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HomeMy WebLinkAbout1960 LA COSTA AVE; ; 77-195; Permit• I, -• -'~ ~, • ,_ City 'of CARLSBAD, CALl'FORNIA 92008. . · .... -~,. -,a 5 . Applicant tO' complete ilumber:ed spaces only Phone 7 29-1181 Peli'ft j,(<'No--;::;, ;,;."J;~+;J,~6,@~ ..:·,~s..15 . -,, .. .:•-1\,..·, -'. JOB ADDA £55 / .tA &J~ k /J1Jtle I ASSESSOR'S 119·.~-c PARCEL NUMBER .. , ./Ji' 1 L0,T •NO .. I OLK JT~~ //" BOOK I PM~! PAR, 1 ~~;~~-., · -u,u~ <OSEE ATTACHED SH.._EET) "'~* .~.It .~:-... 't,,,' --I. ~- OWNER MAIL ADDRESS ZIP .-~ PHONE 2 1. ~l (,:;,,., .• h I ~J,-;;. -/.;.,. _(J. t'..6fkr1d ,., :::,-j ,..,.. . ,/?~"'-,~.,.._ :;,A ··.-·'···/ :' . "'l ""V/;.' _.,. I,. -.J ' . ' r~ / -· ~~ co;;~TOR ~ -,/ . ',.i'L A::7 --,<$:q4,1 .~T,;_ATE LIC, NO, CITY LIC, NO, . .· ~ ~ ---,--.... -~~ -"17H~ :-. ARCHITECT OR DE-SIGNER ~..D ... .,.,.-. MAl.~ic,,rfo'RESS ~ PHONE LICENSE NO. 4 &, ,rJt),U.Y-b,t-t?Jt .. ,.,. ... -. If'; _;,(,.t !i$. e-;~;,f i" f_ l,.rJ :.ii r'/.. 2?.'> -1<SJ.;7 , ,---~, ,J ,. .. ",M, -'• ~ ~~ ~ ... ;_Jt _,;/If' ,,_I,.,;!(,/.-::-: I'd •' ENGfNEER -.J --MAIL ADDRESS PHONE LICENSE NO. 5 .. ·:-' ~ ,r-.'-"!,-,e COMPENSATION INS, CARRIER MAIL ADDRESS BRANCH 6 ,,,, USE OF BUILDING '·.,- 7 ,i!!:JFP1t:1 ·· ~c./1,tl.t,('.;... ·NO, BDRMS NO, BATHS a Class of work: _[!}rfEW 0 ADDITION 0 AlTERATION 0.AEPAIR . 0 MOVE 0 REMOVE 9 -Describe work: ,Sf/,4P/tfl /'),t;J;;t.,,e ,/Jwt ;;~A.Ai I ,_ 10 Change of use from Change of use to • ·.1~ .. ., I r...t. ·~ Valuatfon of work: $ ~3,5713 -,:.<If ""/~·"' 11 J"'"'l-'· I" '::,. ~>I, -V· PLAN CHECK FEE <t"1._; ~ PERMIT FEE $ : SPECIAL CONDJTIONS:. Type of ,i_~ ,:J Occupancy f .. -:;: MICRO F 0 ILM FE1)., fJ' ,;ffe• ,,. ·-~ ..... . Const. j ,.. Group ,•T:!> ..... "\: ..,..,..,.,,..., Size of Bid~~ . No. of I Max. (Total) sq., •. · ·. <CJ Stories 0cc. Load ., Fire Sprinklers , Fire ~? use APPLICA T-ION ACCEPTED BY' -PLANS CHECKED BY APPA©VEDfOA ISSUANCE BY Zone Zone Required DYes El"No l :-,,;I' ~? No. of OFFSTREET. PARKING SPACES: ...... ' ); Dwelling Units 0 No. 'No. . DATE DATEt Covered Sq. Ft • Open ; NOTICE Special Approvals Required Received Not Required SEPARATE PERMITS ARE REQUIRE!;) FOR ELECTRICAL, PLUMB-PLANNING DEPT. -· ING, HEATINJ}, VENTILATING OR AIR CONDITIONING. HEAL TH DEPT. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TION· AUTHORIZED IS NOT COMMENCED WITHIN 120 DAYS,OR IF FIRE DEPT. CONSTRUCT.ION OR WORK.IS SUSPENDED OR ABANDONED FOR A SOIL REPORT PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM-OTHER (Specify) ., MENCED. ' I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS ENGINEERING DEPT. APPLICA,TION·AN.0_:KNOW THE SAME TO BE TRUE AND CORRECT. WATE.R DEPT. ALL PROVISIONS OF t.AWS AND ORDINANCES GOVERNING THIS TYPE OF :WORK WILL ·BE COMPLIED'Wl·TH 'WHE'fHER S'PEelFIED . . .. HEREIN·. OR -NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR ·CANCEL THE PROVJSIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONS,THUCTION OB THE PERFORMANCE OF CONSTRUCTION. · .. _ 1.~·: -- SIGNATURE OF CONTRACTOR OR AUTHORIZED AGENT (DATE) . SIGNATURE OF OWNER (If' OWNER IIUILDEIIO (DATE) . WHEN PROPERLY VALIDATED (IN TH.IS SPACE) THIS IS YOUR PERMIT PLAN .CHECK VALIDATI.ON CK. M.o. CASH PERM.IT VALIDATION CK. M.O. ·CASH ? /#' · · 25~ TOTAL FEES $ __ . ..., ___ r,_f..'_"' ____ _ INSPECTOR --INSPECTION RECORD DATE REMARKS INSPECTOR . FOUNDATIONS: SET BACK. TRENCH ' REINFORCING FOUNDATION WALL & WEATHER PROOFING CONCRETE SLAB I FRAMING INT. LATHING OR DRYWALL EXT. LATHING MASONRY : FINAL USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. . •. ;:' :· . -:ELECTRICAL -PERMIT APPLICATION._ Applicant to complete numbered spaces oh/rs.' -'1717--2 e-9,.-(/_~ .i Permit No J1/0\./ ,"h ... City._.of CARLSBAD, CALIFORNIA 92008 Phone 729-1181 JOB ADDRE'.·!i,S ,. i':;f&O J..A cdP;~~ {h.Je.,.. ' LEGAL 1 DESCR. I LOT HO. I BLK. I TRACT <Os EE ATTACHED _SHEET) OWNER E MAIL ADDRESS ZIP PHONE 2 L~~<;.J.q 0-t A' lt:> lJi>t»~Ef:1~ l.) t,'$.'T: tC)G:.<::> te-.~"ot\9 ft Ji; ·1-<.i"?~ C\ s~ CONTRACTOR MAIL ADDRESS -,~_Q;BE .,q;.'""7/(,:;. STATE LIC, NO. Cl7 /IC. NO. 3 lf~?.-lHfi1n~;oL.',,*;-)i-i·ct·la.c,.( GoD. )).¢f~AJJ)'6.c; uno 0,.... Dc:.c...JJM£ ½!r->"'/$;.,..... 2 tc;';rti 3 q/ A_RCH ITECT OR DESIGNER . MAIL ADDRESS PHONE LICENSE NO. 4~ i? ;~r~ i~C'.).0 fu;;, (o I .oc.. Era:,-s·";S'" i;_-;-:;,e; <.d'A~S ilr 5.lJ, ENG IHEER MAIL ADDRESS PHONE LICENSE NO. 5. i! ---t v . ~COJ~l~S-. CAR1E~, _,_-.~-',d . ,f /,/~ /l MAIL ADDRESS /.. ,_. u;;} .A ,,-: ' '7 w JI ~ }'1'.Lt.. _/' U~·E ·OF'·BUTLDING°'·-t t,' . 7 ·-e:;/f:'tr f ce • "' 8 Class of work: DNEW 0 ADDITION 0 ALTERATION 0 REPAIR ~ ......... "'". -~ -·· Pj-~>I ttb f' . --1:::!t JS •• .-;;: ·/ I{, ( . I 9 Describe work: \.,,___ // . ./_{/ (} ',•-. l #' <L,, • J - .. ""1,-~ . ' PERMIT. FEES No. Each Fee SPECIAL CONDITIONS: SWIMMING POOL WIRING, .. ,, NO INCREASE IN SERVI CE ~~--NEW CONSTRUCTION, FOR EACH APPLICATION ACCEPTED BY: ~'O -r' f?.1fritf7 AMPERES OF MAIN SERVICE, SWITCH, -r FUSE OR BREAKER DATE -· NEW SERVICE ON EXISTING BLDG. NOTICE FOR EA. AMPERE OF INCREASE IN MAIN SERVICE, SWITCH, FUSE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC-0~ BREAKER TION AUTHORIZED IS NOT COMMENCED WITHIN 120 DAYS,OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FO_R A REMODEL, ALTERATION, NO CHANGE PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM- MENCED. IN SERVICE, FOR EA. AMPERE OF I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS INCREASE APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCE~ GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED .. HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT TEMP. SERVICE UP TO_e,_(tD INCLJ!D· PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE ~ --PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING ING 200 AMP. /,,~·ytJl._u CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ...::.> VC) r--1 . 'I._/ ~~-µ C:-/.1 TEMP. SERVICE OVER ,200 AMP. ~/40-r~ PER 100 l /4 .. ~L1i .... ~ -,. ":...L 7.l..... \ ' SIGl!ATURE OF CONTRACTOR OR AUTHORlttD AGENT (bATE) . " ISSUANCE FEE 'd-,C'Y;', TOTAL FEES ...., ~7 ~r_j SIGNATURE OF OWNER IF OWNER BUILDER DATE WHEN PROPERLY VALiDATED (IN THIS SPACE) THIS IS YOUR PERMIT f PLAN CHECK VALIDATION CK, M,0, CASH PERMIT VALIDATION CK. M,O. CA~H -, ..... ~ -~-~ ;,-,, ' INSPECTOR • • ,. INSPECTION R'EPORTS DATE ITEM REMARKS INSPECT.QR: ' : I ; : I USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. 5-27-77 Temp Pole: O.K. B. Nelson ~'"-:---:-·..-:·..:J,;,.~ ' .. ~-_ . . , > ·. \. ~' ,'. ~·: ; . City of CARLSBAD, CAL'iFORNIA ·· . ., Applicant to c~mp!ete numbered spaces only. · Permit No , . JO& AOD,R ESS --~~-/9.....,;,·-·'--";~;c.....:.....:.a.C__,__·-=-·~c.::..-,A;;.._•' ....c:c=-·l!,t:::;;...' s-"-'·,1._.·?>.;;...___/.t_Pa_'J::--'-.. ,--_C_#-_1,,&,,_s_, &_.D_~_·_.,_u_·· .. '--.. '4_-r_.-__ .-_ ..... _, _______ .. _··---I I LOT NO, I BLK I T"ACT -LEGAL > ·1 DESCR, • OWN·ER , • :· ::. -2. /;,.,e4i&#~,# Cca,,7,;. "P#7""" MAIL AOOfltESS ZiP • PHONE J),-sr.,,.;.·f;_ r .1'9-"a t,,11 't:,t>s·h J#VI/' . CONTRA'CTOR MAIL ADDRESS -;.,z-t;-,.it.t";l? PHONE LICENSE NO • ; i~'il;el:l{ffg .¢ilfl'i-..r11;-,"'$t':f$. ;,.,.;.. $41 ~~'-"'" t.,,,.,,11 i/4""',,/c," U·il;t , .' ARCHITECT OR DESIGNER· , ~-Btt-1,t .. ,,,v;,. MAIL ADDRESS iJ._l;,$-•T,$.$"10NE p•;,.,"' ,~,,; ... ..,41 ~.. SOi :;ts-i.;,_ !Ut¢ 'It' t1,.,r> fl., S..A •• ENGINEER -MAIL ADDRESS PHONE LICENSE NO. ,COMPENSATION (NS, CARRIER MAIL ADDRESS BRANCH JIJ,:i,,lff-~"'$ /$h.t£JJ'.IJ,,,,<t~ 6.v,,v'-P.4 ~ 14?:r-1 ,uS_E OF' euiLDJNG . ! )tl>~r~c1,,~ db·./iJI. ~4 :s<: Class of work: . ~ NEW DADOIT!ON 0 ALTERATION 0 REPAIR ·!r ::·Describl! work: SPEQIAt. <::QNDITIONS: PLANS CHECKED BY. APPROVE-0 FOR ISSUANCE BY. DATE NOT.ICE ·THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- :t16N AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF CONSTRUCTION OB WORK IS SUSPENDED OR ABANDONED FOR A PERl9D Of 120 DAYS AT ANY TIME AFTER WORK IS COM- MENCED. I 'HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS . APPLICATION' AND KNOW THE SAME TO BE. TRUE AND CORRECT • . ~,l,~l~~\J,~g~s w9EL L:rti~~LPE'if Wi~~\~~l?Hvll ~~~g, n~15 HEREIN OR NO'f, THE GRANTING OF A PERMIT DOES NOT ,PRESUME TO GIVE AUTH0RITY TO VIOLATE OR CANCEL THE PROVISI.ONS OF.A.NY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE 'OF CONSTRUCTION. . . . v~"-,,, i/1' (DATE) No. l' . r ., ./ ,,.,. PERMIT FEES Type, of Fixture or Item WATER CLOSET (TOILET) BATHTUB LAVATORY (WASH BASIN) ~HOWER KITCH.EN SINK fl, D.ISP. DISHWASHER LA~NDRY .TRAY CLOTHES WASHER WATER HEATER URINAL DRINKING FOUNTAIN FLOOR--SINK OR DRAIN SLOP SINK GASSYSTEMS:NO.~UTLE~S WATER PIPING & TREATING EQUIP . WASTE INTERCEPTOR VACUUM BREAKERS LAWN SPRINKLER SYSTEM SEWE~ CESSPOOL SEP.TIC Tf\NK & PIT ROOF DRAINS PERMIT SIGNATURE OF OWNl:.R IIF OWNER BUILDER} {DAT.E) TOTAL FEE; WHEN PROPERLY VALIDATED {IN THIS SPACE) THIS IS YOUR PERMIT PLAN CHECK VALIDATION CK, M.o. CASH PERMIT VALIDATlbN CK. M.O. INSPECTOR STATE CITY Fee / ) (.) ./ :yo /-l>·c:) CASH • ·--, INSPECTION REPORTS DATE ITEM REMARKS INSPECTOR USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. 6-3-77 Underground Water: O.K. B. NElson ,, l ~ ·,, '. tl'LDIN(l DEPARTMENT / INqT_E~EP_,AIRTMENTA~FO~TION/ DATE: ~ '-' u cifif c;os/ft · fttJ& PLANNING DEPARTMENT ~~ d%t£tJt,7if71 LOT SIZE _________ oT -WIDTH t tJ P---f3Q ZONE.,--__ · -----,--,,-- UNITS PROVIDED ____ __, D ____ PRKG. SPACES PROVIDED __ -_REQ. __ ,-._.,J,,'__, ____ _uLDG. HEIGH1 _____ ALLOWED ___ _ E ARD--------~-· ENVIRONMENT AL D'IM~-'CTI ON R EQ'TS.!..!f'f~rt):.&...~f.21Lld..!:~~~ " ADDITIONAL COMMENTS_J~ufJ~_.J....&....z:u~-fP,,,'l-fl-~L-..,..i,,..:lil!=,-~~~~~'---i~,£____!!~=-"-- _____,,..ENGINEERING DEPARTMENT .., R.O.W._1..:;.0_0_,_~-~----------1 NDUSTRIAL WASTE ___ __.:..Li~/A""'------~-------- 1 MP ROVE ME NTS _...Jh...,l""'"O""'-h~I l;;:_-______ S,EWE R CONNECT) ON 0 A:: l!:lrij If ii ;Is, -ORIVEWAY LOCATIONS _______________ GRADING PERMIT !f='vq, d ? I IS 1 0.{::(. --:Pei2::.. - EASEMENTS · N/A_ DRAINAGE CQRPS ,"SJ1 Pf LEGAL DESCRIPTION ?£;;r~;Jf1fl 5P ~ ~Ti',, _ ADDITIONAL COMMENTS ~ w. ~ ~ ~ . 1' 1-----=---=-----------------1+-------------- 1~/7(; 1 \ JSSUE PE RM IT ~""'-',.5.,_,L.Ja..L-4-____;:::::__DA TE -----SP'Rl~'KLING SYSTEM Fl'RE PROTECTION EQUIPMENT ___________ FIR.E ALARMS ____ -___ ___ EXITS .... ----------------------------==:--------------0 N s;;. I 7t:° LOCATION -C!J le.. Ace ¢-S-£:--rp .d"x I.S 71/4.lf I.J-yd, ) FIRE HYDRANTS_.,L;.f2..=c .... ~'F"u=-:...al!t.::.:.::..c-_J ________ _ ADDITIONAL COMMENTS _________________________ _ ~ ___ SAN MARCOS ___ _ ______ DATE ____ _ RETURNED TO BLDG. DEPT. ___ _ . . ' . ~ ... POOR QUALITY · · i. f: ! ~ f . . , I, • · ORIGINAL S ; . • . - 'fr • • • ·- • • • • • ' • SOILS INVESTIGATION Proposed New Office Building Leucadia County Water District Carlsbad,. California The Barbour Engineering Company, Inc. · Civil Engineers Project No. 76-9-3A October 7, 1976 BENTON ENGINEERING, INC. •• I • • • •• • • • • • PHILIP HENKING BENTON PRESIDENT • CIVIL ENGINEER Introduction BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111. SOILS INVESTIGATION TELEPHONE (7,14) 565-1955 This is to present the results of a soils investigation conducted at the site of the proposed new office building of the Leucadia County Water District. The proposed new office building will be located on the west side ot' an existing office building which is located northeasterly of the intersection of La Costa Avenue and El Camino Real in Carlsbad, California • It is our understanding that the proposed office building will be one story in h~ight and w-ill be of wood-framed construction. It is further understood that the proposed finished grades of the new office building and the new parking area to the west are at Elevation 15.0 and Elevation 13.0 to 14.0 feet, respectively~ In order to bring the site to these grades, a compacted filled ground varying from 2 to 3 feet in thickness will be required. The objectives of this investigation were to determine the general subsurface conditions at the site and certain physical properties of the soils, so that pertinent soil parameters could be developed and presented for the design and constructi_on of the building foundations and the parking pavement • In order to accomplish these objectives, four borings were drilled at selected locations of the site, and both undisturbed and loose soil samples were obtained for laboratory testing • This investigation was based on the 111 = 20 feet Plot Plan, Scheme 2, which was prepared by the Barbour Engineering ~ompany, lncoporated, of San Diego, California. • .- • • -2- · Field Investigation The four borings were drilled, 24 inches in diameter, with. a truck-mounted rotary bucket-type drill rig at the approximate locations shown on the attached Drawing No. 1, entitled "Location of Test Borings," The borings were drilled to depths of 3.0 to 18.0 feet below the existing ground surface. Driller's mud and water were added to aid in drilling below ' . water levels in order to maintain a greater pressure inside the hole than ·outside, so that the boring. wall ~ould not cave in. A continuous log of the soils encountered in the borings was recorded at the time of drilling and is shown in detail on Drawing Nos. 2 to 4, inclusive., each entitled "Summary Sheet." The soils were visually classified by field identification procedures in accordance with • the Unified Soil Classification Chart. -A simplified description of this classification system is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained at frequent intervals, where possible, in the soils ·-ahead of the drilling, The drop weight used for driving the sampling tube into the soils was the 11 Kel ly" bar of the dri II rig which weigh~ 1623 pounds, and the average drop was 12 inches. • The general procedures used in field sampling are described under "Sampling" in Appendix B. • • • - Laboratory Tests Laboratory tests were performed on all undisturbed samples of the natural soils in order to determi-ne the dry density, moisture content, and shearing strength. The results of these tests are presented on Drawing Nos. 2 to 4, inclusive. Consolidation tests were performed on repre- sentative samples in order to determine the load-settlement characteristics of the soils and the r~sults of these tests are presented graphically on Drawing Nos. 5 and 6, each entitled "Consolidation Curves. 11 The general procedures used for the laboratory_ tests are described briefly in Appendix B • BENTON ENGINEERING, INC, • -•• • • • -3- A California Bearing Ratio test was perfonned on .a representative sample of the soils in the upper 2 feet below existing grade in the proposed parking area. The test was performed in accordance with A.S. T .M. D ·1883 and D 1557 fy\ethod D modified per City of San Diego Standards. The test results are presented below: Molded Initial Load in Percent Percent Bor-Dry Mo'isture Pene-Pounds on CBR Expansion Moisture ing Bag Depth Density Content tration 3 Sq. In. ·Oj,, Of During After No. No. in Feet lb/cu· ft % dry wt Inch Plunger Std. Soaking Penetration 4 1 1.0-2.0 125. 1 12.5 0. 1 277. 9~2 2. 1 18.8 0.2 666 14.8 0.3 972 17. 1 0.4 1170 17.0 0.5 1350 17 .3 DISCUSSION, CONCLUSIONS AND RECOMMENDATIONS Soil Strata At Boring 1,.an existing fill was found in the upper 6.5 feet of the boring. The fill soils consisted of soft clayey fine sand to a depth of 3. 0 feet, soft silty fine to medium sand to 6.0 feet and a soft organic silt layer to a depth of 6.5 feet. The fill soils were underlain by a • · soft clay layer to 8.5 feet in depth, and then merged-to a loose fine sand layer to a depth of 17 .O feet. Groundwater was encountered below a depth of 9. 0 feet • • At Boring 2, a soft clayey fine sand fill was found in the upper 5.0 feet of the boring. The fill soils were underlain· by a soft slightly sandy silt layer to a depth of 17. 5 feet and then e merged to a soft clay layer to the end of boring at 18.0 feet. Groundwater was encountered below a depth of 6. 2 feet. At Boring 3, a loose fill consisting of clayey fine to medium sand and fine sandy clay • soils was found to the end of boring at 3.5 feet • • No groundwater was encountered within the limit of e?<ploration in this·boring • • BENTON ENGINEERING, INC, • . - • -4- At Boring 4, a loose clayey fine scind fill was found to the end of boring at 3.0 feet. No groundwater was encountered within the limit of expl.oration in this boring • Conclusions It is concluded from the results of field explorations and laboratory tests that the exist- ing fill soils found at the site have in-place densities varying from 87.4 to 93.5 percent of the maximum dry densities of the similar fill soils existing in the nearby maintainance building area. The existing fill soils may be used to support the proposed new fills and a lightly loaded _founda- • tion of a flexible wood-framed structure, provided the precautions ·listed below together with • the design recommendations are used to minimize the possibility of differential movements within the new building area • Recommendations 1. Site Grading In the proposed filled ground area, the area to receive the fill should be cleared of all · brush, vegetation, debris, organic matter and any rubbish prior to fill placement for compaction. After clearing, the exposed surface which is determined to be satisfactory for the support of the • · filled ground shall then be plowed or scarified to a depth of at least six inches, m~istened 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 of compacti.on 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 rnold. Subsequently, select nonexpansive soils which meet the following criteria, should be imported and uniformly compacted to a minimum of 90 percent of relative compaction to the proposed finished grades of the subgrade soils. It should meet the requirements on the following page. BENTON ENGINEERING, INC. • -• • • • -5- a) It shall be a silty sand, clayey ~and, or sand soil type. b) c) . d) It shall have no more than 40 percent passing the No. 200 sieve size. Also, at least 50 percent shall pass the No. 4 sieve size and it shal I contain no gravel larger than 3 inches. The expansion of a one inch high sample of the minus No. 10 .material remolded ,to 92 percent of maxim.um dry density and then air dried for two days at 105° F, then I ~ded to 500 p~unds per square foot and saturated, shall not exceed 2. 5 percent • The ·soil when c_ompacted to 90 percent of maximum dry density shal I have an allowable bearing value of not less than 1,000 pounds per square foot for footings placed 1 foot below the lowest adjacent-final compacted ground surface. The stockpiled onsite fills may also be used for compacted fill materials if they meet the • -criteria presented above. It is recommended that the earthwork operation be conducted under a continuous engine·er- • ing inspection and in accordance with the applicable sections of the attached Appendix AA, entitled "Standard ·specifications For The Placement Of Compacted Filled Ground. 11 • • 2. Foundation Support If the compacted filled ground is placed in accordance with the procedures described in the preceding section, the newly-placed compacted fill may be used to support the proposed building foundation • The allowable bearing value, which may be used for continuous footings design, is 1,000 pounds per square foot if the footings ore founded at least 1.0 foot below the lowest adjacent e undisturbed final ground surface. This value is intended for dead plus live I oads only, and may • be increased one third for combined dead, live and seismic loadings • • BENTON ENGINEERING, INC, • -• • • -6- The anticipated total settlement of a continuous footings :located at a depth of 1.0 foot and loaded to a unit foundation pressure of 1,000 pounds per square foot is 1/4 inch for footings up to 3-feet in width • In order to assure rigidity of the foundation system, it is recommended that the-footings be continuously reinforced and interconne~ted with 1a minimum of one No. 5 bar at 3 inches above the bottom of all footings and one No. 5 bar at 1.5 inches below the top of the stems of the footings. This reinforcement is recommended in addition to the reinforcement requirement other- wise needed_ for structural design • For lateral resistance design, an allowable passive pressure equivalent to a fluid density - of 100 pounds per cubic foot may be .used starting from the lowest adjacent undisturbed finished • grade. Due to the presence of a th in, soft clay layer between depths of 6. 5 and 8. 5 feet at Boring 1, it is recommended that the construction of the building foundation should not start •• 9 within a month after the placement of the new.compacted fill. This is to assure that the soft clay w'ill have sufficient time to fully ·consolidate due to the sur·charged fill before foundation e. construction. • • 3. Concrete Slab on Grade The newly-placed compacted fill may be used to support the floor slab of the building if the newly-placed fill soils are compacted accordi~g to the procedures described under 11Site Grading" of this report. In order to maintain a dry concrete slab, it is recommended that, a clean gravel layer at least 4 inches in thickness, should be placed directly on the compacted subgrade soils. In turn, the gravel layer sho~ld be covered by d 4-mil_ polyethylene and 2 inches of sand immediately· • beneath the concrete slab • • • BENTON ENGINEERING, INC. - - -7- The concrete slabs on grade should be reinforced .with 6 x_6 -10/10 wel_ded wire fabric or greater amount of reinforcement as may be required for the anticipated floor loads. 4. Combined Thickness of Asphaltic Concrete Pavement Using a tested CBR of 9 .2 for the representative subgrade soils in the·proposed parking area around the proposed building, the required combined thicknesses of an asphaltic concrete pavement section with either one base course or possibly a base combined with a subbase course to support a 6,000 pound design wheel load are presented below: a) b) c) d) Design wheel loads, pounds Asphaltic concrete pavement, inches Base course materials with a minimum CBR of 80 at 95 percent maximum dry density, inches Subbase materials with a minimum CBR of 25 at 95 percent of maximum dry density, inches On site soils scarified and recompacted to at least 95 percent of maximum dry density, inches Required Thicknesses, in Inches Either Or 6,000 2 9 6 6,000 2 4 5 6 Prior to pavement construction, the proposed pavement area should be excavated to a depth equivalent to the combined total of the thickness shown o~ lines (a), (b), and (c), ·above. The exposed surface should then be scarified to a depth of 6 inches, moistened or dried as · necessary to optimum moisture and uniformly compacted to at least 95 ·percent of maximum dry density. Thereafter, the import subbose and/or base course materials may be placed and com- pacted to at least 95 percent of the maximum dry·density to the required thi~kness shown on lines(b) and (c). BENTON ENGINEERING, INC, -8-• The recommended gradations of' the subbase and base course materials are presented -• • • below:· Sieve· Size 311 2 1/211 1 II 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 Base Course Materials Percent Passing By Weight 100 90-100 35-55 10-30 2-8 80 The subbase and base course materials may consist of crushed rock, gravel, well-graded • sand or decomposed granitic materials_ which are free from vegetable matter and other deleterious substances. Respectfully submitted, ·-BENTON ENGINEERING, INC. • • ,~-;:::::, ,, <.... . -~--. " By L~ ~ ,,,,._:-, ~.,;-~r"" ...:,._ _. :: . -S. H. Shu, Civil Engineer R • C. E. No. 19913 e Distr: (10) Addressee • • SHS/ew • BENTON ENGINEERING, INC. • -• • • • ·- •• • • • • • PROJECT NO. ~ .(. ~ IB UJ 8 <( s UJ 2 1 UJw w ~u s ~Q ~u: -IL xo wtL UJ :Z LL 0 D 4~ EXISTING PUMP <oTATION LEGENP ~ · Jndicates Approximate Location of Test Boring . 17RAWN : K. L.Green . LOCATION OF TEST BORINGS NEW·· OFFICE lo1.JIL{71NG · . FOlt LELJCAC7lA COUNTY WATER 't7lSTRlCT ~ARL5foAl7, C~LlFORNlA. 7<;,-'e>-'oA BENTON ENGINEERING, INC . .N j '$ca le: 111 = 401 DRAWING NO. 1 • -• • • • C: ·--0 ·5 ca • Q) ~ -0 Q) II) 0 0 • d: • 0 . 3= . u • • ....I • • w ~ • . 0 .., • 1-w w LI. -:r; t: w 0 SUMMARY SHEET BORING N0.____.1...__ ELEVATION ___ _ V _ · ·::: · Brown, Very Moist, Soft, With 1-: : : ; : : Asphaltic Concrete, and _ r,"'\ · · : : : : Concrete Fragments to 4 Inches 2-~ .. :::·: ...... . ... -.... CLAYEY FINE SAND > C, • a:1-w!!: zcn w!: w-~ >· _ ... a: LI. C 3.2 17.0 103.9 - 3-Is!.~· .!!. i5. ·r;::~~~;-:-;::--;-:-:;;--1 --:-:----:---11-1 -11FILL _fr>'\.: :·~: Gray, VeryMoist, Soft, 4_ ~ , · ·-:.·-:,._ Alternating Clayey Fine Sand, _ .:':,:.~ '; With Clay Lenses 5-'I. .............. _ ... ...... ........ , - SILTY FINE TO MEDIUM SAND 1.6 19.7 11.1 6-_ ,,.,.,.,~ ~_.,.,.,~ Black, Very Moist, Soft ORGANIC __ 7-® SILTS I 0.8 31.3 90.3 LOO ...:. t:::::::l':-;--:--:-:-----:-:-:--.::-:---t----__J t:::::= Black, Very Moist, Soft 9..,. CLAY - 9-·.--.-Y..:·: Gray, Very Moist, Soft I -Water -:-:-::-:-·-:-·: Saturated, Loose 10 = ~ !Ai '11 -:1.::51 .... · .. --·.· -;·.:::_-;-;-;((. 12= /))).}:: FINE SAND 13- - 14-With Silty Fine _Sand Lenses - 15- 16=. ·Ml · 17-fi°R) ·\\:-:·./) - - - - - - - - PROJECT NO . 76-9-3A Q -Indicates Undisturbed Drive Sample @ -Indicates Sample Not Recovered BENTON ENGINEERING, INC. 0.8 0.8 DRAWING NO. 2 ,. .- • • • • C • -~ • ·u •• ....I • • w ::E • ' 0 -, • I-w w u. -l: I-a. w Q 1 2 3 5 7 8 9 10 11 12 13 14 15 16 17 wa: -'LIi a.m ::E::t <::::> cnz CD SUMMARY. SHEET BORING N0 .. __ 2 __ ELEVATION. ___ _ : : : : · Brown, Very Moist, Soft, :·: : : : With Gravel and Cobbles, : : : : : Asphaltic Concrete and : ·: : : : Concrete Fragments ... ~ .. . . . . . ....... .!" • .P •• CLAYEY FINE SAND SLIGHTLY SANDY SILT 18 -1,.:~~-•iU-ight Brown, Saturated, Soft, ·Bay Mud CLAY PROJECT NO. 76-9-3A BENTON ENGINEERING, INC.· >· I-I-iii u. z· w=> Q~ >ui a:m Q..J 1.6 16.2 10.7 - 0.8 13 .6 06 .8 0.8 28.8 89.9 0.92 0. 8 29. 7 92 • 3 0. 46 0.8 ~0.2 93.9 0.44 . FILL DRAWING NO . 3 • .- • • C: . ·--0 di Q) u E 0 •• ,0 L,. c.. I . . ~ ~ . u . -' • • • w ::E • ' 0 -, • . ... w w II. ---:c Ii: w 0 ,.. SUMMARY SHEET BORING NO .. _...,3.___ ELEVATION ___ _ V • • _ : : : : : Brown, Moist, Loose, With 1-: : : : : Asphaltic Concrete and CLAYEY > C) • a:1-w!!: zU> w2: w:.! >· _ ... a:u. 0 _ · · · · · Concrete Fragments, Silty 2_ [i] _'.i:·:":_,-_.··:-:::. Clay and Fine Sandy Clay FINE TO MEDIUM ..---+--,1,,---i-----1 SAND .Fl L -., ...... . ',, ........ -------------+--------' 3- - - - - - -- -- - :·.·.·.::·:.::. Light Brown and Dark Brown, ······..... Moist, Loose, With Sane Trash FINE SANDY CLAY -B_OR ING NO=--=-· _4..:....__ - 0 . .... _ . : : : : . Brown, Very Moist, Loose, 1 _ : : : : : : With Aspha'!tic Concrete and _ [iJ : : : : : : Concrete Fragments to 4· 2 _ : : : : : : Inches, Lenses of Silty Clay _ · : : : : : and Fine Sandy Clay ...... CLAYEY FINE SAND FILL. 3 -t---i--· -· -· -· -+' -------------L--......------L--L-_;_..J-_--1 __ .J....-'--f - -- - - -· - - ---- - - - - PROJECT NO. 76-9-3A ,, BENTON ENGINEERING, INC. DRAWING NO: 4 • -• • • • •• ·-.:5 G) u tE • 0 i z . Q • ~ • u . ...I • • CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.8 1.0 2 4 6 8 10 0 0.2 ·----i--__ . Boring. 1 1 -----r---...........__ Sample 3 1 t------l--~-4---=,.,._-+--+-~--------l----l--f---t--t----i D_epth 7' --r----... 'i'i~ Cl) Cl) l&I z 5 ~ (.J :z: ... 6 "' ..J Q. 2 I I ' ~ 7 LL. 0 ... z IAI u CIC 0 II.I Q. I -----~ --z 1 ---~ ~ ; 2 ,.._ ______ -~--~----~-• z 0 (.) 3 PROJECT NO. 76-9-3A o Indicates percent consolidation at field moisture • Indicates percent consolidation after saturation BENTON ENGINEERING, INC. Boring 2 Sample 3 Depth 71 DRAWING NO • 5 16 • CONSOLIDATION CURVES -LOAD IN 'KIPS PER SQUARE FOOT • (j)-2 0.4 0.6 0.8 1.0 2 4 6 8 10 16 l Boring 2 Sample 5 1n. ~ Depth 18 1 • 2 "' " ~ 3 " '\ • 4 i\r,__ " • ...I • en i\ en "' I\. . z 5 ~ '\ (.) -: ~ 6 \ "' ..J IL, a C 7 en \ II. 0 8 ~ 1 z \ "' (.) . tr: 9 "' \ IL,- I ' z 10 2 4 ....._~ \ ~ +-..--0 I i11 ------t--1\ z ... 0 r-- (.) ---------12 ~ ----~~ ·-.... .,. 13 • 0 Indicates percent ·consol idotion at field moisture • lndi cotes percent consolidation after saturation • PROJECT NO . DRAWING NO. 76-9-3A BENTON ENGINEERING, INC. 6 • -• • PHILIP HENKING BENTON l'IU:SIDIENT • CIVIL ENGINIEl!R BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 APPENDIX AA ST ANDA.RD SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILLED GROUND TELEPHONE (714) 5615°19515 1. General Description. The objective is to obtain uniformity and adequate internal strength in filled ground by proven engineering procedures and tests so that the proposed structures e may be safely supported. The procedures include the cleari.ng and grubbing, removal of existing structures, preparation of land to be filled, filling of the land, the spreading, and compaction of the filled areas to conform with the lines, grades, and slopes as shown on the c;iccepted p I ans. •• • • • • - •• The owner shall employ a qualified soils engineer to inspect and tesf the filled ground as placed to verify the uniformity of <:ompaction of fi lied ground to the specified 90 percent of maximum dry density. The soils engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shal I have the authority to reject the compacted filled ground until such time that corrective measures are taken necessary to comply with the specifications. It shall be the sole responsibility of the grading contractor: to achieve the specified degree of compaction. 2 .. Clearing, Grubbing, and Preparing Areas to be Filled. (a) All brush, vegetation and any rubbish shall be removed, piled, and burned or other- wise disposed of so as to leave the areas to be filled free of vegetation and debris • Any soft., swampy or otherwise unsuitable areas sh9II be corrected by draining or removal, or both. (b) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six i·nches (611), and until the surface is free from ruts, hummocks, or other uneven features which would 'tend to prevent uniform compaction by the equipment to be used. (c) Where fi !Is are made on hi I I sides or exposed slope areas, greater than 10 percent, horizontal benches shal I be cut into firm undisturbed natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each, layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the eleva- tion of the toe stake placed at the natural angle of repose or design slope. The soils engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. · • -• • • • APPENDIX AA -2-- (d) After the natural ground has been prepared, It shall then be brought to the proper mois- ture content and compacted to not less than ninety percent of maximum density In accordance with A.S. T.M. D-1557-70 method that.uses 25 blows of a. lOpound hammer falling from 18 inches on ·each of 5 layers in a 4 11 diameter cylindrical mold of a 1/30th cubic foot volume. f · ·3. Materials and Special Req.uirements·. The. fi 11 soils shall cpnsist of select·materials so graded · that at leas:t 4-0 percent of the material pass¢s a No. 4 sieve. This may be obtained from the excavation of banks,-horrow p_its of any other approved sources and by mixing soils from one or more sources. The materiaf uses shal_l be free from vegetable matter, and other de- leterious subst~:snces, and shall not contain rocks or lumps of gredter than 6 Inches in diameter . . If excessive vegetation, rocks,.or soils with incidequate strength or other unacceptable physical · characteri~tics are encountered, these shall be disposed of in was.te areas as shown on the plans or as directed by the soils engineer. If during grading operations, soi Is not encountered and tested in the preliminary investigation are found, tests on these soi-ls shall be performed to · determine their physical characteristics·. Any special treatment recommended in the prelimi'nary or subsequent soil reports not covered herein shall become an addendum to these specifications • ihe testing and specifications for the compqction of subgrade,subbase, and base materl'cils for roads., streets, highways, or other public property or rights-of-way sbqll be in accordance with those of the governmental agency having jurisdiction. · ._ 4. Placing, Spreading,. and Compacting Fill Materia.ls. • • • • - •• (a) The suitable fl II material shall be placed in layers which, when compacted shall not exceed six in:ches (611) •· Each layer shall be spread evenly and shall be throughly· mixed during the spreading to insure uniformity of material and moisture in each layer . (b) 'Mien the moisture content of the fill material is below that specified by the soils engineer,· water shall be added until the moisture content is n·ear optimum as specified by the soi ls engineer to assure thorough bonding during the compacting process. (c) (d) 'Mien the moisture content o{ the fi Fl material is. above that specified by the soils · engineer, the fill material shall-be aerated by blading and scarifying or other satis- factory methods lrnti I the moisture content is near optimum as specified by the soi Is engineer. After each layer has been placed, mixed and.spread· evenly, It sh~II be thorough_ly compacted to not 1-ess than ninety percent of maximum density in accordance with A. S. T.M. D-1557-70 modified as described in 2 (d) above. Compaction shall be dccomplished with sheepsfoot roll~rs, multiple-wheel pneumatic-tired rollers, or other approved types of coinpacti on equipment, such as vibratory equipment that is specially . designed for certain soil types.· Rorlers ·shall be of such design that they wi II be able BENTON 'ENGINEERING, INC. -• • • • • • • • - APPENDIX AA -3 - to compact the HI I material to the spec I fled density. Roll Ing shal I be accompl !shed whrle the ffll material ls at the specified moisture content. Rolling of each layer shall be continuous over Its entire area and the roller shall make sufficlent trips-to Insure that the desired density has been obtained. The entire areas to be fllled shall be compacted • (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equtp- ment. Compacting operations shal I be continued until the slopes are stable but' not too dense for planting and unti.1 there Is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be c;iccomplished by backrolllng the slopes In Increments of 3 to 5 feet In elevation gain or by other methods producing satisfactory reJults. (f) Fleld density tes.ts shal I be taken by the solls engineer for approximately each foot In elevation gain after compaction, but not to exceed two feet In vertical height between tests. Field density tests may be taken at Intervals of 6 Inches In elevation gain If required by the sotls engineer. The location of the tests Jn plan shall be so spaced to give the best possible coverage and shal I be taken no farther apart them 100 feet. Tests shall be taken on corner and terrace lots for each two feet In eleva- tion gain. The soils engineer may take addltJonal tests'as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken In the compacted material below the disturbed surface. No additional layers of fi'II shall be spread until the field density test~ Indicate that the speclfted density has been obtained. (9) The fill operation shall be continued In six Inch (6 11 ) compacted layers, as specified above, until the fill has been brought to the ftnlshed slopes and grades as shown on the accepted plans, 5. lnseectron. Sufficient inspection by the soils engineer shall be maintained during the fill- Ing and compacting operations so that he can certify that the fll I was constructed in accord- ance with the accepted speclfl~ations. 6. Seasonal Limits. No fll I material shall be placed, spread, or rolled if weather conditions focreQse the moisture content above petmissJble limits. When the work ls lnterrrupted by rain, flll operations shall not be resL.nned until field tests by the soils engineer lndtc:ate that the, mol5h,ire content and density of the fill are as previously specified • 7,, All recommendations presented in the 11Concluslons 11 section of the attached report are a part of those spec! fl catr ons • • . -• • • • ·- • • • • -., BENTON ENGINEE~ING, INC. APPLIEO SOIL MECHANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT. CIVIL ENGINEER APPENDIX A TELEPHONE (714) 565-1955 Unified Soi I Classification Chart* SOIL DESCRIPTION I. COARSE GRAl NED, More then half of material is larger than No. 200 sieve size.** GRAVELS ¼re than half of coarse fraction is larger than No. 4 CLEAN GRAVE LS sieve size but smaller GRAVE LS W 1TH FINES than 3 inches (Appreciable amount of fines) SANDS CLEAN SANDS ¼re than half of coarse fraction is smaller than No. 4 sieve size SANDS W 1TH FINES (Appreciable amount of fines) II. FINE GRAINED, More than half of material is smaller than No. 200 111. sieve size.** SILTS AND CLAYS Liquid Limit Less than 50 SILTS AND CLAYS Liquid Limit Greater than 50 HIGHLY ORGANIC SOILS GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL 0-L MH CH OH PT TYPICAL NAMES Well graded gravels, gravel-sc;:md mixtures, little or no fines. Poorly graded gravels, gravel-sand mixtures, little or no fines . Silty gravel:;, poorly graded gravel- sand-silt mixtures. Clayey gravels, poorly graded gravel- sand-c lay mixtures. Well graded sand, gravelly sands, .little or no fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand-silt mixtures. Clayey sands, poorly graded sand-cla1 mixtures. Inorganic silts and very fine sands, rock flou.r, sandy silt or clayey-silt-sand mixtures with slight plasticity. Inorganic clays of low to medium .plas- ticity, gravelly clays, sandy clays, silty clays, lean clays • Organic silts and organic silty-_clays of low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or,silty soils, elastic silts. Inorganic clays of 'high plasticity, fat clays. Organic clays of medium to high plasticity Peat and other highly organic soils. * ** Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952. All sieve sizes on this chart are U. S. Standard. • ~ -• • • • • • PHILIP HENKING BENTON PRESIDENT • CIVIL ENGINEER Sampling BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 APPENDIX B TELEPHONE ( 714) !56!5-19!5!5 The undisturbed soil s'amples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface. The sampling tube consists of a steel barrel 3._0 inches outside diameter, with ci special cutting tip on one end and a double ball valve on the other, and with a lining of twelve thin brass rings, each one inch long by·-2.42 inches inside diameter. The sampler, connected to a twelve inch-long waste barrel, is either pushed or· driven approximately 18 inches into the soil and a six inch section of the center portion of the samp_le is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close fitting waterproof contdiners in order to retain_ the field moisture until completion of the tests. The-driving energy is calculated as the average energy in foot-kips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained. Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass I iner rings in which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point" of sampling. In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered_ necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions~ Consolidation Tests The apparatus used for t,he consolidation tests is designed to receive one of the one inch high rings of soil as it comes from the field. Loads are applied in s~veral increi:,,ents to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each Increment. Generally, each increment of load is maintained on the sample unti I the rate e of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or ·release of water. • -• •• Expansion Tests One inch high samples confined 'in the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expa·nsion·apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous sfone -in contact with the top of each sample. Water is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downward movement stops. The dial reading is recorded and expansion is :recorded until the rate of upward movement is l':!ss !hon 1/10000 inch per hour • "1 ! j .! i j ·j ' ·f "~: ., ,, ·l' 11·; t t I '.,,• i;.' '\ . -. ,•. ~:· ------=-.· ~ .• : ~ .-· , --~:: ··~~::--:-:-:· ~-,~,;·-:~~~::~: .. 3-?-D ~ . '"t..c --LL~ t:x._.,. '?. lo p,,s,:;-( *½.._)_. ,_ .__ it_~:f? L• _ .I e> ,::p,c_( P¥.AT ~~- 6.c.. -'a.,_ • .. \ O r.?-sF ~ _ ·:',~,.-.--. :<:. :. oL ~ ··.10:_=·p.J-F ,c . ~ ,..":-- :-:::------.....,.--:._ ___ _:_::_·_:_-==.:..----::: ~,.._.: ""-~ .. -. ' ' .. ,'--:,.· .- ~1 l ~-: -. . ' • \~~ : . -~~~ ·:_'··. !' ~,>' C.·. ~. \. -"2 'oo/o . . ~--. :-_ .. , ·- \\)E,e:,~: • ~ ' -z ·' ;, ·; : :-:-:·'.'. 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ALL._:'• i-i&,')f.;.\;: _ _- JO!NTS TO· 'SE· ACCURATELY CUT AND BE TI.GHT .FITTING. FURNISH GENERAL CONTRACTOR \VITH THIS· PLAN FOR C-OM?LIANCE. ·.::2·.c:,;'::{_;5.-,\'!'j;~i":;--;; ,SEE BUIL01M'G AR(;.HffE_CT OR E~GIN·EER. f=.OR ERECTI.ON _AND PERMANENT BRAG.ING,-__ THIS DE~IGN ·1=9R TRUSS -F:A!;sfilC.ATION :\1i~~f;}Jit.)e. ~:JLY. XAH~ _?~-XANAX ENGINEERS NO~RE~ONSIBLE' fO~ JO_B-CONSTR_uc:rroN·. B~IL_~·1_NG DESIGN~1D9F SYSTEM.·QR -A~y-_ ·:.:~·::··:~~~::----~?'.;,.:,. -RELATED-.S."$T1::?>.'1S. . . 4-e" -. -:, . . . , . ·,. . ,," ·. , . , .' . , .,_, : , .. 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'.\;:J· l\·, j, )~~'I'll lJ t ' ' . iitr,-\ ..... ::_~.!.;..-.... ~-....;. ......... ...,.-.......... -------~-------,.;..--..... -----------------------------------_ ... :: ... : .. ::;,,~:·.~ ,_.:~l).-i',',;. ';',,,,, ~ .. ,i;r ';~J>;''•::: ·, I{•' . .-\t:}i<' ;kl,"j·' }-•r '•lf-: ', ~~ I,' l .... ~ .. ¼t': ') .. :· q_!:-~.•\ . :, ,',_I/' .:.>{·· ".'· ,, ·-· "I STRUCTURAL CALCULATIONS for LEUCADIA WATER DISTRICT OFFICE BUILDING .l ijip ... • • 41 ••••••• . . -. . . . . ~ . ~ .. • • 2 ·' ,. Lateral Hing. . " . '. -~ .. , .... ' -~ .. ~ ~ ~.· ~ .......... ~ .. ~ .. . • • ¥ • • • • • • • • .Ll Overturning .• ~., Screen Wall. ••. Ill ••••• " .... ., , "' " .. ., " .. .. " . • • • • .. • • • . • ..... ,. • L3 RECEIVED DEC 6 1976 · SPAD C\TY OF C,f\R\ .. ~-· Bui\ding l)epafi-m. nt .Ml ,. ' .. ...... : I .,·.,-7 ;,-m .. JI :, .», 4~. ~ 1~ ~i' ~. •,' ~j ~11; (! L;__;_ _____________________________________________ ..,.. ___________ +.Jiil ~~ ~- }11 ·~~ I;~,: o, :,-~·' /;; :~ 't i· 1 ., .. ;,~~ J ~ 1 ~\~-'.~ J •"' ·., ' ·?tt·~.' ~: -~, t .. \ ,. .. ,,.,., ' . • -... ! ',, ... ; ',, • }. 11 '~ ./ GEORGE I. Leucadia Water Office District Building Fl LE N.2 BY 76-75 ~~ SAS i: ~~, ) ~t Barbour Engineering :~1 ·Ji.,,.fi.t·/ r.t::111i,,rJA--i .. \ DATE 11-29-76 PAGE OF 5 A U N D E R 5 ' A s's O C ! A T E 5 5 T R U C T U It A L E N G I N E E It S ·ti ._ _________ ,__ ______________________ ....... ___________ ,;.- J I I F'AlH I t)f ' · ... · .Jfi. ' , . ·· bf O I «H • , 4 AU N D I: 11t S A S S O C I A YE 5 S T R U C T U R A L · E N O I N E E U ' . :"l! -~---~--·-----·----·-----~-(-,------------------·'---------·~-~ .. ~ -: '.~ .. ,,;(;11 ':. '~ }:~)..~ I Cf L/ I I { STRUCTURAL -] ---~---___ ....., __ .. , ,, '· 1f#,/ .· .:. ' ,' ·,i.: ,:.·· "-::: 112~/, tNOiNtUS ~.· , ' },. ... '·, . ··i .,· l' "· ·, /,1 ,,,(,, .'.\ ' . ._.,( ' : ~ ... . ,, .. , \ . 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' .~ ·.:>_:;· '.:l''·:.·i ;.· -<'·. :: '•., . ·" (;FF!t ~-. -~~( ~If-. 4-", .... ,(,,:_.. ,, ,··'·-=-.. , .• , .,- ... , O :·, ' " ;: , ~ :>'.::. ;/f:W~lt\,X})ti .......... ~~,.¼,,.1...io ; ,·,~. _ ,-.; '', ,'( ·/·-·\ 1·'1•-f:',; 1,~·.,(: r:·:, : ,.;_~ ,1, Assoc1Aus · ·'' :sr,R.u<:'tuitAt. ; .. eMci,NE_t~s ,. I " /, It. SAUNDERS '~ ... _ . ~ •\,,,,, •. ·.:--r, ,,,_ : ·- ASSOCIATES ·,.,. ,...,,,,.- " ' STRUCTURAL e '! ·ENGINEUS 0 0 STRUCTURAL ENGINEIIS • • • • I ,._ • •· • BENTON ENGINEERING, INC. PHILIP HENKING BENTON PRESIDENT • CIVIL ENGINEER APPLIED SOIL MECHANICS -FOUNDATIONS 6717 CONVOY COURT SAN DIEGO; CALIFORNIA 92111 October 7, 1976 The Barbour Engineering Company, Inc. 3055 Rosecrans Place Suite 201 San Diego, California 92110 Gentlemen: TELEPHONE (714) 565-1955 This is to transmit to you ten copies of our report of Proje~t No. 76-9-3A entitled, "Soils Investigation, Proposed New Office Building, Leucadia County Water District, Carlsbad, California, 11 dated October 7, 1976 • If you should have any questions concerning any of the data presented in this report, please contact us. Very truly yours, BENTON ENGINEERING, INC. ,.:~. / -~~~· ••• -:~~-:.~.~ -6 ---·.;,, __.,,:;,-)I ·~.,.--~, .--o.::..-~-...,,... . .,,,. s.' H. Shu,, Civil Engineer R.C.E. No. 19913