HomeMy WebLinkAboutParcel Map 23496 Geotechnical Investigation North Plaza (May19,1989)
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Lockwood- Singh & Associates
A CORPORATION
. Consulting Geotechnical Engineers and Geologists
1944 Cotner Avenue
Los Angeles, CA 90025
(213) 870. 7335
(213) 477- 8208
Telecopy
(213) 479- 4876
7955 Dunbrook Road, Suite I
San Diego, CA 92126
(619) 549- 4679
Project Ref. 4024-92
May 19, 1989
Bedford Properties, Inc.
28765 Single Oak Drive, Suite
Rancho California, California
200
92390
Attentinn: Ms. Mary Jane Jagodzinski
Project Manager
1
SUBJECT: REPORT OF GEOTECHNICAL INVESTIGATICN
PROPOSED STORM DRAIN ALONG EMPIRE CREEK
NORTH PLAZA,
YNEZ ROAD, RANCHO CALIFORNIA, CALIFORNIA
Dear Ms. Jagodzinski:
In accordance with your request, we are pleased to submit
our repnrt of geotechnical investigation for the proposed
storm d'rain segment along the Empire Creek.
The accompanying report has been substantiated by
geologic reconnaissance, surface and subsurface
explora'tion and engineering analyses made in accordance
with generally accepted engineering practice, including
those field and laboratory tests considered necessary in
the cir:cumstances.
This report has been prepared for you and your design
consultants to be used for the proposed storm drain along
Empire Creek within the North Plaza site. This report
has not been prepared for use by other parties or for
other purposes, and may not contain sufficient
information for other than the intended use.
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Project Reffe24-n
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May 19, 1989
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Services performed by this facility at the subject site
were conducted in a manner consistent with the level of
care and skill ordinarily exercised by members of the
profession currently practicing in the same locality
under similar conditions. No other warranties are
expressed or impl ied.
It is o,ur professional opInIon that this report presents
fairly the information requested by you.
Respectfully submitted,
LOCKWOOD-SINGH & ASSOCIATES
~~
Awtar Singh
RGE 778
~,'J.~
Russell G. Harter
CEG 1059
AS / JVD/RGH/MKS :km
(8 copies submitted)
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Project Refl..Z4-n
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May lZ, 1989
Page 1
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INTRODUCTION
Th i s r e p 0 r t pre s e n t s the res u Its 0 f a 1 i m i t e d
geotechnical investigation for the proposed storm drain
segment to be located along the Empire Creek within the
North Plaza site. The approximate alignment of the
proposed storm drain is shown on Plate A.
The purpose of this investigation was to evaluate the
subsurface soil conditions in the subject area as they
pertain to foundation support for the proposed storm
drain. An evaluation of the hydraulic and structural
design of the storm drain system has not been performed
by us and is beyond the scope of our services for this
geotechnical investigation.
Based on our review of storm drain plan dated May 10,
1989 by NBS/Lowry, Engineers & Planners, and our
discussions with Michael Mathia (civil engineer with
NBS/Lowry) we understand that the following is proposed
for the subject storm drain along Empire Creek.
. Construct an approximately llZO-foot-long 4
rectangular cell (each cell 7 foot high and 10 foot
wide in section) cast-in-place concrete box culvert
along the Empire Creek as shown on Plate A.
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Lockwood-Singh & Associates
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Project
Refl.~2.4-n
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May 12,1989
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. A longitudinal section of the proposed storm drain, as
shown on the referenced plans by NBS/Lowry, indicates
that the proposed finish ground surface above the
storm drain will be approximately 4 to 11 feet above
the existing grade. Approximately 4 to 7 feet of fill
is pToposed in the subject construction area from
station 14+00 to 22.+00 and approximately 8 to 11 feet
from station 22+00 to 25+00. The section indicates
that the proposed invert elevation of the culvert will
be approximately 4 to 8 feet below the existing ground
surface.
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Lockwood-Sin~h & Associa~es
Project Ref.I.2.4-n
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May 12., 1989
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FIELD INVESTIGATION
Field investigation consisted of the excavation of four
exploratory borings along the alignment of the Empire
Creek within the North Plaza site.
The borings were
drilled to depths of approximately 29 to 35* feet beneath
the existing ground surface.
The approximate locat ions
of the exploratory borings are shown on Plate A.
A continuous record of the materials encountered was
maintained by the field geologist and relatively
undisturbed samples of the soil materials encountered
were obtained for classification purposes and laboratory
test ing.
Standard Penetration Tests were performed in
all borings.
The Boring Logs, included as Plates B-2l through B-24,
provide a description of the subsurface soils, sample
depths and other pertinent information.
The sampler penetration resistances of the subsurface
soils encountered are tabulated in the "Blows per 12
inch" column (by driving California sampled, and "SPT
Blows per 6 inch" column (by driving split spoon standard
penetration sampled, on the Bo,ring Logs, Plates B-2!
thr ough B-24.
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May 12,
1989
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LABORATORY INVESTIGATION
Laboratory tests were performed on representative soil
samples obtained during the field investigation to aid in
the classification of the materials encountered and to
determine the physical and engineering properties of the
soils.
Tests performed included field moisture content and
density determinations, particle size analyses, Atterberg
limit tests, shear strength, organic content and
consol idat ion tests.
The results of the field moisture content and density
determinations of the soil samples encountered in the
exploratory borings are presented in the Boring Logs,
Plates B-21 through B-24.
The results of the particle size analyses, and Atterberg
limit tests, are presented on Plates C-l through C-8.
Direct shear tests were conducted on undisturbed samples
of natural soil. Results of shear tests are plotted on
Plates D-l and D-2.
Co n 5 0 1 id at ion cur v e s 0 fun d i 5 t u r bed 5 amp 1 e 5 0 f the
alluvium are presented on Plates E-l through E-3.
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Project Ref. 402~2
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The organic Content of representative samples
material was determined by Smith-Emery and Com-
results are sUmarized On Table I.
TABLE !
StJMI.1ARY OF ORGANIC CONTENT
- --
Samp I e
Location
OrRanic(%)
M(
InorRanic(%) C,
Boring 22, @ 9'
1.5%
98.5%
Boring 2,3 @ 4'
15.0
85.0
~ ~itions
The subject site is situated in the southeasterly
of Temecula Valley in the community of Rancho Cali
The proposed storm drain will enclose a reach of
Creek about 1/4 mile in length between Ynez Ro
Interstate Highway 15. Empire Creek crosses beneat
Road about 1/4 miles north of Rancho California
The subject portion of Empire Creek is an interm
stream flowing from Long Canyon, which extends s'
miles to the east.
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Lockwood-Singh & Associates
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Project Ref. ~-92.
Page 6
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At the time of Our field investigation in
surface water was flowing in the lower po
subject reach of Empire Creek. Ground wat,
21, located near Ynez Road, was encountered a
about 15* feet beneath the ground surface. T"
ground water was measured SOon after pull ing
stem augers, So may not represent the static
The water level readings reported above and On
logs herein have been made in the bor ings at
under conditions stated. However, fluctuati
level of the ground water may occur due to va,
rainfall, runoff from upstream areas, tempe
other factors not evident at the time measure,
made and reported.
GeoloRic Conditions
A deposit of compressible silty clay is present
proposed invert level of the storm drain. Th,
ranges in thickness from about 6 to 15 feet.
clay is underlain to the depths explored by sand
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Project Ref. 4024-92
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May 12, 1989
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CONCLUSIONS
Based o:n the results of our geotechnical investigation,
it is our professional opinion that construction of the
proposed segment of the storm drain along Empire Creek is
feasible from a geotechnical standpoint subject to the
following recommendat ions.
The recommendations pertain
only to foundation support for the proposed storm drain
culvert and the proposed grading within the subject area
of construction.
A deposit of compressible clayey soils is present at the
site below the proposed storm drain alignment.
Ge 0 t e c h n i c a Ide s i g n a 1 t ern at i ve s to add res s the
contpressible soils have been evaluated by us.
Based on our interaction with you and with the project
design ,and construct ion consul tants,
in our judgement,
the precompression of the storm drain support soils by
the placement of a temporary surcharge fill is a
satisfactory
and
appropriate
treatment
of
the
compressible soils and should reduce the residual
settlement following construction of the storm drain to
within acceptable tolerances.
Geotechnical design
details
for alternative mitigation measures can be
provided if required by you.
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Project Ref. 40z'4-92
May 12,1989
Page 8
REC~NDA:!:IONS
Sur~~~~g~ ~~~~ompr~~ion
The longitudinal section on the referenced plan indicates
that approximately 4 to 11 feet of fill will be placed
above the existing grade along the alignment of the
proposed storm drain.
In consideration of the additional
loading that will be imposed on the existing site soils
by the proposed storm drain system and fi II, and to
mitigat'e against potential settlement problems, the
placement of a temporary surcharge fill to a depth of 10
feet above the proposed finish grade and a minimum
distance of 10 feet beyond the plan view of the storm
drain
for a period of approximately one year should
sufficiently precompress the support soils so that
residual post-construction settlement of the storm drain
is within acceptable tolerances.
To accelerate the consolidation process, vertical drains
(wick drains) can be installed through the compressible
clayey soi Is to allow the excess pore pressure to
dissipate more rapidly.
This should reduce the required
surcharge period to 1 to 3 months.
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May 12., 1989
Final surcharge precompression design detai Is should be
formulated with an experienced contractor well versed in
this specialty field.
Specialized survey monuments should be installed in the
compressible clayey zone by the project civil engineer to
monitor the precompression settlement.
Time-settlement
data of ten to twenty survey monuments should be recorded
to monitor the precompression.
The surcharge precompression operation for construction
of the proposed storm drain may require the provision of
a temporary channel for Empire Creek.
Foundation Support
After precompression, the proposed storm drain may be
supported on grade.
Based
on anticipated structural
loads provided to us by A.H.
Engineering,
project
structural engineers, we understand
that the total
static loading from the proposed storm drain would result
in a uniform loading of 1700 to 2500 pounds per square
foot on the base of the storm drain.
A settlement
analysis was performed for the proposed storm drain
foundations based on estimated bearing pressure.
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Project Ref. 40z'4-92
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Settlement
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Following the surcharge precompression outlined above we
anticipate that the total residual post-construction
settlement below the storm drain will not exceed 2
inches.
Residual differential settlement should not
exceed 1 inch over a length of 50 feet.
Additional
laboratory
testing
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be
required
following
precompression of subgrade soils to confirm
the above
anticipated settlement.
It shou.ld be noted that any activity which would lower
the ground water level significantly for an extended
period could cause additional settlement.
Any plans
which would affect ground water levels should be reviewed
by the geotechnical engineer.
Lateral Design
An allowable lateral bearing value of 250 psf may be
assumed per foot of foundation placed in firm natural
soils to a maximum of 2500 psf.
A friction factor of 0.3
may be ,assumed.
Frictional and lateral resistances may
be combined, provided that the lateral bearing resistance
does not exceed 2/3 of allowable bearing.
The above
values may be increased by one third for short durations
of seismic forces.
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Lockwood-Si~eh ~ Associates
Project Re/tt024-92
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Page 11
May lZ, 1989
Liquefaction
The results of our liquefaction analysis indicate that
the compressible clayey soils below the proposed storm
drain are not liquefiable. The deposit of granular
soils below the compressible clayey soils along the
storm drain alignment may be susceptible to seismic
1 i que fa c t ion. Th e t hie k n e s s 0 f t his pot en t i a I 1 Y
liquefiable deposit is estimated to be approximately 20
feet.
Based an our analysis, differential settlement at the
surface resulting from liquefaction of the soils
underlying the site is estimated to be 1* to 2 inches.
This will be in addition to the anticipated residual
settlements under static conditions.
Design consideration should be provided for the storm
drain to mitigate against the effects of seismic
liquefaction induced settlement. In this regard, we
recommend that the storm drain be provided with flexible
joints at regular intervals. Additionally a regular
maintenance program should be instituted that includes
inspection of the storm drain, especially following
earthquakes.
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LQckwood-Si~~b & Associates
Project Ref!~24-92,
Page 12,
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May 12, 1989
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Earth Pre~~ on Retaining Walls
The earth pressure on walls retaining the various earth
materials may be assumed equal to that exerted by fluid
having a density not less than that shown in the
following table:
Equivalent Fluid Pressure
Back fill made up
of free-draining
material wi th top
Surface slopes to Backfill made of wedge at I east
retained material up of existing 6/10 of height
(horz. !..2 ve r t. ) site material of wall
Lev,e I 40 pcf 30 pcf
5 to 1 43 32
4 to 1 46 35
3 to 1 50 38
2 to 1 58 43
1* to 1 n 55
An adeq.uate backdrain system, consisting of 4-inch
perforated pipes placed with perforations down and
surrounded by crushed rocks, shall be incorporated in the
design of all retaining walls.
The drain gravel should
be wrapped with suitable geofabric to minimize the
potential for clogging. Water collected in the pipes can
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Lockwood-Sing~ & Associates
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Project Ref. 4024-92
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Page 13
May 12, 1989
be drained by gravity flow to an approved storm drain
system or the street. Alternatively, the collected water
may be ~irected to a sump pit and subsequently pumped to
the storm drain system or street.
Prior to placement of backfill, the walls should be
waterproofed and/or damp-proofed, depending on the
desired moisture protection.
Any
backfill material
should be compacted to at least 90% of the maximum
density as determined by the ASTM D 1557-78 standard.
Grading Specifications
Permanent grading associated with the construction of the
storm d'rain should be accomplished in accordance with
the following recommendations and observed by a
representative of this facility.
1. Prior to placement of compacted fill, the area shall
be cleared of loose surficial soils, debris, and any
other deleterious materials.
2. The existing upper sandy site soils are suitable for
use in the proposed permanent compacted fill. Any
i mpo r t so i 1 s s h a I I be t est e d for sui tab i lit Y in
advance by the geotechnical engineer.
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Proj ect Ref ~_Z4-92
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May lZ, 1989
3. Sur:faces receiving fill soils shall be scarified,
aerated, or moistened to moisture content acceptable
to the geotechnical engineer.
4. If the moisture content of the fill soils is below
the limits specified by the geotechnical engineer,
water shall be added until the moisture content if as
required.
5. If the moisture content of the fill soils is above
the limits specified by the geotechnical engineer,
the fill shall be aerated by blading or other
satisfactory methods until the moisture content is as
required. The wet soils may be mixed with drier
materials to achieve an acceptable moisture content.
6. All pemanent fill soils shall be placed in lifts such
t h a:t aft ere omp act ion the y don 0 t ex c e e d six ( 6)
inches in thickness and compacted until field density
tests indicate that a compaction of no less than 9rn1o
of the maximum density as determined by ASTM D
1557-78 has been obtained.
7. Field density tests shall be made in accordance with
ASTM D 1556-64. Field density tests shall be made
for every 2 feet vertical interval and not less than
one test shall be performed for every 500 cubic yards
of fill placed.
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Lorkwnnd-Sinah & Assn~ia.~s
Project
Ref ._24-92
Page 15
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May 12,
1989
8. Rocks less than 6 inches in greatest dimension may be
placed in the fill, provided:
a) They are not placed in concentrated pockets.
b) The fine-grained materials surrounding the rocks
are sufficiently compacted.
9. Rocks larger than 6 inches in greatest dimension
shall be removed from the site.
10. No fill soils shall be placed during unfavorable
weather conditions.
When work is interrupted by
rains, fill operations shall not be resumed until the
field tests by the soils engineer indicate that the
moisture content and density of the fill are as
previously specified.
11. Installation of eriosion control and drainage devices
shall comply with the requirements of the grading
code of controlling agencies.
Tempor~rv Excavations
Tempor~ry unsurcharged excavation slopes shall be made no
s tee p e'r t h anI: 1 (h 0 r i Z 0 n t a I to ve r tic a 1 ) .
These
recommended temporary excavation slopes do not preclude
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Lockwood-Singh & Associates
Project
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Page 16
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May lZ,
1989
local raveling sloughing.
In areas of insufficient space
for slo,pe cuts, or where soils with little or no binder
are encountered, shoring shall be used.
We recommend that the cut slopes be observed during
excavation by personnel of this facility,
so that
modifications can be made if necessary.
All excavations shall be made in accordance with the
requirements of the California Construction and General
Industry Safety Orders and the Occupat ional Safety and
Health Act and other public agencies having jurisdiction.
Observation
As a necessary requisite to the use of this report, the
following shall be observed by representatives of this
facility.
1. Grading and fill compaction.
Z. Installation of wick drains.
3. Monitoring of precompression settlement.
4. Temporary excavations.
5. Subgrade prior to pouring of concrete for base of
culvert.
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Lockwood-Singh & Associates
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Project Ref. 4024-92
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Page 17
May 12., 1989
REMARKS
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The conclusions and recommendations presented herein are
based on the findings and observations at the exploratory
borings.
I f
conditions
are
encountered
during
construction that differ from those disclosed by this
limited investigation of the subject site, this office
shall he notified to evaluate any necessary revision of
our recommendations.
The recommendations presented in this report are based on
informa'tion as shown on plans and sections prepared by
NBS/Lowry and discussions with Michael Mathia (civil
engineer with NBS/Lowry).
Any changes in plans shall be
reviewed by this office so as to consider the need for
additional
analysis and modifications of our
recommendations.
Your attention is directed to the fact that some caving
was encountered in the exploratory borings.
Construction
methods shall meet the requirements of the California
Construction and General Industry Safety Orders, the
Occupational Safety and Health Act, and other public
agencies having jurisdiction.
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Lo.ckwood-Sin".h & Asso.ciates
Project ReJ~oz4-92
This
report
has
generally accepted
and practice. No
implied.
Page 18
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May lZ, 1989
been prepared in accordance with
professional engineering principles
other warranty is expressed not
This report is subject to review by controlling public
agencies having jurisdiction.
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Lockwood-Si~gh & Associates
~ BORING LOG INo, ?1
DATE 4/4/flO DRILLING EQUIPMENT h" Hollm.; stern F!.uge:-
[!)RIVING WEIGHT 140 lbs: 3()" drOD I SURFACE ELEVATION 101Q
, REFERENCE
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04 lr ~ U
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Alluvium T?n Loose 81-
Medium to coarse-grained sand moist
with a few small pebbles. to
. moist
.
. - Medium-grained sand ..ith a few f-----
2
;:> silty fine-grained sand lenses. Gray
5-+ '7
,
,
Q
NR
5 - Medium to coarse-grained sand ----
with a few ~ebb1es and a few ~led.
10... 7 fine-graine. sand lenses. dense
9 to
. dense
.
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NR
- 10
15- i~ -Y..
Ground 1?ater ~~--
Wet
8
20_ i~
~88 ----
Very 15 122
dense
14 b.---
1,led.
9 dense 20
'Y (peF): Unit dry weight, jt1o: Angle of internal friction, C (PSF): Cohesion
Cp : % C onsolldotion I log cycle of loading NR = No recovery
PROJECT NAME BEDFORD 1 - Ynez Road z,.\
PROJECT NO. 4024-92 Logged by P8
LOCKWOOD -SINGH ~ ASSOCIATES PLATE B-21
lof ?
~ BORING LOG No, 21
DATE h/h/Rc; DRILLING EQUIPMENT f;" (/I Ho';'lm, stem auger
DRIVING WEIGHT 140 lbs. 3" drop 1 SURFACE ELEVATION
. REFERENCE
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.. H CLASSIFlCATlON PROPERTIES
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"i I I.. I.. VI SUAL ~ III SHEAR
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11 Alluvium Grav Med. Wet
Medium tll coar\je-\ITained sand broWn dense
with a 1 to 2 tick laver to
iron stained, partially cemented. dense
.
17 ~ Fine-grained sand slightly
silty with a few coarse-grained
30- 22 sand lenses.
22
.
. 7
- i~ 19
. End of boring @ 35~'
- Ground water @ 15~'
-
-
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Y (PCF)= Unit dry weloht, fdo= Anole of Internol fricllon, C (PSF) = Cohesion
Cp= % Consolidation I log cycle of loading
PROJECT NAME BEDFORD 1 - Ynez Road "J..'V
PROJECT NO. 4024-92 Logged by PS
LOCKWOOD -SINGH ~ ASSOCIATES PLATE B-2l
2 of 2
.- ,
BORING LOG No, 22
DATE 4!4!RO 1 DRilLING EQUIPMENT Ii" o Hollow stem auger
DRIVING WEIGHT 140 lbs. 30" nron I SURFACE ELEVATION 1015
. REFERENCE
-(I; VISUAL ENGINEERING
: 1""'". \C ClASSIFlCATlON PROPERTIES
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LL " 04 Z <r STRENGTH
. '" tr.l ~ DESCRIPTION ",-, <r ~ ~ I;; U
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0 -...I 0 0 ~ 0 u~ u
.. -.: ..... ..... z_ z ~ ~
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Alluvium Mott. Loose 81.
Hedium to coarse-grained sand. brown moist
to
gray
brown
.Y. Ground wate, ----
3 Wet
5- 2 I- Fine to medium-grained silty - ---
2 sand. Dark
gray
.
- Silt to siltv sand with lenses "-___
I of organic rich. Soft 4R 71
- I- Clayey sand, organic rich. ----
P Dark
lO_ p brO\ffi
2
-
-
I- Fine to medium-grained sand. --c--- ---
36 Gray Med. 14
dense 116
- to
10 _ Medium to coarse-grained sand. c1ense
15- 19
23
-
.
2
20- 15
19
.
55 14 llR
~ 18
Y (PC F) = Unit dry weight, ;10= Angle of internal friction, C (PSF) = Cohesion
Cp = % Consolidation / log cycle of loading
PROJECT NAME BEDFORD 1 - Ynez Road 2Z>
PROJECT NO. 4024-92 Logged by PS
LOCKWOOD -SINGH ~ ASSOCIATES PLATE B-22
1 of 2
.- BORING LOG . 'No 22
DAT"E 4/4/R9 I DRILLING EQUIPMENT 6" ~ Ho'low stem aWler
ORIVING WEIGHT 140 Ibs. 30" drop I SURFACE ELEVATION
REfFERENCE
-CIJ \c VISUAL ENGINEERING
;.-; CLASSIACATlON PROPERTIES
- ~ ,J., J., VI SUAL t
.. t ~ (I) ~ SHEAR
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17 Al:Cuvium Tan ~1ed. viet
Fine to medium-grained with a dense
few coarse sand lenses.
3 -Hedium to coarse-grained sand.
30- 13
27
.
2 - Fine to medium-grained sand ""'---
with a few thin silty lenses. Brown-
35 - 13 ish
19 crray
. End of boring @ 35~'
. Ground water @ 3~'
-
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Y (PCF): Unit dry weight, {i1o: Angle of internal friction, C (PSF): Cohesion
Cp : % Consolidation I log cycle of loading ZA.
PROJECT NAME BEDFORD 1 - Ynez Road ,
I
PROJECT NO. 4024-92 Logged by PS
LOCKVVOOD -SINGH ~ ASSOCIATES PLATE B-22
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. BORING LOG 'No, 23
DATE 4/4/iN I DRILLING EQUIPMENT 6" \'I Hollow stem auger
_DRIVING WEIGHT 140 lbs. 30" drop I SURFACE ELEVA110N 1013
REFERENCE
:-C\j \c VISUAL ENGINEERING
: 'r-! CLASSIFlCATlON PROPERTIES
0; ~ l.; l.; VI SUAL r, III SHEAR
co E ~ ~ 5: ~ (fl III rL
... en Z <r ~ STRENGTr
.. co< <r ~
. en '" ~ ~ DESCRIPTION IIl-' :::> Ii; U
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-..J 0 15 ...... 0 u
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Alluvium Tan Loose ,let
Fine to medium-grained sand
slightly silty.
.
P _ Silty cla~ with carbonized wooe '---- ~---
fragments, highly organic. Dark Soft
5- 1 brown
2
-
3 54 65
P
10 - P 77
P
.
.
10
NR !
. P - Fine-grained sandy silt to -----
silty clay. Gray
15 - P
3
. I
. I
I
I
i 7 f- Fine to medium-grained sand. f---- ---
I Olive Med.
20_ ' 7 gray dense
, B
.
I
-Medi~~ to coarse-grained sand ---- 17 no
4c with a slight amounts of fine- Gray
grained sand. brown
P
9
Y (PCF)= Unit dry wefoht, ~o= Anofe of internal fricllon, C (PSF) = Cohesion
Cp = % Consolidation I log cycle of loading z5
PROJECT NAME BEDFORD 1 - Ynez Road
PROJECT NO. 4024-92 Logged by PS
LOCKWOOO -SINGH ~ ASSOCIATES PLATE B-23 .
1 of 2 ~
. BORING LOG . No, 23
DATE 4/4/89 I DRILLING EQUIPMENT 6" o Hollow stem auger
DRIVING WEIGHT 140 Ibs. 30" drop I SURFACE ELEVATlON
REFERENCE
-C\J \c VISUAL ENGINEERING
., '..-i CLASSIFlCATlON PROPERTIES
,c,
'i ~ ,"" "" VISUAL t SHEAR
G ,~ t ~ en UJ ~ G:'
.... en z STRENGTH
", 0<< a:
, en CIl CIl ~ DESCRIPTION ...-' a: ~ => Iii u
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14 Al1uvi urn Olive I.led. Verv
. Medium to coarse-grained sand. gray dense moist
to to
dense wet
-
13 I- Fine to medl um-grained sand. ---
3D_ 16 Tan
to
17 rust
.
.
6 I-Fine to medium-grained silty ----
35 - 8 to clayey sand. Gray 15
10
- End of boring @ 35~'
- ACcive small creek @ surface
NR: No recovery of sample
.
-
.
-
.
.
Y (PCF)= Unit dry weioht, 1110= Anole of internol friction, C (PSF) = Cohesion
Cp = % Consolidation I log cycle of loading ~
PROJECT NAME BEDFORD 1 - Ynez Road
PROJECT NO. 4024-92 Logged by PS I
~ I
LOCKWOOD -SINGH ASSOCIATES ,
PLATE B-23 ,
2 of 2 "
. BORING LOG . 'No, 24
DATE 4/4/R9 I DRILLING EQUIPMENT f)" 91 Hollow stem auger
,DRIVING WEIGHT 140 Ibs. 30" drop I SURFACE ELEVATlON 1011
. REFERENCE
'" '" VISUAL ENGINEERING
:: .-; CLASSIACATlON PROPERTIES
~ I~ '" '" VI SUAL t
,., ~ t ~ Ul '" SHEAR
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Alluvium Med. Loose Very
Medium to coarse-grained sand. gray moist
brown
. ~ Ground water
P
5- 1 _ Fine-grained sand.
1
.
. _ Very fine-grained sandy silt
---- ---
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gray
. P
10 - 2 _ Silt to silty clay with
3 rootlet traces and rootlet
. voids.
.
~ 42 ill
.,
- P
15 - 2 _ Sandy silty clay, no organic f-----
2 traces. Light
. rray
rown
4 _ Medium-grained sand ~---
20 - 11 Med.
10 dense
-
~40 _ Medium to coarse-grained sand. ----
Light 21 109
brown
P ~ Driven through slough.
1
'Y (PCF)= Unit dry weight, ~o= Angle of internal friction, C (PSF) = Cohesion
Cp :: % Consolidation I log cycle of loading 2-1
PROJECT NAME BEDFORD 1 - Ynez Road
PROJECT NO. 4024-92 Logged by PS
LOCKWOro -SINGH ~ ASSOCIATES PL..ATE B-24
1 of 2
. BORING LOG . No, 2h
DATE 4/4/89 I DRilLING EQUIPMENT 6" o Hollow stem auger
DRIVING WEIGHT 140 Ibs. 30" drop I SURFACE ElEVATlON
REFERENCE
-C\j \c VISUAL ENGINEERING
::,...; CLASSIFlCATlON PROPERTIES
'i - .,.. ,.. VISUAL ~ '" SHEAR
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Alluvi um Tan Med. Very
. Medium to coarse-~rained sand dense moist
with a few silty ine-grained to
. sand lenses. wet
.
30_ Enrl of boring @ 29'
Unable to sample due to slough
. washed up into auger.
-
.
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.
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.
.
.
y (peF): Unit dry weight, ;10: Angle of internol friction, C (PSF): Cohesion
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PROJECT NAME BEDFORD 1 - Ynez Roac,
PROJECT NO. 4024-92 Logged by PS
LOCKWOOD -SINGH ~ ASSOCIATES PLATE B-24
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LOCKWOOD-SINGH a ASSOCIATES GRAIN SIZE DISTRIBUTION CURVE c-6
. .
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PLATE
LOCKWOOD-SINGH a ASSOCIATES GRAIN SIZE DISTRIBUTION CURVE C-8
.
.
01 RECT SHEAR TEST PLOT
"
NORMAL LOAD - kips per square foot
6
6
0 I - 4 5
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o Boring 15 @ 7~-8~'
Ado ted Peak Shear Stren h Parameters:
PROJECT Bedford 1 - Ynez Road
NO, 4024-92
C=200 psf: 0=150
DATE May 1989
PLATE D-l
;,\
LOCKWOOD - SINGH a ASSOCIATES
~
.
01 RECT SHEAR TEST PLOT
.
.'
NORMAL LOAD - kips per square foot
6
0 I ~ ~ 4 5 6
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Adopted Ultimate Shear Strength Parameters: C=100 sf; 0=360
~
PROJECT Bedford 1 - Ynez Road
NO, 4024-92
DATE May 1989
PLATE D-2
LOCKWOOD - SINGH 8 ASSOCIATES
~
CON
LIDATION TES
PLOT
~
NORMAL LOAD -kips per square 100t
2
I .2 .3 .4 .5 .6.7 8.9 I . 4 56789
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24
26
28
o sample at initial moisture content
. sample after saturation
Boring 22 @ 7~-8~' Undisturbed sample of clayey soils
Initial Dry Density = 71 pef
Initial Moisture Content = 48%
~
PROJECT
NO.
Bedford 1 - Ynez Road
4024-92
DATE' M.ay 1929
PLATE E-l
LOCKWOOD-SINGH
8 ASSOCIATES
.
~ --"".~
.
CON
LIDATION TES
PLOT
~
NORMAL LOAD - kips per square foot
10
4
I .2 .3 .4 .5 .6.7.8.9 I , 4 5 6789
.
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.
n
.
N
3
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CD
22
24
28
28
o sample at initial moisture content
. sample after saturation
Boring 23 @ 7~-8~'
Initial Dry Density = 65.4 pef
Initial Moisture Content = 54.1%
~
PROJECT Bedford 1 - Ynez Road
NO. 4024-92
DATE' May 1989
PLATE E-2
LOCKWOOD-SINGH a ASSOCIATES
,
1
.
"
r
.
CONSOLIDATION
I
TEST PLOT
\
,
2
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o
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3
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CD
12
13
14
o sample ot initiol moisture content
. sample after saturation
Boring 24 @ 1~~-13~'
Initial Dry Density = 81.4 pef
Initial Moisture Content = 42.4%
A\
PROJECT Bedford 1 - Ynez Road
NO. 4024-92
DATE May 1989
PLATE E-3
..."'=.
LOCKWOOD-SINGH 8 ASSOCIATES
.
J