C -5- Ground water was encountered below a depth of 8 .5 feet. At Boring 5, an exi~~ing fill was found to the end of boring at 4 .5 feet. The fill soils consisted of soft fine to coarse sandy clay in the upper 0.8 foot, a soft silty clay to 1.0 foot and t-hen merged to fine to medium sandy clay to th_e end of boring at 4 .5 feet. The fine to medium sandy clay layer was soft between depth~·of 1.0 foot and 3.4 feet and firm below. Conclusions · ' .. It is conclu_ded fro~ the .results of field ~xplora_tions and laboratory tests t_hat the existing fill soHs found at the site have in-place den$ities V<:Jrying from 78 .4 to 93 .8 percent of maxim.um density. The results of laboratory consolidation ·t~sts indicate that the fill soils bel(?w Elevation 7 .3 feet have satisfactory load-settlement characteristics and may be us~d f~r support of lightly ·1ooded foundation of a flexible type steel structu~e ., Recommendations .. l • FoundaHon Support . ' . It is concluded that the light steel frame _st~ucture foundations may be supported by inter~onnectec:! continuou_s footings placed on the_ existing fill soils •. · · · · The allowable bear_ing value, which may be used for conti_nuous footings design, is 1000 pounds per square fo~t if the footings are founded at least 1 ~O _foot ~elow f·he lowest adjacen·t undisturbed final ground surface •. This value is intended for dead plus live loads only, and may be increased one third for combined dead, I ive and seismic loadings. . The anticipated total settlement of a continuous footing locatecl at a depth of 1 .. 0 foot and . . . . . loaded to _a. unit foundation pressure of 1000 pounds per __ square footing is 0.4 inch for footings up to 3 feet in width • . . .In order to assure rigidity of th~ foundc_ition system, it is recommended that the footings be .... ?'o, .; .'.. - ( · continuously.reinforced and interconnected with min~mup, ~f"cme No; 5 bar at 3 inches above the . . ·;,.... . . . . ~ bottom of all footings and one No. 5 bar at 1.5 inches bel~ the top of the stems of the footings. 4 • r, 'ii : ( , BENTON ENGINEERING, INC, '( ( : ( . ( ( This re-inforcement is recommended in addition to the reinforcement requirement otherwise needed for structural design. For lateral resistance design, are allowable passive pressure equivalent t0 a fluid density _of l0O'pounds per cuhic foot may be used starting from the lowest adjacent undisturbed finished grade. For a maximum deve.lopme.nt of _the passive resi~tance, the disturbed _soils around the . - footings during foundation exc::avati~n should be properly compacted so that the soils are in direct contact with the footings. For frictional resistance·between the footings and the supporting soils, a friction factor of 0.3 may be assumed. ' 2. Concrete Slab On Grade Wherever concrete slab is to be c<;>nstructed, the soils beneath the slab should be uniformly excavated to a depth of 1.0 foo"t below the bottom of the slab. The excavated silty-clay and sandy clay soils should be disposed outside of proposed building and paved areas and should be replaced with excavated silty sand, clay sand or sandy soil type uniformly compacted to at least 90 percent of the maximum ~ry density per A.S. LM. D 1557-70 method of compaction to a depth of 6 inches below the bottom ·of the concrete slab. If the surface of the concrete. slab should remain free of ·(. moistu~e, a capillary water barrier consisting of clean crushed ·gravel, at least 4 inches in compacted thickn~s·, should be placed directly on the subgrade soils ·that _in turn Is covered by a 4 mil poly- ethylene layer arid 2 in_ches. of sand beneath the concrete slab. ( ( ( (_;1 . . The concrete slabs on grade should be reinforced wHh 6 x 6 -10/10 w~lded wire fabric . . or greater amount of reinforcement as may be required for the anticipated floor loads and should be separated from perimeter footi~s by 1/2 inch thickness of construction felt. or equivalent. This is to allow independent movement of garage slabs relative t~ perimeter footings. 3. Earth Dike Construction • ~ • .Jo In the Boring 4 areo where an earth dike is being. proposed, .. a :soft· silty clay with some peat ·; was found below a depth of 5.8 feet~ The results of loborqtory consolidation tests indicate the soft BENTON ENGINEERING, INC. C { ... \.-.. ; ,·-. ' .... (::, '• .... ~ ... . . :·· •,: .. . .C. . . .: _.\j} ,t :·> . .,,--... _ .... l. ' . ,A.: ·?·: :.·: . •;,;., ' ., - ~;- silty clay deposit is -relatively cornprcssible. Therefore, it is dt!sira6lt! to place the dike fill materials on the construdion site to an d~vati'on up to 6 inches greatt1r at the time of construction t.o a Mow for Jong term settleml:nt of the underlying soft silty clay layers. The excavated on site soils, which are free from brush, vegetation debris, or other organic matter, may be used for earth dike construction. 4. Combined Thfokness of Asphaltic Co.ncrete Pavement Using a "tested CBR ot 6 .7 for the representative subgrade sqils in 'the proposed parking . area around the Maintenance Building, the required combined thicknesses of an asphaltic concrete pavement se.ction with either one base co1,1rse ·or possjbly a base co~bfned with a subbase course to support a 6,000 pound design wheel load are presented below: . ' (9) (b) (c) • Design wheel loads, pounds Asphaltic concrete pavement, inches Base course ·materials with a minimum CBR of 80 at·95 percent maximum dry dens-ity, inches (d) Subbase materials Y(ith a minimum CBR of 25 ·. at 95 percent of maximum dry' density, inches (e) On site soils scarified and recompac_ted to at least 95 percent of maximum dry density, - inches Required Thicknesses, in Inches Either Or 6,000 2 9 1/2 6 .. 6,000 2 4 5 1/2 6 Prior to pavement construction, the proposed pavement area should be excavated to a depth equivalen~ to the combined total of the thickness shown on lines (b), (c) and (d) above. The exposed surface ~hould then be scarified to a depth of 6 inches, moistened or dried as necessary .. . to opt-imum moisture-and uniformly compacted to· at least 95 porc~nt of maximum dry density. Thereafter, the import subbase and/or base course· rrioterlals may be· placed and compacted to at least 95 per~ent of the ~aximum dry density to the required thickn.~ss ~hp~k on line (c) and (d) • . . - PENTON ENGINEERING, INC, . -~-------- ' ,/ ( (. V - ,~-~---- The recommended grada_rions of the subbase and base course materials ore presented befow: Si.eve Sizes ·311 2 1/211 1" 3/411 No.4 No. 30 No. 200 Required CBR (Minimum) Subbase Materials · Percent Passing By Weight 100 90-100 40-90 . - 0-25 ::: 25 . \) -...:.: \j Base Course Materials Percent Passing By Weight 100 90-·100 ·35_55 10-30 2-8 ·so The s~base a~d base cours~-'!'ater·i~ls may consist of cru~hed rock, gravel_, wel I-graded sand or decomposed 9raniHc ·materials which are free from vegetable matt_er and other deleterious suhstances. · 5. Site Grading • . . · It is recommended that the earthwork operation be conducted under_ a continuous . . _engineering Inspection and in accordance with the-applicable sections of the attached Appendix _AA, entitled 11Standard Specificat.ions for the Placement of Compacted Filled Ground. 11 ·. In the proposed filled ground area, the area to receive·the fill should be cleared of all brush, vegetation, debris, organic matters and any rubbish _prior t~ fill placement for compaction. The exposed surface which is·determi~ed to be satisfactory fot the'support of the filled ground ·shall then be plowed or scarified to a depth of at least six inches, m·oistened or dried. as necessary to optimum moisture content, .and uniformly compacted to at least 90 percent of the maximum dry · . . density in accordance with the A.S. T .M. D 1557-70 method C of comP(!ction which uses 25 blows of a 10 pound' rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction mold with oppropri~te-_gravel content corrections. Respectfully submftted, •; BENTON ENGINEERING, INC_- · · Reyiewed by ~~~-::/J,~L.I~~~~~===:il -Philip H By~#.'~------Distr: (10) Addressee- S. H. Shu BENTON ENGINEl!:RING, INC, ' ,· ,,.. l f • \·. ,, .. J f I i, J I ., ·i ,"" -.... .. ·; --· J ! I I ... : .......... \ I • • "i- , • .( ( C ( -.. 0 "i: ' -"' 0 L. G> - (-~ ( - ( ' t ~ t c_. -C 5 u 0 ·-" 8 :, ~ II.I ::E < z m 0 -, ( z \ 0 I-w wa: I-..J SUMMARY SHEET w ...tw ...t~O u. .... 0. CXl -Ua:i 1 J: ~~ Oii:~ BORING NO. I-~:::, Cl)->- 0. en z ~en ELEVATION 7.3' * w ~ 0 ..J >->-c:, • w· a: t;: w..,: I-I-ut- w-. 0 a::': iii u. zu. zen ..J ~>-z· cc<( • w!!:: w=> ~1-0 w~ W Cl)CC 0~ w Cl) en ii: 50 >-Cl) :x: -en >· en en o. _t-:ii:~ cc C!l w- a:u. 0..1 a:~ 0 r, u r,-7 GRAVEL 1 -. Ll.J .,....,._._i1 '~------,.-------+-__;;;;...;..::_.;_;....;;;;=---J -18. 1 99. 0 - l t=~::f Lig_ht Brown-gray, Moist, Soft SILTY CLAY ·= ~ .·.·:-:::,· l\.----.------'--'----+------1-0.8-~3.7 .. 94_2--- 2~ 'O /)\\ Black, .Moist, Loos~, Sligh_t ' _ :·:·-:::·:-::-:. Clay Binder, Roots, Organic FINE SAND 3--·;:/:·.\t! · Odiferous .. ,,,-~, M f S -If\ , , , ...._ Brown, Very oist, So t, ome 4-\::..I :::: Caving at 3.5 Feet Water - 5- - ~~~ ' ' ' ' ' ' Saturated ' ''' , , Lenses of Gray Fine. to Medium 6-_ ~ ,,, '. 7_ A " Sandy Clay - 8- -,,, 9-''' • - 10.:.. -© .. 11- -- --- - SILTY CLAY - - - D 0 lndi cotes Loose Bag Sample Indicates Undisturbed Drive Sample - 0.8 35.4 80.0 0.40 -34.8 86. 1 0.24 0.8 35.4 84. 1 0.26 (~-~ 0.8\ 40.2 81. 1 0.26 -- - * ·elevations shown were obtained by interpolation between contour lin_es on ·the Barbour l:ngirieert ng Comporiy, .Inc. Drawing for Leucadia County Water District, Sheet 1, -Malntenonce Area. · · - - -•• ? .. --·; -- · PROJECT ·No. ·75-6-13A BENTON ENGINEERING, INC •. DRAWING NO. 2 ' LL. l ' f C. .( ( "'! ..... . ! .. -~ '-., t; ·- .(: Cl C ( ( w . :i: <( z Ill 0 -, . C .. <. I-w w wa: u. ..Jw --c. CD J: :E :E I-<(:::, C. cnz w Cl ('\ --OJ 1- - ' 2-~ - 3- - z 0 t-·..1 ..J 4; 0 _(.)CD OU::E en-> ~Cl) <( ..J (.) ' \ SUMMARY SHEET BORING NO. 2 -=--- ELEVATION_l_l ~ Gray, Very Moist, Soft, Lenses of Fine to Medium Sand Light Brown SILTY CLAY >-<., • a: t: w--.. zcn w!: w~ >· _ ... a: LL C >-. I-I-iii LL z· w:::, Cl~ >en a: CD Cl ..J 0.8 20.8 94.8 - 4-~~~'------------+-------1----1--~--1----' _ [i] . Light Brown, Very Moist, 5-® Loose . .... -SILTY FINE TO 6-x,:t----,-----"--,-,------~ 7 = ® ·.:·_::_-.-. Compact MEDIUM SAND .... ·· -. · ... :~©~ · ·:::.:::: ·Gray-brown, Moist, Medium :.::::·:·:: Firm - 10- - . FINE SANDY CLAY 0.8 22 .6 95.7 - 4.9 16.4111.5 - 6.5 18.5107.2 - Water a-~ ,,,, 2 Inch. ~ayer of Fine to Coarse i,.;.:.-:::::--- l2 = @ fl,pjl~"""':....,: _..\.._S_an.;,_d_...,;.._ _________ J-.-~----'/ 0 .f( 52. 7" }70.4 0 .51 ·· ~==::::=Brown-gray, Saturated, Soft c.__ ___ /,,.. - l.3- - 14-SILTY CLAY - 15- --' --' ~ 16 = © ~ ..... ~~' _________ L_ ____ -1...~0_!_!:.8~38~-~4~8~2~.2~0!..=. 5~0j__J - - - - -. • .. ~ .... -...... O'!:.' _t:: . •• -.. ' .,. --- PROJECT NO. 75-6-13A BENTON ENGINEERING, INC. DRAWING NO. 3 ' I< • ' L ,..,, ; ( c- .... 0 .... ( ,!:· .~,' O· ... G) ..... 0 3: ·. c C c: . . :, . . 0 ,u o· .... -u 0 u :, "G) C _, ... ~- -· . w :i: .· < z . --.m 'O .. -, ,. t-w WO: w u. -'w ..... 11. C%I :x: ::i:;:E t-~ ::) 11. v.,z w Q 1'\ --OJ 1- - 2- - 3- - SUMMARY SHEET BORING N0._3~-- ELEVA TION 11 . 01 ~ ' ' Brown-gray, Moist, Soft .....,,._..o,_i Gray ~~~lo.I-_ " ~-· ... ,. SILTY CLAY. 4-.. ·. · , · Brown, Very Moist, Soft-, -cD .. ·: ... :"'_.-· __ . ·_. Occasional Gravel SILTY CLAY AND FINE SANDY CLAY >-CJ • o:li: w--... z<ll w~ w~ >· _ ... ccu. Q 5-r.\ ~-·:. -~-~ w~~~-~,-~~+-----------~----~~o~.8~1~8~.6~10~3~.3~0~.2~4~~ 6- -- ,.,... BORING NO. 4 ·--ELEVATION 10.0' - ·0-t---h-s:-,~,M~~---------------r--------,------r----r----,r---....-~ ~~~.Brown, Very Moist, Soft 1-- 1 ~=· :a..i-~·:::Ught Brown, Very Moist, Soft 2-~ 3= 1 ~:=·-~: ~: - 4-........ . . .. ' -... 5-. .... . . SlLTY CLAY SILTY CLAY AND FINE SANDY CLAY 0.8 24.1 92.6 0.37 _, _.. -u.. ® -. 6"-. Brown-black, Very Moist, ~~t-:--~--:--:-:-----:--:-:---+-_.;....-.....;.._-t 0.8 ·rS4. 1 ·""86.0r0.52-- @ -Soft, Roots 7-'~ _ fJ' '"' Thtn Lenses of Fine Sand a-~ ~~mer -...... ~~ 9-t.i:=::=::SSatvrated - 10- ..... 11- ·SILTY CLAY ·; -. PROJECT NO. 75-6-13A BENTON ENGINEERING, INC. 0.8 41. l 78.4 0.36 .... .. !: .. 1: •• DRAWING NO. 4 ( / \. C ' ' l w :E ~ z Cll .o '"'.l ---·· ------.-----,.-----s \ 1-w w u. --:t I-D. w 0 " ..... SUMMARY SHEET BORING NO. 5 -=---- ELEVA TION __ ]...,0...,.u0,_1_ > Cl • a: li: w--2(/) w~ w~ >· _ ... a: u. 0 _ QJ ... ·· Brown, Moist, Soft, Occasional FINE TO COARSE 1 _ .... ~.; ·, Gravel SAN DY CLAY 1r----+---1----+-----1 ···:-· .. \ Grav, Very Moist, Soft SILTY rr AV / -.. · .. ·.·· 2-::.: ::::::. Light Brown, Moist, Soft -lil:::--:-:-:-::.->: 3-........ .-.. 5- - - - - - - - - - - - - - - -- - -- - - - - - ~ - - - - - - - PROJECT NO. 75-6-13A • FINE TO MEDIUM SANDY GLAY ... - BENTON ENGINEERING, INC. 4.9 18.6 108.7 0.63 -.. .-'! ...... - .- DRAWING NO. 5 -~ ....I LL. ( . . ,: C .c C ( ( C J .... -~ ... .... . . ~ C ..... C 5 u w ::I ct z m 0 -, •7 00.2 ( "\. 1 2 ... 3 2 PROJECT NO. 75-6-13A ·CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.8 .1.0 2 4 --r--r----- ) ~ "' ------" "' · ..... •;:. . ..... . ,·~ ··•:, . .. o Indicates percent consol idation•at field moisture • Indicates percent consol id<:2fion ofter saturation BENTON ENGINEERING, INC. 6 8 10 Boring 1 Sample JA Death 2 1 ORAWINI NO. 6 16 ' ( . ( . ( (. (,· .... u . ".E "' ·--. 0 ' .... ~ .... 0 3= .c C :> 0 ·u (-C ·--0 C 0 ::, Cl) -1 C 'C. • C w 2 f 4 • z m 0 J ... .c +1 0.2 .o 1 . 2 3 u, Cl) l&I z lie 4 0 X ... ·s j 0,. JI • 6 Cl) I~ " &&. 0 ... 7 z w 0 rz: 8 w 0,. z 9 2 ... • 0 :i i 10 z 0 u 11 PROJECT NO. 75-6-13A .... CONSOLID·ATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.8 1.0 2 4 r.............. : -· -i--i-.. r---,.... r-...... 1'1 • -\ .. \ \ \ ) . \ • \ I'-.... --..... ~ ..... \ r-....... ['-. "'r--..... ' ~ \ " ............... \ . ..... ~-. ... N. ·· .. : ..... : ·. -.. · .. , .. !': . .,. : o Indicates percent consol idotion.o.t field moisture • l_ndicotes perc_ent consol idotion ofter soturoti on BgNTON ENGINEERING, INC. 6 - 8 10 Borinfi 2 $amp e 5 Deoth 12' ·, DRAWING NO. 7 16 ' ( ·. r ,, ( C .... ( (,:) "i: .... .,, ·-0 ... a, .. ..... ~ f . >,. .... .c ::, 0 u 0 ·--0. 0 u . :., c-a, --' C (. .. ; ... ' . .. ~-.. :· C : ... '. ,'} . .,• : "" ( ·-: · 2 ..... 4 ". ,'· z Cl) Cl) I.Al z llC u :z: I- "' ..J IL 2 ~ Cl) I&. 0 I-z "' u 0: "' IL I z Q I-4 0 :::; i z 0 u (J,2 0.4 1 r" . .,----- CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT _ 0.6 0.8 1.0 2 4 I I, 6 8 10 Boring 4 Sample 1 n,rn ·h 31 16 . r---r--.. 2 1----4-----+--+-"'--::::,.,.,.1:--4--+-~f---,-----+----+----+--+--+-t---t-+-+-------1 r----.r----... r-....MP--... 3 1-------,i,----i---+----+--+--l---l--+-~----+----+---i'---t---+--+--+--+-t------{ ~ 4 5 '6 \ ' .... ----- 7 \ . -I"----i___ ~ - 8 -. ' ,. ~ .-~ . !::· - o Indicates perc~nt consol idation-ot fi~ld mqisture • 1.ndicotes percent consol i9ation ofter saturation PROJECT NO.· 75-6~13A : BENTON ENGINEERING., INC •. DRAWING NO. ·a ·,----------( j< ~-. \. ( ( ,. <v .... 0 ·;: .... "' . ·-0 .... a, . .... 0 -~ (. .... C C ( 5 .U-·. C ·-'"O ,8 ., . ::> _. "' ( 2 I -~ G:I O· ,/ ., ( C,ONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT (f.;.!::·2_· -----!:0:.;:.4:.__....,......::'0~.6:,__._;0~.8:::....-~l.~0-----2:!;:-__ ~ _ _;;.4 _ _,_--,;;:6--,___:8::._...:l.x-0 __ ~16 Boring 4 Sample 3 1 1-------1~-!-----+-+--l--l-+-1------~--+---l----l'----+--I~ np~ntn.L.lpL.'---"' 2·1--'---l---l------+--+--+--+--l--l----'-----l----+---l----il--l--l-----+--+--I----~ 3n . ~ 4 1----ii-:'-....__--+-~-+--+--+--+--+--+-------+-----+-----i----+---+---+----l---1---+---~ . "" II) : "' ~ 5i.:.----1--+---"'""~+--+--+-+-l-----+---+--+--,l--+--+--+--+--i---~ :c ... 6 1----------1-----lc--1--+~---i-::~>.-1---l--.!-------+----l----.l---l----+---+--4--l-4-----l ' ~ " = 71---~l---+---+-+-+--H.'~\4\:)-----+----+-_:.-+---+--f--4---1-+-+----I ; . ~ 8 1----1---1------i-----4--+--+--1--l-----',----l----+---1----il--l--l-----+--+-+---~ . E 4k____ -; ·\ u ·_,,.. __ . ffi 9· -. .. A. ----\ I . • ---... _ -----2 10 .1-----------1--..._-+--f--l--+--+· -+-+-----_.;:;::==--=..,~~---+----+--+--4--l-1--4-+--~ !c 0 ::; . ~-11 1-----1---1----4-~--4-4--l--------4----1---~-+---+---l--4-.....-ll------f .z 0 u PROJ£CT NO. 75-6-13A· ·. '~. . .. ~ . ~ -·. . ··•. ;. o Indicates ,perc~nt consol idotion-oot field moi~ture • l!'ldicates.percent consol i~ation after saturaticm BENTON ENGINEERING, INC. 011 AWINI NO. 9