HomeMy WebLinkAboutCT 73-29; PONDEROSA HOMES INC; SOIL INVESTIGATION; 1973-09-06I
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TABLE OF CONTENTS
LETTER OF TRANSMITTAL
SCOPE
FIELD INVESTIGATION
LABORAtORY TESTS
SITE, GEOLOGIC AND SOIL CONDITIONS
CONCLUSIONS AND RECOMMENDATIONS
LIMITATIONS
TABLE I.~ ·SUMMARY OF SEISMIC TRAVERSES
FIGURE 1 --~lTE 'PLAN
FIGURES 2 THROUGH 12 -LOGS OF TEST BORINGS
FIGURES 13 THROUGH 15 -LOGS OF TEST TRENCHES
ELGHRES 16 "AND 17 -FlLL SUITABILITY TESTS
FIGURES 18 THROUGH 21 -DIRECT SHEAR TESTS
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WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTINQ SOIL AND FOUNDATION ENGINEERS AND gEOLOGistS
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WOODWARD ~ G>IZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS, AND GEOLOGISTS
3467 Kurtx Str •• t
San Dieso
California 92110
(714) 224.2911
Ponderosa Homes
An affiliate of W ooclward -Clyde Consultants
September 6,'1973
Project No. 73-203
2082 Business tenter Drive
Suite 100 .
Irvine, California 92664
Attention: Mr., Donald W. Gales
In accordance with 'our agreements dated Jun'e 8, 1973 and JulY 25,. 1973,
we have made an investigation of th,e underlying, soil conditions at the '>
site of the proposed subdivision to be known as Carillo Estates in Carlsbad, .
California. .
The results of Qur studies indicate that ,the site is generally suitable
for the proposed development;'~~w~v~r~ ___ the~e is some ~ar~ rock that may
'require 'blasting and existing 1I01d" 1andslic;les in the northeastern canyon
may require speC1a1~atment or real~nt of·the ro osed e1 Fuerte
Street. "tne ex!e!?t, p ~,e. eXl~t~.!!g landslides are not anticipate to be
within the proposed lot areas and are 'not expected to pose-constntction
.e.rop-lem.?, in -flie'se--areas'~-tltuch of the on site materia'l 'ls potentially
expansive and it appears that selecti ve gr:-ading will, be necessary to.'
provide nonexpansive soils in the upper portions of level lot pads.
The accompanying report presents' our conclusi'on's and recommendations~ as
well as the, r"esults of the subsurface exploration and ,laboratory t~sts
upon which these recommendations are based.
The engineer assigned to this project was Joseph G. Koch€rhans. If you'
.have any questions, please call at your convenience.
WOODHARD-GIZ-IENSKI & ASSOCIATES,
tuiSJ. ,Let< .E. 14129.
LJL/JGK/mf
Attachments
(2) Ponderosa Homes
(4) Rick Engineering Company
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SCOPE
Thi.sreport describes an in~estigation of the under)ying soil
and geologic cO!1ditions at the site of the propos'ed subdivision to be
known as Carillo Estates. The site is located approximately 1 mile
east of E1 Camino Real and 1 mile south bf~albmar Airport Roaa in Carlsbad s
California. The purpose of the investigati,on is to make a geological
and soil investigation of the,site that w'ill provide a basi's for conclusions
and recommendations regarding the stability of the proposed cut and
fill slop'es; any required fill foundation treatments and special provisions
that are necessBry in'the earthwork specifications; the most suitable
type and depth of foundati.an and allowable soil bearing pressures for
foundations on compacted fill or natural ground; and provide,conclusions
and recommendations regarding the relative stability and the necessary
meas:u.r.,e.s, to. impr.m/_e th.e s.tabjl H;y .of .. e.xi stin,g lIold ll 1 andsl ides. The
results of our engineering geological reconnaissance have been presented
in our letter dated June 4, 1973. Preliminary resul~s'of our investigation .
have been presented to the subdivision engineer, Rtck'Engine~ring CompanY,
, to assist them in developing plans for the subdivision.
It is our understanding that the proposed' area is to be developed,
into lots for single family housing which will consist of one a'nd, two-story
structures; of wood frame construction. It'is anticipated that the
residential structures will be supported 011 c.ontinuqu's footings or on
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a pier and grade' beam foundati on and that house floors wi 11 either be
raised wooden floors or concrete slabs-on-grade.
The sp~cific plan and tentative map of Carillo Estates, prepared
WOODWARD· GIZIENSKI & ASSOCIATES
, CONSULTING SOIL ANO FOUNDATION ENGINEERS AND GEOLOGISTS
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Project No. 73-203 Page 2
by Rick Engineri ng Company and dated ~1ay 7, 1973, i ndi cates that maximum
cut slope he'ights of approximatly 40 fee~at 'maximum slope inclinations
of 1-1/2 to '1 a'nd maximum 'fnl slop'e heights of no feet at an inclination
of ~, to 1 and less than 30 feet at inclinations of 1-1/2 to 1 are proposed.
FIELD INVESTIGATION' ,
Ten test borings were made with a 6-in. 'diameter truck-mounted
power auger, four test borings were made with a 30-in. diameter bucket
rig and seven test trenches were excavated with a caterpillar D-8 dozer. ~
The approximate locations of the test borings and test trenches are
shOwn on ·the Si te Pl an, Fi g .. 1. The drill i ng ofbori ngs and trench
excavati ons ·were done between June 5 .and June 11, 1973 under. the supervi sian
'o~ a project engineering geologi,st. Fi'eld 'logs -were· prepared by. the
geologist on the basi~ of an .inspection of the samples secure.d and of
the excavated material. The Logs of Test Borings and Test Trenches,
shown on. Figs. 2 through 15 are based on an inspection o.f the samples,
the laboratory test results, and on the fi·eld logs. The vert,ical position
of each sample is shown on the Logs of Test Borings and Test Trenches.
In addition to the test borings and excavations, three engineering
seismograph traverses were made on June 11, 1973 at the approximate
locations s'hown on Fig. 1. Our interpretation of the r$sults .of the
traverses is presented on Table 1.. ,
T~e test excavations and seismograph traverses were located
in the field wit.h ·the aid of 'an undated~ untitled 1"=100' scale topographic'
map submitted to us by Rick Engineering Company.
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WOODWARD. GIZI£NSKI & ASSOCIATES
CONSULTING SOIL ANO FOUNDATION ENGINEERS AND GEOLOGISTS , .
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Project No. 73-203
LABORATORY TESTS
The soils encountered were visually classified and eval~ated
with respect to strength, swelling and compressibility characteristics,
dry density and moisture content. The classification was substantiated
by grain size analyses and determination of plastidty characteristics
of representative samples of the soils. Fill suitability tests, including
laboratory compaction tests, direct sh'ear tests, loaded svlell tests, plasticity
characteristics and grain size analyses, were performed on samples of
the basic materials encountered and expected to be used as fill. The
strength of soils was evaluated by consideration of the density and mositure
content of the samples and the penetration resistance of the sampler.
The results of tests on relatively undisturbed drive sa~ples
are shown with the penetration resistance of the sampler ~t the ~orresponding
sample locations on the Logs of Test Borings. The fill sU'itability test
results, gxcept direct shear tests on compacted samples, are reported
on Figs. 16 and 17. The results of the direct shear tests are reported
on Figs. ]8 through 21.
SITE, GEOLOGIC AND SOIL CONDITIONS
The site is located on a northwesterly trending ridg~ with a
high elevation of this ridge, at the southeastern corner of the property,
of approximately 480 ft. The upper .portion of the ridge extends downward
to the northwest to an elevation of approximately 325 ft near the northwestern
corner of the.property. A canyon exists ·on the northern and eastern side
of the site that extends down to elevation of ·approximately 150 ft. The'
side slopes of this canyon are relatively steep .. ranging between approximately
1.3 to 1 (horizontal to vertical) to approximat'ely4' to 1. The side slopes. -'
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS
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Project No. 73-203 Page 4
on the western side of the ridge are at an inclination of generally about
6 to 1. At the present time the site j's covered wi th small weeds and has
'sparse coverages of sma'll :bru.sh wlcth locally 'dens'e growth. -A·'small fill
that appears to be uncompacted exi'sts near the end of Flamingo Street.
, Our investigation reveals that there are four distinct geologic
units present on the property. These units are from youngest to oldest:
Alluvium, a late Pleistocene Terrace depo'sit, Tertiary sediments, and
Santiago Peak volcanics. A. general description of each of these uni-ts
is g'iven below:
Alluvium -The alluvium deposits are mainly confined to the /
natural drainage channels on the site. The alluvial materials consist,
for the most part, of silty and clayey sands with, minQr amounts of .
scattered gravels ;-n thicknesses up to.approxi"mately 6 ft, as exposed'
in the test trenches.
Terrace Deposits -These deposits exist in a limited amount
on the surface of the northernmost portion of the main ridge traversirig
the site. These deposits generally consist of silty clay materials
and were nbserved to be less than 2 ft in thickness.
Tettiaty:Marine Sediments -MaterialS 'of this formation make
up the bul k of the mater; a 1 requi ri ng excavati'on for the proposed
grading. The soils within this unit consist of interbedded friable
sandstones and poorly if)durated claystones. T.he majority of materials
above an approximate elevation of 400 ft are generally interbedded
sandy clays and s1lty clays.
'Jurastic'Santiago Peak Volcanics -These metavolcanic rocks
occur at the surface within 2 areas on the pro'perty, at the 'approximate
locations indicated,on the Site' Plan. These rocks typically have
large variations in decomposition ~nd fracturing in short surface
distances; that is, some areas are expected to be excavated fairly
easily, whereas an area just a few feet away may require blasting
for economical removal of the m~terials •.
The near surface soils, as encountered in the test borings,
generally consist of 1 to 2 ft of silty sand that is porous. This topspil
is generally underlain by a layer of residual silty and sandy clay ranging
in thickness from absent to 3-ft~
WOODWARD· GIZIENSKI & ASSOCIATES ..
CONSU':TING SOIL AND FOUNDATION ENGINEERS AND GEO~OGISTS
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Project No. 73-2:03 Page 5
Test Borings 4 and 5!,ere dug in an area of existing .landslides. r
A slide plane was encountered at a d~pth of approximately 6-1/2 ft in ---Borihg 4, but none was encountered in.Boring~. The material~ observed tn
Boring 5 appea.red to be sl ide debris for the entire ,depth of the boring. .....--.-...",....-.. .
It was also noted that thebed"ding .of the material a:t depths of 24. ft
and 30 ft was approximately. 30 degrees out of the slope. Refusal was
encountered on very hard cemented sand in Boring 5 at a depth of 34 ft. -.. --~
No groundwater was encountered in the test borings at the time ---Qf our investigation.
CONCLUSIONS AND RECOMfvlENDAnONS
(1) The results of our investigatioh indic~te that there arS
. $~vera 1 "01 d" 1 ands 1 i des on the pr.o peTty., that ·much "of the s'o'il withi n the
anticipated depths of grading is potentially expansive and that there is
some "hard" rock within proposed cut areas~ It is our .Q.R5nion that select
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gradi1l9_and special 'inspection will be required·;'n order to provide the . ~ --...._--_._--... ~ ----.~ ,-' -.. ---
most 'suitable end product .. It should be anticipated that special fotll1dation
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designs may be requi-red for structures on potentially expa!1sive soils.
(2) The ground which will receive fill and/Qr residential structur'es'
Will, in our opinion, have an adequate bearing value to safely support . ..
the proposed loads \vhen treated as descri bed in the following paragraphs
. and in the attached "Specifications for Controlled Fillif. Footings for.
residential'structures placed on nonexpansive undistl:'rbed s'o11s or properly
compacted nonexpansive soil may be designed for p soil bearing pressure
of 2000 psf at a depth of 12 in. below rough lot grade. .Footings should ---have a minimum. width of 12 in. ....-
WOODWARD· GIZ·IENSKI & ASSOCIATES
CONSULTINa SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS .
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Project No. 73-203 Page 6
(3) The upper zones of the Santi.ago Peak Vol~anics, the residual
clay below the topsoils, the terra'ce clays and the sandy and silty·clay
strata in the Del Mar Formation, have been classed by laboratory tests
as being potentially. expansive to varying_9.~g.rees. Our studies indicate'·
that the bulk of the materialexcaN<at~d' fr.om ,abo.ve the approximate .elevation
of 400 ft \'lill be of the potentially exp?ns;ve nature. Where these soils' . .' . . :
are used within 2 ft of finish grade in either cut or fill pads, special
foundation treatment will be necessary. For your convenience and consideration,'
the following two preliminary foundation designs are pres~nted for soils
having 3 to 6 percent swell potential and for soils having 6 to g percent
swell potential:
Rough or Compacted
Gra'. ~
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12" min"
*
FO'OTt N GD·E'lA IL
(Potential Swell 3 to 6 Percent)
IJ." miD ... concrete sJab with 6x6 10/10 mesh o ./..' &r " .;. ..... , -I. r ., ... # # t' ., •• tit' r .. /'i'.,:~o":f .mi,"". ~ushed. ro.ck ,or graveJ::;-. ~ o~ ..... ' .. ~
~#q Bars, top and bottom .' . ~V-.
j...-I?" ~ mIn ..
FOOTING DETAil
t~otential Swell ~ to 9 Percent)
~3 Dowels, 2~" O.C.
....--+-,__________ __ 11-" min .. concrete slab with 6x6 .6/6 lIIesh
18" min"
LJ2" J Imino""'"
r ,..... f... 1 ()...... ~p "I. '. 0 ~ ~4 "" •• ~~n m'io,," 'cruslieo roc" or grave .... ,il ..... -~f~#P ••. , 1 em< «Q.Q e ('e· r ' ,.
top and bottom
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WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND fOUNDATION ENGINEERS AND GEOLOGISTS '
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'Project No. 73-203 Page 7
The above footi ngs may be de's; gned Tor a soi 1 beari ng pressure of 2000 --
psf.
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Soils having a potential swell in 'excess of approximately 9 percent
-' -should not be used 'within the. upper 2' ft 'Of rough lot grade. Potentially
expansive soils encountered may be spread and compacted throughout the ---.
lower porti ons of fill s,. -but -shaul dnot be us-ed in the euter zones of
fill slope faces, as wi11 be discussed;-n the paragraph under slope stability
below.
(4) ihe results of our investigation indicate that the bulk
of the select m~terials not ~equiring special foundations will generally
be encountered below the approximate elevation 400 ft. Because of this,
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it may be desirable for this offi-ce to review theproposed grading plan
when completed and possibly make -addi"tlonal studies. in order to evaluate
the ava 11 abi 1 i ty of select materi a 1 for cappi ng the upper 2 ft -of a 11
lots founded in potentially expansive materials~ The final" result of
this m~y enab1e us to aelinate 'are"a'S "and -"nt-umes where the select materials
are available and estimate where the potentially expansive soils win
require undercutting and·thereby provide a basis for selective grading.
(5) Results of our geological reconnaissance, the test borings
and test excavations, and the· engineering seismograph traverses indicate
that the materials on thesi~e 'can generally be excavated by normal heavy
grading equipment, except in the Santiago Peak formation. Within this
-. formation, it is anticipated that blasting will g~nerally be required to
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achieve final grades in areas where cuts are in excess of approximately EO 15 ft:)rn those areas where outcrops exist, blasting. will be required·
at the surface .. It is recommended that areas requiring blasting be overexcavated
to a minimum depth of 2 ft below the proposed rough grade and that the
WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING -$OIL AND fOUND"TION ENGINEERS AND GEOLOGISTS
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Project No. 73-203 Page 8
excavation be backfilled with the more select materials available on the
site. He have discussed the"general anticipated areas of blasting with Rick
Engineering Company and suggested that raising grades in certain areas may
be helpful to minimize the amount of blasting required.
It should be anticipated that Some ovet:'sized rock will be generated
in areas that are blasted. 'Material in excess of 2 ft in least dimens.ion
will require special handling to place and use in the deeper portions
of fill; that is, when larger rock fragments are used in fills they should
be completely isolated, such ,that there,is at least the width of the compaction
-equipment between rocks in order to allow for adequate compaction of the
soils around the rock~
(6) It i,s recommended that loose and/or pQrous surface soils
which are not removed by the grading operations be excavated or scarified
----~. --::"" ---.-. ------
as_re,qIJJ red~ _~~pl ac~cL a'n9 compacted before fi 11, footings or sl abs are
. ------------------' . --'-cqnstructed; These materials range in depth from approximateJy 1'':'1/2 ) v'
• _____ -_____ ~.~ ~,~ t.1iiOIijIIR:e,.... .-..'t.:...---'
to about 3 ft on the ridge and side slopes up to approximately 6 ft in
the bottoms of the natural drainage channels. Because of the variations
in thickness of the loose and/or porous surface soils, their excavation
and compaction should be controlled in the fie-ld ,by Woodward-~:izienski &
Associate's upon visual examination of the exposed soils.
(7) The proposed cut and .f;)l slopes haying inclinations of
1-ll2 to 1 (1-1/2 horizontal to 1 vertical) ,and maximum unsupported heights
of less than 50 ft will s in our opinion, have an adequate safety factor
against slope failure if constructed in accordance with the plans and
speci fi cati ons. Fi 11 slopes' in excess of 50 ft in hei ght, but, les-s than
115 ft in height,may be constructed at overall slope ratios of 2 to 1.
W~ODWARD • GIZIENSKI & ASSOCIATES
CONSULTING SOIL ANO fOUNDATION ENGINEERS AND GEOLOGISTS ,
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Project No. 73-20.3 P.age. 9 .
It is recommended that the lower portions of the fill in those ar.eas where
the slope exceeds 50. ft in hei'ght be con.struct,ed ~f materials similar
to samples 3-3 and 14-1 in the outer 60. ft of slope face •. As grading -.. -.----~--" "--"-.------.-.~'------... ... -.
progresses, strength tests on newly exposed .?oils combined with other
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slope stabili.ty analyses may show that these newly exposed soils may also -------_. -,-
be used within this_zone. --~-" ----.......-------
(8) As previously 'noted there are existing old landslides along
the northern side slopes of the major ridge of the site. Although these
slides appear to be below the toes of.proposed fills, it_is recommeOJI.ed-
. that the keys made for these .proposed fills be inspected by a geologiSt
'_~~ ___ ' ________ ",~ ____ ---",--""'W-"~--"'-----""'-_I--"""'---__ -______ ~_ ..... __
from our fi rm 2ri or:._t.CLJ? 1 aci.ng fi-ll: j-n these areas in order to veri fy actual
subsurface conditj_o.ns .. -··This -rec.ommendati'on i·s -made f.or the purpose of
inspecting the area for possible slide debris that c.Q .. yJiLIJ_o..:·Lb~~_dglineated
from the. f·ield reconnaissance. Should such materials be encountered~
it will be necessary to remove them down to c~I]lE~~~~~.!~r~~.~_l.o.~~J"rn~Jerials
pri or to.·cons.tr",1,9ti on of fi 11 slopes ....
~ (9) ·As. presently proposed on tbe tentative' map, by Rick Engineel~ing.
Companys el Fuerte Drive is planned such that relatively high cuts would
be made on the \'/estern side of the proposed alignment .. Results of our
studies indicate that landslide masses exist in this area and that extensive
buttresses waul d b.e requi red to stabil j·ze these cuts. We have' therefore
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.r:e.c.Q!1Jmended-to Ri ck Engine~.rto,g_Comp.a.n::Y, .... :t.b.~.t. the er;oQ.Q.s,~.d.~aJ",i.g.ume1J..t_o .. t ~ ~-~ ___ • " __ .. ,c-.......... _
el Fuerte Drive , be moved farther to the east in order to fill the canyon
stree!:..-.1:hey have indicated that this alignment 'change is possible. -
It is recommended that final plans in this regard be reviewed by :this office
WOODWARD -. GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND fOUNDATION ENGINEERS AND GEOLOGISTS
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Project No. 73-203 p:age 10
in order to determine the relative stability of this area and provide any
additional recommendations that may be required.
(10) A set of IlSpec ificati-ons for Gontro,lled Fill II 'is attached.
Recommendations made as a part of this report shall become a part of these
speci fi cati ons. it is. recommended th a-t , all gradi ng op'erati ons be observed
and compacted fills be tested by Woodward-Gi;densli & Associates.
LIMIATIONS
The conclusions and recommendations made in this report are
based on the assumption that the soil conditions do not deviate appreciably,
'from those disclosed by the test borings. If variations are encountered
during constucti.on., we sho,uld .be not-tfied so that we may make. supplemental
recommendations, if this sl1o,uld bereqlI;,y,'ed.
Evaluation and utilization of soil materials for support of
structures'includes investigation of the subsurface conditions, analysis,
formulation of recommendations, and inspectton during grading. The soil
investigation is not completed until the soil engineer has been'able to
examine the soil'in excavations or cut slopes so that he can 'make the
necessary modifications, if needed. He' emphasize the i'mportance of the
soil engineer continuing his services through' thei-nspection of grading,
including construction of fills, and fou'ndation excavations.
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WOODWARD· GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS' AND GEOLOGISTS
· Project No. 73-203-
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Table I ®
I SUMMARY OF StISMIC TRAVERSES
-I Traverse Velocit~ (ft/sec} Depth' {.tt)
TR-1 2750 0-2 <
I 3900 . 2 -14 t'"
I 13000 14 -31 ?'
'-V
20000 31+ , .. :
I TR-1R 2000 o -50
I 10000 55+
I TR-2 2200 o .... 7
6500 7 -40
I ZOOOO 40+
I TR-2R 2400 0-7
7200 7 -31
I 12000 31+
I TR-3 2250· o :-5
4300 5+
--I
TR-3R 1600 0, ..; 4
-I 2600 4 -17
,
--I 7000 17+ .
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WOODWARD -GJZIENSKI & ASSOCIATES·
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CONSULTINQ SOIL AND fOUN!lATION ENQINEERS AND GEOLOGISTS
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. LEGEND:
/
;325
;325' . ----H) /'J
;300-----..:--:iiil .270' ~ / I
250'/ / /
25'0 /; ,/
275' ,.-
;306 ;32
Property Li ne
Indicates approximate location
of test boring (6" auger).
. Indicates approximate location
of test boring.(aO" bucket).
Indicates approximate location
of test trenchQ
/; /~;;Indicates approximate existing
\
\
11-50 11-75
0 c.;> UNr<:ORNIO " :z: STREET LIJ « ::::;: I-<t z: ...J 1.0.. ~
0 c.;>
()\\ ,Indicates 'approximate 1 imits of
existing landslides.
1/ ,
,'1/ ground surface contour. r-~-----------------------------------------------il J v .
Indicates approximate limits
. of Santiago Peak Volcanics
exposed .at ground surface.
SITE PLAN'
CARRILLO ESTATES
WJODWARD -G! Z I ENSK I & ASSOC I ArES
Indicates approximate CONSULTING SOIL AHD FOu/WATIOIl alGINEERS AND GEOLOGISTS
1 ocat i 6n of se i sm i c trave rse. t-_____ :r-_~S:.::A~N...:D;.:I.:E;:OO:.l,:.....::.C:;;;;A· L:.;I..;.F.;;..OR;;li;..;I;yA_.......,_---,...",..--i
Pk BYo:' ~ APPRO~ SeA ,E: . I II = 500' PRO,!h...t19; U;l,~ ~K'D BY: w~ DATE: ...... §;!,g;.ll. J.J£WR~~
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8
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"'-::;:)
Cr.J
,-0 c:
I :::l e C!)
3: 0
I· ~
..r::. +J 0.. ~
I
I
I
I
I
I
I
I
.J
,I
o
5
10
1,5
20
25
30
33
Be = 20
BO = ?:l
'WC = 16
DD = 110
BC = 92
fhring I
• ,'Y •• : •
":,' ,; Loose, dry, brown s i Jty sand (8M) .
'--"'" Porous
Hard, damp, brown sandy cJ ay (CL)
Hard, mo i st, yell ow-brown c1 ayey
sand to sandy cl ay (SC-CL)
Hard, moist, green-brown silty clay
(CL-CH) .
Hard, moist, interbedded gray-brown
sandy clay and gray~green silty clay
-(.Cb-GH) ·wi~th· seatter-ed ·angu·lar rock
and cemented 1 ayers
For Legend, s~ Fi gu re lj..
LOG OF TEST SO RI NG
CARRILLO ESTATES
i
. ,
WXlDWARD - G I Z I ENSKI & ASSOC I ATES ' . I'
CONSULTING SOIL AND FOUNDATIOff EtlGIHEERS A~O GEOLOGISTS
, SA« 01 EGO, CALI FORH 1.1. 1
-I
I
I
I
I +' .~ -I (!) u co -'I-I;..
I ~ CZl
-0 c ~-e I C!:i
3: 0
&3
I .c +' 0-~-
I
-
I
-I
I
I
.
I
I
I
I
1--
o
5
-10
15
20
25
Be = 18
Be = 68
WC = 22 DD:;: 102
Be:::. 63
Be::: 59
Be:;: 81t
Boring 2
loose, -dry-, tan s i 1±y sand "( SM)
Porous
Hard, damp, bn)wn sandy clay (Cl)
Hard, rrni st, gray to yellow-brown
clayey silt to fine sandy clay (ML-
el)
Hard, moist, interbedded gray-brown
sandy c1 ay and 0 live si 1 ty cl ay (CL-CH) --
Very dense, damp, gray-brown clayey
sand (s.i-SC) with she 11 s
cemented
For Legend, see Fi:gure 4-0
LOG-OF TEST BORIN:G 2
-CARRI LLO ESTATES
WJQ[l.JARD - G I Z I ENSK I & ASSIJC I ATES
CONSULTING SOIL AND FOUHDATIOU EJIlGIHEERS AND' GEOLOGISTS
SAN OIEOO CALI fORHIA
..-=--:..:...~_~~~ ......... ~ ___ ,",+,~PRO~Q,t... 7 3-£~1
C\(f 0 BY: F I ~~~J1~_, .. ., .. ,".!>.J
--,
1
1
1
1
I
I
I
I
1
.1
.
I
I
-I
:1
I
I
I
I
I
-.
I
-
+' Q)
t2
I
Q) <.> ~ I.-
:=J en
"0 C :=J e <!:l .
~ -&i
..c: +' 0. ~
o -
5-
10 ......
t-15 -
20 -
22 -
Ibring 3
Be = 1lJ.
we = 9
Y-~i\'--~("::::~.:..Jil~,-f ,_rIO_i_st_,_r_ed_-_b_ro_wn_s_an_d_Y,.;...C_la_y
~~. Hard, moist, brown sandy clay (CL)
- 2 ;. ':.'.':1\
DD =113 I---. ,::,'d \'--___ ---,---'-______ ---, __ _
.:'-.:::.: .Be == 40
-.' 0 3 ':'.:
-.:.... 0
,; "',';",':
[€nse to very dense, lOOist, gray-
brown clayey sand eSC)
Be::: 72
Refusal
LEGEND
we == Water Content in percent of dry weight.
DO == Dry Dens i ty in pcf.
Be = Humber of blows by IIJQ found hammer fall ing
30 inches to d·r i ve ~amg :er ,J2 inches. Sampler-'Oata: ID-"= 2. ", OD = .2.511 •
(SM) GroulJ classification'symbol in accordance with the nified Soil Classification System.
~ . -Samp 1 e Humber • -
RerusaJ == Unable to extend excavation, practically~ with eq~ipment being ~sed in the exploration,
LOG Of TEST 00 RING 3
CARRILLO ESTATES
W)QOWARD -u I Z I ENSK I & ASSOC I ATES
CONSULTING SOIL AND FOU~DATlOIl ENGINEERS AWD GEOLOGISTS
SAN·DIEGO, CAL)FORMIA .
OR. BY: ALS APPROX. SCALE: 1"1 == 5' PRP,i!,....@j 73"7_~~
CK'O BY:Y~ DATE: 8-111-73 w~~~J
I
.1
-
I
I
I
I ~ ...
(])
12
(])
I 0 CtI 4-)...
::::I C/)
"'0 ·1 c ::::I o· )...
(!:)
~ I' .~
..c +' 0-eD ,I' e
I
.1
I
I .
I
I
I
:1
I
0-
5-
10 -
15 _
.. 20 -:
.25 -2~~
":{ :~: ~~~.::
30-
Ebri ng 4-
. Hard, damp, dark brown silty day'
( CL-CH)
Dense to very dense, moi st, yellow-
br:ov.'l s i 1 ty sand '( $1)
Very dense, damp, yellow-brown si lty
sand (s-.1) wi th "angu 1 ar rock .
Very dense, damp, brown sandy angular
rock (GP.)
Fo r Legend, see F i gu re 4-.
LOG OF TEST BO'RI NG It
CARRILLO ESTATES
I
w)()IYWARD -GI Z I ENSK I & ASSOC I ATES
'CONSULTING SOIL A.IfD·FOUHDATIO~ ENGH4EERS AND GEOLOGISTS I
SA» 01 EGO. CALI FORHIA '.' ~.
DR. BY: AL~ APPROX. SCALE: I":: 5' PROJ..NQ: 73--2Q3 J
1
I
-
I
'I
I
I
I
I
I
I I,
-I
,I
I
I
I
I
'I
I I: I,
I
+J &
J
<I> ~ '+-1-
:::J en
-0 r:::
:::J e <:!)
:;:
0
&3
.r::: +J 0-~
o
5
10
15
25
,00
Contact
Oi ps 30°
Out of Slope
For Legend, see Figure q..,
3
6
Ihri ng 5
Hard, moist, dark brown silty clay
(CH) ..
Hard, moist, olive silty clay (CH)
Very dense, damp to moist, gray~
broMl c1 ayey to si lty sand (~SC)
Very dense, moist, gray~brown silty
sand (34)
Refusal in cemented layer
LOG OF TEST BORING 5
CARRILLO ESTATES'
WXl[MARD - G I Z I ENSK I & ASSOC I ATES
COMSULTlHG son 'A.~O FOurWATIOM ENGINEERS AIW' GEOLOGISTS
SA:l D.lEOO, CALI FORM I A
~I
Boring 6
,,;':'::',:;:;' Moo i urn dense, dry, broWl silty sand
1'.';':.:"::; 1\ (SM) Porous
f:,.'::::,::. 'Dense to very dense, damp, li ght ?;::,~:.;;:.; brown s i 1t i fine sand ( s-.1)
"::"",.:'
.', ',:
Very dense, damp, brown silty sand
(8M) with cement~ layers and fossils
Refusal
For: Legend, see Figure If..
, '.
, lOG OF TEST BOR I NG 6
CARRillO ESTATES
WXlDWARD - G I Z I ENSK I & ASSOC I ATES
CONSULTING SOIL AND fOUHDATIOM EHGUIEERS AIm GEOLOGISTS
SAN OI~GO, CALlfORMIA
DR. BY: ALB APPROX. SCME' 1'" = 5'PROJ. MO-7-.3-203 .
CK'D BY: ~ DATE: 8-11.1-73 FIJ~~!Ef".~J
I
I @
I
I
I
.. 1
I
I
'!bring 7
0 -~i' Loose, dry, 1 ight brown silty sand
:1
!_/-'::::J\ ' (S4) Porous
r~:{ Mod i UIll den se. damp. yell o,l-bra", sil ty
I r·.,' . sand (Swi) wi th shell s,
5 -". ':,----
I ': ,-,,:
-L ~ Hard, moist, gray-brown silty clay
:1 ~ (CH) with thin interbeds of clayey
I si 1t (MH)
. 10 -.~ I +' (J) Very dense, damp, gray-brown clayey & 'L f,::;::;':~"';':: sand ( SC)
I ,15 -2
~ -f':; ,
,ttl, fi:',;;:;,'>::, '+-L..
, ,,:'~:' ::,;, ::;J en ' -:,,:,,::,
I -0 3 J;" " Very dense, damp, 1 ight silty c -~;~i,:~::; gray
::;J fine sand (-8M) E ·20 c:!:I -
I··
-I
J -5 i~ ~ q. ..,;...,
..r:::. +' :t~;:::.:~;S Very dense, moist, 1 ight gray-brown 0-~ "';','::; si lty fine sand ( Sv1) with thin ';' ;.. 25 -... ~: .. ::;r~';';~j~; cemented layers
-
I l ~,,:;'~';:,'1 .
I~:/~~;:~
"' .... ;.: .. :
.1
I·
I'
I
30 -t:;:~;::~:!:
i .35 .,-:ri:?:;i}
6
~!(;':;-;'
I:":t':":':
; -
-.":::';
. :;r·,:·:',:'t .
lj.() -........
" .: .~:
LJ8 J f::;:,,:,:':::':q
-'
"1. LOG OF TEST BOR 1 N'G 7
for Legend, see Figure 4-. CARRILLO ESTATES
I' WXlDWARD ~ GI ZI'ENSKI &: ASSOCIATES
. CONSULTING SOIL MD' FOUYlDATI 011 EMGI tlEERS AND GEOLOGISTS
. SAr~ DIEGO, 'CALIFORMIA
I" '-
.. DR. BY: AtS APPROX., SCALE: I ,It -5' PRo.J HO' 73<-?O::l
. CK'D BY: jV~ DATE: 8-1l¥-73 FIG!,lru:~~ , -
1
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'I
,I,
I'
I
:.1
I
I
'I
I
"
I
I
o
5
9
o
5'
o
5
9
ru::: 21
,BC:: 1J.5
BC:;:: 51J.
Be:: 13
Be ':: 18
Be:: 66
Be:: 13
we:: 13
OD :: 100
Be:: 33
Be =-51
For Legend, s~e Figure 4-.
Ibring 8
loose, dry, brown silty sand (3M)
Porous
Dense, damp, gray-brown clayey sand
(sc) S1 ighUy Porous
Dense to very dense, moist, yellow-
brown silty fine sand (.SM)
Boring 9
Med i urn dense, dry to damp, ,brOHn
si lty sand ($1) Porous
Hard, rnoi st, b~wn 'samiy clay '( el)
Very dense, moist, yellow-brown
s'i lty fine sand (-8M)
Poring 10
;:;,;:::~~~ Medi urn dense, dry, brown silty sand
(SM) Porous
Hard, moist, brown sandy clay (eL)
Very dense, moist, yellow-brown
clayey ~and (SC}
lOGS OF TEST BORINGS 8, 9 AND 10
CARRI LLO ESTATES
WJO[l.JARD -GI ZI ENSKI &. ASSOCIATES CONSULTIMG SOIL AND FOUHDATIOM ' EHGINEERS AND GEOLOGISTS
SAM DIEGO CALIFORNIA
OR. BY:
CK'D BY:
L I -. ,
I
I
.
I
I
I
+' (J)
I If
(J) ~
I <i-'-qj
"0 c: . :;:).
I g
6
. "1 ~
. ..c: +' 0.
c?5
I
'·,1
I
1
I
'1
I
·1 .
. 1
I·
. 0
5
10
15
20
25
we = 20 DD = 108
Be =' 56
'.
.Boring II· ..
Loose, dry, tan s i 1 ty sand (~)
Porous
Hard~ danp, brown sandy cl ay( CL)
Hard; moi st, gray to yellovv-brown
clayey silt to fine sandy clay (ML-
CL)
Hard, moist, interbedded gray-bro~n
sandy clay and 0.1 ive silty clay-(CL-
CH)
Dense, damp,gray-brown clayey sand
J~SC) with shells
cemented
Hard, moist, gray Silty' clay (CL)
'---. -.--------
continued on next page'
FOr Legend, see Figure ~.
LOG 0 F TEST BORING II
. CARR I LLO ESTATES
~DWARD - G I Z I ENSK I & ASSOCI ~ TES i
CONSULTING SOIL AND FOUiiDATIOl1 E14GIHEERS AND G.EOLOGISTS,I .
SAN 0 I EGO C!\L I FOR!~ I A
CK'O BY:
I
I
'I
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+' (])
I Lf
(])
fcl
I I.!-l...
c75
-c c: ::J
I 0 l... <;!')
5
I &
..c: +' '.0-
2?S .
I
,I'
I,
,I
I
I
":1
1
'I '
30
35
Be =
Be = 31.J./6"
o
5
IOj
13
Ihring II cOntinued ......... , . .....--, - ---:---. ,-.,....----
Hard, mo i st, gray's i lty cl ay (CL) .
Very dense, moist, yel1o~brown
clayey sand (SC)
cemented wi th fossi ,1-5
Very.dense, moist, olive clayey
silt (lvil)
Very dense" mo i st, gray-brown cl ayey
sand (SC-~N)
cemented
. lbri'ng 12
Hard, dry, black sandy clay (CH)
Dense to very dense, roi st, yellow-'
. brown silty fine sand (SM)
cemented
For Legend, see Figure q.
LOGS Of TEST BORINGS II AND'12
CARRILLO ESTATES
I
~------~--------------~----------~fl ;"-.:
WJODWARD -G I Z I ENSK I & ASSOC IATES . ~
CONSULTING SOl L AND FOUl>lDATIOM ENGINEERS AND G£OLOGISTS~"
SAM 0 J.E!:D CALI FORrH A {
I
.. 1--
I
I
I
I
I
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'1:
.1;
-I
.1
I
I
,I·
·1
I
·1
·1··
I
0
-+-' ar u:.. 5
~ Cd 4-!...
::::J CZl
-0 C 10 ::::J ~
5
&3'
..c, -+-' Cl. 15 ~
19
WC = 4 DD = 94 BC =. 1.2
WC = 15 DD = 110
BC = 18
B.C = 50
ac = ,53
BC = 1t5!S"
"
[bring /3
, . ,
Medium dense, dry, gray-brown silty
sand (SM) ,'Porous
Hard, mo i st, red-brown sandy cl ay
( Cl.-Oi)
Hard, moi st, gray-brown sandy c1 ay
(CL-CH)
Very den~e, moist, 1 ight brown
clayey sand (SC)
. Hard, rooist, gray-bravm sandy clay
(CL-On ..
Hard, rroist toweti 01 i.ve silty clay
(CH)
Very dense, rro i st,' .gray-brown si 1 ty
to dayey sand (Sv1-SG)
For Legend, see Figure·ij.
LOG 0 F TEST BO R', N G 13
CARR'LLO ESTATES
WOODWARD -'GIZIENSKI & ASSOCIATES 1
CONSULTING SOIL AHD FOUWOATHIH ENG-/MEERS AND GEpLOGISTS '
. SAM 01 EGO CALI FO~ I A '
I
I
I
I
I
1
I +' (l.)
tP.
I
I
(l.)
aJ 't
;::J en
I -0 C ;::J e <!:I
I t3
~
.s:: +' 0-
I· ~
-I
1
1
I
I
1 !
I
I
o
5
10
15
20
o
5
9
we = 10 " OD = 100
BC = 23/6"
\'/C = II
DO = 105
BC = JJ.1j.
== utli '; _ .-.... 'Un'
Boring Il~
Loose, dry, brown s i 1 ty sand (S~)·
Porous
Dense, damp, gray-brown si 1 ty fine
sand (SM)
Trencn "15
Loose, dry, dark brOW"l clayey fi ne
sand (SC Porous
V~dium dense, damp, brown silty to
clayey sand (SM-se) with fossils
Hard, moist, gray-bro~n silty clay
( CH)
For Legend, see Fi gure 4-.
" .
" LOGS OF TEST BORI NG I LJ. AND TEST. TRENCH 15
CARRILLO ESTATES
WXlDWARD --G I Z r ENSK I & ASSOC I ArES, CONSULTING SOIL AND FOU~OAT10~ ENGINEERS AWO GEOLOGISTS"
SA~ 0 I Eoo CAll FORlH A
.~
r
OR. BY: APPR P80~'
CIC'O BY: l;~as.)tQ.-iz:-~ .
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·.1
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, .
r
I I ~ " I
I
!
!
1
,
l
+:' (!)
L2 ,
(!) ~ 4-l....
::J en
"'0 c 8 l.... (!:J
3: 0
.~
.c +J a. ~
....
H..,
0-
5 -
7 -
0-
5-
10 -
0-..
'.
5-
'6 -
-
-
-Trench 16
Hard, m:::>i st, b~OM1 sandy clay feLl
Dense to very dense~ damp, gray-
broM1 silty fine sand (SM)
Trench' 17
Trench 18
Loose, dry, dark brown silty sand Cs,f') . . " Porous
Hard, damp, dark brown sandy clay
(CL)
,ro r Legend, see Fi gu re ij..
.,
LOGS OF TEST TRENCHES '16, 17 AND 18 I"
CARRILLO ESTATES
~------------------~--'----------------~ l...(JQDkJARD ,.... G I Z I ENSK I & ASSOC I ATES ~
CONSULTING SOI~ MO FOUNOATIO}! EJ-{GINEERS MID GEOLOGISTS ~
SAN D I EOO, CALI FORN I A ~ . fr
DR. BY: ALS APPRQx... SCA~: I If = 5' ~~ ...... !iQ.h7..3,:,4.Q.b~
..£!'D BY: ~ DAT~: 8-~4-73 J...J.illlt.~~~~~=J
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,
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."
' ,
o -
5-
6 -
o -
5 -
8 -
o -
5 _
7 -
;a:;z® 1 =: ... = ; .;;;; ':::
Trench 19
loose, dry, dark brown cl ayey sand
(S'oi-SC)
i<;',':'::: Dense to very dense, damp, gray-
,';, ,,', brCl'lll clayey sand (SC) ~ Very dense, damp, gray-brown clayey
\ sand ,( SC) "
Trench 20
Loose, dry to damp, dark brown
clayey sand ($i-SC)
PorOl,lS,
Dense to very dense, damp, 'gray~
brown s i 1 ty s'and fS-iJ
Trend) 21
Medium dense, dry to damp, dark
brown si Tty sand (SM) , '
Porous I
Very dense, damp, gray-brown s i Tty
sand ($1) ,
,For Legend, see Fi gure ij..
LOGS OF TEST TRENCHES 19, 20 AND 21
CARRILLO ESTATES
I
WXlOWARD -GJ Z I ENSK I & ASSOC I ATES ~
COttSULTlHG SOl L AND FOUNDATIOH BlGINEERS AltD ,GEOLOGISTS ~,
Sb,N 01 £00, CALI FORNI A ~ , , '1
DR. BY: ALS ~Wm:.~: '" = 5' rRO~W&~~l.-..#
CK'O BY: ~ DATE: 8~'l{-73 • F:.1.~l~~;~~", •• J
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MEQiMlI CAL ANALYS I S ~
100 3 4 It 10 lj.Q 200
II DIRECT SHEAR TEST DATA I 2 3 -~ ~"
" S'~ 80 ' Dry Density, pcf <::1 \\. 1\ %
Initial Water Content, % ~ 60 \ ~'\ . 3 <: -, ,~ a.. Final Water Content. % I-I·~ K' ffi ~!() Apparent Cohesion. psf <.) 2_ ~ K, Q<: w 'I' Appa~ent Fricti,on Angle, 9 A. 20
1",
0 I I I I I ,.. I I I I I
1110 1000 100 10 1.0 0.1 0.01 0.001 ~ GRAIN SIZE IN MILLIMETERS
CnRBlESIGRAVEl I SAND SILT £. CLAY V~ '1 cit I c m I f
\ 1\ \
130 \ 1\ PLASTICITY CHARACTERISTICS I 2 3 \ \ I \ r\ Liquid Limit, "Ie 4-2 'D 1t7
'"' \ 1\ PI'a~~icity Index. 1-24-6 30
~ I-'7 :\ " f Classification by Unified Soil
120 \\ \ \ Classification System CL CL Cl / '\ I~ ,\ .. ...
.... / '\ r~ 1\ u 3 I-p..-." 'J 1\ .~ ~\\ 0.. . I
!-' . 1/ -\ ts) . f\ SWELL TEST DATA ' I 2 3 I :r: ,,'!; <::1 1 110 Ul [\
3:: I \ \ !\. Initial Dry Densi,ty. pcf 107 112 105 I-
% 1\ \ Initial Water Content, % 20 8 ,14-=>
>-\ \ f\ load. psf . 160 160 160 0:: Q f\ f\\ Percent Swell 9.8 1.1-07 12.5 \\ f\ 100 \ K f\ 2.70 i\ l\----2.60 SPECIFIC GRAVITY \ \:
'-~2.50
·90 MAXIMUM DRY I 2 3 \
\~K1 ZERO A I R VO I DS CURVES DENSITY, pcf 119.5 125.0 1/8.0
OPTIMUM MOISTURE ~,
CONTENT, "/. 13.5 9.0 13.5 ~ rxr--.. KOTE:' Spec imen I =, Samp 1 e 2-5
t'\. ~'\. Specimen 2 = Sample 3-3 '
MOISTURE CONTENT '/. ~~I Specimen 3 = Sample 11-2
80 0 10 20 30 lW
LABORATORY CCWACTION TEST
FILL SUITABILITY TESTS
LABORATORY COMPACTION
TEST METHOD: ASn.!-D 1557-70T CARRILLO ESTATES
WJODWARD -GIZ I ENSK I & AssociATES ' "
. CONSULTING SOIL AMD FOUMDATIOM ENGINEERS AND GEOLOGISTS ..sAN 01£60, CALIFORNIA "
02. flY: ALS AP.PROX. SCALE: .. --PROJ. NO: 73-203 . ,CK'01W~ DATE: 8~15-73 f'!GURE~ "'" we , DiG. --~ .
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...
D I REeT SHEAR TEST DATA
Dry Density, pef
In i ti al \!I~terContent,:%
Final Water Content. %
Apparent Cohesion, psf
Apparent Friction Angle, 0
\ \ 1\
\\
\ .\
\ r\
\1\
\ \
120 \\[\
1\ \
'+-U
0-
\1\ ~
1\ '\ \
I-:r.:: • ~c:!,
110 W 3':
... \ "\
I-
z :::> 1\ .... \
>-tx: Q
100 \ \1\
-
2 3
: 80~-h-h-+--+\-\---f-+-+--t II
~ . 60 ~--I------+--I--+--f-\\<-+!---r-+J-+--I II i~ ~--~-+-,+-~4-_\~~--~+-~ ,
0.. 20 ~----+-I-+-t--+--+-'--"~~--l i'--... .
[COBBLESIG~AiE~ 1< I ~NEa:ILT & c:v] .11:
PLASTICI1Y CHAR.A.CTERISTICS
II,.
Liquid Limit, %
Plasticity Index. to
Classification by Unifi'ed Soil
Classification System
SWELL TEST DATA
Initial Dry Density. pcf
Initial Water Content, %
Load. psf
Percent Swe 11
SPEC IF I.C GRAV ITY
Non
Plasti ~
SM.
100
16
160
/-.2 "
2
I I
3 I
I
II
I I 2 90 MAX I MUM DRY
~D_E_NS_I_TY_, _P_cf ____ t:-I.:.:I.2=.:.~5_+--f_-~~ ~ ,/1 ZERO A I R VO I OS CURVES
OPTIMUM MOISTURE . xV
CONTENT, "/0 14-.0 '-'X r\. NOTE: Specim~n 1 = ~;:.:..:.:;;;.:..:..z,-!:"'-"-'''''''-'r--f-''-r'-''--r-f-r-r'-~tV-,,~'~r"\. '\.. 'Spec i men 2 = Samp Ie 14-1
If'", 't'\ Specimen 3 = ~~~~~~ __ ~~~IS~TU~R~E~C~~~T=~~T~'~~.~~~~~I~'c~~~1 80 0 -I 0 20 30 40 .
LABORATORY COMPACTION TES,.:T _____ ........ __ ----........ ------i"1
LABORATORY COMPACTION
TEST METHOD: ASlM-O 1557 .. 70T
FILL SUITABILITY TESTS
CARRILLO ESTATES
hOODWARD - G I Z I ENSK I "& ASSOC I. AlES . .
CONSULTltlG SOIL AHD fOUNDATION EKGltlEERS AND GEOLOGISTS $AN DI£GO, CALIFORNIA
O~. BY: ALS iAP.PROX. SCALE: .... -PROJ. MO: 73~203 ~
CK'!)13Y:~~TE: 8-1&-73 FIGURLNO: 17. ,~
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CZ> CZ> lJ.080 i Sf,> w C<: l-• CZ> ~ C<: 1.0 < v w /V :x: en
l/2UltO p sf
t i -----0.5 r ..
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.. .. -0 .02 .0lJ. .06 .08
SHEAR DISPLACEMENJ.
1.0r. .
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cr; • '/ l-/" CZ>
cr; « / w :z:: . V en
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NORMAL STRESS,
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SAMPLE DATA i
S~ple·tlo: 2 - 5
Classification:
I
Hei ght. inches 0.807 ~
Di ameter. inches 1.9lJ. ~ I ~ Initial Conditions:
Dry Density. pcf 107.0
Moisture·Content. % 1:3~7 ~ After Soaldng:
oDryDens i ty. pef 107 e8 \
Moi sture Content. % r:8Q'9 M,
~
Surcharge ·durrng SOaking:
.. . .. tons/sq. ft.
~ .. -" .~ .. .... " ~ . --. " ..
TEST DATA
. Angle of Friction. degrees 25
0.10 0012 Cohesion. psf 350 I
inches
V ~ ! ./ t /" V
\
1.5 2.G ,
tons/sq, ft.
DIRECT SHEAR TEST
CARRILLO ESTATES
t.-..OODv-JARD -GIZIENSKI &. ASSOCI ATtS
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGI STS SAN DIEGO, CALIFORNIA '.
DR •. BY: ALS APPROX. SCALE: ---PROJ. NO: 73-203 ' I
CK'D BY: ~ DATE: 8-15-73 FIGURE MO: 18 1:
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SAMPLE DATA
Sample No: 3 -~
Classification:
Height. inches O~8Q7 -r: It .... Di ameter. inches a .94-
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gl.,5 -'" c: -0 +' ~
(I) V I' 4-080 f R (I) sf Initial Conditions: w a::: /' I-en Dry Density. pcf 111 .. 6 0:: 1.0 <t V w. I. Moisture Content. % 9.(i} :c: (I)
After Soaking: -.-
/1 V "'201J.0 psf Dry Dens i ty. pef. 11.1J. .. 3·
Moi sture Content. % 7eG l 0.5 --.-f! -
Surcharge during soaking:
'" . . '" ,tons/sq. ft.
. -.-.... __ A. .--
II TEST DATA
Angle oJ Fri ction. degrees .28 .. ,
0
1-0 .03 .06 ' .09 • 12 .15 .18 Cohesion • pSf 500
SHEAR DI SPLACEt4EHT. inches
-' .-
-
\. 2.0 -r: .... -V .
0-. '" -./
'" . ~ c 0 V +'
en • CI) 1.0 w ~ 0:: I-/ '(1')
a::: -<t W :x: V (I)
'-
0 0 1.0 2.0 3.0
NORMAL STRESS, tons/sq. ft.
DIRECT SHEAR TEST
CARRILLO ESTATES
hOODv.JARD -GIZIENSKI & ASSOCIATES I -CONSULTING SOIL MID FOUNDATION ENGINEERS AND -GEOLOGISTS SAN DIEGO, CALIFORNIA -i
DR. BY: ALS APPROX. SCALE: ---. PROJ. NO: 73-203
CK'D BY:~ DATE: 8-1&-73 FIGURE NO:. 19 _
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~lY
I Ii' -. SAMPLE DATA
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1.0' ' ---, Samp I.e No: J I ... 2
~ , --Classification: V 1"--1J.080 psf
/
II Height. inches 0.807 ..... .... Diameter. inches 1.9ll--.;.
rJ> -/ ,~ rJ>
C 0 I ....
'" I en Initial CondiUons: w cr: < ,~ f-'-• en
./' Dry Density. Rcf 105.2 ~ 0.5 1/ V w 1"204-0 I sf t~oi'sture 'Cqntent. % lll-.6 I :c en ..
After-Soaking:
I '( Dry Dens i ty. pef 1060 6
Moisture Content. % 13~9
I -.. ,Su.rtharge duri'ng Making:
.. 'tons/s.q. ft .
~ J. , ,,~ , .... , ~ .,-.~ ,-, ," ,--,-., ..
I.::).
'" ·I~
-TEST DATA
Angle of Friction. degrees 23
0
0 $02 .Oll-.06 .08 .10 .12 , J'4-Cohesion. psf IHO
SHEAR DISPLACEMENT. inches
.. , ,
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V •
1.0 ....-
....; ~ V .... "
.;. /' rJ> ---
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rJ> V C 0 .... / en ~ .0.5 "'" ~ I-~ '" ,~ ....-w ::a:: /' CI)
I 0
0 0.5 1.0 1.5 2.0 ~
NORMAL STRESS, tons/sq. ft.
.. ,.
<-'I I
DIRECT SHEAR TEST
CARR I LLO ESTATES
I l-DO[NJARD -GIZIENSKI & ASSOCIATES
CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS ,
SAN ,DIEGO, CALIFORNIA'
'1 73-203 r
DR. BY: ALS APPROX. SCALE: ---PROd. tlo:
I-CK'D BY: ~ DATE: 8-15--73 FIGURE NO~ 20
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SAMPLE DATA I Sample No: I~ -I .
Classification:
'1080 p f Height. inches 0.807
\ o i arneter. inches 1.9~ i
/ Y 1
/ Initial Conditions:
/ Dry Density. pef 100.9
/ 2O~0 psf Moisture Content. Jr-1l1.9 /' After Soak i ng:
1 /' Dry Iknsi ty. pef 103.3
I Moisture Content. ,
13.8 ."
f Surcharge during soaking:
tons/sq. ft. --1/ TEST DATA
Angle 01 Friction. degrees 31
0 .02 .O~ .06 .08 .10 • 12 • I ij Cohesion. psf ij50
SHEAR DISPLACEMENT. inches
/' /
~ / ./
/ ;f
V
0 1.0 2.0 3.0 ij.O
NORMAL STRESS. tons/sq. It.
DIRECT SHEAR TEST
CARRILLO ESTATES
WOODWARD -GIZIENSKI & ASSOCIATES I CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA
DR. BY: ALS APPROX. SCALE: ---PROJ. NO: 73-203 ,
CK'D BY: ~ DnE: 8 .. 15-73 FIGURE NO, 21
-=-=-. w:-=t;.~
Strip .1S
Gro'Jnd
Slope Ra tio :c: N
M
~-)l~~~~.~~K i
C B . ?>I
Remov.e all Topsoil
NOTES
, ,
The minimum width ''Bit of key shall be 2 feet ,,'ider than
the compaction equipn::.ent, and not less than lei feet.
The outside edge of bottom key shall be bel 0 .... 1 topsoil
. or loose surface material.
Keys are required where the natural slop~ is ~teeper
than 6 horizontal to 1 vertical, or where sp~cified by
Soil Engineer.
€) ~ --. """-~ _.-
" " 'r:' '" ---_
See Note
See Note
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