HomeMy WebLinkAboutCT 82-08; THE CREST AT CALAVERA HILLS; EARTHQUAKE INVESTIGATION; 1983-03-24•
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EARTHPACKAGE INVESTIGATION
LAKE'CAlAVBERA HILLS
VILLAGE G
CARLSBAD, CAlIFORNIA
PREPARED FOR:
Pacific Scenes, Inc.
3900 Harney Street
San Diego, California 92110
PREPARED BY:
Southern California Soil & Testing,
Post Office Box 20627
6280 Riverdale Street
San Diego, Cal ifornia 92120
Inc.
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SOU THE R N CAL I FOR N I A SOl LAN 0 T EST I N G, 1-N C.
6280 RIVERDAI...E ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, OALIF. 92"120
74-e31 VELIE WAY PALM DESE'RT, CALIF. 92250· TELE, 346-1078'
6 7 8 E N T E R P R I S EST. ESC 0 N DID 0, CAL I F. 9 2 0 2 5 • TEL E 7 4 6 - 4 5 4 4
March 24, 1983
Pacific Scenes, Inc.
3900 Harney Street
San Diego, California 92110
ATTENTION: Mr. Gary Carter
SCS&T 14143
Report No. 1
SUBJECT: Earthpackage Investigation, Lake Calavera Hills Village G,
Carlsbad, California.
Gentlemen:
In accordance with your request, we herewith present the results of our
earthpackage investigation for the subject project. The purpose of thts-
study is to determine areas requiring special grading consideration as
well as to provide estimated quantities of various soils existing on the
site.
Our investigation included the
the drilling of two borings.
provided in Plate Number 1.
related documentation:
exca vat i on of 22 exploratory trenches and
The locations of the field explorations are
In addition we reviewed the following _ site
1) "Preliminary Geotechnical Investigation for the Proposed Lake Cala'vera
Hills Units G and J, Carlsbad, Californiall, Woodward-Clyde Consul-
tants, August 11, 1980 •
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
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SCS&T 14143 March 24, 1983 Pag,e 2
2) "Grading Pl ans for Carl sbad Tract 82-8", Prepared by Ri ck Engi neering,
undated.
Conclusions
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1) Soils encountered during our investigation consist of topsoil, allu-
vium, hypabyssal rock and Santiago Formation deposits.
2) Highly expansive topsoils cap the majority of the site to a depth of
2.0± feet. Highly expansive alluvial deposits exist at the bottom of
the low lying canyon areas. It is estimated that the alluvium is
fairly shallow (2± feet average thickness). For the purposes of this
report, the alluvium was considered as topsoil. It is' recommended
that topsoil s and all u vi um be removed beneath a 11 areas to recei ve
fill and/or structural loads. Plate Number 2 apprOXimately delineates
the area where this condition exists. In addition, due to their high
expansive potential, topsoils and alluvium utilized in structural fill
should not be placed within 2.5 feet of finished grade or within five
feet from the face of slopes. They may be placed behind the buttress
as shown on Plate Number 25. It is estimated that 30,000 cubic yards
of topsoil and a 11 uvi um will requi re removal from the areas to recei ye
fill. Further it is estimated that 35,000 cubic yards of tops,oils
will be generated during cutting operations elsewhere on site.
3) In the area along Tamarack Avenue where the hypabyssal rock wi 11 be
encountered, weathered and rippable materials will be found at depths
from about 5 to 8 feet below the surface. Non rippable rock requi ring
blasting will propably be encountered below the 5 to 8 foot levels.
It is anticipated that 11,500 cubic yards of rock be generated duri.ng
grading. This rock may be placed in the major canyon fill in the rock
disposal areas as designated' on Plate Number 2 and in accordance with
the rock fill specifications as developed by Woodward-Clyde. We
SOUTHERN CALIFORNIA SOIL ANp TESTING. INC.
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SCS&T 14143 March 24, 1983 Page 3
anticipate a 40% bulking factor for the rock blasted. This rock fill
should be blended with select soils at a ratio of not less than 4'0%
select, 60% rock.
4) Santiago Formation deposits underlying the site were divided as to
nondetrimental and highly expansfve soils. Estimated quantities
generated from cut areas excluding topsoil and alluvium are:
a)
b)
Nondetrimentally expansive soils:
Highly expansive soils:
134,000 cubic yards
14,000 cubic yards
It should be noted that soil s exposed inTrench 12 were descri bed as
silty sands with some minor pockets of highly expansive clays. Field
determinations in this area will have to be made during earthwork
operations to ascertain if capping is to be required.
Santiago Formation deposits are characterized by isolated random
claystone layers with highly expansive potential. However, due to
their randomness it is impossible to determine the location of all of
these pockets and therefore additional zones of highly expansive soils
may be encountered during mass grading.
5) Areas expected to expose highly expansive soil at final grade eleva-
tion (or within 2.5 feet of final grade) are identified in Plate
Number 2. It is recommended that sai d areas be capped with 2.5 feet
of nondetrimentally expansive material, an estimated 5,300 cubic yards
of select fill will be required to complete this work. An additional
13,000 cubic yards of select soil will be required to cap all fill
lots.
6) The soil to rock contact that exists along the slope west of Tamarack
Avenue wi 11 probably be exposed at or near the top of the cut slope.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14143 March 23, 1983 P.age 4
Where thi s contact is present withi n 10 feet from the top of the cut
slope, we recommend that a buttress be placed as shown in sections
B-BI and C-C 1 • The purpose of this buttress ;s to minimize the poten-
tial of slope failures from slivers of soil over steeply sloping rock
surfaces. It should be realized that the dimension and extent of this
buttress may change when earthwork cOl11Tlences and the extent of the
soil to rock contact is exactly defined.
The buttress will require about 4,000 yards of select material and
will generate about 850 cubic yards of rock.
7) It is estimated that 1,400 linear feet of subsurface draining will be
required at the approximate locations shown on Plate Number 1. A
subdrain detail ;s provided in Plate Number 26.
8} In order to construct the fill slopes as designated on Plate Number
25,37,700 cubic yards of select soils will be required •
. Due to the inherent uncertai nti es of subsurface geotechni cal exp 1 orati ons
and the specific characteristics of the subject site, the earthwork vol-
umes as well as soil mapping provided in this report are approximate and
intended for budgeting purposes only.
The fi ndi ngs of thi s report, i ndi cate that the recommendations contai ned
in the Woodward-Clyde report are valid and should be complied with.
If you have any questions concerning this report, do not hesitate to
contact our office.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
~ E. N. Ketchum, R.C.E. #26267
ENK:DBA:111rl
cc: (5) Submitted
(1) SCS&T, Escondido
SOUTHERN CALIFORNIA SOIL ANp TESTING. INC.
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TABLE OF CONTENTS
PAGE
Appendix A
Limitations •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 1
Review, Observation and Testing •••••••••••••••••••••••••••••••••••••• 1
Uniformity of Conditions ••••••••••••••••••••••••••••••••••••••••••••• 1
Change in Scope •••••••••••••••••••••••••••••••••••••••••••••••••••••• 2
Time Limitations ••••••••••••••••••••••••••••••••••••••••••••••••••••• 2
Professional Standard •••••••••••••••••••••••••••••••••••••••••••••••• 2
Client's Responsibility •••.•••••••••.•.•.••••.••••.•••..•••.•••.• , ••••. 3
Field Explorations ••••••••••••••••••••••••••••••••••••••••••••••••••••••• 3
Laboratory Testing ••••••••••••••••••••••.•••••••••••••••••••••••••••••••• 4
Rippability Study .••...••..••••..••.•.•.••••..••••••..••••••••••••••••••• 6
Rippability Characteristics of Hypabyssal Rocks •••••••••••••••••••••• 6
Rippable Condition (0-4,500 Ft./Sec.) ••••••••••••••••••••••••••• 6
Marginally Rippable Condition (4,500 -5,500 Ft./Sec.) •••••• ~ ••• 6
Nonrippable Condition (5,500 Ft./Sec. & Greater) •••••••••••••••• 6
Table I •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 7
Seismic Traverse Limitations ••••••••••••••••••••••••••••••••••••••••• 7
Appendix B
Plate 1-2 Site Maps
Plate 3-6 Section
Plate 7 Soils Classification Chart
Plate 8-21 Trench Logs and Boring Logs
Plate 22-24 Laboratory Test Results
Plate 25 Fill Slope Section
Plate 26 Subdrain Section
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SCS&T 14143 March 23, 1983 Appendix A, Page 1
LIMITATIONS
REVIEW, OBSERVATION AND TESTING
The recommendations presented in this report are contingent upon our
review of final plans and specifications. The soil engineer and engineer-
ing geologist should review and verify the Gompliance of the final grading
plan with this report and with Chapter 70 of the Uniform Building Code.
It is recommended that the soil and foundat; on eng; neer be retai ned to
provide continuous soil engineering services during the earthwork opera-
tions. This is to observe compliance with the design concepts, specifica-
tions or recommendations and to allow design changes in the event that
subsurface conditions differ from those anticipated prior to start of
constructi on •
UNIFORMITY OF CONDITIONS
The recommendations and opinions expressed in this report reflect our best
estimate of the project requirements based on an evaluation of the subsur-
face soil conditions encountered at the subsurface exploration locations
and the assumption that the soil conditions do not deviate appreciably
from those encountered. It shoul d be recogni zed that the performance of
the foundations and/or cut and fill slopes may be influenced by undis-
closed or unforeseen variations in the soil conditions that may occur in
the intermediate and unexplored areas. Any unusual conditions not covered
in this report that may be encountered during site development should be
brought to the attention of the soils engineer so that he may make modifi-
cations if necessary •
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SCS&T 14143 March 23, 1983 Appendix A, Page 2
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or
proposed site grading so that it may be determined if the recommendations
~ . contained herein are appropriate. ThlS should be verified in writing or
modi ff ed by a wri tten addendum.
TIME LIMITATIONS
The findings of this report are valid as of this date. Changes in the
condition of a property can, however, occur with the passage of time,
whether they be due to natu ra 1 processes or the work of man on thi s or
adjacent properties. In addition, changes in the State-of-the-Art and/or
Government Codes may occur. Due to such changes, the findings of this
report may be inval i dated wholly or in part by changes beyond o.ur control.
Therefore, this report should not be relied upon after a period of two
years without a review by us verifying the suitability of the conclusions
and recommendations.
PROFESSIONAl STANDARD
In the performance of our professional services, we comply with that level
of care and skill ordinarily exercised by members of our profession cur-
rently practicing under similar conditions and in the same locality. The
client recognizes that subsurface conditi onsmay vary from those encoun-
tered at the locations where our borings, surveys, and explorations are
made, and that our data, interpretations, and recommendationS are based
sol ey on the information obtai ned by us. We will be responsi ble for those
data, interpretations, and recommendations, but shall not be respons'ible
for the interpretations by others of the information developed. Our
services consist of professional'consultation and observation only, and no
warranty of any kind whatsoever, express or implied, is made or intended
SOUTHERN CALIFORNIA SQ!I-A~P TESTING, INC.
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SCS&T 14143 March 23, 1983 Appendix A, Page 3
in connection with the work performed or to be performed by us, or by our
propo~al for consulting or other services, or by our furnishing of oral or
written reports of findings.
CLIENT'S RESPONSIBILITY
It is the responsibility of Pacific Scenes, Inc. or their representative
to ensure that the information arid recommendations contained herein are
brought to the attention of the engineer and architect for the project and
incorporated into the project's plans and specifications. It is further
his responsibility to take the necessary measures to ensure that the
contractor and thei r subcontractors carry out such recoll1T1end'ati ons du ri ng
construction.
FIELD EXPLORATIONS
Twenty-four subsurface explorations were made 'at the locations indicated
on the attached Plate Number 1 on March 10, 13 and 21, 1983. These explo-
rati ons consisted of 22 trenches excavated util i zi ng a rubber-ti red back-
hoe equipped with a 24-inch bucket and 2 small diameter borings. In
addition, two seismic traverse lines were performed. The field work was
conducted under the observation of our engineering geology personnel.
The explorations were carefully logged when made. These logs are pre-
sented on the following Plate Number 8 through 24. The soils are des-
cribed in accordance with the Unified Soils Classification System as
illustrated on the attached simplified chart on Plate 7. In addition, a
verbal textural description, the wet color, the apparent moisture, and the
density or consistency are given on the logs. Soil densities for granu,lar
soils was given as either very loose, loose, medium dense, dense, or very
dense. The consistency of silts' or clays is given as either very soft,
soft, medium stiff, stiff, very stiff, or hard •
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SCS&T 14143 March 23, 1983 Appendix A, Page 4
Disturbed and undisturbed samples of typical and representative soils were
obtained and returned to the laboratory for testing.
LABORATORY TESTING
Laboratory tests were performed in accordance wi th the genera lly accepted
American Society for Testing and Materials (A.S.T.M.) test methods or
suggested procedures. A brief description of the tests performed are
presented below:
a) MOISTURE-DENSITY: Field moisture content and dry density were
determined for each undisturbed sa·mple obtained •. This informa-
tion was an aid to classification and permitted recognition of
variations in material consistency with depth. The dry unit
weight is determined in pounds per cubic foot, and the field
moisture content is determined as a percentage of the soil's dry
weight. The results are summarized in the trench logs.
b) CLASSIFICATION: Field classifications were verified in the
c)
laboratory by visual examination. The final soil classifications
are in accordance with the Unified Soil Classification System.
GRAIN SIZE DISTRIBUTION: The grain size
determined for representative samples of the
accordance with A.S. T .M. Standard Test 0-422.
these tests are presented on Plate Number 24.
distribution· was
native soils in
The results of
d) PLASTICITY INDEX: The Plasticity Index (PI) which is defined as
the liquid limit of a soil minus its plastic limit was determined
for certain representative cohesive samples. The liquid limits
and plastic limits were determined in accordance with A.S.T .M.
Test Method 0433-66 and 0424-59 respectively. The results of
these tests are presented on Plate Number 24 •
SOUTHERN CALIFORNIA SOIL AI'.!Q TESTING. INC.
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SCS&T 14143 March 23, 1983 Appendix A, Page 5
e) DIRECT SHEAR TESTS: Oi rect shear tests were performed to deter-
mine the failure envelope based on yield shear strength. The
shear box was designed to accomodate a sample having a diameter
of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples
were tested at different vertical loads and at saturated moisture
content. The shear stress was appl ied at a constant rate of
strain of approximately 0.05 inches per minute. The results of
these tests are presented on attached Plate Number 22 •
f) COMPACTION TEST: The maxi mum dry density and opti mum rnoi stu re
c.ontent of typi cal soil s were determi ned in the 1 aboratory in
accordance with A.S.T.M. Standard Test 0-1557-70, Method A. The
minimum density was also determined for each samp.le tested for
maximum density. The test was performed in accordance with
A.S.T.M. Test 0-2409. The results of these tests are presented
on the following Plate Number 22 •
e) EXPANSION TEST: The expansive. potential of clayey soils was
determined. in accordance with the following test procedure and
the results of these tests appear on Plate Number 23 •
Allow the trimmed, undisturbed or remolded sample to air dry
to a constant mo; stu re content, at a temperatu re of 100
degrees F. Place the dried sample in the consolidometer and
allow to compress under a load of 150 psf. Allow moisture
to contact the sample and measure its expansion from an air
dried to saturated condition •
SOUTHERN CALIFORNIA SOI~ ANP TESTING. INC.
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SCS&T 14143 March 23, 1983 Appendix A, Page 6
RIPPABILITY STUDY
RIPPABILITY CHARACTERISTICS OF HYPABYSSAL ROCKS
Ri.ppable Condition (0-4,500 Ft.jSec.): Thi s velocity range i ndi cates -rippable materi a 1 s whi ch may vary from decomposed metavol cani cs at lower
velocities to only slightly decomposed, fractured rock at the higher
velocities. Although rippable, materials may be produced by excavation
that will not be useable in structural fills due to a lack of fines.
Experience has shown that material within the range of 4,000 to 4,500 fps
most often consists of severely to moderately fractured rock with little
or no fines and sizeable quantities of + 1/4" material.
For velocities between 3,500 to 4,500 fps, rippability will be difficult
for backhoes and light trenching equipment •
Marginally Rippable Condition (4,500 -5,500 Ft.jSec.): Excavations in
this velocity range would be extremely time consuming and would produce
fractured rock with little or no fines. The higher velocities could
require blasting. Trenching equipment would not function.
Nonrippable Condition (5,500 Ft.jSec. & Greater): This velocity range may
include moderately to slightly fractured rock which would r~quire blasting
for removal. Material produced would consist of a high percentage of
oversize and angular rock.
Rippability of metavolcanics could be accomplished for higher velocities
usin~.the Caterpillar 0-9 with the #9 0 Series Ripper. Due t~ the frac-
tured nature of the metavolcanics, ripping might be accomplished in as
high as 8,100 fps material.
SOUTHERN CALIF"ORNIA 5011,. AND TESTING. INC.
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SCS&T 14143 March 23, 1983 Appendix A, Page 7
TABLE I
Sei smic Traverse Velocity (ft./Sec.) Depth (ft.) Length of
No. Vl V2 Dl D2 Traverse (ft.)
1 1000 5000 5 30+ 100
2 1000 6000 8 30+ 100
VI = Velocity of first layer of materials.
V2 = Velocity of second layer of materials.
01 = Depth to base of fi rst 1 ayer.
02 = Depth to base of secon d 1 ayer.
For mass
generally
rippers.
grading, materials with velocities of less than 4500 fps are
rippable with a 0-9 Caterpillar Dozer equipped with hydraulic_
Velocities of 4500 to 5500 fps indicate marginal ripping and
blasting. Velocities greater than 5500 fps generally require preblasting.
The reported velocities represent average velocities over the length of
each tra verse and shou 1 d not gene ra lly be used for' su bsu rface i nterp re-
tation greater than 100 feet from a traverse.
For trenching, materials with velocities less than 4000 fps are generally
rippable, depending on the degree of fracturing and the presence or ab-
sence of boul ders. Vel ocit i es between 4000 amd 4500 fps genera lly i'ndi-
cate marginal ripping, and velocities greater than 4500 fps generally
indicate nonrippable conditions.
SEISMIC TRAVERSE LIMITATIONS
The results of the, seismic survey for this investigation reflect rippabil-
ity conditi ons only for the areas of the traverses. However, the condi-
SOUTHERN CALIFORNIA SOIL ANO TESTING. INC,
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SCS&T 14143 March 23, 1983 Appendix A, Page 8
tions of the various soil-rock units appear to be similar for the remain-
der of the site and may be assumed to possess similar characteristics.
The seismic refraction method requires that materials become increasingly
dense with depth. In areas where denser, higher velocity materials are
underlain by lower velocity materials, the lower velocity materials would
not be i ndi cated by ou r su rvey.
All of the velocities used as upper limits, are subject to fluctuation
depending upon such local variations in rock conditions as:
a) Fractures, Faults and Planes of Weakness of Any Kind
b) Weathering and Degree of Decomposition
c) Brittleness and Crystalline Nature
d) Grain Size
Further, the range of rippability
increased using heavier equipment.
ripping of higher velocity materials
using Caterpillar equipment may be
However, it should be noted that
may become totally dependent· on the
time available and the economics of the project. Ripping of higher veloc-
ity materials can be achieved but it may become economically infeasible.
SOUTHERN CALIFORNIA SOIL ANp TEST'ING. INC.
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i "
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~.t 340 7<" EXISTING GRADE
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AVE.
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PROPOSED GRADE
'-
280 HYPABYSSALL ~'"
ROCK
UTTRESS
.--2 OF TOP SOIL
SA NO ?=----7 ----1 . .
. LIGHT GRAY SILTY SAND" ----?---. ~-Tl
--====--1-SILTY CLAY -II (.gil -• _.
--~~-SANTIAGO FORMATON 1----?--------? ----•
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. &: SANTIAGO) FOR~1ATION '"
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1
~ SOUTHERN CALIFORNIA
. SOIL & TESTING. INC.
BY SMS DATE 3-24 -83
;f
~OB NF'14143 PLATE NO.5
·-;:f.
it ~-' T-, f-'
-; -,
-j
4+ --:4 ' -r---.-..,.-
.Z-.' -;-' t-:.~-
:1--,1. .I~ --'---
'-:' 29
.J.
,~-2~~_ ~~---
'{~
i
, -1:--.. ,-----"-----.', -'-. ROPOSEO GRADE
EXISTING GRADE
==111,
SA,NTIAGO FORMATION --
-1-.--·-------4--~.,.~-,-,,--.-'--~-" -;-+'-tJ;---:---.--,----'-:-.. ---, --r-,---,"~ ,----------. -----.----..... ,'" -' -s-~-'(g--l' 10' "'N 0-----D' '--,-,.",----. ------, ~'" ' .. 'o..l~ t.j' .-J 'J ,'" " " ,,'," . c.", " , ,_,' , • ,'. '.-'" b t.: .. ~ ~'--fC:r~<r;ror i-I "t~~-·-j--r:r--:'-t::i'--"----,-r.-.......... ~----·----r--'-....... ----,. --------'_.,--t' ,.,-,--"TT~--' ." -.. --------,. -~'r__------.. __ i,,,,,, .. ~ .. :,,"~·,,,,~-p,--I-'.l"."'~-;-", '-'l~:.:I"-"h"'}~"""f'_I,j, .. "",.,,, ': "', "," . : -".",', J~'.-"",: ".' ,f' __ ,:,---_' "
:d-SCALf: 1 =20
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. ~-:. .. -~-.~-~-.-:---,. j-'-".""" ~.-"" .~~
I
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:;. -~---,
-j
T8
BUFF WHITE
SILTY SAND
-,-,._, .
T4
.+-z-.-, .. ~.~j ::L.-.. ~~~ .. ~--~:~=t~.:..-:=::.:4~-~~_ ,
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i ~ SOUTHERN CALIFORNIA
, 1 ' SOIL & TESTINO, INC.
,~ ,
1
Byl SMS 'DATE 3-24-83 , ,
~~N°'14143 I PLATE NO.6
I
r-----------------------------------------------------------------------------------------------------~-""
4 t
u
, ,
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SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
1. COARSE GRAINED, More than
half of material i. larger
than No. 200 sieve size.
GRAVELS CLEAN GRAVELS
• More than" half of
! coarse fraction is
larger " than No.4
sieve size but smaller than 3". GRAVELS WITH FINES
(Appreciable amount
of fines)
; SANDS CLEAN SANDS ~than half of
I coarse fraction i. smaller than No. 4
sieve size. SANDS WITH FINES
(Appreciable amount
of fines)
, 11. FINE GRAINED, More than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS
Liquid Limit
less than 50
SILTS AND CLAYS
Liquid Limit
greater than 50
HIGHLY ORGANIC SOILS
GROUP SYMBOL TYPICAL NlI .. !-1ES
GW
GP
GM
GC
sw
SP
SM
SC
ML
CL
OL
CH
OH
PT
Well grad"ed ",ravels, gravel-
sand mixtures, little or no
fines.
Poorly graded gravels, gravel"
sand mixtures, little or no
fines.
Silty gravel., poorly graded
gravel-sand-silt mixtures.
Clayey gravels, ""poorly
graded gravel-sand, clay
mixtures.
Well graded sand, gravelly
sands, little" or no fines. Poorly graded sands, gravelly
sands, little or no fines.
Silty sands, poorly graded
sand and silt mixtures.
Clayey sands, poorly graded
sand and clay mixtures.
Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plast-
icity
Inorganic clays of low to
-medium plasticity, gra'(elly clays, sandy clays,silty
clays, lean clays.
Organic silts and organic
silty clays of lOW plasticity
Inorganic silts, micaceous
or diatomaceous fine sandy
or silty soi~s, elastic
silts.
Inorganic clays of high
plasticity, fat clays.
Organic clays of medium
to high plasticity.
Peat and other highly
organiC soils.
~ -Water level at time of excavation or as indicated
US -Undisturbed, driven ring sample or tube sample
CK -Undisturbed chunk sample
BG -Bulk sample
~------------------------------------------r_------------------------------------------~-<
,
SOUTHERN CALIFORNIA
SOIL & TESTING, INC •
••• a IIIIIIV.IIIIIDAL •• TR •• T
.... N DI.OD, C"'LI~DRNI'" •• '.0
BY
JOB NO.
, -.. ..-
DATE 3-24-83
14143 Plate No. 7
,
I
... ___ . ____ ._0. , , -w w > • Z BORING NUMBER 1 er > :g
f-er w w 0 0 0 E.
w 0. >-Z LL Z 0
LL >-;: ELEVATION u >-Qw 0 O,w LL >-~ Z
~ q: f-W f-Z l-I-' 0 j:GJ 0 f-. 0 f-f-U iii w U Z er Z w -Ii: l-f-r f-en q:Z LL er«Z Z er w
f-W LL W :J w en Z er« en-« er « Ul-:J Z ~ Ll
.J er er w ~ 11 11 iii er f--UJ f-f-Of-f-o ,.. f-W f-
W .Jen 0 « en q: en 0 wen S zwQl S f-
0 2 .J 11 -11 z ziii >-LL en z « 2 -« 0. 0 o «Zen 0 er U is .J
« O.J 0 11 0 er WW .J I-' ww .J 0 W 0 • 0 en enu DESCRIPTION U « 2 « U 0 0. a: m eno.a: m o e: 2 U a: U
sst Sandy Clay/Clayey Sand Dark Very Soft to
-Bag CH (Topsoil) Brown Moist Medium
2 _ Stiff
• 4 -sci Clayey Silty Sand Light Moist t( Dense
Bag SM (Santiago Formation) Greenish Very ",
Brown Moist -
6 _
-• 8 _
SM Silty Sand Light Moist Very
10_ US Grey Dense 100/ 98.7 8.2
6" -Bag
4J 12 -SC Clayey Sand Medium Very Stiff
-" Brown Moist
14_
SM Silty Sand White/ Moist Very , I" Light Dense
16_ 'T'::In
SC Silty Clayey Sand Light Moist Very
~ Brown-Dense
18_ Grey
-I
4 20_ US ML Silty Clay Green-Moist to Hard 100/ 'Grey Very 7"
-Bag Moist
22-..
-• 24_
-
26_
-
4 28...
-lis Light Very 100/
3fl SM Silty Sand Grey Moist Dense 3"
Boring Ended at 30'3"
41 -
.~ I SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY, DATE DRILLED:
SOIL & TESTING, INC. DBA 3-16-83
.JOB NUMBER
4 14143 Plate No. B .
• -I.li w
BORING NUMBER 2 > > '0
I-Z iI a: e.. w w 0 0
W 0. ~ >-Z Z 0 0
ELEVATION u >-LL >-Z
lL >-QUJ 0 OUJ LL 5
~ I-~ I-UJ I-Z l-f-' oi=LJ 0 l-• 0
LJ 'I-LJ iii UJ I-UJ i= I Z a: Z w -~Z LL a:<rZ !i:' • w u: UJ :J w I-00 Z a: Z < Ll I-..I a: a: 00 Z a:<r UJ~a:<r " w :J w
0. Ui a: I-1-1-01-1-~ I-~
W 0. ..1 00 0 ~ 00 ~ Ui w wOO 5 wOO o ..... I-I-<! 0.
0 ~ -~ ..I 0. -0. Z 0 zUi o zzUi 0 >-LL ~ Z ..I ~
<! 0..1 0 0. 0 0. 0 a: UJUJ ..I ~ww ..I' [[ U o 0 w 0
0 00 OOU DESCRIPTION u ~ ~ ~ U 0 0. a: III 00 a. [[ Ill' o !!; ~ U a: U
sci Sandy Caly/Clayey Sand Dark Very Medium
-CH (Topsoil) Brown Moist Stiff ... ','" • 2 e
SC Clayey Sand(Santiago Tan-Very Dense -Formation) Orange Moist
Bag
, ,
4 _
Light "
."" Brown ,
• 6 _ ----~H Silty Clay Light Moist Very
...., \~ Grey Stiff
8 -,-
SM/ , Clayey Silty Sand and Light Moist to Very
-SC Silty Sand Greenish Very Dense
• 10_ US Grey Moist 100/ 95.5 14.4
5.5"
...,. :
12_ ..:
-" • 14_ Bag
sci Sandy Clay/Clayey Sand Light Moist Very
16_ CL Greenish Dense/
-I\. Grey Hard
• 18_ --SM/ Clayey Silty Sanr Light ' Moist Very -SC Green-Dense
20 Grey
I" -US CL/ .
• 22_ PB SM Silty Clay with Interbeded Green-Moist Hard/ 100/
Silty Sand Grey 'very 4" ..
-Dense
24_
-• 26_ ,i.
---~ " 28_ "
-i PB • 30
Boring Ended at 30'
c ,
SUBSURFACE EXPLORATION LOG .~ SOUTHERN CALIFORNIA LOGGED BY: DATE DRILLED:
SOIL & TESTING, INC. DBA 3-10-83
..JOB NUMBER
1iIIIIt... .... 14143 Plate No. 9 ,
,
•
• z ~ UJ 0 TRENCH NUMBER 1 ->-0 I-a. I-U >->-. UJ ~ UJ i: I-UJ I-'UJ Z w >-<l: Z £[ Z z !::: iii~ £[ I->0 u. l-II w w UJ ~ ...J U ELEVATION W :J Zu. :J Z j:j: w aU: 0 II l-II r Z wu liiw q:u I ...J ...J <l: UJ q: UJ UJ oa. ...J<l: I-a. UJiij 0 a. -a. iii 0 >-'''''' '0 I-wa. a. ~ UJ u a. 0 a. Z II ~ 5 a;~ W <l: q: ~ II 0 q: ...J <l: 0 0 0 U 0 UJ U U U -DESCRIPTION ' "
0
CK CL/SC Sandy Clay/Clayey Sand Brown Moist to Medium, -(Topsoil) Wet St;!.ff/. -, 0
2 -Bag Medium ' . ': -• Dense
4 CK SM Silty Sand(Santiago Formation) Buff-white Moist Dense to .. -
'"
Very Dens~ I
i --
6 Bag -
CK CL Silty Clay Green-broWl Moist Very Stiff
to Hard -'"'" •
-Trench Ended at 7'
-~ -
--TRENCH NUMBER 2 :
--• 0
CK eL/SC Clayey Sand/Sandy Clay Brown Moist to Medium -(Topsoil) Wet Stiff -
2 -CK
Bag SM Silty Sand with Pockets of Buff-white Moist Dense to 112.3 i6.1. , -Claystones(Santiago For-with Very Dense -• 4 -mation) . Greenish -Tint .... -
6 -CK 107.2 i2.8 -
--•
8 --
--
10
Trench Ended at 10' --•
--
--
-. -• --, '
--'
--
•
~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY: DATE LOGGED:
SOIL & TESTING, INC. CRB 3-10-83
.JOB NUMBER. Plate No. 10 14143 •
..
4 Z ~ w 0 >-a
I-a. TRENCH NUMBER 3 I-U >->-w [ w ~ I-W I-wZ
W >-<t Z II Z z !:: iii~ II >0
u. I-w W OJ :J I-
.JU [ w :J zu. j:j:
~ ELEVATION 0 II I-Z I-Z w 6~ II I-wU <tLJ
I .J .J <t OJ <t en w O~ OJ w .J<t
I-a. OJ OJ 0 a. (jj 0 -I-a. -o Z W(];
a. ~ OJ U a. 0 a. Z II >-a:~ w <t <t ~ <t 0 0 a: ~o
4 0 <t .J 0 U 0
OJ U
U U
DESCRIPTION
0
CL Sandy Clay (Topsoil) Brown Moist ~edium Stif f --
2 SM Silty Sand (Santiago ~~ff-white Moist Dense to
~ -CK Formation) with iJery Dense -
4_ . Greenish
Tint
....
--
6 _ Bag -
• -,-
8_ ...;
--. .
lO_ CK, -
4 --
12
Trench Ended at 12 ' ----TRENCH NUMBER 4
4 --
0
CK CL Sandy Clay (Topsoil) Brown Wet Soft t.O 98.S 23.7 -Medium Stiff -
2_
CK SM Silty Sand (Santiago Buff-white Moist Dense to 100. 23.1 4 -Formation) with Very Dense '-
4_ Greenish -
Tint --
6_ -'
-t -
8_ -CK
Trench Ended at 9' --
4. --
----
•
:,~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY: DATE LOGGED:
SOIL & TESTING, INC. CRB 3-10-83
...JOB NUMBER: 14143 Plate No. 11
•
:' .;' .. '
':;f;l .,
,
~ .l
4
TRENCH NUMBER 5 .... w
Z II
ELEVATION II W :J D II .... .J « !Il D a. -U a. D « ~
DESCRIPTION
Sandy Clay (Topsoil) Brown Moist to
Wet
Silty Sand (Santiago lBuff-white Moist
Formation) Iwith green
ish Tint
Trench Ended at 10'
>-.... U >-
Z Z !: ww!ll II .... Z « !Il w a. iii D a. Z II « a D u
Soft to
Medium Sti f
Dense to
Very Dense
>-.... iii~ ZlL wU De: >-II a
-~ o
W e; w Z
II .... ~ Q :J Z ........ .... w «LJ ~ .... iii ~ D Z II '<:: ~ D ~ tl D tl
?:--
SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
LOGGED BY:
eRE
JOB NUMBER: 14143
DATE LOGGED:
3-10-83 .
Plate No. 12
• Z '0
f-W .a TRENCH NUMBER >->-
w a. i= 6 f-W I-U >-I-we:
w >-« z a: z z t: iii~ a: f-
u. f-a: W :J W W Ul Zu. :J z
~ .J u ELEVATION 0 a: I-Z W OiL a: I-wU I-W
I .J .J « Ul « Ul W D!!; !i1 I-
f-a. Uliii 0 a. -a. iii ° o z
a. ~ Ul u a. 0 a. Z a: >-~ 0 w « « ~ « ° 0 a: • 0 « oJ 0 -u
Ul U U
DESCRIPTION 0
SM Silty Sand (Santiago Buff-white Moist Dense to
-CK Formation) with ~ery Dense
2 _ Greenish
Tint • -
4_
-
6 _
• -
8_
CK
, Trench Ended at 9'
-• -
TRENCH NUMBER 7 -
--
0 • CL Sandy Clay (Topsoil) Brown Moist Stiff
-
2_
4_ CK sci Sandy Clay/Clayey Sand Brown and Moist r::;ery Stiff 113.7 7.0
CL (Alluvium) Buff-white • CK
-'
6 _
-
8_
• -CK 104.4 8.1
10
Trench Ended at 10' -
-
4 -
-
-i
•
~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGEO BY: DATE LOGGED: , SOIL & TESTING, INC. CRB 3-10-83
.JOB NUMBER: 14143 Plate No. 13
'0 2:
wZ >0 i=i= «Ll .J« wa. a:~
0 U
-
-
.-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
• i ~ I
>-I-0 >-Z z !: w w Ul
(J: I-Z <{UlW
a. iii 0 a. Z (J:
c( 0 0 o
>-I-iii~ zu. wO Oe: >-(J: o
:g
~ E,
w i?:wZ
(J: I-> 0 :J Z ;::;::
I-W <tIJ \!l I-W..J <{a. o Z ~ 0 (J: ~ o 0 o
-I-~~~ __________ -+ ___ ..... ___ ~ ___ -t-_~_""_"""
Soft to
Medium Sti f -,
~~~~~~~ ________________ +-~~ __ ~-r~~~--~~--------;-----~----~----i~' Dense to
• -
-
-
-
• 0
-
2
-CK
• 4_
-
6 _
-
• 8_
-
, .
SC
Trench Ended at 6'
TRENCH NillffiER 9
Clayey Sand (Topsoil)
Silty Sand(Santiago
Formation)
Very Dense
g8.7~2.7 ~
-
-
Dark Brown Moist 'Dense -
Buff-White Moist ,Dense
107.5 17.4 -
-
-
-
-
-
-
• 12~~ __ ~ _____________ ~ ____ ~ ____ ~ _____ +---~-~--~
Trench Ended at 12' --
-
-' -• ---
-
•
SUBSURFACE EXPLORATION LOG £. SOUTHERN CALIFORNIA · W SOIL & TESTINGJ INC.
--"' ,,-----,,---.,--,",,-,--_. -'-' -_ ... --------'_.--,----~--,-~--....... -------> ---..,.....--_._--'.
LOGGED BY:
CRE
DATE LOGGED:
3-10-83
14143 .JOB NUMBER: Plate No. 14
,
•
41
.'
I-W
W U.
I I-a. w o
w a. >-I-
W
oJ a.
~ ~ Ul
z o
I-
~
oJ U
6 ff en en en ~ oJ U
TRENCH NUMBER 10
ELEVATION a: a
oJ a U
I-W Z a: w :::J a: I-~ Ul a. -a. 0 ~ ~
>-I-U >-
Z z t w w en a:I-Z ~ ~ w a. Ul 0 a. Z a: ~ a 0 U
>-I-iii~ zu. wU 00.
)-, -a: o
~
.Q
W £!.
II: :::J l-
I-Z ~, ~, o z ~ a U
DESCRIPTION o ~ __ .. __ .. ______________________ ~ ______ +-______ ~ ______ -+ ____ ~ __ ~ __ ~
Dark Brown Very Moist Medium
Stiff Sandy Clay (Topsoil) CL -, -2 ~ __ ~ ____ -+ ______________________________ +-________ -+ ________ --4---------~~~--~----+-~--'-~
Medium
pense/Stif1
Moist Yellow-
brown
sci Sandy Clay/Clayey Sand -+--10... ~. (Weathered Zone) 4 _
SM Silty Sand (Santiago ~uff-white Moist Dense -
6 _
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Formation)
West side of Trench shows
Clayey Sands & Sandy Clayey
Alluvium with a Cobble Layer
at Contact with the
~ Santiago Formation
Trench Ended at 9'
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
3-10-83
.JOB NUMBER:
14143 Plate No. 15
-
-,
-
-.
-,
-"
-
..,.
..,.
..,.
..,.
-
..,.
..,.
-
..,.
-
-,
-
..,.
..,.
-
..,.
•
•
•
•
•
•
•
•
•
•
I-W
W U.
I I-a. W o
W a. r
I-
W
.J a. ~ ~
Z o TRENCH NUMBER 11
ELEVATION a: o .J o
U
I-W
Z II:
W :J II: I-~ en a. -
0.0
~~
r I-U r Z Z t W W en
II: I-Z ~ !!! W a. en 0 a. Za: ~ 0 0'
U
r I-iii~ zu. wU Oe: r II: o
o
W E:
II: I-
:J Z
I-w !!! I-o Z ~ 0 U
~
wZ >0
i=r: ~t.l .J~ WOo II:~ o U
DESCRIPTION
o ~--~--~--------------------~------~-------+------~----~--~--~ Clayey Sand (Topsoil) Medium
Dense
Dark Brown Moist SC --2 _ -~~ __________________________ ~ ______ -4 ________ -+--------~----~--~----~
Dense SM Silty Sand(Santiago Formation Buff Moist
-CK
4 _ Bag
-
6 -
-
8 _ CK
-
10-
-CK
l?
-
-
-
Trench Ended at 12'
TRENCH NUMBER 12
-
-
-
-
10-----
:;reen-brown -
-
-
-
-
-
O~ __ ~--~--------------------~------~------~------~----~--~--~ Brown Moist Medium
Dense _ CK SC/CI Sandy Clay/Clayey-Sand -
2~ __ ~~-+--------------------------~--------+---------+--------~----~~-+--~ ____ SM/ Clayey Silty Sand ~e1low-
(Topsoil)
Moist Medium
Dense -
Moist Dense
-~ brown 4 _ ~ __________________________ -+ ________ -4 ________ ~~--------~----~---4----~
Silty Sand(Santiago
Formation)
Buff
-
6_
_ CK
8-
-
10-
-
l?
-
SM
Trench Ended at 12'
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
-
-
101.4 8.7 -
....
...:
-
-
-
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED:
CRB 3-10-83
.JOB NUMBER: Plate No. 16 14143 ~-------------------------------------.,-.~--------------------~------------------~
.
.
u Z ~
~ w 0 TRENCH NUMBER 13 >->-'0
w a. i: ~w ~ U >-~ w[ wZ
w >-~ Z a: Z Z t iii~ a: ~ >0
IL ~ a: W ::J W w 00 :J Z ;:;: -...JU ELEVATION 0 a: f-Z ZIL
w off a: f-wU f-w ~LJ
I ...J ...J « 00 ~ en w Of!; ~ ~ ...J~
f-a. 0000 0 a. -a. iii 0 o Z wa.
a. 00 u a. 0 a. Z a: >-a:~ • w ~ ~ ~ ~ « 0 0 a: ~ 0
0 ~ ...J 0 U 0
(/) U U U
0 DESCRIPTION
SM/SC Clayey Silty Sand (Alluvium) Brown Moist ~oose to
~edium Den~ e -
2 ~
41 K Sandy Clay/Clayey Sand Brown Moist lMediumDem e
-(Topsoil)
...
4 _ CK
-SM Silty Sand (Santiago lBuff with Moist Dense -
6 _ Formation) Greenish
Tint -
U -CK ,...
8 _ -
--,
10_ -
4
Trench Ended at 11' ----
TRENCH NUMBER 14 --
~I --
0
SM Silty Sand (Alluvium) Brown Moist Medium Deme -
2 ~
~ ~ Sandy Clay/Clayey Sand Brown Moist Medium Deme
-(Topsoil) -
4 _ ..
CK SM Silty Sand (Santiago Buff Moist Dense --Formation)
6 _ -
" U --
8
Trench Ended at 8' ----
U --
----
4
u~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY: DATE LOGGED:
SOIL & TESTING, INC. CRB 3-16-83
..JOB NUMBER:
14143 Plate No. 17
• Z ~ ~
I-W 0 TRENCH NUMBER 15 >-r 0
w 0. i= I-W I-(J >-I-we wZ
w >-« Z 0: Z Z t iii"" 0: I->0 u. I--...J U ELEVATION 0: w :J w w Ul zu. :J z i=i=
w Oil 0 0: I-0: I-Z w(J I-w «Ll
I ...J ...J « (fJ « Ul .w De: !!) I-ul~ I-0. Ul iii 0 0. -, 0. -0. Ul 0 o Z
0. ~ Ul (J 0. 0 )-o:~ • w « « ~ « Z II II ~ 0
0 « ...J o 0 0 (J' 0
Ul (J (J u
0 DESCRIPTION -
• SM/ Clayey Silty Sand (Topsoil) Brown Moist Medium
~ Dense -,
2 -• SM Silty Sand (Santiago Formatio 1) Buff Moist Dense
-.,.,
,
4 --
-: -"
6 • Trench Ended at 6' .-
--:<
--TRENCH NUMBER 16 L
--0 .
0 SM/S( • Clayey Silty Sand (Topsoil) Brown Moist Loose to
-Medium -
nOT'\COQ,
2 -8M Silty Sand(8antiago Formation ) Buff Moist Dense ---4 -
I Trench Ended at 5' ------. • --.
------• --, -: -----
4 --
----
4
~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY: DATE LOGGED:
SOIL & TESTING, INC. CRE 3-16-83 • .JOB NUMBER:
14143 Plate No. 18
41 z ~
I-W 0 17 >-.Q
W a. i: TRENCH NUMBER I-U >->-w E. wZ I-W I-
W >-ot Z a: z z t: iii~ a: I->0
u. I-a: -.JU ELEVATION w ::l w w Ul Zu. ::lZ j:j:
w 6!); 0 a: I-a: I-Z wU I-W otu
I ...J .J ~ Ul ~ Ul w D~ ~ I-...J4
I-a. Ul Ul 0 a. -a. iii 0 o Z ,wa.
a. ~ Ul U a. 0 a. Z a: >-~ 0 II~ • w ~ ot ~ ~ 0 0 a:
0 4 .J 0 U 8 Ul U U
0 DESCRIPTION
" SM/SC Clayey Silty Sand(Topsoil) Brown Moist Medium --Dense -
" '
2 SC/CL Sandy Clay/Clayey Sand
41 SM Silty Sand(Santiago Formation Buff Moist Dense --
-
4 -CK -
--
6 --;
4 ------Buff with ~;
8 -Greenish ......
Tint --CK , ,
'-10 -
4 --
12 _ -
Trench Ended at 13' --
4' TRENCH NUMBER 18 --
0
SC/Cl Sandy Clay/Clayey Sand Brown Moist 'Medium
-(Topsoil) Dense -,
2
4 SM Silty Sand (Santiago Formation Light
--: Brown/ ,-
4 -Buff -
Bag --
6 -. -
" U -CK -.
8 ~
...,
-: -
10 _ -:
• -CK -
12
Trench Ended'at 12' -.....
0
tl~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY: DATE LOGGED:
SOIL & TESTING. INC. CRE ,:\-In-R,:\
JOB NUMBER: 14143 Plate No • 19 ...... _.--._2 .
----'--------'
~
f-W
W u.
:t f-a. w o
o
-
2 _
-
4 _
w a. >-f-
W .J a.
2 « rn
z o
I-«
.JU 6[ rnfij rn « .J u
CL
CL
TRENCH NUMBER
ELEVATION
DESCRIPTION
Sandy Clay (Topsoil)
19
II: o .J a
U
Brown
Silty Clay(Santiago Formation) Green-
-brown
f-W Z a:
W :J a: f-« rn a. -0.. 0 « 2
Moist
Moist
>-f-U >-
Z z !::
W W rn a: f-Z « ~ W 0.. rn a ~ Z II: o a (J
Stiff
Very Stiff
to ,Hard
>-.... iii", zu. wU a~ >-II: o
]
w ~
II: f-:J " f-Z rn w -f-a Z 20,
U
-
-
-
-
----f---+ -----------------f:....-----~I-------1~----+---01--.... -+---1
6 _ Dense -SM Silty Sand Buff Moist
4'-'! . .:4'~ ..... -I-~---------"'---.f----+----t--.f-""+-""
-
-
-
-
-
o
-
4 2
-
4 _
-
-
-
'-
,-
-
-
-
-
-
-
Trench Ended at 7'
TRENCH NUMBER 20
CL Silty Clay (Topsoil) Brown
SM Silty Sand(Santiago Formation Light
Grey
Contact with Hypabyssal Rock
Dipping 400 West
Very
Moist
Moist
Medium
Stiff
Dense
-,
-
-
-
-
-
-
-
-
-~~---------------+----~----~----~--~~--~ Trench Ended at 6'
SOUTHERN CALIFORNIA
SOIL &. TESTING. INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED' CRB 3-16-83
14143 Plate No. 20 JOB NUMBER:
-
-
-~
-
,-
-
-
-
-
~-----------------------------------,~--~------------------~--------~--------~
'.
• Z
'0 -e;
I-W 0 TRENCH NUMBER 21 >->-0
w a. j: I-W I-U >-I-W 2: wZ
W >-<t Z a: Z Z ~ 00_ a: I->0
u. I-([ W::J W 'w UJ zu. ::J z f:f:
~ J U ELEVATION 0 a: I-Z
W oU: a: I-wU ~w <tLJ
I J <t Ul J <t UJ _ W o~ J<t
I-a. Uloo 0 a. -a. UJ 0 '0 t wa.
a. UJ u a. 0 a. Z ([ >-([~
W ~ <[ <[ ~ <t 0 0 ([ ~ 0
0 <[ J 0 U 0
Ul U U u
DESCRIPTION •
0
CL Silty Clay (Topsoil) Brown Very Moist Medium
-Stiff -
2
SM Silty Sand (Santiago Light Grey Moist Dense
-Formation) -• 4 --
,
--Contact with Hypabyssal Rock ,
6 -dipping 400 West -
--, I • 8 --
-' -0 .
10 _ -
--' • 12
----TRENCH NUMBER 22
--• 0
CL Silty Clay (Topsoil) Brown Moist Stiff -
2 '" K Silty Clay(Weathered Mudstonel) Green-Moist ,Very Stiff
-brown to Hard ..,'
4 •
-8M Silty Sand (Santiago ~uff-white Moist Dense --Formation)
6 --
--• 8 --
..;. -
10 _ -
• Trench Ended at 11' --' --
~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY: DATE LOGGED:
SOIL & TESTINGJ INC. CRE 3-16-83
.JOB NUMBER" i
14143 Plate No. 21 i
---~'
•
DIRECT SHEAR TEST RESULTS
• angle of cohesion
SAMPLE DESCRIPTION Internal Intercept
friction (0) {pst}
T-2 @ 6' Buff White Silty Sand, Undisturbed 19 200 .'
• T-5 @ 4'-5' Buff White Silty Sand, Remoded to 90% 32 200
Kemolded
B-1 @ 3'-5" Light Green-brown C1ayeY,Si1ty Sand, to 90% 30 400
R-l «l 21'-22' Green-Q'rev ~i 1 rv r.l,q.v lq 42')
Remolded . . .
B-2 @ 13!-15' Light Greenish-grey Clayey Silty Sand, to 90% 29 350
t
t
MAXIMUM DENSITY and OPTIMUM MOISTURE CONTENT • ASTM D-1557-78 METHOD __ A_
maximum optimum
SAMPLE DESCRIPTION density moisture
(pet) content (%)
t T-5 @ 4'-5' Buff White Silty Sand 114.0 14.0
B-1 @ 3'-5' Light Green-brown Clayey Silty Sand 126.2 10.2
B-1.@.21'-22' Green-grey Silty Clay 119.0 .11.0
• . R .. ?((l 1 ~ , - 1 c; , Light Greenish-grev C1avev Si1tv Sand 121.3 11.8
..
•
•
~ SOUTHERN CALIFORNIA
• SOIL " TESTING. INC. BY DATE 3-23-83 ••• 0 "'V."CAL •• T" •• T DBA
.AN c,.ac, CAL'~CRN'A •• ".0 JOB NO. Plate Nb. 22 14143
• EXPANSION TEST RESULTS
SAMPLE T-4 @ 3' T-5 @ 4'-5' T-8 @ ,5' T-9 @ 3' . T-12@ 7'
• CONDITION Undisturbed Remolded & Undisturbed Undisturbed Und:i,sturbed
A;,.. n,..;pn A;,.. n,..;p~ A;,.. n,..ipn Ai,.. n,..;pn A;,.. 11r.i..Bd
INITIAL M.C.(%) 5.7 6.9 4.7 3 .. 7 8.7
INITIAL DENSITY(PCF) 100.1 . 102.6 98.7 107,.5 1Gl.4
• FINAL M.e.(o,o) 23.1 22.(;> 22.7 17 :4 34.2
NORMAL STRESS(PSF) 150 150 150 150 150
EXPANSION (0/0) 1 2 0 0 22 '. ; •
SAMPLE
B-1'@ 3'-5' B-1 @ 21'-22' B-2 @ 13'-15'
CONDITION Remolded & Remolded & Remolded &
Air Dried Air Dried Air Dried
INITIAL M.C.(O'o) 9.6 6.3 5.0 •
INITIAL DENSITY( PCF) 114.5 108.0 109.4
FINAL M.C'<o,o> 15.2 21.8 17.3
NORMAL STRESS(PSF) 150 150 150 •
EXPANSIO N (0/0) 3 7 3
• SAMPLE
CONDITION
INITIAL M.C.(Ofo)
.
I NI T IALDENSITY(PCf') •
FINAL M.C. (%)
NORMAL STRESS (PSF) • EXPANSION (0/0)
.
. ~ SOUTHERN CALIFORNIA TESTING • LABORATORY, INC.
6280 RIVERDALE STREET
SAN DIEGO. CALIFORNIA 92120
714-280·4321
BY DBA DATE 3-23-8,3
• JOB NO. 14143 Plate No. 23
, ..
GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS
U SAMPLE T-5 @4'-5' tr-17 @ 9' B-1@21'-22 B-2@13'-15 B-2@29'-30
6"
4"
~. 3"
2"
1~" en
4 ...... w %" I->
J: w
C) Ci5
iii c %" 100 ~ a::
~ C§
#4 z 99.9 100 100 100 a:: ~
4 w (J) z en #8 99.6 u: 99.1 97.7 99.5 100 I
lfl. ::)
#16 . ..... 97.4 92.4 98.5 99.8 97.5 z 0
#30 ~ 95.2 82.1 96.8 99.0 94.4 c • < #SO a:: 89.9 66.4 91.9 97.9 88.3 C)
#100 64.2 48.5 78.6 73.6 68.6
=#200 34.7 28.0 54.1 41.7 50.7 • >-.0Smm a::
t-15.0 48.0 38.0 49.0
w ~ .OOSmm 4.0 26.0 22.0 22.0 0 a:: c >-.OO1mm 2.0 10.0 11.0 7.0 .J:
I
LIQUID LIMIT 33 26 33
PLASTIC LIMIT 16 20 15 • PLASTICITY INDEX 17 6 18
I I I ] I UNIFIED I I I SC CL CLASSIFICATION SM SM CL
1
~ SOUTHERN CALIFORNIA
1 SOIL & TESTING LAB. INC. BY DBA DATE 3-23-83 BRSD RIVERDALE STREET
SAN DIEGO, CALIFORNIA IIR1RD JOB NO . 14143 Plate No. 24 . _-_.
51 m ~
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(3/4)H
2
TO Be: REMOVED
H/4
NONSELECT F'ILL
TOPSOIL 8. ALLUVIUM
MAY BE PlN:ED IN
THIS AREA
SELECT FILL
( NONEXPANSIVE) 2 --------~-"
~ N~TUR~L . FORMATIONAL SOILS~
Select Fill Area
(Native silty and clayey sands per soils engineer's
approval in the field)
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MINUS 1" CRUSHED ROCK
COMPLETELY SURROeMDED
BY FILTER FABRIC, OR
CLASS I I PER~1EABLE
t4ATERIAL
4" DIAMETER PERFORATED PIPE -MINIMUM 1% SLOPE
PIPE
MATERIAL
DEPTH OF FILl.,. __
OVER SUBDRAIN
ADS (CORRUGATED POLETHYLENE
TRANSITE UNDERDRAIN
PVC OR ABS: SDR 35
SDR 21-
~ SOUTHERN CALIFORNIA
-SOIL & TESTING. INC. ~ BAN CI.caC, CALIFCRNIA IIR,.a
a.Ba RIVERCALE BTREET
TYPICAL CANYON SUBDRAIN
8
20
35
100
BY
JOB NO.
SNS
SCHEMATIC ONLY
NOT TO SCALE
DATE 3-23-83
14143 Plate No. 26
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