HomeMy WebLinkAboutTract Map 3883 Lot 229 Limited Geotechnical Investigation
II' .H.E. Soils Co.
I ..hone: (909) 678-9669 FAX: (909) 678-9769
. 11705 Central Street, Suite A . Wildomar, CA 92595
1K ?<?g 3- 10-; c9.;)-7'
E-mail: thesoilsco@aoI.com
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February 19, 2001
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Mr. Bernie Schumacher
41760 Bargil Court
Temecula, California 92591
SUBJECT:
LIMITED GEOTECHNICAL INVESTIGATION
Proposed Single Family Residence - APN 919-152-005
SW Corner of Via Norte and A venida Centario
Temecula, Riverside County, California
Work Order No. 248101.00
Dear Mr. Schumacher:
In accordance with your request, we have performed a limited geotechnical investigation for the
proposed single-family residence at the above referenced site. The purpose of our investigation was
to evaluate the engineering parameters of the on-site soils and provide design parameters including
allowable bearing values. A 10-scale topographic Site Plan was provided for our investigation and
was utilized as our Geotechnical Map, Plate 1.
INTRODUCTION
Proposed Development
The proposed development calls for the construction of a one-story single-family residence with
associated driveway and landscaped area.
Site Description
The subject site is located in a large parcel residential development (Meadow View area) in the City
ofTemecula in southwest Riverside County, California The site is bordered on the north, east, and
west by existing large parcel residential lots and on the south by a vacant undeveloped lot proposed
for large parcel single-family residential development. The geographical relationships of the site
and surrounding area are shown on our Site Location Map, Figure 1.
The subject site consists of a vacant undeveloped parcel located on the north side of a large hill,
which slopes to the north toward Via Norte. Natural gradients on the slope vary from
approximately 17% on the south side of the lot to less than 33% on the north. Vegetation consists
predominately of a low sparse growth of armuaI weeds and grasses.
T.H.E. Soils Company
w.o. NO. 248101.00
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PlIIIllC: f9091 6iS-9669 FAX: 1909) 67S-9769 _ _
1 PO.; CcntfJI Street. Suite A . \\ildonm. CA 92.19~
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Date:
FEB. 2001
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Mr. Bernie Schumacher
February 19,2001
Page 2
SITE INVESTIGATION
Backlrround Research and Literature Review
Several published reports and geologic maps were reviewed for the purpose of preparing this report.
A complete list of the publications and geologic maps reviewed for this investigation is presented in
Appendix A.
Field Investieation
Subsurface exploration, field reconnaissance, and mapping of the site were conducted on January
22, 2001. A total of 3 exploratory borings were advanced utilizing a Formost No. B-6l truck-
mounted drill rig equipped with a 6-inch hollow stem augers, Exploratory boring B-1 was
advanced to the maximum depth explored of 50,O-ft below the ground surface (bgs),
Information collected during our field mapping is presented on our exploratory borings, Our field
geologist, who prepared field logs and obtained in-place and bulk soil samples for laboratory
testing, supervised excavation of the borings, Copies of our exploratory boring logs are presented
in Appendix B,
Laboratory Testine Prolmlm
Representative bulk and in-situ samples of soils encountered during our subsurface exploration
were obtained for laboratory testing. Laboratory testing to determine the engineering parameters of
representative soils included maximum density/optimum moisture, sieve analysis, direct shear
testing, expansion index, soluble sulfate content, and moisture-density determinations,
Laboratory testing was conducted in accordance with ASTM, Caltrans, and Uniform Building Code
(UBC) test specifications, where applicable. The results of our laboratory tests are presented in
Appendix C of this report,
GEOLOGY & SEISMICITY
Geololric Settine
The site is located within the Peninsular Ranges Geomorphic Province of Southem California. The
Peninsular Ranges, which extend southward from the Los Angeles Basin through Baja California,
are characterized by Mesozoic age intrusive rock masses flanked by volcanic, metasedimentary and
sedimentary rock. The Peninsular Ranges have a general northwest-trending structural grain that
includes such geologic features as faults, bedding and foliation trends, and geologic contacts,
.H.E. Soils Company
W,O, NO. 248101.00
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Mr, Bernie Schumacher
February 19, 2001
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Seismicity
The site is located in a region of generally high seisrnicity, as is all of southern California During
its design life, the site is expected to experience strong ground motions from earthquakes on
regional and/or local causative faults. The snbject site is not located within a State of California
Alquist Priolo Earthquake Fault Zone, No active faults are known to traverse the site, The closest
known active fault is the Elsinore Fault Zone located about 5.3-kilometers to the southwest (ICBO,
1998),
Significant changes to site-specific seismic criteria were made in the 1997 UBC, Chapter 16, The
formulas, which calculate the site-seismic coefficients (C. and Cv), incorporate several detailed site
factors including the distance from the closest active fault to the site (Maps of Near-Source Zones,
published by International Conference of Building Officials [ICBO], 1998), the type offault based
on slip rate per year (ICBO, 1998, and 1997 UBC Table 16-U), seismic zone in which the site is
located (1997 UBC Figure 16-2 and Table 16-1), and the type of soil or rock beneath the site (1997
UBC Table 16-J and Section 1636). From these site characteristics, one can determine the near-
source factors for acceleration (N.) and velocity (Nv) from 1997 UBC Tables 16-S and 16-T,
respectively, The seismic coefficients are then determined by multiplying the coefficient of
acceleration (C.) determined from 1997 UBC Table 16-Q by the near-source factor of acceleration
(N.) and multiplying the coefficient of velocity (Cv), from 1997 UBC Table 16-R, by the near-
source factor of velocity (Nv). The preceding formula results in seismic coefficients, which are
much more specific to each site than the 1994 UBC method. This formula is intended to provide
values that will be used to properly design the structure, eliminating under or over designing,
Factors specific to the snbject site are as follows:
The site is approximately 5.3-kilometers from the Elsinore fault (Glen Ivy) zone (ICBO,
1998),
The Elsinore fault (Glen Ivy) is reported as a Type B fault (ICBO, 1998; and 1997 UBC
Table 16-U) in the vicinity of the subject site,
The site is within Seismic Zone 4 (1997 UBC Figure 16-2, Table 16-1).
The near source acceleration (N.) and velocity (Nv) with respect to the snbject site are 1.0
and 1.2, respectively (1997 UBC Tables 16-S and 16-T).
The soil profile for the site is SD (1997 UBC Table 16-J).
The site seismic coefficients of acceleration (C.) and velocity (Cv) are O.44N. and O,64Nv,
respectively (1997 UBC Tables 16-Q and 16-R).
.HE Soils Company
W.O. NO. 248101.00
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Mr, Bernie Schumacher
February 19,2001
Page 4
Based on the above values, the coefficient of acceleration (Ca) is 0,44 and a coefficient of
velocity (Cv) is 0.77 for the subject site.
4.0 SUBSURFACE CONDITIONS
General
Locally, the subject site is underlain by dense sedimentary bedrock units of the Pauba formation to
the maximum depth explored of 50-ft bgs, Minor amounts of colluvial soils (7-ft) were observed
within exploratory boring B-3 on the north portion of the subject site.
Colluvial Soils
Colluvial soils were restricted to the north portion or flatter areas of the subject site and were
exposed with exploratory boring B-3, This unit can be described as a dark brown silty sand
(Unified Soils Classification - SM) that is fine to coarse grained, loose (top I-ft) to medium dense,
moist with numerous fine roots and pin point pores.
Pauba Formation
Sedimentary bedrock materials of the late Pleistocene age Pauba formation were exposed at the
ground surface on the central and south portions of the subject site. The sedimentary unit generally
consists, for the most part, of dark brown to yellow brown silty sands (SM) to the total depth
explored of 50-ft bgs, The sedimentary bedrock units can generally be described as fine to coarse
grained, trace of gravel, well graded, medium dense to dense, occasionally slightly clayey,
Groundwater
Groundwater was not encountered to the maximum depth explored of 50,O-ft bgs within
exploratory boring B-1. Historic high groundwater is anticipated to be in excess of IOO-ft below
the ground surface at the subject site (Rancho California Water District, 1984).
Excavation Characteristies
The sedimentary bedrock materials are anticipated to be excavated with moderate ease utilizing
conventional grading equipment in proper working condition,
SECONDARY SEISMIC HAZARDS
Liquefaction
Soil liquefaction is the loss of soil strength due to increased pore water pressures caused by a
significant ground shaking (seismic) event. Liquefaction typically consists of the re-arrangement of
.H.E. Soils Company
W,O, NO, 248101.00
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Mr, Bernie Schumacher
February 19,2001
Page 5
the soil particles into a denser condition resulting, in this case, in localized areas of settlement, sand
boils, and flow failures. Areas underlain by loose to medium dense cohesionless soils, where
groundwater is within 30 to 40 feet of the surface, are particularly susceptible when subject to
ground accelerations such as those due to earthquake motion, The liquefaction potential is
generally considered greatest in saturated, loose, poorly graded fine sands, with a mean grain size
(050) in the range of 0,075 to 0.2mm.
The subject site is underlain by medium dense to dense sedimentary bedrock units and minor
amounts of colluvial soils on the north portion of the subject site (generally less than 7-ft),
Groundwater is anticipated to be in excess of 100-ft at the subject site (Rancho California Water
District, 1984), The loose colluvial soils are anticipated to be removed during rough grading
operations (see Recommendations), Based upon the above information, the liquefaction potential
is anticipated to be very low,
Secondarv Hazards
Due to the absence of known faulting on the subject site, the absence of a large body of water in
the vicinity of the site, and the absence of known faults, the presence of sedimentary bedrock
materials, and the proposed grading recommendations; the potential for secondary seismic
hazards, including ground rupture, seiches, and seisrnically induced soil settlement, are
considered unlikely,
RECOMMENDATIONS
General Earthwork
Recommendations for site development and design are presented in the following sections of this
report. The recommendations presented herein are preliminary and should be confirmed during
construction,
Prior to the commencement of site development, the site should be cleared of any vegetation and
existing buildings and associated concrete foundations, electric lines, etc., which should be hauled
off-site. The client, prior to any site preparation, should arrange and attend a meeting among the
grading contractor, the design engineer, the soils engineer and/or geologist, a representative of the
appropriate governing authorities as well as any other concerned parties. All parties should be given
at least 48 hours' notice, Earthwork should be conducted in accordance with the Standard
Earthwork and Grading Specifications provided in Appendix D, except where specified in this
report.
.H.E. Soils Company
W.O. NO. 248101.00
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Mr. BenlieSchumacher
February 19, 2001
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Site Preparation
Prior to grading the proposed pad area should be cleared of any trash or debris and stripped of
vegetatioIl, which should be removed from the site and properly disposed of. Vegetation, trash or
debris should not be incorporated into any fill areas.
The existence of alluvial soils within the vicinity of the proposed pad and fill slope will require
removal of the near surface soils a minimum of 7-ft bgs. The removals should expose medium
dense sedimentary bedrock materials that are free of voids and roots, Due to the anticipated
presence of a cut-to-fill transition within the building pad, the cut portion of the proposed building
pad will require overexcavation of the near surface materials a minimum of 3,O-ft below the design
grade. Overexcavation should extend a minimum distance of 5-ft beyond the building lines and
limits of fill, The soils engineer and/or geologist should veri1)r the depth of removals in the field.
However, in areas that do not yield competent material and/or areas containing large trees with deep
root systems, basements, and/or septic systems, deeper removals may be necessary,
A keyway should be established a minimum of loft into competent material along the toe of the
proposed fill slope. The keyway should be tilted a minimum of 2 percent into the slope, and proper
benching (see Appendix D) should be maintained into medium dense to dense sedimentary
bedrock materials at all times during grading operations. All colluvial soils should be removed
during benching operations and both the alluvial and colluvial soils can be utilized as fill materials,
Prior to placement of fill materials, the exposed earth materials should be scarified, moisture
conditioned, and recompacted to a minimum of 90-percent of the maximum dry density (as
determined by ASTM D-1557),
Expansion Index Testine
Expansion index testing was performed on a representative on-site soil sample collected during our
investigation, The results, which are listed in Appendix C, indicate that the expansion testing
indicated an expansion index of 0 or a very low expansion potential. Expansion testing should also
be performed on imported soils prior to their approval as strucruraI fill material.
Sulfate Content
Based on our sulfate content testing, it is anticipated that, from a corrosivity standpoint, Type II
Portland Cement should be used for construction, Laboratory analysis results indicated a result of
12 parts-per-million (ppm) of sulfates, which equates to a negligible sulfate exposure hazard (1997
UBC, Table 19-A-4). Sulfate content testing should be conducted on imported soils prior to their
approval as strucruraI fill material, Babcock & Sons Labs of Riverside, California performed
laboratory analysis, Test results are presented in Appendix C.
.H.E. Soils Company
W.O. NO. 248101.00
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Mr, Bernie Schumacher
February 19,2001
Page 7
Lateral Load Resistance
The following parameters should be considered for lateral loads against permanent structures
founded on fill materials compacted to 90 percent of the maximum dry density, Soil engineering
parameters for imported soil may vary,
Eouivalent Fluid Pressure for Level Backfill
Active: 35 pcf
Passive: 462 pcf
Coefficient of friction (concrete on soil): 0.35
If passive earth pressure and friction are combined to provide required resistance to lateral forces,
the value of the passive pressure should be reduced to two thirds of the above recommendations,
These values may be increased by one third when considering short-term loads such as wind or
seisrnic forces,
Allowable Safe BearinlZ Capacity
An allowable safe bearing capacity of 2,200 pounds per square foot (PSt) may be used for design of
continuous footings that maintain a minimum width of 12-inches and a minimum depth of at least
12-inches below the lowest adjacent grade and founded a minimum of 12-inches into compacted
fill materials. The bearing value may be increased by 10% for each additional foot of depth and/or
width to a maximum of 3,400 psf. The bearing value may be increased by one-third for seismic or
other temporary loads,
Total differential settlements under static loads of footings supported on in-place bedrock materials
and sized for the allowable bearing pressures are not expected to exceed about 1/2 to 3;4 of 1 inch
for 40-ft, These settlements are expected to occur primarily during construction. Soil engineering
parameters for imported soil may vary,
Foundation System DesilZl1
Where the site is prepared as recommended, the proposed structures may bear on continuous and
isolated footings, For one-story houses the footings should have a minimum width of 12-inches,
and be placed at least 12-inches below the lowest final adjacent grade. For two-story houses the
footings should have a minimum width of 12-inches and placed at least 18-inches below the lowest
final adjacent grade, As a minimum, all footings should have one No, 4 reinforcing bar placed at
the top and bottom of the footing,
The structural engineer should design footings in accordance with the anticipated loads, the soil
parameters given, and the existing soil conditions.
.H.E. Soils Company
W,Q, NO. 248101.00
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Mr, Bernie Schumacher
February 19, 2001
Page 8
Utility Trench Backfill
Utility trench backfill should be compacted to a minimum of 90 percent of the maximum dry
density determined in laboratory testing by the ASTM D 1557 test method. It is our opinion that
utility trench backfill consisting of on-site or approved sandy soils can best be placed by mechanical
compaction to a minimum of 90 percent of the maximum dry density, All trench excavations
should be conducted in accordance with Cal-OSHA standards as a minimum.
Surface Drainal!.e
Surface drainage should be directed away from foundations of buildings or appurtenant structures,
All drainage should be directed toward streets or approved permanent drainage devices, Where
landscaping and planters are proposed adjacent to foundations, subsurface drains should be
provided to prevent ponding or saturation offoundations by landscape irrigation water.
Construction Monitorinl!.
Continuous observation and testing under the direction of qualified soils engineers and/or
engineering geologists is essential to verify compliance with the recommendations of this report
and to confirm that the geotechnical conditions found are consistent with this investigation.
Construction monitoring should be conducted by a qualified engineering geologist/soil engineer at
the following stages of construction:
. During grading,
. During excavation of footings for foundations.
. During utility trench backfill operations,
. When any unusual conditions are encountered during grading,
Our investigation was performed using the degree of care and skill ordinarily exercised, under
similar circumstances, by reputable Geotechnical Engineers and Geologists practicing in this or
similar localities. No other warranty, expressed or implied, is made as to the conclusions and
professional advice included in this report.
The samples taken and used for testing and the observations made are believed representative of the
entire project; however, soil and geologic conditions can vary significantly between test locations,
The fmdings of this report are valid as of the present date. However, changes in the conditions of a
property can occur with the passage of time, whether they be due to natural processes or the works
of man on this or adjacent properties. In addition, changes in applicable or appropriate standards
may occur, whether they result from legislation or the broadening of knowledge.
.H.E. Soils Company
W.o. NO, 248101.00
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Mr, Bernie Schumacher
February 19,2001
Page 9
Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed conditions are
identified,
This opportunity to be of service is sincerely appreciated, If you have any questions, please call.
Very truly yours,
T.R.E. Soils Company
~pt~ .
~Harrisol' ~
Project Manager
JPF ;JTR!JRH:jek
ACCOMPANYING MAPS. ILLUSTRATIONS. AND APPENDICES
Figure I - Site Location Map (2,000-scale)
Plate I - Prelimiuary Geotechnical Map (lO-scaIe)
APPENDIX A - References
APPENDIX B - Exploratory Boring Logs
APPENDIX C - Laboratory Test Results
APPENDIX D - Standard Grading and Earthwork Specifications
.HE Soils Company
W,O. NO. 248101.00
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APPENDIX A
References
T.H.E. Soils Company
W.O. NO. 248101.00
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REFERENCES
Coduto, Don, P., 1994, "Foundation Design Principles and Practice", Prentice Hall, pages 637-655;
California Division of Mines & Geology, 1997, "Guidelines for Evaluating and Mitigating Seismic
Hazards in California", Special Publication 117;
California Division of Mines & Geology, 1996, "Probabilistic Seismic Hazard Assessment for the
State of California", DMG Open File Report 96-08, USGS Open File Report 96-706;
Department of Water Resources, August 1971, "Water Wells and Springs in the Western Part of the
Upper Santa Margarita River Watershed, Riverside and San Diego Counties, California", Bulletin
No, 91-20;
Hart, E.W, and Bryant, William, A., 1997 (revised), "Fault-Rupture Hazard Zones in California",
California Division of Mines and Geology Special Publication 42;
Houston, S. 1.,1992, "Partial Wetting Collapse Predictions", Proceedings of the 7th International
Conference on Expansive Soils, Vol. I, pages 302-306;
International Conference of Building Officials (ICBO), February 1998, "Maps of Known Active
Fault Near-Source Zones in California and Adjacent Portions of Nevada to be Used with 1997
Uniform Building Code" prepared by California Department of Conservation Division of Mines
and Geology;
International Conference of Building Officials, 1997, "Uniform Building Code";
Jennings, C.W" 1975, Fault Map of California, California Division of Mines and Geology,
Geologic Data Map No.1;
Kennedy, Michael p" 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California", California Division of Mines and Geology, Special Report
131;
Ploessel, M,R., Slosson, ],E., September, 1974, Repeatable High Ground Accelerations from
Earthquakes, California Geology;
Proceedings of the 7th International Conference on Expansive Soils, Volume I, "Foundations on
Hydro-collapsible Soils, Pages 256-261;
Rancho California Water District, March 1984, "Water Resources Master Plan";
Rodgers, Thomas H" 1965 (fifth printing 1985), Geologic Map of California, Santa Ana Sheet",
California Division of Mines & Geology, Scale: 1:250,000,
.H.E. Soils Company
W,O, NO. 248101.00
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APPENDIX B
Exploratory Boring Logs
.H.f. Soils Company
W,O, NO, 248101.00
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I LOGGED BY: JPF
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METHOD OF EXCAVATlON:FORMOST B-61 DRILL RIG W/6"
HOLLOW STEM AUGERS
ELEVATION:
,G:
5~
~ ~ BORING NO. 1
~ ~ DESCRIPTION
=~
PAUBA FORMATION
SIL TV SAND (8M): DARK BROWN. MOIST, NUMEROUS FINE ROOTLETS, FINE TO COARSE
GRA'NED, SUGHTL Y WEATHERED TOPSOIL
----
S'LTV SAND (SM): YELLOWISH BROWN, MO'ST, FINE TO COARSE GRAINED, VERY SIL TV 'N
PART. MODERATE EXCAVATION
SIL TV SAND (8M): DARK YELLOWISH BROWN, FINE TO COARSE GRAINED, DENSE TO MEDIUM
DENSE, WELL GRADED
S'L TV SAND (SM): DARK BROWN, FINE TO COARSE GRA'NED, MO'ST, CLAYEY IN PART, WELL
GRADED. MEDIUM DENSE
SIL TV SAND (SM): DARK BROWN, AS ABOVE, BECOM'NG DENSER, SLOWER DR'LL'NG
SIL TV SAND (SM): AS ABOVE
SANDY SILT (ML): DARK OLIVE BROWN, MOIST, SANDY IN PART, SLIGHTLY CLA YEV IN PART
SANDY SILT (ML): DARK OLIVE BROWN, AS ABOVE
SILTY SAND (SM):DARK BROWN. FINE TO COARSE GRAINED, DENSE, MOIST, WEll GRADED
LOG OF BORING
DATE OBSERVED:1/22101
LQCAnoN: SEEGEOTECHN~
MAP
SOIL TEST
FIGURE:B-1
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LOGGED BY: JPF
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JOB NO:248101.00/01
I
METHOD OF EXCAVATION:FORMOST B-61 DRILL RIG W/8"
HOLLOW STEM AUGERS
ELEVATION: 1083,5
BORING NO. 1
DESCRIPTION
GRAVEll. Y S'l TY SAND (SM): DARK YEllOWISH BROWN. FINE TO COARSE GRA'NED, M'NOR
GRAVEL. WELL GRADED, DENSE
S'l T (Ml): OLIVE BROWN, MO'sr, DENSE, MICACEOUS, TRACE OF SAND
TOTAL DEPTH = 50.0'
NO GROUNDWATER
LOG OF BORING
DATE OBSERVED:1122/01
LOCATION: SEE GEOTECHNICAL
MAP
SOIL TEST
S'EVE ANALYSIS
FIGURE:B-l
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15
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JOB NO:248101.00101
I
METHOD OF EXCAVATlON:FORMOST B-61 DRILL RIG W/6"
HOLLOW STEM AUGERS
ELEVATION:
.<:
~~
w~
~~
~w
o
BORING NO. 2
DESCRIPTION
BEDROCK PAUBA FORMATION
SILTY SAND (8M); DARK BROWN. FINE TO COARSE GRAINED, LOOSE. MOIST, NUMEROUS
F'NE ROOTS, TOPSO'L TOP "
---
SIL TV SAND (SM); DARK YELLOWISH BROWN, MOIST, F'NE TO COARSE GRAINED. MED'UM
DENSE, WELL GRADED
SIL TV SAND (8M): DARK YELLOWISH BROWN. AS ABOVE
SIL TV SAND (SM); DARK YELLOWISH BROWN BECOM'NG SILTIER WITH DEPTH
SIL TV SAND (SM); DARK YELLOWISH BROWN, FINE TO COARSE GRAINED. SLIGHTLY
CLAYEY'N PART, BECOMIGN DENSE, SLOW DRILUNG
S'L TV SAND (SM): DARK BROWN. FIEN TO COARSE GRA'NED. MINOR S'L T (ML) DARK
ORANGE TO BROWN, MO'ST. DENSE
SILT (8M): DARK BROWN, MOIST, MICACEOUS. MINOR CLAY, MeDIUM DENSE
SIL TV SAND (8M): DARK BROWN, FINE TO COARSE GRAINED, MINOR GRAVEL, WELL
GRADED, DENSE
SAND (8M): YELLOW BROWN, FINE TO COARSE GRAINED, MINOR GRAVEL, WEll GRADED,
DENSE
TOTAL DEPTH 40,0'
NO GROUNDWATER
LOG OF BORING
DATE OBSERVED:1122101
LOCAnoN: SEEGEOTECHN~
MAP
SOIL TEST
FIGURE:B,2
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LOG GED BY: JPF METHOD OF EXCAVATION:FORMOST ~1 DRILL RIG WI8" DATE OBSERVED:l/22/01
HOLLOW STEM AUGERS
ELEVATION: LOCA1lON: SEE GEOTECHNICAL
MAP
z ~ 0
( ~ i wl >~
8 ~w 3_
r~ II BORING NO. 3
~~ w~ SOIL TEST
~ ~ ~~ ~ ~ffi DESCRIPTION
~ z il
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V TOPSOIUCOLLUVIUM MAXIMUM OENSIlY/OPTlMUM
t-
I-- I SILTY SAND (SM): DARK GRAY BROWN, MOIST. FINE TO COARSE GRAINED. LOOSE TOP 1', MC>>STURE. DIRECT SHEAR. SIEVE
I-- I NUMEROUS FINE ROOTS ANAL VSIS, EXPANSION INDEX. SOLUBLE
I-- I SULFATe CONTENT
5 ^
I-- X
23 5,9 103.0 SIL TV SAND (8M): DARK GRAY BROWN, SUGHTL Y MOIST, FINE TO COARSE GRAINED,
t-
NUMEROUS PIN POINT PORES. MEDIUM DENSE. WElL GRADED
1= BEDROCK PAUBA FORMATION
SILTY SAND (SM): DARK BROWN. F'NE TO COARSE GRAINED, DENSE, WEll. GRADED. MO'ST
10
- "X
I 11.2 123.0
-
115- - - - - - - -
I-- X
52 13.3 S'L TY SAND (SM); DARK BROWN, AS ABOVE, BECOM'NG SUGHT!. V CLAYEY
It- TOTAL DEPTH = 16.0'
t-
I-- NO GROUNDWATER
I~
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1-
-
25
I--
30
t-
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35
t-
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I JOB NO:248101,OO/01 LOG OF BORING FIGURE:B-3
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APPENDIX C
Laboratory Test Results
.H.E. Soils Company
W.O. NO. 248101.00
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LABORATORY TESTING
A. Classification
Soils were visually classified according to the Unified Soil Classification System,
Classification was supplemented by index tests, such as particle size analysis and
moisture content.
B. Expansion Index
An expansion Index test was performed on a representative sample of the on-site soils
remolded and tested under a surcharge of 144lb/ft2, in accordance with Uniform Building
Code Standard No. 29-2. The test results are presented on Figure C-I, Table I.
C. Maximum Density/Optimum Moisture Content
A maximum density;optimum moisture content relationship was determined for a typical
sample of the on-site soils. The laboratory standard used was ASTM 1557-Method A.
The test results are summarized on Figure C-l, Table II, and presented graphically on
Figure C-2,
D. Particle Size Determination
Particle size determinations, consisting of mechanical analyses (sieve), were performed
on representative samples of the on-site soils in accordance with ASTM D 422-63. Test
results are displayed graphically on Figures C-3 and C-4,
E. Direct Shear
A direct shear strength test was performed on a representative sample of the on-site
undisturbed soils, To simulate possible adverse field conditions, the samples were
saturated prior to shearing, A saturating device was used which permitted the samples to
absorb moisture while preventing volume change. Test results are graphically displayed
on Figure C-5,
.H.E. Soils Company
W.O, NO, 248101.00
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TABLE I
EXPANSION INDEX
TEST LOCATION EXPANSION INDEX EXPANSION POTENTIAL
8-3 @Ot05-ft 0 Very Low
TABLE n
MAXIMUM DENSITY/OPTIMUM MOISTURE RELATIONSmP
ASTM D 1557
MAXIMUM DRY DENSITY OPTIMUM MOISTURE
TEST LOCATION (pet) (%)
8-3 @Oto5-ft 128,0 8,6
Figure C-l
.H.E. Soils Company
W,O, NO. 248101.00
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Water content, %
Test specification: ASTM D 1557-91 Method A, Modified
Oversize correction appl ied to final results
Elev/ Classification Nat.
Sp ,G,
Depth USCS AASHTO Mo i st,
...
0
a. 130
::n
~
0
C
111
."
::n 125
L
c
0-5
MAXIMUM DENSITY/OPTIMUM MOISTURE
140
"'-
....
.....
.....
.....
.....
I"
....
t-...
"
.....
.....
1".0 "'" "'" ~ " .....
J"iii 10... ""
....
i'io..
1't
ZAV for
Sp,G, =
2,65
135
120
115
6
7
8
9
10
11
12
LL
% >
No,4
% <
No,200
PI
SM
6,8 %
2,65
TEST RESULrS
MATERIAL DESCRIPTION
Maximum dr~ densit~ = 128.0 pcf
Optimum moisture = 8.6 %
BROWN SILTY
SAND
Remarks:
Project No,: 248101,01/00
Project: SHUMACHER
Location: TEMECULR
B-3
Date: 1-26-2001
MAXIMUM DENSITY/OPTIMUM MOISTURE
Fig, No, C-2
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Particle Size Distribution Report
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30
20
10
10
0,001
1
GRAIN SIZE - mm
%SAND
50,8
0,1
0,01
% SILT % CLAY
46,8
% COBBLES
0,0
% GRAVEL
2.4
SIEVE
SIZE
3/4 in,
1/2 in,
3/8 in.
#4
#10
#30
#50
#100
#200
PERCENT ,SPEC: PASS?
FINER PERCENT (X=NO)
100.0
100,0
99.4
97,6
94,2
85,2
74.5
57,6
46,8
065= 0,589
030=
eu=
Soli DescrlDtlon
1000
PL=
Atterbera Limits
- LL= PI=
Coefficients
060= 0,167 050= 0,0958
015': 010=
Cc=
Classfficatlon
AASHTO=
uses= SM
Remarks
1000
.... (no specification provided)
Sample No.: 8-1
Location:
Source of Sample:
Date: 1-2~1
ElevJDepth: 45-50
[ T.H.E. SOILS
I Client: SCUMACHER
CO. Project:
Pro'ect No: 248101.00/01
Plate C-3
I
1.2---
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100 I
I
90 I
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,
,
,
80 I I
70
a::
W 60
Z
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Z I I I
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a:: I
w 40 ,
a. , i
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30 I I I
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20
10
'foCOBBLES
0,0
SIEVE
SIZE
3/4 in,
1/2 in,
3/8 in.
#4
#10
#30
#50
#100
#200
~ i 8 ~
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GRAIN SIZE - mm
'foSAND
84,8
'foSILT 'foCLAY
13,8
II'
1,1
"
I:
I:
"
10
'11 '!:
:11'ill'l
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0.1
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0.001
'foGRAVEL
1.4
PERCENT
FINER
100,0
99.4
99.4
98,6
89,6
63,8
44.5
25,6
\3,8
,SPEC: PASS?
PERCENT (X=NO)
1000
Soil DescrlDtlon
PL=
Atterbera Limits
LL= PI=
Coefficients
060= 0.520 050= 0.363
015= 0,0815 010=
Cc=
Classification
AASHTO=
085= 1.52
030= 0,180
Cu=
USCS= SM
Remarks
1000
* (no specification provided)
Source of Sample:
Date: 1-26~1
Elev./Depth: 0-5
Sample No,: 8-3
Location:
[ T.H.E. SOilS
I ""," "'""''''''
CO. Project:
Pro'ect No: 248101.00/01
~~
Plate C-4
SENT BV: GEOSOILS, INC.;
7609310915;
-
FEB-16,01 11 :55;
PAGE 2/2
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2,000
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3,000
NORMAL PRESSURE. psi
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Sample
. 24810183
. 24810183
Oepth/EI.
0.0
0,0
Primary/Residual Shear
Primary Shear
Residual Shear
Sample Type
Remolded
Remolded
l.
115,2
115.2
MC%
8.6
8,6
c
389
388
+
28
28
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Note: Sample Innundaled prior to lesting
,
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GeoSoilS, Jne,
es. 5741 PalmerWay
Carlsball. CA 92008
, TelephOne: (760) 438-3155
Fax: (760) 931-0915
DIRECT SHEAR TEST
Project T.H,E Soils Co,
Number 249B-B-Se
Date: January 200 1
Figure:
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