HomeMy WebLinkAboutCT 73-08; CARLSBAD PALISADES; SOIL INVESTIGATION FOR THE PROPOSED RANCHO AGUA HEDIONDA; 1973-03-03''l,
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SOIL INVESTIGATION FOR THE PROPOSED
RANCHO AGUA HEDIONDA -63 ACRE SITE
CARLSBAD, CALI FORNIA
for
Dougl as Pad fi c Corporat; on
Post Office Box 1207
San Clemente, California 92672
by
WOODWARD-GIZIENSKI & ASSOCIATES
Consulting Soil and Foundation Engineers .and Geologi-s(s
(An Affiliate of Woodward-Clyde Consultants)
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TRANSMITTAL tiE:TTER
SCOPE
FIELD INVESTIGATION
LABORATORY TESTS
TABL'E OF CONTENTS
SITE, SOIL AND GEOLOGIC CON~ITIONS
Topography and Surface Features
D.escriipti on of S.oil and 'Geo 109i.c Units
Overburden Soils Quaternary Alluvial Deposits
Quaternary Terrace Deposits
T.ertiary Marine Sediments
Geol~gic Structure
Mineral Resources
Ground Water
RECOMMENDATIONS AND CONCLUSIONS
LIMITATIONS
FIGURE 1. -. SITE PLAN
FIGURE 2 -lOG OF TEST BORING 1
FIGURE 3 -tOG OF TEST BORING 2
FIGURE 4 -LOG OF TEST BORING 2
FIGURE 5 .... LOG OF TEST BORING 3
FIGURE 6 -LOG OF TEST BORING 3
FIGURE 7 -' LOG OF TEST BORING 4
FIGURE 8 -LOG OF TEST BORING 4
FIGURE' 9 -LOG OF TEST BORING 5
fiGURE 10 -LOG OF TEST BORING 6
FIGURE 11 ... LOGS OF TEST BORINGS 7 AND 8
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FIGURE 12 ... LOG OF TEST BORING 9
FIGURE 13 -LOG OF TEST BORING 10
FIGURE 14 -LOG OF TEST BORING 11
FIGURE 15 -GRAIN SIZE DISTRIBUTION CURVES ..
FIGURE 16 -FILL SUITABILITY TESTS
FIGURE 17 -RESULTS OF LOADED SWELL TESTS
ATTACHMENT I -STABILITY ANALYSIS
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ATTACHMENT II -SPECIFICATIONS FOR CONTROLLED FILL
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CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
3467 :Ku rt,z 'Street
Sa" Die&,o
C.Jifornill 921'10
(71") 224-2?1l
An affiliate of Woodward -(Jlyde Consultants
March 3, 1973
Project No. 73-130
Douglas Pacific Corporation
Post Office Box 1207
San Clemente, California 92672
Attention: Mr. Jerry J. Johnston
In accordance with your request and letter dated February 1, 1973,
we have investigated the existing soil and geologic conditions at
the site of a proposed subdivision to be located on a ~3 acre site
in Rancho Agua Hedionda, Carls'bad, California.
The accompanying report represents the results of this subsurface
exploration and the laboratory tests, as well as the conclusions
and recolmlendati ons pertai'ni n9 to thi s si teo
The engineer assigned to this project is Richard P. While of our firm.
WOODWARI)-GIZIENSKI & ASSOCIATES
. ro,
Lbuis J. L~ R.E. 29
RPW/LJL/mf
(26) Douglas Pacific Corporation
(1) Environmental Impact Profiles
Attention: 'Mr. Bfollansdee
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SCOPE
Thi.s report describes an invest; gati on of the ~urfaGe and
. underlying soil and geologic conditions at the site of a proposed.
s'ubd;vision to be located on.a 63 acre parcel in Rancho Agua Hedionda.
The site is situated between Skyline Road and E1 Camino Real aDd
east of the terminus of Birch and McArthur Avenues in Carlsbad, Calif-
ornia. The purpose of the ;nv~stigati.on is to determine the surface
and subsurface soil condi ti o~s, inc1 uding the presence and effect of
fillS, loose or porous soils and potentia11y expansive soils, the·
availability of select fill material 'and the characteristics of exca-
vation in the proposed .. cu~ area; to make recommend'ations regarding
grading including any required t·rea:tment of fill foundations, loose
or porous soil s, the potenti ally. expansive soils , the requi rement of
.:bl.as.ting har.d :r.D,ck., if .. any .. the .amount of compaction required in the
fills, and guidelines for the design of cut and fill slopes;. to de-
termine the most suitable types and required depths of foundations
for the support of the pr,opos'ed structures and the allowable soil
bearing pressures to be used in the design of the foundations on the
compacted fill and natural native soil. In addition, comments on
minera1 resources, ground water and seismic risk are also presented.
It is our understanding that the proposed subdivision is
to be limited to residen.tial wood-frame structures supported on con-
tinuous footings or a pier and grade-beam foundation with a raised
wooden floor or a slab-on-grade floor. At the time of this writing
no plans were available designating the pro'posed grading or layout , .
of structures. A tentative earthwork distribution plan, a topographic ...
WOODWARD· GIZIENSKI & ASSOCIATES
COfIlII&.lI'" lOlL AND FOUNDATIOIC ·IfIGINIlQ AND gEOLOGISTS
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• m~,p of th~ :§3 ,~cre site,.~nd ~ road layout were provi,~ed.for our studies.
'A lpre1 imi,naryengineeri:ng and, geol,ogical reconnaissance was made on
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F¢bruary ~. 1973. the Jresults of which were reported to you in ,a letter dated'
February 13, 1973.
FIEI,.D INVESTIGATION,
During the peri od between February 19 and 21. 1973, four
bycket excav,ations and six Small diameter auger test bori-ngs were made
ranging in depth from approximately 50 ft to 70 ft and 10 ft to 25 ft,
respective1y. below ~he groun~ surface. The bucket excavations were
made with a 3D-in. diameter bucket 'auger ,rig and the small diameter
borings were made wi~h a 6-;'n. diameter truck-mounted, power auger
~t the approximate locations shown on the Site Plan, Fig. 1. 'The test
borings were located in"the field wiih the aid of an undated un~it1ed
topographic map of the general a'rea provided us by Douglas Pacific
"Corpor~ti"on. The .drilliJng.was .con.d~,cted under the supervision of a
prOject geolQg,ist from our firm. Field logs were prepared by the
geologist on the basis" of an i'nspection of the samples secured and of
the excavated materi al. The Logs of Test Borings shown on Fl gs. 2 .
thr,ou~ 14 are bas,ed on a visual inspection of the samples in the
laboratory, the laboratory test resu'lts and the field logs. The
vertical position of each sample is shown on the Logs of Test Borings.
LABORATORV TESTS
The soils encountered were visually classified and evaluated
with respect to strength, swelli1ng and compressibility characterist.ics,
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lstics of 'representative s·amp1es C?f the finer grained soil. F11l
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WOODWARD· GIZIENSKI & ASSaCIA'T:ES
CilNiul.n ... 1011. NlD 'OUNDAnON IJIIQINIlIII NlD QIOLoe,ISl:"
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Project No. 73-l30~ • Page 3
suitability tests, including compaction tests" direct shear tests,
expansibility characteristi·cs and'g,rain size analyses were performed
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on samples of the anticipated predominant fill soils. Strength and
compressibi1ity characteristics were evaluated by direct shear and un-
confined compression tests on selected relatively undisturbed samples
and by consideration of the density and moisture content of the samples
and the penetration resistance of the sampler. The geologic character-
istics of the soils were also considered in this reg~rd. Expansion
characteristics were determined by loaded swell tests on undisturbed
and compacted samples.
The results of the moisture content, dry density, un-
confined compression and direct shear tests on relatively undisturbed
drive samples are shown with the penetra~ion resistance of the sampler
at the corresponding sample location on the Logs of Test Borings.
The results of a grain size ana1yses are shown on Fig. 15, -the Tesu1ts
of the fill suitability tests a're presented on Fig. 16, and the results
of the loaded swell tests are reported on Fig. 18. A slow direct
shear test on a recompacted sample of claystone is c.urrently under-'
way at this time. T'he ,resu1 tsof this test will be forwarded in an
addendum ass,o.on as possible .•
SITE, SOIL .• AND ,GEOLOGI'C CONDITIONS'
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i("he '$'ub,ject lpr,operty is located south and west of El Camino
Real approxtmate1y 2000 ft $'.outh ,of th.e Chestnut Avenue intersec·ti'on.
The northern ipa·rt of the ,western ib.o~uflda.ry is adjacent to a residential . ' . , .' ~rea ,a1ong$kyl1ine Ii)i·rve ,and the south :end of the ,property i-s immediately. . .
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·northof a 'residential development a1 ongKe1ly Drive. The site is of
moderate to steep hilly topography (side slopes range in inclination
:between 4 and ?O to'1) between the approximate elevations of 50 and
330 ft (plan datum). The site lies on the slopes ,of an old eroded
mesa remnant surface. The slopes are eroded into drainage swales and
easterly extending ri dges, wi th minor 'badland topography present on , '
some of the upper slopes.
The lower' portion of the site is generally covered by a
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sparse growt·h of nativ~ chaparral grasses and gr~und cover. The upper
area, above approximate elevation 230 ft, is ,defined by an existing
old fence line and is generally covered by moderate to heavy chaparral
and a ground cover.
In the lower elevations Of the site,on a relatively flat
area next to El Camino Real, a small area exists where offsite fill
was placed during grad'ing of an adjacent subd'ivisl0n. 'The fill was
placed an" compaction was observed by Woodward-Gizienski & Associates
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a~d a rep.ort is currently being prepared to cover this fill. Also,
present on the site are several dirt trails and dozer trails with
thei r as soc; ate,d cuts and fill s.
Description of Soil and Geologic Units
Our investigation indicates that the subsurface materials
on the subject site can be divided into four main gr,oups or units.
These are in i,ncreasi ng age: overburden soi 1s, Quaternary a 11uvi a 1
deposits, Quaternary terrace deposits, and Tertiar.y marine sediments.
The group designated as overburden soils comprise the residual soil
man.tle which is generally considered to be nonfonnational in character.
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WOODWARD· GIZIENSKI & ASSOCIAlES
COHIULTINII lOlL AIID rOUHDATlDfl IHDINIUS AIIO IIEOLOGISTS
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'Project No. 73-1 • Page 5
Overbu'rden Soils
A residual $oi1 mantle covers the mesa surface and,side hill
areas and has developed over the Quaternary alluvial desposits
in the lower portions of the site. This topsoil cover consists
of 1 to 3 ft of loose yellow-brown silty sand, overlying the
Quaternary terrace deposi t, and up to 1 ft of dark b,rown 5i 1 ty
sand underlain by 4 to 5 ft of gray-brown silty to sandy clay;
overlying the Tertiary sediments. A 1 to 2 ft cover of brown
to dark brown silty sand overlies the Quaternary alluvial deposi'ts
in the upper drainage areas; the lower areas are generally cover-
ed by 1 ft o~ very dark gray-brown sandy clay to clayey sand.
Quaternary Alluvial Deposits
These deposits are found in the wide drainage areas and the
lower part of the site and were present to a maximum depth of
42 ft in Boring 1. The deposits consist of interbedded layers
and lenses of silty and clayey sands, silty and sandy clays, and
gravel. The upper 6 to 10 ft of the sandy materials are con~
-s;-dered lo'os-e-and/or'-'Porot./s ;'n -natu-re. !,he ,amount of clayey
material within the deposits was found to be greater in borings
made in the lower part of the site (below elevation 150 ft).
Quaternary Terrace Depo,sits
Below the residual soil mantle on the remnants of the old
mes~ surface, formational soils exist consisting of den'se red
brown silty sand with occassional layers and lenses of clayey
sand an~. gravel. This material is found above an approximate
elevation, of 260 ft, but has a somewh'at irregular contact with
the underlying Tertiary sediments due to the undulating surface
upon which the terrace materials were deposited. The probable
age of this unit is late Pleistocene.
Tertiary Marine Sediments
, Below the Quaternary terrace material, the alluvial deposits
described above, and extending to significant depths on the site
WOODWARD· GIZIENSKI. & ASSOCIATES
COHSUl.nJiIG IOU. AND FOUNoAnoH [NGINUIUI ANO G[OLOGISTS
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I. :: ::::.. ;">:.J"';", '; >, ,;. 'is fo.un4: ~Jtt~rl)~gded ,l~j.er,s'(a,ri,cflens'es :of'very: dens.e ~ht~h~-~",i'at
$flty "$~n4\, 'hlr(f9ray .. g~'~n :$a:ndycl ay, ;hard: 'b.rown stlt,S(, clar,
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, . '~ '$~"d~:Q~c;\iI'r$: I,di,rec;tly Jrene~th 'tb4f terr.ace matetiall and, a,t"'d~pth: "
, ' .' ,thh ma~e~la 1: ,\gr:ade,$ .. ;Onto ,a-,sfto4y to sniy, ,ela)!stone Hlterbe,d:decj: " I . _, \wlth$rl~y ,and {clay.ey ;$ang,s. Jh~se latters'pUs ,und'erlie tn,e:
, ,'fnte:rmetUa"te 'to loW~r ipor.t;pn ,'({IT' the site \and,ar,e generally, fQund:
I . '.. . " " . . . ~, .. -' " "', \below; ~~n ielev~tion LQf:22:5 'rt~ , As ind; cated,;fn Tes,t Boring,S 4'
" , 11n4 10, 'the ,e,~ste.rll' \e~ten(lln9. "ridges found w:lthin\' th~, centra:J' I Ipa·rt 'of \the §'1te ',I're (und~rl~1~ lpreCi,om1.ncrtely :~y the. ·~laye¥'~nd;',
: :$·andymat~rjti'l.", '1Ttl~ 1yp,per ',sandy ;portfon :Qf ,this' :u,nlt; n,' d'esC'tr1b'e4(
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I,' ", . 'fYrtti~'r ~no.rtb iA:$' lhe Torr:E!Y' i,Fpnnatlon 'of :Eopene; 'Age,,: whf ch: ~tOu,1:d[" '
\.ro~k, 'th~ 1p,t\Qb:~ble i~9~ ,of ,thtJ .uMtt (as &ocene •
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"rh~ ter~~r~t>', {geologk ~lil:n;t:, ,as obser,ve-d"fn the' 'bucf(e:t. hQiles an-d; ,
" , , ~~j~cent :r,Q~d iCI.J;tS., \ex"hlbit l' :h:omoc'H:J'ia'l ,di-p to the west Cih'dl have em
'. iQur 1nves;tig.ation i~:di-ca:tes that therea~e no landsHdes, .. ,
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,or :guring:t:he !re·cQnnais $ Jtlce, \pf ,the 'Site. Fau,lt1.ng:was Cilbs.e.rvedi in'
" :rQ~,d ~C!.!t 'sQuth ,of :the.si tel ~b,ut :th~ faul ts were conf1·ned"to: the
'Str~i'n ian4F~'ult iM~lye~.nt 'In'ilest~:ga'tton." 'i,ndicates" that: tOe.-'clQs,e,s-t
,iteii~~ ~~~y'lt (a'H>n:9 \wht~h (e.P1c.erit.r.$ ;01 ,Kag-ni,tude' 4 ar. grea~~er haVe:
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:WQODW.ARD; ·GIZiEKSUI, ASS'Q'CIA.'i'£S;·
,~~,. AIIC!"OU"'~TlO!'! I~~~' ~D;,~qiIIl"'\ <
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been recorded is the Elsinore fault zone located approxi,mate1y 19
miles northeast of the subject site.
Our earthquake (active fault) evaluation of the s1t~ revealed
that, as indicated by C. F. Richter's regiona1ization map. the Carlsbad
area has been historically an area 'of relatively low activity. Maps,
on which earthquakes Magnitude 5 and over between 1934 and the present,
,and Magnitude 4 and over from 1934-1961 period (Departmen~ of Water
Resources Bulletin), revealed that most of the earthquakes have occured
some distance from the property and appear to be associated with known
active fault 'zones.
As previously indi cated, th,e closest acti ve fau1 t on whi ch
repeated epicenters have occured is along the Elsinore fault zone
situated some 19 miles from the subject site. In thi.s reg~rd, the
paper prepared by McEuen and Pinckney. concludes that based on current .
available data, "A Richter Magnitude 7.3 earthquake on the Elsi!,1ore'
fault havi:ng a statist;,ca1 repeat intetva1 of 60 years' appears to be
the 'max1mym probable' ,earthquake for San Diego.'11 For most construc-
tign the 'm~ximYm .prob~b~~e' :e.arthquake ;s recomnende,d for design.
~M1:neralResources.
/A ;~v1.ew ,Of A',Mines land i,Mi.neral Resources ·of San, 'Otego: County-.:. "
C.~HfQrn1a!·" '.Cil1i'forn1.a If,)iYi$i,pn :01 ;tUnes and, Geology' 'county' Report
:NQ.3, 19§3., in,d1~ate.$th:at tb~e 'mi,neral ·resources :present on the pro: .. ,
;pe.r~y {~r.e n 1mi 'ted. t~" ;the :u:ppe·r !po.t:ti,Qns of. the tert;at'yag~'se.(Iiment$ . ... .'
,whlch ~CQn$a1n .~ I~Yartz" ,rich 'felds,pathic s.andstone. Ttti!s: $and's:tOn~l ;'$, • • "," • _ ...... l ...•.
:.p't~nt1~11.Y'. iA ;~q_r.c;ial "Qraqe :$pecial:ty .sand.,·· :Q:ut fie,l:dl 1nves.tigati'Qn ,
, , , " rtte~h~.a Ith,'t (~n· lth1.$ ls1te·'i.t· t$ IOf ,a· ltmi,ted'quan'l.tl an~! g,enera,H~
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'WOOD.WARD·· ·GIZi.ENSKI; I ASSOCIATES: . coiliu':r_~iOit AND,;ou'Ii\ATlOI'Ir _t.: ~~: ... ~~;
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Project No. 73-130 • P,age 8 • is overlain by a thick overburden of terrace materials and soil mantle.
Ground Water
No ground water was encountered in any of the test borings
at the time of excavating. In addition, no springs, water seeps,
swampy or marshy a'reas, or water loving plants were noted 'during our
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reconnaissance of th.e site. Due to the general abs'ence of these
features and the elevation of the site above the adjacent valleys, it
is un 1 i ke 1y that ground water wi 11 be encountered at s ; gn i fi cant depth
on the site.
RECOMMENDATIONS AND CONCLUSIONS
Among the items which should be considered in the development
of a subdivision are the stability of cut a~d fil1.s10pes, the volume
change characteristics of the soils, the rippability of materials, in
cut areas, the fill suitability c~aracteristi'cs of the anticipated
fill material, and the presence, if any, of potential slide areas.
·These factors have been evaluated and our conclusions are the following:
(1) The results of our soil and geologic investigation have
not revealed any major adverse soil or geologic conditions which would
preclude further development of the site. However, potentially highly
expansive soils exist at depths in the Formational soils and selective
grading may have to be employed in order to arrive at satisfactory
finish grade soil condition.
(2) Our investigation did not reveal the presence o'f land-
slides in areas that were previously suspect as reported in our pre-
liminary eng'ineering geology stUdy.
, (3) The ground which will receive fill and/or residential
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WOODWARD· GIZ·IENSKI & ASSOCIATES
CONSUl.TlNG lOll. AHD fOUNDATION INGINEIM AHD QlOI.OGISTI
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'$tructure$ ,will. in our opinion, have an adequate bearing value t.o
:safelY support-the,pr.o.posed lo~,ds .. when treated as des.cribed ·in the
following paragraphs and in the attached IISpecifications for Controlled
fil1.11 Footings for structures placed ori prop~rly compacted nonexpan-
sive fill or undis'turbednonexpans;v,e firm nath~e 'materials maybe
desi gned for a :soi 1 be'arin"g pressureo! .'25'0.0 'lb/ft.2 'at a' depth of
12 in. below rough lot grade., All footings should have a minimum
width of 12 i'n. It should be noted that San Diego County Building
Ins'Pection~ Departmentcurrerit1y r~quires a minimum depth of 18 in.
'and a wi dth of l5 in. for footings supporting two-story residential
structure,s unless the footings are structurally designed and special
inspection is .provided durJng concrete pouring.
(4) The soils on the site range from 'es's:entially 'nonexpan-
sive to highly expansive in nature. The formational whitish gray
sandstone and the red brown terrace sands are nonexpansive to low in
potenti.a1 expansion •. the topsoilS and the clayey soils witMn the
alluvium appe.ar to be low to moderate in potential expansio~. The
claystone portion of the Tertiary sediments are potentially highly
expansive in nature.
(5) It is recorrmended that the following table be used
as a preliminary guide in designing cut and fill slopes at the subject
site.
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WOODWARD· GIZIENSKI & ASSOCIA'TES
COHSUI.TlIMI lOll.. AHD FOUNDATION INCIINIEIIS AHD G£DLDGlITS
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Allowable Height of Slope
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Slope In.cl1natlon -Slope Incl1natl0n
.' Material 1-1/2, : 1 ' . , .. ,2. : 1 .
til Predominate 60 Q) .35 c.. Sandstone 0 ..... .. . . , , .
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Fill Slopes 30 50
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The above table is based on a mi ni~um= factor of safety Of.
1. 8 under stati c cond; ti ons as determi ned by the Janbu method of
analysis (Attachment 1). Soil parameters used in our analysis are
based on the results of direct shear tests performed for this i'lwes-
-tigation, on similar samples in adjacent areas, and our eXperi-enCf,:!
with the formations in the subject area. Higher cut of fill slopes
may be allol~able~ but. will require more detailed analysis and possibly
additional laboratory tests. In this regClrd, it is recommended that
grading plans be reviewed by our' office prior to fin'alizing.
Very often thestabi 1i ty of cut slopes depends on 9eo109; c
factors. It is further recommended that all cut slopes be eXClmined
during and at the completiGn of grading to verify 'geo1ogic conditions.
Should. adverse cond'itioMS such as water seepage, fractured claystone
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or clay sa,ams become apparent, buttressing may be required. All slopes
should be plante,d, drained and, properly maintained to help control
erosion.
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(6) It 1S our opinion that the soils in the subject area
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WOODWARD· GlllENSKI &: ASSOCIATES
CONSULTING SOIL -".PlO FllUNOATlON ENI;IN[£ItS,AND a;:OtOGISTS
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'Project No. 73-. • P,age' 11
can be excavated with normal heavy grading equipment. Our test bori,n.gs were
drilled to approximate, depth~ rang.ing from 15 ft to 80 ft without
refusal. This indicates the subsurface conditions at the spe,cific
locations of the test borings; however, based upon the test borings
and our experience in simil ar soils in adjacent areas, no IIhard rockll
is anticipated on this site \'lithin anticipated depth of ~xcavation.
(7) It should be anticipated that potent;'ally expansive
'soils will be encountered in the following areas:
(a) Where shallow cut or fills are made in the clayey surface
soils. '
(b) Where Terti.ary claystone is exposed at,finisbed grade in
deep cuts.
(e) Where clays within the alluvial deposits are eXPQsed at
finished grade in deep cuts.
It is recommended that potentially expansive soils be replac-
ed within the entire level pad area to a minimum of 3 ft below rough
lot grade wi th properly compacted nonexpans i ve soil avai lab 1 e at the
site. This will require sel~,ctive grading and possibly stockpiling
of select soils for later use. Low to moderately expansive soils,
i.e. the clayey sand portion of the .topsoils, alluvial soil and ter-
ti-ary sediments, may he ucti li zed at ftnish grade providing footings
and sl,a:bs are reinforced.
:(:8') 'Duringgradi'ng', it is recommended that looseandjo'Y'
porol,Js' surfaces,oils and any :exT-sting uncompaGted fills,. not temoveod.
by grad;'ng epe.ratiio'ns ,be excavated, replaced and~ cornpacted;lJE!fOre
new fills, fo'otings or slabs are placed. The surface of' l'oose and/or
iff
·WOOD,WAR:b .GIIIENSKI & ASS:OCIAfU
CONSULl1HQ iOIL AHD'·,c)'UNDATtll'H IHG'!lURS AlII! GEOLOGISTS
1
,
t:.:-.,
Project No. ~3-1~ • P.age 12
porous materials ~as a variable thickness, but appears to r~nge ~rom
1 to 10 ft across the site. Due t~ the anticipated variation~ in
depth of the existing loose materials, the depth of excavation and
compaction should be controlled in the field by a qualified soil
engineer upon visual examination of the exposed materials.
(9) A set of nSpe,cif1cations for Controlled Fillll is
attached. The recommendations made as a part of this soils repo~t
sha 11 become a part of the "Specifi cations for Controlled Fill".
LIMITATION.S
The conclusions and recommendation·s made' in this report
are based on the assumption that the soils conditfons do not dey; ate
appreciably from those disclosed Oy the test borings. When grading
plans are available~ they should be reviewed by our office so that
-add ~.t i ona ~ r.e.commendat.;.ons .may. be ... matte., ,as .requ ir.ed. A 1 so, i f Va ri -
ations are encountered during construction, we should be notified so
that we may make supplemental recommendations, if this should be
requi red.
Evaluations and utilizations of soil materials and rock
fonnations for support of structures· includes investigation of the
subsurface condi ti ons , analysis, fonnul ations of recommendati ons and
inspections during grading. The soil investigation is not completed
lmtil the soil engi neer has been able to exami ne the soi 1 and rock
in excavations or cut slopes so that he can make the necessary modl-
fications, tf needed. We emphasize the importance of the.soil engtneer
continuing his services thrQugh the inspection of grading, including
construction of fills and foundation excavations.
WOQDWARD • GIZIENSKI & ASSOCIA·TES
CONSULTINCI SOIL AHD FOUNDATION --[NCINE£IUI AND GEOLOGISTS
II
.0
5
10
~ 15 j!
I 20 ~ ..,..
I.-~
"ti c :::J e (!)
~ .25
i
:5 35
a.. ~ 1.
,
.... ,,-~~4---: ...... ___ '-~'--..... ..,.""'"'!""-~<4-r
£bring I
st i ff, roo i st, dark broW'} sandy
clay (a..)
Dense, rroist1 yellow-broW'} clayey
fine sand (SC)
'Medium dense, moi st, yello.w w
:gray 'P.arcus to 7' .depth
Fran 7ft. to ·alft. -interbedded
with silty fine sand (S+-S»
and silty to sandy cl ay (o..-a-I)
. 'Medium dense, darrp, gray fine to
t»a,rse sand (SP) with chunks of
c'layey sand Parti ally porous
~e layers of clean coarse sand
with peQbles and gravel
Hard, roo i st, b1 ack sandy c1 ay (crt)
Interbedded w rth med i I.fIl dense
1i ght gray brQW1 5 i lty sand (s.+-SP) , " 1 aye), §U i (t.t1.)" .' ,
~ns~, moist, black clayey silt
(t.fi )
Hard, !foist, gray sandy to silty
Gl ay (Oi)
For Legend, see Figure ij..
Topsoi I
Ouaternary
Alluvium
. Older
Redidu~tTopsoil
Terti ary
Sedimell.ts
1
L;OG OF TEST BORI'NG I
63 ACRE $1 TE -RA:NCHO AGUA HEDIONDA
l,..OOlNJARD -GI ZI ENSKI & ASSOCI ATES'
.. ;
I . ,
. !
t
CONSULTING SOIL AKD, FOUHDATIO" ENGINEERS AND GEOLOGISTS 'J . CAL I A
o
5
,," ';.
+' 10 CI)
&
CD ~ '+-L. ::J <;I)
-0 15 c ::J 0 ~
~ --dl3
:S a> 0.. ~
'.
25
30
10 .. ' 35 .:.~
For ~end, see Fi gure lJ..
(bring 2
Med'il.JTl dense, mist, black clayey
fine sand (SC
Hard, mist, light red-brown sandy
clay (CL) wi th gravel Porous
Med i urn dense, moist., ~ i ght brown
to 1 i ght ye 11 ow-:broW'l s i 1 ty fi'ne
sand' (~) wi th layers of sandy
c1 ay (CL) and some C1 ean sand Porous
scattered pebbles and gravel
Dense, moist, dark gray clay~y
sand (SC)
Hard, mist, gray-green sandy to
silty clay (0'1) ,
Dense, moist, light gray-brown
clayey sand (SC some silty clay (eL)
Interbedded dense, mist, gray
clayey fine sand (SC) and hard,
moist, brown ,silty clay (CH)
Topsoi 1
Quaternary
Alluvium
Older '
Residual Topsoil
TerHary
Sed im~nts
----' --------,'--
continued on next page
LOG OF TEST OOR.I NG 2
63 ACRE S'ITE -RANCHO AGUA' HEOIONDA
WX)cWARD' -GI ZIENSKI & ASSOCI ATtS
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
, ~'''')i> l\~
Ji .
l
1 35
+' !
(l) i 40 ::J CI)
"C t-c::: ij9 _J ::J g
~ ..-~
..c +' Cl.. ~
.Boring2 continued -_. ----_. ~-------.. -.~---sane as before
II Hard, moist, bro~m silty to~ sandy
clay (Cl) blocky fracturing
LEGEND
DATD ,= Dry at time of drilling.
WC = 'Water Content in percent of dry weight.
DO = Dry Density in pef.
Be = Hu·mber. of bJows by 14-0 pound hammer fal i ing
30 inches to drive sampler 12 inches.
Sampler Data: ID = 2.0", 00 = 2.5".
UCS = Unconfined Compressive Strength· irt ~$f.
OS = Direct Shear Test Data:
~ = Angle of Apparent Frlct~on in degrees.
e = Apparent Cohesion in psf.
LL = Liquid Limit in percent.
PI = Plasticity Index.
(SM) = Group classification symbol in accordance with
the Unified Soil Classification System.
~ = Sample Number.
lOG OF TESTBO.R I NG 2
Tertiary
~Sediments
. 63 ACRE SI TE -RANCHO AGUA RED I OND.A
WX)I).JARD - G I ZI ENSK I & ASSOCI ATES
CONSULTING SOIL AHD FOUNDATION EHGIHEERS AHD GfOIJlGI-STS
SAN 0
I,
I . '
0,
R o ~
we = 10
I'
I: 5
I'
I
I
+' f() J! .-15 ~
::J en
'"g
::J I 0 d5
~ aJ ....
I '" '>
~
~ a. ~
1/ N • ... 2,5
r'
\"(,J
I qs
I:
I.-
I' 55
I
I ~!
For~ Legend, see Fi gure 11-.
I
I
,.': .:;
~ ;, '.~' ~
<> '~
':.'" ~
'Boring 3
Dense, damp,' red,.,brOnTl silty medil,lm
to f,ine sand (SM) wi th scattered
pebbles
WIt/1 gravel
-Har:d, damp, .~ray ''Sandy clay (-CH)
Very dense, damp, whitish gray
silty me,dium to fine sand (s-i)
trace day
clayey sand (sel
'Cl ay' 'bed tCl-)
Hard, moist, gray-green sandy
clay (CH) .
Very dense, damp, light gray silty
fine sand (~) trace clay . ,
Dense, c1 ayey wi th depth
--- - ---- ---continued on next page
Pleistocene
Terrace material
Tertiary Sed iments sandstone
wi th sane 01 aystone
---------
LOG OF TEST BORING 3
63 ACRE SITE -' RANCHO AGUA' HEDIONDA " ,
WJOa..JARO - G I Z I ENSK I & ASsOC I ATES
CONSULTING SOIL AltO FOUNDATION ENGINEERS AND GEOLOGISTS
SAH 01 £00, I FO.RH IA
I
I;
I: ,
! o+J
&
J
0> ~ '+-~ .~
1 "t::I c: e CJ
I ~ .....
cii
:P 0..
J c8
J
I ',-~
I
i
I-
I
I
I
I
I
55
60
65
70
75
80 DATD
".
,
Boring 3 mAti-nue<! ----...--:----------. --,_ .......
Very dense, damp, light gray silty
fi-ne sand (9-t)
Hard, moist, gray-green silty clay
(CH)
Very dense, moist, light gray ·clayey
silt Mi
. Very dense, damp, 1 ight gray silty
. sand (9-1) .
For Legend, see Fi gure lJ..
LQG OF TEST BORI NG 3
Tertiary Sediments Sandstone wi:th some claystone and sandstone
-63 ACRE SI TE -RANCHO AGUA HEDlONDA
WJQlNJARD -GI ZIENSKI & ASSOCIATES
COMSULTING SOIL AND FOUNDATION EMGIHEERS AltO GEOLOG.1STS
SAM CALI FORN I A
I
I
I':
I:
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I
I,
I
I
I
I ,--.:
I
I
I-
I
I
. I"
I
J
o
5
.... ~ /0
/5
25
30
35
,
Boring ij Graded Cut Pad
Hard, danp, 1 i gh t gray,,:, broW"! sit ty
clay (Oi)
Hard, damp, gray-brown sandy to
silty c1 ay (Oi)
Hard, moist, brownsi lty clay (01)
Hard, moist, gray fine sandy clay
(CH)
Very dense, moist, light gray
silty fine sand (SM) Trace clay
Hard, moist, gray-green silty clay
(CH)
Very dense, danp, 1 j,ght gray c1 ayey
si 1 t (MH)
~-----' -----continued Q'l next. page
For Legend, seeFi gu reiji
LOG OF TESTBOR I NG ij
Ter:tiary Sed'iments
Claystone
w,j th some sandstone
63 ACRE 81 TE -RANCHO "GUA" HEDtON'DA ,
WJO(l.JARD --'G I Z I tNSK I '& ASSOC I
CONSULTING SOILAMO FOUHOATIOH EHGIHEt~S AND ~LOGISrs
IEOO
,-J
f~"" , <
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1J5
.r::. ~ ~ 55
60
65
70
,
_______ Ibrin~ ~nti~ued _' __ _
,Very den.se, damp, 1 i'ght gray clayey
silt '(MH)
Very dense, rroi st, gray si·1ty medium
to fine sand ($1)
. . .. ~.~ .. , .
1:1
:;:::'GS~ TSilty fine sand (~l : :;'~;i~.
chunks of hard clay . til. hard c10y bed
DATO
For Legend, ~ Fi gure IJ. /
LOG OF TEST OOR I H'G q
Terti,ary
Sed i'ments Sandstone
with some mudstone
63 ACRE SITE -RANCHO AGUA~'HEDIONDA
~[)..JARD - G I Z I ENSK I & ASSOC I ATES
COMSULTlIfG SOIL AIID FOUHDATIOM EHGIHEERS AND GEOLOGISTS
SAN IEOO. IFO
.:.'
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tJ·,·
\ '
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l.a. ~I
---.. ,;~ ~
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5
10
15
20
25
ac = 5
Be = 26
Bt-; 60
Be = 23
. os: ~ = 22 C = .SSO
Be = 36
Be =
"
2
Boring 5
., .. : ..... .; (Loose,) roi st, brown silt.y sand'
'.. +" _.:..:$...,..f-_S..;..C.!..-,T_ra_c_e _c_l a..::.,y'---_Po....,ro_u._s __
'::,'::'.".:' t-bd i urn dense, 100 i st, . yell ~brown
:3:":.;'~:.:: si lty sand ($f) (Porous)
," ,(
&J:;';~~
! .~~~::::' .. \
'.; .... , ..
'Very 'dense, danp, yell ow-broW'!
silty fine sand .(~) with trace of
clay
SI i~htly Porous
TQP!$oi 1
. Qua,ternary
. Alluvium
ij :; .;'~lf
~ ;~i.:j~'
Medium dense, moist yel10t0i-bro\"ll
silty m~ium to fine sand (~)
Sli gh Hy Pbrrus
. Scme layers of c1 ayey sand (g.»
:,}.:.~-Y
:} ~(~@1
.. ,.:,~.:::
!l Clean sand (sp) with gravel .
Dense, moi st, brovm .si 1 ty fi ne sans
(g.,t) wi th chunks of t 1 ay (CL)
Hard, moist, gray sandy' clay (el) Te,rtj·ary Sed imen.is. ~
For legend, see Fi gure q.
LOG OF TEST BORING 5
63 AC.RE 51 TE. "'RAnCHO AGUA H,EDlONQA
WJODtJARD -G 1 ZI ENSKI & ASSOC I ArtS
CONSULTING SOIL AHO FOUHOATIOK ENGINEERS ,AKD GEOLOGISTS
01 CAUFO
0
5 +' cu i2.
I
~ 't
~. 10
'"0 c ::I ~
~ .-
a3 15 ..r::. +' ~
20
25
,
Be = 3 LL = 28
PI = 13
Be = 16
Be = 30
Be = 28
we = 10 DO = 108 B~ = 33 os: ':::; 29 = 320
~
,~, ';
..
"~:: ~ .:
.~/:~'.~ ~::;
:~:~t::~!.: ... :: ....
.... '
DAlO
Ebri 119' 6
Very loose, moist, black clayey sand . Topsoi J (Se) Porous
Loose to rnedill'll dense, lOOist, yellow Quaternary
brO'll'l sil.ty medi urn to fine sand (9.1) Alluvium
some layers of clay (ell Porous
Very stiff, moist, dark broW) sandy
cl ay (eL) Slightly porous
M3d i urn dense, bro,.m clayey damp,
sand (SC.l -51 ightly porous
wi th gravel
Hard, moi st, gray sandy clay ( eL) Terti art' Sedimen s
Dense, moist, light gray clayey
sand (SC) &coning sandier with depth
with gravel 'to'.. : ~\.' 4 ....
"
For Legend, see Figure ~.
LOG OF TEST BORING 6
63 ACRE SITE -RANCHO AGUA· HEDIONDA
WXlOWARD - G I ZI ENSK I & ASSOC I ATES COHSULTIHG 'SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
SAN 01 I FORNIA
~ I ..
Jl
~ ~.
P "
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I '4), ~ i~ 't!! .... ; -0 I "0 ,~
I ! --·83
I £i ·,:N
I ~:,
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t
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"
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15
'0 ---: :
~ : ,
I '11\' i ;y.
"
.'
fine ~Md:
(Hard, !Ilbtst, :black :sandy ,clay (tt)\
;$Hgntl yporous
:~hlil :dense,JTX:'iist, igray-br:owh
c1sand (SC) some,-clay!chunks s
, --. :~n~~f '/i'Pi $'t" Hght9ta1-,br.t'W.O
(~l~yey, :f'loe ~d fSC): _ ~slI9h'tJy !PQt'Ous '
,>
,t:
I' ,
'Quater-nary '" ,Al:t,Vi om ,
LOGS OF tESt 'aJRlNG,S7 AND 8
, !o3A'CRESI TE oil RAftCHO AGUA 'H'EOrONT}A
.... ,6 IENSKl & AS'
:SbiL NCO', rOHlEHGIHEERS
_",,".
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'-.' " (,,'"
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to.O',·~i£$t', s)t1tN.G g,,~ ~:.
,-: -, .... , -~ -'-
;..:-~
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•• ACt,! 8f1£'".. 'RANCHO AGlJA.JtEt;l' <tfDA .. :·,>:,
--, .' ~ .'
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,
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15" ,
19 ' :I't = ,
," ,-,
'. , . ~', .' : "
. ,'" .
, "
" ','
'-' '.
; ,
!to,r !l:;egend" S~ 'Fi gu te q:.
,lOG' OF rEST BORIt~G, 10
...
, .-G,rZI'ENSKI&ASSOCI ArES
'CQHSO,LTHIG 'SOH, ,AND FOUHDuroH ElCGIIt'EERS' AMQ GEOl~~I$1S:
I:
I 0
.' , ,
i
5 I ," ..... ~
J 8 ~ . 't 10 ~
~ "0 c: :J e (!)
J' ~ ~ IS'
:P
I !
i 20
I L J '"
j 25
1
t·
8e =, 3
we = 6 DO = 112 Bj -38 os: = 33 ' c = 0
Be = 3~
Be = 5~
, ,
I, "
'£bring II
, ,
Very loose, rroi st, dark broW'! si lty ,
fi ne sand ($1) Porous
Dense, danp, brOW"l to yel1o~bro,.,n
silty fine sand (SM-SP) sl ightly
Topsoil
Quaternary
Alluvium
~ , porous
, '~~,::!:;'" ':Part i ally canmted
'~"'~~.: .. j~.'~.'::~
~l = ::: :~:::
I~
. ~~~ a.y interbeds
Hard, moist, gray-brown clay (CH)
For Legend, s~ Fi gure It
Terti ary
Sed iments • Cl aystone'
LOG OF TEST BORLHG II
63 ACRE ,~ITE -RANCHO AGU~ HEDIONDA '
, WX)[)..JARO - G I Z I ENSK I & ASSOC I ATES
COHSU!.JING SOIL AHO FOUNDATION ENGINEERS AND GEOLOGISTS
SAM 0 I Eoo CALI FORH I A "
r-· f I':nlllll .... SILT andiCbA'f f
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'Sieve Sit'!s ,j
, 10-1'6 20 '30 140 60 80 J ~O !200"
1
"'I
,",' 0,
_ -, i
~~tlj::.:t"t,~,~~:tj:~~::t:~j,,:,~t=~~t:t=t:======t:~~=====4' "';1' '-', ," ',' '" , : 30
It -,--' -, ,
J " t 1 ' It
(I"LI .;.J.,.,,~'I-:.Lo' :',&.",' :~.....,.t-J..."""",J"., ,,;1,1; .. ,..,., ,~"""",, ",,", _.,..',;I;.':.-J"-L.L"""""'"u......-L-J,o.--U;..;.;k,,~ ___ -'-_ ....... _____ ....-....I'IOO
100 '50 ' 1.0 0.1 0.05 0.01 0.'0050.00:1
(G,8'4JN SUE 'Iff ,MILLIMETERS
*l:L *pr -.. ----. ---
3 .. ':1 ~ Srlly med1um ,'to 'fitre sand (SM) ..,.
'*u, = 'Lj,ql)id i~,imit
*p I ::; Plastfcity.h'ldex
GRA fN S I tED I S TR I BU'nOH CURVES
63 ACRE SI IE -RAN,CHO AGUA. HED H)N'OA
, '
, :PR~ ~BY,:G~ itAr.rRQ.!'~l.'~ : i PROJ;. JtO: 73,..',,~
I :<iX:'j') BY.. :DATE;,3)/?/7.3 ':FJGUREHO,:' , J5
I ' "
," ."',,". J ....
I .,.: 'f . _,
1-·'
~j",>.
-1 ~. •
, ,
~ ...
.J
R
I
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-I l
I f
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--
oJ< _ , ........ r-. I,' _. "'''' ' ..... "'-"""'" r
,. " --' -. ".~ -.~. --.. -'---"'J.
:olRECT SH,~TEST D~JA \
'-'--
!D"';-O~n,i't;y, :fI,cf . , :nO
:lnrt"l.l iW.t~r 'C9ntent. % " '17
, -. -------. -~ -; iFina,l ;W~ter :(!911tent. %, 1:1 :
~p'anmt Cobe~ion. ,psf 380,
:Appare~t friet·ion Angle. 0 .27
130
120
i 1; I a. -
'90 MAX I MUIo40RY
DEHSITY.pcf
OPTl~H 'MQISTURE
CO!HEn, ~
10 20
, ,
"
; ,
LAEeRArORY'~'ACnOM
LABORATORY COMP~CTlO'"
TESTMETHOO: ASlM-O 1557-79.
2
"~IS
'15
7
380
22
, lotECHNHCAL AHALYS/:S
3: t, II:,IO.IW 200" 100
3
, ~ ""\"~ -,-,,' -:; , \\..' .. ' ,
·80
" .C!) 'z: ;;
60 " Ct) -c Q.. J\~,
I-z: 110' w -Q .cz: ·w ';' \\
,a..
:' -20
. ,-=' o .. 1.1 I .I J', .I .I" . , .
10C'i0 100,10 1.0 0.1 0.0.1 0.001
'GRAINSI'ZE I.H MI LtIMET£RS
i,
1: rLASTI CliY CHARACTERI'STICS'
,L.iq\lid Limit, 'f.
"Plasticity Index. r. . ~--~--~~----~--~~~ Clas'si fication by Uni fied SoH
J Cl'ass;-ficatLon System
,S;iELL '[EST" DATA 2
, Initial Dry Density. pcf ~~~--~~~--~~~--~ i, Initial Water Content. % ~--~----~--~~--4---~
Load. psf
!:
'Percent Swell
30
. '
HOTE:
~';
Spec;Jme.n I = Sample 1joo.9
Spc'cimen 2 = ' ' Samp Ie 5-5
Specimen 3 = Sample 6-2
FilL SUITABt.LllY TESTS
63 ACRE 51 TE -"RAN CHO AGUAH ED ION,DA
... GIZtENSKI & ASSOCFA
CONSULTING SOIL·'
-.-'
" , '
'RESUt TS OF LOADED SViELL TESTS
----Initial Final Vol ume Change
Sample Dry Water Dry Water Pressure Air Saturate
Number Density Content Saturation Densi ty Content Saturation Dry
pef :. % % pef
'. : ' "
S-t 1Ia-r6 '8'5 , 112
10-2 93 28· 95 '88
: .
OJ arreter of Samp 1 es: 1.94-inches
Height of Samples: -0.628 inches
% % psf % of InHial Heigh,t
15 ' 85 ·160 -1.6 -, 1'.-0'
33 100 160 -0.1 I 5.1 "
. ,
-.
RESULTS OF LOADED SWELL TESTS
':63 ACRE SITE ... RANCHO AGUA HEDfONDA
wx)DWARD - G I ZI ENSKI .& ... dJ\..IL.
--
"
CONSULTING SOl L ANt) TlON ENGINEERS AND GEOLOGISTS
.' ,
I·
I,
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I·
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•
STABILITY ANALYSIS
CUT SLOPE IN
PREDOMINANTLY SANDSTONE
Assumptions:
(l) ?) (~~
(5)
('6)
Haximum height of slopes,
Maximum slope inclination,
Unit weight of soil,
Apparent angle of internal friction,
Apparent cohesion,
No seepage forces.
References:
H
y
+ c
=
=
=
=
A ttachment I
P,age 1 of 3
Case a
35
-l-l/~:l
120pcf
35°
, 300psf
(1) Janbu, 'N., ''''Stabflity Analysis of S'lopes \-lith Dimensionless
P'arameters", Harvard Soil Mechanics S~ries No. 46, 1954.
(2) J'anbu, N., "Dimensi onl ess Parameters for Homogeneous Earth
Slopes ", JSMFD, No. sr46 , November, 1967.
Analysis:
• Case b
60
2: 1
120pcf
35°
300psf
Safety Factor, F.S.
Case a
~here Ncf is the stapi 1 i ty No.
for slopes with both c and ~." -.
y H tan ~
c = 120 x 35 x tan 35
300
From Fi gure 10 of Reference 2
F S -25 x 300 • • -120 x 35, 1 .78 '
, Caseb
= 9.8
25
A H tan $ , Acf = c = , l20 x 60 x tan 35 300 = .16.8
Ncf = 46
F S -46 x 300 -_' '1,.91 • • -120x 60 "
WOODWARD· GIZIENSKI & ASSOCIATES
CONSUlTING SOIL 'AND rOUNOATIOH (NQINELIIS AHO GEOLOGISTS
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P;roject'N~.. 73.0
Assumptfons:
•
STABILITY ANALYSIS
CUT SLOPES IN
PREDOMINANTLY CLAYSTONE
H =
, Attachment I
P,age 2 of 3
Case
.
35
q
'Maximum. height of s,lop"es,
lMaximum slope inclination,
Unit weight of soil,'
-:. l ... ·1/2 .... l
Apparent angle of internal friction,
Appanmt co'hes; on ,
No seepage forces.
y
'f
-C
= 120pcf'
= 25°
= 600 ps'f
References:
(1)
(2)
Analysis:
Case a
Janbu, Nq "Stability Analysis of Slopes \'1ith Dimens;'onless
Parameter-s", Harvard Soil Mechanics Series No. 4:6, H}54.
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J'anbu, N .. ,· "Dimensionless Parameters for Homogeneous Earth ~
Slopes", JSMFD, No; SM6, November, 1967.
Where Nef is the stability No.
for s 1 op~s wi th both c and ~." .
). . _ .. ::yH tan L = . 'cf - c
12Gx 35 x tan 25
600 :; 3.29
10 13 From Figure. of Reference 2 Nef =
F 5 13 x 600 1'. '86 ' •• = 12:0 x 3S"" =
Case b
~ 1\ -·"cf -
r.S.
AH tan!" ' c .
20 x '600 = 12Q x55
,..
= 120 x 55 x tan 25 . , 600 -. .... 5 .. 13
... 1.85
" -"-..
i
Cas.e' 0 " ..
55,
2: 1
120pcf
25° , 600 psf
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WOODWARD· GIZIENSKI & ASSOCIATES
~OIolSULTlHQ 101i. ANO fOUNOATION ENQINEllIS AND (ltoL~I.sn
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ProjectNQ. 73"lii .,
Assumptions:
STABILITY ANALYSIS
FILL SLOPES
(1) Maximumhei ght of sl op'es,
(2) Maximum slope inclinati.on,
(3) Unit weight of soil, .
(4) Apparent angle of internal friction,
(5) Apparent cohesio.n,
(6) No seep'age forces.
References:
H
y
.~
C
=
:;:
=
:;:
Attachment l'
P.age' 3 of 3·
f
'; Ca·se a
~O
.' 1-1/2: 1
120pcf
27°
4S(}'psf
(l) Janbu, N.!t ·ItStaMlity Analysis of Slopes with Dimensionless
Parameters". Harvard Soil Mechanics Series No. 46;.1954 ..
. (2) J'anbu, N." "Dimension1ess Parameters for Homogeneous Earth
Slopes II, JSt1FD., ·No. SM6, November, 1967.
Analysis:
Ca,se .b
SO
2: 1;
120pcf
2.7° 45@psf
Safety Factor ,f ~S·.
Case a
Where Ncf is the stabil i ty No.
for sjopes with both cand 41'.·
A :;: -X H tan 'w cf' . c 120 x 30 x tan 27 -:;: 450 4.08
'From Fig.ure 10 '·of Reference 2
15 x 450 F.S. :;: 120 x 30 • 1 .. 88'·
Case .r;,
N = 15 cf
'J. H tant . 120 x 50 x tan 27 }.cf = c .. 450
Nef = 25·
25 x 45"0 F.S. ::: 120 x 50 :: Laa
.= 6.8
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WOODWARD" GIZIENSKI & A.SSOCIATES
CONSULTING lOlL AND 'OUNDATION £NQIN£lIl$' AND Gro~O<.'$1S
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Project No. 73~130 • .,
SPEC IFICATIONS FOR CONTROLLED, FILL
I, 0 GENERAL
Attachment II
P'age l' of 4
These specifications cover preparation ,of existing surfaces to receive
fills; t,he type of soil suitable fpr use in fills; the control of com-
paction ~nd the methods of testing com~acted fills. It shall be the
Contractor's responsibility to place, spread, \'Jater and compact the fill
in strict accordance with these specifications. A Soil Engojneer shall be
the O\'mer's representative to inspect the construction of fills. Exca..,.
v,ation and the placing ,of fill shall -be ,under the direct ;·nspection Of
the Soil [n9i neer and he s'ba'll "give 'wr'itten noti ce of conforma:nce Vii th
the specifications upon completion ~f grading. Deviations frOm these
specifications w111 be permitted only upon written authorization from
the Soil Engineer. A soi1 investigation ,has been made for this project;
any recommendati ons made i·n the report of the soi 1 i nvestigati on or
subsequent reports shall become an apdendum to thes'e specifications.
'Il. 'SCOPE
The placement of control1ed fi.11 :by t~eCon.tractor shall i·nc1.udealJ
clearing and grubbing, removal 'of 'ex i sti'ng unsatisfactory'material,
preparati on of the areas to be 'ffl led, 'sprei3-di ng and compacti on of
fill in the areas to be fi 1 led , and a 11 other Vlork necessary to complete
the I grad; ng, of the., fi 1.1 ed . areas. '
; III. MATERIALS , ,
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1. Materials for compacted fill shall cons,ist of any material imported
or excavated from the cut areas that, in the opinion of the 50;1 ~ngineer,
is suitab1e for use in constructing, f;l1s~ The material shall contain no
rocks or hard lumps greater than 6 inches in size ~nd shall contain at '
least 40% of material smaller than 1/4 inch in size. Nd materi~l of a
perishat;>le, spongy, or othervlise improper-nature shall be used in filling.
2. Material pliced within 24 inches of roug~ lot grade shall be'select
materi-al that contains no rocks or hard lumps greater 'than 6 inches in
, size and that svIel1s less' than 3% when compacted as hereinafter specified
for compacted fi 11 and whens\:(bjected to an axial pressure of 160 :psf.
3. Representative samp1.esof mate~ial to be used for fill shall 'be tested
. in the 1aboratory by the Soil Engi,neer in order to determine the maximum
density, optimum moisturec,ontent and classificati-on of the 5,oi1., In addi~;on;
the Soil Engineer shall determine the approximate bearing value of a reCOnl-
pacted, saturated sample by direct shear tests or other' tests applicable to
the particular soil.
. . ,-
4. During grading operations, soil types other than those analyzed: in the'
,report of the so i 1 i nves ti ga tion may be encountered by the Contractor. The
Soil Engineer shall be consulted to determine the suitabil'ity of these soils.
WOODWARD· GJZIENSKJ & ,ASSOCIATES
COfdULTIHQ IOI~ AI«) 'OUHD4nOH (HQIH(~ AND 18fOLOOIlTS
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P,roject 'No. 73-130 • 'COMPACTEG !FT~LS
.1. ,General
•• ... ~--
Attachment II
'P'age 2 of 4
(a) 'Unless othe'rwise speCified, fill materiaf shall be compacted
by the Contractor whi 1e at a moisture content neat' the optimum
moi'sture content and to a density that is not less than: 90% of
the -maximum density determined in accordance. with ASTM Test 'No.
'D1557-70T, or other density methods that will obtatn ~quivalent
,resql 1;s.
(b) Potentially expansive soils may be, used in fills below a depth
of 24 inches and shall be compacted at a moisture content greater
than the optimum moisture content for the material.
, ' 2. C1e~~ing and Preparing Areas to be Filled
(a) All trees, brush, gr~ss and other objectioriable material shall
be collected, piled' and burned· or otherwise disposed of by the Con-
tractor so as to leave the areas that have been cleared with a neat
finis'he:q appeara'nce free from u.nsightly debris.
{a} ,All 'Vegetable matter and objectionable mater,ial ,shall be removed,
'by the Contracto,r from the, surface upon which the fill is, to ~e placed
and :any loose and porous soils shall be temove,d 'or compacted 'to' the
depth shown on the plans. The surface shall then be plowed or scarified
to a minim'um' depth of 6 inches until the surface is free from uneven
features that would tend to prevent uniform compaction by the equipment
·te~;ae :'l:Is-eO. , . ", '
(C) Where fills are constructed on hillsides or slopes, the slope of·
the ·ori 9i na 1 ground on ~'/h i eh the fi 11 is to be placed sh~Jl be stepped
10r ,keyed by the Contractor as sh0wn on the attached figure. The step$
shall extend completely through the soil mantle and into the underlying
fOl"mation materials.
(d) fAfter the foundation for the fill has been cleared, plowed or
sca,rifi~d" i't shall be disced or bladed by the Contractor until it is
uni:form and free from clods, brought to' the proper moisture content and
'C()mj)'a:c,te.d as's pec; fi ed for fill.
3. P'-lac~ng, Spreading., and Compaction Fill Material
Ca) 'The fHl mate,rial shall be placed by the Contractor in layers that
'when -tomp,acted. shall not exceed 6 i nehes. Each layer shall be spread
:~yenly anCfsha 11 :Qe thoroughly mixed during the spread; ng to obtai n
:unifQrmity. ofma,terfa~ in e~ch layer. '
(b) 'Wh-en the'moisture content of, the fill material is above that
spe,cifi-ed J>y the Soil Engineer, the fill material ~hall be aerated by
tJy the 'Contractor 'by blading, mixing or other satisfactory methods until
the motsture c00tent is as specified.
WOODWARD· GIZlENSKI & A'SSOCIATES
C:ONSULTING 40lL ANO FOUNDATION lNGINUIIS iIIiD GtOI:OGlSTS
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Project No. 73-l~ •• Attachment II
Page 3 of 4
(c) When the moisture content of the fill material is below that
specified by the Soil 'Engineer, water shall be added by the Con-·
tractor until the moisture content is 'as specified.
(d) After each layer has been placed, mixed and spread evenly, it .
sha 11 be thoroughly:' con]pacted by the Contractor to the spec; fi ed
density. Compaction shall be accomplished by sheepsfoot rollers,
vibratory roller, multiple-wheel pneumatic-tired rollers or other
types of acceptable compacting equipment. Equipment shall be of such
design that it \·1111 be able to compact -the fill to the specified density.
~ompaction shall be continuous over the ehtire area and the equipment
shall make sufficient trips to insure that the desired density has. been
obtained throughout the entire fill.
(e) Surface of fill slo.pes shall be compacted and there'shall be no
loose soil o~ the slopes,
INSPECTION
1. Observations and compaction tests shall be made by the Soil Ehgineer
during the filling and compaction operations so that he can state his
opinion that the fill was constructed in accordance with the specifications.
'2. The Soil Engineer shall make field density tests in accordance with ASTt~ .
TeSt No. D-1556-64T. Density tests shall b~ made in the compacted materials
below the surface where· the surface is diSturbed. When these tests indicate
that the density of any 19.yer of fill or portion thereof is below the
specified -density, the 'Particula-r layer o'r pO'rtions -shall be revlOrked
until the specified density has been obtained.
PROTECTION OF ~JORK
. -1. During construction the contractor. shall properly grade all excavated
suffaces to provide positive drainage and prevent ponding of water.
He sha 11 control surface water to avoi d damage to adjoi ni n9 properti es.
or to finished \'Iork on the site. The Cpntractor shall take remedial
measures to prevent erosion of freshly graded areas and until such time
as permanent draina,ge and eros~on control meas'ures have been installed.
. "
2. After completion of grading and the Soil Engineer has finished his
observations of the work, no further excavation or filling shall be
done except .under the observation of the Soil Engineer.
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WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL ANO fOUNOATlON [NGIN([R5 AND GlOlOCI5TS
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Strip dS Specified
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-0 ' ..., ~
Gro'.md
o~ C-&. ~ m-oj
gem6v~ all Topsoil
NOtES,
.-....... the ~~ri!!A~\ ",tcl:eb: .~ ... Qf \<ey-sha:l1be 2 feet ~'ider than
t;h~ eQ!I1J~~¢ ttQn,' e.<t;.tt~m~nt, ~n4 no t less than 10 fee·t.
Th~ 9~t~f(h~' ~d'ge 0'£ bO~~Ofil k~y shall be below ~opsoil
QJi lC)o$e G:.~rf~~e ~te~14'1.
K.~Y$\ a:J'~ :r~qy,i:r~9: ""here the .natural slope is £ teepet .
.... . eh<!tl (, tiortiollt4'l: t;;Q ;1 vet;tJt:al, or wl;tere spec:ified by
$o::tl. Engineer~.
Slope Ratio.. N
M
<+r
2'
0' • 1
.....s 1" w~
,.!.d W,i
0" ;.
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~I l! ..... ;.; . . See Note r .... ..: ........... /~~,~ i I. ~IJ '." 0' 'f. it. k B. j
See Note
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t; ~ ~ i ~ ~'~Iil <0 c-t-' roo.
(')
~::r 3. : o Cl) ..
-t,::S c-t-/'! •
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f.
'... . ......... -.. .. ......... "........... .. .. -........... -. J.' -1'" ... '" '1*= .. I
......
3467 Kurtz Street .•
San Qiego, California 92110'
71 -224-2911
x 69Z, 841
Douglas Southwest Corporation
Post Office Box 1114
Carlsbad, California 92008
·Attention: Mr. Mike Roston
SHALLOW SLOPE SLOUGH LNG
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
Aug.ust 30, 1977
Project No. 57372W
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Jj!JIj\J'.west
Ivn
In accordance with your request we have made an tnspection of the
exi-sting slopes paranel and facing E1 Cami·no Real and TarnaraGk Street
at the eastern boundary of the subject subdivision. The purpose .of our
inspection was to document the shallow slope failures wHich have occured
an~ to express an opinion relative t~ the ~ause and effects of the
failures.
Inspections of the subject slopes were made by Mr. James Cavallinand
~1r. Richard P. While, engineers of our firm,on August 19, and 23, 1977.
The slopes in question are approximately 45 f.eet high (maximum) and in-
clined on 1-1/2 to 1 (horizontal to vertical). These inspections revealed
that p~rtions of the slopes have suffered shallow slope sloughing. The
areas involved generally ranged from 40 to 100 feet in width and involves
.the lower one-half to two-thirds of the slope. An examination of the
scarp at the top of the slipouts indicates that the failures involve the
Quter approximately 12 to 18 in~hes of the slope. It was 'noted that tne
slope covering consists of a long-bladed grass with'a sparse to moderate
growth of bushes. It.was also noted that soil appeared to be saturated
to the depth of failure and that the soil in the outer zones of the
slope appeared to be clayey to s.i1ty sand ranging to lean sandy claY
(comp~cted fill). " ' ,
Based on the resul ts of our i nspecti on and a bri ef rev;,ew of our files,
we present the following conclusions and recommendations at this, time.
(:1) It is our' opinion that the most recent type of failures suffered
by. the slope are simila.r to those which have occured previously in
this area and are not deep-seated and should not endanger structures at
the top of the slope. Previous failures have be~n investigated at the
subject site involving the· same slopes and reports concerning this problem
have been issued on May 12, 1976, June 14, 1976, and January 12', 1977 .
80nsulting Engineers, Geologists
I3ndEnvironm(!l1t~1 Scientists
Offices inOth~r PFincipal.Gitie$
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Doug.1 as Southweserporation
August 30, 1977
Project No. 57372W
Page 2
Lward-CIYde Consultants
(2) It is our oplnlon that the outer typically loose near sur-
face soil and vegetation of the slope became saturated du~ing recent
rains and slipped downslope in a sheetflow under its own weight. It
appea~s that the relatively wet (saturated) zone and the zone of
failure correspond to the depth of roots of the vegetation.' It is
recommended that a landscape architect or contractor be employed to
study this prob.lem further and to determine if the slo.ughing could
be related to the type of slope planting .employed.
(3) It is recolTQllended that after the area has dried, the existing
sloughed mat.erial be removed and the scarp area be fi·l1ed with granular
soil, th~ slope trimmed to the desired slope surface and the area
re-pl anted in accordance with a. landscape arch itect I·S recommei1dat;ons.
(4) It'is recommended that future irrigation of the slope De
carefully controlled such that only enough moisture is iupp1ied to
support the selected vegetation .. '
If there are any questions concerning this matter, plea~ecall or
write at your convenience.
WOODWARD-CLYDE CONSUlTANTS
.~ .. (! ~ . : '--/~ .----~ .~ --:r--e--C L.. /7 V' .
Louis J. Le(:( .
R.E. 14129
LJL/RPWjlkm
(4)
3467 Kurtz Street •-
San Diego. California 9211 ", .
714-224-2911 -
Telex 697-841
Douglas Southwest Corporati6n
PosE Office Box lll~
Carlsbad, California 92008,
Attention: Mr. Mike Roston
SHALLOW SLOPE SLOUGHING
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
I
Woedwa.Clyde 'Consu:l:tants
August 30, 1-977
Project No. 57372W
In accordance with your request we have made an inspection of the
existing slopes parallel and facing El Camino Real and TamaraGk Street
at the eastern boundary of the subject subdivision. The purpose ,of our
inspection was to document the shallow slope failures whfch have occured
and to express an opinion relative to the c'ause and effects of the
fa il ures.
Inspections of the subject slopes were made by Mr. James Cavallin and
~1r. Richard P. While, engineers of our firm, on August 19, and 23,.1977.
The slopes in question are approximately 45'feet high (maximum) 'and in-
clined on 1-1/2 to 1 (horizontal to vertica1). The'se inspections revealed
that portions of the slopes have suffered ?hallow slope sloughing. The
ar~as involved generally ranged from 40 to 100 feet in width, and involves
the lower one-half to two-thirds of the slope. An examinatio'n of the
scarp at the top of the slipouts indicates that the failure.s involve the
outer approximately 12'to 18 inches of the slope. It was, noted that, the
slope covering consists of a long-bladed grass with a spar'se to moderate
growth of b~shes. It was also noted that soil appeared to be saturated
to the depth of fa i 1 ure and that the soil in the outer zones of the
slope appeared to be clayey to silty sand ranging to lean sandy clay
(compacted fill).' .
Based on the results of our inspection and a brief review of ,our fHes,
we present the following conclusions and recommendations at this time.
(1) It is our opinion that the most recent type of faill,.lres suffered
by the slope are similar to those which have occured previously in
this area and are not deep.seated and should not endanger structures .at
the top of the slope. Previous failures have been investigated at the
subject site involving the same slopes and reports concerning this problem
have been issued on May 12,1976, June 14,1976, and January 12,1977.
Consulting Engineers, Geologists
and Environmental Scientists
, Offices in Other Principal Cities
Douglas Southwest.rporation August 30, 1977 -•
Project No. 57372W
Page 2
V.dWard-Clyde Consultants-
(2) It is our Opln-10n that the outer typically loose,near sur-
face soil and vegetation of the slope became saturated during recent
-rains and slipped downslope in a sheetflow under its own weight. It
appears that the relatively wet (saturated) zone and the zone of -
failure correspond to ,the depth of roots of the vegetation.-It is
recommended that a landscape architect or contractor be employed to
study this problem further and to determine if the slQughing could -
be related-to the type of slope planting employed.
(3) It; is recommended that after the area has dried, the existing
sloughed material be removed and the scarp area be filled with granular
soil, the slope trimmed to the desired slope surface and the area
re-planted in accordance with a landscape architect's racomme~dations .
. (4) It is recommended that future irrigation of the slope tie
carefully controlled such that only enough moisture is supplied to
support the selected vegetati~n. -
If there are anj questions concerning this m~tter, please call or
write at your convenience.
WOODWARD-C~YDE CONSULTANTS
-1 I /' '-.'. .' '-.-,P/ --~ '~' ~e~.C L-, L./
Louis J. Le
R. E. 14129
LJL/RPW/1 km
(4)
WESTERN REGION'
;3467 KUlll Sir ecl
San Drc!!o
Cahforni.) <;)2110
Phone (714) 224 2911
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WOQOWARD-'ClYD,E CnNSU1TANTS
CONSULTING ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS
. lJanuary 12, 1977
Project No. 73-130
Douglas Southwest Corporation
P.O. Box 1114
Carlsbad. CA 92008
Attention:' Mr. John C. Douglass Jr.
Pr.es i dent
SHALLOW SLOPE SLOUGHING
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
In accord,a=nce with :your .request~ vie have made an inspection of the slope
paralleling El Camino Real; nQrth of Tamarack Street, at the eastern .
bOllndary of the subject subdivision. The p,urpose of. our ;,nspection were·
to document the shallQw slope failure which has occutred and to express
an opinion relative to the cause and effect of the failure.
An inspection of the slope was made by a project engineer of our f4rm on
January 10, 1977. 'This inspection revealed that a porti·on of the slope'
behind building pads 71 through 75 has suffered shallow slope sloughing.
The area involved is approximately 70 to 80 feet long and covers the
middle one-third of the slope. Our examination of the scarp at the ~op
of th~ slip:out indicates that the failure involves the outer, approximately
12 inches of the slope. It Itlas also noted that the slope covering
consisted of a relative shallow rooted grass covering. and that the
suil appeared to be saturated to the depth of the failure. The soil in ... ~-
the outer zones of the slope appeared to be sandy to clayey silt.
A review of our records revealed that the iTope in question is composed
o'f compacted fill, approximately 46 feet high a'nd,icnclined on 1-1/2 tal
(horizontal to vertical)·slope. =-~-, .
Based on the results of our inspection and a brief review of bur fUes
we present the followingconciusions and recommendations at this time:
·' ','7
/' Douglas Southwest ,.oration Page 2
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Project No. 7~-130' .
January 12, 1977
1) It iSQur opinion that tl:Je,type of failure suffered by the
sl~pe. is not deep-seated and should rtot endanger stiuctures at the top
. of the slope. .
2) It ,is our .opinion that tAe outer typica·lly loose, soH on the.
slope became saturated d~ring recent rains and slipped, down ,slope in a
IIsheet flQ,w'u' under its 'own' weight.
3) It is our op'; n ton tha t the type of fa i lure suffered by the
slope is r:lot uncommon with one'and ,a 'half to .one inclined fill slopesi
particula.rly during periods of heavy -raihfal~, S'uchas that experienced
in the San Diego area in ,the p.astweek, Over-irrigation.;s another
typiqil cause of this type of failure in one, and ahcl'1f to o.h·e sTo.pes ...
In contrast to this" ·our experience ,over the past few years has ;'ndicated
that two to one i'ncl in:eo fi 11. s 1 ope·s .ao il1qt 'experi,.ehce thi:s sort of
failure nearly as often.
4} It is recommended that fal 1C)W;.ng, a few .da,ys o:f drying, the sCgrp .
area at the top of the slough be filled with gra-~ular sO'il a.nd replanted ..
1t is further recomm'ended that a ,deeper ·tooted slope 'coveri'ng of bushes
and small tree's, such :as ·acacia, :be 'employed over th.e slOPe. A "·a:ndsc;ape·
architect or contractor should 'be 'emplQyed to determine the proper slope
COver; ng ..
If there .are ·a.ny questions concerning this matter, please ca.ll br w'rite
at your ~onvenience~
Very truly yaurs,
ItJOODiMRD-CLYDE 'CONSULTANTS
d. /li._/k1~ ~l(~~"-----'.
JC/hm
(4)
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WOODWARD-CLYDE CONSULTANTS
CONSULTING ENGINEERS. GEOLOGISTS AND ENVlr10NMENTAL SCIENTISTS
PROCEDUR~S FOR MINIMIZING·
SLOUGHING OF 1-1/2 TO 1 SLOPES
tARLSBAD PALISADES
CARLSBAD ,CALIFORN IA
,"' .~.'~ ~', r~ ...:.: .• j ... ~~::;'~1f,,~\!,~~:';:~' ~:.>~",:i;~;·~~~;;;;',··;·;::~~::;~.~t .~J~:~~:.'~~~::;.~;:;~:~ .. ':.:::;.:.~: :.,;'::~::'.":~~.~ ~.:' " "~.:.~:
'" '~,. . . .' '" ~\' ... :"l.".~ .... "" ~-.t(~,.~, ..f"i';.r3..; *",~ .. ~I->.},~ _:~·.ottt!~,i1!,t; .. ! ;-"', .,,<\.> r,' ,n'~ ~I\: ~~. t'b\..~ l~~~"';..; .. "t~: ';'.i~f.~.~"""" · .... f~'~J. la.1Wo... '. " :' ..... ..... .~ .... ~ .'.,. ~. ., • ,-) .. :.0 ", ... :" ..... .010 .... ~ ... """ • ., .,.<' • .,...,./ .~~'. ,.. t'":. ,.1;''''6"" # ~ ...... In accQrdancewith ou.r' proposal .dat~d Narch 4, 197.6, we' are' presenting
some prbcedur:es"'rpertai'bing';"to'~the"stabi'~'i za,tion',of"*,ttta,,o'uter'$11 ay~rs,y.of· .. "r··. ", •. :.
soil in 1-1/2 to,l'fill slopes. TheS.eprocedt.,lresa·re bas'ed'on research,
into available' information and .pub] ications concerned with, s'lope stabil i:zation
and ou'r .experience over the years with this problem .
. The slope ;slGughihg ufrder questiofl l,S the i;ype ,of slope' instab.ility
...... , ~1't4"_
. typi ca 1,' of 'what"'occuts"on4 !llgrw:·s.,J opes' i,n ... 't~e'''·San ·O~ ego, area· constructed' . .
". I", ': .:, 'at!:inc1inati;Ohs}~(~)"f:~'J,:,;llZ':~to. t/.on::st'eel?er;;'-0:~T~~'~,<;a·u.ses>o:f~?'sUCIl,::sloughs·;'il:..·, ,: ' . ;.,./ 'a're genera l1yass:o'Ciate'd. wi th'''Yo·6se'ning:''·b~r;·'~11r;Tace:,:"s'o{1's',·:tcfue~t6''·Weat})eH ng'.~'·~~.'~';:': '~!J>:>':"
"-.'":'
~ or langscapi'ng"'procedures' ana""concen,tratton-():f,~water.~due".t.o, ... ;;t.,r.igat.i.QrL, ...... ~ ... " .. ,., .... .-. ..
or ra ~n. The s 1,P,U9h,ing i sg.~ner.:a 1](1" 1 ilt}i.~e$·to\:,~,!;i.~{«)qq,\.J~~r:)~ ,.to } ~:e:~. of. '
matet:'lal on th'e slope and should be 'treated' as ~part of no:rmqJ ,erQs,on'~ /.
ama intenane-e. ' TOi styp:e :a'f sl{)u,ghir:l:g. j s notde'ep~seated, qf) pr'i g,if( and'
does not· res.l;l;.l ti1n,ca t'a;s:tro:prr~~.':·damage.) tQjie~J:Q.e,gF~.~l-. .wadj,ac.~n·t pr~p.,~~~ i e~~ .
... •• "'. ' ...... -_ ... -... ... .. 1....".. -"''1'''' , .... ~ •• ......-, .... ,"'-" .... "'.40 .. -. ......... 4'! ._., .. _ .. to< .... ,:~" --..... 9~.Ji\H.j .......... "'" ~ ...... ....:,l.u .-.;..~i· . T~e .f?l1owing paragt.aphs eons.ti~~te;·,pro¢:~~~.r~s :~:h~~"C~~)d::,b:e 'employed' ·to :ml mml ze the ·s] ol:1gh1"n,§ pr;oblem.v\o\ 'to. "-, , " ..... "'. ';';";' •. ' <.:-\":'; ,' .. '.. , • _. \;; Of·: 'tf' -.'.~~ .'It' ': ',~ ~",":.\ I· ••• }· ', .. -t',l.\il,.~,,! .,.',,1 \. • ..;II"" : :~ • ~ •
It, ..,. t. • ... , t;. ",.. "'''~ ,"'" ..... • \. _ ..... ~., .~ ...... .. ~ -. A." , .,' • ~ . , • • ,'" .. ' 1 '1" 1;' .... .r 11;' .... • • u, '" " '.(l) It ,has, ,been "Our ;exp'~rH~l',lce'':1;n~t~''l:Hle ,:Qf,::the-must"'effeettve ': t
, methods of milTimiZfng, sv.rfac;esl:Qug:J:ting 'is ·to oy~.rpuH:d the s1op.e.s,""say
, ,3 t~ 5' feet 'du~,ing 'grad;:ng; ... ~.nd ~nen ":'c~t.:bac~;~.he :~{op~ ~n .~h~ ,desir~d .
>des:} gn s J op'e ·wlth doz~rs ,·.:grad~ VI S .:or oth~r·'. cgnvement places qf eql.n pment.
Th is ,pr.ocedure,Jresu·l ts ~,A~rda; debse'r.. .. slQP~.J.$~;nf~~,elwh.i .ch:~ttt:mQre ,~; ilJperroeab 1 e.
.. a,~t,l e'~~ } ~~e;,ly~ ~t,~.~r9de ~;>.~J,tJ ~BP,e.~Ts~i~~ k,b.e~',~arti,c;ul arJx,~~~~~~tiye ,1Ja' . r •
. ~ . granular o·r 0·nJy.:s11ghtly~c.ra~ey,~S'o'il~!<.;~ndji,1'-s')igel1era:l\1'y'~les's.l\effectnt~.. " '. ,; ,: .. ';t '.~M.t!.l"l n ,(:'1 ayey).s'oiJs';1;i..The:;, res lIl:tilnt:t.s.1 op~ '.{;f(owe·v~I:;,~may~,b~~,QJ ~f,Jc,!;itt.~ to ~{~~ " ~,' "'.. .'-"~
'Plant due to ,the i'ocrease' ';rfdens;ty 'a'ndmay 'C:~'tis·e s0111e '1 a'rids,cap.ing." ~ .. " """ ,A.";
,._".,.. . ···"'''··prob 1 ems"l<'''~\''':.~+'''''''~'<I'''''''~!1''I':I." ~>.! '. ' ', .. , . '-_ to •• \ -. •• ~ " ~V1";:''''' ·1."':<:·f,~~~~~~~~~~-\nol't"1t~~~~;~""~!~n~·~1t~~ S'H"'A#x'~1~,,*~.':~ .Jl'\~"" ~""*'~').-::~1?"",~ •
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uglas Southwest cotatio'n
. Project No. 73~130 .
June 14, 1976 I Page 2,
. .... ·>,.r:.::' .. i::'l~' :-,,:. ~~',:~~:-:::;-:::-,j:::,.;>: .~.:~.~~:;.' :~;~.::,:~:.~~:~~~~~:~~.~~i~i:'v.:;'~Y;;;~;;'tE·:/·.,~:' .. ~ ~~':~0~~~ '~\41~ ~.;'~':~:'.;~~~:.:~. ;;S-',:~ it: ~\:~'i,('~~·.-'::,~;;;\~! .. ~: ,+: ::;.;::::~t~!'; ' .
... .... ... • ,I'.J ... U 1 .... _4W"''!.,: ...... , ... ~'\., .:r~ .. r;<,,1J ..... ..,J'('".\i.-.,~ir,t •• ~>t"l.., ... ~"!C}.JJ 1"0 f.· •• ·O."-'.'I..:Jo.:t· .. :.r'\...~.~ .. ~~fr-~~.'lh.!."'i'~.t"''''" -\lo/·'C"r"~·t\~·~ k'( ..... ~' ...... ,...'\."'~ .... 1'.;""1.., ••• '''~''~ 4.
. .' .. 'J .. ". '( 2) .,.~. Experi';n~e 'has' ·s'h~~Jn!'·t·har:'ii' ~a'r'i'et?'dt~'egettati'on' -p~op:er'1y"~"~":':;':~;:';~;9~::t< ,.'~ ~' .. ~?:::xr' '.'
. . installed help·s··min·imize-slope· .. sloogh·ing·;·· ........ The .. vegetation"consists of ',. ,~
bushes and ground cover having variable root depths. It should be
noted that careful maintenance, is. necessary in the beginning a,nd that the
slope is generally vulnerable to sloughing until the root system 1S well
established. A landscape architect should be consulted for a proper
seed mix.
" ~ " ' • c,' • _ • ,,' ',' \.' ~"~'1 • ';'" ,,' ';" <.,',,':' .; " :;,: ~ :.:"': .":,;; : "":" ~':"I;:v~,,~·~i", .'If~;/~~-:~'~" •. : ~:~ ;~ •. ~~',,~.~ ''''~~~~:;(;/~';;'' ':. "r''': n· '." ,;,-:::::' ~ :'~f. !~t, ,;'" \ J (.~) ~<~ut~}ne:tti ng~h~s':·:b~~n~:emp~.oyedf", in;sa~dy/s_bfl.~:~an.(L~~~PP.~'~!~:::~~.O~~f~;~i:~~E?·::':f/{::;:":;--.
. help mlnlm1Ze the'formatlon"of erOSlOn gullles and helps malntaln the-'>" ' '" -.>-
",'" ",' '''-, .... '' .. soi'l on ·"the·s·l ope" unt i l' vegeta ti on~'ha5'" a""'chance··to·"become "estab 1 i shed""~·~·-.' ..... _. ~--' " .~~ .. ~.,,~.
This has been successfully employed in various areas of San Diego County,'
(4) Wood cribing, s~ch as 2 x 61 s or 2 x 8 1 s constructed tn 5 foot
squares, can a,lso be employed; this is generally expensive and is a
procedure having a function similar to jute netting, to help maintain
, the surface of the soil .until"landscaping. has become 'establ ish~d ..... Along"~ . " ,"-· .. t~, .
. '. with,. thi s. procedure':, a.'pproximately:.5 ,feet:.J o'ng,' steel,.r:ei nforc,tng bars,'can.· ...... , -~'-". -. '.
be driven, 'vertically into the slope'on ap'proximately'5 foot centers 'to' ,~' .
.. hold the'cribing or netting'in'place"and"provide"stability"to'a,greater"
depth.
(5) Stabilization of the outer layers of soil with additives such
as lime or cement, has generally not been employed in the San Diego
p'rea; hm'/ever, it'is a possibility and could be considered in extreme
. conditions.:'·'Landscaping'of"the slopes'will' be'difficult with this' . , d' . ,--. ....... . '.. '.' ." I ); . "l: J' • '. "" h.... ," . t ........ ,.:,/:::,.r~r '. ' ... ".'. ...~. ..' .... . > ~ ,. proce ure ."~'i .~ ... P--.;o. ~ •• " .... "" .'! ... ~ ... : ' .. .« ""ir~:' }-'\. tr"".:'t :;,.,..,.,.;..1. 3,1.,-,. '" • '\j.t '\"', .• ,... I .\:': .. ' .. · •• ·v ,; I' • • ... -..... .... :,' .," ," . ..r~::"""~' ... ~ .. ~;.. ... .o;..l ••• \.-.;.~,-:\.y_:: .. ~:: ... ,..;:.~ ........ \..t.,:"~.o4,'~':"":::;"fJ'''.~~'~··'''-'~~\·'.' .... w'l .... :,'1 .. ,<~/.~/~ ... _".'!-'J:, •• ;). ~~·.t.·· .. ."#i!~·"t?II ... '.'.~·,,.~: • ~··~I.. ..f"'::~_
(6)-' -An' important factor-in·,any procedure,to,minimize,sloughi·ng .. of .... , ..
slopes is the control of water falling on the slopes ... While it is not
practical to control the rainfall, careful contrciT:~f' irrigation during
the summer months can be employed, .such that only enough water is applied
to maintain the life of the.plants. ~lt:5s also jmportant, that good~,
slope dra i nage. be ma i nta i ned and, that no .. wa ter be a 11 owed to dra i ri oyer
the slope or no ponding o~'water be allowed abo~e the slope in pad' .
areas. ,.,' v
< •
As mentioned previously, the abqve, procedu·resare. intended .. to·minimize
sloughing of the soils on the 'slope.' They-are not'intended to eliminate
the problem ~nd'periodic maintenance may stil~ be required locally.
If there ar,e any questions concerning, the above recommendations, pl ease
call or write at your convenience.
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LJL/RPWwe
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(4) WOODWARD·CLYDE CONSULTANTS
• ' •.
WiO.:OiO:WA:R:O-CtVD.E C.g·NSULTANTS
WESTERN'REGION
3467KurtzStr~et
San Diego
California 92110
Phone (714) 224·2911
CONSIJL.'I"ING ~NGJNEERS. GEOL.OGISTS AND ENVIRONMENTAL. SCIENTISTS
~1ay 12, 1976
PrOject No. 73-130
Douglas Southwest C0rporation
Post Office Box 1114
Carlsbad, California 92008·
Attention: Mr. Steve Minor
SLOPE SLOUGHING INVESTIGATION
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
In accordance with your request and our proposal dated March 4, 1976, we
have made an investigation concerning the recent Sloughtng of the fill
slope at the rear of Lot 4 facing on E1 Camino Real at the subject
subdivision. The purpose of our investigation was to determine, "if
possible, the cause of the sloughing, to determine the ground conditions
in the slope, and to present recommendations for slope rebuilding. In
regard to. this latter item, the slope h'as been reconstructed; therefore,
our comments will be directed to the adequacy of the reconstruction
based on our observations in the field during slope rebuilding.
Field Investigation
The field investigation for the subject project consisted of visual
inspections of the slope at various times and the drill ing of a test
boring into the slope from the pad above-the slope top. Visual inspections
of the slope were mad€l on 'February 24, ,March 1, March 2, and March 9,
1976 by €lither a project engineer or project geologist of our firm. Two
of the inspections were made during slope reconstruction which enabled
the examination of the soil$ at depth within the slope. The test·
boring was drilled on March 8, 1976, approximately 10 feet back from the
top of ·the slope with a 6-inch diameter, continuous flight, truck-
mounted power auger. The boring was drilled to a depth of 52 feet and a
well point was installed at a depth of 50 feet., The well point was
filled around with pea gravel and sand was poured into the boring around
a 1-1/2 inch pipe extending up from the well point to a depth Of 7 feet
where a dry bentonitic plug was established to a depth of 2 feet and the
remainder of the boring packed with native sandy clay material.
do.uglas Southwest Corporation
Project No. 73-13.
May 12, 1976 •
Laboratory Tests '
PafJe 2 •
Samples of the material composing the slope were obtained by the project
geologist during one of the inspection visits. The samples were examined
in the laboratory by the project engineer and visually classified.
These classifications were substantiated by grain size analyses and the
determination of plasticity characteristics on several representative
samples. The results of these tests are found on the attached Figure 1.
Slope Conditions and Reconstruction
The initial site inspection was made by a project engineer of o.ur. firm
and r~vealed the following slope conditions.
(a) The subject slope at the time of our injtial inspection
was approximately 52 feet in height and inclined on 1-1/2 to1
(horizontal to vertical). The slope was landscaped with a shallow
rooted vegetation consisting primarily of daisies and grass.
(b) An approximate 100 foot section of the slope had suffered
sha 11 ow s 1 oughi ng to depths rangi ng from 12 to 24 inches from a
point approximately midway in the slope height to the toe.
(c) The material exposed was generally light grey si1ty to
clayey sands. Several small water seeps were noted issuing from
the slope at various heights.
Shortly after this inspection,extavation of the sloaghed material and
reconstruction of the slope commenced. Inspections made during excavation
indicate that the soil conditions ·VoJithin the slope generally consisted '.
of alternating layers of compacted silty to clayey sand and lean sandy
clay having a.mottled coloring ranging from light grey to dark brown.
At this time, it was ~pparent that the outer approximate 1 to 2 feet of
the slope is primarily silty to clayey sand. During excavation, a water
seep was noted near the toe of the slope and another on a conStruction
bench about midway in the slope excavation. In this regard, local
information indicates that ponding of water occurred above the slope at
various periods during the rainy season.
The test boring drilled above the ilope revealed well compacted, damp,
grey to brown silty sands, clayey sand and sandy clay which extended to
a depth of approximately 49 feet where a 2 foot layer of recompacted
topsoil consisting of sandy clay was encountered underlain by dehse
poorly to moderately indurated sandstone of Tertiary age. No groundwater
was encountered in the test boring at the time of drilling. MeastJrements
were made periodically during the slope reconstruction and no grOundwater
was apparent in the test boring during these inspect·ions. The la.st
check on the well pO'int was' made on ~1arch 17, 1976.
WOODWARD·CLYDE CONSULTANTS
DouqlasSouthwes.t "orpora ti on
Project No. 73-1
May 12, 1976 .
Conclusions and ~ecommendations
• p[j(J.(~ 3
(1) In summary, our inspections and test boring at the site :j.ndi·cate
that the slope is composed of compacted layers and lenses of silty and
clayey sand with sandy clay with an outer 1 to 2 foot layer of silty to
clayey sand. Results of our test boring did not reveal the presenc~ of
a groundwater table within the fill. It is our opinion at this time
that the water seeps observed during slope reconstruction are most
probably associated with ponding of water above the slope and are of a
temporary nature.
(2) Based on our inspections of the slope and our experi~nce with
similar slope failures, it is our opinion that the cause of slope failure
can be attributed to the 'typically looser soil on the outer edges of
slopes becoming saturated during the rainy period and slipping in a
"sheet flow ll under its own weight down slope. The water seepage probably
contributed to the sloughing.
(3) It is our opinion that the material exposed in the slope
durtng the reconstruction procedure is a material whic~ has sufficient
compacted strengths such that deep-seated slope failure is not likely to
result. This conclusion ~ssumes no excessive hydrostatic pressures
exist within the slope; none· were indicated by water level measurements
in the well point installed in the slope area.
(4) Based on a review of our final report of slope recqnstruction
dated April 23, 1976, it is our opinion that the subject slope, as
recDnstructed, will have adequate indicated factors of safety against
deep-seated fai1ure~
(5) In order to minimize the possibility of future sloughing, it
is recommended that the depressed area, causing ponding of water above
the slope during rainy periods be provided with positive surface drainage.
and that adequate landscaping maintenance be provided.
(6) It is recommended that the ~ell point be monitored periodically
during rainy periods for the next few years as a check 6n groundwater
conditions within the slope. If water does accumulate behind the slope,
additional studies may be required.
If there are any questions concerning our slope investigation, please
call or write at your convenience.
WOODWARD-CLYDE CONSULTANTS
LJL/RPW/jd
(4)
Attachment WOODWARD·CLYDE CONSULTANt~
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COB8LES......--~~----~t---.,..--'-~"'-y---~ 81 LT ancj Cl.AY
Mesh Openlns .. Ins. _81 eve Sj les Hygr6meter Analysis __
100 7 6 3 2 .1 ~ ..L ~ 10 16 20 30 ~O 60 80 I~O 200 o
r'.. __ :0-
":-~ : ....
90 :, 10
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80 \ 20
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70 1\ \ 30
60
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100 50 10.0 5.0 1.0 0.1 0.05
GRAIN SIZE' IN MILLIMETERS
SAMPLE CLASSIFICATION AND S~IDOL
1 Sil ty sand (SM)
4 Silty to sandy clay (CL)
5 Clayey sand (SC)
*LL = Liquid Limit
*PI = Plasticity Index
GRAIN SIZr; DISTRIBUTION CURVES
CARLSBAD PALISADES SLOPE STUDY
\
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" "'-70
.........
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0.01 0~OO5
100
0.001
*LL *PI
33 12
37 19
----
DRAWNBY:_ALS I CHECKEDBY:~f0l PROJECT NO: -73-130 I DATE: 5-11-76 I FIGURE NO:
WOODWARD·Cl VDE CONSULTANTS
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WOODWARD-CLYDE CONSULTANTS
C6NSULTING ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS
... ..... f' ''1'''' In' " .... ., ... ~-r, ."~t' .~ ..... ~ ... , · .. " .... ·• ......... -';-..,!I:f~.,'·.·I·:~";"! .... f ... ·;···~~, ,'j"t .... ~....... ~. ","'.p_ •••• , ....... _? ... "~~"".'. f/ ,. ......
SLOPE SLOUGHING INVESTIGATION
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
. In accordance. with 'Your request .. .:ind,-.our. ·proposal. ,dated Mar.c;h 4, 1976, we
have made ari investigation concerning'th~~ecent slnughing of the fill
slope at the· .. rear of. Lot. 4 ~facing~ .. on.'.E1."Camino: Real .. at .the .. subject .',
subdivision. The purpose of o~r 'investigation was to determine, if
possible, the cause of the sloughing, to determine the ground conditions
in the slope, and to present recommendations for slope rebuilding. In
regard to this latter item, the slope has been reconstructed; therefore,
our comments wi 11-be di rected to the adequacy of the recons tructi on
'baSed on our observations ·in the,~ield.du~ing .slope rebuilding .
• ~.! I~~ -' .. ::~,;~.~" .~ .• ::.:~.:-.:-:::.:. ~!~~'.: .·:)~"~~t:·t: ~ ~:~.;: .. ". '~;~;:~_:"~.~~;'.;I;·~ .. ·; '+t':~"'r ~ .l.~.' :;';. ::.:: !fl~~~{:~. ':" : .. ',~': /~ ~ z; ':> ... f'~ ••• ,\: .~.>::. -:-~ . Fi e 1 d I nyes t, gat 1 on . : .iI.. • .... ,,< ... "",.;1 ,.:::\:{·t,;:: ... ·~~·1 \j, .... ',t.~ ~ ' .. >; :.: .. :.:.-:! ..... ,"~ ..• ,.: .. "' •... i::. ,.::::.~.> ~ .. .?: .. ;,~ ,.' ,
The f'i e 1 d i ~~~'s·t~i·g;tio·n· .. f'~;NPthE;·"'su·i:d e'c't' 'pro'j ect cons i's'ted of vi suaY" .,~.
inspections of the slope at various times and the drilling of a test
.' .
.. , '" .. ",.'
,boring into the slope from the pad above the slope top. Vi~ual inspections
of the slope were made'on February 24, ~1arch 1, ~1arch 2, and March 9,
1976 by either a project engineer or project geologist of our firm.' Two
of the inspections were made during slope' reconstruction \,!hich enabled
the examination of the soils ~t depth within the slope~ The test
boring waS drilled on March 8, 1976, approximately 10 feef:back from the
top of the slope with a 6-inch diameter,'continuous flight, truck-
mounted power auger. The bori ng wa's dr·j 11 ed to a depth of 52 feet and a
well point was installed at a depth of 50, feet .. The well point was
filled around with pea gravel and ~and was poured into the boring around
a 1-1/2 inch pipe extending up from the well point to a.depth of 7 feet
where a dry bentonitic plug was established to a depth of'2 feet and the
rema i nder· of ·the· bori ng···packed "with'~ nat; ve ·.sandy·.cl ay. mater; al.
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ug1as Southwest co~orat;on
Prbject No. 73-130
May 12, 1976 -
Laboratory Tests
Page 2 •
. ~. ' ...... ~: .. "~':~ .. ...:)~ . .f;~-:",~~ ;·~'''>~i:·;.;~:l:::~"'::'';~17'~::~-::~,:''·:-~~:~r~;'<:e",~J,J:~~;;'~0::;'"l~:'~'r":~;',1~,.~'>4 J'·:~:,~.~,.t~ .. _,. ., .,~~~.,~,~ ~. ."_ ~¥~~ ~~, ... ~;:"'Samp 1 e~ '~of,:, 't;h~ ,:.ma teri'~"/co~p~s,i ng:~:th~~.,:s.:),~·p~ ;·\1~t~'·~;db~~;i;~~d:>,bY·:;:th.e:~ ~t:oj ~.c_V::i;·;~.:;<·:;~·:;::~~~~~,~~,,· geologlst durlng one of the lnspectlon V1SltS. The samples·were examlned . ' ..
in' the'laboratorl by the project"'-engineer :and visually classifi.ed ..
These classifications were substantiated by grain size analyses and the
determination of plasticity characteristics on several representative
samples. The results of these tests are found on the attached Figure 1.
,_ Slope Conditions and Reconstruction.", ('~ .. , ", ... _ ... ,4 .. ,._ "' ...... 1 '..... "_: ' ••. •
.. 4 :~ .. ~ '. .~ .. ;' <*~~ ... : .: <:"~':~';~":~~~:"':""~';':'::"t'~~·,1 .. >T"',~~.f. ;': ~:":~ ::f~·~ .... :r; '~.~t-""ko;'\~~~::;::,~:~~~>.,.L'l ~':":<~pi:":"~"""" . ,I' ~ <:'* ~:-: .~~,., .. ~ ~ ~~ .. ~: .. '~\~~:.-,(':.:~ :_: .. :. ~~: ;~/;~, ... I :'~-:>I·~.~~r~::4;
The'initia,'site inspection was' made by a proj-ect'en~ineer-of"our' firm" ; •. _.,"" ...... -, ..
_.M,'''' ~"'''and''''reveal ea'the'Y"'fo 116W; n'g'~-s'TbP~"'''eondi ti'ons: . .. "~" ... ' ........... ' " .... »~ .... ' ~'" " .... .
(a) The subject slope at the time of our i niti.a 1 i nspecti on
was approximately 52 feet in height and inclined on 1~1/2 to 1
(horizontal to vertical). The slope was landscaped with a shallow
rooted vegetation consisting primarily of daisies and grass.
• ,--... ---... '¥ , •• 0. .... \. ... ~ .. ", '-~"_""""'''-'''''''''''''''''''''''' ,,. J .4, ,_, .'.~ '';~'\H
.::-,.: ~ ' ... ",,: . .,:( b),:.<ll:n .. ap·p~o~ima:·te··i Q:O :';';ot:'fse-c'ti'on: '~;f' :t'he: ~, o'pe,"'had: ~'uffered ~ .... ~' ,,; ... .-~f':~>:' .
shallow sloughing to depths ranging {rom 12 to 24 inches'from a-.' ¥ ..
poi nt apprdxima te'ly"mi dwaY"'i n 'the'.;slo·pe1'hei ght;··to"the ;'toe':""~ -". ",H.·,-..... ,., "
(c) The material exposed was generally light grey silty to
clayey sands. Several small water seeps were noted issuing fro~
the slope a~ various heights.
-,
.~ ,', .. ~ .~
.Shortly aftef. this inspection, excavation of the ~loughed material and
reconstructi on '\ of. ... the .. s 1,ope,',(;oJ!lQ1en,ced .. ~::]<Inspec.t~ ons "made: duri ng' excava ti'of}, .. ,
indicate that the soil conditions within' the slope generally consisted' .
of a lternati ng 1 ayers of compacted .... s i-l ty"to clayey .. sand·, and·.1 ean .. sandy "'~
clay having a mottled coloring r.anging from light grey to dark brown.
. ,
, "\ "\ " '
At this time, it was apparent that the outer approximate 1 to 2 feet of
'the slope is primarily silty to clayey sand. During excavation, a water
seep was noted near the toe of the slope and another pn a construction
bench about midway in the slope excavation. In this regard, local
information indicates that PQnding of water occurred above the slope at
various periods during the rainy season. "
~he test boring drilled above the slope 'revealed well compac~ed, damp,
, grey to brown silty sands, 'clayey sand and sandy clay which extended to
. a depth of approximately 49 f~et· where a 2 foot laYer of recompacted
topsoil consisting of sandy clay was encountered underlain by dense
poorly to moderately indurated sandstone of Tertiary age. No gro,undwater
was encountered in the test boring at the time of.drilling. Measurements
, were m-ad.e. per; adi ca )1.Y" dlir'j ng,'-th~"'s 1 optt·recon-sth.ic'tfo·o-·"a'nd no"groundwater
.-.. ' was apparent,"in' :the:",·test:bor,ing~.during~-th~se;,inspections •. -·;The last:·:·· ... ':.,) ,-
check on the well point was' made on March 17, 1976, '>/~'-..
, " • I hi "'-~ ....... I.t .. _l.~" 'tt '''''-''t'I.,1/' 'l·.I'~~ .. .,.,~' ... t-t"J\"',i? "'t~"9.,1,~! ....... \-I·""~ ... -t ... ''t .. 'l ... t>-t\ 'f"" j'\ ~~to'fr'" '\' If ~ 1 .... :~1~"~~ ,t.--..... /. r-PlI"," f' T 'I. ... ": • ~1I<"l • • ""'at" ~ ~"-r'''' .,'1"" ' .. '" ~ II", ~, •
-... ~~-. '-..... . \-
WOODWARD·CLYDE CONSULTANTS
.. , " .: oJ" ~:_" I ..... 1' . ; ... -",
L)()Ug I il;; Soutflwes t Cor'Pora 'C'I on
",...,-f Project No. 73-130 .' ..
.7"/ t~ay 12, 1976
Conclusions and Recbmmendations
Page j • •
," "J" ~. '~."" , ....... , " .. .,.,.~'<'\-.... ,.~.~ ... ~ .. 1;~(1'· .: ..... ~:.t"'.~:· ......... )' .. t:.~I'~~~ \~\ ....... ;./~"" -""I'.,,,,,,,~,~~~, •• :f.j"'J':":' ,:':. ; '; • .'K","sl .. '1 ',~~' " " ",' "" ... ..
'. "'" t i. "1".' • '~~ (T)" ;:·Ih '.sLiinm'a'ry r;,QLir,.:':'i ,'fspect,i QnS"'I·arid.:':test':~boti.ng,,7~t ;tbe·),i :te',:j·hdi ca t.~ ':. .. '~;."'.>/~:.;>'-: . ./
that the slope is composed of compacted layers and lenses of silty and ..
. , clayey sand wfth'''sandy c'lay"w'ith an' outer"l'to 2 foot layer of silty to
clayey sand. Results of our test boring did not reveal the presence of
a groundwater tabl e withi n the fi 11. It is our opi ni on at thi s ti'flle
that the water seeps observed during slope reconstruction are most
probably associated with ponding of water above the slope and are of a
temporary nature •
. .... I,'" .' , .... "i; •• 1<.~ ........... -.,..,..'t".~.; .. ,(~.' >-\.," .~ ......... ,:-r ••. '.~.(' "'4""" '/o,,;:~' .. 4.' l' . ~: .. , " .. ,.' .......... , ....... ___ ,'. ... ... r
, . ,": .. ". ','.:'.," .-;.:~; {2l""~' ·Ba·sed~··oh bur·i r'l~pe~ti oii~' :9l,~the~.s 19P·e~·an.9;b,~f~~·expe.t'i ~nc~~'''wj th ~.~~:, :)<,.:\: : >.:.~:;:>:,
-similar slope failures:' it is' our 'opinion that the cause of $.lope·failure '''''' .... , ...• .,"
-f' ., ..... " , ·"""can""be'"aYffiolrtecrto·"tne, .. tYj:5'i caTly-'T06s·er· ... s·oi 1 '<dn-"'th~~o·uter·-edges 'of"' . ... .. --~,
slopes becoming saturated during the rainy period and slipping in a
"sheet flow" under its own weight down slope. The water seepage probably
contributed to the sloughiflg.
(3) It is our opinion ... th,at. the mate~ial. expos~ed, 1.1! th~ ,?)ope. . . ... . .. _.,
during the .reconstruction procedure is a material which has sufficient .
'compacted ·strengths~· such' :tha t:-deep--:seated . slope:. fa i "ur.e~·i s·.~not ·n ke ly :~to:~' ;': ~:~.'" '.! .~:~~:<.
result. This conclusion assumes no excessive hydrostatic; pressures
exist within 'the slope;" none" were""iricrfca'tecj"by 'wat'er':level"'m-easurements"'<"'" .. , .. · .... 1'· J.
in the well point installed in the slope area.
(4) Based on a review of our final report of slope reconstruction
dated April 23, 1976, it is our opinion that the subject slope, as
. reconstructed, wi 11 have adequate i ndi cated factors of safety against
d t d 'f '1 '" .,.,,-,~. " .. ~ .... : ............... ',.' ... ' ...... ', .. ' ....... ' " eep-se~ e 'al ~r:e.· .... ·.· ... :t~.:~;;.:· . ..,..:·' .. : ... "':"';-!"'-':"'-.•.... _ ...... > .. ~' ............. , .. ': ... ', ., . . 1 ~,' ! ri,.:.,,::'} ,~~·.f.. ~ ,6 ; .. ~"~'~ ~~~ _ ::~~: ~~. ~~:.~l; .',:.~:~ ~~:~ .. ",. ~::.>~"/~,\~; .... ~~.:J:'~~~l\::r~!'~{·~.~ ·1~;~~,:.;j4. ~ _~~t,~*;~~/,:':'~ ~?{ }::~.;; ~:',: ~ ... ~~ ... :,~~:~.~~,~"f~~:::::~ '~~;'~~'~~!':L', ~",:1 ~;. "" •. ~,.~. . ~ ~ ~ ..
(5) 'In order to·'minlmi'z'e··the·"poss'ibilitY·of 'fi.Jtur·Ef slougning::it'··· '. '.' .. '"
"is recommended·-that·-the depressed-~area'-~causing' ponding' of·water·above·~ . ."''''7''.''
·the slope during rainy periods be provided with positive surface drainage.
and that adequate landscaping maintenance be provided.
~. 1'''.\' , 1, _
(6)' It'·...;s recommended that the ~el~,;.p0jn.t be.monitored periodically
during rainy periods for the next few years as a check on groundwater
conditions within .the slope .• If water does accumulate behind the slope,
additional studies I1my be required. ; . ;'.
) '~" .'" ". ~". :( ....... ' •• ~ ... -r '.' -'o,.~,,, •
If there are any questions conc~rn1ng our slope investigat',on, please
-, can or write. at your convani ence·. " .
WOODWARD-CLYDE CONSULTANTS
LJLjRPWjjd
(4)
.. "
.~~ .... , ..
Attachment· } ,. ~ ~"" 0 ... WOODWARD·CLYDE CONSULTANTS
<)..' ~ • I \ ( to • 1';. ... t ,# ".> '1..... ~ ..... to, '. . ; ,''' ..• ' .... ' •. ~., ':. ~. .. "! w' t< \" .. 10.... .. I ..
SilT IJncj CLAY
Mesh Open i n!) -, ins. Sieve,Sizes Hydrometer Analysis
3 2 I 3' 1. I 0 I 6 20 30 40 60 80 140 200
"~W' ~ •••• _.,.~ _, • _____ .,~ ..... ___ ._ o
10
I~
20
\
OU-~~~--~~~~~~----~~~"--~~~~~------~--~------~IGO
.' 100 ~50~~"~"" "1,0.0' 5.0" '1.0' , 0.1 0~05 0.01 ' 0.005 ' 0.001
'n" ., ,GRAI~' Slzt IN MI LLIMETERS
.-, "
SAMPLE, -, CLASSIFICATION AND SYMBOL -"'LL *PI
" , ),,~ .... ..
'(SM) " -Si i ty ':,sand " ' 33 " " l? . J ..... ' . . ., .,
" -4' Silty to sandy clay (CL) 37 19
(SC) \
5 -Clayey sand , ----' " .' . " \ . ' " , , I " . .. . . . , . , . /' ", . .
'/ A::;'; J 'f Li~u~:X~·"~~;,~!; .:0; ;:;:~'~; ~~ ~~: .:;~;,~.":,:~ ;:: >'~;,; ,::, ,,:,.,:; ,,' ,",. : ',' .. .J ,' ....
*p, = PI ast i city 'ndex .... , . ..,. ... "I}.'-. '.l, .... ;\".~." •• ~.;'}OOr t-"'l:·+~.~~'1-r':·:'I'::"!l'-·:f'" ''''':rl ".,.;.-o;";'l·~.'t1~·~t~r.\(rk~ 4 ~)l.,''''''~{J,-~:'''''':'''''i' I~\o;~'~""""" .... ".' .,
GRAIN SIZE DISTRIBUTION CURVES
CARLSBAD PALISADES SLOPE STUDY
DRAWN BY: ALS I CHECKEDBY:~~ I PROJECTNO: 73-130 I DATE: 5-11-1'6 1 FIGURE NO:
.~.. . .... " • t' ~ ,'" \" (' .... < ~" " -
WOODWARD·Cl. YD~ CONSULTANTS -r .. ' ..
• •
WOO:Q'WARD-C1YDE CO:NSULTANTS
CONSULTING ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS
WESTERN REGION
3467 Kurtz Street
San Diego
California 92110
Phone (714) 224·2911
·April 23, 1976
Project· No. 73-130
Douglass Pacific Southwest
P.O. Box 1114
Carlsbad, California 92008
Attention: Mr. Leonard Minor
FINAL REPORT OF ENGINEERING
OBSERVATION AND COMPACTION TESTING
SLOPE REBUILDING REAR OF LOT 4
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
RECEIVED
APR23 1976 ...
In accordance with the request of Mr. Steve Minor of your firm, we have
provided soil engineering services in conjunction with the regrading of
the subject slope at the Carlsbad Palisades Development. These services
included: .
(1) Engineering observation of the grading operation.
(2) ,Observation of the. placement of subsurface drains in connection
with the slope rebuilding ..
(3) Taking field density tests in the fill placed and compacted.
(4) Performing laboratory tests on representative samples of the material
used for fill.
Site preparation, compaction~ and testing were done between March g,
-1976 and March 17, 1976 in accordance with the IISpecifications for
Controlled Fillll in the Woodw~rd-Gizienski & Associates report entitled
IISoil Investigation for the proposed Rancho Agua Hedionda -63 Acre
Site, Carlsbad,California,1I dated March 3,1973.
. ~O~glaSS Pacific SouthW.-·~
/
/ Project No. 73-130
April 23, 1976 •
Grading of the subject site essentially consisted of the excavatiori of a
, sloughed mass of soil from the slope area, and disposing of this material
Q.ffsite fonowed by placing and compacting a stockpiled material ;·n the
excavation. The excavation extended 12 to 18 inches below the side0alk
level at the slope toe and for a distance of 20 feet from the curb. An
approximate 1 to 1 slope extended from base up to a bench 15 to 20 feet
above the sidewalk. The bench was approximately 10 feet wi~e and the
excavation sloped up on an approximate 1 ta 1 slop~ which day1ighted at
the slope face some 10 feet below tbe top of the slope.
Two drains consisting of a 6 inch perforated PVC pipe overlain by crushed
rock were was placed; one at the sidewalk level and one on the b,ench
midway in the slope. The perforation in the pipe were placed f~cing
downward in native material. The crushed rock, a relatively clean open
graded material, was placed over the pipe in a thickness of approximately
~2 inches. Fill material was then brought from a stockpile on the lot
above and compacted into the excavation. Upon'finishing the rebuilding,
the slope was track walked with dozer equipment.
As the site grading progressed, the compaction procedures were observed,
and field density tests were mClde to determine the relativecbmpaction
of the fill in place. Field observations and field density tests -results
indicate that the fill has been compacted to 90% or more of maximum
laboratory density. The approximate lo~ations of field density tests
and :the limits of compacted fill have been recorded on a copy of the
grading plan for reference. The' results of field density tests and of
relative compaction, expressed as a percent of maximum laboratory density,
are given on the attached forms.
Laboratory tests to determine moisture-density relationships, maximum,
dry density, optimum moisture content, and grain size distribution were
performed on representative s(lmples of the material used for fill. The
results of laboratory tests are given on the attached forms.
The inspections of foundation preparC\tion, types of materials and soil pl~cement and compaction as well as tests of compaction made during the
period of our services on the subjec't site were in a.ccordance wjth the.
local acceptable standards for this period. The conclusions or optrrions
drawn from the tests and site inspections apply only to our work with
respect to grading and represent condi~ions at the date of our final
inspection.
Page' 2
~glass Pacific SouthWW·
,/roject No. 73-130
/,/APril 23, 1976
We will accept no responsibility for any subsequent changes made to' the
site by others or by uncontrolled action of water or by failure of
others to properly repair damages caused by uncontrolled action of
water.
WOODWARD-CLYDE CONSUlTANTS
14129
LJL/JLH/RPW/EHP/we
Attachments
(5)
Page 3
WOODWARD·CLYDE CONSULTANTS
~""""""":\"~"'!" '-;;
, . '
'.MPACTION TEST RESULTS • /'
/ CARLSBAD PALISADES Apr; 1 23, 1976 ~;, NAME DATE REPORTED
)B NUMBER 73-130 (Slope Repair -Pad 4)
'TEa COVERED March 10 through March 17, 1976 PAGE 1 OF 1
WOISTURI: P'II:LD U_ORATORY RI:UT'YE DATE "'ST ItETEST LOCATION ELEVATION CONTENT pENa'TY DENSITY CON,.ACT'ON NUNS.:It 01' Ol'TI:ST "" DltYWT. I'CI' I'Cr '/0 OP'U •• DENS.
~CH 10 1 30' FROM W END TOE +2' 9.9 114.6 122.Q 93.9 2 50' FROM WEND +4' B.7 111.3 122.0 91.2 3 30' FROM E END +5' 9.3 112.9 122.0 92.2
~CH 11 4 lB' FROM E END +7 1 11.7, 117.B 125.5 93:B 5 MIDDLE +10' B.7 112.5 122.0 92.2 6 .20' FROM E END +13' B.7 109.0 122.0 B~.3 7 6 20 1 FROM E END +13' . 6.9 115.3 129.0 90.0 B MIDDLE +15 1 9.9 1.1 1. 3 122.0 . 91.2
:CH 12 9 30' FROM E END +16' 6.4 i l5. 3 129 .. 0 90.0 10 15' FROM E END +lB' 13.0 121. 1 131.5 92'. 1 11 MIDDLE +]9' 12.3 126.4 131. 5 96.1
CH 15 12 30' FROM ~! END +B' 9.3 112.5 122.0 92.2 13 MIDDLE +23 1 . 13.0 112.7 122.0 92.3 14 40 1 FROM WEND +13' 12.3 11B.O 122.0 96.7 15 25' FRO~1 E END +25' 13.6 114.2 122.0 93.6
CH 16 16 MIDDLE +2B' 13.0 112.2 122.0 92.0 ' 17 70' FROM WEND +1B' 11.7 11 1.4 122.0 91. 3 1B 100' FROM WEND +2B I 13.0 11B.4 122.0 97.0 19 60' FROM WEND +23' . 13.0 .110.5 122.0 . 90 •. ,6
:H 17 20 BO' FRor~ WEND +2B' 11. 1 115.6 122.0 94.7 21 50' FROM WEND +25' 11.7 113.0 122.0 92.6
/ " •
PLASTICITY CHARACTERISTICS
, Liquid Limit. %
"
Plasticity Index. %
Classification by Unified Soil'
Classification System
150 .......... , -...\ ...... 1 \-
1\ \ 1\ ZERO AIR VOIDS CURVES
_\ Ii ''\ 2.80 SG
\ 1\ 2.70 SG
1\ , \ 1\ 2.60 SG "
140 r' -r-t"r-=\:=t.t:\----2.50 SG \ 1\ \
\1\
.\1\ \
130 "1--+-+-1-\+[\-\+-\ \\\...,.,,!\
.... / (,J
0.
\1\ \
\\ 1\ ~ \ \
•
t-=~4"..""":::'::!!.!.T-----i SI L T & CLAY.
100
(,!) z 80
~ « 60 0..
I-~ 40 (,) ex:
l:e 20
o I I I !. I 'I
1000 100 10 1.0 0.1
GRAIN SiZE, mm
;
MECHANICAL ANALYSIS
DIRECT SHEAR TEST DATA
0.010;001
Dry Density ,..:...pc.:..:,.f ____ ----JI-_-+-_-J.----I
Initial Water Content, % .~~-~r--~--~--~
Final Water Content; % --~--~~-~--~~-4 Apparent Cohesion, psf -~~---~~--~----11---~
Apparent Friction Angle, degrees
SWELL TEST DATA
Initial Dry Density, pef ~~-~---;-~~------J1---4
Initial Water Content, % ~~~-----+--~~~~--~
Final pry Density, pef ~~-------+--~~--~~~I
Final Water Content, % --~-------+----~--~--_4
Load, psf 1-' ,
Swell, pereen~ ____ --L __ ...J...._--'_.....--,I
'I\r\. r-,.\
Maximum Dry
Density, pef
16
122.0
Optimum Moisture 11 0
Content, % •
II I
DRAWN BY:
MOISTURE CONTENT, %
10 20 30
LABORATORY COMPACTION TEST
CHECKED BY:
FILL SUITABILITY TESTS
tARLSBAD PALISADES
PROJECT NO: 73-1 30
SAMPLE LOCATION
16 PAD 4 SLOPF FILL' (BORRm PIT)
FIGURE NO:
WOODWARD·tl YDE CONSUL TA'NTS
/
15 0
14 0
13 0
120
110
00
10
. PLASTICITY CHARACTERISTICS·
Liquid limit, %
Plasticity Index, %
Classification by Unified Soil
Classification System
, \ i\
1\ \ 1\ ZERO AIR VOIDS CURVES
\ 1\ ' \: 2.80 SG
\ I\-r-2.70 SG
1\ \ \ 1\ 2.60 SG
\ 1\ , \ 2.50 SG
.~. 1\ \
\\ ~
'\ K \
f'\' \ 10/11
11\ .\\ 1\
1/ \ \\' \
) \ \ 4
j 1\\ 1\\ \
/. !\\ \\
1\ \ !\ .' \ \ \\ ..-(.) 1\ \ \ i\ 0.
1--\ \ \\ I
(!) \ \ t\ LU
~ \ \ 1\\ I-
Z 1\ " \ ~ :::> \ 1\ >-I\. a: f\ .\ l\ 0 b----:
\\ 1\'
1\ f\.'
1\.\
\
Maximum Dry 10/11 4
Den~ity, !'let 1.11 r.:. 125
Optimum Moisture
Content, % 9.0 10.
1 1 J I MOISTURE CONTENT, %
10 20
,\
,\ r\
,\ r\'
1,\ r\.
.~
.~
~~:!::.+--'-!~-r--~ SILT & CLAY
100
(!) z 80
~ « 60 0-
I-m 40
C,) a: ~ 2 o
o I. I I I I .1 I
1 000 100 10 1.0 0.1' 0.01 0.00.1
GRAIN SIZE, inm
MECHANICAL ANALYSIS
DIRECT SH
Dry Density,
Initial Water
EAR TEST DATA
pcf .
Content, % ~------~---+----4---~
Final Water Content, %
Apparent Co hesion, J'lsf
Apparent Fri etion Angle, degrees
SWELL TES T DATA
Initial Dry D erisity, pet
Initial Water Content, %
Final Dry De nsity, pef.
Final Water C ~. ontent, %
t-Load, pst
Swell, percen
1 and 2 pointers
~\ r\' l\ SAMPLE LOCATION
1\.\ ~" " '\ ."\ ~t\.
'\ K: r\
" " 1\..'\
'" ~I
30 40 LABORATORY COMPACTION
LABORATORY COMPACT/ON TEST TEST MET~OD: ______ --,-
FILL SUITABILITY TESTS
CARLSBAD PALISADES
AWN BY: . • CHECKED BY, PROJEct NO: 73-1 30 ------~----~~----~----~----~
• •
WOODW,ARD·CLYDECONSULTANTS
WESTERN REGION
3467 Kurtz Street
San Diego
California 92110
Phone (714) 224-2911
CONSULTING EN(i!NEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENT
March 4, 1976
Proposal No. P7~C06
Project No. 73-130
Dougl ass Southwest Corporation
P.O. Box 1114
Carlsbad, California 92008
Attention~ Mr. Leonard Minor
AGREEMENT 'FOR SOIL ENGINEERING SERVICES
INVESTIGATION AND RECOMMENDATIONS FOR SLOPE STABILIZATlQN
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
In accordance with your request, Woodward-Clyde Consultants i'S proceeding
with additional soil engineering services in connection with the subject
project. These services will include:
(1) Periodic visual inspections of the slope.
(2) The drilling of a test boring to check on th~ groundwater conditions
at the back of the slope.
(3) Research available information and publications relative to current
slope stabilization.
(4) Analyzing field conditions and preparing conclusions and'recommendations
for slope treatment. .
(5) Presenting our findings and conclusions and recommendations in a
letter-type report.
, A preliminary soil invest~gation and other studies have been performed'
for this project by Woodward-Gizienski & Associates under the·ir Project
No. 73-130. This data is available to us and will be used, as required,
to adequately perform our services.
/'~ Ooug 1 as s Southwes t.'oora t ion Proposal No. P76CO ,
Project No. 73-130
MarCh 4, 1976
•'
, .'
It is anticipated that our services will incur an overall expense ranging
from $1000 to $1100. lnvoi ces for these servi ces wi 11 be sent to Do'uglass
Southerwest Corporation at the above address. A charge of 1% per month
on the unpaid balance will be made on accounts older than 30 'days from
date of invQice. If any action is brought to enforce this agreement,
the prevailing party shall be entitled to recover reasonable attorney's
fees.
The work involved will require the services of various personnel and
certain types of tests. Charges for these will be in accordance with
pertinent services and tests taken from the attached List of Charges.
We appreciate the opportunity of working with you on thi's project.Yo~r
signature below will be acknowledgment of our mutual understandi.ng.
Please return the original to this office for our records.
Very truly yours,
LJL/we
Attachment
Page 2
AGREED TO THIS, ____________ DAY OF_'_' __ '_'_'_'_'_' ._._ .. _._. ' ___ ,1976
FIRM ADDRESS ____ ·_·_· --..' ,_. _. _ .. _.."..-_-,.-__
BY ______________________ ~ ________ ___
WOODWARD-CLYDE CONSULTANTS
W,on·nWA· ',An ·CLY:D'E-Cc'O:!',N:SU>:LT-A-","T'-S' .1 lQU· _ '; , ., •. "I.' '; -n
CONSULTING ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS
WESTERN REGION
3467 Kurtz Street
San Diego
California 92110
Phone (714) 224-2911
June 27, 1975
Project No. 73-130
Douglass Pacific Southwest Corporation
Post Office Box 1114
Carlsbad, California 92008
Attention: Mr. Leonard Minor
CARLSBAD PALISADES, UNIT NO. 1
CARLSBAD TRACT 73-8 STREET SUBGRADE AND BASE
COMPACTION TEST RESULTS
CARLSBAD, CALIFORNIA
:
Attached are the results of field density tests taken at the subject .
project at the request and under the direction of Mr. Steve Minor, Project
Supervisor-, on the dates indicated and at the locations given.' Also
attached are the results of laboratory tests performed on a sample of
the materi a 1 used for fi 11.
These tests represent the relative compaction and water contents at the
locations tested. Opinions as to the relative compaction, wat~r content
or suitability of the fill in areas not tested will be expressed by Us
011 ly \"here we have observed thep 1 acement of such fil 1, and have sati s-
fied ourselves tha~ construction procedures followed in other areas are
represented by the areas tested.
WOODWARD-CLYDE CONSULTANTS
JLHjRPvJjEHP jen
Attachments
(5) Douglass Pacific Southwest Corporation
'(6) Rick Engineering .
// .OMPACTION TEST RESUL.
/' /fi NAME CARLS~AD PALISADES UNIT NO • 1 DATE REPORTED 6/27/75
JOB NUMBER 73-130 (STREETS--SUBGRADE & BASE)
DATE6C~)vERED JUfle 19 through 23, 1975
DATIE
JUNE 19
JUNE 23
TICST
HUMP"R
SG-10
SG-11
SG-12
SG-13
8-11
,
8-12
8-1-3
8-14
RETEST
01' LOCATION
PALISADES DRIVE UNIT 1:
OPPOSITE LOT 63
OPPOSITE LOT 88
OPPOSITE' LOT 107
OPPOSITE LOT 115
PALISADES DRIVE:
OPPOS ITE LOT 63
OPPOS ITE LOT 83
OPPOSITE LOT 95
OPPOSITE LOT 111
, -
PAGE $-1 OF $-1
MOI.TURK YIELD J.AISORATORY REIJ.TlVE ELEVATION COHTENT
OF TEST 'flo DRY-WT. DENSITY DENSITY COMPACTION Pc" reI' _ % 01' LAD, DEI".,
Subgrade 8.7 120.1 128.5 93.5
II 11. 1 119.7 128.5 93.2
II-11.7 120.6 128.5 93.9
II 9.3 118.2 128.5 92.0
Top of
Base 8.1 130.7 130.0 100+
II 8.1 131. 7 130.0 '100+
II 7.5 120.8 -130.0 97.6
II 8.1 128.0 130.0 98.3
150
140
130
120
·110
100
90
PLASTICITY CHARACTERISTICS
Liquid ~imit. %
Plasticity .Index. %
Crassifj~ation by Unified Soil
ClassiliC;;ltion System --
\ \ :\
\ -\ 1\ ZERO AIR VOIDS CURVES
\ '\ ' \ 2.80 SG
. -
100
~ 80
~ ~ 60
I-m 40 (.) a:: ~ 2 o
0
3 ~ Ij. 10 40 I
\.
-\
\
\
1\
~ '-15
'\
r r r 1-1 -1 I , t -
---2.70 SG 1 1\ 000 100 10 1.0 0.1 0.01 0.001
\ 1\ 2.60 SG
\ !\ \ 2.50 SG
GRAIN $~ZE, mm
MECHANICAL ANALYSIS
\ .~
\\ ~
\ 1\ \
. \ 1\ DIRECT SHE AR TEST DATA
15 .-, ~ ~~ \ 1\ . Dry Density, ,/ \ ~ \ /' Initial Water \ \ ~ Final Water C '\ i\ \ \ Apparent Co \\ \\ Apparent Frie 1\ \ 1\
pef
Content, %
ontent, %
hesion, psf
tion Angle, degte~s -•
..... \ \ .\\ u-\\ \ 1\ 0;
1-' \ 1\ ~\ J: ~ ,\ \' \ -SWELL TES
LU
T DATA
~ \ 1\ ~\ Initial Dry De I-
Z i\\ \ f\. Initial Water
;:) \ \ ~\ Final Dry Den >-
nsity. pet
C(;mtent, %
sity, pef
a:: \ f\\ 1\ Final Water C Q , ontent, %
\\ \' Load, pst
1\ \ ,\ ,.
\. Swell, percent
\\ ,\ 1\
\ \ \.\
-\. \. 1\\
"-t\\ l\ SAMPLE LOCATION
Maximum Dry 15 \['\\ l"'~
Density. pcf 130.0 '\ ~'\ ~t\. 15 Oppos He Lot 25
Optimum Moisture 8.5 \ '''\. r\
Contont,% .'\ " '" MOISTURE CONTENT. % 1"'-~l
10 20 30 40 LABORATORY COMPACTION
LABORATORY COMPACTION TEST TEST METHOD: ASTM-O 1557-70 A
FILL SUITABILITY TESTS
CARLSBAD PALISADES
ORAWNBV: A.s.1 CHECKEDIlV:# I PROJECT No:. 7J-130 I DATE: 5/16;75 I FIGURE NO: 1
WOODWARD·CLYDE Cor~SUl TAN'fS
3467 KURTZ STR~ET
SAN DIEGO
CALIFORNIA 92110
(71,., 224-~11
•
April 22, 1975
Project No. 73-130
Douglass Pacific Southwest Corporation
Post Office Box 1114 .
Carlsbad, California 92008
, .
Attention: Mr. Leonard Minor
INTERIM 'REPORT OF ENGINEERING
OBSERVATION AND COMPACTION TESTING
CARLSBAD PALISADES UNIT NO. 1
OFFSITE FILLS (FUTURE U~IT NO.2)
CARLSBAD, CALIFORNIA
'.'
, .
In accordance with your request and our proposal dated July 29, 1974, we have
provided soil engineering services in conjunction with the placing of offsite
fills at the subject site. These services included:
(1) Engineering observation of the grading operation.
(2) Taking field density tests in the fill placed and compacted.
(3) Perfonning laboratory tests on representative samples of the mat~rial
used fGr fill.
Site preparation, compaction and testing were done between November 21, 1974
and February 25, 1975 ;'n accordance with the "Specifications for Controlled
Fillil in our t'eport entitled "Soi1 Investigation for the Proposed Agua Hedionda
63 Acre Site, Carlsbad, California", dated Marcb 3,1973.
Fill was placed, compacted and tested in the.fo1lowing areas during the grading
of Carlsbad Palisades Unit No.1: '
(1) A cut slope located south and adjacent to Tamara,ck Avenue in future Uni t
No.2 was excavated and rebuilt with compacted fill to buttress the
slope in accordance with Section B-B of the approved plans. Minor ad-
ditional fill was plac'ed above the buttress to accomodate a water line.
This latter fill was placed in an area designated as an extension of
Neblina Drive and a future street.
(2)
(3)
'.'
•
Fill wasplacee, compacted and tested east 'of the temporary accessro~d,
and north of Bui.lding Pads 115 through 119 and Pad 10'6. '
Fill was placed, compacted and tested in an area southwest of Palisades
Drive. approximately 300 feet north of its intersection with Tamarack
Avenue. This was a daylight fill placed to provide drainage.
Oompaction procedures were observed. and field density tests were made to
determine the relative compaction of the fill in place. Field observations
and field density test results indicate that the fill has been compacted to
90% or more of maximum laboratory density. The approximate locations of
field density tests and the limits of compacted fill have been recorded on a, '
capy of the grading plan for reference'. The results of field density tests
a'nd of relative compaction. express'ed as a percent of maximum laboratory
d,ensfty., ~re given on the attached forms. '
Laboratory tests to 'det~nni ne lTlGisture-densi ~y relationships, maximum dry
dens'lty, optimum moisture content. grai n size distribution t plasti city char-.
acter; sti cs, and strength, and swell cnaracteris t1 cs were petfonned on repre-
sentative sampl es of the material used for fill. The results of 1 aboratory
tests are given on the attached forms.
It is our understanding that add;tiona.lgrading will be done in these areas at
a later date. Foundation recommendations will be made in our final report at
the completion of grading.
The elevations of compaction tests shown as finished grade (FG), tests corres-
~ond to the elevations shown on the grading plans for "Carlsbad Tract 73-8
(Carlsbad Palisades Unit NG. 1)", Sheet 6 of 6 in prints dated September 19,' ,
1974, prepared by Rick Engineering Company, San Diego, California. Elevations
and locations shown in this report are based on field surveys established by
others. '
This report covers the fill placed under our observation during the ·d~tes
specified herein. Additional fill placed after these dates should be compacted
under thecIDs'ervatial1 of this office and tested to assure compliance with the
earthwork specifications for the project. This office should be contacted at'
least 24 hours prior to start of grading operations.
The inspections of foundation preparat;'Gn, types of materials and soil place-
ment and compaction as well as tests ·of compaction made during the period of
our serVices on the subject site were in accordance with the local acceptable
standards for this period. The conchlsions or opinions drawn from the tests'
and site ins'pections apply only to Gt:ir work with respect 'to grading and repre-
sent conditions at the date of our ffnal inspection.
...
Page 3
We will aeeept no responsibility for any subsequent changes made to the site
by others or by uncontrolled action of water or by failure of others ttl.
prop.erl,y repair damages caused by uncontrolled action of water.
WOOm4ARD-CL YDE CONSULTANTS
l~l/JLH/EHP/en
Attachments
(4) D~uglass.Paci:ic Southwest Corporation.
(1 ) R, ck Engmeerl ng Company
, ..
'$ '~':~"~f~·'''f·-f?:~ /'-
~/' ..
.OMPACTION TEST RESUL.
Ja. NAflilll CARLSBAD PALISADES UNIT #1 (FUTURE UNIT #2) • DATI: R£,.o"nc 4/22/75 ."
J~ NUMal:R 7~-130 (STREETS)
DATUCOVl:I'lItD February 20 through February 25, 1975 PAGE S-1 0,. S-1
MOItn'UItE !"IItLO "'.OItATORY ItELATIYC
DATil TIIaT ItIiTEaT
NUM.Iit'! OF
,"OCATION ELEYATION COHTIINT OIlHalTY 'OIlN,arTT CO .. ,.Ac:TIOH
01" TEaT '110 OilY WT. PCI', PC, .. OF t.A8. PEN ..
OFFSITE STREET FILLI UNIT #2
FROM eTR LINE OF.tAMARACK AVE:
FEB. 20 S-l STATION 11+63, 186 1 S 202 1 11.7 119.6 i 27.0· 94.1
$-2 11+90, 186 1 S 204 1 12.3, 118.2 127.0 9,3.0
5-3 12+40, 2241 $ 206' 9.9 118.9 125.5 94.7 -
5-4 12+25, 197 1 S 208 1 11.1 117 .6 128;5 91.5
5-5 ' 10+85 t 197 1 S 210' 13.6 112.3 121.5 92.4
FEB. 21 5-6 STATION 12+25, 236 1 S 212' 12.3 114.0 121.5 93.8-
5-7 11+62, 212'$ 2141 13.0 112.7 121 .S 92.7
5-8 12+36, 270' 5 216' , 11.1 119.4 128.5 92.9
5-9 1(1)+87, 226 1 S 218 1' 10.5 118.5 12,8.5 92.2
5-10 11+75 f 254' S 220' 11.1 117 .6 128.5 9-1'.5'
5-11 12+20, 266' 5 2241 10.5 111.3 128~,5 91..2
5-12 12+27, 314' S 5G 2,26' '12.3' ll9'.2 128'.5 92.7
£!B .. 24 5-13 STATION 10+39, 220' 5 5G 220' 11.1 11,8.6 l28.5 92.2'
~ . .,'
'W,OODWAlO • GlZIENSK'1 & A'S:S:O:CI'Al'ES
COHSUUING ~Oll. ANO rOUNOATION (NGINEfAS AM/l' GCOL~"TS
/' .OMPACTIOK TEST RESUL.
~~ I)"T.RI:PoMT~ 4/22/15 ' /;loti N"MIl CARLSBAD PALiSADES UNIT 1
Jotl NUMall:1!I 73-130 . ' '(VJESTERL Y OF;FSITE FILL)
D"~. COVERED November 1 through December 2, 1974 "AGI: wO-1 0.. Ji/ti-1
-MOIIlTUJia I'II:I,D u.So\iAi'QIU ~"ft !to\\'II 'laT ~T LOCATION EL&VATIOH CONicHT OllNiI'''''' Hie.,n CQ1.""CTIQtf "~~!lIt" 0, Ol'TC.T 'lit ~Y'iWT. l"C' ~ ~;)Y~'.~t,I!i ..
FROM TH~ CENTERLINE OF EL
CAMINO REAL:
NOV .. 1 1 STA 504+47, S. 135' 114' 9.9 116.3 '125.5 92.6
NOV. 19 2 STA,S04+00, S 108' 116 1 11.7 118.0 118.0 9@.8
NOV._f2. 3 STA 504+73, S. 173' HS" 12.3 105.3 111.(;) 9ll);.0' ~
NOV. 22 4 STA '5'04+20, S. 185' 120' 13.6 112:.9, 117.0 9'6'.4
, .
NOV. 25 5 STA 5'!15+30, S. 14B' 124' 12.3 108.3' 120.0 90,.2
NOV. 26 6 STA 505+6'5, S. 88' 128 1 11.7 113.1 119.0 95.5
O£c. 2 7 STA 505+44·, S. 219' 132' 9.3 109.5 121 .. 5 90:.1-
DEC. 13 8 STA 5G6+53', S. 148 1 136' n.7 110.3 118.0 93'.4,
DEC. 19 9 STA. 506+17, S. 240' 138' 14.3 110.1 1l5~5 95.8
10 STA. 504+78, S. 115' 138' 13~6 108.2 115.5 93.6
DEC • 20 11 STA. 5Q4+64, 54 255' 140' 11.7 107.9 118.0 91.4 • ~_m. 12· STA. 505+84, S. 162' 142' . 11.7 112.0 118.0 94'.9'
JAN. 15 13 STA. 506+90, S. 242' 144' 13.6 104.1 115.5 9(1).1
14 STA. 506+12, s. 103' 146' 12.3 105.6 115.5 91.4
JAN,. 16 15 STA. 505+20, S. 165' 148' 12.3 113.2 118.,5 95.5
16 . STA. 506+26, S • 152' FG 150' 11.7 108.3 118.'S 91.3
JAN. 17 17 STA. 506+13, S. 285' 152 1 12.3 n2.5 121.5 92.5 .... -18 STA. 504+50, S. 295' 154' . 10.5 110.2 118.5 92.9
JAN. 20 19 STA. 504+26, S. 160 1 156' n.1 109.9 118.5 92.1
'20 STA. 504+75, S. 375' 156' 11.1 108.3 118.5 91.3
gAN. 21 21 STA. 505+62, S. 320' 156 1 13.0 108.9 118.5 '91.9
JAN. 23 22 STA. 505+00, S. 21'5 1 158' 12.3 109.9 118.5 92.7 ..-
JAN. 24 23 STA. 50'5+05, S. 303' 158 1 12.,3 111.4 121.5 91.6
24 STA. 405+30, S. 100' 160' . 13.0 114.2 121~5 93.9
2S STA. 504+70~ S. 320' 160 ' 11.7 111.8 121.5 92.0
26 STA. 504+60, S. 39Q 1 162' 12.3 113.5 12.1. 5 93.4
WOODWARD· GIZIENSKI & ASSQCIATES
COlI_liNG S1)1i. AND rOUHO'"TION 1"&'"'lllS AND ClECl.OG.ITS
~ 'i'·"",.""J"~~7,-,t~"'f :\1~0.i;l~r~ .. " ..... , ...
/ ~COM·PACTION TEST RESU.~' //' ~.c ~;-
/" .CARLSBAD PALISADES UNIT #1 Joe NAMIl DATI: RI:POltTED 4/22/75 •
J~ NUM.tlt 73-130 (FUTURE UNIT '2 OFFSITE FIll)
DAn. COYEltED January 8 through F~bruary 19, 1975 "AGE 2 ... 1 0"2-1
Moui",". 1'11lU) LA.OItATORY ItItLATiVI
DATIl 'TIIlIT RlTI[IT -L.OCATIOH IlI.IVATIOH cOIiCUNT D&NIITT DItNIITY colli "ACTION
"UN.1l1t 01' OI'T&ST , DIIYWT. PCI' PCI' "" OI'~.DIDCL
FROM CENTER LINE OF TAMARACK AVE:
JAN. 8 1 STATION 8+86, SOUTH 100' 153 1 13.6 115.2 118.5 97.2
2 9+15, SOUTH 75' , 155' 13.0 114.1 118.5 96.2
3 9+00, SOUTH 120' 157' 13.6 114.8 119.0 . 96.4
4 9+38, SOUTH 65' 159' 13.6 113.2 119.0 95. 1
,
JAN; ~ 5 STATION 8+90, SOUTH 84' 161' 13.0 112.8 119.0 94.7
FES. 7 6 STATION 9+26, SOUTH 86' 163' 11.7 109.3 119.0 91.8 .
7 10+05, SOUTH 49 I 165' 12.3 110.6 119.0 92.9
8 9+03, SOUTH 98' 167' 8.7 116.2 127.0 91.4
FES. 11 9 STATION 9+63, SOUTH 46' 169' 10.5 118.5 127.0 93.3'
10 10+40, SOUTH 60' 171' 10.5 118.8 128.5 92 •. 4
11 9+ 11, SOUTH 110 I 113' 11.1 117.3 127.0 9'2.,3
12 11+16, SOUTH 46' 175' 9.9 116.8 127.0 91.,9
fEa. 12 13 STATION 9+61, SOUTH 78' 177' 12.3 119.7 128.5 93.1
14 10+62, SOUTH 76 1 179' 11.1 118.2 128.5 91 •. 9
15 9+43, SOUTH 108' 181' 9.9 117.7 128.5 91.5
16 11+89, SOUTH 46' 183' 9.9 120.5 128.5 93..1
17 10+17, SOUTH 84 1 185' 10.5 . 119.,6 128.5 93.0
FEB. 13 18 STATION 12+40, SOUTH 74' 186' 14.3 115.9 118.0 98.2
.19 9+~2, SOUTH 141' 187' 12.3 119.9 128.5 93.~
20 11+90, SOUTH 87' 188 1 13.6 109.3 118.0 92.6
21 11+02, SOUTH '102' 190' 11.7 117.3 127.5 92.0
22 9+60, SOUTH 119' 192 1 10.5 117.8 127.5 92.3
FEB. 14 23 STATION )1+90, SOUTH 106' 194 1 11.7 119.2 127.5 93.4
24 10+68, SOUTH 119' 196' 11.1 118.5 127.5 92.9
25 9+62, SOUTH 153' 198' 11.1 117.5 127.5 92.1
26 11+40, SOUTH 15·2' 200 1 n.7 118.7 128.5 92.3
FEB. 18 27 STATION 10+18, SOUTH 120' 202 1 13.6 114.3 121.5 94.0
28 £H82, SOUTH 170' . 204' 13.6 113.2 121.5 93.1
29 9+40, SOUTH 133' 206' 12.3 118.3 128.5 92.0
30 10+13, SOUTH 139' 208 1 10.5 117.5 J 27.0 92.5
FEB. 19 31 STATION 10+32, SOUTH 183' 210" 11.1 116.3 127.0 91.5
32 10+30, SOUTH 166' 2121 13.6 111.9 121.5 92.0
33 9+84, SOUiH 194' 214' 10.5 118.8 127.0 93.5
34 10+36, So.UTH 172' 216' 12.3 117.5 128.5 91.4
35 9+93, SOU"TH 187' 218' 10.5 117.7 127.0 92.6
36 10+21, SOUTH 201' 220' 9.9 116.5 127.0 91. 7
WOODW-ARD • GIZIENSKI & ASSOCIATES
CONSulTING ~OIL ""0 rOUND" liON ("GIN-tiltS "",0 GfOL,OCII\l" .
·~'IJI}~~ -_._-----. -
/ /
.OMPACTION TESTRESUL.·
.Joe NAMa CARLSPADPALISADES UNIT 1 DATI[.R£I'OATII:D 4/2//75
.lOll NUN.EIl 73-130 (SOUTHERLY OFF~SITE FILL)
DATEI!I COV~"ED December 2, 1974 through January 28, 1975 ftAGESO-l 0,. 50-1
IIOI.TUIIII .'ItLO LA.ORATORY IIItU,.'VIl ~TI: """T III1TII.T L.OCATIOH I:LICVATIOH CONTIeNT ·DII:'NIIITY DiM.ITY 'COM-PACTION ·NU ... 1:1t 01' 01"'1'&.'1' ... DIIYwT. 1'<:1" PCI' % 01" &.All. OlEN"
FROM tHE CTR LINE OF PALISADES DR: .
DEC. 2 1 STATION 4+36, SOUTH 29' 132' 13 •. 0 108.9 118.0 92_.2
DEC. 13 2 STATION 4+70, SOUTH 34' 136' 12.3 118.2 127.0 93.0
DEC. 23 3 STATION 3+75, SOUTH 50' 140'-11. 1 116.8 127.0 91.9
JAN. 17 4 STATION 5+26, SOUTH 40' 142' 11.7 112.3 -121. 5 -92.4
JAN. 27 5 STATION 4+20, SOUTH 55 1 144' 12.3 1-10.3 121.5 90.7 6 STATION 3+30, SOUTH 35' 146' 11.7 111. 7 121.5 ·91.9
.JAN. 28 7 STATION 5+70, SOUTH 55' 148 1 12.3 109.6 121.5 90.2
8 STATION 4+82, SOUTH 66'FG 150' 13.0 113.0 12.1. 5 93.0
,--
WOODWARD· GIZIENSIO & ASSOCIATES
CONSULTII<G "OIL AI<o FOUI<DATIOl< 'I<GII<UII' ANO QlOLOCISTS
(' .!
: :
.: ~'=" I, ;_Ql . :
. '. 'PUSl'lCrW 'CHARACtER.! Silts: ~ :r _____ " ~.'''~ __ '-~ .... __ ,_~'-.~~"~~ _. . . ... ,. ~
I '. ~
;: ti·4ui:d :ljmit~ ~ . , ~~ . . , i; •
1 ;,~ip'.l~~t-i~.i:t;:lna~x.l~ ",
, : tCranifiCdi.Qii 'by: ,Qftif,i~lf$on
:: iC1Jl:siHcatiCHl·Sy,s,1.e.i
l'
---~ .--"-• ,-~~ -, I
1"2 3> : . ~ ",-,. .". ( . ", , ~~'~;:_j6'_,::2~'~~_:!
sc , ! 'I
f,>'~_,W~'_'-'_ ~, ~_'A' rg-::-,-.>ar7··'-_-''i ·~~·.:""-."-f~(t~.j.fi1-~.-i& ~.~."~-, ,
" ~
I
::-~,_~, --_~ _~. : • ___ , '0-_, __
, !
"
:;
i
\ ----
, i. :90: 'Q"XID :D:RV
" 'OEMll TV. 'pc1, .,
I
, . :; ,
l" I;
(
: .
,l
,i , ' ,I
, , ',. ,", ~
'oprj'I'IJM~M'O 'GlURE
; :CO!lTEM)' •. ~
i : . ; ~'.' t' -
",0 ZO 30; itW
., .. '
;IJaRltOtf ;OtWACTJ~' tt:S;.:.-T~ .......... _____ ioiiiloooioo"""""~_~_ ..... ,' ~,,~~_' .. " ..... 'iI!io!i-'iiooIiJI' --__
flll.'SUltABILll'f tEsts: tAtdlSg~DPAL:t.SAr;)'~S, urU!' NO.l " i '" ----". --~ ~-~,,' ,-"'---" '~--,',
---, ~. ' I
-, .. -,. i' DlREC1·SHtAR TEST DATA "'
Dry Oeo~ity, pcf , ,
tnltia. w._ter Content. ~ ~
Final Water Cont~nt, ~'
Apparel'll Cohesion. p&f
~pparent Friction ,Angle. \)
"
,~W'ZERO AIR VOIDS CUR'YES
I--+-~~~," '~'\
.\ "
\,~2.70 S.G. ,
130 ~-4--+-~, 4\~[\/ 2.60 S. G.
.. 1\ , ..... 2.50 $.6,.
!\ l\....-~
'.\1\
1\ \
o ' I. I I I . ,I I :I I
1000 '100 10 1.0 0,1 0.01 0.001'
GRAIN SIZE 1M Mllll~ETERS
PLASTI C f 1Y CHARACTERISTICS
liquid limit. ~
PI alt i ci t y I "Clex • ".
Classification bYlIni,fied Soil
Classification Systea
SWELL TEST DATA
Initial Or~ Density. pet
Initial Water Content. ~
load.' psf
Percent Swell
" ,
'"
4
33
15
SC
4
-
--
-
;'
5 " 6:,"
34 32 :
, 11
SC sc
5 6
,)05.7 ...
12.1 -
160 '. -"
.' 3. 9 -
, " SAMPLE LOCATION
\. ~ '\. 4 'Pad 15 . ~~~~~~+-~~~~I'~I.~,',~ ~ ~~~~~ ____ ~ ________ ~
4 5 6 t\ S Pad 53, lot 2 90 ~AX I fi«JM DRY
OEMSI TY. pc,f
'OPTIMUM·MOISTURE
COtHEltT. ~
LA~ORATORY CQMPACrtON
121. 0 118..0 117. o"~~ ~6 -+-.i-pa.;.;,.;d;;....2;;;..;;2~...;...;...~------i
~ ,'~~'~~~~~~--____ ~ ____ ~-J
"1. 5 12.0 12. 5 \.. \.. t\.
TIST Io4E11tOO: ASn1-D1557-70}.'
, FU.l SUITABILIlY rESTS,
tARlSBAD PALISADES
UNIT NO.1
Z I ENSKI & ASSOt I ATts
"",..,. -----,-, > --. • • MlECHAH I CAL ANAL YSI S ." 3 a q 10 '10 200 100 -~ DIRECT. SHEAR TEST DATA 1 80 Dry Density,. pet (.!) "., x " . -.
.Initial Water COntent. 10 c;; . i\\ \.. ~7 !:1 60 " 9..:;,' M\ C1. Final Water Content. % I-\\ "'-ffilW Apparent Cohesion. psf ..., ~"' t-..... .-0::.-.. UJ ~ ,.~ Apparent Friction Angle. c A.. 20 ..... " .
lj I.
0 I I f I , , , I
1140 1000 100 10 1.0 0.1 0.01 0.001 \ 1\ ~ZERO AIR VOIDS CU~VES GRAIH srZE 1M MILLIMETERS
\ \-IC~B8LE~IG~ArE~ lei S:MEi]SILt & CLAY] V' \ , -\ \ ..
\ V2.7G 5.G. ,
130 \ PLAST' C 11Y CHARACTER I:ST ICS \~2.60 S.G. 7 8 9 i\ ~~V2.50 ~.G. Liquid limi t, % 34 -36.
1 '\ ~\ Plasticity Index. r. 15 -20 1/ 1\ \\ 'Classification by Unified Soil 1: R'\\ 120 .g--. Class; fication System CL SC SC ! ,/ 1\' ~'" :R ~ 7" "\ I~\I\ .
.... r ..~ v V a.
7 :::;;: 7 -\ I~'~ ..... -; SWELL iEST DATA 9 9A 'ffi r-..' ,\ ! 10 L::j
)r. '\ ~ t\ Initial Dry Density, pef 116.1: 115.0 l-.. -
% 1\ \ Initial Water Content. ~ ll.4 13.6' '-:::> "
>-\ \ f\ Load. pst" 160 ,160 , 0: Q f\ 1\\ --
\ \ i\ Percent Swell 3.2 0.8 1,00 \ f\ :\.
" -
\\ i\ SAMPLE LOCATION
\ ~~ 7 Section A ... A, Stat-i-on 488+5"0
90 HAXIMUM DRY 7 8 9 i\ 8 Pad 1 ~
DENSI TY. pet 115.5 121. 5 127.0 ~~. 9' Tamarack Ave. Station 2+00 OPTIMUM MOISTURE 'f\!
Co!(TENT. '/. 15.0 13.0 11.0 I\. I\. r-..
~ ~\..
80 0
MOISTURE CONTENT, 7-~~)
10 20 30 40
lABORATORY COMPACTI~~ TEST
Fill SUITABILITY TESTS
LABORATORY COMPACTION . CARLSBAD PALISADES
TEST MEl1fOD: ASTM-D 70 A -UNIT ,NO. 1
WOODWARD -G I Z I ENSI< I & ASSOC I ATE.S
COHSULTiNG SOIL AND FOUNDATION ENGII~'EERS AND GEOLOGISTS
. SAN 01 ~GO. CALI FORN I A . .
OR. BY: GS , SCALE: ---. PROJ.HO: 73-130 , ' CK'D BY: i~~,tl1) DATE: 12/13/74 PAGE :l nf Ii ~ ------.---
~ .. " . .....:.-....... -",~ ... ~...... . " --• IRa _ • ....... 4
: t.ECHA.~ I CAl AMAL YS I S
100 ~ __ ~3~~a~~_'~O~.~~~~~r-~~~
I\~ 1\. DIRECT SHEA~ TEST DATA 10 11 12
Dry Qensity, pet -107.7 106.5 80 .
C!J x
\\\. \ \ .
Initial Water Content. ~ -13.1 13.0 Ci) ~ 60 \ kf-12
final Water Content. ~ 16.2 18.0 a.:. -~
Apparent Cohesion. psf 240 420 ffi IlO . -u a:.
\~
w
Apparent Friction Angle. o· 28 25 0..20 \ .:--.... ·lD -
o J I I J I I I i f-_';:::
1'10 .--,.......,.~_
\ I\.WZERO AIR YOIDS CURVES
1000100 10 l.·Q O. I 0.01 0.001
~\
IG~~ ~ ~ \
120 ....-+-t-:H--/+=1~\~4-,~tJ\t\
II ~~ ~~~
.... 1 V :/\'~f\
~~~~~/.~~~~~~~ ~~,_~~~7'+-~-4~\F~~~~
II 0 '!i1I--i-+-+-+-+-+---fl~ '.r-"'n-~-\ ~ t-+--t--t-t--+-+-+.-->f--l \' \'tf4.t\
~~~~~-+-+-+~~~~~
)to . \ \r\ ~~~~~-+-+-+-+-rK~~\
" ,\1\ 160 J-+-+--+-4-~-+---1--+-+-~~-l\-\,
GRAIN SIZE ttl NILLHIETERS
,
"
PLASTICITY CHARACTERISTICS 10 11 12
Liquid Limi t, ~ 28 --.
Plasticity Index. ~ 11 NP NP
Class(fication by Unified Soil
'CI ass; t i cati on System SC SM SM
SWELL TEST DATA 10 11 12
Initial Dry Densit,. pci 115.2 --
I n.j t i at Water COI'I t~t~ ~ 9.1 --
load.,. pst 160 --
Percen t Swe II ·1.3' --
.,.
, '\ :SAMPLE LOCATION , '\ r\. I----r-"'-. ------"'-----,..,------4 I--II-f-+-+-+-+-t--t---+---+--+--+--fo.\~~~~ lOT amarcack Station 14 .
90 ~AXI~lM DRY 1--J.1~04-.;..11=--~1..::.2--+1\~ 11 Lot s:1~ -
~D_~_S_'n_._p_et~. ____ ~.~1~Z7.~.~0~1~2~0~.O~11~8~.~51~~~t~12~'~Lo~t~9®~ __________ ~ ____ ~
OPTIMUM MOISTURE 1'1,
COOT EHT. ~ 9 • 5 12 . 5 13 . 0 f\. ~ " ..
~ f\..~
MO I STURE CONTENT ~ "~ ~ I 80~O~~~~I~O--~~~~2~O~~~--~~~~~~~
I
il I f .
! i i I
-I I •
LABORATORY C()PACTION TES-;.;.T __ """"-______________ --;
FI LlUSU I TABllI TV TESTS. I' CAmtSBAD PALISADES
!UNIT NO. 1 J-------........ ..;..;...-------------·~I WOOIl-JARD -em Z I ENSI( I & ASSOC I ATES$!
COHSULTING SOIL AI1DF.mlJtIDATI~ E/<lGINEERS AND GEOLOGISTS !I . • SArti 101 El:(), CALlf-Ql\IiIA ,,~ J-------..-...r-.;..;,.-~;..;.;......;.....;..;....;;....;.;.;....,...--~~ ...... -··i
DR. DY: GS SCMflE:-- -PROJ. ~o:73-1~O !::
CK'O BY: !ZfJu/ DAnE: 12/13/74 PAnE 4 OT 4 ,.1 ... ........ {."'---:' ==--e ~ .• ;~j
LABORATORY COMPACTION
TEST MffiiOO: ASTM-D 1557-70 A
1110
130
120
110
100
90
tECHANICAL ANALYSIS
DIRECT.. SHEAR TEST DATA 13 . 14
100 3 l IJ 10 110 200
1:\ ~
" Dry Density, pcf '. 113.8 115.5 14 \ \ 1"3 Initial Water Content. %. 10. 1 11.5 .. \ \ --.-
-
Final Water Content. r. 14.4 13. 1 \
\:
\ \
Apparent Cohesion. pst. 210 330 ,
Apparent Friction Angle. 0 29 33
\ f\ ~ZERO AIR VOIDS CURVES , \-
~ \
1\ \ \ -\ V2.70 S.G.
\~2.60 S.G. -1-13 i{'W 2.50 S.G. "-y I ~ \\
I <II' r\ l\\\
\ \ 1\ f--'-'4. , \
.... \ \r\
v r\\ \ Q.
~ \ 1\ r\ ::z:: '\ . c.:::I
.~ \ 1\ 1\ ~ -:z 1\ :::I
>-\ \ r\ 0:: Q J, 1\'
'\ r\
\. \ 1\
\ -\
\ \
'.' 1\
MAXIMtJt.t DRY 13 14
DENSITY. p'cf 127.5 128.5
QPTIMUM-MOISTURE 10.0 11"0 CONTENT . .,.
MOISTURE CONTENT % -10 20
LABORATORY C()PACTI~
LABORATORY COMPACTION
TEST METHOD: ASU1-0 1557-7~A
-\' ,
o L I 1 I I I_ I I r--=::::
1000 100 10 J 0 0 I 0 01 0 001 . . .
GRAIN SIZE IN MILLIMETERS
~OBBLESIGRAVEL I ~AH~ . cl f c I m_ , ISILT& CLAY ]
,
PLASTICITY CHARACTERISTICS 13 14
Liquid LimH, r. -. 29
Plasticity Inaex. r. NP 9
Classification by Unified Soil
Classification System SM SM-SC
SWELL TEST DATA 13 14
Initial Dry Density, pcf .. 115 .. 6
Initial Water Content. % -11.4 -
Load. psf ... 1---. 160
Percen t Swe 11 -0.1
1\ SAMPLE LOCATION
i\\. 13 Borrow Area Upper Tamg,Ta.ck
30
\
~~~
\. " !\..
14 Borrow Area Upper Tamarack
r-...
~~ ~,,~
Fill SUITABILITY TESTS
CARLSBAD PALISADES UNIT 1
WOODWARD -GIZ!8~SKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENG HEERS AND GEOLOGISTS SAN DIEGO, CALI , A
I
•
3467 KURTZ STREET
SAN DIEGO
CALIFORNIA 921 10
(714) 224·2911
April 15, 1975
Project No. 73-130
Douglass Pacific Southwest Corporation
P.O. Box 1114
Car1sbaq, California 92008
Attention: Mr. LeQnard Minor
FINAL' REPORT OF ENGINEERING
OBSERVATION AND COMPACTION TESTING
CARLSBAD PALISADES UNIT 1
CARLSBAD TRACT 73-8
BUI LDI NG pADS 33' THROUGH 6i, 63 THROUGH 9:l
95 THROUGH 119, AND COMMON AREA
LOTS 32, 62, 94 AND 120
CARLSBAD, CALIFORNIA
•
In accordance with your request and our proposal dated July 29, 1974,
we have provided soil engineering services. in conjunction with the grading
6f the subject site. These services included:
(1) Engineering observation of the grading operation ..
(2) Observation of the removal of loose surface and alluvial soil prior to placing fill.
(3) Observation of the removal of potentially highly expans'ive soil from
the finish grade pad areas and replacing it with nonexpansive soil. -
(4) Performing periodic geological inspecti-ons of the cut .slope areas.!
(5) Observati~n of the special preparation ·of foundation areas offill slopes over 50 feet in height.
(6)· Observation of the construction of buttress fills in cut slopes Where required.' .
(7) Taking field density tests in the fill placed and compacted.
.'-
.-
•
(8) 'Performing laboratory tests on representative samples oT the material
used for fill.
Page 2
Site preparation, compacti.on and test;-ng were done between October 25, 1974
and February 25, "975 in accordance with the "Specifications for Controlled
Fillil in the Woodward-Gizienski & Associates report entitled "Soil Investigation
for the Proposed Rancho Agua Hedionda-63 Acre Site, Carlsbad, California,!!
dated March 3, 1973~ and addendum reports dated May 16, 1973 and Octobet 1,
1973 (revised October 26, 1973} and letter of August 22, 1974.
GENERAL GRADING AND COMPACTION CONTROL PROCEDURES
Fill was placed, compacted and tested on all the subJect .pads covered in ·this
report, that is Pads 32 through 12.0. Preliminary site preparation included
removing loose or porous surface soils, where encountered, and special preparation
of the foundation for the fill slope at the rear of Pads 67 through 77 and .-::
99 through 106 which was done in accordance with our recommendations and is
similar to Section IIA-A'I of the approved grading. plans. In addition, the
toes of two slopes, the large cut at the southwest corner of the site, and'
the toe of the cut-fill slope at the rear of Pads 38 through 45, were excavated
and buttressed with compacted fi II in accordance wi th recomme·ndati cns and
Settfon. IIB_8 i1 of the grading plans.
As the site grading progressed, the compaction procedures were obse,rved, and
field density tests were mdae to determine the relative compaction of .the
fill in place. Field observations and field density test results indicate
tha t the fill ha s been compacted to 90% or' more of max.inium 1 abora tory dens ity.
The approximate locations of field density tests and the limits of compacted
fill have been recorded on a copy of the grading pl~n for reference. The
results of field density tests and of relative compaction, expressed asa
percent of maximum laboratory density, are g·iven on the attached forms.
Laboratory tests to determine moisture-density relationships, maximum· dry
density, optimum moisture content, gratn size distribution, plasticity.character-
istics, and strength and swell characteristics were performed on representative
samples of the material used for filT. The results of laboratory tests are
given on the attached forms. -
FINISH GRADE PREPARATION
During the grading operation certain pads were specially treated tfr provide
a specified depth of selected soil at rough grade.
laboratory tests and visual inspection lndtcate that nonexpansive fill was
placed withi n 3 feet of rough grade on a 11 bu i 1 ding pad areas noted here; n,
and within 2 feet of rough grade in other areas including the remainder of
the level portions of the lots, and common and parking areas.
I'
I
. glass Pacific souti.~.st Corporation
';'Project No. 73-130
Apr; 1 1~. 1975 •
The cut portions of Pad$ 1 ,21, 22, 30, 31' and 33 to 61 were undercu-t to remove
potentially expansive soil. The, expansive soil was replaced with nonexpans;:ve
fill to a depth of 3 feet below Tough pad graqe with Hl the ,proposed bu i1 ding
pad area. Other level lots were' undercut and replaced tQ a depth of -..
2 feet., "
Rough lot grade is defined as that grade set in the field by the graqe chec~er
from reference .st~;kesestab 1 i shed by the surveyor and repres'ents rough grade,
Page 3
at the time we were inspecting the removal and replacement of expansiveso'ils,.
likewise the depths of undercutt; ng of expans iV,eso; land/or depths bfplacement
of nonexpans i ve soil were in accordance wi-th measurements made by and grades '
set by the contractor'! s grade checker.
FOUNDATION REOOMMENDATIONS (AI,.L LOTS)
(1)' Foundations for single or two-story multi--dwelling structures placed,'
on nonexpans ive properly compacted filT may be designed for a 'oeari'ng pressure (
of :2,500 psf (dead plus live leads) at a depth of 12 inches below COnip'acted '
fill lot grade. , Footings should have a minimum width of 12 inches. These
pressures may be 1,ncreased. by one-third for loads that jncl ude wind' -or sei smic
forces. .
(2) Structures that will not tol erate different; q 1 settl ements (such as, foun,dations, .
swirnining pools~concrete decks, walls, etc.) should not be located within' ,
5 feet· of the top of a slope. Footings located closer than 5 feet from the
top. of a slope s:hou 1 d ,be extended in depth unt i 1 t-he outer bottom ~d.ge of
the footing is 5 feet horizontally from the outsi-de face of the slope.
(3) It should be anticipated that structures, s'uch as swimming pools, that
. extend below a depth of 2 feet may be founded in potenti~11y expansive 'soils
and may require speCial treatment or design.' .
LIMHATIONS
The elevations of compactton tests shown as finished grade (FG) tests correspond
to the elevations ShOWh on, the grading plans for "Carlsbad Tract 73-8, Carlsbad ..
Palisades UnH No. ,", printdated Septel1'lber 19,1974, prepared by Ri-c~ El)gineeri,ng
Compa,ny, Sa'n Diego, California. Elevations and locations shown tn this report
are based on field surveys esta'blished by.others.
This repott covers the fill placed under our observation dUring the dates specified
herein. Additional fill placed a'fter these dates, as well as the backfill .
i,n utility trenches located within 5 feet ofa building and greater than 12
inches deep, or any trench 5 fe'et or more from a bLi il di ng .and in excess of
5 feet in depth, shoul dbe cornpa.cted under the observati.on of thi-s office ,and
tested to assure, compliance with the earthwork specifications for the project. ,
Th,is office should be contacted at least '24 hours prior to backfilling operations .
. Utility servi-ce trenches within 5 feet ,of a bui'lcting that are perpendi,cular
to the bui ldi n9 foot; ngs and are less than' 12 inches wi,de and 1 ess than ~ feet
deep are not subject to th,is recommendation.
Oouglass Pacific sout.r '~st Corporation
Project No. 73-130
April 15, 1975 • Page 4
The inspections of foundation preparation, types of materi'als and soil placeme-nt
and compaction as well as tests of compaction made during the period of our
services on the subject site were in accordance with the local acceptable standards
for this period. The conclusions or opinions drawn from the tests and sit~
inspections apply only to our work with respect to grading and represent conditions
at the date of our final inspection.
We accept no responsibility for" any subsequent changes made to the site by
others or by uncontrolled action of water or by failure of others to properly
repair damages ~aused by uncontrolled action of water. .
WOODWARD-CLYDE CONSULTANTS
JEC/JLH/RPW/EHP/we
Attachments
(5) Douglass Pacific Southwest Corporation
(1) Rick Engineering Company"
... ,,::
'~ ,~:i.': t,~:,>.: ~-;~T ::
,r .OMPACTION TESTRESUL1.
/ (
toe NAME CARL~BAD PALISADES UNIT #1 DATE REf'ORTEOApri 1 15, 1975
Joe NUMBER 73-130
DATES COVERED December 13, 1974 through 'February 25, 1975 PAGE 1 OF 5
MOIIlTURJI: .. lltLD I.AII0RATORY RItLATIVIt DATI: TlI:.T R!:TEST LOCATION EL:EVATION CONUNT DENlIIT'\t' DENlIllTV COMPACTION NUMIIEa 01' OFTI:ST 'I\, DI'CYWT. pc,.. I'cr' 'I. OF·LAB. DENS.
1974
DEC. 13 163 NORTHEAST OF LOT 40 1141 12.3 113.2 121. 5 93.1
164 NORTH OF LOT 46 1.20' 13.0 115.8 121.5 95.3
165 LOT 110 136' 9.9 114.3 125.5 9).0
166 EAST 0 F LOT 42 118 1 12.3 110·.2 118.0 93.3
167 EAST 0 F LOT 46 1241 12.3 114.3 121. 5 94.0
168 LOT 84 136' 11.7 116.5 127.0 91.7
DEC. 16 169 LOT 76 126' 7.5 103.0 125.5 82.0.
170 LOT 81 124' 10.5 114. 1 125.5 90.9-
171 HEST OF LOT 80 126 1 10.5 113.5 125.5 90.4
172 169 LOT 76 126 1 9.9 113.8 125.5 90.6
17'3 NORTHEAST OF LOT 69 80 1 . 16.3 109.3 115.5 94.6
174 NORTHEAST OF LOT 69 82 1 13.6 114.2 121'.5 93.9
175 NORTH OF LOT 69 84 1 14.3 108.0 115.5 . 93.5
DEC 18 176 NORTHEAST OF LOT 87 1221 10.5 115.2 127.0 90.7
177 lOT 93 126 1 13~6 108 . .8 117.0 92.9
178 LOT 82 ·12.8' 14.3 107.5 115.5 93.0
DEC . .19 1:79 . LOT 118 .1381 13.6 106.3 1] 5.5 92.0
180 SOUTH OE LOT 104 138 1 13.6 105.5 115.5 91.3
DEC. 20 181 LOT 32 FG 106 1 12.3 122.2 127.0 96.2
182 LOT 32 FG l06 1 9.9 121. e 127.0 95.2
DEC. 23 183 LOT 101 140' 11.7 113.5 121. 5 93.4
184 LOT 116 142' 12.3 110.7 121. 5 91.1
185 LOT 108 1421 12.3 106.5 117.0 91.0
~
D~C. 24 186 NORTHEAST OF LOT p9 86' 14.3 1'08.2 115.5 93.6
187 NORTHEAST OF LOT 69 88' 1'1 .7 109.5 117.0 93.'5
188 lOT 98 1441 11.1 108.0 117.0 92.3
189 NORTHEAST OF LOT 71 90' 11.1 llL3 117.0 95.1
190 NORTH OF LOT 75 92' 11. 7 110.6 117.0 94.5
DEC. 26 191 EAST OF LOT 96 94 1 14.3 109.0 115.5 94.3
192 NORTH OF LOT 70 96' 11.7 111. 3 121. 5 91.6
193 NORTH OF lOT 73 98' 12.3 114.2 121. 5 93.9
194 LOT 96 100' . 14.3 107.2 115 .. 5 92.8
:.MPACTION TEST RESULT:~.
CARLSBAD PALISADES 'UNIT #1 DATE:REPORTEO April 15, 1975 .
)B NUMBER 73-130
)'TES COVERED December 13, 1974 through February 25, 1975 PAGE: 2 OF 5
MOISTURE I'IIELD LASOnATORY .RItLAT/VIE
DATil: TEIIT RETEsT LOCATION ELEVATION CONTENT DENalTY DENSITY COMPACTION
NUMOER '01' OF'iEST 'If. ORYWT. f'C1' f'C1' 'J. 01' LAO. DE·US.
974
IEC. 27 195 NORTH OF LOT 77 102' 11.1 112.2 121. 5 92.3 .
-' ---196 LOT 74 . 104' 12.3 108.3 117.0 92.5
197 NORTHEAST OF LOT 71 106' 12.3 113.6 121. 5 93.4
198 LOT 69 108 1 1L7 110.2 117.0 94. 1
199 SOUTH OF LOT 71 110" 12.3 114.7 121.5 94.4
lEe. 31 200 NORTHWEST OF LOT 75 112' 13.6 105.4 115.5 91.2
201 LOT 71 114' 13.6 104.5 115.5 90.4
202 LOT 68 116' 14.3 116.8 121. 5 96. 1
·975
IAN. 2 203 LOT 15 118 1 6.4 107.0 118.5 90.2
204 EAST OF LOT 46 120' n.7 1.09.8 118.5 92.·6
205 LOT 70 120' 12.3 110.3 118.5. 93.0
206 LOT 72 1221 13.0 107.5 118.5 90.7
207 LOT 64 122' 12.3 112.3 120.0 93.5
'AN. ~ 208 LOT 66 124' 11.7 106.7 118.5 90.0
209 LOT 73 1.24' 11.7 111. 3 118.5 93.9
210 LOT 79 126' 12.3 109.2 118.5 92.1
211 NORTH LOT 72 126 1 12.3 108.5 118.5 91. 5
212 lOT 77 128' 11.7 111. 9 118.5 94.4
AN. 6 213 LOT 78 130 1 12.3 108.9 118.5 91..8
214 LOT 91 130' 12.3 109.7 118.5 92.5
215 LOT 68 132' 11.7 108.0 118.5 91.1
216 LOT 88 130' 11.7 109.5 118.5 92.4
'AN. 7 2177 LOT 65 128' 11.7 108. 1 118.5 91. 2
218 LOT 83 132' 12.3 ·108.0 118.5 91.1
219 LOT 86 132 1 11 .7 109.0 118.5 91.9
AN. 8 220 WEST OF LOT 68 129 1 12.3 115.9 118.5 97.8
221 LOT 76 128' 11. 7 109.2 118.5 92. 1
222 SOUTH OF LOT 77 130' ' 13.0-108.5 118.5 91.5
AN. 9 223 NORTH OF LOT 38 116' '12.3 110.3 118.5 93.0
224 LOT 99 136' 11.7 111. 7 118.5 94.2
225 NORTH OF LOT 39 1'8' 11.7 109.7 118.5 92.5
226 NORTH Of LOT 38 120' 11.7 106.3 118.0 90.0 .
eOMPACTION TEST RESULT.
CARLSBAD PALISADES UNIT #1 DATE REPORTED April 15, 1975
• Joe NUMBER 73~130
DATES COVERED December 13, 1974 through February 25, 1975 PAGE 3 OF 5
MOISTURE I'IItLD LABORATORY ,,,/CLATIVE
PhTJ: nr:.T IlItTEST LOCATION ELEVATION CONTENT PItNIIITY , DIIN.ITY COMPACTION
HUM""" ' 01' OF'TEST % PRYWT. P'CI' I'CI' % Of' LAB. DENa,
JAN. 10 227 LOT 76 132 1 12.3 ' 111. 2 118. ~ 93.8
228 40 1221 12.3 112.5 118.0 95.3
229 42 124, ' 12.3 113.2 118. S 95.9
230 39 126 1 12.3 106.9 118.0 90.5
JAN. 13 231 LOT 4" 126' 11.7 111. 8 118.0 ' 94.7
232 46 128 1 11.7 ' 108.0 118.0 91. 5
233 NORTHEAST OF LOT 99 138' 12.3 110.2 118.0 93.3
234 LOT 99 140' 11.7 109.5 118.0 92.7
235 86 133' 11.7 106.9 118.0 90.5
JAN. 14 236 LOT 94 132' 11.7 115.1 127.0 90.6
237 94 134' 11. 1 110.9 120.0 92.4
238 100 142' 11.7 108.3 118.0 91.7
239 106 142' 10.5 107.5 118.0 91.1
240 EAST LOT 99 144' 12.3 109.1 118.0 92.4
JAN. 15 241 LOT 63 130' 9.9 111.8 125.5 89.0
242 241 '63 130' 10'.5 113.1 125.5 90'.1
243 67 131' 11. 1 116.9 125.5 93.1
244 SO 131' 11.7 115.0 125.5 9i.6
JAN. 16 245 lOT 70 132" 11.7 114.2 125.5 90.9
JAN. 17 246 LOT 115 146' 11.7 108.0 118.0 91.5
241 101 146' 12'.3 110.0 118.5 92.S
-LOT 69 JAN. 20 248 132' 5.3 103.5 128.5 80.5
249 73 132' 4.7 108.9 128.5 84.7
250 79 131' 6.4 115.9 125.5 92.3
2'51 32 98' 11.7 108.1 127.5 84.7
JAN. 21 252 LOT 105 148' 12.3 110.2 118.5 92.9
253 EAST OF LOT 69 148 1 12.3 109.5 118.5 92.4
254 LOT 119 150' 11.7 110.0 120.0 91.6
JAN 22 255 LOT 104 150' 13.6 109.3 120.0 91.0
256 117 152' 12.3 110.2 121. 5 90.6
257 111 152' 11.7 111.5 121.5 91.7
258 120 152' 11. 7 108.0 118.5 91.1
JAN., 23 259 LOT 97 149' 12.3 112.5 121. 5 92.5 .
260 9S 149' 11. 1 109.6 118.5 92.4
"",~~ ~'O'B-/·NAMJ'E 'OMPACTION TEST RESULT. (MAL CARLSBAD PALISADES UNIT #1 DATE REPORTED April 15, 1975
,
JOB NUMBER 73-130
DATES COVERED December 13, 1974 through February 25, 1975 i"AGe: 4 OF 5
MOI.TURIC !'IELD LA.ORATORY R£LATIVE
~.T RETE.T
NUIoIDER 01'
LOCATION ELEVATION CONTENT DENSITY' DENalTY COMPACTION
OF TEST "At DRY'WT. PCI' rcl' % 01' LAB. DEN!'. DATE
JAN. 28 261 WEST OF LOT 33, BUTTRESS 1271 12.3 115.8 121. 5 95.3
262 WEST OF LOT 57, BUTTRESS 128' 13.0 113.2 121.5 93 .. 1
263 WEST OF LOT 58, BUTTRESS 130' 12.3 113.8 121. 5 93.6
JAN. 29 264 248 LOT 69 132' 11.7 117 • .2 128.5 91. 2
265 249 73 132' 12.3 118.0 128.5 91.8
266 63 FG 131.5' 13.6 115.6 127.5 90.6
267 66 FG 133.0' 13.0 117.2 127.5 91.9
268 70 FG 133.5' 13.0 117.6 127.5 92.2
269 74 FG 134.0 1 13.6 118.1 127.5 92.6
270 81 FG 132.5' 13.0 116.3 127.5 91.2
271 84 FG 136.0' 13.6 Tl7.4 127.5 ·92.0
272 94 FG 135.3' 13.0 118.9 128.5 92.5
273 77 FG 135.0' 13.0 116.5 127.5 91.3
274 91 FG 136.5' 12.3 116.8 127.5 .91.6
275 ~IEST OF LOT 52, BUTTRESS 132 1 13.6 110.2 121.5 90.6
276 SW OF LOT 276, BUTTRESS 134' 13.0 111. 5 121.5 ·91~7
277 WESt OF LOT 55, BtlTTRESS 136' 14.3 107.3 115.5 92.9
JAN. 30 27.8 LOT 51 132' 12.3 117.3 1.27.0 92.3
279 46 132' 13.0 117.0 127.5 91.7
280 54 131' . 13.0 116.6 127.5 . ,91. 4
281 44 131' 12.3 117.2 127.5 9L9
282 40 129' 11.7 116.8 127.5 91.6
283 37 128' 12.3 117.5 . 127.5 92.1
284 33 127' 12.3 118.3 127.5 92.7
JAN. 31 285 LOT 49 FG 133. l' 12.3 116.0 127.0 91. 3
286 55 FG 132.5' 12.3 117.6 127.5 92.2
287 47 FG 133.3' ' 13.0 119.5 127.5 93.7
288 35 FG 128.7' 12.3 117.2 128.5 91.5
289 38 FG 129.8' 13.0 116.5 127.5 91.3
290 41 FG 130.5' 13.6 117.9' 127.5 92.4
291 117 154' 13.6 11'6.9 128.5 . 90.9
292 109 150 ' 12.3 118.3 128.5 92.0
FEB. 7 293 LOT 100 150' 13.0 117.2 128.5 91.2
294 120 154 ' '\3.6 117 .6 128.5 91.5
295 109 150' 13.0 118.5 128.5 92.2
296 103 152 ' . 13.0 116.4 128.5 90.5
297 112 154 ' 13.6 119.2 128.5 92.9
298 105 153' 13.6 118.7 128.5 92.3,
.OMPACTION TEST RESUL. '
CARLSB~D PALISADES UNIT #1
.JOB NUMBER 73-130
DATESCOV.ERED December 13, 1974 through February 25, 1975
DATE.REPORTED Apri 1 15, 1975
PAGE 5 OF 5
MOISTURE I',ELD LABORATORY RELATIVE
DATE nST Rf:TEST
NUNBER or
FEB. n 299
300
301
302
303
FEB. 12 304
.305
306
307
308
309
310
F~B. 13 311
312
313
314
315 251
,FEB~ 24 316
317
318
319
320
321
322
323
FEB. 25 324
325
326
LOCAT'ON ELEVATION COlnltNT DENSITY DItNS'TT COMPACTION
OF TEST ... DItY WT. reI' reI' % 01' LAB. DEN ••
WEST OF LOT 33, BUTTRESS
WEST OF LOT 56, BUTTRESS
NORTH OF LOT 35
SW OF LOT 33, BUTTRESS
NORTH OF LOT 35
WEST OF LOT 52, BUTTRESS
NORTH OF LOT 35
WEST OF lOT 57, BUTTRESS
W~ST OF LOT 33, BUTTRESS
NORTH OF LOT 35
138'
140'
116'
142'
119'
144'
122'
146' . 148'
12.3
13.0
12.3
12.3
9.3
WEST OF LOT 52, BUTTRESS
WEST OF LOT 58, BUTTRESS '
125'
150'
152'
10.5
5.3
12.3
13.0
9.3
8.7
9.3
WEST OF LOT 33, BUTTRESS 154' 12.3
WEST OF LOT 55, BUTTRESS 156' 8.7
WEST OF LOT 58, BUTTRESS FG 157.7' 10.5
WEST OF LOT 55, BUTTRESS FG 158.2' 9.3
LOT 32 98' 13.0
LOT 111
108
96
99
102
106
116
120
LOT 59
56
43
FG 155.5 1
FG 151.5'
FG 151.5'
FG 152.4'
FG 153.6' FG 154.8'
FG 156.0'
FG 155.3 '
9.9
6.4
5.8
4.7
8.7
10.5
11. 1
9.9
FG 124 .. 5' 8.7
FG 131.0' 9.9
FG 132.2' . 8.7
111. 5
11 J. 2
110.7
117.0
107.3
110.9
111.2
112.2
105.8
116.0
117.8
118.3
113.2
117.5
1,19.2
116.7
116.5
118 .. 4
116.8
117.2
116.5
115.9
116. 1
117.3
116.7
116.3
117.5
117.,9
121. 5
121. 5
115.5
127.0
119.0
121.5
120.0
121. 5
115.5
128.5
127.0
127.0
121.5
127.0
128.5
128.5
127.5
127.5
128.5
128.5
128.5
120.0
128.5
128.5
128.5
127.5
127.5
127.5
91. 7
93.1
95.8
92. 1
90. 1
91.2
92.6
92.3
91. 6-
90.2
92.7
93. 1
93.1
92.5
92.7
90.8
91. 3
92.8
90.8,
.91. 2
90.6
96.5
90.3
91.2
90.8
91. 2
92.1
92.4
, I
I . ,
~ 7
JOB NAME
JOB NUMBER
.OMFACTION TEST RESUL"
, "
CARLSBAD PALISADES UNIT #1 DATE REPORTED April 15 ~ 1975
73-130 (STREETS)
I
DATESCOVEREO December 6, 1974 through J-anuary 28, 1975 PAGE 1 OF' i
DATE TKaT RETEST
Nlholl!E:ft 01'
MOISTURK .. IIELD LA~OR~TpRY ftl!:L,o\TIVE
ELEVATION CONTI!:NT DENallTY DleNalTV CO",,.ACT,ION
, OF TEST % DRY WT. PCI' -"CI' % 01' LAD. DI:NS.
DEC. 6 S-5 PALISADES DRIVE:
STA 3+63, -SOUTH HALF 134 1 13.6 112.2 ·121. 5 92.3
DEC. 13 S-6 PALISADES DRIVE: , ,STA 5+52, SOUTH HALF 138 1 10.5 116.2 127.0 91.4
DEC. 24 S-7 PALISADES DRIVE:
STA 5+83, NORTH HALF 1421 11. 1 117 .5 127.0 92.5
-
JAN. 21 S-8 PALISADES DRIVE:.
STA 8+50, NORTH HALF 58 1 10.5 109.3 ll8~ 5 92.2
JAN. 24 S-9 PALISADES DRIVE:
STA 8+55, NORTH HALF 60 1 11.7 111. 2 121. 5 91.5
S-10 STA 8+62, NORTH HALF 62 1 11. 1 108.6 118.5 91.6
JAN. 27 $-11 PALISADES DRIVE: ----STA 4+66, NORTH HALF 1441 13.0 112.4 121. 5 92.5
.. S-12 STA 5+28, SOUTH HALF 146 1 11.7 ·110.2 118.5 92.9
JAN. 28 S-13 PALISADES DRIVE:
STA 6+18, NORTH HALF 148 1 12.3 . 111.0 121.5 . 91.3
FEB. 25 S-14 PALISADES DRIVE
STA 4+62 SOUTH HALF 145 1 9.9 114.2 121.5 93.9
'.}OMPACTION TEST RESUL.:'
CARLSBAD PALISADES UNIT #1 DATE REPORTED Apr; 1 15, 1975,
I ~ r 0'
.JOB NUMBER 73-130 (STORM DRAIN)
DATES 'COVERED January 8, 1975 through January 23, 1975 PAGE SO-1 01" SO-l
MOISTURK P"IELD LABORATORY RKLA1'IVE DATE TIts,. IIETE'T LOCATION ELEVATION CONTENT DENalTY DENalTY COMPACTION NUMBER 01' DF'TEST 'lit r;nty viT. I"CI' I"CI' % OF,LAD. DENa. ----
JAN. 8 SD-1 BETWEEN LOTS 75 AND 76 126 t 11. 7 98. 1 118.5 82.7
JAN. 9 SD-2 SO-1 BETWEEN LOTS 75 AND 76 126' 11.7 104.9 118.5 88.5 SO-3 SO-2 BETWEEN LOTS 75 AND 76 126' 11.7 107.8 118.5 90.9
JAN. 22 SO-4 BETWEEN LOTS 3 AND 4 93' 12.3 94.9 115.5 82. 1 SO-5 50-4 BETWEEN LOTS 3 AND 4 92' 11. 7 104.9 115.5 90.8
JAN. 23 SO-6 BETWEEN LOTS 3 AND 4 94' 9.9 109.4 121.0 90.4~
130
120
110
100
90
MECHANICAL ANAlYSI S
DIRECT ~iEAR TEST DATA 1 2 3
Dry Density, pcf 106.7 --
100 3 4 ~ (0 IW 200
80
.~
\\
Initial Water Content. % 12; 7 . - -
Final Water Content. 'to 17.2 - -
Apparent Cohesion. psf 240 --
Apparent Friction Angle. c 28 - -
1\\
I\~ ~2
1\
~-~*' 1'-.
1 -U 1--'._ r--~."...
r-.-.~
CI')
!;i 60
0;.
I-ffilJO
(,.)
IX UJ 0..20
o I I I I . I I I I
1000 (00 10 (0 0 ( 0 01 0 001 . . . 0>
\ 1\ 1 .
WZE'RO AIR VOIDS CURVES GRAnl SIZE IN ~~ILLI~EtERS
\ \-EOB8lESIG~ArEf I cl ~r f jSILT & CLAY ,I .~ \
\ :\ V2.70 S.G. \ PLASTICI1Y CHARACTERrSTICS 1 \ ~2.60 S.G. 2 3
\' \;V 2.50 S. G. Liquid Limit. 1, -36 29 ..
. F\. "-l 1\ Plasticity Index: % NP 21 l2
3 f--l-./ \ ~\ ;' \ Classification by Unified Soil 2 r-f.-! \ 1\ i\ Classification System SM SC SC
I /' '" 'tl \ ..
1 -V ~ l\ [\ .... 7'
u 1/ ~\ \ Q.
I-~ l\ f\ SWEll TEST DATA r; , \
~ \ 1\ f\ Initial Dry Density. pet t--f\ Initial Water Cont~nt. ~ % :::>
\ \ [\ .. . ..
>-load. psf "" Q I\~ Percen t Swe II '\ 1\
\ r\ t'\
~ \ SAMPLE LOCATION '\ " r\ ..
.\. ,,).. 1 Pad 94
I-IAXIIoIUM DRY 1 2 3 r\ 2 Pad 120
OENSI TY.pcf 119.0 127.0 125.5 ~D. 3 Pad 96 ~I\! OPTI~ ~OISTURE
C~lEHT. % 12.5 10.0
MOISTURE CONTENT 'f.
10 20
LABORATORY COMPACTION
LABORATORY COMPACTION
TEST METliOD: ASTM -D 1557-70 A
10.0 I\. ~ i'\.
30
I\. ~'\.
~~)
Fill SUITABILITY TESTS
CARLSBAG PALISADES
UNIT NO. 1
hOOlYv-JARD -Gl Z I ENSK I & ASSOC IATES
CONSULTING SOl LAND FOUtWATlOO ENGINEERS MID GEOLOGISTS SAN DIEGO. CALI IA
IIlO
130
120
110
100
90
-
MECHAA I CAl AHAL YS I S
DIRECT SHEAR TEST.DATA
Dry Density, pcf :
100 3 l "10 41J 200
80
..
;j. 4 ~
:\' h Initial Water Content. %
Final Water Content. 1-
Apparent Cohesion. psf
Apparent Friction Angle. 0
\\ .. "'"'\\ 5~
~ " ..... '--, r--.... --r--.........
-..:::::
." ~ 60
~.
f-GJIlO <..> 0:. ·LLJ 0..20
o .L 1 I I I Lt .1 J
1000 100 10 I 0 0 I 0 01 0 001 \ r\ .
~lERO AIR VOIDS CURVES GRAIN SllE Ilf MILLIMETERS
\-ICOBBLESI G~Ar~~ I c I ~N!~ ; ISILT .& CLAY I ~ \
\ \
\ ~2.70 S.G.
PLASTICITY CHARACTERISTICS 1\\ ~2.60 S.G. 4 5 6
\ 2.50 S.G. Liquid Limit. r. 33 v 34 37
'\ \ ;\ Plasticity Index. ~. 15 11 20 \ 1\ Classification by Unified Soil ;,A-~ ~ Classification System SC SC SC
/ 1\' t\.\
-+-I /' r\ ~~ .... 0 '/ 01 ~\ \ 0..
f-5 1---; rI .I " i\ r\ SYt£LL TEST DATA 4 5 ~ \ \ 6 .....
Yi 6 r hi .\ \ \ Inilial Dry Density. pcf -105.7 -f--[\ \ z: Initial Water Content. % 12. 1 :;:::. - -
>-\ \ 1\ 150 '" Load. psf 0 t\\ -. -~ Percent Swell 3.9 \ \ \ --
\ f\ ~
r\ \ SAMPLE LOCATION \\ \. -
l\ ~~. 4 Pad 15
J.4AXIMUM DRY 4 5 6 r'. 5 Pad 53, Lot 2 -
DENSI TY. pcf 121. O. 118.0 117.0 ~~ 6 Pad 22 ~~~ OPTI~ MOISTURE
Co!(TEHT. 'to 11. 5 12.0
I
MOISTURE CONTENT
10 20
LABORATORY C()PACTI~
LABORATORY COMPACTION
TEST METHOD: ASH1-D 1 557 -70 A
'!.
12.5 r\. r\.r\.
30
r'\. .... ~~
~~I
.FILL SUITABILITY TESTS,
CARLSBAD PALISAnES
UNIT NO. 1
WOODWARD' - G I Z I ENSKI &,ASSOC I ATES .
COHSULJI HG SO I L AMD FOUHDAHON
SAN DIEGO, CA
-. • Vi --" ;:;;;--. MECHMICAL ANALYSIS
100 3 ! ~ 10 110 200
DIRECT· SHEAR TEST DATA ~~
~ 80 Dry Oensi ty. pcf <!) ,\ x
Initial Water Content. r.. : ~ 60 1\\ \-r-.7
1-\\ -< ~..:; 0-Final Water Content. ~ l-. \\ '\. ffilIO Apparent Cohesion. psf c.> .~ "-"-0::. W """"'=: .:~ ~ Apparent Friction Angle. 0 0.. 20
(j
0 1 I 1 I J I I I I
140 . 1000 100 10 1.0 0.1 0.01 0.001 \ ~-' ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\ \-ICOBBLESI GRAVEL I SAM~ "ISILT & ~LAYJ ~ \ c I f c 1m t
1\ 1\ \
\ \ V2.70 S.G. -
130 \ty2.60 S.G. PLASTICITY CHARACTERISTICS 7 8 9 1\ 2.50 S.G. liquid limit. "/0 34 36 to. -~ r-~\ ~~ Plasticity Index. % 15 -20. 1/\ ~ CI·assifi-ca.tion by Unified Soil
120 9-'--~/ ). r'\'!\ Classification System CL SC SC V 1\ ~\\
R ~ V i ~ '+-. 0 (,) L a. I~~ r: 7 ./ ~. :r -", SWELL TEST DATA 9 9A <!:J ~ \ ~ 110 -LU 116.1 115.0. 3: \ \ 1\ Initial Dry Dehsity. pef .
I--1\ \ Initial Water Content. ~ 11.4 13:6 :z: :::>
>-\ ~ ~ Load. 'psf 160. 160. 0:::
Cl [\1\ t-
\ \ 1\ Percent Swell 3.2 . 0..8
100 1\ 1\. r'. ..
[\,. SAMPLE LOCATION \\ 1\
1\ ~ 7 Sect; on A-A, Stat; on 488+-50.
90 MAXIMUM DRY 7 8 9 r'\ -8 Pad 1
DENSI TV. pcf 115.5 121. 5 127. a ~~ 9 Tamarack Av_e, Stat; on 2+00 OPTIMUM MOISTURE f\~
CONTENT. % 15.0. 13.0. 11.0 ~ ['),. ~ ~' ~
MOIS.TURE CONTENT c' . ~1--..) 80 0
-7·
10 20 30 40
LABORATORY COMPACTION TEST
FILL SU I TAB'I LI TY TESTS
LABORATORY COMPACTION CARLSBAD PALISADES
TEST J.1EJHOD: ASTM-O 70 A UNIT NO. 1
WOODWARD - G III 8~SK I & 'ASSOC I ATES
CONSULTING SOIL AND FOUNDATION ENGINEtRS AND GEOLOGISTS SAN DIEGO. OALIFORNIA . DR. BY: GS SCALE: ---PROJ.NO: 73-130. J. jfA,tJ ,
CK'D BY: DATE: 12/1317..1 PAGE 3 of' Ll.
1..0
130
120
110
100
90
DIRECT SHEAR TEST DATA 10 11
Pry Density, 'pef':--107.7
-Initial Water Content. % -13. 1
Final Water Content. r. -16.2
Apparent Cohesion. psf -,240
Apparent Friction Angle. 0 -28
\ 1\ ~ZERO AIR VOIDS CURVES \-
~ \
\ \ '\ y2.70 S.G.
~2.60 S.G.
IX-V 2. 50 S. G. \.....-
/ \ \ 1\ ~G h;.' rI 1\ ,,\
/ \ \ 1\
II --~ ~ ~ '~ to 1 /. \' ~[\ .... u / 0-
f-h . \' f~ !\ ~-~ [\\
'" ~ \ 1\ r\ f--1\ \ z: ::>
>-\ \ t\ at: Q ~ f\\
\ \ 1\ '\ r\ 1\
f\ ~\
\ \ \.
12
1013.5'
13.0
18.0
420
CI :Ie
en
100
80
~ 60
0-
f-ffillO <..) IX W n.
=:; -...
~CHMHC"l ANALYSI S
3 I ~ 10 IK) 200
1\-:\ ~ -y\ \
\\ .
\ ~ ~ 12
\,\
\.
1 -~~
\ ~ -10 25 20 "'-........ J---o I I 1 .1 I " , I -r-~',:::
1000 100 10 I 0 0 I 0 01 0 001 . .
GRAiK SIZE 1M HILLIMETERS
[COBBlES~RA~E~ I SAM[_ c I· c 1 m f I~ I L T & CLAY I
--
PLASTICITY CHARACTERISTICS 10 11 12
liqu.id Limit, 1. 28· --
Plasticity Index. r. 11 NP NP
Classification br Unified Soil
Classification System SC SM -SM
SWELL TEST DATA 10 11 12
Initial Dry Density. pet 115.2 --
Initial Water Content. % 9.1 --
Load. psf -160 --
Percen t Swe 11 1.3 --
. -
SAMPLE LOCATION ,.
\ ,~ 10 Tamarack Station 14
MAXlt-IlM DRY 10 11
DENSITY. pet 127.0 120.0
OPTIIolIM MO I STURE 9.5 12.5 C~TEHT. %
MOISTURE CONTEHT 'f,
10 20
LABORATORY COMPACTION
LABORATORY COMPACTION
TEST METHOD: ASTM-D1557 -70 A
12
118.5
13.'0
~ 11 Lot 58
~~~ 12 Lot 59
~r\.r\.
~ ~~ ~ )...,
FILL SUITABILITY TESTS
CARLSBAD PALISADES
UNIT NO. 1
WOOOlvJARQ. -51 Z I ENSK I & ASSOC I ATES
COtISULTING SOIl: AND FOUNDATI¢H ENGINEERS AltO GEOLOGISTS
SAN DIEC-<>. CALI IA
,. • MECHM I CAL ANAL YSJS
3 ! ij 10 40 200 100 1'\ '" "
DIRECT SHEAR TEST DATA 13 14 [\'1 80 Dry Dens i ty, pcf " . 113.8 115.5 CI 14 .\ \ ·]3 _ :z::
I nj t j alWater Content. % 10. 1 11.5 en \ '\ ~ 60
Q. \ Final Water C~ntent. ~ 14.4 13.1 'I-' 'I, \ \ ffi40 Apparent Cohesion. psf 210 330 <..> '\ , 0. W ~ Apparent Friction Angle. e. 29 33 Q.. 20
K
0 I I I I '1 1 1 1 ---=-
IIW 1000 100 10 1.0 0.1 0.01 0.001 \ 1\ ' ~ZERO AIR VOIDS CUKVES GRAIH SIZE IN ,~~LLI~ET~RS
\-[COBBLEsl GRAVEL I SAH~ lSI LT& CLAY I to \ clf clm f, .
1,\ ,
\ y2.70 S.G.
130 PLASTICITY CHARACTERISTICS 13 14 I \y2.60 S.G.
-f-'-13 X-~~2.50 S.G. Liquid Limi t, r. 29 -, -y 1\ ~ l~ Plasticity Index. 10 NP 9 l\\\ ' .
J .,-1 [\ Classification by Unified Soil
120 \ \ ~ Classification System SM SM-SC f--"""-14 -1\ \ \
\ 1\ 1\
,
.... (.) 1\ \ \ 0-
f-\ 1\ 1\ SWELL TEST DATA 13 14 :z: .~ c:>
110 W f\ ~ \ i\ r\ Initial Dry Density, pcf -115.6 I-,-f\ Initial WQter Content. % 11.4 % -:::> \ \ f\ .. >-Load. psf 160 0::: -c r\ 1\\ Percent Swell 0-O. 1 \ \ 1\ 100 '\ r\ \
\ \ -
'\ " SAMPLE LOCATION
~ t , '\ . \\. 13 Borrow Area Upp~r Tamarack
90 MAXIMUM DRY 13 14 i\ 14 Borrow Area Upper -Tamarack
DENSITY. pcf 127.5 128. ~ ~~, OPTIMUM MOISTURE 10.0 11.C r\ f\l.
CONTENT. 1-'" r\..~
r\.. ~'\.
MO!STURt CONTENT, 1-~~) 80 0 10 20 30 40
LABORATORY CCW ACT I~ TEl,T
.-FILL SU I TABI LI TV n;STS
LABORATORY COMPACTION
TEST METHOD: 8SH1-Q ] 55Z-Z0 A CARLSBAD PALISADES UNIT 1
WOODWARD -GIZIENSKI & ASSOC I ArES
COf(SULHNG SOl LAND FOUNDAT'ION ENGINEERS AND GEOLOGISTS SAN D I EGO, CA LI FORNI A
OR. BY: AS 'SCALE: -iPROJ. 1010: 73-130
CK'D BY; c./# DATE 4/1':J/I':J :PAGE T of
• •
WOODWARD· GIZIENSKI & ASSOCIATES.
3467 ·Kurtz Street
San Diego
California 92110
(714) 224-2911
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
All affiliate of Woodward -Clyde Consultallts
December 13, 1974
Project No~ 73-130
Douglass Pacific Southwest Corporation
p . O. Box 1114
Carlsbad, California 92008.
Attention: Mr. Leonard O. Minor
and Mr. Richard Epson
FINAL REPORT OF ENGINEERING
OBSERVATION AND COi~?ACTIO:'J TESTING
CARLSBAD PALISADES UNIT NO. 1
CARLSBAD TRACT 73-8 (63 ACRE SITE -AQUA HEDIONDA RANCHO)
LOTS 1 THROUGH 31
CARLSBAD, CALIFORNIA
In accordance with your request and our proposal ,dated July 29, f974 (reissued
September 11, 1974), we have provided soil engineering services in conjunction
with the grading of the subject site. These services i.ncluded;
(1) Engineering observation of the grading ope~ation.
(2) Observation of the removal of loose surface and alluvial soil
prior to placing fill.
(3) Observation of the removal of potentially highly expansive soil
from the finish grade pad areas and replacing it with nonexpansive
soil.
(4) Performing period'ic geologic inspections of the slope areas.
(5) Observation of the special preparation of foundation areas
for fill slopes over 50 feet in height.
(6) Taking field density tests in the fill placed and compacted.
(7) Performin9 laboratory tests on representative samples of the
material used for fill.
, .
D~~-;i~ss Pacific Southwest Corporati-on Page 2 '
Project No. 73-130. ' December 13, 1974 _ ."
Site preparation, compaction and testing w~re done between October 25
-and December 11, 1974 in accordance with the, "S pec ifications for Controlled
Fi 11" in our report entitl ed II Soil Invest; ga-ti on for the Proposed Rancho
Agua ~-Iedionda -63 Acre Site, Carlsbad, California," dated March 3,1973,
and addenda dated May 16,1973 and October 1,1973 (revised October 26,
.. 1973) and letter of August 22, 1974. . ' -
'GENERAL GRADING AND COMPACTION CONTROL PROCEDURES
Fill was placed, compacted a~d tested oh all the lots covered in this ,
report, that is, Lots 1 through 31. Preliminary site preparation included
removing loose or porous surface soils where encountered and special preparation
of the foundation for the fill slopd at the southeast site corner which
was done in accordance with our recommendations and is similar to IISection
A-A" of the approved gtading plans.
As the site grading progressed, the compaction procedures were observed,
and field density tests were made to determine the relative compaction
of the fill in place. Field observations and field density test results
indicate that the fill has been compacted to 90% or more of maximum laboratory
density. The approximate locations of fi'eld density tests and the limi,ts -
of compacted fill have beel') recorded on a copy of the grading plan for
reference. The results of field density te$ts and of relative compaction,
expressed as a percent of maximum laboratory density, are given on the
attached forms.
Laboratory tests to determine moisture. ... density relationships, maximum ,
,dry density, optimum moisture content, grain size distribution, p-lasticity
characteristics, and strength and swell characteristics were performed
on representative samples of the material used for fill. The results
of laboratory tests are given on the attached forms.
FINISH GRADE PREPARATION
During the grading operation certain lots were specially treated to provide
a specified depth of selected soil at rough grade.
Laboratory tests and visual inspection ind-;cate that nonexpansive fill
was placed \'1ithin 3 feet of rough grade on all building areas of the pads
noted herein, and wit~in 2 feet of rough grade in other areas including
the remainder of the level pad and private areas and parking areas. The
cut porti ons of Pads 1, 21, 22, 30 and 31 ~/ere undercut for potenticd ly
expansive soil to a depth of 3 feet below rough lot grade and within the
proposed building area plus 5 feet and to a depth of 2 feet ,in other areas
and replaced with nonexpans;ve soil.
, ,
WOODWARD· GIZIENSKI & ASSOCIATES
C:ONSULTINII SOIL AND' FOUNDATION [NQINEERS AND QtDLOGIITS-
•
Rough lot grade" is defi ned as that grade set in the fi e 1 d by the grade
checker from reference" stakes establ ;shed by the surveyor and r"epresents
rough grade at the time we were inspecting the removal and replacement
of expansive soils. Likewise the depths of undercutting of expansive
soil and/or depths of placement of nonexpansive soil were in accordance
with measurements made by and grades set by the contractorls grade checker.
FOUNDATION RECOM~1ENDATIONS (ALL LOTS)
(1) Foundations for single or two-story multi-dwelling structures placed
on nonexpans;ve properly compacted fill may be designed for a bearing. "
pressure of 2,500 psf (dead plus live loads) at a depth of 12 inche~below
compacted fill lot grade. Footings should have a minimum width of Il
inches. These pressures may be increased by one-third for lo"ads that"
include wind or seismic forces.
(2) Structures that will .not tolerate differential settlements (such
as foundations, swimming pools, concrete decks, walls, etc.) should not
be located within 5 feet of the top of a slope. FootingS located ~16ser
t~an 5 feet from the top of a slope should be extended in depth until
the outer bottom edge of the footing is 5 feet horizontally from the outside
face of the slope.
(3) It should be anticipated that structures, s~ch as swimming pools,
that extend below a depth of 2 feet may be founded in potentially expahsive
soils and may require special treatment or design.
LIMITATIONS
The elevations of compaction tests, shown as finished grade (FGY tests,
correspond to the elevations shown on the undated grading plans for IICarlsbad
Tract 73-8, Carlsbad Palisades Unit No. 1", prepared by Rick tngineertng
Company, San Diego, California. Elevations and locations shown in this.
report are based on field surveys established by others.
This report covets the fill placed under our observation during the ~ates
specified herein. Additional fill pl.aced after these dates, as well as
the backfill in utility trenches located within 5 feet of a building and"
greater than 12 inches deep, or any trench 5 feet or more from a building
and in excess of 5 feet in depth, should be compacted under the observation
of this office and tested to" assure compliance with the earthwork speCifications
for the project. This office should be contacted at least 24 hours prior
to backfilling operations. Utility service trenches within 5 feet of
a building that are perpendicular to the building footings and a·re less
than 12 inches wide and less than 3 feet deep are not subject to this
recomrnenda t ion.
WOODWARD . GIZI~NSKI & ASSOCIATES
CONSULTINO SOIL AND YOUNDATION-ENCiUN£f,1tS AND cEOt.OQISTS
•
The inspections of foundation preparati·on, types of materials and soil
placement and compaction as well as tests of compactien made during the
period of our services on the subject site were in accordance with the
local acceptable standards for this period. The conclusion'S or opinions
drawn from the tests and site inspections apply only to our work with
respect to grading and represent conditions at t~e date of our final inspection.
We will accept no responsibility for any subsequent changes made to the
site by others or by uncontrolled action of water or by failure of others
to properly repair damages caused by uncontrolled action of water.
WOODWARD-GIZIENSKI & ASSOCIATES
Attachments
(5) Douglass Pacific Southwest Corporation
(1) Rick Engineering Company
WOODW'ARD· GIZIENSKI & ASSOCIATES
CONSUlTING lOll AND fOUNDATION ENQINUIIS AND Q[OlOGIITi
T "...... "" fOMPACTION TEST RESUL.
~;}O.NAMI CARLSBAD PALISAD S UNIT #1.. . . DATE REPORTED December 13, 1971
JOB NUMBER 73-130
OATES COVEftED October 31 ,throtigh D~cember 11,1974 PAGE 1 O~ 6
I MOISTURE ,.'ELD LABORATCun "EUTIVE
DATE TIlaT RETEST LOCATION ELEVATION CONTENT DENS ITT DEllZITY COI41'ACTIOH
NUMBER 01' OF TEST '!Io DIlYwi', PCI' PCI' % 01' LAB. DEHS.
OCT. 31 1 SOUTHEAST OF LOT 17 46 ' 8.7 '103.7 121.0 85.4
2 1 SOUTHEAST OF LOT 17 46' 9.9 1 ]8. 2 121.0 97.6
" NOV. 14 3 NORTH OF LOT 105 108' 8.7 119'.1 127.0 93.7
4 SOUTH OF LOT 101 106' 9.9 114.6 ' 125.5 91.3
5 NORTH OF LOT 100 100' 7.5 114.0 121.0 94.2
6 NORTH OF LOT 93 102' 11.1 116.8 127.0 91.9
~OV . 4 7 SOUTHEAST OF LOT 17 48 ' 7.5 .105.6' 121.0 87.2
8 SOUTHEAST OF LOT 17 48' 6.9 109.0 121.0 90.0
9 EAST OF LOT 17 50' 11.1 115.0 127.0 90.5
10 SOUTHEAST OF LOT 17 52' 10.5 117.8 127.0 92.7
11 EAST OF' LOT 17 54' 11.7 1T2.3 127.0 88.5 i 10V. 5 I
12 SOUTHEAST OF LOT 17 56' 8. 1 117.1 121.0 96.4
13 LOT 17-58' 10.5 115.0 121.0 . 94.9
14 11 EAST OF LOT 17 54' . 11. 7 116.8 127.0 92.0'
15 EAST OF LOT 17 62 ' 11.1 113.9 127.0 89.6
OV. 6 16 EAST OF LOT 18 64' 7.5 110.3 121.0 91.0
17 LOT 15 66' , 6.9 123.2 125.5 98.4
18 SOUTHWEST OF LOT 14 68' 8.1, 113.9 121.0 94. 1
19 15 EAST OF LOT 17 62' 10.5 117.8 127.0 92.5
20 LOT 14 68' 10.5 117.8 125.5 ·'.93.8
21 SOUTHWEST OF LOT 12 6B' 8.7 118.0 117.0 100+
22 NORTH OF LOT 26 70' 9.9 118.4 117.0 100+
)V. 7 23 NORTHEAST OF LOT 15 54 1 9.3 122.0 125.5 97.1 -.--24 NORTHEAST Of LOT 17 56 ' 12.3 111. 5 115.5 96.4
25 EAST OF LOT 17 58' 13.0 1l6.1 121.0 96.1
26 EAST OF LOT 17 70 ' 11. 1 110.4 121.0 .91.1
27 WEST OF LOT 11 72' 16.9 115.0 127.0 90.5
28 LOT 11 741 9.9 115.2 125.5 91. 7
29 EAST OF LOT 17 60' 13.0 116.0 125.5 92.5
30 LOT 17 72' 14.3 107.0 115.5 92.8
31 LOT 14 74' 13.6 108.6 115.5 94.0
32 EAST OF LOT 17 64' 13.0 107.2 115.5 93.0
V. 8' 33 WEST OF LOT 15 76' 10.5 112.2 118..0 95.4 ----34 LOT 14 76 1 15.6 110.2, 115.5 95.5 ,.
35 EAST OF LOT 17 74' 13.6 116 .. 0 . 117.d 99.0
36 EAST OF LOT 17 66' 10.5 113.5 118.0 96.1 o·
37 EAST OF LOT 18 78' 14.9 108.8 115.5 94.6 :
I 38 NORTH OF LOT 16 7B' 12.3 107.2 115.5 93.0
39 EAST OF LOT 17 68 ' 8.7 108.2 118.0 91.8 !
40 NORTHEAST OF LOT 17 62 ' 9.3 111.1 118.0 94.4 ~ .
WOODWA~~· GIZIENSKI & ASSOCIATES
COHSULTINI! IOiL ANO rOUNOATlON lHGINURS ""'9 G[OLOCOISf1
I I' l -~-~~~~".-.... ~ ~ ...,.-.~-.. ............... ""~~~ ~ ,
~~I,~~llUr~~",~, •• '!l-""
rMPACTION TEST RESUL.
CARLSBAD PALISADES UNIT #1 DATE REP9RTIED December 13, 197
JOB NUMBI);R 73-130 ' .
PATEl!;! COVERED October 31 through December 11,1974 PAGE 2 OF 6
MO'3TURII: "'Eu) LA.OR .... TORY Rm..AT'VE
DATI!: nST RITEST LOCAT'OH ELEVATION CO/iTILNT DENalTv DENSITY COlA PACTION
HUN.Eft or Or-TEST "J\o DRYWT. 'rer 1'(;1' % or ·LAa. DENa.
NOV. a 41 LOT 10 78 1 7.5 106.6 117.0 91.0
42 LOT 12 80 1 9.3 112.8' 118.0 95.6
NOV. 11 43 LOT 18 80 1 12.3 114.2 118.0, 97.0
44 SOUTHWEST OF LOT 13 80 1 11.1 109.9 117.0 93.8
45 EAST OF LOT 17 82 1 11.7 107.0 11-5.0 92.6
46 EAST OF LOT 18 82 1 6.9 ,118.4 121.0 93 .• 9
47 LOT 9 84 1 n.1 107.7 115.5 93.2
48 SOUTH OF LOT 19 84' 14.3 111. 1 117.0 94.8
49 NORTH OF LOT 14 62' 9.9 106.6 115.5 92.3
50 LOT 13 84 1 10 .. 5 109.6 ·117.0 . 93.5
51 NORTHEAST OF LOT 15 64' 12.3 lOB,. 5 115.5 ' 93.8
52 LOT 24 86 1 10.5 108.4 117.0 92.7
53 NORTH OF LOT 15 66' 11.7 110.2 1.15.5 95.4
54 NORTHEAST OF LOT 14 68' 10.5 113.4 11B.0 96.1
~OV .• 12 55 SOUTHEAST OF LOT 14 88' 9.3 113. 1 117.0 96.8
56 EAST Of LOT 14 70' ll..? 114.5 118.0 97.0
57 LOT 10 86' 11. 1 112.7 11B.O 95.4
58 NORTHWEST OF LOT 19' 88' 11.1 110.1 117.0 94.1
59 NORTH OF LOT 27 88' 10.5 110.9 118.0 93.8
60 NORTHEAST OF LOT 16 72' 10.5 114.9 118.0 97.4
61 WEST OF LOT 9'3 106 1 12.3 lll.9 119.0 89.6
62 NORTHEAST OF LOT 15 741 11.7 107.3' 115.5 " 93.3
63 NORTH OF LOT 110 104' 12.3 108.1 119.0 90.8
WV. 13 64 NORTHWEST OF LOT 20 90' 12.3 109.7 118.0 92.8
65 LOT 25 90' 11.7 111. 1 118.0 94.2
66 LOT 28 92 1 14.3 105.9 115.5. 91.1
67 LOT 21 94' 11. 1 111. 3 118.0 94.5
68 EAST OF LOT 24 92' 12.3 110.0 118.0 93.2
69 LOT 17 78'. 8.1 101 .3 . 115.5 87.7
70 Lor 26 92' 9.9 104.5 115~ 5 90.6
71 61 WEST OF LOT 93 106' 8.1 108.2 119'.0 91.1
72 69 LOT 15 78 1 10.5 107.2 115.5 92.8
73 WEST OF LOT 98 106' 10.5 115.0 125.5 91.6
74 NORTHEAST OF LOT 14 82' 8.1 107.6 115.3 93.0
75 NORTHEAST OF LOT 14 84' 9.3 107.2 118.0 91.0
.OV. 14 76 LOT 20 94' 8.7 118.5 1.21.5 97.6
77 LOT 8 96' 11. 1 114.1 121.5 94.1
78 NORTHWEST OF LOT 11 94' 9.3 115.7 1'21.5 94.9
79 NORTH OF LOT 4 BO' 9.3 118.0 '121. 5 96.8
80 NORTH O~ LOT 4 84' 10.5 108.'9 117'.0 93.0
~
J WOODWARD· GIZIENSKI & ASSOCIATES 1 CONSULTING lOlL ANO rOUNOAlION l'NIIINUft5 AND Q(OLOGIS15,
~
erOMPACTION TEST RJ:!SUL.;
CARLSBAD PALISADES UNIT #1 . DATE REPORTED December 13, i 1971 I
JOII NUMBER 73-130
OATES COVERED Oct~ber 31 through December 11, 1974 PAGE 3 OF 6
MOI.TUIt& YIELD LABORATORY ItELATIVE DATI: naT Ila:TEII'r LOCATION ELEVATION CONTENT PENS,lTY DENalTY CON';ACTION NUNSEII 01' OF TEST 11. DIIYWT. PCI' PCI' '4 01' LAC. Du.:a.
NOV. 11 81 SOUTHEAST OF LOT 27 96' 10.5. 108.0 117.0 92.2 82 LOT 23 ' 96' 9.9 104.0 118.0 88.2 83 SOUTH OF LOT 21 98' 13.6 116.7 121. 5 95.~ 84 LOT 4 86' 10.5 108.0 118.0 91.4 85 WEST OF LOT 4 88' 9.9 110.0 118.0 93.2 86 LOT 3 90' 13.0 111.3 121. S 91.8 87 LOT 16 92' 14.3 113.3 121.S 93,~ 1
NOV. 15 88 LOT 29 94 ' 16.3 109.2 121.5· 90.0 89 EAST OF LOT 17 94' . 11.1 112.9 121.S 92.5 90 LOT 17 96 ' 13.6 113.1 127.0 89.2 91 82 LOT 23 96' 9.9 107.2 118.0 91.1 92 90. LOT 17 96' 13.6 115. 1 127.0 90.8 93 LOT 100 108' 8. 1 10S.7 119.0 88.8 94 LOT 92 108' 9.9 108.1 119.0 91.0
NOV .• 18 95 LOT 6 '95' 3. 1 119.2 127.0 93.8 96 LOT 11 98' 8.7 118.9 127.0 93.6 97 LOT 16 99' 8.7 119.3 127.0 93 •. 9 98 SOUTH OF LOT 103 110' 9.9 ' 109. 1 119.0 91.6 99 LOT 98 112' 11.1 115.6 127.0 91.0 100 LOI 92 108' 8.7 . 107.3 119.0 90.1
NOV. 19 101 LOT 104 114' 9.9 122.8 125.S 97.8 102 LOT 87 114' 8.7 123.2 125.5 98. 1 103 LOT 99 116' 11. 1 113.9 119.0 95.7 104 LOT 12 99' 12.3 119.3 127.0 93.9 lOS LOT 6 96' 12.3 118.5 127.0 93.3-
NOV. 20 106 LOT 5 FG 97.7' 13.6 114.9 127.0 90.4 107 LOT 8 FG 98.7' 14.3 . 121 . .0 127.0 9S~2 108 LOT 11 FG 100.9' 14.3 115.0 127 .. 0 90.5 109 LOT 16 FG 102.2' 13.6 119.0 127.0 93.7 110 LOT 77 116' 7.5 110.1 118.0 93.3 111 LOT 105 118' 12.3 110.4 117.0 94.3 112 LOT 109 118' 11.1 106.1 117.0 90.6
~OV. 21 113 LOT 190 118' 9.9 105~9 117.0 90.5 114 LOT 107 120' 11. 1 106.3 117.0 . 90.8 115 LOT 87 120' 11. 1 105.8 117.0 90.4 116 LOT 103 122' 12.3 106.1 117.0 90.6
WOODWARD· GrZIENSKJ & ASSOCIATES.
CONSULTING SOIL ANO rOUNO ... TlON [NGIN[(It\ ... NO G(Ol()(lISl'
\I',.' ,', ' rfil~7~~~
;P'
JOB NAME
.OMPACTION TEST RESUL.~
CARLSBAD PALISADES UNIT #1 "
JOB NUMBER 73-130
DATES COVERED October 31 through December 11, 1974
DATE nST
NUMSE"
NOV. 22 117
118
119
'20 121
\ '
RETEST
01'
. '
LOCATION
NORTH OF LOT 106
NORTH OF LOT '01
LOT 114
NORTH OF LOT 104
SOUTH OF LOT 105
~O'STURE
ELEVATION CONTENT
OF TEST ~ DIIY WT.
1241
124'
1241
124'
124'
14.3
16.9
13.6
15.6
14.3
DATE REPORTED December 13, 1974
PAGf; 4 OF 6
'IEL.P 'U,IS0RATClIIY , III:LATlV~
DENSITY DENSITY COIol,. ... CTIOH
PC" J.cl' ~ 0, LAB. D£><a.
109.4 111.0 93.5
112.4 117.0 96.0
117.0 117.0 100.8
111." 117.0 94.9
111. 7 117.0 95.4
WOODWARD· GfZIENSK:1 & ASSOCIATES
CONSULTINC SOIL "NO rOUHD"lIDH (HCIHU"S ""0 C(OLoGl$!S
': 'M.~";fil!J!/Wf'7"
.COMPACTION TEST RESUL,. ,?' ~". DATI: REPORTED December 13, 197 CARLSBAD PALISADES UNIT 1 "
JOB NUMBER 73-130
DATU COYE~EO October 31 throu"gh December 11, 1974 . PAGE 5 0,-: {5
MOISTu,"e VIIELD LA.ORATORY 'RIELATIVIE DATI nST RETCST LOCATION ELI!;YATION CONTINT OIENSITY . OIENSITY COMi>ACTION NUN.EII 01' OF TEST 'II. DIIYWT. reI' KI' % ~I' LAB. DVIS.
NOV. "2·5 122 LOT 119 126 1 11.7 111.1 120.0 92.5 123 LOT 8.9 126 1 12.3 109.8 118.0 93.0
NOV. 26 124 LOT 97 128 1 12.3 110.2 117."0 94.1
NOV. 27 125 LOT 93 128 1 11.7 119.5 127.0' 94.0 126 LOT 106 130 I 12.3 1.21.3 127.0 95.5 127 LOT 95 130 I 12.3 111.7 118.0 95.4
DEC. 2 128 EAST OF LOT 46 101' l1.7 106.7 118.0 90.4 129 LOT 101 132 1 12.3 108.2 120.0 90.6 130 LOT 112 132 I 14.3 105.2 115.5 91.0 131 LOT 95 132' 11. 7 107.2 117.0 9l.6
DEC. 3 132 LOT 32 105 1 11.7 114.9 127.0 90.,4 133 EAST OF LOT 39 96 1 15.6 110.8 120.0 92.3 134 " II LOT 38 98' 13.6 115.3 121.5 94 . .8 135 II II LOT 38 laO' 12.3 116.0 121.5 95.4
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIl. AND rOUNOATlOH INGIN£lIlS .... 0 G£OLOfOISlS
~'>~~" , . .. ..... • ,J." __ .. ~, ... h .... ~~_~ ......... I~' _ .. ~ ___ ' _ ~ ... ,-__ ""iSl. b.adW?*'f A''iilJl."b');rh;H ...................... , " , .' -
'. / 'O~PACTION TEST RESUL" / " F ~ , • .r-
'vv
JOII NAME CARLSBAD PALISADES UNIT 1 DATE RItJtORTEO 12/13/74
. \
JOB NUMBER 73-130 (FILL)
DATE. COVERED October 31 through December 11, 1974 PAGE 6 0 .. 6
MOIiTUlut .. IELD L.A. ORATORY RI:L.ATIVI:
DATI: 'naT IIeTeST LOCATION I:LEVATION CONTENT OltNSITY DltNSITY COMPACTION
·NUMSltll 0 .. orrTlI;sT "I(,OIlY-WT. PC;!' PC, % 0,. LAB. DItHS,
)EC. 6 136 £0 OF LOT 38 102 1 13.0 113.9 120.0 94.9 137 NE. OF LOT 105 134' 15.6 108 .. 3 115.5 93.7 138 NE. OF LOT 102 134' 13.6 '114.2 121.5 9.3.9 139 N. OF LOT 99 134' 13.0 112.8 118.0 . 95.5 140 £0 OF LOT 45 104' 13.0 111. 9 118.0 94.8 141 E. OF LOT 39 106' 13.6 112.9 120.0 94.0 142 £0 OF LOT 47 108' 13.0 111. 7 11-8.0 94.6 143 E. OF LOT 38 110' 13,.6 112.0 118.0 94.9
DEC. 9 144 NE. OF LOT 93 120' 10.5 102.2 118.5 91.3 145 LOT 86 120' 14.3 114.9 127.0 90.4 146 LOT 92 120' 14.3 115.3 127.0 90.7 147 LOT 32 102' 12.3 109.2 118.0 92.5
DEC. 10 148 LOT 21 101' 8.7 115.1 127.0 90.6 149 £0 OF LOT 46 112' 13.0 113.6 121.5 93.4 150 £oOF LOT 47 116' 12.3 112.7 121. 5 92.7 151 LOT 27 89' 11.7 114.6 127.0 90.2
152 LOT 22 101' 12.3 115.0 127.0 90.5
DEC. 11 153 LOT 25 99' 13.0 117.8 127.0 92.7 154 LOT 31 97' 11.1 116.5 127.0 91.7
155 LOT 3 97' 9.9 118.3 127.0 93.1 156 LOT 18 FG'102.4' 13.6 114.8 127.0 90.3 157 LOT 24 FG 102.0 1 12.3 114.6 127.0 90.2 158 LOT 32 104' 13.0 115.2 127.0 90.7 159 LOT 26 FG 100.3 12.3 109.0 120.0 90.8 160 LOT 29 FG 98.7 13.6 116.7 127.0 91.8 161 LOt 1 FG 98.7 12.3 109.3 120.0 91.0 162 LOT 28 FG 99.3 13.6 115.5 127.0 90.9
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULT'NG ~o,~ AND rOUNDAlION IN''INnlt~ AND Q£OLOlllsn
JOB NUMBER
eCOMPAc-:rON TE$T RE~UL_
CARLSBAD PALISADES UNIT 1
73-130 (STREETS)
O ... nREI"ORTltD December 13, 1"97
OATES COVERED November 21 through November 27, 1974, ,. ... GE 1 01" 1
MOIITUIIK I'IELD LAilOIllATOIIY ftl:LATIYIt PATE ftST RItTEST LOCATION ELEVATION CONTENT DEH.,Tl-DEH.,TY COMPACTION HUM.EII Or' Ol'TEST 11. DItYWT. pel' PC7 "4 0 .. LAB. DItH ••
PALISADES DRIVE STATION NOV. 21 $-1 4+15 N. HALF 120' 14.3 1:08.0 117.0 92.3
NOV. 25 ~-2 4+24 CENTER 122' n.l 114.9 ·127.0 90.4
NOV. 26 $-3 3+82 N.· HALF 126 1 11.7 106.1 117.0 90.6
NOV. 27 S-4 5+15 N. HALF 130.1 12.3 117 .2 127.0 92.2
•
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING lOlL AND fOUNDATION lNGINElII' A"D Q[OLOGISTS
I~
130
120
110
100
90
FC
• . DIRECT ~EAR TEST DATA 1 2 3
Dry Dens i ty. pet 106.7 --
Initial Water Content. % 12.7 --
Final Water Content. ~ 17.2 --
Apparent Cohesion. psf 240 --
Apparent Friction Angle. 0 28 .--
•
' ~CHAHICAl AHAl.YSIS
3 I ~ 10 ~ 200 100 ~
~
\
,\-f. -2
\ \
1-~ ''-
i ~ '-'--
r--.:. 1--.....
~l I.
/1
, ~
I ~l
I ,I· I 1 1 I I .1 ,I
,..;;;;
I 0 0 I 0 01 0 001 II o
1000 100 10 \ [\ . . .
WZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS
\ \.-
~ \ ICOBBLESI g~AJ:f I c I~~~ , ISILT & CLAY 'I
i\ r\ V2.70 S.G. \ PLASTICllY CHARACTERISTICS \ Dr' 2.60 S. G. ' 1
!\! V'" 2.50 S. G. Liquid Limit. " -~ . i.A ~, 1\ Plasticity Index. r. NP :-;/ \\ 3 f-Classi fication by Uni fied Soi I 2 f--hi \ i\ 1\ Classification System SM
I ./. ~~ \
... 1 V ~ ,\ 1\
<J /./ ~\ " \ 0..
~ ~ t\ "-SWELL TEST DATA a5
1\ " \ ~ \ 1\ 1\ I.ndial Dry Density. pet l-
x 1\ \ Initial Water Content. :;, , :::t.
>-\ \ ~ Of: ' Load. psf Q [\ 1\\
Percen t Swe II , ',\ 1\
\ ~ ~ ..
\. \ SAMPLE LOCATION \ \ \
,\. ~1 1 Pad 94
MAXIMUtoI DRY 1 2 3 ~ 2 Pad 120
DEHS ITY. pcf 119.0 127.0 125.5 ~~ 3 Pad 96
OPTI~ MOISTURE r\. ~
CONTENT. ~ 12.5 10.0 10.0 r\. i\..r\.
r\.'" ~
MOISTURE CONTENT -;. ,r--.... ""1 .. 10 20 30
LAOORA TORY C(M> ACT I a. TEST
LABORATORY COMPACTION
TEST Io4ETHOD: ASTM -D 1557-70 A
FilL SUITABILITY TESTS
CARLSBAD PALISADES
UNIT NO. 1
2
36
21
SC
WOODWARD -61· Z I HJSK i & ASSOC 1 ATES
3
.. 29
12
SC
..
,
CONSULTING SOIL AND FQUKOAHON ENGINEERS AND GEOLOGISTS
SAN DI'E(~. CALIFORNIA
,
GS PROJ. NO: 73-130
I
I I
. I
~
t
I
I j ,
i ;
OR~ BY: I StALE: --: -
CK'D BY: In TE; 12/13/74 PAGE 1, of '/1../
.' .'
130
120
110
100
90
tEOiANI ~ AHA!. YSI S
'DIRECT $HEAR TEST DATA
Dry Densi ty, pcf
,100 3 • .. 10 ..0 200
·80
\~
£1.' ~:
''t\ , h Initial Water Content. %
Final Water Content. %
Apparent Cohesion. psf
\\ . ,
5--' k\'.
\\ r-....
~ ........
en ~ 60
A-
I-
ffillO <.,) oc.
, Apparent Friction Angle. 0 ........ .......: ""-'. '
~
w
0..20
o t .1 1. i I I, I I
1000 100 10 I 0 0 I 0 01 0 001 1\ . . . .
VZERO A I'R VO I OS CURVES ,GRAIN SIZE 1M HI LLIMETERS
\.. (COBBLESI G~ArE~ ,I c; ~AHr f 'Is I LTtr CLA~ ~ \
\ ,
\ \ V2.70 S.G.
PLASTICITY CHARACTERISTICS ~2.60 S.G. 4 5 6.
'\., 2.50 5.G. L i qU i d Li mit. 1-33 34 37 '\.---, \ 1\' Plasticity Index.'!. l5 11 20 \ 1\ Classification by Unified. Soil fA-~ ~ Classification System SC SC SC
J 1\" ~\ '--~ ~ V .' f-\ 1,\ 1\ .... 'II 1/ 1\\ \ u ~
I-5 !--= ~ .I , 1\ 1\ SWELL TEST DATA 4 5 6 a v ~ \ ~ 6 f--; hi \ 1\ 1\ Initial Dry Density. pef -' 105.7: -,I-
\ x 1\ Initial Water Content .. ~ -' 12.1 -::>
>-\ '\ f\ Load. psf 160 "" Q [\ ~\ - -
Percent Swell 3.9' , \ l\ --
'\ ~ 1\
1\ \ SAMPLE LOCATION , \ 1\
l\ ~~ 4 Pad 15 .
J.4AXIMUM DRY 4 5 6 '\ 5 Pad 53J.. Lot '2
DENS ITY, pcf 121.0 118.0 117.0 ~~ 6 Pad 22 ,
OPTIMUM MOISTURE \.~
C(»tTENT. % 11.5 12.0 12.5 '\. '\. ~
" [\.~
MO I STURE CONTENT, 'f. f'\.~)
10 20
LAOORATORY C{M> ACT I (J4
LABORATORY COMPACTION
TEST wrnoo: ASTM-D 1557-70 A
30
FILL SUITABILIlY TESTS,
CARLSBAD 'PALISADES
UNIT NO. 1
~DWARD - G I Z I rnSK I & ASSOC I ATES
, ...-
1'10
130
110
100
90
DIRECT SHEAR TEST DATA
Dry Densi ty, pet
Initial Water Content, %
Final Water Content. 1-
Apparent Cohesion. psf
Apparent Friction Angle. 0
\ 1\ r
~ ~ZERO AIR VOIDS CURVES
~ \
.\ \ \ V2.70 S.G.
\[\/2.60 S. G.
\ '0. 2.50 S.G.
~ \ K\
.I \ \~
9 ). ",\,1 ~
.' V :\, , ~\\
!A ~ V \ !~'I\ ~ ~ ~~ u V Q.
7 ~ /" \ I~I\ I-.~
i§ , ~ ~ \ i\ t'\ l-
x 1\ \ :::>
>-\ \ f\ cr: Q 1\ \ r\
'\ f\
'\ 1\ f\
f\ .\
\\
I\,
MAXIMUM DRY 7 8
f\
100
80 C!J x
U) ~ 60 c...
I-ffi'lO (,.) cc. W c... 20
o I
t.£CH~ I CAL ANAl YS I S
3 a q 10 '10 200
-~,
.1\
l\\
~~.~ ~r
!:J-'l ~\
\\ "-.~." t-...
'"0:::: ::..: ~ 't5 .
I I I I I. I I
1000 100 10 I 0 0 I 0 01 0 001 ' .
GRAIN S'IZE III MILLIMETERS
ICOBBLESIGRAVEL I . SANf ' ,ISILT& CLAY] elfclm f,
PLAST I CITY CHARACTER 1St I CS 7 8 9
Liquid Limit, r. 34 -36
Plasticity Index. r. 15 -20
Classification by Unified Soil
Classification System CL SC SC
SWELL TEST DATA 9 9A
Ini\ial Dry Density, pef 116. 1 115.0
, Initial Water Content. % 11.4 13.6
Load. psf '160 '~ 160
Percent Swell 3.2 0.8
SAMPLE LOCArlON
~.\. 7 . Section A-A, Station 488+50
9 ~ 8 Pad 1
DENSI TY. pcf 115.5 121. 5 127.0 ~~ 9 Tamarack Ave, Station 2+00' ' OPT I MUM HO i STURE
CONTENT,'!. 15,0 13.0
MO I STURE CONTENT. '/.
10 20
LAOORATORY C()PACTIOH
LABORATORY COMPACTION
TEST METHOD: ASTM.,.D 70 A
11.0
30
\.~
'~ ,,,
,-' t\.'" ~~)
'10
FILL SlHTABILIlY TESTS
CARLSBAD PALISADES
UNIT NO. 1
WOODWARD -GI Z I ENSK I & ASSOC I A .
h._ ' , .... , --------vl ... • tE<AiAH I CAL AHAL YS I S
,,:
. t, ,-
'-' 3 I " 10 160 200 , -100
DIRECT SHEAR TEST DATA 10 11 12 ~~ t\
\ \ \ 107.7 106.5 80 Dr)' Density, pcf _ -Cl' \ .
!: ,
Initial Water 'Content. % -13. 1 13.0 CI) \ ~ f-12 :i 60
16.2 18.0 c.. 11\ \ Final Water Content, .,. -I-y~ ffilIO Apparent Cohesion. psf -240 420 u I _ -:-oJ ~\{ 0:. W \ ...... 10 0 a.. Apparent Friction Angle. -28 25 20 "-,:'-.-f;;::;:::
I -l I 11 I I I I r-~''::: 0
1110 1000 100 10 1.0 0.1 0.01 0.001 \ 1\ ~ZERO AIR VOIDS CURVES GRAIN SIZE 1M MILLIMETERS
\.-
(COBBLESI G~Ar~' I c I ~~ lSILT & CLAY:) ~ \ ~
\ !\ ' ~2.70 S.G. \ ,
130 PLASTICITY CHARACTERISTICS \ [\/2.60 S.G. 10 11 12
LX-V""" 2. SO, S. G. Liquid Limit, 10 28 --~
J '\ 1\ Plasticity Index. r. 11 NP NP ~G V ~\ ~ 1\ Classification by Unified Soil
120 I \ \ ~ Classi fication System SC SM SM II 1-", r r\'~ \
1 1/ '\ ~ ,
r\ .... I\-~ \ u /' a.
I-'h . \ ~~ 1\ ~ . ,\, \ SWELL TEST DATA 10 11 12 '-110 ~ \ 1\ 1\ Initial Dry Density. pcf 115.2 --l-
X 1\ \ Initial Water Content. :Z _ 9.1 --' ::;)
> \ \ 1\ lit: Load. psf 160 -c:o f\ 1\ "
-
Percent Swell \ \ 1\ 1.3 --100 \ \ ,
\ \ SAMPLE LOCATION \ \ \
\ \\ 10 Tamarack Station 14
90 t.tAXIf.U4 DRY 'lo 11 12 1\ 11 Lot 58
DEHSI TY. pet 127.0 120.0 118.5 ~~~ 12 Lot 59
OPT I J.IJM MO I STURE . 9.5 12.5 13.0 COMTENT. % ~l\.~ I " '\.~
8°0
MOISTURE CONTENT '/. ~hl,
10 20 30 LjQ.
~OORATORY CCWACTI()4 TEIT.
FILL SUITABILITY TESTS
LABORATORY COMPACTION CARLSBAD PALISADES
TEST MrntOD: ASTM-O "557-70 A UN1T NO. 1
hOODWARD -GIZIENSKI & i\~Sflt I ATES
COItSULTlHG SOIL AND FOUHOAHOH EHGIHEERS AND GEOLOGISTS
SAM DlfGO. CALIFORNIA
DR. BY: GS I SCALE: IPROJ. NO: 73-.30
CK'D BY I DATE: 12/l3/74 !PAGE 40f 4 ~
:c
•• •
WOODWARD· GIZIENSKI & ASSOCIATES
3467 Kurtz Street
San Diego
California 92110
(714) 224-2911 "
CONSULTING SOIL AND FO.UNDATION ENGINEERS AND GEOLOGISTS
An affiliate of Woodward -Clyde Consultants
October 1, 1973
Project No. 73-13b
Revised: October 26, 1973
Douglass Pacific Southwest Corporation
Post Office Box 38 .
Oceanside, California 92054
Attention: Mr. Frederick K. Musser
RECOMMENDATIONS FOR BUTTRESSING OF
SLOPES AND FILL FOUNDATION TREATNENTS
CARLSBAD PALISADES
CARLSBAD, CALIFORNIA
In accordance with the request of Mr. Dick Slayter of Rick Engineering
Company, we have made additional slope stab-;lity analyses of the subject
site". These analyses are based 011 a revie\;t of the latest grading plan
provided us by Rick Engineedng Company on September 19, 1973. A pre-
"liminary investigCl.tion of the site was made by our .firm and the results
presented in a report dated March 3, 1973. An addendum letter concerning
additional soil studies of the site including a.dditlonal borings-and
laboratory tests is d-atedf'1ay16, 1973. The data in these soil reports
provide the basis for our slope analyses.
The recent grading plan provided us indicates the followin~ cut and fill
slope configurations:
Type of Slope Approximate Inclination* Approximate Maxjmum Height
Cut 1-1/2 to 1 74 tt
Fi 11 1-1/2 to 1 60 ft
Cut-Fill 1-1/2 to 1 67 ft
(predominantly cut)
Cut-Fill 1-1/2 to 1 73 ft
(predominantly fill)
* In slopes over 50 feet in height a bench is ~rovided at approximate
mid-height.
u,
Douglass paCific,6h"est
Project No. 73-130
October 1, 1973
Revised: October 26, 1913
Corporation • Page 2
---.~>
Our studies included the establishment of soil parameters for use in slope
stability analyses; these parameters are based on laboratory tests contained
in the preliminary report, additional labora.tory tests (including, slow direct
shear tests performed under saturated conditions) and our experience with
similar soils in" adjacent areas.
Based on our analyses, we have arrived at revised general slope criteria for
the subject site. The criter"ia. is based on a minimum factor of safety
against deep-seated slope failure of 1.5 under static cQnditions. The follow-
ing table presents these criteria:
Slope
Cut
Cut
Fill
Fi 11
Materiai
Sandstone
Claystone
Compacted fill of
any suitable on-
site soil
Compacted
Sandstone •
I Ha= allowable slope height for
1-1/2 to 1 inclination
76 ~ft ,0 ~ft
30 ft
qO ft *
* NOTE: Compacted fi 11 slopes over 60 feet in he"i ght shaul d h"ave the outer
"50 feet compacted to an average relati ve compaction of 93 pel~Cel1t
with a minimun) compaction of 91 percent. As an alterna'te, the slope
should be reduced to 2 to 1 inc1inatton.
Several of the proposed slopes~ according to the most recent grading plan
fal1 outside of the criteria listed above. In addition, several of the cut-
fill slopes in our opinion that fall vJithin the height limitations~ do not
have adequate safety factors against slope failure. These slopes are shmvn '
on the attached Site Pl an, and recommendati ons for fi 11 foundation" treatment
and/or buttressing are presented below:
Cut Slopes Composed of Claystone over ~)O feet in Overall Height
It is recommended that this entire cut slope be 9uttresse<i. with compacted
sandstone in accordance with the following sketch.
Compacted
Sandstone
.L
---=:'-¥
.3' Min imuro T
,'.'
Slope
~Claystone~
Drain System as required" To be determined in field
during conslr~ction"
to ath'ieve adequate
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND rOUNOATlor. ENGINEERS A",O-Q£OLOG.515
T
0' l060'
Dougl ass Paci fi c ~.IVJest Corpol~at'i 0n rroject No. 73-130 ,.
October 1, 1973
Revised: October 26, 1973
Page 3
;510Res Composed 'of Compacted Fill over 30 feet ~nd 1 ess than 60. feet in
Overall Heig,ht.
It is recommended that all fill slopes greater than 30 feet in height be
constructed in accordance \\fith the follo\lJing typical sketch:
~_-'---'-'_-"'-o ........ ...,....,.. __ l 30" Min"
~30'to60' Sandstone , ~'
(soc note page 2) , I ' , ". " .-;':~;;Jj{/., · ~iH"~!le~iai;te com, acted _.-L_-7;L~xcavate aod ',ccom,acted
3' HI n(,1----:...:::::~-,.;.::>-.c .../ If claystone 1 n key
;. ~ Remove all overburden '
~ -from ke¥ area for insp.ection .
Cut-Fill Slopes with Claysto~e in Cut Portion
It is recommended that special treatment be employed in the cut portion
of these slopes in accordance with the fo 11 ovli ng sketch:
Compacted
Sand stone
i----~·:-;-7~~'~~~~~
I~_:" ~v; ,~: __ ~:l',"'::: 1, ].IJ~
:.;..: , :.~,.·i:· ~Suitable on site compacted ", --.~"'," fill materi aJ
, . (
eo note page 2)
_1 ~ _______ }-requi red·
3' J.(i n,,-:----1.:.r
It is generally recommended that the natural overburden soils be benched
through and into formational soils as the fill progresses up slope.
In many cases, the ~tability nf claystone slopes will depend on the actual
geologic conditions exposed in the slope. Criteria to be considered include
intense fracturing, jointing or faulting, weakclayseams within the claystone,
bedding atdtudes and water seeps. These criteria can best be evaluated by
a geologic examination of the cuts during grading. Some of the lower cut
slopes, falling within our criteria above, may have to be buttressed depending
~n the presence or absence of the adverse geologic features.
WOODWARD· GHI.ENSKl&ASSOCIATES
CONSUL TINa SOIL AHO FOUNOIITIOH ENGINEERS AND GEOLOGISTS
Doug 1 as s Pac ifi c S.1I'lCS t
Project No. 73-130
October 1, 1973
Revised: October 26, 1973
.. , .. ~~ .
Corporation '.
.In re.gard to landscaping the slopes, whether a particular species ,of
vegetation would be more suitable than another, can be best determined
by the landscape architect. It is recommended, however, that controls
be placed on irrigating the slope such that excessive wetting of the slope
does not occur that would cause saturation of the outer portions of the
.slope and possible ,subsequent sloughing. Cal~eful consideration should be
given to the design of the irrigation system such that the possibility of
leakage and breakage of water lines are minimized. It is recommended that
the lots above slopes be properly drained and/ol" bermed as required and
that no ponding of water occur in the pad near the rear slope.
It is recommended that final grading plans be reviewed by our office prior
to final .submittal. If there ai~e any questions concerning our recommendations'
above or any other part of the project, please call or write at your
COlweni ence. '
WOODWARD-GIZIENSKI & ASSOCIATES
d~/~-. L011is J. L~~E. 14129
LlL/RPH/mf <,
(4) Dougl ass Paci fi c Southwest Corporati.on
Attention: Fred~rick Musser
(2) Rick Engineering Company
Attention: Dale Gleed
Attachment
WOODWARD· GIZIENSIO & ASSOCIAtES
CONSUL liNG SOIL AND fOUNDATION ENGIN£[IIS' AHD GEOLOGISTS
/ .
WOODWARD· GIZIENSKI & ASSOCIATES,
~ONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
An affiliate of Woodward -Clyde Consultants
3467"Kurtz 'Street
San Diego
California 92110
(714) 224·2911 August 8, 1973
Project No. 73-130
Douglas Pacific Corporation
P.O. Box 1207
San Clemente, California 92672
Attention: Mr., Jerry Johnston
SLOPE BENCHES
CARLSBAD PALISADES
CARLS BAD, CAL I FO RN lA,
In accordance w'ith the request' of Mr., Dick Slater of Rick Engineering Company,
we have made a study b,f the use of benches in proposed slopes for the subject
subdivision. The proposed cut and fill slopes have maximum heights 6n the'
order of approximatel'y 65 feet, accord,ing to the latest preliminary ,grading
plan prepared by Rick Engineering Company. Our study is based on information
contained in a preliminary soil investigation for the site presented in a
report dated March 3, 1973, an addendum letter concerning additional soil
studies at the site, dat~d May 16, 1973, and our general experience in the
field of soil engineering for land development projects in the area.
Slope stability problems can be divided into three main 'areas. The first
area is surface sloughing, which is caused when loose surface sOi,15 become
saturated due to excessive irrigation runoff or heavy rain, loose strength
and slide down the slope. The second area is erosion gullying, which
results from the coalescing of rain runoff or sprinkler-water which results
in small streams of water running down the slope, which erode channels.
Deep-seated slope failure is a function of the slope geometry, geologic
factors and soil strength perameters. .
The effects of benches in each of the above areas of concern are as follows:
Surface Sloughing
" Benches catch sloughed soil and help keep material off the lot
pads, walkways an'd roadways below slopes. However, benches can become, plugged
with sloughed material and cause ponding of water. Subsequent infiltration
of the ponded water into the slope can aqgravate the condition of sloughin~
and effect deep-seated slope stability. Surface sloughing can generally
be minimized by good compaction of the slopes, planting and carefully con-
trolled irrigation.
Douglas pacifi1-··poration
Project No. 73-I ,o,ugust 8,1973 . f' .
Page 2,
, 'Eros i on' Gu 11.1'; og
BEmche's in the slope reduce the distance that water travels on'
slopes and thereby limits the tributary area and hence the formation of the
gulli.es. Here, as in surface sloughing this condition can be controlled by
planting and adequate compaction. Also, cohesive soils may be used on
the slopes, as a cap over granular soils to resist erosion. Small diameter
rip-rap, gunite, and soil cement can protect exposed slopes from erosion.
'Deep-seated 'Failure
Slope benches reduced the overall inclination of a slope, thereby
increasing the calculated factor of s51fety. In general, however, tbe reduction
is only significant~in slopes ,over 75 feet in height. Buttresses of $elected
soils can be used to increase the factor of safety of a given slope without
reducing the inclination. '
Soils of the subject site, in general, range from silty and c'layey sands to
clay-siltstones materials. Gullying in these materia1s, either compacted
slopes or natural cut slopes, is generally less of a problem than with
clean granular and gr~velly soils.,
It is concluded, based on the discusston above that benches in slopes at
the subject site are not generally required for deep-seated stability.
It is also evident that other procedures ,may be followed which would serve
the same purpose as benches, such as careful compaction of the slopes,
planting and careful irrigation control. It is recommended, however, that
some kind of minimum control for slopes between hei.ghts of 50 and 75 feet,
say one bench midway in the s.1ope, be provided in order 'to help minimize
erosion gullies and sloughing. '
If there are any questions concerning this matter, please call or write at
your convenience'. He are currently reviewing the most recent grading plans
provided by Rick Engineering Company, 'in particular .in regard to the proposed'
cut and fill slopes and are preparing recommendations for buttressing
where required. These recommendations will be presented in a few days.
WOODWARD-GIZIENSKI & ASSOCIATES
d~/.,~~&~· J~ts E. Cavallin, R.E. 17553
RP\t1/ J EC/mb
(4) Douglas Pacific Corp.
(2) Rick Engineering Co.
(l) Doug'las Pacific Corp., Attn: f1r. Joaquin Garcia
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNOATION £N"'N((!!S ,foND .. EOLO .. ,STS
, . ~