HomeMy WebLinkAboutCT 73-24; CARLSBAD LAKE COMMUNITY; SOILS REPORT; 1973-07-30 (2)I·
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SOIL INVESTIGATION FOR .THE PROPOSED
.CARL.SBAD LAKE COMMUNtTY'.,
CARl:SBAD., CAL IJ,ORNIA
cr ?3-~i
for
. Covington B~ot&ers
.2461 t. 'Or~ngethorpe
fullerton, ~a1i'fornia 92634
. I by
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e-r73~d.f ,
. DptEd O'l-30-73'
. WOODWARD-GI.ZIENSKt' & AssdC1ATES·
Consulti,ng Soil and fOlJndation E,ngtneers and Geol.ogist.':
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(An Affiliate of' ~[oodward-Clyde. Consultants) "
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TRAN'SM.ITTAL ,LETTER
SCOPE
FIELD INVESTIGATION
LABORATORY TESTS
TABLE OF CONTENTS
SITE ,ANt) SOIL CONDITIONS
CONCLUS10NS AND RECm~MENDAT10NS
LIMITATIONS
FIGURE , -SITE'-PLAN,
FIGURE 2 -LOG OF TEST ~DRINS "
FIGURE 3 -LOG OF TEST BORING 2
FIGURE 4 -LOG,OF TEST .BORING 3
FIGURE 5 ~ LOGS OF TEST BORI~GS 4 & '5
FIGURE 6 -LnG OF TEST BORING '6
FIGURE 7 -LOG OF TEST BORING 7
FIGURE 8 -LOGS OF TEST BORINGS 8 & 9
FIGURE 9 -LOGS OF TEST BORINGS 10 & 11
FI GURE 10, -LOGS OF TEST B,ORINGS 12 & 13
FlGURE' 11 -LOG OF CUT SLOPE
FI GURE 12 -GRAIN SIZE DISTRIBUTION CURVES
FIGURE 13 -RESULTS ,OF CONFINED COMPRESSION TESTS
FIGURE 14 -FILL SUITABILITY TESTS,' ;
ATTACHt~ENT I -,SPECIFICATIONS FOR CONTROLLED FILL
ATTACHMENT II -FILL SLOPES: STABILIty ANALYSIS
ATTACHMENT II I -CUT SLOPE: STABILITY ANALYSIS
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WOODWARD': Glll'ENSKI & ASSOCIATE'S '
CONSULTING SOIL ANQ FOUNDATION ENGINEERS AND GEQLOGISTS
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3467 Kurtz Street
San Diego
California 92110
(714) 224-2911
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
An affiliate of Woodward -Clyde Consultants
July 30, 1973
Project No. 73-222
Covington Brothers
2451 E. Orangethorpe
Fullerton, California 92634
Attention: Mr. Mike Ryan
In accordance \\lith your Purchase Order Number 15290 and our proposal dated
June 4, 1973, we have conducted an investigation of the unperlying soil
conditions at the site of the proposed Carlsbad Lake Community subdivision
in Carlsbad, California.
Results of our studi~s indicate that the site is suitable for the proposed
construction. There are however, existing fills~ porous soils, and cultivated
soils existing on the site that will require spe~t~l,treatment during grading.
The accompany; ng report pres'ents our ,con'clus icQns and recommendati ons, as we 1 i
as the results of the subsurface exploration and the laboratory, tests upon
which these recommendations' are based.
The engineer assigned to this project was Joseph G. Kocherhans of our firm.
WOODWARD-GIZIENSKI & ASSOCIATES
OJ? (l-~--0 J-;:::1-;7L ! I -, • , ~ Lt;?4A",'y·;,-'A#J l ~'"v~ -~"'~
-Stanley F. Gyzienski, R.f7 ,10352 -
SFG/JGK/ls
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Proje.ct No. 73-2'22
SCOPE .
This report describes an invest,i gati.on -of the underlying ~oi 1 and
g.eological conditions at the site of the propos.edCarlsbad Lake Communfty to-
be located east of Interstate 5 and south of Poinsettia Lane, in Carlsbad,
California. The purpose of the investigation is to determine the ,general
geology and subsurface conditions, i·nc.ludi'ng the pre-s'enc'e -and effect of.
existing fills, loose or porous soils, ~nd potentially ~xpansive soils; the
embankment shrinkage factor; the .relative s-±ab·.i]ity :pf .cut ~and 'fill slopes;
the availability of select fill materi-als; ·recommendati-'ons regarding allowable
bearing pressures for design of fQundati.ons in natu-ral undistu·rbed soi 1 and . . .
in compacted fi 11; the most suitable type and. requi.red depth of foundati ons.
for use at the site; and, thede-pth to ·water, if slgni'fi c~nt.
'ft is our unders~tanttin-g the devel0pment wfll consist 'ofapproximately
300 one to two-story wood-frame condominiums utilizing concrete slab-on-graqe
construction. We also understand that a s;hal1,,_ow lake ·will p.e .exc.avated at .'
the central portion of the site. It is our -further understanding that .gradi'ng .
will be performed in gen_eral, in accordance .with ·the. TentatiNe· Tract. 73-24
plan dated May 1973, prepared .by-Lawrence R. Wil1,i·ams,. Tustin,' Calif6rni-a,.
Consulting Civil Engineer.
FIELD INVESTIGATION
Thirteen test borings 'were made by· a truck mounted,· continuouS
flight, 6-in. diameter power auger and-one ex;-sting cut slope was logged at
the approximate 'locations shovm. on the Site .Plan,.Fig. 1. Field arid sub-
surface exploratioh was done.on July 5 and 7,19..73, under tnesu·perv;'sion. of.
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a staff engineer from our firm .. f,iel~ logs Were prepared by._the engineer on .. : _ ..
the basis of an inspection of .the samples sElcured, the materials excavated,' '-. '. .
and the soils exposed in the existing cut"bank along Poinsettia Lane .. -
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W(lODWARD ·GIZIENSKI & ASS.ociATES'·-
CON~ULTIHG SOIL AND FOUNDATION ENGINEERS "~O GEOLOGISlS
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ProJect No. 73-2-22 Page. 2 .
The ~ogs of the Test Borings are sJ;low,n on .Figs. -2 th,rough 10 and are
based on an inspection of the samples taken, ·,the laboratory test resu'lts
and field logs .. Test Borin.g loc.ations wereplott.ed in the field on a Site
Plan entitled "Tentative Tract .73-,24 Carlsbad Lake GommunityU d:ated May 1973,
and prepared by Lawrence R. vJiTli arns of Tustin, Ca'l i'for-nta,.
LABORATORY TESTS
The soils enc'ountered were visually classified and evaluated with:
. '
respecto to streng~h, swelling and cQmpres-sibility characte.ri.stic$, dry
. densi ty and moi sture content. ,'These cl as.sifi cati'ons were sLlbstanti ated by
moisture content and dry dens·H:y,., ,pla.sti:.c,ity·,grain :si.ze ,anatysi:s, ·dh-:ect
shear andconfi'ned compress 10n tests ·onr~prE3:s,~mtiv.e :sati1p~(es o'f 'th'e's,ui 1-5. . ,
Results· of the moisture content.,dry.den's·H;.y, 'pla:s:t:fttty and 'di:re'ct 'sh'ear
tests are shown at .the corresp·onding. s'ample lticati on on the Log of Test
Borings. Results of the .grain .siz.e .an.aJys.es anrl,:confi.ned compression tests
are shown on Figs. 12 and 13, .respe.ctively.
Fill suitability tests, including cornpacfron, grain .?ize analysis,
and direct shea·r tests have been ·performed 'on the ,probable fill soils •.
Results of the fill suitability tests were· utilized to arrive at the conclusions
and recommendations contained he'rein and .are presented on -Fi,g.14.
SITE AND SOIL CONDITIONS
. The site is locateq south an.d east of the intersection of Inter.state 5
and Poinsettia Lane and west of 'Bata quit os Lane in ~arlsbad, California. The
site consists of a'relatively flat. north-s·outh trending ancient '''pe'ach, ridge"
sloping gently to the west "wi'th changes .in elevat;-Cin from approximately 150 ft
.in the east down to approximately 110 ft near 1-5. A relatively steep
(approximately 2 to 1, horizontal :tovertical)' somewhat eroded .s;'opee.xis,ts
near the eas tern boundary. The Tentative Tract Pl an. ;'ndic·ates that. construct; on .-
WOODWARD ... GlZIENS-KI & ASSOCIATES
CONSULTING sOIL ANO',FOUNOATION ENGINEERS AND GEOLOGISTS
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Project No. 73-222 Page 3 '
will be limited to the gently sloping we$tern ,portion of. the site. At the
ti,me of our investigation the major ,por,ti.pn ,of ~tb.e ,site ,If/as under ,culti,vati,Qn:.
A row of large eucalyptus trees trendi-ng north-south exists in the north-
western portion of the site.
'Re-sal ts of the tes't b'or;-ngs ma'de :at ,the s·i·te indi·cate the presence
of the following materials which are described in their genera.l order of
occurrence with depth and increasing. geological age.
Fill. Damp to moist, brown silty s.and with a trace of clay.
The fi 11 was encountered in the w.est':"G.entra1pprtion :o.f tne si.te
in Boring 7 extending to a ,depth of 1:3 ft. "P'il'es of loos-e fill
have been placed along the tGP' ',of theri:dge ,n,ea.r ,the easte,rn
boundary of the site. Some 'rubble 'and organic materials "wer,e
ob'se'rve,d in the scattered .pi les ·of 'fi 11 i .. n thts .area.
Torsoi 1. Loose to 'rne:ellcl1m -d~lrs~, ":geli'e'raI1y 'p'ort1us, "a-amp to
moist, dark brown silty sand. This material Was encountered in
bO'rings located ion the west-ern portion of the site, Borings 1, 2,. and
8 to 13, ranges from one to,si.x ft -in .th:i . .ckn.e;s,$~' Thes.e ;i:.ppsoils
exhibit low potential expansibility, ch'a·racteristi'cs.
Terrace ~~ateri a 1 S • Medi·um to ve.ry.· d.ense ,:damp', .r-.ed,brown to . .
grey brown silty to clayey sands. These materials were' encountered,
in all borings and extend to the depths explored, a maximum of 30ft,'
They comprise the basic formati'onal ·$'oi1 'at the ,site, anti 're:latively.
competent foundation material and exhibit a'lo~ potentia1 for
expansi on when wetted',
Below the fi 11 found in Bori:ng, 7 about 4 ft of porou·s cl ayey sand
lIold topsoil II was encountered .
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No hard rock or ground water was encountered in the' test -b.Q.!:.in.gs ____ ---• ~ ___ • _ ....... -' ________ .~.~ ._~....,.. lQIif dHV'...,.....
at the time of excavation,
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, WOODWARD -GIZIENSKI & ASSOCI'AlES'.'
CONSULTING SOIL AND FOUNDATION ENGINEERS AND G~OLOGI~n
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Project No. 73-222 Page 4
CONCLUSIONS AND RECOMr~ENDATIONS
(1) It is our opi-nian no major'soil ,c-onditions e~(i;st -a:t the site
wh-ich would preclude the -development of the propos-e'd one to two-story
condominiums. !he presence of-existing fills, old-porous topsoil, and loose
pi 1 es of tras'hy fi 11 wi 11 're-quir-e s-p'eci-al tr'ea'tmen't :during gra-d, n-g.
*' ",<10...; qo
(2) The ground which w'il1 're'ceive fill and/or one .arid two.-story
condominiums will have an adequate bearing value to safely support the
proposed loads when treated P.S described· in the follow-i'ng p:aragraphs and
in the attached liSped fi cati on's for Cont'roll ed PiTl·!. FO'otings ,for
residential structures placed ,on n,onexpansive .. , non-,porous ,native 5:0:i1'5 .or
properly compacted nonexpansi'-ve -fi 1] 5.011'5 may be :clesi'gned for a soil'
bearing pressure of 2000 pST {to'ta:1:oei:rd 'p'lus ;'1'1've ~l'aad~) .at.'a'depthof "12
inches below rough .lot grade. 'Pooti:ngs:' "should ,h-ave a ·minimum -width of
12 inches. The above soil bearing pressure may be increased by one-third
for loads that include wind or seis·mic fe··roes.
(3) Cut and fill slopes having an inclination of 2:1 (horizontal
to vertical) and maxi·mum unsupported h.e'i,ghts::()f less, ,than 2Sfeet,wi11 in
ou~_ opini on have adequate .safety factors against deep seated s10pe fa; 1 u'res
if constructed in accordance with, the p loans and thea:tt,H:hed 11'S'p~ci fi c,ati ons
for Controlled Fillll. Typical stability calcu1atlons:for cut and fnl
slopes are attached for your information to sup~~rt our conclusions~ ..
(4) Results of our fi~ld investigation 'indicate that soil~
expected to be used in fills are basically nonexpansive •. Though: no potential
expansive soils ·were encountered; 'it'has ,been our experience" that ·thin
_ '~'~" .. ',(l t.o.,l.-f-t) residu~J clayey soilS cou'ld be ,.~ncounteredbetween the t.opsoils.
and formational soils in localizedareas •. Should ':any ·po·tentia1.1Y expansive
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soi 1 s be encountered they shoul d be exc~~e~ and spread and compacte.d ~. ___ " .': :
WOOOWAR'O-GIZlHiSKI &' ASSOCIATES
CONSULTING SOI~ AND FOUNDATION, ENGIN£E~S AND GEOLOGISTS
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Project No. 73-222 P,age 5
fill s below a depth o!,..? ft belm" rough 1 ot ,grade. Potentlally expansi ve
soils, if encountered within 2 ft of finis;hgra,~le.in ,cutare'a,s should
be undercut and be .replaced :with pr.operly compact,ed :nonexp':~nsive soils
available on the site.
(5) Restll ts of ol:lr fi:elcl !=xplorati>on 'fnd'i cate that ,a 11 mate·ri'a 1:s
encountered can be excav·ated wi th ·normal heavy -gradi r:lg ·equfpmen't. No
extensive cemented zones nor hard .rock are expected.
(6) In order to express a meaningful estimate of the embankment'
shdnkage-swell factor, the res,u1ts of laboratery cOlTlP;action tests need
to be compared to th~ -density in t~e natu·r.al state i,n ,borr,ow. We wish
to emph'asize that va'riations i'n -soil d~nsity in the 'n'atural state, as ,wen
as, in the fi 11, make cal cul ate-d -va lues 'a'f s'hri·nka"g-e ,at bes;t. ve,ry approximate.
A majer fa-c,tor is that relatively Tew tests a~e'li'l'aaeb.f''bn,:;-slte materials
as compared to the mass of materi'al moved during grading plus the insuffi~ .
ci ent 'know-ledge re'gardiwg the --a'ctua~ dens'i-ti'es ion 'ex-cess -of min,imum ,requi re-
ments to whi ch the contractor wi 11. :compact: the fi 11. B:as:ed on the--' i,mited
work done to qate and cons i d~ri ng the ,above factors thefo 11 owi ng shri nkage
values for preliminary estimating may be used: 'Topsoil, appro:xtmate'ly.
8% +. 2%; the underlying formati'onal soils approx1-mately ~ 2%;' existing
loose fills, 10 to 20%.
(7) Our experience with soils ·similar to those encounterea
on the site .. indicates that they could have relatiyely high .permeability'
rates. T~erefore the water loss through, seepage of the 'proposed 1 akes
could be high, could caus'e marshy areas. at low~r elevations, or could shm'l
as slope seepage. It is therefore recommended that adequate'step's" be taken
to seal the lake areas or to intercept the seepage so that 'no harmful
effects result.
WOODWARD· GIZIENSKI & ASSO'CIATES
CO,!SU~TING SOIL ANO FOUNOATION ENGINEERS AND, GEOLOGISTS
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Proje'ct No. 73-222 Page 6 '
(8) Soils similar to those encountered on thj~ site are subject
to e.xtreme ,erosion by ut;lcontrolled aGtfQn of;wa:te.r. T:her~f:ore"it is.
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recommended that all cut and fi]l :slopes .b.e ,planted' ~and ,be pro~dded with
adequaJe surface drainage in :a'ccoTdance with the .. C:ity of :Ca-rlsbad standa,rds.
(9) It is recommended that loose ·and/or. p'oroussoils as well as
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existing fill soils that 'are n-oi: ·removed by .grrading 'ope-rati-ons be excavated
or scarified, as required, replaced and compacted b~for.e fill.'or structures-
are constructed. In general the loose and/or go,rolls surface, soils .qym:ag.e __ . __ _
appr_oxilllateJy_Lfj;~tbi.cJmas:.:s...-:.WlLex_e....;:.e_n_c.o.unte'red. The maximum thickness of'
exi,sting fill encountered :wa·s ;ci.:p'p-r~ox1.m.at.ely l3fLatBoring·7 •. · S-ince the fill
soil s on the si te have the -same 'general ,:appe'arance ·as th-e :rormati-ona,'l 'soi ls
and the area is used for plaflt g:row!bh.", it ';,s 'di'ffi~Gult ·:to ,de!r·;'ne .e-x:~,c;t 1 imi ts
of existing fills for th'is re·p6rt. 'Th'e :fbrme'r,~~rdsJ(o<milpa;t:t,er:h:S ,are not
known by us, nor is the extent of fillin'g to make grade for the present
farming operation. Because of thes.e f~.cto,r$ i:t is r~cpmm~nde·d· that· .$everal·
inspection pits be made with gr~ding equipment at the time of ~rading in
propo..s~d fi 11 areas to ascertai-n ,the .eKtent ;of 'ex;sti:Jl9:..-,fills.
(10) It is recommended that all existing potentially compressible
soi ls be excavated, as required,andtompa.ct~d'pT':j:O'r!topla:d'ng -,fill soi ls,
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or structures. This recommendation includes'the aY'E;a of potous old tOpsoi.l __
in the Vicinity of Boring 7. The excavation is ~xpected toexten~ to .
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approximately 16 ft in depth (the depth to the base of the pO,rous so,ils in
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Boring 7). Since there has be~n some:fillfng o~ the site in the past,·the'
actual extent of porous sO'il 5 that willrequi re treatment "shQu,l d be contro Hed
in the field by the soil 'engineer during -grading upon vi.sual examination .of
the exposed soil.
'WOODWARD· GIZIENSKJ' & A'SSOCIATES
CONsulTIH~ SOjl ANo'FQUNOATION ENGINEE,RS AND GEOLOGists
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Proj.ect N.o.. 7.3-222 'Page'7 .
(11) It is recommende9 that all gra,9ing op,e.ratiQns be' obs:erved
and compacted fills tested by Woodwa:rd-Giz.i,ens'ki .& Ass·ociates .. Organic
material and debris s.houJd not be pe'rmitted ;j!n ,c:ol11p.accted fill. A set Of
IISpecifi cati-on'S for Controlled Fil P ;'s attached .. The recommendations
made as a part of this report sh·all bet·omea pa'rt 'Of the IIS.pecifications
for Controlled Fill II .
LIMITATIONS
The conclusions and recommendations made in this repo'rt are
based on ·the assumpti on that the 'sotl 'and '~e61 oglca:l conditions -00 not
deviate appreciably from those disclosed by the· test hortngs • .If.
variations are encounte-red 'during cons'truction, we .should be notified so
that we may make suppJemental recommendations., +f th'i:s 'should 'be -~equi red ..
Eva'l uation and u'ti li z'atl0n of so·flmate·yii:·a:l~sand geo1:ogi cal
formations for support of structures includes investigation of the subsurface
conditions, analysis, formulation of rec.ommendations, :~nd·i:n.s:pe.ctj.oh dur;'ng
grading. The soil investigation is not completed until the sotl :engi·.neer
has been' ab 1 e to examine the .. soil i-n ~exc-avati~0ns or c!Jt slopes so .thathe·
can make the necessary modifications~ if needed.Weeml2hasize·the im-.
portance of the soil engineer continulng 'hiss>ervice·s·.through. ·-the i'nspection.· .'. --------~-----........:::.-----".
of grading, including construction of fill.s~.and foundation excavations .
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WOODWARD. GIZIENS·Kt -& ASSOCIATES
CON)iULTING SOIL ArjD 'FOUNOATIO/'f ENGIN~ERS AND Q~OLOQISTS
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'--~-~ , ~~
/,' ~'-..::-... -... <::,s~~' ~' " , I I '. . , ..... \ ... '" \.
""'\ "'''''''''~''' ...... ~:--
" '... .
' " '" '::--,' -" ", '-:"A ---" ' ... ,,------I, --"', '-, ----------_____ _ _____ ,~ LI",
• ""--, '-', ,----------, ------, ------;~ p, .. "t, ~. •
' ',----<',\ --: -------:: --~-;:::----'''~~'''=-~:~::-~-----~ '-~-------:--':_--::----:::;: ~:,~>: :-':~'" 3
h. '''-'-' ----------v" 0 ~--F'-___ _ ', __ , ,.,~ ",, __ '_., \ --r-__ __' • ____ ___ _,_ ___ __ __ _____ " _, , , S-iO ',--------------------"~'" '"_+______ __ __ , ' _________ --"6 . __ , ') " " . "', -----------------------;!,,--------'------,---./ I, \. "" .' "'" \ --~ ---------"'" ----'-------------< '" "" -", ',:, \
"V __ --', __ , . ",,', __ , '> \ ----------------------",--, '" '; \ '~ ---,,' -',---------,--. . .' . '\ " "
LE'GEND:'
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-+ Indlcat •• ,approxlma~e location of Test Boring.
_Indicate. approximate location of Cqt Slope.
;..--.. ··Indlcat •• approximate
'grn Indicate, approximate
@J1'Jmaterlal. '
ground ourface contour~.
II_Ita of fill and poroUI
---" " " ';, '. -""-, , ----", "'~ ,.,2 IV
.~~J3
1 .... /"1.0 ---~--:-'-":'--...... -.. 1.. ..... -----------------------... -.9 ----------... ,------
-~-----, --.:.-------~--'---,.-,-f30.
! ___________________ ..:=::.;:-~: .. ______________________________ Il;O
San 'Di~go Freeway
SITE PLAN
CARLSBAD LAKE COMMUNITY
260 0
~r.aph fe Seale-, ' (feet)"
250 600 750 WOO~~ARD -GIZIENSKI & ASSCCIAJES
CONSULTING SOIL AHO' FOUNDATION 'EHGIN~ERS, AHD GEOL9G1S'rs ---" SAN Q.lEGO. qUFORNIA . , '
OR. By:AlS GS NO: 73-222
CK'D SY·
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+' (l)
(l)
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0 CI1 '+-
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=:J CI)
"0 C
=:J
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(l)
0
0-
5-
10-
15-
20 -
{3o'r ing 1
~g ~ II ~ ~; "'::, ~di um dense to dens~, ,damp, orO'.<ll1
Be = 80 J 3 f-, '" sl1ty sand (SM)
---t, '. .
we = 9 JlP <, Medium .dense to dense, damp, red-
DO = 120 , ;. ': ,;; brown clayey sand (Sc) Be = 32 '. ":'.' :,\:':~{ .
t~
Be = 40 r ::'>,~;:~
r.'~:~'.--------~--~--------~~
For Legend, see Fig. 3 LO G 0 F TEST '80 RI.-N G,I
CARLSBAD .LAKE COt~MUN'1 TY-. ~ ".-.
*SLiCS:;; ... ~
".
.).
...
'."
. ; -.:~ .
r-----------------------------~------~-
I
I
I +' Q)
Q) u.
I I
Q)
fJ .....
I !...
:::I Ci)
"0 c:
:::I I 0 !...
C'
~ 0
I -Q) ·co
..c:
+' 0.
I Q)
0
·1
I
.1
..
I
I
I
I-
I
I
I
I
0 ....
5-
10-
15-
'Sori ng 2
l:EGEND_
WC = Wat~r Content in percent of dry w~ighto
DO = Dry Dens,ity in pcfo
BC = Number of blows by IlJ.O-l bo hammer fall in,~
30 inches to drive sampl er 12 incheso
Sampler Data: 10 = 2.0", 00 = 2.5"'
OS = Direct Shear Test Data:
rJ '= Ang 1 e oLApparent Fr i ct i on i'n degreeso
C = Appa~rent Cohes i oni n· psf 0
in accordan'ce wUti :the , i
I.
':: -~~; . '-':";:'" .~t.:.;1<~~q. . . . "4 .~--~ ..
(SM) -Group classification symbol
Unified Soil Classification System" -:
~ = Sample Number •
LOG 'OF T'~ST BO'RI'NG.2
CARLSBAD LAJ<ECONMUNITY
,-.: ... -, " ~.
I
I
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1
1
1
1
'I
1
1
1
1
I
I·
I
.1
I
I
I·
+' cu cu u..
I
cu o ro ....
1-
::J en
"0 c:
::J o 1-eo
3: o
..::: +'
0.. CU. o
0-
5-
10-
1.5 -
BC :::
25 -
BC =
30 _
For Legend, see Fig. 3
Boring $
.~.,'..u-..... ,
~ . . .
,.... ....... ""!"-_____ ~---~-------...... ~...,,;...~~l·,
'LOG OF TEST· BOR I'NG' 3
CARLSBAD' LAKE CCMMUNITY
WXlDWARD -G! 21 ENSK I . & ASSOCIATES
: CONSULTING SOIL AMOFOUNOATIOM EMGltlEERS AND' GEO.lOGI·STS
SAN 01 EG.!};. CALI FORIHA-. .'
, :
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-Cl> co
.c ......
0-Cl> o
0-
10 -
15 -
0-
5 -
10 -
15 -
Boring ij.
~g'~ 11 r J...!'::::·;f;· Dense to very ·dense; damp,
BC = lflJ. ,,,::~:;'~ clay.eysand (SC)
wc = ~ 2' ::::;~:}? :f-81 icghtly Porous
DD = III --:>""."',
BC = ·35 ~ . J?:'.{
~ ~
Be = nY-~~
).,'. :
,~i,t~:
Bori ng 5
red-brown
BC~ lJ.2~~~~~~~~ ____________ ~ __________ __
For Legend, see Fig. 3 LOGS OF TEST BORINGS ij. & 5
CARLSBAD L·AKE COMMUN I,TY
• !
I
I
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I
I
1
1
I
1
I
1
I
I
1
1-
I
I
I
I
0-
10-
13-
, I
For Legend, see Fig. 3
Bor in.g ·6
-,::,,:}'L' '. J)gn_se to very dense, damp, red-brown
::>~,:::';:: cl ayey sand' (SC)
::: '.:::':~~.:
LOG OF TEST BORlN~ 6
:CA'RLSBAD LAKE COMMUNITY
. ..
. hOODWARD -GI Z I ENSK I &' ASSOCIATES
COt>iSUlTlNG SOI·l AND' FOUHOATlO;4 EMGi~-EERS' AMDGEOLOGI'STS""
" j
1-__ '_' _....,._....;,·SA:.;;,!l;....;;.,;DI:.,;;E,;;;;:OO;..-.1_,C;..;.;,.A,;;.LI;....;;FO£:!!.A . , . -. -.~ :.-
DR. BY:, GS '. A.ef!.Q.hJ,QA!J~~~UQJ.... .. 2?;:?i~ :
C:<'D BY: jIrz. '~~.",~~f~~""~:~~'.
I ~ .. ~~~~======~~==========~
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1
·-1
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U
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0-
+' 0> 0> u.. 5-I
0>
0 «I '+-10-
:::I CI)
"0 c:: 10 -:::I 0
lo-
(!'
3:
0 .-0> to
-C +' 15 -
0-
0>
0
20 -
Bor i ng 7
~5 ~ I 14 J-k:;:. -t,...;D;;;;;;CWI;;.;.;~~p'.:...-.:;;,da;;;;:r..:.;k~b~.r..:;;Q.:..:.:wn:.:-,..:.s.:..i l:...;t4.-Y"";, s=a;:.:.nd::..~ _...;F...;.i,.;..l.:.-.l
Be = 1lJ. Damp, red-brown siUy 'sand Fi 11
-3 --WC = 8 2
DO = 106 ---i
BC = 12
-
we = 11-lJ.
DO = 112 I-
Be = 37
-
.= .............
..........
~ ·mlllip ip 'moist,' yeU0Wc-.:brOtin 10, .
ted~brbWns;jtt:y 'f'i;ne 'sanCi
Fi 11
For Legend, see Fig. 3 LOG OF TEST BOR I'NG' 7·
CARLSBAD LAKE COMMUNITY.·
r: , ...... :
. "".
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+'
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(])
LL..
(])
0 ro 'I-
1-
;:l
CI)
"'0
C
;:l
0 1-C!:I
~
0 -(]) Cl
...c
+' Co
(])
0
o -
5-
10 -
15 -
18 ......
0-
5 -
10 -
15 -
Boring 8
=-" ,' .. ; ~g ~ IO~ r-!-::.): Loose; damp, dark brown si lty sand (-$1).
BC = 9
-:: .... ,
:'.;::\
, --
! .••
Bori ng 9
::',(?:i Dense ~ damp, 9 ray-.brown s i 1 ty sand
Y':;';:·:; (~)'. . .
\ ,-
LOG'S OF' TEST BOR,INGS8 &·9 . .'
. CARLSBAD LAKE ·C a:1r~UNrTY
WXlDWARD -GIZI ENSKI . ·&ASSOCI ATES
CONSULTING SOIL AHD FOUNDATlOIl DlGlllEERS AND GEOL.OGtSTS . ,,'
SAN DIE<:"o,. CALI FORitl A ' ' , .. '
DR. BY: GS APPRO~. SCAI .. E:· In =!1' !J'RO'J....!l ... ~4£.2 _ ,~ ''''
CK'O BY:4tn DATE: 7/19~.J~1~L~~.,J·
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;0 c:: :::J o· \..
C!:l
::: o .....
(I)
CO
..c:. +' 0-
(I)
C
0-
.5-
10-
15-
'0-
5-
10-
13-
Bor i ng 10
-.,-'-.; -we = It I: :.;:r~-:: Med i urn dense, damp, ligbt brONn silty
DO :: 106 I-"-~::'::\~': fine sand (SM) Be -16 ' .. ;:,' ,
~~·'~~';4:'--------~------------------r;.:.,_",,:
n ~ ,::?:::.: ;tfed i urn dense ~ t 0 very dense, -damp;
• Be = 28 -1 ;:<.~.:.: red-brown clayey sand (Se)
.Be =
Be =
rJ~
Bor i ng 1-1
lt~:f t/~dj urn dense,d.amp, y-el1ow-.bro~ ,to §.'i::~· ted .. bro.:.ri clayey s~fld.:. ("SC) -~!.f~~;; -. ---.. " :.~'-~., .
.... ~
:.:"::; .:~".
For Legend~ see Figo 3 LOQS OF TEST B()RI N.GS 10 &. j I
CARLSBAD LAKE COMMUN 1 TV .
~DWARD -GIZIENSKI & ASSOCIATES .
CONSULTING SOIL AND FOUNDATIO~ El'lGltlEERS AriD GEOLOGI,STS. SA~ 01 EGO, CAt! FORNI A .
PR; BY: GS . APPR,QW~A,"6g_:c-1;1. = 5' J tR0.J~3-222 ~}(' D BY: JV~? O,AT.E: ~JJlJl.t<==ur.Jit~ltl,~-,~~=",.~ ... ",.
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+' <I>
<I> u..
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+' c.. <I> o
0-
5-
10 -
13-
0-
5-
-10 -
15 -
Boring 12
Looser darq>., .1 ight brewn sj lty
sand (SM)
:';:;}:::M9"di'um -dense, .i;/afnp, .br:owntored-
: ".",,-.. ,br.oWn .c1:a:y~y .s:and ;(:SC:)
'it!!.::; ~nse,9amp, -brown to ye1'low-br~ }.rr:: s i 1 ty sand ('SM)
. ;;i~t~;f-
.: .;:i: ,:~:
BC = 27 Y-;f~\~{ .
~4-----------~------~------, . -;~,::,;:·t Very dense, damp~ retl-brown· si 1 ty -
:::'~-',.~; sand (~)
BC = ro~~j~~~i~ __________________ ~ __ ___
, -
For Legend 9 se-e Fi g. 3 LOGS OF TEST. BORINGS· 12 I 13
CAR LSB-AD LAKE COMt~UN.ITY·
WOODWARD --GIZIENSKI &_ASSOCIAr~S
CONSULTING :soiL AHD FOUHDATIOH HIGltlEERSAIlDGEOLOGI-STS' .. 1'-c
SAtl 0 I EGO, CALI FORM fA _ _'-§
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+' (])
(]) u...
(])
0 .~
<f-L-
::J en
'"0 c:
::J 0 L-
CJ
3;
0
(i) co
..c: +' Cl..
(])
0
0-
5-
10-
/.5 -
For Legend, see Fig. 3
Cut Slope /4-
.. l;':::?: Loose tc:~med i urn . den~e ~ . d ty ~ red-brO/ll1
>:.,> si lty. sand (SM) 51 ightly porous
:.,:'!.!
.:"~':':. :.'
"
LOG OF CUT SLOPE'
CARLSBA D LAKE CO'14MUtlITY
WXlDWARD -:-·G I Z I ENSK 1& . ASSOCI ATES .
CONSULTING SOil AHD FOUNDATION· EMGI~EERS AUD GEOLOGISTS . . SAN OIE<;D, CA~l FO RlH A , '.
DR. BY: G$. APPROX. SCAlE: I fl :;: 5,1 ~RO",~.,_tiQ;.]3"222
C!(to BY: j'b~ DATE: 7 JJ..JJJ.... • . .L~j~i;W;~ ..... .LL",~","J
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C!I z: -CI')
CI') <t Q..
r-ffi c..> c:: w Q..
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GRAVEL SAND
SU:.T and COBBLES Fine CoarsJ CLAY Coarse Medium Fine
Mesh Openi n9 -ins. Sieve Sizes Hydrometer Analysis I .. " I I
100 7 6 3 2 I ~ 1. 1..lj. 10 16 20.30 IW 60 80 IIW 200 ," ~'\ ,0
.... \
\ ,
90 10
\
"
80' . .. ... -20
~
i ..
c 70 ~ 30
IP.
II ,i \ \ i::l
\ w 60 IW :z:: . "
\ I rl\ < .. r-1 I 'L W·
,I , t>::: -" "
50 \ " J-,.
50 .% : IiJ \ .\ ~ c..> c:: . ' \ \ w.
.i .\ -Q..
110 . , lJ:-I: -60 . \ " . .. ; \ " '\ /. .. .. -
'. : /.. .'---:3-2 . , ..
" I, ,
. "-, ,i! .. ." . --.. ""'-, .
30 . N·"" . '. '" -' --.---70 ,', . ,.; . -.. . . ~ .... -"\ ~:-"': ;'" , .. '1\ ....... ,., .. ' . --~ .:..~.::-~ r~ ~. _ ,. ~, .' .' . ..
" '. ." --,.,. )./ "., -~, -.. . .
3-6 .......... . :." .' , ~. -.. I' 3-11-r---20 .. ---.'. ~ . 8,0,,-..-:
'\, " ,f . --..,
-.....r.
~ -.,:..
10 ,. .. .~ --. .,..,....;
J ., ... ,,, "y --,-..:;, SO
, .. --...
-:::::-::,. •. . .
.. ,. ... . ,. . --. . .. -, , .. , . "." ~ .
100 0
100 50 10.0 5.0 1:0 0.1 0.05 0.01 0.005 ·0;001 :
GRAIN SIZE ~H M I LLI METERS
SAl~PLE CLASSlF I CAT ION AND SmIDt .. ~J.~,"" ., *-PI
3 -2 Clayey sand (SCl -~ .. _ . . ..
3 -II-Si Ity sand (SM) --..
3 -6 Si lty sand (SM) .. .. -
II--I Clayey sand (SC) ---,,"-~-I<
• , ..
SIZE
..
CURVES '*LL = Liquid Limit ·GRAIN o I STR I BUT ION,
*PI = Plasticity Index 'CARLSBAD LAKE' COMMUN,I TY
. 'WooDWARD .,. G1ZIENSKI·& . ASSOCIATES '. ...
CONSULT! NG SOIL AND FomwiT"loN ENGJHEERS ,AND 'GEOLOGISTS SAN DIEGO, CALfFORHIA' ".' "
DR. BY': GS A'PPROX. SCALE: ----I PROJ. tiO!7 3., 2 Z-,2....;..;..
CK'D BY:~ DATE: 7/23}n . [hi3y.~g_ HO:. _:..:12 ..
,
...
"
" , '
'0
" "
. ,.
,:-,
I --,-
I
RESULTS OF CONFI NED C·OI-.1PRESS i ON TESTS
I
I Initial Fina,l
. .. ; ...
'Sa:nple Dry Water Dry \'later
MUil'.ber Density Content Saturation Density Content Saturation ,Pressure. Compress ion
I pcf %" % pef %, % :psf . ,% 0f I:ni·tial Hei ght
...
I 7 -6 110 12 60 116 15 90 1090 Il.S
I 13 -2 11'2 II 65 117 III 90 1000 3.3
"
I· .. ,
.,
I PRESSURE -psf
, ) 2 :;0 500 750 lobo .,
I " ;
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,-.~ , ,
Salilple at Nat ~ra.1 C.onten: 1 .. .... ',' :
~ \
:
C1 13-2:-
"
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::x:: 2 -", .. -.... ~ r--'----~-~ _ •• r> _
-;; ~ ---r>w~ .-7-6-~ .... I---' ter, Adc ed '. ' -
'1
c: 3 -"'t ~, .... 0
~ Il
",
I "
I lS 0. -5 (I)
fa
I-
0:: ~ ,
6 --,
.,.. .. .;:.
I" , ,
,-
-, .'
.'1 , RESULTS OF, Cor~F INED 'COI'{PRESS lor. TESTS' ...... :,-:,
, "::..,.
" CARLSBA'D LAKE CCtvlMUN I TV <, ..
" ,
"
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--WOODWARD -GIZIENSK I' & A$SO C I"A TES ~ :. ~
COHSULTING SOIL AND FOUNDATION ~N~IHEERS'AHO GEOLOGISTS f.:,
, SAN 0 I EGO: CALI EORN I A "
--~::
OR. BY:. GS. APPROX~ .SCALE! " ---PRDJ. NO: 1'3-:0 222,
CK' OSY: #--:z... -
·OAIE: 7/23/13 . HGUf/END: 1;.3
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. 120 ..
110
100
DIRECT SHEAR TEST DATA -. ,-
Dry Density, pef
Initial Water Content, %
Final Water Content. %
Apparent Cohesion. pS'f
Apparent Fr i ct i on Ang'l e.
!
..... f
u II CI.
l-x Cl '
L;j
\~ ~ \ \
\\ i\ .. , '\
.1\ .' ,-X
\[\,[\
I . ,
118
9
13
6'00
c
26
'\ ::;;:
I-. \I\f\
:z: ::::> 1\ ~ \
>-« Q I\f\
~l£CHAN I CAL ANAlYSI S
100 -3 4 II-10 qo 200
2' 3
80' 116 C!) z:
\' .i~
8 C;; ~ 60 '''. --'·1\\
Q..
15 I-" ffi4b \\
360 (.)
0::: IJJ
18 A-20
"~t-_
o .1 .. 1 .. 1. 11 . ,'" " " ,. -
1000 :t:OO 10 '1.·0 0.1 0.01,0.001
GRAIN SIZE IHMLLlIMETERS
ICOBBLESIGRAVELI SAND I,SILT &: CL. AY· .1'
o .clf.cll!ld:f 0 •
PLAST I CI1Y CHARACT~R rST I CS '1 3 , .i-----~--'-----+----+--+_---__:f LiqUid limit, "/. 22
Plasticity Index. % 7,
Classification by Un,ified Soil
Classi fjcati'on System ' .8M sc
-·SWELL TESt' -DATA I 2
'n it i al Dry ~nsi·ty. !Rc,f' CT. -, . ,' ., .
InHial Water Contentr % --.
Load. psf --
\ \1\ -.. Percent SWe·ll L-.:..:....~..:.-=......;.....-...:.--.,.-____ -'--...:.-..--...L-...,.....-'---;o .. ___ -!.'.' .
~~4-+-~~~+-~_\~~~~' 2 0 ~ \ ,.7
\ \~2.60.
J...-j.-+--+--I-+--I~-+-+--+--+-t--II~~-\ __ , 2.50 . \..k"K
2
LABORATORY' COMPACTION
TEST METHOD: A8TM D-i 557-70T
SPEC I F I C.'GRAV:tTY
W)ODWARD - G I Z I ENSI(1 .& ASSOC I ATES
CONSULTING SOIL A.~O FOUNDATION. EHGINEI:R$ AHD. 'GEOLOGISTS .' .sAN DIEGO, CA~lfORNIA , .... '
OR. BY.: Gs ARPROX. SCALE! _ •. --PROJ.t{O:· 7'?-??? .
.F I GUR.E MP: I:~ , , .:~
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Project No. 73-222
GENERAL
SPECIFICATIONS FOR CONTROLLED FILL
ATTACHMENT I·
Page 1 of 4
These specifi cati ons cover preparation of 'existing su.rfaces to rece·ive
fills; the type of soil suitable for use in fills; the control of com-
paction and the methods of testing .compacted fi,l1s. It shall' be the
Contractor1s responsibility tQplace" spread, water and compact the 'fill
in stri ctaccordance wi th the·se: ,specj·fi,cations .. A .soH ·Engi neersha 11 be
the Owner1s representative to inspect the constru:ction.of 'fi1ls~ ·Exca-
vation and the placing of 'fill ~-hall ·be,under the. direct'ihspection .of
the Soil Engi neer and he shall give \·.,rritten . notice of: cO.nformance wi th
the specif·ications upon completion of grading. bevi·atio.i1s from these
specifications'~"ill be permitted only upon written authorization from'
,the Soil Engineer~ A soil investigation has been'~ade for this project;
any recommendations made in the report (Jf the soil i.nvestigation or
subsequent reports shall become a·n ad.dendum to' thes·e s'pe'Cifications.
SCOPE
The pl acement of controlled fill by the Contractor shall include' all
c 1 eari ng and gru bb'i'ng, relJlova 1 ":O'f·'ex''i:s'ti"n.S-· -.un$~~t'i's'factory rna te-yii:~ 1.; .
prepa ra ti on of the a teas :to .be f,'; ned, . spreadi ng' "and campa cti on of " ~'
fill in the area;s to be f'i'rl:ea·, anaa:l1 (j':th'er 'work. rieaes'sary tb'complete
the grading of the ·filled··a~eas. '.
MATERIALS
1. Materials for compacted fill s,ha.11·;~or:l:$Js~t.of anY,materiaiimpor·ted
.-," "
or excavated from the cut .areas that, in ·the opi-nion of the .soil 'Engi:neer, ".. '"
is suitable for use in constructing fills. The ma~erial·shall.cotltain no:",
rocks or hard 1 umps ·greater than 6' inches, i'n si~e,and ·sha.] 1 ~ontain at,.
least 40% of material"smaTler ·than J/4 ;,nch 'io :size. No material of a'
perishable, spongy, or otherwise ,improper"natu're shall be ,use~, in filTi.ng;'·, '
2. Material pla,ced within 24 inches of ro~gh:,lot grade shall .be select
material that contains no rocks or hard lumps greater than, 6 'inches ,in.-'
size" and that swells less than 3% \<Jhen c,ompacted as ,hereinafter' s.p~cif'ied,
for compacted fill and when subjected to an,axial pressure .of 160 psf.
3. Representative samples of mater;'al to' be used for fill' shall be tested
;n the laboratory f,)y the Soil Engi'neer in order to determine the maximum .
density, optimum moisture content and classification of the soil. .In additio'n,
the Soi 1 Engineer shall determl ne the ,approxi.mate, beating 'val u.e of a recom-" '
pacted, saturated sample by d'irect shear, tests, or' other tests applicable to .
the particular soil. .
4. Ouri ng grad; ng operati ons, soi 1 . types 'othe'~ tha'Yf' those ana ly:zed~ :i'n the
report of the soil investigation may be encountered·by the Contractor. ~he .
Soil Engineer shall be consulted, to determine the suitability of these soils. .~.
. WOODWARD· GIZJENSKJ & ASSOCIATES' ,
, CONSULTI ... lOlL MO roUNDATlON PlGINUIIS AND G[OLOOISn
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Project No. 73-222 ATTACHMENT I
P.age 2 of 4
IV. COMPACTED FILLS
.M·
1. General
(a) Unl ess other~1i se specifi .. ed, fi 11 'rnateri:p-l s.hall·becompa·cted··
by the Contractor while at a mois·tu.recOJ:'l:tent n,ear the optimum' .
. moisture ~ontent and to a densj~y that ;-s not less than 90'% qf
the maximum density determi'ned in a'ccurdancewith ASTM Test No.
01557-70T, or other density methods ·that will obt'ain equivalent
results. . .
(b) Potentially 'expansive s'oi1s ·maydJe ;u:s'ed·ln f1'Tls :be~ow a depth
of 24 inches and shall be compacted 'at a moisture 'content greater
than the optimum moisture content for the rnaterial~
,"
2. Clearing and Preparing Areas to be Fill~d.
3.
(a) All trees, brush, gra$'s 'and "other 'obJe:ct;iona,p}e:·material shan
be collected, piled and burn.ed ;Q.r:o'therwi;s.e,d:js:pose.d of"by .the.Con-·,
tractor' so as to leave the ar.eas t·hat. ;ha'l;e 'be.en ,.cle,ared ·w;·-th .a neat
fi ni shed a ppea rance free from: ~ur:lsi*1ht'1.y. ·debri-s •.
(b) All vegetable matter andobjecti.onable·,rnateri'al ·,shall.be reinov'ed
by the Contractor from the ,-surface\upbn.~whi;qh :the 'fiTl ;;:5' ';to 'be placed
and any loose and porous 59'i ls 'sh~ fl';b~e··f~tno.v:ed ,br <.coml1.i,:it:ted to ~the . .
depth shown on the plans. Thesi:Jr:ficf.(re·';s:hanl':fne~n ·'be,'.p19wed 'or scarifieci
.': .
to a mi nimum depth of 6 inches unti.l the :surface i $ free from uneven ..'
features that would tend to prevent .~.niform .compaction by the, eqL!ipment
to be used. .
, ,~ ,
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(c) Where fill s are constructed on hil1s'ides :or slopes, the slope of". ..,
the original ground on which ,the fill is to' b.e plac~d' s'ball be stepped ..... '~.: .... : ... '
or keyed by the Contractor as shown on ,the .a:ttac-hed ·fi:gure.~ The :s,t.eps., ':".~.'::
shall extend completely through the-,stri-l"rna'ntJe and tnto ',the 'und~r:lyi'Tlg
formation materials.
(cj)--'-After the<'''foundatio~-for the fill .. h:a'5:Jileen ;cJea-red.,plowed· or
scarified, it shall be disced or bladed by 'the ·Contractor until it· is .
uniform and fr~e from cl()ds, brought'to the. p,roper q10isture content· and
compacted as specified. for fill.
Pl ad ng, Spreadi n9, and Compacti.on FilJ Materi a 1
, I
(a) The fill material shall be 'placed 'bythe COl)tractor in layers that
when compacted shall not exceed, 6 inches.'. Each·l ayer shall ,be spread ..
evenly and shall be thoroughly mixed .during the spreading to"emtain
~niformity of material in each layer. ',: . . . ,',' .
,,,
(b)' Hhen the moisture content. of the fin material ·'·;s.,above that
specified by the· Soil Engineer~ the fill material~hal1be' aer'ated.. . ...
by the Contractor by b 1 adi ng, mi.xi ng or other satisfactory-methods uhti 1
the moisture content is as specified.~: ~
. .~
WOODWARD· GIZI£NSKI.·.& ASSOCIAT.ES
CONSULTINC SOIL ANO .FOUNOATION ENGINEERS AND GEOLOGIS,S
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Project No. 73-222 '.ATTACHMtNT I
P.age 3 of 4
(c) When the moisture content of the fill material is below that
sp.ecified by the Soil Engineer, .water shall .be -a.Oded by the Con-
tractor until the moisture content is as specified.
(d) After each layer' h'as been .pla'ced, 'mixedand spread evenly,-it
shall be thoroughly, compacted by. the' Contractor to the specified
density. Comp'action shall 'be·accomplishec;l. by s·hee.psfoot rollers,
vi-bratory 'roller, 'multiple-wheel ,pneumatic-tired r,eHe-rs G.r other :
types of acceptable compacttng e'quipment .. Eq.uj,pment s'haTl 'be ·.of $u'ch
design that it will be able to compact the fill to the specified density.
J;ompacti on shall be continuous ·over the enti re area :and the equi pme.nt .
shall make sufficient trips to insl,lre'.that.the dE:s;,red density has been
obtained throughout the entire fill •.
(e). Surface of fi 11 slopes .. sha 1 r be .compacted and there' sha Jl' be no
loose soil on the slopes •
I NSP:ECTI ON
.. 1. Gbs:e'rv-ations an.d .compaction tests,shall:'be ma:de by';the.Son 'Eng'ineer .,
'during the 'filling .and ·compaction ·operations,s·o that he ·can state hi'S . ,'~ .
. opi ni on that the fi 11 was constructed i.n accordance .wi th the 'sped fi cat; bns.··· .'. . .
r2~ 'The So";l 'Srl,g'tnee:r .Shan· make field density tE:sts l~ ifc-carda:n'c"e<Wi'ith' ASTM .. '" .. ~
Test No. D':'1:'556-~·70 •. Density tests shalf be tiiadei"n -the c'OlfIria·cted materials
below the surface where the surface is. disturbed. When these tests indicate
that the density of any layer of fill or portion thereof 1.s belo.w the
",spe'cifi'ed -derrsi'ty,·the··'Parti'cular layer or portions shall be reworked
until' the specified density h~s been obtained .
PROTECTION OF WORK
1. During con·st·ruction the contractor'shall prGperly grade .all :,excavate.d
surfaces to provi de posi ti ve drainage and prevent pond:; o:g of water. .
.He··shall control surface water to"avoid damage to adJoining·.propertfes.'
or to finished \'lark on the site. 'The Contractor 'shall take remedial ..
measures to prevent erosion of freshly graded ,areasanduht.i'l 'such time
as permanent drainage and eros~on con,trol measures have been installec!.
2. After completitin of grading and t~e Soil Enginee~ has finished_his
observations of the work" no further excavation or filling shall be
done except under th~ obse,rvati on of the, Soi 1 Engineer. .
, .-
,
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~. . ~ .. ,: ~ ~ . ",' .
-WOODWARD. GI-ZfENSKJ& 'A:SSOC'tATES
C:ONSULTINQ S~IL AND fOUNi:!ATlON ENGINEERS ANO GEOLOGISTS
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NOTES
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Orlginal Ground, , ,
§
Retq~ve A~l Topsoil , ,
The mini~ulll ~~d th ''B It of key ~hall ~~ 2 f,ee t wlcler than
the comp~cti,on equipmen,t, and 'not l~ss -than 1,(1 {~et.
The outs~de edge of bottolll key 8hl,ll~ 1>e belo~ topsoil
or loose surface material.
Keys are required where the natural slope is E,teeper
than 6 horizontal to 1 vertical, or where spec:ified by , , Soil Engineer •
Slope'Ratio - N
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Project No. 73-222 ATTACHMENJ II
FILL -SLOPES: STABILITY ANALYSIS'
Assumptions:
-(1) Maximum height of slopes,
,(2) Maximum slope incli,nati:on,
(3) Uni t weight -of -s-o'i 1,
(4) -Apparent angle of internal fri-cti-on,
(5) 'Apparent cohesion,
(6) No seepage forces.
-Reference:
H =',. 25' feet
2:.' . :::
y .= 11'8 pcf'
4' =' -260 ' .
c = 600 psf
(l) Janbu, N., "Stability Analysis .0f·Slopes 'with Dimensionless
Parameters", Harvard Soil Mechanics Series No. 46, 1954:
~Ana1ysis:
Safety -Factor, F.S •. = Nef 'i~ Where NCf i:s the $tab-i1ity No.
for 'slopes with both c and ~.
y H tan p = 118 x 25 x 0-.48.7 =' 2 ,4
lef = e 600"
"
From Fi gure 3-1 of Reference: _ Net-= 14,
F.S. = 14 x 600 . 2 85 -118 x25 =. '
-... -~. '-OK for sei sm; c
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..... '
WOODWARD· GIZIENSKI & AS,SOGIATES
CONSULTING SOli; AND-FOUNDATION EH~INEERS ",!O GEOLOGISTS '
~-; .' '
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Project No. 73-222 ATTACflMENT III
CUT stOPE: .STABI1ITY ANALYSIS
Assumptions: ' .
•
(1) Maximum height qf slopes;
(2) Maxi.mum s10pe inclinat.ion,
(3) Untt \o/ei ght of s'oil, .
H '=., .25 feet .
2 . :'1 :~ .. -
. y ,=.113 :pef
.' ~ = 290 .
'.' c =320.· psf (4) Apparent angl~ of internal
("5)' Apparent cohes ion,
(6) No '-seepage ·forces.
Reference:
fri"cti"on,
(1). Janbu, N., "Stability Analy·s·is of:Slopes with Dimensionless
Parameters,;l, Harvard Soi 1 Meehani Cs Seri.es. No. 46, 1954.
Analy~is:
·.c . Safety Factor, F.S. = Ncf -:yH .·Where-Ntf. is :the stability No.
for slopes with both. c and $.
A . y' H tan p = 113 X 25 x .. 0,.~.~4
cf = c 320 = 4.9
From Figure 3-1 .of Reference: N'f = 19.5 ·c
F S
__. 19.5 x 320.
• • 25 x 113 = 2.2.
OK for sei smi c
WOODWARD;. GIZIENSKI -& ASS:OCMTES.·