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1994-3955 G Street Address i31fo5 Category If;;;. 353 I Serial # r:s o¡ '0"'5 G-¡ Name I Description Year Plan ck, # recdescv I I I I I I I I I I I I I I I II I / HYDROLOGY AND HYDRAULICS STUDY FOR . EL CAMINO REAL CENTER ROUGH GRADING PLAN July 11, 1994 Prepared for: Nottingham Associates, Inc. 2910 Redhill A venue, Suite 200 Costa Mesa, California 92626 II I I Eri . Armstrong RCE #36083 Expires 6/30/96 7 ({{f1f Date -;HIF Oberlin. Suite 209 . San Diego, Calif. 92121 . Phone (619) 55+1500. FAX (619) -;9ï,O.1.15 I I I I I I I I I I I I I I I I II II I !I SUMMARY The estimated runoff during a ten year storm for this site is 6.7 cfs. The existing 24" RCP culvert is more than adequate for this flow. A crude analysis of the existing offsite system shows the 84" RCP unable to deliver the flows shown as "existing" and "required" in the City's Master Plan of Drainage. The attached hydraulic calculations estimate an HGL of 164.5 It would impossible to achieve this HGL as it impossible for the existing 84" RCP to deliver the flow of 2,400 cfs, Flows that exceed the capacity of the 84" RCP may cause upstream flooding and will flow into EI Camino Real downstream to a point where the flow can re-enter the channel. This existing condition is not created by this project, nor does this project aggravate the situation further. I I I I I I I I I I I I I I I :1 I 'I ~I FUSCOE E\ G IXEE Rl\ G 5897 Oberlin, Suite 209 San Diego, Calif. 92714 phone (619) 554-1500 Fax (619) 597-0335 PROJECf: BY: PROJECT NO: CHECK: DATE: DATE: SHEET OF ~YDf20t. D bY I I I I I I I I I I I I I I I I I I 'I FUSCOE EX G IXEE RL\ G I 5897 Oberlin, SUite 209 San Diego, Calif. 92714 CHECK: DATE: . Phone (619) 554-1500 .M" A$5 /- R-A~ IN 6(JlMI J\ (J AlOF.¡;ET ~<:'to . Fax (619) 597-0335 -I' I U" ~ ~E O~' . TL F~i: PØt ~ 1 51J. No-tN1t~ 1 <' (J UH;) ,3~5 - +. é ~ tf ) -t 10 tfl,~ vfil1 t~ 535' &'\ Octo ~ , ,I if:;.: ff3<ð - l4-7 = 1l 'L~ 3,f~ i 10 ~ =: l3.4~ Q::: é-.I,A, {, : ().+5 f.~ (0.0 f\VU4 , -~'f5 " -XI 0-- 1,. +f ~ T(.,' ~þ '; (. g , I ~lb~ 2.5J-,. Q(o-,;c ~J J5 - - - - - - - - - - - 10.-' Ji-r-.¡! LI"I',..,'lrì-¡rT~Tq:~~~~:' """~IIII~"IIO;'I1~~ ,p I 'D'I'~:-64'SU'L-l'i I J"T,j dlTìi/f' ,. . : ' . 6 I ': '1 ! - , s... ::J g . I-I H. ~ 1- ""- ~ .2 .--1'<-',1, -'.'~-I~- > " " T z: =' ~ >< >< .1 ~ ~ 10 15 20 30 4050 1 Minutes 2 Hours 3 4 5 6 - ,- ..' - - - - - Directions for Application: 1) From precipitation naps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolo9Y Manual (10, 50 and 100 yr. maps included in tt Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not 'i1rr1icable to Desert) .3) Plot 6 hr. precipitation on the rioht side of the chart. 1 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duratio~ curve for the location being analyzed. Application Form: 0) Selected Frequency to yr. 1) P6 = [,<6 in., P24= 3;0 , *P6 = ~%* P24 2) Adjusted *P6= -----1.ér in. 3) tc = min. 4) I = in/hr. *Not Applicable to Desert Region Revised l/RS flDOt:MnTY YT./I I I I I I I I I I I I I I FUSCOE E~GL\tERL\G I 5897 Oberlin, SUite 209 San Diego, Calif. 92714 . Phone (619) 554-1500 Fax (619) 597-0335 DATE: SHEET OF I I I I I MlB~ ~ !;A (~611 ~.ð. IJ~~ , . ~~) lOA c»4 l2 7~~ -= ¿70 cr- t: % ) C ~. 0 A Cß4 ) -= 2/ 0 icy,' fh-t Æ " t X,f~' }C ~ ( ::0 2 3 5; L 'r -- ! f ' f 7" I , , ~~ h ¡: J ~ - ~: I~ 1.:. :';¡-I, ~+ 4/,' RlS~ ~: ð* t,~'Ja,f) " ()M wdA ~H &:;. 3.0 ¿'i(~ "t ~~.t { '1~ 1-+.,)'-" I I-~ l1f-R- ~ 6. ¡g /f'=' (pc--%.òJ( ~.~)]~ ~ (j. 5fJ I ?> (9~ fkt- 1-,'f It ~ (. /)~R£!;;t: :, I - 6¿=- !,~'t~1t R } $~-A~/J.¡.¡ ~,;: o,1p 'ûß(,þ ~ 1 Þf l ~ ~ J;,.... I ~ ':. Z-~ Q ~ 5" ,c;¡, ,./c; =ì ~ fc. IJ f.h-¡¿ S ~ 2,'] '0 ~.# €i~ (0, 7 ~~, i II I I I I I I I I I I I I I I I :1 I I I I I FUSCOE E'\GL\'EERL\G 5897 Oberlin, SUite 209 PROJECT: San Diego, Calif. 92714 BY: ~A Phone (619) 554-1500 Fax (619) 597-0335 PROJECT NO: CHECK: 5p1 ~ - WY¡ t! Q = 3. D ¿ f(.v~ I & ~ ".7 &-7 I to;:; 'J{o ø.S oj!' ;:: " 31. ' DATE: SHEET OF tI-- {).Ii I I I I I I I I I I I I I I I I il I I I I FUSCOE E;" G INEE RI.\ G 5897 Oberlin, SUite 209 San Diego, Calif. 92714 phone (619) 554-1500 Fax (619) 597-0335 PROJECf: BY: DATE: HytJRAUU'S - -- -, _.m - PROJECf NO: CHECK: DATE: SHEET OF - I I I I I- I 1= * 1* > I- I 1= I I II I I- I I 1= I * ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1355 Analysis prepared by: FUSCOE ENGINEERING 5897 OBERLIN DRIVE, SUITE 209 SAN DIEGO, CA 92121 (619) 554-1500 -------------------------------------------------------------------------- TIME/DATE OF STUDY: 11: 7 5/30/1994 = ========================================================================== ************************* DESCRIPTION OF STUDY ************************** TRAP CHANNEL * Q = 2400 CFS * * ************************************************************************* ************************************************************************** »CHANNEL INPUT INFORMATION«« -------------------------------------------------------------------------- CHANNEL Zl(HORIZONTAL/VERTICAL) = Z2(HORIZONTAL/VERTICAL) = BASEWIDTH(FEET) = 9.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = UNIFORM FLOW(CFS) = 2400.00 MANNINGS FRICTION FACTOR = .0150 2.00 2.00 .020000 -------------------------------------------------------------------------- -------------------------------------------------------------------------- NORMAL-DEPTH FLOW INFORMATION: - -------------------------------------------------------------------------- »»> NORMAL DEPTH(FEET) = FLOW TOP-WIDTH(FEET) = FLOW AREA(SQUARE FEET) = HYDRAULIC DEPTH(FEET) = 3.08 FLOW AVERAGE VELOCITY(FEET/SEC.) = UNIFORM FROUDE NUMBER = 2.833 PRESSURE + MOMENTUM(POUNDS) = AVERAGED VELOCITY HEAD(FEET) = SPECIFIC ENERGY(FEET) = 17.014 4.65 27.59 85.05 28.22 141494.80 12.366 - -------------------------------------------------------------------------- - -------------------------------------------------------------------------- CRITICAL-DEPTH FLOW INFORMATION: -------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = 40.33 FLOW AREA(SQUARE FEET) = 193.22 FLOW HYDRAULIC DEPTH{FEET) = 4.79 FLOW AVERAGE VELOCITY{FEET/SEC.) = DEPTH (FEET) = 7.83 FLOW PRESSURE + MOMENTUM(POUNDS) = CRITICAL FLOW VELOCITY HEAD (FEET) = FLOW SPECIFIC ENERGY{FEET) = 10.229 12.42 94994.65 2.396 -------------------------------------------------------------------------- -------------------------------------------------------------------------- I 1* I I 11- -------------------------------------------------------------------------- 1_- -------------------------------------------------------------------------- -------------------------------------------------------------------------- I ************************* DESCRIPTION OF STUDY * TRAP CHANNEL * Q = 2700 CFS 1* * ************************************************************************** II ~ ~~:~~~~_:~:~_:~~~~::~~~~~~------------------------------------------- I 1- -------------------------------------------------------------------------- ' - -------------------------------------------------------------------------- 1- -------------------------------------------------------------------------- I I 11_- -------------------------------------------------------------------------- -------------------------------------------------------------------------- CRITICAL-DEPTH FLOW INFORMATION: I I 1-- -------------------------------------------------------------------------- -------------------------------------------------------------------------- I ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1355 Analysis prepared by: FUSCOE ENGINEERING 5897 OBERLIN DRIVE, SUITE 209 SAN DIEGO, CA 92121 (619) 554-1500 TIME/DATE OF STUDY: 11: 8 5/30/1994 ************************** * * * ************************************************************************* CHANNEL Zl(HORIZONTAL/VERTICAL) = Z2(HORIZONTAL/VERTICAL) = BASEWIDTH(FEET) = 9.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = UNIFORM FLOW(CFS) = 2700.00 MANNINGS FRICTION FACTOR = .0150 2.00 2.00 .020000 NORMAL-DEPTH FLOW INFORMATION: »»> NORMAL DEPTH(FEET) = FLOW TOP-WIDTH(FEET) = FLOW AREA(SQUARE FEET) = HYDRAULIC DEPTH(FEET) = 3.23 FLOW AVERAGE VELOCITY(FEET/SEC.) = UNIFORM FROUDE NUMBER = 2.852 PRESSURE + MOMENTUM(POUNDS) = AVERAGED VELOCITY HEAD(FEET) = SPECIFIC ENERGY(FEET) = 18.074 4.92 28.69 92.78 29.10 164041.90 13.152 - -------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = 42.16 FLOW AREA(SQUARE FEET) = 212.10 FLOW HYDRAULIC DEPTH(FEET) = 5.03 FLOW AVERAGE VELOCITY(FEET/SEC.) = DEPTH (FEET) = 8.29 FLOW PRESSURE + MOMENTUM(POUNDS) = CRITICAL FLOW VELOCITY HEAD(FEET) = FLOW SPECIFIC ENERGY(FEET) = 10.807 12.73 109617.70 2.516 I I I I I 1* * 1* 1= I I 1= I I- I II il= I I- I I * ************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 4.5A Release Date: 2/20/92 License ID 1355 Analysis prepared by: FUSCOE ENGINEERING INC. 5897 OBERLIN DRIVE, SUITE 209 SAN DIEGO, CA 92121 (619) 554-1500 ************************* DESCRIPTION OF STUDY ************************** 84" RCP MAIN LINE * * * ************************************************************************* FILE NAME: ELCAM.DAT TIME/DATE OF STUDY: 11:59 5/30/1994 -------------------------------------------------------------------------- -------------------------------------------------------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 135.60 PIPE DIAMETER(INCH) = 84.00 PIPE FLOW(CFS) = 2400.00 ASSUMED DOWNSTREAM CONTROL HGL = 140.520 -------------------------------------------------------------------------- -------------------------------------------------------------------------- SOFFIT CONTROL ASSUMED AT BEGINNING OF PIPE SYSTEM NODE 1.00 : HGL= < 142.600>¡EGL= < 202.990>¡FLOWLINE= < 135.600> - -------------------------------------------------------------------------- - -------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE UPSTREAM NODE 2.00 ELEVATION = 137.50 2.00 IS CODE = 1 -------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2400.00 CFS PIPE DIAMETER = 84.00 INCHES PIPE LENGTH = 145.00 FEET MANNINGS N = .01300 SF=(Q/K)**2 = « 2400.00)/( 6388.314»**2 = .1411400 HF=L*SF = ( 145.00)*( .1411400) = 20.465 NODE 2.00 : HGL= < 163.065>¡EGL= < 223.455>¡FLOWLINE= < 137.500> -------------------------------------------------------------------------- -------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE UPSTREAM NODE 3.00 ELEVATION = 137.50 3.00 IS CODE = 5 -------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY 1 2393.3 84.00 38.485 62.189 2 2400.0 84.00 38.485 62.363 3 6.7 24.00 3.142 2.133 4 .0 .00 .000 .000 DELTA .000 HV 60.053 60.390 90.000 .000 I I I I I 1= I I I I I I II I I I I I I 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4»/«A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .14035 DOWNSTREAM FRICTION SLOPE = .14114 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .14075 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = .563 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HVI-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .673+60.053-60.390+( .563)+( .000) = .900 NODE 3.00 : HGL= < 164.302>;EGL= < 224.355>;FLOWLINE= < 137.500> -------------------------------------------------------------------------- -------------------------------------------------------------------------- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM I I I I I I I I I I I I I I I I I I I FUSCOE EX G l1\ 'EE Rl\ G 5897 Oberlin, Suite 209 San Diego, Calif. 92714 Phone (619) 554-1500 Fax (619) 597-0335 PROJECf: BY: DATE: fI þpetJ(J IX - L11P'.- ._----~ I n,J1>...IIJ!.... ..~ PROJECf NO: CHECK: DATE: SHEET OF , , I I I I I I I I I I I I I I I I I I I F'~~;' S-""" <I¡)ð" ~""" ;!¡)"" It)ð 31)0 2t)t) I¡)O c. UfU /"t / {UN Tc. (//-tL J) ..385 Jë. 7im~ 0/ C'()/'lC~/'};'ral'Ú)/7l,I-I~,) L. L~n9/), o/'wa/~rsh~dC'frvv) II. f)1/I'~r~/'lce in ~/~valt;:'n a/on;{r-.{-) ~/I'~cliY~ SI(7.o1:: /in~ (Sl::~ l1'þp~nd¡): %'-8) ¡;. L C' /Hi/¿os r~~¡. H'ov,...s M/nI./J.1!s 1/ ¿.;ft) .3 loa ~t) so fa GO /ßt) It) .5 .2 /2/J .5 / S'ð 4t) P.,S \. ,5tJt)t) " tI~¿' " . ..Jt)ðt.' " "- , , , LOOO /ß()O 16(/0 /<faa /¿ð¡:) /000 900 '800 'at) þ()() S"O() ,....--==--=--=--=== =.:--= -1 I NOTE: 8 ADD TEN MINUTES TO !1COMPUTED TIME OF CONjl CENTRATJON. -=--=-~--=-= =--=--_:!I It) 5 8 7 SAN 01 EGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DES I GN MANUAL APPROVED '."1,', ~,.-..' /".,.~ "(,-,, It) s H ¡; 5 ~ ROt) L 7é NOMOGRA?H FOR DETERM I NATION OF TIME OF CONCENTRATION (7c) FOR NATURAL WATERSHEDS DATE APPEND I X 8~ I I I I I I I I I I I I I I I I I I I rA '( 7~ ð(~ DESIL TlNG BASIN CAPACITY TABLE ESTIMATED QUANTITIES OF SILT AND DEBRIS (Cubic Yards) DRAINAGE TRACT AREA (Acres) , SOIL CONDITIONS AVERAGE STREET SLOPE 296 596 896 1096 1296 1596 ----- 10 Loose Granular Compacted 15 Loose Granular Compacted 20 Loose Granular Compacted 40 Loose Granular Compacted 80 Loose Granular Compacted 100 Loose Granular Compacted 150 Loose Granular Compacted 200 Loose Granular Compacted 270Ci~ó) 1 00 2~70 370 200 400 450 240 270 500 300 400 150 420 2.55 460 300 600 360 675 400 750 450 540 200 700 340 740 400 800 480 900 1000 540 600 1080 1400 1480 1600 1800 400 630 800 960 1080 2000 1200 2160 2800 2960 3200 3600 4000 800 1360 1600 1920 2160 2400 2700 3500 3700 4600 4500 5000 1000 1700 2000 2400 2700 3000 4000 4200 4600 6000 6750 7500 1500 2550 3000 3600 4000 4500 5400 7000 7400 8000 9000 10000 2000 3400 4000 4800 5400 6000 NOTE: Always use the value for granular material unless the project is finished and the utility trenches are fiJIed with soil which has been compacted to 9096 relati ve compaction. The capacity required by the above table shall be in a pit or basin. At the lower end of the basin there shall be constructed an outlet dike with dimensions as per instructions. The size of the desilting basin may be reduced by constructing more than one basin. However, the total volume of basins constructed shall be equal to the estimated volume of runoff solids. 128 ... r, ; po. . I, "\ ",,~,- I " " ,I' .' ~."2 -Sr,BR,jj.?::I"'~> \ /',/ "//' / ) / / / \/, -; )- 1..- J.L,-'-'; L -.~,-', ~;,'~, '.- ""~\d-~-.,'.,,~:,;I\-:..;}.5~,',r;s:,:..~t~"~,:~,?~",~,},-~\",,ú.:~.\,",tf:,F~,,:,:ti;',,;~ -1: >i:r:::," "i:.!b1~ :(l 1~ ) ,,',.,'...,c,". I,'-"',f'..'.'.,',:,",:",,'"""",",",'""'\1'""",.,".,,,,:,",.,...\,..".,:,~!",,~.,.jF,:,;,1,,',".-'.:..'.'.....:'V.,.-',:,' L.!,~,.-.:.'~ët1'.."",....',$Þ,\.',~-.',:,.....:..(2¡~ÞJ:!;.'. c ~~,~ ~~,~~~1;¡,~....",'1 ;- ~I"~' ,:,,':'::<;~':'é':(.'.. :'~\\'\\,'~~'\J;f~,~...t;:I!;' j'4 G,;;"/\FCC if#- > " . . " ,,_4~'~ II . 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I!Ø ~ W-' '", 7:,', '- 'I ~ \5 ' \I" ~.. ,~O I MAP 11143 1r" "~~~ . I ';. I' ¡. ~ ' , l~' ~ '~, o' ,,;.. ~ 7~,\:p-i' ~ " 1At4'ii!iJii - -e- -' . ,,'.' ." ",?,.,.., ' '. ..ur¡-j"\;<'.Q;r-' I;:{" ,.~~ It , , 1:>"""""",""""",..... "O,}'{' "" ~4' IIp)/I',, ~1'{uln,,"\.~:ßii' "~,':.," ' ~~TR" " r"'~r4..' I I -><I ,v ,,<" I " . / .. \.l\J! 503 F I \. ,J...~t--/_I N' -I. " . !f 'Þ [; 2-72'IF' .. \, 53E' c ' " , " : . \C-- ,~-, -" m1 ~ . r ,20C. ...1. \\ \.-.,-_'~fi:51T.c. . Ç~."1'. ',r' ,,\.1,,'" I ~ :¡¡;W. þ ~;: ~ I . '; 30"P --Í -\¡. .,.-:--2'oB"~ .::=-~" ':.~. ~~S-r ~~ vox' ;.r --. 5IAII\' u-~n~-i~ib !'If.m~~~\' I A~lilHI ~~ " ~'" I 24"pt ~ ~4';P r~~ i ¡ èUI,Y,' 1~"¡"l.LI"~, ';lIÙ¡, ~ I . / \ '51,' ~t,Bl-:-.l..- ,~.3 j,..iJ.þ - Ir'1l'~!~. II ¡I :-:7:'\,..,\ , '~ililll' \ \'~~'I~Jft, - ~- ~._J\ ., n"'~n;tf-:;;" i";' -§,êË~~'(~~ .> \ " .'~~~~~ I . 'i/ "~~~A,'-"" \.J.y ¡".. ,,\~n ,::: "'d~~"""} , 'Y:i~v";;.¿.7¡;¡.¡" ,.. , . ., í, ~.: ~~~ .:;\~~v ~:,;I, ~~:~I ~ ~,' " ;'~'""""lJ{jj:' ,~,., v...;,~ '.,.:::~,,~;:;i,:;~( .,~' ~~,~(' "'~ ~M f>'>."i ,.,\miø~--(~ I ¡ 7'" ~1'118~\; :-/&;-¡- -:->, ~~~' \.-.--c ~ \. . J ~ ~ b jË Ë~; ! ~!g:¡~ ~ fì .':.. ~ \-.f~~ !,um__F\:,ì\ :~'lÐr,1R.:7:\~, ;;,.~,~ 2-GII~4~L,,~;-~ ~':~~[",,~"'F\,.~t2kl'~l&!7(~":-. <'~~,."'~".. =1:-, . ':.1":' ,1&',;II ~ p ~1G'6"1ic ,I "'n~¡,o¡[I"'.' .\.:<\"'~~J: ; ;}TR)47'; ..-""" .. '~<. ~' OA 1 ,- II '! [)fj11f'J.?\ ~~~,. \ ~': , , 8....1 , ~~"ì" ft (- ..; ~\ I II, ,9. ' oo~ r.J ' 'i ' .;\y , . - ¡--ý~, ' , - :: ,24.1',:',:::: ~', ,..; """', . - ,j .r':^ 2'11, ,--'Y ~,f I ' , ;;.j' fOl'i ,j """,. - . . ,.".. '" \\11\ " . " ' ,.' -.: ; . ,j - "..,¡ ..," I,T~l4~~;.~:""" 30' - ~~'~. " "~þ~Nn~.'l...Wl..J; ..:: :- - -,.-," ':,' ~, Tri'",-~~,'_,,~~=i.B, ." =~,t1 ;~~r.¡~o~ g,: ~~ riG" P , ~- :24 II ~ ::' p, '" ~ ..;~.~¡...~~. . ~. ~ I' -~ ~ -Jb --t.d t=i.l=l.-J !:<;J}. ..1 L g 35 "\ " ' 66' P '. . i:: d" ~ w"ìK\ ,~ -~ -~-::~-[-f~<;'~ "'~~ ,"~, ',","':"--- .. _~__L9_'-6~1'1~__Ë~?-, ~,,"~¥~~~~"'~' >, ~ -48 '---- ,~..;1' ~o, TR.f3474 \ ~\ \ 84 P ~ ...J r ~~~. ~\:" . I' - ~-;, -----I-;-,,;¡8.~ \J.~' ,\MAPllj'IO927 ' 'w 19A. ~ ,'" " ,¿o,',_m -.. .~;:::;;:\... I-,~~;F :,..~ J \\\(l '~~ ...~ ,~~ II P n" f 2411 ~~~ ì,\~~\ ~ K~~:r;~.x~ ¡ -- -, ~~' ~(k;.A I è ;/ 69 17 ,",' -'\\<¡~'\ r.. ' " - -" _e,,; L' ~" -.' 29' " ' , . /,"'" I ." ~ ..---. , ~, r - L J 8¡ I \" ¡' 1..sß"p- \ ...~ I! e-. ,\ -, ' .:8'p' - ~~..J: : 60 P ~ 198.. "" ,'s",' . !~~~-,~#. """ ~t.". ,.~9,,~>"'""" ; " ,-, ..' ¡"':\" ","," =t~"--~,-¿¡'~.'>,,,..~' "=2.,<.r:,:"."",.',-,., .' ,":' ~';'.'.'"", ,""'" '.:"'.,--"",'",-,,' , " ,.,,:.."-{r..1!'1..,~n št-!r I-.'-Y""'l""""':""""-c - ' '.... ~:--!~;'-::::..- " I r'l' '1,',' 9::::~11 ¡;;;-, I.,.., ~,.... ï, -- ,,~.," r~'~~~R~~~~t...r-,~~' ~ - -- -t'1' - - - - - - - - - - - - - - - - - -- - .. .-- Continued Summary of Existing Conditions and Recommended Improvements LA COSTA SOUTH EXISTING CAPACITY (cfs) ASSOCIATED RECOMMENDED FACILITY LENGTH j MPROVEMENTS PR IQRlTY REQUIRED PROBLEMS --1ill.:- LOCATION .lfhl CONDITIONS EXIST W of El Camino 709 14' x 5' Trap --- 3,000 20 Downstream of Fac. 20C Chan. Downstream of Fac. 34 1,100 --- NR 1,450 20A W of El Camino 9' x 5' Trap 2,400* 2,700 Marginal None * 20B W of El Camino 560 Downstream of Fac. 20D Chan. Flooding of Existing Replace w/2 A 70 2 - 72" RCP 600* 2,700 20C Wof El Camino Oevelopment 12' x B' RCB Downstream of Fac. 20B W of El Camino 1. 400 72" RCP NR 2,550 20D Downstream of Fac. 20A 21-25 Deleted TRPL 12' x B' RCB 4,700* 4,700 Adequate None 26 Enclnltas Ck. at 100 , ~a Costa Ave. 39" RCP 190 210 Marginal Nona-- 27 W of Cerro 172 Downstream of Fac. 27A & 27B 63 120 Inadequate Add 27" RCP B Downstream of 27B 27" RCP 27A .- Fac. 44, Along Olmeda St, S of . Enclnltas 170 Inadequate Replace with B 65 24" RCP 30 27B At Cerro St., 60" RCP S. of Encinttas - - - - - - - - - - - - - - - - - - - .. - ......, Continued ~ Summary of Existing Conditions and Recommended Improvements LA COSTA SOUTH FACILITY LENGTH EXISTING CAPACITY (cfs) ASSOCIATED RECOMMENDED J!L.. LOCATION lli.J. CONDITIONS EXIST REQUIRED PROBLEMS IMPROVEMENTS PRIOIUTY 28 Downstream of 470 48" RCP 110* 230 Inadequate Add 48" RCP B Fac. 28A. Along Smart Ct. 28A Downstream of 116 42" RCP 177 210 Marginal None Fac. 27, Across Encinitas 29 At Encinitas & 120 60" RCP 300 350 Marginal None E1 Camino Downstream of Fac. 67 29A Downstream of 412 66" CIPP 350 380 Marginal None Fac. 29, Along E1 Camino 30 At Mountain Vista Or. & 300 30" RCP 56 16 Adequate None . V 111age Park Wy. 31 Across Enclnltas, 80 24" RCP 47 30 Adequate None E. of Village Park Wy. 32 S. of Gltano St. 543 24" RCP 44 10 Adequate None 33 Gardenda1e Rd. & 883 24" RCP 33 90 Inadequate Replace wi B Aspeng1ow Or. 48" RCP . , 33A West of Fac. 33 400 24" RCP NR 55 I I I I I I I II :1 I I I I :1 !I I I I II GEOTECHNICAL INVESTIGATION FOR EL CAMINO REAL RETAIL CENTER EL CAMINO REAL ENCINITAS, CALIFORNIA JANUARY 1994 ROBERT PRATER ASSOCIATES Consulting Sod, Foundation & Geological Engineers I I I I I I I I I I I I I I I I I I I ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers Robert R. Prater, CE. 1942-1980 Wm. David Hespeler, CE. January 18, 1994 526-1, 94-3 Nottingham Associates, Inc. 2910 Red Hill Avenue, Suite 200 Post Office Box 5047 Costa Mesa, California 92628-5047 \ ~ ~ \ ~ llf; i? 11 \~.¡t. r~.~...1 lJ U l-J :J D "L t~J JUN 01 1994 Attention: Ms. Mary L. Rohrer ENGINEERING SERVICES CITY OF ENCINITAS Re: Geotechnical Investigation El Camino Real Retail Center Encinitas, California Gentlemen: In accordance with your request we have performed a geotechnical investigation for the subject site. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysis. The soil, foundation, and geologic conditions are discussed and recommendations for the geotechnical engineering aspects of the site development are presented. If you have any questions concerning our findings, please call. Very truly yours, ROBERT PRATER ASSOCIATES 10505 Roselle Street, San Diego, California 92121 . (619) 453-5605 FAX: (619) 453-7420 I I I I I I I I I I I I I I I I I I I ó GEOTECHNICAL INVESTIGATION For EL CAMINO REAL RETAIL CENTER Encinitas, California To NOTIINGHAM ASSOCIATES, me. 2910 Red Hill Avenue, Suite 200 Costa Mesa, California JANUARY 1994 I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Page No. Letter of Transmittal Title Page Table of Contents IN1RODUCTION SCOPE 1 1 SITE CONDmONS A. Surface B. Subsurface C. Ground Water D. Seismicity 1 1 2 2 3 CONCLUSIONS AND RECOMMENDATIONS A. Earthwork 1. Clearing and Stripping 2. Treatment of Existing Fills 3. Excavation 4. Subgrade Preparation 5. Material for Fill 6. Compaction 7. Temporary Construction Slopes 8. Permanent Slopes 9. Trench Backfill 10. Drainage 11. Construction Observation B. Foundations 1. Footings 2. Slabs-On-Grade 3. Retaining Walls/Crib Walls/Loading Dock Walls 4. Sign Poles 5. Lateral Loads 6. Corrosion Potential 7. Asphalt Concrete Pavements 8. Concrete Pavements 3 3 3 4 4 4 4 5 5 5 6 6 6 7 7 7 8 9 9 9 10 10 LIMITATIONS 11 Figure 1 - Site Plan and Geologic Map Figure 2 - 2:1 Cut Slope Figure 3 - 1.75:1 Cut Slope Figure 4 - Typical Retaining Wall Details I I I I I I I I I I I I I I I I I j I . I ... TABLE OF CONTENTS (Continued) APPENDIX A - FIELD INVESTIGATION Figure A-1 - Key to Exploratory Boring Logs Exploratory Boring Logs 1 through 9 APPENDIX B - LABORATORY TESTING Table B-1 - Results of No. 200 Sieve Tests Table B-2 - Results of R(Resistance)-Value Test Figures B-1 and B-2 - Compaction Test Results Figures B-3 through B-5 - Direct Shear Test Data OUTSIDE LABORATORY TESTING RESULTS Analytical Technologies, Inc. I I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION FOR EL CAMINO REAL RETAIL CENTER ENCINITAS, CALIFORNIA INTRODUCTION In this report we present the results of our geotechnical investigation for the proposed retail center located on the east side of El Camino Real just south of Garden View Road in Encinitas, California. The purpose of this investigation was to evaluate the soil and geologic conditions at the site and to provide recommendations concerning the soil, foundation and geologic engineering aspects of the project. As an aid to our study we have been provided a 40 scale topographic map of the site dated November 16, 1993 and a conceptual grading study plan dated November 22, 1993 prepared by Fuscoe Engineering. It is our understanding that the retail project will include construction of a large supermarket building and three outlying retail buildings. The buildings will be one-story, masonry-block and/or wood-frame structures with slabs-on- grade. Maximum column loads will be on the order of 70 kips and maximum continuous footing loads will be about 4 kips per lineal foot. Paved parking and drives will be provided. Grading for the planned shopping center development will include cuts up to 35 feet deep and fills up to about 10 feet. The deeper cut will occur at the northeast corner of the supermarket building where a large temporary cut in the slope area will be required to construct retaining walls. About 40,000 cubic yards of export are planned. SCOPE The scope of work performed in this investigation was in according with our proposal dated December 7, 1993 and included a site reconnaissance, subsurface exploration, laboratory testing, engineering analysis of the field and laboratory data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for site earthwork, building foundations, slab-on-grade floors, retaining walls and pavements. SITE CONDITIONS A. Surface The subject property is roughly rectangular in shape and includes about 8 acres. The site has been previously sheet graded and slopes gently to the west (See Site Plan arid Geologic Map, Figure 1). Elevations across the graded pad area range from a high of approximately 180 feet at the southeast corner to a low of about 146 feet at the northwest corner. The property includes a relatively large slope along the eastern boundary inclined at about 2-1/2 (horizontal) to 1 (vertical) which reaches a maximum height of about 85 feet. A smaller slope (10 to 15 feet high) borders the southern property line. The property is essentially I I I I I I I I I. I I I I I I I I I I' 526-1 Page 2 vacant except for a Christmas tree lot in the northwest corner (present during field investigation). The pad area is covered with a light growth of native grasses. The slopes are generally well landscaped. B. Subsurface A subsurface investigation was performed using a truck-mounted, continuous-flight auger drill to investigate and sample the subsurface soils. Nine exploratory borings were drilled on December 21, 1993 to a maximum depth of 25 feet at the approximate locations shown on the Site Plan and Geologic Map, Figure 1. Logs of the borings and details regarding the field investigation are presented in Appendix A. Details of the laboratory testing and the laboratory test results are presented in Appendix B. The materials encountered in the borings consisted predominantly of very dense silty sand (formational sandstone) to the depths explored. In Boring 1 the materials encountered included very dense, silty sand to a depth of 4-1/2 feet underlain by very dense, clayey-silty sand to the depth explored. Fill soil comprised of loose to medium dense, silty sand was encountered in Borings 2 and 3 to depths of 3-1/2 and 4-1/2 feet, respectively. The fill soils were underlain by very dense sandstone. No potentially expansive soils were encountered on-site. As previously mentioned the subject property has been previously graded and is essentially a cut lot. Based on review of older topographic maps the property previously included a prominent ridgetop at the northeast comer of the site. The topography sloped moderately down to the west-southwest and approached the elevation at El Camino Real. Based on our past experience this property, as well as adjacent sites, were previously mined for sand. Scattered outcrops of sandstone are present across the pad area. Our geologist also logged exposures of sandstone across the eastern slope area. The sandstone is considered part of the Tertiary (Eocene age) Torrey Sandstone. The sandstone generally consists of very dense silty sand and ranges from lightly cemented to well-cemented. Some of the sandstone materials encountered in the borings on-site had very little to no cementation. Some well- cemented (concretionary) zones were observed in the existing slope area. In the area the Torrey Sandstone is typically relatively flat-lying. Cross-bedding within sandstone beds is relatively common. Limited exposures on-site revealed beds striking N60W and dipping 3-5 degrees southwest. No evidence of faulting, landsliding, or other geologic hazards were observed on-site. The boring logs and related information depict subsurface conditions only at the specific locations shown on the site plan and on the particular date designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in changes in the subsurface conditions due to environmental changes. c. Ground Water Free ground water was not encountered in any of the exploratory borings drilled at the site and no surface seeps were observed. It must be noted, however, that fluctuations in the level of ground water may occur due to variations in ground surface topography, subsurface I I I I I I I I I I I I I I I I I I I 526-1 Page 3 stratification, rainfall, and other possible factors which may not have been evident at the time of our field investigation. D. Seismicity Based on a review of some available published information including the County of San Diego Faults and Epicenters Map, there are no faults known to pass through the site. The faults generally considered to have the most potential for earthquake damage in the vicinity of the site are within the active Elsinore and San Jacinto fault zones mapped approximately 25 and 49 miles northeast of the site, respectively. In addition, offshore active faults include the Coronado Bank fault zone located approximately 18 miles southwest of the site. The offshore extension of the Rose Canyon fault is mapped approximate 6 miles southwest of the site. Recent geologic evidence indicates that portions of the Rose Canyon fault zone have moved within the Holocene epoch (last 11,000 years). According to the California Division of Mines and Geology this defines the Rose Canyon fault as active. The geologic structure and seismicity of the Rose Canyon fault zone are still not well understood. It can generally be said, however, that if this fault system is active it has a much lower degree of activity than the more distant active faults east and west of the San Diego metropolitan area. Although research on earthquake prediction has greatly increased in recent years, seismologists and geologists have not yet reached the point where they can predict when and where an earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed development will be subject to the effects of at least one moderate to large earthquake during it's design life. During such an earthquake, the danger from fault offset through the site is remote, but strong ground shaking is likely to occur. CONCLUSIONS AND RECOMMENDATIONS From a geotechnical engineering standpoint, it is our opinion that the site is suitable for construction of the proposed retail center provided the conclusions and recommendations presented in this report are incorporated into the design and construction of the project. Detailed earthwork and foundation recommendations are presented in the following paragraphs. The opinions, conclusions, and recommendations presented in this report are contingent upon Robert Prater Associates being retained to review the final plans and specifications as they are developed and to observe the site earthwork and installation of foundations. A. Earthwork 1. Clearing and Stripping The site should be cleared of any trash and debris and stripped of any surface vegetation that may be present at the time of construction. Prior to any filling operations, the cleared and stripped materials should be disposed of off-site. I I I I I I II I I I I I I I I I I I I I' 526-1 Page 4 2. Treatment of Existing Fills As previously mentioned some relatively shallow existing fill soils were encountered along the western margin of the site. The existing fills are believed to be associated with the construction of berms for drainage control on-site. The estimated limits of fill are shown on Figure 1. In order to provide suitable foundation support for the proposed improvements, we recommend that all existing fill material that remains after the necessary site excavations have been made be removed and recompacted. The recompaction work should consist of a) removing all existing fill material down to firm natural ground, b) scarifying, moisture conditioning, and compacting the exposed natural subgrade soils, and c) replacing the fill material as compacted structural fill. The areal extent and depth required to remove the fills should be determined by our representative during the excavation work based on his examination of the soils being exposed. Any unsuitable materials (such as oversize rubble and/or organic matter) should be selectively removed as directed by our representative and disposed of off-site. 3. Excavation Based on the results of our exploratory borings and our experience with similar materials, it is our opinion that the natural formational materials can be excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could, however, be required if layers of well-cemented sandstone are encountered. Excavations in well-cemented sandstone materials may also generate oversize material. In addition, any required excavations for foundations and/or buried utilities extending into any layers of well-cemented sandstone may be difficult to accomplish using ordinary light backhoe equipment. Contractors should not, however, be relieved of making their own independent evaluation of the excavatibility of the on-site materials prior to submitting their bids. 4. Subgrade Preparation After the site has been cleared and stripped, the exposed subgrade soil in those areas to receive fill, building improvements and/or pavements should be scarified to a depth of 8 inches, moisture conditioned, and compacted to the requirements of Item A6, "Compaction." In non-paving areas where dense undisturbed formational soils are exposed at the subgrade surface, the subgrade need not be scarified and compacted; all pavement subgrade should be scarified and compacted. 5. Material for Fill All existing on-site soils with an organic content of less than 3 percent by volume are suitable for use as fill, except for oversize sandstone blocks that may be generated from cuts in well-cemented zones. Imported fill material should be a low-expansion potential (V.B.C. expansion index of 30 or less), granular soil with a plasticity index of 12 or less. In addition, both imported and existing on-site materials for use as fill should not contain rocks or lumps over 6 inches in greatest dimension, not more than 15 percent larger than 2-1/2 inches, and no more than 25 percent larger than 1/4-inch. All materials for use as fill should be approved by our representative prior to filling. I I I I I I I I I I, I I I I I I I I I' 526-1 Page 5 6. Compaction All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM Test Designation D 1557-91. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: 1) aerating the fill if it is too wet, or 2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. 7. Temporary Construction Slopes Based on our subsurface investigation work, laboratory test results, and engineering analysis, temporary cut-slopes in sandstone should be safe against mass instability at inclinations of 1/2 (horizontal) to 1 (vertical) or 1 to 1, for slopes up to 25 and 60 feet high, respectively. Temporary cuts exceeding 60 feet in height should be no steeper than 1-1/4 to 1. Some localized sloughing or ravelling of the soils exposed on the slopes, however, may occur. Since the stability of temporary construction slopes will depend largely on the contractor's activities and safety precautions (storage and equipment loadings near the tops of cut-slopes, surface drainage provisions, etc.) it should be the contractor's responsibility to establish and maintain all temporary construction slopes at a safe inclination appropriate to his methods of operation. 8. Pennanent Slopes Based on our a) examination of the dense sandstone materials exposed in the exploratory borings and existing slopes, b) past experience with similar soils, c) laboratory test results, and d) engineering analyses, it is our opinion that cut slopes up to 95 feet high should be safe against mass and surficial instability (minimum static factor of safety of 1.5) at an inclination of 1.75 (horizontal) to 1 (vertical). Cut slope stability was analyzed using the ST ABL 4 computer program. Strength parameters for the sandstone material included a cþ angle of 33 degrees and a cohesion value of 0.2 lesf. We also believe the presence of occasional cemented zones will further enhance the overall slope stability. The City of Encinitas grading ordinance specifies that graded slopes should not exceed an inclination of 2: 1. A 2: 1 cut slope inclination for the planned development would necessitate construction of a large retaining wall/crib wall type structure at the rear of the proposed supermarket building (see Figure 1). A 1.75:1 slope inclination would significantly reduce the height of the required retaining wall as well as associated temporary cut slopes (see Cut Slopes, Figures 2 and 3). In our opinion the 1.75:1 slope configuration with only one mid-height terrace drain results in an overall more stable geometry. Construction of a 1.75:1 cut slope would require approval from the City of Encinitas. Proposed cut slopes should be inspected by our representative at the time of construction to assure that no adverse geologic conditions exist which may not have been discovered in connection with the work performed for this investigation. I I I I I I I I I I I I I I I I I I . I j 526-1 Page 6 Fill slopes should be constructed no steeper than 2 to 1 and so as to assure that the required degree of compaction is attained out to the finish slope face. Construction of the outer edges of the fills should in general be accomplished by operation of the compaction equipment parallel and up to the edge of the fill with the grading surface sloping down and away from the slope edge. We recommend that a sheepsfoot roller or segmented wheei compactor be used to compact the soils at the outer edge of fills adjacent to slopes. The slope face should be thoroughly backrolled with a sheepsfoot roller in two-foot vertical increments as the fill is raised. In addition, placement of fill near the tops of slopes should be carried out in such a manner as to assure that loose, uncompacted soils are not sloughed over the tops and allowed to accumulate on the slope face. The on-site sandy soils will be very susceptible to erosion. Therefore, the project plans and specifications should contain all necessary design features and construction requirements to prevent erosion of the on-site soils both during and after construction. Slopes and other exposed ground surfaces should be appropriately planted with a protective ground cover. It should be the grading contractor's obligation to take all measures deemed necessary during grading to provide erosion control devices in order to protect slope areas and adjacent properties from storm damage and flood hazard originating on this project. It should be made the contractor's responsibility to maintain slopes in their as-graded form until all slopes, berms and associated drainage devices are in satisfactory compliance with the project plans and specifications. 9. Trench Backfill Pipeline trenches should be backfilled with compacted fill. Backfill material should be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 90 percent by mechanical means. In pavement areas, that portion of the trench backfill within the pavement section should conform to the material and compaction requirements of the adjacent pavement section. Our experience has shown that backfills for even shallow, narrow trenches, such as for irrigation and electrical lines, which are not properly compacted can result in problems, particularly with respect to shallow ground water accumulation and migration. 10. Drainage Positive surface gradients should be provided adjacent to the buildings and roof gutters and downspouts should be installed so as to direct water away from foundations and slabs toward suitable discharge facilities. Ponding of surface water should not be allowed, especially adjacent to foundations or on pavements. 11. Construction Observation Variations in soil and geologic conditions are possible and may be encountered during construction. In order to permit correlation between the preliminary soil and geologic data and the actual conditions encountered during construction and so as to assure conformance I I I I I I I I I I I I I I I I I I I 526-1 Page 7 with the plans and specifications as originally contemplated, it is essential that we be retained to perform on-site review during the course of construction. All earthwork should be performed under the observation of our representative to assure proper site preparation, selection of satisfactory fill materials, as well as placement and compaction of the fills. Sufficient notification prior to earthwork operations is essential to make certain that the work will be properly observed. B. Foundations 1. Footings We recommend that the proposed buildings be supported on conventional, individual-spread and/ or continuous footing foundations bearing on undisturbed formational sandstone and/or well-compacted fill material. All f~2!~J~$.OUld be founded at least 18 inches below the lowest adjacent finished gradeq~tings located adi~~ent to the tops ofslopes .. ~þould be extended sufficiently deep so as to proVIde at leasf8 feet of horizontal cover or~) (~1-1/2 times the.~<mf'Òrthe "footing, .'Yhichever is greater, betWeen the slope faceand"---'-- . outside edge of the footing at the foõting bearing level. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1-1/2 to 1 plane projected upward from the bottom edge of the adjacent utility trench. -. At the recommended depths footings founded entirely in dense undisturbed sandstone may be designed for allowable bearing pressures of 4,000 pounds per square foot (pst) for combined dead and live loads and 5,300 psf for all loads, including wind or seismic. Footings bearing on well-compacted fill soil should be designed for 2,500 psf for dead and live loads and 3,300 psf for all loads. The footings should, however, have a minimum width of 12 inches. All continuous footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. We recommend that a minimum of one No.4 top and one No.4 bottom reinforcing bars be provided in the footings. In order for us to offer an opinion whether the footings are founded on soils of sufficient load bearing capacity, it is essential that our representative inspect the footing excavations prior to the placement of reinforcing steel or concrete. Settlements under building loads are expected to be within tolerable limits for the proposed structures. For footings designed in accordance with the recommendations presented in the preceding paragraphs we estimate that post-construction differential settlements across any one building should not exceed 1/4 inch. 2. Siabs-On-Grade Concrete slabs-on-grade may be supported directly on low-expansion potential compacted fill soil and/or firm undisturbed low-expansion potential natural soil. Slab reinforcing as well as slab thicknesses should be designed in accordance with the anti9pat~d use of and loading on the slab. As.,~ minimum, however, we recommend that thê slabs)J.ave a minimum thickness o(~)nches for the large market building a~ln'cnešÎór the small retail buildings. We recommend that the slabs be reinforced with No.3 reinforcing bars placed at mid height on 18-inch centers both ways to control concrete shrinkage cracking. I I I I I I I I I I I I I I I I I I 11 526-1 Page 8 Alternatively, 6x6-W2.9xW2.9 welded wire fabric may be used. The wire fabric should be supported on small concrete block chairs or equivalent during placement of concrete and not hooked into place in the slab. It has been our experience that hooking the wire fabric to lift it into position prior to placement of the concrete is not always effective and often results in the wire fabric being positioned at the bottom of the slab. In areas where moisture-sensitive floor coverings are to be utilized and in other areas where floor dampness would be undesirable, we recommend that visqueen be provided beneath the slabs. The visqueen should have a minimum thickness òI 1) mils and should be covered with_7-jI1~hes of sand (minimum sand equivalent of 30) to protect it during construction. The sand shõuldoe~lightly moistened just prior to placing the concrete. 3. Retaining Walls/Crib Walls/Loading Dock Walls Retaining walls must be designed to resist lateral earth pressures and any additional lateral pressures caused by surcharge loads on the adjoining retained surface. We recommend that unrestrained (cantilever) walls with level backfill be designed for an equivalent fluid pressure of 30 pounds per cubic foot (pet). We recommend that restrained walls with level backfill be designed for an equivalent fluid pressure of 30 pcf plus an additional uniform lateral pressure of 5H pounds per square foot where H = the height of backfill above the top of the wall footing in feet. Unrestrained walls with up to 1.75 (horizontal) to 1 (vertical) sloping backfills should be designed for an equivalent fluid pressure of 60 pcf. Restrained walls with up to 1.75 (horizontal) to 1 (vertical) sloping backfills should be designed for an equivalent fluid pressure of 60 pcf plus an additional uniform lateral pressure of 8H pounds per square foot where H = the height of backfill above the top of the wall footing in feet. Unrestrained walls with 2 to 1 sloping backfills should be designed for an equivalent fluid pressure of 45 pcf. Restrained walls with 2 to 1 sloping backfills should be designed for an equivalent fluid pressure of 45 pcf plus an additional uniform lateral pressure of 7H pounds per square foot. Wherever walls will be subjected to surcharge loads, they should also be designed for an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in the case of unrestrained walls and one-half the anticipated surcharge pressure in the case of restrained walls. It should be noted that the large retaining system east of the market building may impose lateral loads on the loading dock wall depending on details of the large retaining system. Alternatively, the large retaining system may be designed so as not to impose loads on the dock wall. The preceding design pressures assume that there is sufficient drainage behind the walls to prevent the build-up of hydrostatic pressures from surface water infiltration. Adequate drainage may be provided by means of weepholes with permeable filter material installed behind the walls or by means of a system of subdrains. (See Figure 4, "Typical Retaining Wall Details"). Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90 percent using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. I I I" I I ,I' I I I! Ii , I' I I I I: I" I 8: I 526-1 Page 9 Retaining walls should be supported on footing foundations designed in accordance with the recommendations presented previously under Item B.1., "Footings." Lateral load resistance for the walls can be developed in accordance with the recommendations presented under Item B.S., "Lateral Loads." For design of crib walls or other retaining wall systems we recommend that an angle of internal friction of 34 degrees be utilized with a moist soil weight of 115 pd. The design of retaining systems should include global stability analyses using a ø angle of 34 degrees, cohesion of 200 psf and a unit weight of 115 pcf. Our office should be provided stability analyses for review of geotechnical parameters used in design. We should also be provided details regarding drainage provisions prior to the development of detailed plans. 4. Sign Poles Sign poles may be supported on drilled, cast-in-place caissons. The caissons should derive their vertical load carrying capacity through skin friction in the natural soils and/or compacted fill materials and should be designed for an allowable skin friction value of 250 pounds per square foot. The upper 18 inches of the caisson shafts should not be considered as contributing to the load carrying capacity of the caissons and should be neglected in computing design capacities. Recommendations for lateral load carrying capacity of caissons are given under Item B.S., "Lateral Loads." 5. Lateral Loads Lateral load resistance for structures supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.35 is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weight of 300 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat against the adjacent undisturbed formational soils and/or compacted fill materials. These lateral resistance values assume a level surface in front of the footing for a minimum distance of 3 times the embedment depth of the footing and any shear keys and are based on a factor of safety of 1.5. Lateral load resistance for caissons supporting sign poles will be developed by passive pressures against the embedded portion of the caissons. It is recommended that an allowable lateral bearing pressure of 600 psf per foot of depth up to a maximum value of 9,000 psf allowable lateral pressure be used in design. The design method as given in the Uniform Building Code, Section 2907, (g) 2.A, 1991 edition is applicable. 6. Corrosion Potential Laboratory pH, resistivity and sulfate tests were performed by Analytical Technologies, Incorporated on a sample representative of the on-site soils to evaluate their corrosion potential on metal pipes as well as degradation of concrete from sulfates. Details regarding the tests and the test results are included in Appendix B. I I I I I I I I' I I I I I I I, . I' I I, , I: 526-1 Page 10 Based on criteria developed by the State of California, Department of Public Works, Division of Highways and presented in Test Method No. Calif. 643-C, we have utilized the pH and resistivity data to estimate a service life of 31 years for 16 gauge metal piping. Based on this estimate, it is our opinion that the on-site materials have a mild potential for corrosion attack on metal piping. The sulphate content test indicates less than 100 parts per million (ppm). Based on Table 26-A-6 of the Uniform Building Code, 1988 edition, this value indicates a negligible potential for sulfate attack on concrete. Table 26-A-6 indicates the use of Type n cement is appropriate at the site. 7. Asphalt Concrete Pavements A bulk sample representative of the near surface soils at the site was obtained and an R(Resistance )-value test performed to evaluate the pavement subgrade quality of the soils. The results of the test are presented in Appendix B and indicate a design R-value of 73. Based on traffic indices of 4, 5, and 6 for different pavement loading requirements, we have developed pavement sections using Procedure 301 of the State of California, Department of Transportation. The recommended pavement sections should provide a pavement life of 20 years with normal maintenance. We recommend that Qavement_~i2ps for the proposed development consist ot4,inches of asphalt concrete on JJgches of Class II aggregate base for parking stalls and minor traffic ' channels, 2-1/2 iI?-ches on 3 inches for major automobile traffic channels, and 3 inches on 3 inches for"pãvements subject toliëavy vehicular loadings such as truck access drives, truciC- loading areas, and approaches to trash enclosures. The 3-inch base thickness reflects a minimum for construction resulting from the excellent subgrade characteristics of the on-site soils. Alternatively, full-depth AC pavement could be constructed with no base layer. The full depth sections should be 2;', 3, and 4 inches, respectively, for the previously discussed traffic loadings. .- Asphalt concrete, aggregate base, and preparation of the subgrade should conform to and be placed in accordance with the requirements of the State of California, Department of Transportation, Standard Specifications, January 1988, edition, except that the test method for compaction should be determined by ASTM D 1557-78. The upper 6 inches of the pavement subgrade soil as well as the aggregate base layer should be compacted to a minimum degree of compaction of 95 percent. If full-depth AC is utilized the upper 12 inches of the subgrade soil should be compacted to a minimum of 95 percent. Preparation of the subgrade and placement of the base material should be performed under the observation of our representative. Our representative should also be allowed to observe the subgrade and base grade surfaces just prior to base and AC placement to check for possible disturbed areas from site improvement activities. 8. Concrete Pavements """"'-""- We recommend that concrete vehicular slabs for truck loading areas have a minimum .tbi.£.l92~s~ 9ißkJnches and be reinforced with No.3 bars placed at mid-height on 18-inch centers both ways. Alternatively, 6x6-W2.9xW2.9 welded wire fabric may be used. The wire I I I I I I I I I I I I I I I I I I I 526-1 Page 11 fabric should be supported on small concrete block chairs during placement of concrete and not hooked into place in the slab. The upper 8 inches of the underlying subgrade soil should be compacted to a minimum degree of compaction of 95 percent. The above recommended concrete slab thickness is based on a minimum 28-day concrete compressive strength of 3,000 pounds per square inch. LIMITATIONS The recommendations presented in this report are specifically for the proposed construction of the EI Camino Real Retail Center. Our office should be notified of any changes in the proposed development for further recommendations, if necessary, based on our review. As grading and foundation plans are developed we should be retained to review them for conformance to our recommendations. We also recommend that our office review any other plans which may affect the geotechnical conditions on-site such as landscaping, irrigation, plumbing, or other similar type plans. We should also be retained to review any future development plans including building additions in order to develop specific recommendations for proposed construction. Additional subsurface exploration could be required. The conclusions and recommendations presented in this report are based on our evaluation of the subsurface materials encountered on-site, our understanding of the proposed development, and our general experience in the geotechnical field. If significant variations in the geotechnical conditions are encountered during construction our office should be consulted for further recommendations. The satisfactory performance of the site is also dependent on proper maintenance. Proper maintenance includes, but is not limited to, providing and maintaining good drainage away from structures and slopes, establishing good vegetation cover on slopes, and avoiding excess irrigation. Significant variations in geotechnical conditions may occur with the passage of time due to natural processes or the works of man on this or adjacent properties. In addition, changes in the state of the practice may occur as a result of legislation or the broadening of knowledge. Accordingly, the conclusions and recommendations presented in this report should be reviewed and updated, if necessary, after a period of two years. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. LEGEND Qaf Artificial Fill EJ Torrey Sandstone Indicates approximate location of geologic contact; queried where questionable. EB-1 ~ Indicates approximate location of exploratory boring. ",..?-- /' A A' I I Indicates approximate location and orientation of geologic cross-section (see Figures 2 and 3). ~oximate Scale (feet) I 0 40 80 160 ~ N , '8 <> 195:1 xI95.~ x195.1 ROBERT PRATER ASSOCIATES Consu",ng So". FoundOl.on & Geolog,col fngìneelS SITE PLAN AND GEOLOGIC MAP EL CAMINO REAL RETAIL CENTER Encinitas, California Base: An existing topography map titled "EI Camino Real Center", dated November 16, 1993, prepared by Fuscoe Engineering. January 1994 PROJECT NO. DATE Figure 1 526-1 280 A -;:;- 240 Q) Q) :t:.. c 0 ~ > Q) w Q) ...- ro E 'x 0 '- a. a. od:: 220 200 180 --- 160 f Planned Finish Grade 140 120 CROSS-SECTION A-A' 2:1 CUT SLOPE CONFIGURATION A' P.L. I Existing Cut Slope ~ -- Retaining Structure I I I I I 0 100 200 300 400 Horizontal Distance (feet) ROBERr PRArER ASSOCIArES Consull,ng So,/. FoundOhon & Geo/og'col Engineers 2: 1 CUT SLOPE EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. DATE January 1994 Figure 2 526-1 CROSS-SECTION A-A' 1.75:1 CUT SLOPE CONFIGURATION 280 A 260 --- - Q) Q) :t:- 240 c 0 ~ ro > Q) w Q) - ro E 'x 0 ..... 0. 0. « 220 200 180 16 ----T--- Planned Finish Grade 140 120 P.L. I Existing Cut Slope / / ~ 1.75: 1 Cut Slo)€ A' I I I I I 0 100 200 300 400 / / ,/' ./" - f ~ Retaining Structure Horizontal Distance (feet) ROBERT PRATER ASSOCIATES Consu/"ng 5001. Foundo"on & GeologlCol Engmeers 1.75: 1 CUT SLOPE EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. DATE Figure 3 526-1 January 1994 I I I I I I I I I I I I !I I I I I I I SCHEMATIC ONLY NOT TO SCALE . Temporary cut slope at a maximum inclination of 1/2 ~ (horizontal) to 1 (vertical) for cuts in formational sandstone up to 25 feet. See report for details regarding temporary cut slopes. Drainage provision with a four-inch ~ minimum diameter rigid perforated ~ pipe placed with perforations down and surrounded by at least four inches of permeable filter material Notes: 1) Positive surface gradient and/or drop inlets to be constructed behind the walls to prevent ponding and infiltration of surface water runoff. 2) Perforated pipe to discharge into a free outlet at a lower elevation. 3) Perforated pipe to have a minimum drainage gradient of 0.5 percent. 4) Permeable filter material shall consist of washed concrete sand conforming to the standards of ASTM C33. Alternatively, 3/4" gravel completely surrounded in a suitable filter fabric may be used in lieu of concrete sand. 5) Drainage behind walls may also be provided by means of weepholes with permeable filter material placed behind the weepholes. 6) Waterproofing behind walls should be included where wall dampness is not allowable. 7) Drainage provisions for crib walls or other types of retaining structures should be reviewed and approved by our office prior to construction. ROBERT PRATER ASSOCIATES TYPICAL RETAINING WALL DETAILS EL CAMINO REAL RETAIL CENTER Encinitas, California Consulting Soil, Foundation & Geological Engineers Pro'ect No. 526-1 Date January 1994 Figure 4 I I I I I I I I I I I I I I I I I I I A-I APPENDIX A FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using a truck mounted, continuous-flight auger drill. Nine exploratory borings were drilled on December 21, 1993, at the approximate locations shown on the Site Plan and Geologic Map, Figure 1. The soils encountered in the borings were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification System (ASTM D 2487). Logs of the borings as well as a key for soil classification are included as part of this appendix. The boring locations shown on the site plan were estimated from existing cultural features depicted on a topographic map titled "EI Camino Real Center", dated November 16, 1993, prepared by Fuscoe Engineering. Representative samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and testing. Standard penetration resistance blow counts were obtained by driving a 2-inch a.D. split spoon sampler with a 14D-pound hammer dropping through a 3D-inch free fall. The sampler was driven a maximum of 18 inches and the number of blows recorded for each 6-inch interval. The blows per foot recorded on the boring logs represent the accumulated number of blows that were required to drive the last 12 inches or portion thereof. Samples contained in liners were recovered by driving a 2.5-inch J.D. California sampler 18 inches into the soil using a 140-pound hammer. Boring log notations for the standard split spoon and California samplers as well as for jar and sack samples taken from auger cuttIngs are indicated below. ~ ~ California Sampler Standard Split Spoon Sampler "x" Indicates jar sample taken from auger cuttings. ~ Indicates sack sample taken from auger cuttings. The boring logs show our interpretation of the subsurface conditions on the date and at the locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. I I I I I I I I I I I I II I I I I Ii II PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOl GRAVELS CLEAN GW Well graded gravels, gravel-sand mixtures, little or no ...J GRAVELS fines, . ~ MORE THAN HALF (LESS THAN Poorly graded gravels or gravel-sand mixtures, little or CJ) 0:0 GP ~ Wo 5% FINES) no fines, a ~N OF COARSE CJ) ~o FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines, 0 "-z W LARGER THAN WITH w Oz ~ FINES GC Clayey gravels, gravel-sand-clay mixtures. plastic fines. 2 ,,-4: (f) NO 4 SIEVE ~ ...JI W 4:1- CLEAN t9 I > SANDS SW Well graded sands, gravelly sands, little or no fines. 0: ~ SANDS w z w (f) MORE THAN HALF (LESS THAN CJ) 4:1.:) SP Poorly graded sands or gravelly sands, little or no fines, Ie: 5% FINES) a: 1-:5 OF COARSE ð w FRACTION IS SANDS SM Silty sand.s, sand-silt mixtures, non-plastic fines. U 0: (f) 0- SMALLER THAN WITH ~ NO.4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines, W SILTS AND CLAYS ML Inor~anic silts and very fine sands, ~ock flour, silt.Y. or CJ) "- 0: ~ C ayey fine sands or clayey silts with slight plasticity. ~ O~ (f) a ...J W LIQUID LIMIT IS Cl InorJanic clays of low to medium plasticity, gravelly CJ) "- 4: > cays. sandy clays, silty clays, lean clays. ...J ~ W LESS THAN 50% 0 ~(f)üJ Ol Organic silts and organic silty clays of low plasticity. w 2 z(f)O ~ 4: - 0 SILTS AND CLAYS MH Inorganic sills micaceous or diatomaceous fine sandy or I ...J N I- 4: 0 silty soils, 'elastic silts. t9 w 0: e: W Z LIQUID LIMIT IS CH Inorganic clays of high plasticity. fat clays, w O~ z Z ~ ~ 4: GREATER THAN 50% u.. I OH Organic clays of medium to high plasticity, organic silts, I- HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. DEFINITION OF TERMS 200 U.S. STANDARD SERIES SIEVE 40 10 SAND 4 CLEAR SQUARE SIEVE OPENINGS 3/411 3" 1211 SILTS AND CLAYS FINE MEDIUM SANDS,GRAVELS AND BLOWS/FOOT t NON-PLASTIC SILTS VERY LOOSE 0 - 4 LOOSE 4 - 10 MEDIUM DENSE 10 -30 DENSE X>-50 VERY DENSE OVER 50 GRAVEL COARSE COBBLES BOULDERS FINE COARSE GRAIN SIZES CLAYS AND STRENGTH'" BLOWS/FOOT t PLASTIC SILTS VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4 - 1/2 2 - 4 FIRM 1/2 - 1 4 - 8 STIFF 1 - 2 8 - 16 VERY STIFF 2 - 4 16 - 32 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY tNumber of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.0. (1-3/8 inch 1.0'> split spoon (ASTM 0-1586). fUnconfined compressive strength in tons/sq. f1. as determined by laboratory testing or approximated by the standard penetration test CASTM 0-1586). pocket penetrometer. tor vane. or visual observation. ROBERT PRATER ASSOCIATES Consulting S°". Foundot,on & Geolog,col Engmeers KEY TO EXPLORATORY BORING LOGS Unified Soil Classification S stem CASTM 0-2487) EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. 526-1 DATE January 1994 Figure A-1 I I DRILL RIG Continuous F light Auger DEPTH TO GROUNDWATER None SURFACE ELEVATION 148' (approx .) LOGGED BY BORING DIAMETER 8 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION I DESCRIPTION AND REMARKS I SILTY SAND (formational sandstone) I I I CLAYEY-SILTY SAND (formational sandstone) I I I Bottom of Boring = 10 Feet I I :1 I I I I Note: The stratification lines represent thp. appro"mat" boundary between material types a"d the transition may be gradual. I ROBERT PRATER ASSOCIATES C""sull,ng 50'/ Foundo¡,on & Geolog,col fny,nee', I SYM- COLOR BOL DEPTH (FEEl) CONSIST. W~~ light very grayish dense brown SM f- - : 1 =1 f- 2 - f- - f- 3 - - - - 4 - SC- - SM - 5 - X light very grayish dense brown - - - 6 - - - ~:~[80 - - - 9 - f- -T 30 6" 10 f- - - - - - - - - - - - - - ~ - - - - ,... - - - - - - - - - - I- - - - - - JB 12/21/93 Zw- ffi QOt -I !;(Z- Q. II:~(/) ::¡; 1-(/)3: <{ ~iñg (/) wM!~ a. ô W OW ~ ~z ~53~ ffi!ž !;iC)~~ ü:æC)~ I-w wZII:(/) Z Zoo g;1- :z:wo:..:: olEw:..:: >z oo~l-- o::¡;~- 00 (/)¡j) Zooo =>0 61 8 EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. 526-1 DATE January 1994 BORING NO. 1 I I DRILL RIG Continuous Flight Auger DEPTH TO GROUNDWATER None SURFACE ELEVATION 153' (approx.) LOGGED BY BORING DIAMETER 8 Inches DATE DRILLED JB 12/21/93 DESCRIPTION AND CLASSIFICATION I DEPTH (FEEl) CONSIST. W~~ DESCRIPTION AND REMARKS SYM- COLOR BOL I SILTY SAND (fill) light medium grayish dense Ibrown SM I FILL t I I light very grayish dense brown SM - 4 - SILTY SAND (formational sandstone) I I I Bottom of Boring = 10 Feet I I II I I I I Note: The stratification lines represent the approXImate boundary. between material types and the transitIon may be gradual. ZW- ffi Qut:: ..J ~z- a.. a:~(/) :!: ~(/)~ « ~¡jjg (/) wID ~a:- õ w OW ~ ¡!:z ~~¡!: ffi~ ~o~G: ü::ßoG: ~w wza:(/) za:z(/) ~~ I~g~ oa..~~ >z (/)~ u:!:~ ou (/)fu ZO(/) =>u I - - S - 1 --L = 2 =6 - 3 -l 30 11 - f- - f- 5 ~ 6 =lL 76 - - 7 - - - 8 - X - - - - - - - - - - - - - r- - - - - '- f- - - - - - - - - - - - - - - - - f- - - - r-- - I EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California ROBERT PRATER ASSOCIATES C""5ul,.ng 50.1 Foundol,on & Geolog,col Engine,," I PROJECT NO. 526-1 DATE January 1994 BORING NO. 2 I DRILL RIG Continuous Flight Auger I DEPTH TO GROUNDWATER None SURFACE ELEVATION 158 I (approx.) LOGGED BY BORING DIAMETER 8 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION I DESCRIPTION ANDHEMARKS I SILTY SAND (fill) I I I FILL t SILTY SAND (formational sandstone) I Ii I Bottom of Boring = 10 Feet I I II I I I I Note: The stratificatIOn lines represent the appro",nate boundary. between matenaltypes a"d the transition ;nay be gradual. I ROBERT PRATER ASSOCIATES c.",su¡'m9 So,t Foundot,on & Geolo9'co! fog.ne..., I SYM. COLOR BOL JB 12/21/93 ZW- ~ W OW a: QOt J:z W~J: W a:1- a:t;~- Z(J)I- DEPTH ...J !.(z- ¡¡:(J)C)íL D.. a:~(J) Wz ï:5za:~ (FEEl) ~ 1ü(J)~ ~w zwz(J) J:WO:.:= Og:~~ SOIL < -0 3:~ (J)a:I-~ T. (J) z(J)...J !ñ~ O~I- TYPE ~~~ 0 ZO(J) () ::J() SM CONSIS light loose grayish brown light yellow- ish brown and light gray very dense 2 8 3 4 SM 5 70 9" 6 7 8 9 X 10 EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. 526-1 DATE January 1994 BORING NO. 3 I DRILL RIG Continuous Flight Auger I DEPTH TO GROUNDWATER None DESCRIPTION AND CLASSIFICATION I DESCRIPTION AND REMARKS I SILTY SAND (formational sandstone) I I I I I I II I Bottom of Boring = lOt Feet I I I I I Note: The stratification lines represent the appro"rnat<: boundary between material types a"d the transition may be gradual. I I ROBERT PRATER ASSOCIATES (.',"sulr"'9 So'! Foundor,on & Geo/o9,col £"9'"e<,', SURFACE ELEVATlON166 ' (approx . ) BORING DIAMETER 8 Inches SYM. COLOR BOL light yellow- ish brown and light gray gray LOGGED BY DATE DRILLED CBW 12/21/93 DEPTH (FEEl) CONSIST. SOIL TYPE Zw- ffi Q°t:: ...J ~z- 0.. a:¡:5CJ) :::!: f-CJ)~ « ~iñg CJ) w~e Il. ~ w OW ~ ¡::z ~fj¡¡:: ffi~ ~C>~íL Ü:!ßC>íL I-w uJza:CJ) Z ZCJ) ~f- :I:WO~ og:w~ :>z CJ)g:f-~ o:::!:g:- R CJ)~ ZOCJ) '-' ::>0 very dense PROJECT NO. 526-1 SM 2 56 6 3 4 5 60 8" 6 7 8 9 10 50 6" 11 EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California DATE January 1994 BORING NO. 4 I DRILL RIG Continuous Flight Auger I DEPTH TO GROUNDWATER None DESCRIPTION AND CLASSIFICATION I DESCRIPTION AND REMARKS I SILTY SAND (formational sandstone) I I I I I I I I I I Bottom of Boring = 15 Feet I I I Note: The stratificatIon lines represent the appro"mate boundary between matenal types a,1d the transition may be gradual. I ROBERT PRATER ASSOCIATES '~""sul',nç¡ sc,,! fou"do"o" & Geolog,col f"gmee', I SURFACE BORING DI SYM- COLOR BOL light yellow ish brown and light gray ELEVATION 168' (approx.) LOGGED BY CBW A'METER 8 Inches DATE DRILLED 12/21/93 Zw- ~ W OW II: Qut ¡!:z ~~¡!: W 1I:f- DEPTH ..J ~~¡¡; Wz II:C)~íL Ü:(/)<.:)¡L a. 1I:f-:;: f-w i1ízlI:(/) Z~z(/) (FEET) ;:¡:: t:¡j!QO ~~ IwO:.: Oa.w:,: SOIL « (/)~f-- u;:¡::~- CONSIST. (/) z(/)..J TYPE wwm 0 (/)iD Zorn a.1I:- U ::>u very SM - dense 2 x 3 4 5 74 6" 6 7 8 9 10 51 6" 11 12 13 14 X 15 EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. 526-1 BORING NO. DATE January 1994 5 I I DRILL RIG Continuous Flight Auger DEPTH TO GROUNDWATER None SURFACE ELEVATION 173' (approx.) LOGGED BY BORING DIAMETER 8 Inches DATE DRILLED CBW 12/21/93 SYM. COLOR BOL DEPTH (FEET) CONSIST. Wt~ ZW- ffi QuI.: ...J ~z- Q. a:~(I) :::/: 1-(1):1: ct ~ëñg (I) w~!!! Q. -; W OW ò" :X:z w~:x: a:- a:l-ct Z(I)I- w~ ctC!>(L Ü:¡ßC!(L I-w uJza:(I) z Z(I) ~I- :x:wo:.:: o[w:,:: >z (l)g:I-- u:::/:g:- R (l)iri ZO(l) 'J :Ju DESCRIPTION AND CLASSIFICATION I DESCRIPTION AND REMARKS I SILTY SAND (formational sandstone) I I I I I I I 'I I I I 1 I Ii . I: ROBERT PRATER ASSOCIATES (:""5u/l.o9 5'0'/ Foundo"on <': Geoln9'col f"9,ne~" light very SM yellow- dense x ish brown and 2 light gray 3 4 65 6" 8 5 6 7 S 8 9 95 b"" 10 11 12 13 14 X 15 16 17 18 19 X 20 EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. DATE BORING 526-1 January 1994 NO. 6 I DRILL RIG Continuous Flight Auger I DEPTH TO GROUNDWATER None DESCRIPTION AND CLASSIFICATION I DESCRIPTION AND REMARKS I SILTY SAND (formational sandstone) I I I I I scattered gravel/cobbles from 8 to 10 feet I I :1 I I I I Bottom of Boring = 20 Feet I Note: The stratification lines represent the approxllnat" boundary between matenal types and the transition may be gradual. I ROBERT PRATER ASSOCIATES (""'01""9 5",: Foo"do"o" & Geolo9,cnl fo9<ne€'" I SURFACE ELEVATION 174' (approx .) LOGGED BY BORING DIAMETER 8 Inches DATE DRILLED CBW 12/21/93 SYM. COLOR BOL DEPTH (FEET) CONSIST. W~~ ZW- ffi QUt -.J !,:{z- a. a:~(/) :::!' I-(/):= <( ~ëñg (/) w~~ a. ô W OW ~ ~z ~53¡!: ffi~ ~CJ~!L ¡¡:¡ßCJíL I-w uJza:(/) z z(/) :g;1- :I:WO~ Oa:a.w~ :>z (/)a:I-~ a:- 0 1->- ~:::!'I- U (/)ID ::IS(/) light very SM yellow- dense ish brown and 2 light gray 3 x 4 5 6 7 X 8 9 10 93 9" 11 12 13 14 15 X 16 17 18 19 X 20 EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. 526-1 DATE January 1994 BORING NO. 7 I I DRILL RIG Continuous Flight Auger DEPTH TO GROUNDWATER None SURFACE ELEVATION 173 I ( approx.) LOGGED BY BORING DIAMETER 8 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION I DESCRIPTION AND REMARKS I SILTY SAND (formational sandstone) I I scattered gravel from 3 to 4 feet I I I I I I, I I I 1 Bottom of Boring = 20 Feet I Note: The stratification lines represent thf> approXImate boundary between material types a,1d the transition ;nay be gradual. I ROBERT PRATER ASSOCIATES (""Iul',ng S'J'/ Foundo',on & Geo/úg,co/ Ecg,nep', I: SYM- COLOR BOL light yellow- ish brown light gray DEPTH (FEET) CONSIST. W~~ very dense PROJECT NO. 526-1 SM - - - 1 --- - - - 2 - - - I- 3 - S - - 4 - - - 5 - - - 6 - - - - 7 - X - - - 8 - - - - 9 -9 83 - -6 8" -10- I- - 11 - - - 12 - - -x - 13 - - - - 14 - - - -15 I 50 - ---1- 6" - 16 - - - - 17 - I- - I- 18 - I- - \1- 19 - -x - 20 0:: W ..J a.. ::!i « CFI ZW- Q°t1: ~z- o::~CFI I-CFl::: IJJ-O ZCFI..J ~~~ CBW 12/21/93 ¡ft 0::;:- Wz I-w ~~ 0 0 :¡:w I-z 0::<:)«- i5z5:~ :¡:WO::.:: CFlr:I:I-- 1->- CFlID EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California DATE January 1994 BORING NO. OW w::::¡: ZCFlI- Ü:¡ß~íL Zr:I:wCFI Oa..r:I:~ O::!il- ZOCFI ::>0 8 I DRILL RIG Continuous Flight Auger I None DEPTH TO GROUNDWATER SURFACE ELEVATION 179 I ( approx.) LOGGED BY BORING DIAMETER 8 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION I DESCRIPTION AND REMARKS I SILTY SAND (formational sandstone) I I I I I I :1 I I I I I I Note: The stratification lines represent the apprn",oate boundary between material types and the transition may be gradual. I ROBERT PRATER ASSOCIATES (:"n5u"",g So'! Foundot,on & Geolog,col fn9"'e<'" I SYM- COLOR BOL light yellow- ish brown and light gray DEPTH (FEET) CONSIST. W~~ ZW- ffi Qu!i ...J ~z- 11. o::~en ~ ~en:¡: < ~ëñg en w~!!! 11. very dense SM - - - 1 --- - - - 2 - - - - 3 - S - - - 4 - - - 5 - - - ,.... 6 - ~ - >- 7 - b 50 >- -16 6" f- 8 - ~ - - 9 - >- - '-10 - >- - I- 11 - X >- - f- 12 - f- - f- 13 - - - 14 - - - 15 "'7 50 - - L::::,. 6 " 16 - - - - 17 - - - - 18 - - 19 - - - - 20 - X CBW 12/21/93 ¡. 0::;: Wz ~w ~~ 0 U W OW ¡!:z ~~¡!: ~CI~- -enCl- uJzo::~ ~wz~ :¡:wo:.:: OO::ll.w:,:: enO::~- 0::- ~>- §È~~ enm ::Jgen 8 EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. 526-1 DATE January 1994 BORING No.9 (pg. 1) I DRIL I DEPT I SIL I san I I I Bot I I II ' I I I I I I Note: bou I beg I , I, -" LRIG Continuous Flight Auger H TO GROUNDWATER None DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS TY SAND (formational dstone) tom of Boring = 25 Feet The stratifICatIon lines represent the approximate ndaIy between material types and the transition may raduaJ. ROSERr PRArER ASSOCIArES Consulting Soil. Foundation & Geological Engineers BORING DIAMETER 8 Inches SURFACE ELEVATION 179 I ( approx .) LOGGED BY DATE DRILLED SYM. COLOR BOL DEPTH (FEET) CONSIST. W~~ light very SC yellow- dense 21 ish brown 22 and light gray 23 24 X 25 CBW 12/21/93 ZW~ ffi Qut!: ...J !;¡:z- Il. a:~en :::E I-en~ <I: ~¡¡¡g en wWaJ Il.a:~ - OW ¡¡¿ IwZ W~I - I- zenl- ffi~ ~"~G:' ü:fß"G:' I-w Wza:en z Zen ;1:1- IWO:.t: olEw:.t: >z en~l-- U:::Ea:~ ou en~ zolñ ::>u EXPLORATORY BORING LOG EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. 526-1 DATE January 1994 BORING NO. 9 (pg. 2) I I I I I I I I I il I I I I I I I I I B-1 APPEND IX B LABORATORY TESTING The natural water content was determined on selected samples and is recorded on the boring logs at the appropriate sample depths. Four No. 200 sieve tests were performed on selected samples of the subsurface soils to aid in classifying the soils according to the Unified Soil Classification System. The results of these tests are presented in Table B-l. One R-value test was performed on a sample representative of the on-site soils for use in evaluating the pavement subgrade quality of the soils. The results of the test are presented in Table B-2. Two laboratory compaction tests (ASTM D 1557-91) were performed on representative bulk samples of the on-site soils. The results of these tests are presented on Figures B-1 and B-2. Two laboratory direct shear tests were performed on samples of the subsurface soils recovered with the California sampler and one test was performed on a sample remolded to approximately 90 percent of the laboratory maximum density. The samples were sheared at a constant rate under various surcharge pressures; failure was taken at the peak shear stress. The results of these tests are presented on Figures B-3, B-4, and B-5. One laboratory pH and resistivity and sulphate test was performed on a selected sample of the subsurface soils and aid in evaluation of the corrosivity of these soils. The testing was performed by Analytical Technologies, Inc. The test results are presented at the end of Appendix B. I I I I I I I I I I I I I I I I I I. 11 TABLE B-1 RESULTS OF NO. 200 SIEVE TESTS Sample Exploratory Depth Boring No. (Feet) Sample Description 2 0-3 SILTY SAND (SM), light grayish brown 6 5-9 SILTY SAND (SM), light gray 8 1-5 SILTY SAND (SM), light yellowish brown 9 7 SILTY SAND (SM), light gray 526-1 Percent Passing No. 200 Sieve 26 24 12 11 I I I I I I I I I I I I I I I I I I I TABLE B-2 RESULTS OF R(RESISTANCE)-VALUE TEST SPECIMEN A B C 13 12 11 119.6 122.9 124.2 179 442 747 68 77 84 0.13 0.26 0.26 Water Content at com Exudation Pressure si Stabilometer R-value Ex ansion Pressure Thickness feet ASSUMED TI: 4. 5, and 6 ASSUMED GRAVEL FACTOR: N/A R-VALUE AT 300 PSI EXUDATION PRESSURE: ~ R-VALUE BY EXPANSION PRESSURE: N/A R-VALUE AT EQUILIBRIUM: N/A I I I I I I 130 I I 125 ..... j u a. I >- ..... ü) 120 I z w 0 >- I a:: 0 115 I I I I I I I I Boring DEPTH SPECIFIC LIQUID PLASTIC NO. 1FT,) SAMPLE DESCRIPTION GRAVITY LIMIT INDEX (Ok! 6 5-9 SILTY SAND (SM), light yellowish brown Zero Air Voids Curve ;Specific Gravity = 2.70 ~ 1\ \ ~ ./ ~ \ D IF 1\ 1\ V \ \ :¡) \ / 1\ \ / 1(. ~ \ 1\ Ì\ \ \ \ \ \ \ 1100 20 10 25 15 5 MOISTURE % CONTENT OPTI MUM WATER CONTENT % 10.5 MAXIMUM DRY DENSITY. pet 125.8 TEST DESIGNATION ASTM D 1557-78 COMPACTION TEST RESULTS ROBERT PRATER ASSOCIATES ConsultIng Soil. FoundatIon & Geo/og'cal fngmeers EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO. DATE FIGURE 526-1 January 1994 B-1 I I I I I I 120 I I 115 -- c..> a. I >- I- ü) 110 I z w a >- II cr: a 105 I I I I I I I I Boring NO. 8 DEPTH 1FT,) DESCRIPTION SPECIFIC GRAVITY SAMPL E 1-5 SILTY SAND (SM), light yellowish brown Zero Air Voids Curve Soecific Gravitv - 2.60 \ / / \ \ \ ~ 1 ~ 1/ Y. \ Ire '" 1/ \ / ~ \ \ ~ \ \ ' 1\ 100 0 15 20 25 5 10 MOISTURE % CONTENT OPTIMUM WATER CONTENT % 8.9 MAXIMUM DRY DENSITY I pet 112.9 TEST DESIGNATION ASTM D 1557-78 COMPACTION TEST RESULTS EL CAMINO REAL RETAIL CENTER Encinitas, California ROBERT PRATER ASSOCIATES Consulting So". FoundatIOn & GeologIcal EngIneers PROJECT NO. DATE FIGURE 526-1 January 1994 LIQUID LIMIT l°,b) PLASTIC INDEX B-2 I I I I I I I I I I I I I I I I I I I 5.0 / v ./ V / V /' ~ / ceV / ./ V 4.0 LL- C/) ~ 3.0 ~ C/) C/) w a: ~ C/) a: c:1: ~ 2.0 C/) 1.0 0 0 1.0 2.0 3.0 4.0 NORMAL PRESSURE (KSF) 5.0 6.0 SAMPLE DATA DESCRIPTION: SIL TV SAND (SM), light gray BORING NO.: 4 DEPTH (It.): 5 I ELEVATION (II): --- TEST RESULTS APPARENT COHESION (C): 0.29 ksf APPARENT ANGLE OF INTERNAL FRICTION (0): 3Lf TEST DATA TEST NUMBER 1 2 3 4 NORMALPRESSURE(KS~ 1.10 2.20 4.40 SHEAR STRENGTH (KSF) 1.08 1.58 3.28 INITIAL H2O CONTENT ("!o) 11.6 10.8 10.7 FINAL ~hO CONTENT ("!o) -- -- -- INITIAL DRY DENSITY (PCF) 101.7 98.1 98.8 FINAL DRY DENSITY (PCF) -- -- -- STRAIN RATE: 0.02 inches/minute (approx.) Note: Test was performed on a relatively undisturbed sample obtained with a California sampler. DIRECT SHEAR TEST DATA ROBERT PRATER ASSOCIATES ConsultIng Sod, Foundotion & Geologlcol Engineers EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO DATE 526-1 Figure B-3 January 1994 I I I I I I I I I II I I I I I I I I I 5.0 "'""'" / / / /' / / ~ /' / /' k!Ý /' ./ / 4.0 LL ~ 3.0 CI) CI) w a: f0- CI) a: « w 2.0 I CI) 1.0 0 0 2.0 3.0 4.0 NORMAL PRESSURE (KSF) 5.0 6.0 1.0 SAMPLE DATA DESCRIPTION: SIL TV SAND (SM), light gray BORING NO.: 6 DEPTH (ft.): 9 I ELEVATION (ft): --- TEST RESULTS APPARENT COHESION (C): 0.16 ksf APPARENT ANGLE OF INTERNAL FRICTION (0): 3~ TEST DATA TEST NUMBER 1 2 3 4 NORMAL PRESSURE (KSF) 1. 10 2.20 4.40 SHEARSTRENGTH(KS~ 0.85 1.55 2.99 INITIAL H2O CONTENT ("!o) 6.5 6.2 6.2 FINAL H2O CONTENT ("!o) -- -- -- INITIAL DRY DENSITY (pC F) 95.0 95.7 94.6 FINAL DRY DENSITY (PCn -- -- -- STRAIN RATE: 0.02 inches/minute (approx.) Note: Test was performed on a relatively undisturbed sample obtained with a California sampler. DIRECT SHEAR TEST DATA ROBERT PRATER ASSOCIATES Consul,mg Soil, Foundotlon & Geologlcol Engmeers EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO 526-1 DATE January 1994 Figure 8-4 I I I I I I I I II I I I I I I I: , I, 1 I: 11 5.0 (iY / / / / ./ ~ / / V ./ @' ,/ V / 4.0 u. ~ 3.0 en en UJ a: f- en a: .ex:: ~ 2.0 en 1.0 0 0 1.0 2.0 3.0 4.0 NORMAL PRESSURE (KSF) 5.0 6.0 SAMPLE DATA DESCRIPTION: SIL TV SAND (SM), light yellowish brown BORING NO: 8 DEPTH (tl.): 1-5 I ELEVATION (It): --- TEST RESULTS APPARENT COHESION (C): 0.55 ksf APPARENT ANGLE OF INTERNAL FRICTION (Ø): 3ft' TEST DATA TEST NUMBER 1 2 3 4 NORMAL PRESSURE (KSF) 1. 10 2.20 4.40 SHEAR STRENGTH (KSF) 1.23 2.07 3.51 INITIAL H,O CONTENT (%) 9.6 9.6 9.6 FINAL ~¡O CONTENT (%) -- -- -- INITIAL DRY DENSITY (PC F) 101.7 101.7 101.7 FINAL DRY DENSITY (PCF) -- -- -- STRAIN RATE: 0.02 inches/minute (approx.) Note: Test was performed on a sample remolded to approximately 90 percent of the laboratory maximum density. DIRECT SHEAR TEST DATA ROBERT PRATER ASSOCIATES Consultmg Sod, Foundation & GeologIcal Enginee" EL CAMINO REAL RETAIL CENTER Encinitas, California PROJECT NO 526-1 DATE January 1994 Figure 6-5 I I A Ana Iytica ITech no log i es, I nc. Corporate Offices: 5550 Morehouse Drive San Diego, CA 92121 (619) 458-9141 I I Ian AT I I.D.: 312346 ary 04, 1994 lOB RT PRATER ASSOCIATES 105 5 ROSELLE STREET AN DIEGO, CA 92121 ?ro ect Name: EL CAMINO CENTER IIro ect # : 526-1 \tt ntion: CHARLES WHILE )lna ytical Technologies, Inc. has received the following sample(s): Date Received Quantity Matrix :1 December 22, 1993 1 SOIL rhe sample(s) were analyzed with EPA methodology or equivalent methods as specified in the line osed analytical schedule. The symbol for "less than" indicates a value below the reportable et ction limit. Please note that the Sample Condition Upon Receipt Checklist is included at the nd of this report. the results of these I IRO I I I I I I analyses and the quality control data are enclosed. /II ~ r/ /', 1/(, 6. 6 IV-fCu/ M. E. SHIOLEy' LABORATORY MANAGER I I A AnolyticalTechnologies,1 nc. I SAMPLE CROSS REFERENCE Page 1 IIi nt : ROBERT PRATER ASSOCIATES 'ro . ect # : 526-1 'ro . ect Name: EL CAMINO CENTER II~~ ;-~~~::~-~:~~~~;~~::-----------------~:~~~:---------------------------~:~:-~:~~:~~:~-------- Report Date: January 04, 1994 ATI I.D. : 312346 --- -------------------------------------------------------------------------------------------- 11-- --~~=:_:_~~--------------------------~~:~----------------------------_::=~~~=~~------------- ---TOTALS--- I Matrix # Samples SOIL 1 I 'I ATI STANDARD DISPOSAL PRACTICE lihe sample(s) from this project will be disposed of in twenty-one (21) days from the date of ~his report. If an extended storage period is required, please contact our sample control e rtment before the scheduled disposal date. I I I I I I' I I I: I: I I A AnalyticaITechnologies,lnc. I ANALYTICAL SCHEDULE Page 2 ~1i nt : ROBERT PRATER ASSOCIATES Iro'ect # : 526-1 ro'ect Name: EL CAMINO CENTER ATI I.D.: 312346 IJ:~ ;~~~------------------------------------------------;~~~~~~/~~~~~~;~~~:------------------- -------------------------------------------------------------------------------------------- ~PA 120.1 (RESISTIVITY) IPA 9038 (SULFATE) ~PA 9045 (pH SOIL) ELECTRODE TURBIDIMETRIC ELECTRODE I I I I I I I I I I I I Ii I I A AnalyticoiTechnoiogies,lnc. I GENERAL CHEMISTRY RESULTS Page 3 :li nt : ROBERT PRATER ASSOCIATES Iro'ect # : 526-1 ATI I.D.: 312346 ro'ect Name: EL CAMINO CENTER --- -------------------------------------------------------------------------------------------- I~~ ~H FS -------------------------------------------------------------------------------------------- Ie Client ID Matrix Date Sampled Date Received EB-1 @ 5' SOIL 21-DEC-93 22-DEC-93 -------------------------------------------------------------------------------------------- Units 1 -------------------------------------------------------------------------------------------- UNITS 7.1 OHMS 2920 MG/KG <100 I I I I I I I I I I I, I: I I A AnalyticaITechnologies,lnc. I GENERAL CHEMISTRY - QUALITY CONTROL DUP/MS I Page 4 i nt : ROBERT PRATER ASSOCIATES ro"ect # : 526-1 ATI I.D. : 312346 II:~.~~:_~~~~-~-~:~~_:~~~;;;-~~~~--~::~:-;::;~:----~:;-------;;~---;;:~:~----;;:~:------;--- Resu~t Result Sample Conc Rec ~ -------------------------~~~~~::~~-~~::-~~~~------~~~~------~-----~{:-------~,:-------~~:-- H 312377-03 UNITS 6.5 6.8 5 N/A N/A N/A II R covery = (Spike Sample Result - Sample Result)*100/Spike Concentration ~D (Relative % Difference) = (Sample Result - Duplicate Result)*100/Average Resu~t I I I I I I I I I I I I: I I A AnolyticolTechnologies,lnc. I GENERAL CHEMISTRY - QUALITY CONTROL BLANK SPIKE Page 5 : ROBERT PRATER ASSOCIATES # : 526-1 Name: EL CAMINO CENTER ATI I.D. : 312346 -------------------------------------------------------------------------------------------- eters Blank Units Spike ID# Blank Result Spiked Sample spike Cone. % Rec I~ .~ -------------------------------------------------------------------------------------------- 42879 MG/KG <100 211 200 106 covery = (Spike Sample Result - Sample Result)*100/Spike Concentration (Relative % Difference) = (Sample Result - Duplicate Result)*lOO/Average Result I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ACCESSION #:3/ Z-5c.fL INmALS:CJ . ß ~ 1 Does this project require special handling according to NEESA levels C, OJ AFO8il or CLP protocols? If yes, complete a) thru c) a) Cooler te~perature b) pH sample aliquoted: yes I no I nla c) LOT #'s: Are custody seals present on cooler? YES @ , 2 3 If yes, are seals intact'? Are custody seals present on sample containers? 4 5 If yes, are seals intact? Is there a Chain-Of-Custody (COG)'? Is the COCo complete? Relinquished: e no Requested analysis: y Ino Is the COCo in a eement with the samples rec ived? # Samples: Ino Sample ID's: sIno Matrix: y sIno # containers: sIno 6 7 8 9 Are the samples preserved correctly? Is there enough sample for all the requested analyses? Are all samples within holding times for the requested analyses? . Were the samples received cold? 0 c... Were all sample containers received intact (ie. not broken, leaking, etc.)? Are samples requiring no headspace, headspace free? Are there special comments on the Chain of Custody which require client contact? If yes, was A TI Project Manager notified? I YES I YES I YES 10 11 12 13 Describe "no. items: 14 Was client contacted? yes I no Name of Person contacted: If yes. Date: Describe actions taken or client instructions: .Or other representative documents, letters, and/or shipping memos NO NO NO NO NO NO NO NO NO N/A NO - - - - - - - - - - - - - {JA AnalyticaITechnologies,lnc. SAN DIEGO, CA 92121.1709 (619) 458-9141 Chain of Custoay - - - - - - DATE.. ) Recommended Quantity and Preservative (Provide triple volume on QC Samples) p,p, g¡ 88p"",,~ ~~~~8' @@8'8'~ :i: ~~~1§ ~ ~ '" '" ~ ;:!;:!~~~ BILL TO: COMPANY: ADDRESS: p,g¡g¡g¡ p,~~~~ <::> === = ~ (.) (.) (.) (.) 8'~~~~ ~1§1§1§1§ '" <::> <::> <::> <::> 0 ~ ~ ~ ~ .... C\,j C\,j <'\j C\,j ;;::¡ :;;¡: Ü)' ~ 6Ü)' 0 c::¡:J::: -e <'\j ~ a ~ ~ B ~ e"" <>:>- "1::> () C ~ :t~a !I> ;:¡; c E "" ~ a :::> t:I () ;:¡; -S1 1:) .S ~ e ~ 0 Q; - - '" '" æ ã ~ ~ õ:::::- éS' 0 ~Q;~ ~~& -'C:;:!::I: ~.~ ¡:a cCij"t::3t:' a.S~ ;;: ~!ij! g lIJ ê: E "'ð ~(3 & ~ éS" ~ E~ ~ ~ .S ê.s ~ ~ 0-- 0 c ~ g¡~~at-.: t:I ,::!: (.:). :::::E,cx éS' ~~ ~~ :s ~ -e 0 ~ -e e ~ ~ e :J:::"R 1:) :J::: ~ (.) ~ :.::: 't::: <u 0 E - e c3 oq: (t 11 ) LIS" 3 - 5'Gð <5 PHONE NUMBER MATRIX I LAB 10 TIME II: Of' 50i/ ø ~ 5" , 1j I RELINQUISHED BY: 2. Signature: Time: Printed Name: Company: f .g> ~ 8 :s ~ lC) -- éS' ~ ~~ ~ ~~ ~ o~ cx """, (.) ~r:::: !:t. ~o..o -¡¡¡ --e Cl.. () ~ ~.~ ~ "t:::e ~ ~ oS! "1::> p, '" c3~ ò æ g' . ~ C3 "'" "'" ~ 88 1§g¡~~ ~~.§E ~ ~ ~ ~ ~ () r:::: ~ r:::: (3 ..... 0 '- () -Q § <: f éS' .... éS' ~ - '" ~ ~ l;! ;:¡;"~ - ù- (5 t:I ~ 1:) '" e '(3 is" -g, oq: ~~ (5 ~ ~CJ) :!!! g c¡;;::¡:';;; r:::: "'ù.!!! ~ ~t:I ~ ~ ED BY:. 3. 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