HomeMy WebLinkAboutSP 210; POINSETTA LANE STORM DRAIN; PRELIMINARY GEOTECHNICAL STUDY; 1999-10-065P2(O'4
PRELIMINARY GEOTECHNICAL STUDY
PROPOSED POINSETTIA LANE STORM DRAIN PIPE
FROM ROUGHLY STATION 40+84 TO STATION 59+89
PACIFIC SHORES SOUTH
CARLSBAD TRACK CT-7-22, CP-98-09
CARLSBAD, CALIFORNIA *
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SHEA HOMES R.
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SAN DIEGO, CALIFORNIA 92131
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PREPARED BY
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6280 RIVERDALE STREET . •.
SAN DIEGO, CALIFORNIA 92120
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Providing Professional Engineering Services Since 1959
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SOUTHERN CALIFORNIA
SOIL &TESTING, INC.
6280 Riverdale Street, San Diego, CA 92120
P.O. Box 600627, San Diego, CA 92160-0627
619-280-4321, FAX 619-280-4717
October 6, 1999
Shea Homes, San Diego, Inc. SCS&T 9811238.2
10721 Treena Street, Suite #200
San Diego, California 92131
ATTENTION: Mr. Robert R. Fontana, Offsite Purchasing Manager
Mr. John Owen, Offsites General Superintendent
Mr. Greg Ponce, Offsites General Superintendent
SUBJECT: Preliminary Geotechnical Study, Proposed Poinsettia Lane Storm Drain Pipe
from Roughly Station 40+84 to Station 59+89, Pacific Shores South,
Carlsbad Track CT-97-22, CP-98-09, Carlsbad, California.
Gentlemen:
In accordance with your request and authorization, we have completed the subject
geotechnical study. The subject study is limited to the construction of Storm Drain (SD)
from Station 40+ 84 to Station 59+89. We will prepare a separate geotechnical report for
the construction of SD between Station 59 + 89 and Station 63+18 (below Poinsettia Lane
Bridge). We are presenting herewith our findings and recommendations.
Earth materials encountered in the exploratory borings performed along the proposed storm
drain pipe alignment indicated that the site is underlain by silty sand or clayey sand over a
bedrock unit consisting of silty sandstone and/or sandy siltstone with a trace to some clay.
Ground water was encountered in each of the borings at or above the bedrock contact. The
depth to ground water ranged from 10 to 24 feet below the existing ground surface.
Based on subsurface exploration and laboratory test results, and engineering experience and
judgement, the encountered subsurface soils and bedrock unit can be excavated using an
excavator or other approved excavating equipment in good working condition.
SCS&T 9811238.2 October 6, 1999 Page No.2
Use of open-cut excavation, shoring system, and/or trench shield method be considered for
the construction of SD along the proposed alignment. Construction considerations including
shoring installation and post-investigation services are also discussed in this report.
Use of a dewatering system along the proposed alignment will be an important
consideration.
If you have any questions after reviewing the findings and recommendations contained in
the attached report, please do not hesitate to contact this office. This opportunity to be of
professional service is sincerely appreciated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
T.M. Kumar, R.C.E. #43255, R.G.E. #2206
Principal Geotecbthcal Engineer
TMK:mw
cc: (6) Submitted
TABLE OF CONTENTS
PAGE
Introduction................................................................................................1
Project Description .......................................................................................... 1
Scopeof Study ...............................................................................................2
FieldExplorations ...........................................................................................2
LaboratoryTesting ..........................................................................................3
GroundWater ................................................................................................3
Conclusions................................................................................................3
Construction Considerations and Recommendations ...................................................4
General.................................................................................................4
Excavation.................................................................................................4
Temporary Shoring - General .........................................................................4
TrenchShield ............................................................................................5
Temporary Shoring / Trench Shield Design........................................................5
Groundwater Control...................................................................................6
PipeBedding.............................................................................................7
Backfill Placement ............................................................................ ...............7
FillMaterials..................................................................................... .........7
Observation and Testing ................................................................ . :.: .. '.: ........8
Field Observation and Testing ...................................................., ................ ........8
Limitations ........................................9
Review, Observation and Testing .................................................... .' ........ . . . . ... 9
Uniformity of Conditions .. .:...... ......................................... ..; ........../.'. .9
Changein Scope.........................................................................................9
Time Limitations .................................................................:. ... .. ..............10
Professional Standard ..................................................................................... ..... io
Client's Responsibility ................................................................................10
ATTACHMENTS .
FIGURE
Figure 1 Site Vicinity Map
PLATES
Plates 1-3 Boring Location Map
Plate 4 Cross-Sections Through Borings B-i Through B-4.
Plate 5 Soil Classification Chart
Plates 6-9 Boring Logs
APPENDICES
A - Laboratory Test Results
B - Grading Guidelines and Specifications
PRELIMINARY GEOTECHNICAL STUDY
POINSETTIA LANE STORM DRAIN PIPE
FROM STATION 40+84 TO STATION 89
CARLSBAD, CALIFORNIA
INTRODUCTION
This report presents the results of a preliminary geotechnical study performed by Southern
California Soil and Testing, Inc. (SCS&T) for the proposed storm drain pipe between the proposed
Pacific Shores South residential development and the existing railroad tracks of San Diego
Northern Railway in Carlsbad, California The subject study is limited to the construction of
Storm Drain (SD) from Station 40 + 84 to Station 59 + 89 We will prepare a separate geotechmcal
report for the construction of SD between Station 59 + 89 and Station 63+18 (below Poinsettia
Lane Bridge). Figure 1 presents a site vicinity map showing the rough location of the site.
The purpose of this geotechnical study is to evaluate the nature and engineering properties of
encountered subsoils and depths to groundwater, and to provide geotechnical recommendations
for the design construction of proposed 78-inch diameter SD of reinforced concrete.
This report was prepared for Shea Homes and their project design consultants, to be used solely
in the design and construction of the proposed improvement described herein. This report may not
contain sufficient information for other uses or the purposes of other parties.
PROJECT DESCRIPTION
The subject site is located between Carlsbad Boulevard and the San Diego Northern Railway right-
of-way, and south of Poinsettia Lane in Carlsbad. The proposed Pacific Shore South development
would consist of one- or two-story single family residences and other improvements. The subject
I SCS&T98 11238.2 October 6, 1999 No. 2
study is related to the construction of a 78-inch SD adjacent to the proposed residential
development.
I Review of available plans indicate that the SD will be located roughly 16 to 24 feet below the
existing grade. Also, our review indicates that the nearest edge of the pipe is located at least 60
feet from the nearest railroad track.
I SCOPE OF STUDY
I The scope of geotechnical study consisted of the following:
I . . Explore the subsurface conditions to the depths influenced by the proposed improvement.
.....
.........................................--., I ----,.--. ,.. - ..'. - . Perform laboratory testing to evaluate the engineering properties of the various
U subsurface materials which, would influence the proposed construction, including the
shear strength, and settlement characteristics Of the foundation soil.
p Address potential construction difficulties that may be encountered due to soil conditions
and groundwater, and provide recommendations concerning these problems.
Develop soil engineering criteria for site grading and provide design and construction
recommendations regarding the stability of temporary cut slopes and shoring.
FIELD EXPLORATIONS
I Four (4) soil test borings (B-i through B-4) were drilled at the site at the locations shown on Plates
1 through 3 (Boring Location Map). The borings were drilled using a drill rig equipped with a 24-
P inch diameter bucket auger. The explorations were observed and logged by a geologist. Disturbed
and relatively "undisturbed" samples of typical and representative soils were obtained and returned
p to the laboratory for testing. Representative undisturbed core samples were obtained by means of
a split tube sampler lined with brass rings of 2.5-inch diameter (California Ring Sampler) driven
U. .
SCS&T9811238.2 October 6, 1999 No. 3
into the soils or bedrock by means of a 140-pound weight hammer free falli
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. inches. The soils are described in accordance with the Unified Soils Classific
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as illustrated on the attached simplified chart on Plate 5. The boring logs (B-i) through B-4) are
presented on Plates 6 through 9 In addition, a verbal textural description, t
h
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apparent moisture and the density or consistency are provided.
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted A
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Testing and Materials (ASTM) test methods or suggested procedures. Repr
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the soil obtained during field exploration were tested in the laboratory to verify fie
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and to evaluate physical and engineering properties. The tests consisted of m
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density, direct shear, and sieve analysis. Results of these tests are presented o
n
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in Appendix A.
GROUND WATER
Groundwater was encountered in all the four borings. Groundwater was encoun
t
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e
d., at depths of,
10 feet, 20 feet, 22 feet and 24 feet in Borings B-i, B-2, B-3 and B-4, resp
e
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l
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,
CONCLUSIONS
Based on subsurface exploration, results of laboratory testing, engineering
a
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s
,
a
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d
engineering experience and judgement, the construction of the proposed SD is fea
s
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f
r
o
m
a geotechnical standpoint, as long as the recommendations presented in this
r
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considered and incorporated in the project design and construction.
T.
Design and construction of a dewatering system would be required, where
g
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presence influences the construction of the SD. Ground water elevations coul
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to precipitation, drainage, drought, etc., and therefore evaluation of groun
d
w
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p
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h
s
prior to SD construction would be an important consideration.
SCS&T9811238.2 October 6, 1999 No. 4
. Removal of localized soft or loose clayey soils/ sandy soils will be required during the
placement of the SD pipe bedding material and backfill.
Four cross-sections were developed through Borings B-i through B-4 and are shown on Plate
4. The cross-sections indicate the rough locations of SD, bedrock, ground water, railroad
tracks, etc.
CONSTRUCTION CONSIDERATIONS AND RECOMMENDATIONS
GENERAL
All soils disturbed by excavations / grading activities that are to remain after construction shall
be compacted in accordance with the Fill Placement section of this report. Contaminated and/or
deleterious material or oversized rock greater than 6 inches in its largest dimension shall not be
incorporated into any fill.
EXCAVATION
All natural soils and fill (if any) on the site are considered rippable. Temporary cut slopes in native
soil shall be no steeper than 1:1 (horizontal to vertical). Temporary cut slopes that will remain
exposed during the rainy season shall be properly maintained and protected from erosion.
TEMPORARY SHORING - GENERAL
Vertical cuts will not be permitted unless properly shored due to the high caving potential of both
natural and fill soils (if any). Temporary shoring design shall be the responsibility of the
contractor, and subject to review and approval of the geotechnical engineer and the governing
agency. Shoring shall incorporate solid sheeting for the full depth of the excavation. Excavation
shall proceed in such a manner that no voids are developed between the back of the sheeting and
the supported soil. All shoring shall conform to the recommendations of this report and Section
306-1.1 of the Standard Specifications for Public Works Construction, 1994 Edition (Standard
Specifications).
SCS&T98 11238.2 October 6, 1999 No. 5
TRENCH SHIELD
In-lieu of temporary shoring system, trench shield(s) may be used at locations where no future
building or structure is proposed. As a minimum, the trench shield shall be designed in accordance
with the lateral pressures discussed below for temporary shoring. In addition, the lateral pressure
due to ground water should be considered in the design, if ground water will not be kept below
the bottom of the excavation, or the potential for ground water to raise if the proposed dewatering
system fails. All loose material at the bottom of the excavation shall be removed prior to the
placement of bedding and backfill material. All loose material between the trench shield and the
excavated trench walls should be removed and replaced with compacted fill (if feasible) or a
minimum of 1 ½ sack sand-cement slurry. The trench shield shall be designed and approved by
a Licensed Civil Engineer practicing shoring engineering or a Structural Engineer.
TEMPORARY SHORING / TRENCH SHIELD DESIGN
Trench shoring for excavations not exceeding 20 feet in depth shall be designed in accordance with
Title 8, Division 1, Chapter 4, Subchapter 4 of the California Code of Regulations: CAL/OSHA,
Construction Safety Orders (Construction Safety Orders) or engineered incorporating the lateral
earth pressure distributions presented in this section. Based on the soil classification system
presented in Appendix A of the Construction Safety Orders, all soils encountered at the site above
the bedrock shall be considered to be high caving potential.
Temporary, unsurcharged, braced shoring supporting level ground for excavations not exceeding
25 feet in depth shall be designed using a uniform lateral earth pressure distribution of 24H pounds
per square foot, where H is the depth of excavation in feet, assuming no hydrostatic pressure is
developed behind the shoring.
Cantilever shoring shall not be used where existing structures are founded within the active wedge
of retainment of the shoring, which is defined as earth above a plane projected upward into the.
backfill from the base of the shoring at an angle of 30 degrees. Cantilever shoring shall not be
used where substructures within the active wedge of retainment of the shoring will be adversely
affected by lateral deflection of the wall exceeding 1/2 inch. An active earth pressure equivalent .
to a fluid having a density of 35 pounds per cubic foot shall be used for the design of cantilever
SCS&T9811238.2 October 6, 1999 No. 6
shoring assuming an unsurcharged, level backsiope and no hydrostatic pressure is developed
behind the shoring.
For light vehicular traffic, a minimum surcharge load equivalent to an additional 100 pounds per
square foot shall be applied to the upper 10 feet of the shoring. Where heavier traffic with axle
loads of 18 kips or greater is applied or construction equipment is to operate in such a manner that
wheel or outrigger loads are applied within the active wedge of retainment of the shoring, these
additional surcharges shall be incorporated into the design. SCS&T will provide this information
once the anticipated vehicular loads are known.
The allowable passive resistance against temporary shoring due to native soil shall be assumed to
be 250 pounds per square foot (psf) per foot of depth up to a maximum of 3,500 psf, and 400 psf
per foot of depth up to a maximum value of 5,000 psf for bedrock material. We assumed that the
soldier piles are spaced no closer than 2 ½ diameters On centers. For an isolated pole condition,
such as in front of soldier piles, the incremental passive resistance may be doubled, however the
maximum shall not be exceeded. Soldier piles embedded in concrete shall be designed using an
effective diameter equal to the diameter of the drilled shaft. Soldier piles embedded in 1 ½ sack
sand-cement slurry shall be designed using an effective diameter equal to the flange width of the
beam used.
Due to the arching effect of soil between soldier piles, it may be assumed that the earth pressure
on lagging does not exceed 500 pounds per square foot for all heights of retainment provided
soldier piles are spaced no greater than 8 feet 4 inches on centers. However, the traffic load shall
be included in addition to the soil pressure discussed above.
GROUNDWATER CONTROL
A dewatering system (such as dewatering wells, and/or well points) shall be designed and
constructed prior to the excavation below groundwater depth. We recommend that as a minimum
groundwater shall be kept at least 2 feet below the proposed depth of excavation.
SCS&T9811238.2 October 6, 1999 No. 7
PIPE BEDDING
Where pipes are not located below structures, Class II base or crushed rock (maximum of 1 inch
size) be used as pipe bedding material. However, backfill material around the SD pipe and at least
1.0 foot above the top of the pipe be either Class II base or crushed aggregate mixed with sand.
The backfill around SD and -1.0 foot above the SD pipe be compacted to at least 95 percent relative
compaction. Compaction of the backfill around SD pipe should not be achieved by jetting or
flooding. Below structures, pipes shall be bedding in fill concrete placed on undisturbed bedrock
or certified soil, and the fill concrete shall extend up to at least 1 foot above the top of the pipe.
To reduce the potential of sidewall materials leaching in the crushed rock (with no sand) use of
geo-synthetic fabric around the crushed rock or gravel is recommended
BACKFILL PLACEMENT
All existing soils can be used as trench backfill provided it is free of organic material, deleterious
material, 'expansive clay, soft and wet to saturated clay, and cobbles I 'boulders greater than six
(6) inches in size (if any). Such unsuitable materials shall be removed and wasted from the site':
Where the trench backfill will eventually support structural loads, the backfill shall be compacted
to at least 95 percent relative compaction. However, non-structural areas, the backfill shall be
compacted to at least 90 percent relative compaction. Below pavement areas, the backfill shall be
compacted to at least 95 percent to a depth of 3 feet below the finished subgrade. The backfill
material shall be moisture conditioned to the optimum moisture content plus 2 percent prior to
compaction. Densification of trench backfill using letting or flooding methods will not be
permitted.
FILL MATERIALS
All existing natural soil and fills on the site are suitable for replacement as new fill or backfill
provided they are free of organic and deleterious materials, contamination, or rock fragments
greater tan 6 inches in their largest dimension. Unsuitable materials shall be removed and wasted
from the site.
Any soil imported to the site shall consist of granular soil with engineering properties equal to the
natural soil existing on the site as determined by the geotechnical engineer. All soils to be
I SCS&T9811238.2 October 6, 1999 No. 8
imported for fills shall be approved at the borrow sites by the geotechnical engineer prior to
I import. The geotechnical engineer shall be notified of the borrow site at least five work days prior
to import to allow time to conduct the appropriate tests and calculations to verify the required fill
I properties.
I OBSERVATION AND TESTING
SCS&T shall be contacted to observe, test, and approve the bottom of the excavation, all soil to
be used for fill prior to any import, all fill placement and all other excavations. Where concrete
is to be placed the soil inspection shall take place prior to and after placing SD. To facilitate
I scheduling, at least 72 hours advance notice of the needed inspection is requested. Also, a pre-
construction meeting prior to any construction of SD is recommended.
FIELD OBSERVATION AND TESTING
I The construction process is an integral part of design with respect to the geotechnical aspects of
a project. It is therefore critical that SCS&T be retained during site grading, shoring installation
(if proposed), bottom preparation, and pipe bedding and backfill preparation to observe
compliance with the design concepts and geotechnical recommendations, and to allow design
I changes in the event that subsurface conditions or methods of construction differ from those
anticipated.
The cost of the geotechnical engineering services during construction will depend to a large extent
on the method of construction and the contractor's time schedule. Field observation and testing
will be performed on a time and expense basis in accordance with our Fee Schedule current at that
time of construction. We would be pleased to provide an estimate of the total cost of the
L geotechnical services, as soon as the final construction plans and schedule are available.
SCS&T9811238.2 October 6, 1999
LIMITATIONS
REVIEW, OBSERVATION AND TESTING
The recommendations presented in this report are contingent upon our review of final plans and
specifications. Such plans and specifications should be made available to the geotechnical engineer
and engineering geologist so that they may review and verify their compliance with this report and
with Appendix Chapter 33 of the Uniform Building Code.
It is recommended that SCS&T be retained to provide continuous soil engineering services during
the earthwork operations. This is to verify compliance with the design concepts, specifications
or recommendations and to allow design changes in the event that subsurface conditions differ
from those anticipated prior to start of construction.
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 subsurface soil conditions encountered at the
subsurface exploration locations and on the assumption that the soil conditions do not deviate
appreciably from those encountered. It I should be recognized that the performance of the
foundations and/or cut and fill slopes may be influenced by undisclosed 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 geotechnical engineer so that he may make modifications if
necessary.
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or proposed site grading so that
we. may determine if the recommendations contained herein are appropriate. This should be
verified in writing or modified by a written addendum.
SCS&T9811238.2 October 6, 1999 No.10
TM 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 natural processes or the work of
man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or
Government Codes may occur. Due to such changes, the findings of this report may be invalidated
wholly or in part by changes beyond our 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 currently practicing under similar conditions
and in the same locality. The client recognizes that subsurface conditions may vary from those
encountered at the locations where our borings, surveys, and explorations are made, and that our
data, interpretations, and recommendations be based solely on the information obtained by us. We
will be responsible for those data, interpretations, and recommendations, but shall not be
responsible 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 in connection with the work performed or to be performed by us,
or by our proposal for consulting or other services, or by our furnishing of oral or written reports
or findings.
CLIENT'S RESPONSIBILITY
It is the responsibility of Shea Homes, or their representatives to ensure that the information and
recommendations contained herein are brought to the attention of the civil engineer and
incorporated into the project's plans and specifications. It is further their responsibility to take the
necessary measures to insure that the contractor and their subcontractors carry out such
recommendations during construction.
Il
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHARF
SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES
. COARSE GRAINED, more than half
of material is larger than
No. 200 sieve size.
GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand
More than half of mixtures, little or no fines.
coarse fraction is GP Poorly graded gravels, gravel sand
larger than No. 4 mixtures, little or no fines.
sieve size but
smaller than 3".
GRAVELS WITH FINES CM Silty gravels, poorly graded gravel-
(Appreciable amount sand-silt mixtures.
of fines) GC Clayey gravels, poorly graded gravel-
sand, clay mixtures.
SANDS CLEAN SANDS SW graded sand, gravelly sands, little ,Well
More than half of : or no fines.
coarse fraction is SP Poorly graded sands, gravelly sands, little
smaller than No. 4 or no fines.
sieve size.
SANDS WITH FINES sm Silty sands, poorly graded sand and silty
(Appreciable amount mixtures.
of fines) SC Clayey sands, poorly graded sand and clay
mixtures.
II. FINE GRANED,morethan -• tP'" -ti
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS ML Inorganic silts and very fine sands
rock flour, sandy silt or clayey-silt-
sand mixtures vith slight plasticity.
Liquid Limit CL Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays, silty clays,
lean clays.
OL Organic silts and organic silty clays or
lowplasticity. -
SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous
fine sandy or silty soils, elastic silts.
Liquid Limit CH Inorganic clays of high plasticity, fat clays.
greater than 50
OH Organic clays of medium to high plasticity.
HIGHLY ORGANIC SOILS PT Peat and other highly organic soils.
SE - Water level at time of excavation or as indicated CK • Undisturbed chunk sample
US - Undisturbed, driven ring sample El - Bulk Sample
SPT - Standard penetration sample UC - Unconfined Compaction
ST - Shelby Tube DS - Direct Shear
SC - Sand Cone TX - Triaxial Compression
CON - Consolidation RS- Ring Shear
El - Expansion Index SA - Sieve Analysis
MS - Maximum Size of Particle AL - Atterberg Limits
MAX - Maximum Density - RC - Relative Compaction
PH - PH & Resistivity SF/CL- Sulphate & Chloride
I
PACIFIC SHORES SOUTH, POIINSE171A LANE, SHEA HOMES
SOUTHERN CALIFORNIA
BY: TMK/KMS j DATE: 10/8/99 SOIL & TESTING, INC. I
JOB NUMBER: 9811238.2 PLATE NUMBER: 5
I
LOG OF TEST BORING NUMBER B-I STA. 41+25
Date Excavated: 8/10/99 Logged by: RD
Equipment: BUCKET AUGER Project Manager: TMK/SWJ
Surface Elevation (ft): Depth to Water (ft): 10'
SAMPLES
0 W —0 ., - a.> -
SUMMARY OF SUBSURFACE CONDITIONS
o z o 0
0
TERRACE DEPOSITS (Qt) - Red Brown to Yellow Brown, Moist,
Medium Dense, SILTY SAND (SM)
2 I
SILTY SAND (SM) WITH SOME CLAY! CLAYEY SAND (SC) 16.8 107.9
.
-8
Moisture Increases to Wet
26.4 104.5
10 I
.12
BEDROCK - Yellow to Ocher, Moist, Medium Dense to Dense,
SILTY SANDSTONE! SANDY SILTSTONE WITH A TRACE TO SOME CLAY
14
13.8 113.5
-16
-18
-20—
SOUTHERN CALIFORNIA PACIFIC SHORES SO., POINSETTIA LN, SHEA HOMES
SOIL & TESTING, INC. BY: RD/TMK/KMS DATE: 10/8/99
JOB NUMBER: 9811238 PLATE NO.: 6
I
LOG OF TEST BORING NUMBER B-I continued
Date Excavated: 8/10/99 Logged by: RD
Equipment BUCKET AUGER Project Manager: TMKJSWJ
Surface Elevation (ft): Depth to Water (ft): 10'
SAMPLES
a. SUMMARY OF SUBSURFACE CONDITIONS D CD
D Cr
BEDROCK - Yellow to Ocher, Moist, Medium Dense to Dense,
SILTY SANDSTONE! SANDY SILTSTONE
-22---
Total Depth 22'
24 Groundwater at 10'
No Caving
.26
-28
-30
-32 -
.34 -
36
-38
—40 -
SOUTHERN CALIFORNIA PACIFIC SHORES SOUTH, POINSETTIA LANE, SHEA HOMES
SOIL & TESTING, INC. BY: RDMKIKMS DATE: 10/8/99
JOB NUMBER: 98112381 PLATE NO.: 6
1 '
LOG OF TEST BORING NUMBER B-2 STA. 46+80
Date Excavated: 8/10/99 Logged by: RD
Equipment BUCKET AUGER . Project Manager: TMKISWJ
Surface Elevation (ft): Depth to Water (ft): 20'
SAMPLES
'V
- w 0c
SUMMARY OF SUBSURFACE CONDITIONS V
O5 ;
TERRACE DEPOSITS (Qt) - Red Brown to Yellow Brown, Moist,
Medium Dense, SILTY SAND (SM)
2
4 11.0 109.1
6
V - V
8
9.4 105.9
-10 . V
-12
V
.14 V V
SILTY SAND (SM) W/ CLAY OR CLAYEY SAND (SC)
:
174 105.1
V
16 V
-18
V V 15.9 118.7
-20k --_
SOUTHERN CALIFORNIA PACIFIC SHORES SOUTH, POINSETTIA LANE, SHEA HOMES
V SOIL & TESTING, INC. . BY: RD/TMK/KMS . DATE: 10/8/99 V V
V JOB NUMBER: 9811238.21 PLATE NO.: 7
LOG OF TEST BORING NUMBER B-2 continued
e Excavated: 8/10/99 Logged by: RD
iipment: BUCKET AUGER Project Manager: TMK/SWJ
face Elevation (ft): Depth to Water (ft): 20'
SAMPLES
a. SUMMARY OF SUBSURFACE CONDITIONS .
(9 z U .2 -e. Q
I I
Red Brown to Yellow Brown, Moist, Medium Dense,
SILTY SAND (SM) . --------------------------------------
BEDROCK - Yellow, Moist, Medium Dense to Dense,
SILTY SANDSTONE -
Total Depth 25'
Groundwater at 20'
No Caving
Dal
Eqi
Sul
I I- 0 w O
F22
24
-26
28
-3(
- 3
.34
3€
3
4
\ SOUTHERN CALIFORNIA PACIFIC SHORES SOUTH, POINSETTIA LANE, SHEA HOMES
SOIL & TESTING, INC. BY: RDITMK/KMS DATE: 10/8/99
JOB NUMBER: 9811238.2 PLATE NO.: 7
Da
Eq
Su
22
24
-26
- 2
- 3:
.34
I •3
I -a
I -4
LOG OF TEST BORING NUMBER B-3 continued
e Excavated: 8/10/99 Logged by: RD
iipment: BUCKET AUGER Project Manager: TMKJSWJ
face Elevation (ft): Depth to Water (ft): 22'
SAMPLES
0
9
.
SUMMARY OF SUBSURFACE CONDITIONS
0 Z U .2 Q
a
Red Brown to Yellow Brown, Moist to Wet, Medium Dense, j
ySILTY SAND (SM) I
BEDROCK - Yellow to Yellow-Brown, Moist to Wet,
Medium Dense to Dense, SILTY SANDSTONE
Total Depth 27'
Groundwater at 22'
No Caving
SOUTHERN CALIFORNIA PACIFIC SHORES SOUTH, POINSETTIA LANE, SHEA HOMES
SOIL & TESTING, INC. BY: RD/TMKIKMS DATE: 10/8/99
JOB NUMBER: 9811238.2 PLATE NO.: 8
LOG OF TEST BORING NUMBER B-4 STA. 59+50
Date Excavated: 8/10/99 Logged by: RD
Equipment: BUCKET AUGER Project Manager: TMKJSWJ
Surface Elevation (ft): .. Depth to Water (ft): 24'
SAMPLES
SUMMARY OF SUBSURFACE CONDITIONS D Cr
o 1 D z
TERRACE DEPOSITS (Qt) - Red Brown to Yellow Brown, Moist,
\ Medium Dense, SILTY SAND (SM)
2
4
. ...
.6
7.1 112.8
:.
..... .
-10 . 6.7 105.3
-12
.14
16
-18
.
-20—
--_
SOUThERN CALIFORNIA PACIFIC SHORES SOUTH, POINSETTIA LANE, SHEA HOME
S
SOIL & TESTING, INC. IBY: RD/TMK/KMS IDATE: 10/8/99 I
JOB NUMBER: 9811238.21 PLATE NO.: 9
C.'
LOG OF TEST BORING NUMBER B-4 continued
Date Excavated: 8/10/99 Logged by: RD
Equipment: BUCKET AUGER Project Manager: TMK/SWJ
Surface Elevation (ft): Depth to Water (ft): 24'
SAMPLES
0
Ui
o 0
- w 5.? -
U a>-
SUMMARY OF SUBSURFACE CONDITIONS _
o z o 0
0
Red Brown to Yellow Brown, Moist, Medium Dense,
SILTY SAND (SM)
-22
y Moisture Increases to Wet
24
I
BEDROCK - Yellow to Yellow-Brown, Moist to Wet, 26 Medium Dense, SILTY SANDSTONE -
-28 -
-30 Total Depth 28'
Groundwater at 24'
-32 No Caving
-34
36
-38
-40—
SOUTHERN CALIFORNIA PACIFIC SHORES SOUTH, POINSETTIA LN, SHEA HOMES
SOIL & TESTING, INC. BY: RD/TMKIKMS DATE: 10/8/99
JOB NUMBER: 9811238.2 PLATE NO.: 9