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Geotechnical Engineering Investigation
Vail Ranch Retail Center
Butte~eld Stage Road and Highway 79
Temecula, California
Prepared for:
Cahan Properties
11440 W. Bernardo Court, suite 273
San Diego, Califomia 92127
Attn.: Ms. Robyne DeLatte
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Project Number 8724-00
April 28, 2000
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TABLE OF CONTENTS
Section ~ Page
1.0 Project Description ............................................................... 2
2.0 Site Description .................................................................... 2
3.0 Site Exploretion .................................................................... 2
4.0 Laboratory Tests
4.1 Field Moisture Content .................................................................... 4
4.2 Sieve Analysis Tests ............................................................ 4
4.3 Maximum Density Tests .................................:................................ 4
4.4 Expansion Index Tests .................................................................... 4
4.5 Atterberg Limits ................................................................... 4
4.6 Corrosion Tests .................................................................. 4
4.7 R Value Tests ..................................................................... 5
4.8 Direct Shear Tests ........................................................................... 5
4.9 Consolidation Tests ......................................................................... 5
5.0 Seismicity Evaluation ............................................................. 5
6.0 Liquefaction Evaluation ........................................................... 6
7.0 Conclusions and Recommendations
7.1 Site Grading Recommendations ................................................ 7
7.1.1 Removal and Recompaction Recommendations ........................ 8
7.1.2 Fill Blanket Recommendations ................................................ 9
7.2 Shrinkage and Subsidence .................................................... 9
7.3 Temporary Excavations ......................................................... 9
7.4 Foundation Design ................................................................. 10
7.5 Settlement Analysis ............................................................... 10
7.6 Lateral Resistance ..........................~....................................... 11
7.7 Retaining Wall Design Parameters ............................................ 11
7.8 Slab Design ......................................................................... 12
7.9 Pavement Section Design ....................................................... 12
7.10 Utility Trench and Excavatiori Backfill ........................................ 13
7.11 Corrosion Design Criteria ..........:............................................. 13
8.0 Closure ............................................................................... 14
-_ Specifications for Placement of Compacted Fill ............................... 16
' Appendices ..............................................................................'... 18
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Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562) 799-9469 Fa.~c (562) 799-9459
April 28, 2000
Cahan Properties
11440 W. Bernardo Court, suite 273
San Diego, California 92127
Attn.: Ms. Robyne DeLatte
~ Project Number 8702-00
RE: Geotechnical Engineering Investigation - Proposed Vaii Ranch Retaii
Center Development - Located at the Southwest Corner of Butterfield
Stage Road and Highway 79, Temecula, County of Riverside, California
Dear Ms. DeLatte:
Pursuant to your request, this firm has performed a Geotechnicai Engineering
Investigation for the above referenced project in accordance with your approval of
proposal dated March 28, 2000. The purpose of this investigation is to evaluate the
subsurface conditions of the subject site and to provide recommendations for the
proposed retail center development.
The scope of work included the following: 1) site reconnaissance; 2) subsurFace
geotechnicai exploration and sampling; 3) laboratory testing; 4) engineeri~g analysis of
fieid and laboratory data; and 5) preparation of a geotechnical engineering report. It is
the opinion of this firm that the proposed development is feasibie from a geotechnical
standpoint provided that the recommendations presented in this repoR are followed in
the design and construction of the project.
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Page 2
1.0 Proiect Description
It is proposed to construct a retail center development consisting of a 58,000 square feet
Ralphs Market; a 15,000 square feet drug store; a 12,000 square feet major retail; two
retail shop stores, 9,000 and 9,400 square feet~ respectively; and three individual
building pads ranging from 5,500 to 7,000 square feet for restaurant or general retail use
on the subject parcel. The buildings are anticipated to have a conventional slab-on-
grede foundation system with perimeter-spread footings and isolated interior footings.
Other improvements will consist of concrete/asphalt pavement, hardscape and
landscaping. Finai buiiding plans shail be reviewed by this firm prior to submittai for
county approval to determine the need for any additional study and revised
recommendations pertinent to the proposed development, if necessary.
2.0 Site Description
The 10.71 acre propeRy is situated near the southwest corner of Buttefield Stage Road
and Highway 79, within Riverside County area near City of Temecula. The generally
rectangular shaped parcel is elongated siightly east to west with topography of the
relatively levei site descending from north to south. A small triangular shaped parcel of
land south of Wolf Store Road is also included within the scope of this project. The
entire site had been previously graded and is currently undeveloped land with a heavy
growth of vegetation cover consisting of natural weeds and grasses. Several stockpiles
of soil and construction debris are situated along the east property perimeter.
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3.0 Site Exploration
The investigation consisted of the placement of twenty (20) subsurface exploratory
borings by a truck-mounted drill rig with eight inch outside diameter holiow-stem,
continuous flight augers to a maximum depth of 50 feet below current ground elevations.
The explorations were visually ciassified and logged by a fieid engineer with locations of
the subsurface explorations shown on the attached Site Plan.
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The expioratory excavations reveaied the existing eaRh materiais to consist of a fill and
natural soil. A detailed description of the subsurface conditions is listed on the
excavation logs in Appendix A. It should be noted that the transition from one soil type
to another as shown on the borings logs is approxihMate and may in fact be a gradual
transition. The soils encountered are described as follows:
' Fill: An engineered soil classifying as a brown, fine to medium grained, silty SAND
was encountered across the surface of the site and ranged in depth from 1 to 7
feet. These soils were noted to be dense and damp to moist below the upper one
foot.
Natural: An undisturbed native soil classifying as a fine to medium grained, SAND
to a silty SAND was encountered beneath the upper fill soiis. These native soils
were observed to be medium dense and damp to moist. Deeper soils consisted of
silty sands to sands.
The upper one-foot of surface soils was noted to be disturbed and loose from the
existing vegetation and surface erosion. The overall engineering characteristics of the
earth material were relatively uniform with each boring. Groundwater was measured at
an approximate depth of 38 feet below ground surface in Boring B-1. No caving
occurred to the depth of our borings.
4.0 Laboratorv Tests
Relatively undisturbed samples of the subsurface soils were obtained to perform
laboratory testing and analysis for direct shear, consolidation tests, and to determine in-
piace moisture/densities. These relatively undisturbed ring samples were obtained by
driving a thin-wailed steel sampler lined with one inch long brass rings with an inside
diameter of 2.42 inches into the undisturbed soils. The sampler was driven a total of
twelve inches with biow counts taken in six inch increments.
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~ct Number 8702-00
Standard penetration tests were obtained by driving a steel sampier lined with six-inch
long brass rings with an inside diameter of 1.5 inches into the soils. This standard
penetrometer sampler was driven a total of eighteen inches with blow counts tallied
every six inches. Blow count data is given on the Boring Logs in Appendix A.
Bulk, bag samples were obtained in the upper soils for expansion index tests and
maximum density tests. Wali loadings on the order of 4,000 ibs./lin.ft. and maximum
compression loads on the order of 100 kips were utilized for testing and design
purposes. All test results are included in Appendix B, unless otherwise noted.
4.1 Field moisture content (ASTM:D 2216) and the dry density of the ring samples were
determined in the laboratory. This data is listed on the logs of expiorations.
4.2 Sieve analyses (ASTM: D422-63) and the percent by weight of soil finer than the No.
200 sieve (ASTM: 1140) were performed on selected soil samples. These resuits are
shown Iater within the body of this repoR.
4.3 Maximum density tests (ASTM: D-1557-91) were performed on typical samples of the
upper soils. Results of these tests are shown on Table I.
4.4 Expansion index tests in accordance with the Uniform Building Code Standard No. 29-
2 were performed on remolded samples of the upper soils. Resuits of these tests are
provided on Table II.
4.5 Atterberg Limits (ASTM: D 4318-84) consisting of liquid limit, plastic limit and plasticity
index were performed on representative soil samples. Resuits are shown on Table Iil.
4.6 Corrosion tests consisting of sulfate, pH, resistivity and chloride analysis to determine
potential corrosive effects of soils on concrete and underground utilities were performed
in the laboratory. Test results are provided on Table IV.
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~ct Number 8702-00
4.7 R Value test per California Test Method 301 was performed on a representative
sample, which may be anticipated to be near subgrade to determine pavement design.
Resuits are provided within pavement section design portion of repoR.
4.8 Direct shear tests (ASTM: D-3080) were performed on undisturbed and disturbed
samples of the subsurface soils. The test is performed under saturated conditions at
loads of 500 Ibs./sq.ft., 1,000 Ibs./sq.ft., and 2,000 Ibs./sq.ft. with results shown on
Plates A and B.
4.9 Consolidation tests (ASTM: D-2435) were performed on undisturbed samples to
determine the differential and total settlement which may be anticipated based upon the
proposed loads. Water was added to the samples at a surcharge of one KSF and the
settlement curves are plotted on Plates C and D.
5.0 Seismicity Evaluation
There are no known active or potentially active faults trending toward or through the site.
The proposed development lies outside of any Alquist Priolo Special Studies Zone and
the potential for damage due to direct fault rupture is considered very remote. The site
is located in an area of high regional seismicity and a maximum credible horizontal
ground acceleration of 0.43g may occur from a Magnitude 6.8 earthquake along the
Elsinore fault zone, which is located approximately 2t~2 miles away. Ground shaking
originating from earthquakes along other active faults in the region is expected to induce
lower horizontal accelerations due to smailer anticipated earthquakes and/or greater
distances to other fauits. The foliowing earthquake design parameters are based upon
the 1997 Uniform Building Code (UBC) fof a Seismic Zone 4 with a Z factor of 0.40 and
a Soil Profile Type of So, a stiff soil profile.
Distance to Fault
Seismic Source Type
,. . Seismic Coefficient = Ca
Seismic Coefficient = Cv
`:$• Near-Source Factor Na
w"' Near-Source Factor Nv
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(0.44) Na
(0.64) Nv
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6.0 Liquefaction Evaluation
~ct Number 8702-00
The site is expected to experience ground shaking and earthquake activity that is typical
of Southern California area. It is during severe ground shaking that loose, granular soils
below the groundwater table can liquefy. A review of the exploratory boring log and the
laboratory test results on selected soil samples obtained indicate the following soil
classifications, fieid blowcounts and amounts of fines passing through the No. 200 sieve.
Field Blowcount and Gradation Data
Blowcounts Relative % Passing
Location Ciassification (blows/ft) Densit No. 200 Sieve
B-1 @ 5' SM 23 Dense 33
B-1 @ 10' ML 5 Firm 58
B-1 @ 15' ML 4 Firm 55
B-1 @ 20' CL 12 Firm 80
B-1 @ 25' SM 9 Medium Dense 46
B-1 @ 30' ML 7 Firm 65
B-1 @ 35' CL 8 Firm 83
B-1 @ 40' SM 14 Medium Dense 42
B-1 @ 45' SM 23 Medium Dense 14
B-1 @ 50' SM 21 Medium Dense 15
. Groundwater encountered at 38 feet below ground surface
Our analysis indicates the potential for liquefaction at this site is considered to be low to
moderate due to medium dense sands below fhe groundwater level. Seismic induced
settlements should be on the order of one inch and would occur rather uniformly across
the site. Thus, the design of the proposed construction in conformance with the latest
Building Code provisions for earthquake. design is expected to provide mitigation of
ground shaking hazards that are typical to Southern California.
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~t Number 8702-00
Conclusions and Recommendations
Based upon our evaluations, the proposed development is acceptable from a
geotechnical engineering standpoint. By foliowing the recommendations and guidelines
set forth in our report, the structures and grading will be safe from settlements under the
anticipated design loadings and conditions. The proposed development snau meet au
requirements of the City Building Ordinance and will not impose any adverse effect on
existing adjacent structures.
The following recommendations are based upon geotechnical conditions encountered in
our field investigation and laboratory data. Therefore, these surface and subsurface
conditions could vary across the site. Variations in these conditions may not become
evident until the commencement of grading operations and any unusual conditions
which may be _encountered in the course of the project development may require the
need for additional study and revised recommendations.
It is recommended that site inspections are performed by a representative of this firm
during ali grading and construction of the development to verify the findings and
recommendations documented in this report. The following sections present a
discussion of geotechnical related requirements for specific design recommendations of
different aspects of the project.
Site Gradinq Recommendations
Any vegetation shall be removed and hauled from proposed grading areas prior to the
start of grading operations. Existing vegetation shall not be mixed or disced into the
soils. Any removed soils may be reutilized as compacted fili once any deleterious
material or oversized materials (in excess of eight inches) is removed. Grading
operations shall be performed in accordance with the attached "Specifications for
Compacted Fill Operations".
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7.1.1 Removal and Recomaaction Recommendations
All disturbed soils (about one foot) shali be removed to competent material, the exposed
surface scarified to a depth of 12 inches, brought to within 2% of optimum moisture
content and compacted to a minimum of 90% of the laboratory standard (ASTM: D-
1557-91) prior to placement of any additional compacted fill soils, foundations, slabs-on-
grade and pavement. Grading shall extend a minimum of five horizontai feet outside the
edges of foundations or equidistant to the depth of fill placed, whichever is greater.
It is possible that isolated areas of undiscovered fill not described in this report are
present on site. If found, these areas should be treated as discussed earlier. A diligent
search shali also be conducted during grading operations in an effort to uncover any
underground structures, irrigation or utility lines. If encountered, these structures and
Iines shall be either removed or properly abandoned prior to the proposed construction.
Any imported fill material should be preferably soil similar to the upper soils encountered
at the subject site. All soils shali be approved by this firm prior to impo~ting at the site
and will be subjected to additional laboratory testing to assure concurrence with the
recommendations stated in this report.
Care should be taken to provide or maintain adequate lateral support for ail adjacent
improvements and structures at all times during the grading operetions and construction
phase. Adequate drainage away from the structures, pavement and slopes should be
provided at all times.
if placement of slabs-on-grade and pavement is not completed immediately upon
completion of grading operations, additionai testing and grading of the areas may be
necessary prior to continuation of construction operations. Likewise, if adverse weather
conditions occur which may damage the subgrade soils, additionai assessment by the
geotechnical engineer as to the suitability of the supporting soils may be needed.
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7.1.2 Fili Bianket Recommendations
Due to the potentiai for differential settlement of foundations placed on compacted fill
and the medium dense,native materials, it is recommended that ali foundations be
underlain by a uniform compacted fill blanket at least two feet in thickness. This fill
blanket shall extend a minimum of five horizontal feet outside the edges of foundations
or equidistant to the depth of fill placed, whichever is greater.
7.2 Shrinkaqe and Subsidence
Results of our in-piace density tests reveal that the soil shrinkage wili be on the order of
15 to 20% due to excavation and recompaction, based upon the assumption that the fill
is compacted to 92% of the maximum dry density per ASTM standards. Subsidence
should be 0.2 feet due to eaRhwork operations. The volume change does not include
any allowance for vegetation or organic stripping, removal of subsurface improvements
or topographic approximations. Although these values are only approximate, they
represent our best estimate of lost yardage, which will likely occur during grading. If
more accurate shrinkage and subsidence factors are needed, it is recommended that
field testing using the actual equipment and grading techniques should be conducted.
7.3 Temoorary Excavations
Temporary unsurcharged excavations in the existing site materials less than 4 feet high
may be made at a vertical gradient unless cohesionless soils are encountered.
Temporary unsurcharged excavations from 4 to 8 feet high may be trimmed at a 1 to 1
(horizontai to vertical) gradient. In areas where soils with little or no binder are
encountered, where adverse geological conditions are exposed, or where excavations
are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be
required.
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~ct Number 8702-00
The temporary cut slope gradients given do not preciude local raveling and sloughing.
No loads including traffic or stockpiles shall be located at the top of these cuts. Aii
excavations shall be made in accordance with the requirements of CAL-OSHA and other
public agencies having jurisdiction. Care should be taken to provide or maintain
adequate lateral support for ail adjacent improvements and structures at all times during
the grading operations and construction phase.
7.4 Foundation Desipn
Ali foundations may be designed utilizing the following safe bearing capacities for an
embedded depth of 18 inches into approved compacted fill materiais with the
corresponding widths:
Allowable Safe Bearinq CapacitV (psfl
Continuous Isolated
Width ft Foundation Foundation
1.5 2000 2500
2.0 2075 2575
4.0 2375 2875
6.0 2575 3025
The bearing value may be increased by 500 psf for each additional foot of depth in
excess of the 18-inch minimum depth, up to a maximum of 4,000 psf. A one third
increase may be used when considering short-term loading and seismic forces. Any
foundations located along the property lines or where lateral overexcavation is not
possibie may utilize a safe bearing capacity of 1,500 psf. A representative of this firm
shall inspect all foundation excavations prior to pouring concrete.
7.5 Settlement Anaivsis
Resultant pressure curves for the consoiidation tests are shown on Plate B.
Computations utilizing these curves and the recommended safe bearing capacities
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~ct Number 8702-00
Lateral Resistance
The following values may be utilized in resisting laterai loads imposed on the structure.
Requirements of the Uniform Buiiding Code should be adhered to when the coefficient
of friction and passive pressures are combined. ~
Coefficient of Friction - 0.40
Equivalent Passive Fluid Pressure = 250 Ibs./cu.ft.
Maximum Passive Pressure = 2,500 Ibs./cu.ft.
The passive pressure recommendations are valid only for approved compacted fill soils.
Retaininq Wall Desiqn Parameters
Active earth pressures against retaining walls will be equai to the pressures developed
by the foliowing fluid densities. These values are for granular backfill material piaced
behind the walis at various ground siopes above the walls.
Surface Slope of Retained Materials Equivalent Fluid
(Horizontai to Vertical) Densitv (Ib./cu.ft.)
Levei 30 .
5 to 1 35
4 to 1 38
3 to 1 40
2 to 1 45
Any applicable short-term construction surcharges and seismic forces should be added
to the above laterai pressure values. A backfill zone of non-expansive material shall
consist of a wedge beginning a minimum of one horizontai foot from the base of the wall
extending upward at an inclination no less than 114 to 1(horizontal to vertical). All walls
shall be waterproofed as needed and protected from hydrostatic pressure by a reliable
permanent subdrain system.
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~ct Number 8702-00
7.8 Slab Desiqn -
All concrete slabs-on-grade shaii be at least four inches in thickness, and six inches in
warehouse areas and piaced on approved subgrade soils. Reinforcement requirements
and an increase in thickness of the siabs-on-grade may be necessary based upon
proposed loading conditions in the structures. A vapor barrier sandwiched between a
four-inch thick sand layer should be utilized in areas, which would be sensitive to the
infiltration of moisture. The subgrade soils shall be moistened to optimum moisture
concrete immediately prior to pouring of concrete. All concrete slab areas to receive
Floor coverings should be moisture tested to meet all manufacturer requirements prior to
placement.
7.9 Pavement Section Desiqn
The table below provides a preliminary pavement design based upon an R-Value of 42
for the proposed pavement areas. Final pavement design may need to be based on R-
Value testing of the subgrade soils near the conciusion of rough grading to assure that
these soils are consistent with those assumed in this preliminary design.
Traffic Asphaltic Base
Type of Traffic Index ' Concrete (in) Material (in)
Parking Stalls 4.0 3.0 3.0
Drive Circufation Areas 6.0 3.5 5.5
All concrete slabs to be utilized for pavement shall be a minimum of six inches in
thickness and placed on approved subgrade soils. Final pavement section designs for
pavement areas may need to be determined by additional testing of the subgrade near
the conciusion of grading operations.
in addition, the above recommendations are based upon estimated traffic loads. Client
should submit anticipated traffic loadings, when available, so that pavement sections
may be reviewed to determine adequacy to support these loads.
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April 28, 2000 • ~ct Number 8702-00
Page 13
Any approved base material shall consist of a Class II aggregate or equivalent and
should be compacted to a minimum of 95% relative compaction. All pavement materials .
shall conform to the requirements set forth by the County of Riverside. The base
material and asphaltic concrete should be tested prior to delivery to the site and during
placement to determine conformance with the project specifications. A pavement
engineer shaii designate the specific asphait mix design to meet the required project
specifications.
7.10 Utilitv Trench and Excavation Back£II
Trenches from installation of utility lines and other excavations may be backfilled with
on-site soils or approved imported soils compacted to a minimum of 90% relative
compaction. All utility lines shall be properly bedded with clean sand having a sand
equivalency rating of 30 or more. This bedding materiai shall be thoroughly water jetted
around the pipe structure prior to placement of compacted backfill soils.
7.11 Corrosion Desian Criteria
Representative samples of the suficiai soils, typical of the subgrade soils expected to
be encountered within foundation excavations and underground utilities were tested for
corrosion potential. The minimum resistivity value obtained for the samples tested is
representative of an environment that may be moderately corrosive to metals. The soil
pH value was considered miidiy alkaline and may have a significant effect on soil
corrosivity. Consideration should be given to corrosion protection systems for buried
metai such as protective coatings, wrappings or the use of PVC where permitted by
local building codes.
According to the '1994 Uniform Building Code (UBC) Table 19-A-3 - Requirements for
Concrete Exposed to Suifate-Containing Solutions', these contents revealed negligibie
levels of sulfate exposure. Therefore, a Type II cement according to latest UBC
specifications may be utilized for building foundations at this time. Additional suifate
tests shall be performed at the completion of site grading to assure that these soils are
consistent with the recommendations stated in this design. Sulfate test results may be
found on the attached Table IV.
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•ect Number 8702-00
Closure
The recommendations and conclusions contained in this report are based upon the soil
conditions uncovered in our test excavations. No warranty of the soil condition between
our excavations is implied. NorCai Engineering should be notified for possible further
recommendations if unexpected to unfavorabie conditions are encountered during
construction phase. It is the responsibility of the owner to ensure that all information
within this report is submitted to the Architect and appropriate Engineers for the project.
This firm should have the opportunity to review the final plans to verify that all our
recommendations are incorporated. This report and all conclusions are subject to the
review of the controlling authorities for the project.
A preconstruction conference should be heid between the developer, general contractor,
grading contractor, city inspector, architect, and soil engineer to clarify any questions
relating to the ~grading operations and subsequent construction. Our representative
should be present during the grading operations and construction phase to certify that
such recommendations are compiied within the fieid.
This geotechnical investigation has been conducted in a manner consistent with the
level of care and skili exercised by members of our profession currently practicing under
similar conditions in the Southern California area. No other warranty, expressed or
impiied is made.
We appreciate this opportunity to be of service to you. If you have any further
questions, please do not hesitate to contact the undersigned.
Respectfully submitted,
NORCAL ENGINEERING
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Keith D. Tucker ~
Project Engineer ~
R.G. E. 841
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Exp. 12/31 /00 ~ Scott D. Spensiero
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' April 28, 2000 • ~ject Number 8702-00
Page 15
SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL
Excavation
Any existing low density soils and/or saturated soils shall be removed to competent
natural soii under the inspection of the Soils Engineering Firm. After the exposed
surface has been cieansed of debris and/or vegetation, it shall be scarified until it is
uniform in consistency, brought to the proper moisture content and compacted to a
minimum of 90% relative compaction (in accordance with ASTM: D-1557-91).
In any area where a transition between fill and native soil or between bedrock and soil
are encountered, additional excavation beneath foundations and siabs wiil be necessary
in order to provide uniform support and avoid differential settiement of the structure.
Material For Fill
The on-site soils or approved import soils may be utilized for the compacted fill provided
they are free of any deleterious materials and shall not contain any rocks, brick,
asphaltic concrete, concrete or other hard materiais greater than eight inches in
maximum dimensions. Any impoR soil must be approved by the Soils Engineering firm
a minimum of 24 hours prior to importation of site.
Placement of Compacted Fill Soils
The approved fill soils shall be placed in layers not excess of six inches in thickness.
Each lift shali be uniform in thickness and thoroughly blended. The fill soils shall be
brought to within 15°/a of the optimum rtioisture content, unless otherwise specified by
the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative
-' compaction (in accordance with ASTM: D-1557-91) and approved prior to the placement
'~~;; of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils
''`" Engineering firm but to a minimum of one test for every 500 cubic yards placed and/or
~;. for every 2 feet of compacted fill piaced.
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April 28, 2000 •
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~oject Number 8702-00~~
The minimum relative compaction shall be obtained in accordance with accepted
methods in the construction industry. The final grade of the structural areas shail be in a
dense and smooth condition prior to placement of slabs-on-grade or pavement areas.
No fill soils shall be placed, spread or compacted during unfavora6le weather conditions.
When the grading is interrupted by heavy rains, compaction operations shall not be
resumed until approved by the Soils Engineering firm.
Greding Observations
The controlling governmental agencies should be notified prior to commencement of any
grading operations. This firm recommends that the grading operations be conducted
under the observation of a Soils Engineering firm as deemed necessary. A 24 hour
notice must be. provided to this firm prior to the time of our initial inspection.
Observation shall inciude the clearing and grubbing operations to assure that all
unsuitable materials have been properly removed; approve the exposed subgrade in
areas to receive fill and in areas where excavation has resulted in the desired finished
grade and designate areas of overexcavation; and perform field compaction tests to
determine relative compaction achieved during fili placement. In addition, all foundation
excavations shall be observed by the Soils Engineering firm to confirm that appropriate
bearing materials are present at the design grades and recommend any modifications to
construct footings.
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April 28, 2000 •
Page 1 S
,~'-Sa;t~ a '~ .
°q. ~ 'y s z.'~
c~ ~' +3
~ject Number8702-00 ~r~.~ ~,f~`;:`:'=
•.,.t
5 ';~~4•`-~~;
'~ ~~ ~~y~~
=?~k%1~~,i'; ~;
. ~~..~.:r x _.:
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List of A~pendices
(in order of appearance)
Appendix A- Log of Excavations
• Log of Borings B-1 to B-20
• Appendix B - Laboratorv Tests
• Table I- Maximum Dry Density
• Table II - Expansion
• Tablelll-Atterberg
• Table IV - Corrosion
• Plate A - Direct Shear
• Plate B - Consolidation
NorCal Engineering
?1~
April 28, 2000
u
Appendix A
NorCal Engineering
~ject Number 8702-00
5_ • _
!. F d.,'
.} ~.
~. . . ,;
'C ~1..::.
~ .F.:-- .
,; s:,s~.:~,.;.
e,;,~.
`_4.;~~``~: _ ..
. . ..>.>~~-ti' ;
_;~. ,
•~r~Y/fY! --
i `-.~Z
~\
MAJOR DIVISION ~ GRAPHIC LETTER T~,~AL DESCR~PTIONS ":;
SYMBOL
SYMBOL ~
`~
~ ~ ~
O ~W WELLGRADED GRAVELS, GR4VE~;
= ~
N
S
GRAVEL
CIEAN GRAVELS ~ A
D MIXTURES, LITTLE OR NO FINE ~
,
AND
(LInLE OR NO ~.
--.-
GRAVELLY
FINES)
~ ~ ~
-
SOILS +
~P pOORLY-GRADED GRAVELS,
**~' GRAVEI-SAND MIXTURES. LITTLE
COARSE 1~ OR NO FINES ~
GR,4INED
SOILS
MORE THAN GRAVELS GM SILTY GR4VELS, GRAVEL-SAND-
50% OF WITH FINES SILT MIXTURES
COARSE
FRACTION
(APPRECIABLE
RETAINED ON AMOUNT OF GC CLAYEY GRAVELS. GRAVEL-SAND-
NO. 4 SIEVE FINES) CLAY MIXTURES
.ti.ti,.
' ~1~'1r SW WELL-GR4~ED SANDS, GRAVELLY
SAND CLEAN SAND 'r•r•r
~~~~~ DS. LITTLE OR NO FINES
AND (LITTLEORNO
Y FINES)
MORE THAN SOILS pOORLY-GRADED SANDS, GRAVEL-
50% OF SP lY SANDS. LITfLE OR NO FINES
MATERIAL
IS LARGER
THAN NO. MORE THAN
SM SILTY SANDS, SAND-SILT
200 SIEVE 50% OF SANDS WITH ' MIXTURES
SIZE COARSE FINE
FRACTION (APPRECIABLE
PASSING ON AMOUNT OF
NO. 4 SIEVE
FINES)
SC SAN
CLAYEY SANDS, SAND-CIAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS, ROCK JLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYER
SILTS WITH SLIGHT PIASTICITY
FINE INORGANIC CLAYS OF LOW TO
SILTS LIQUID LIMIT ~~ MEDIUM PLASTICITY, GRAVELLY
GRAINED AND LESS THAN 50 CLAYS. SANDY CLAYS
SILTY
SOIIS CLAYS ~ ,
CL4YS. LEAN CLAYS
ORGANIC SILTS AND ORGANIC
--
--_ OL SILTY CLAYS OF LOW PLASTICITY
MH ~NORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
MORE THAN SILTY SOILS
50% OF
MATERIAL
IS SMqLLER
SILTS LI~UID LIMIT
CH INORGANIC CLAYS OF HIGH
THAN NO. AND GREATER THAN PLASTICITY, FAT CIAYS
200 SIEVE CLAYS 50
SIZE f r r
~
~
f
F
f
i!i/f
~H ORGANIC CLAYS OF MEDIUM TO
rfi~ HIGH PLASTICITY, ORGANIC SILTS
f/ ~/ ~' f
HIGHLY ORGANIC SOILS P~T, HUMUS, SWAMP SOILS WITH
., PT HIGH ORGANIC CONTENTS
~ NOTE: DUAL SYMBOLS ARE USED TO INDICATE 80RDERlINE SOIL CLASS~FICATIONS
,'f
:
S .
`
~~; UNIFIED SOIL CLASSIFICATION SYSTEM
~.~..
-~
.1;.:~h~ ~ .
22.
KEY:
^
~
~
m
^
~
^
^
m
COMPONENT SIZE RANGE
Boulders Larger than 72 in
Cobbles 3 in to 12 in
Gravel 3 in to No 4(a.5mm )
Coarse gravel 3 in to 314 in
Fine gravel 3/4 in to No 4( 4.Smm )
Sand No. 4( 4.Smm ) to No. 200 ( 0.074mm )
Coarse sand No. 4( 4.5 mm ) to No. 10 ( 2.0 mm )
Medium sand No. 10 ( 2.0 mm ) to No. 40 ( 0.42 mm )
Fine sand No. 40 ( 0.42 mm ) to No. 200 ( 0.074 mm )
Silt and Clay Smaller than No. 200 ( 0.074 mm )
Indicates 2.5-inch Inside Diameter. Ring Sample.
Indicates 2-inch OD Split Spoon Sampie (SPT).
Indicates Shelby Tube Sample.
Indicates No Recovery.
Indicates SPT with 140# Hammer 30 in. Drop.
Indicates Bulk Sample.
Indicates Small Bag Sampie.
Indicates Non-Standard
Indicates Core Run. COMPONENT PROPORTIONS
r. R •.w.~
,5.:
^ i.
' ~ .: I.:
- ;.~:
;
DESCRIPTIVE TERMS R.4NGE OF PROPORTION
TfaCe 7 - 5%
Few 5-10%
Little 70 • 20%
Some 2D•35%
And 35 - 50%
COMPONENT DEFINITIONS
MOISTURE CONTENT
ORY Absence of moisture, dusry,
dry ro the touch.
OAMP Some perceptible
moistura; below optimum
MOIST No visible wa[er, near optimum
moisture content
~T Ysible free water, usually
soil is below water table.
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE
COHESIONLESS SOILS COHESIVE SOILS
Density N( blows/ft ) Consistency N(blowslft ) Approximate
Undrained Shear
Strength (ps~
Very Loose 0 to 4 Very SoR O l0 2 < 250
Loose 4 to 10 Soft 2 to 4 250 - 500
Medium Dense 7010 30 Medium StiH 4 to 8 500 -1000
Dense 30 to 50 StiR B to 15 1000 - 2~00
Very Dense over 50 Very Stiff 15 to 30 2000 - 4000
Hard over 30 > 4000
Engineering ~
_ ______ _
' Log of Boring B-1
ject: Cahan PropertiesRemecula
e of Drilling: 418/00 Groundwater Depth: 38'
ling Method: Simco 2800HS
mer Weight: 140 Ibs. Drop: 30"
h
am es
a orato
~ Geotechnical Description , ~i~,- „ ; ~ ;., ~~ y
OI09Y °.
~. o~ m V Z' N ~
~ °'\
~ a
m
° a
^
' LL~
Surface Elevation: Not Measured t~ p
NATURAL SOILS
Silty fine greined SAND p
Brown, medium dense, damp to moist --
Upper foot disturbed and loose
~~ 9/11/12 11.5 33
Y
Sandy SILT 4/2l3 16.0 58
Brown, firm, moist ~
~
~ ~
r 222 14.9 55
. .. _ .__ .__.
Clayey SILT
Grey brown, firm, moist '~; 4/6/6 24.2 80
!_~
--- ---- -__ ..
_----..----- --
Siity fine greined SAND .
"
Grey brown, medium dense, moist
'
- ~ ~
~~ 3/5/4 12.5 46
ClayeySlLT -- - --- -- ---- -.... _._
Dark grey, firm, very moist to wet
X 3/2/5 26.5 65
-----
-- -----
- . - -- ------- - --
,
orCal Engineering P87o2t o°~ ' 2~
- ~, ~Log of Boring B-1
oject: Cahan Properties/Temecula
ate of Drilling: 4/8100 Groundwater Depth: 38'
rilling Method: Simco 2800HS
ammer Weight: 140 Ibs. Drop: 30"
pth am es a oreto
et) Geotechnical Description ~~ih_ „ ; ~ ~,_ ~~ ~
~ OIO9Y T O~ N e r C V Ce
F- 'o` ~ m°~ ~-
5 Surface Elevation: Not Measured m v 0 LL,
Clayey SILT ~ 2/3/5 33.6 83
Dark grey, firm, very moist to wet
~ .- - _---- --
Silty fine lo coarse grained SAND
-
Light brown, medium dense, wet
~
_
_
~ 3/5/9 25.4 42
5 - _ ~ 7/7/14 22.9 14
. !:~
50 '-- - - - -._._ .__
Boring completed at depth of 50' '.:
~:-':
~]
8/10/11
23.1
15
J
55 -
60
65
7'.
?.:
2
? ;~:
u t-::
~NorCal Engineering Pe~o2`~0 ~ 2 ~~
~
~ '. og of Boring B-2
roject: Cahan Properties/Temecula
ate of Drilling: 418100 Groundwater Depth: None Encountered
rilling Method: Simco 2800HS
ammer Weight: 140 Ibs. Drop: 30"
th am es a orato
p
eq Geotechnical Description , ~ith- d 3 c =-- ~~ "
OIO9Y T ~ 7 Ne ~C V Ce
Surface Elevation: Not Measured ~ m i~ ° ~ o` '~
~ NATURAL SOILS
Silty fine greined SAND _
Brown,.medium dense, damp to moist ' e 5/6 8.2 105.3
Upper foot disturbed and loose -
5 _ : , 7/8 11.2 108.1
SandySlLT---- - -------------
Brown, firm, moist
10 '
4!7
10.9
104.7
- -- . _.. .._ _..
-------- --.- . . _ . . . . .. _
qayey SI~T
t5 Grey brown, firm, moist , 5/5 15.9 702.6
20 -- . ._ . - - - -- - - -
Boring completed at depth of 20'
,
3/6
17.8
103.1
25
30
;.
~~.
n:..
~~
35 '
• •
~ NorCal Engineering Project No.
$~oz-0o
3 ~
~ • og of Boring B-3
roject: Cahan Properties/Temecula
ate of Driiling: 4/6100 Groundwater Depth: None Encountered
rilling Method: Simco 2800HS
ammer Weight: 140 ibs. Drop: 30"
a m es a orato
pth
ee~~
Geotechnical Description •
~o
a
o~
y
~
~
9Y o o
a ~
v
~ m v ° o~ "
Surface Elevation: Not Measured
~ NATURAL SO~LS -
Silty fine grained SAND _ ,
5/6
7
5
104.1
Brown; medium dense, damp to moist .
Upper foot disturbed and Ioose -
~ 5
: , 7/7 11.2 105.3
" Sandy SILT ---- ---- - ----------- -- ~ --
3' 10 g~own, firm, moist
' 5/5 14.0 1007
~' 15 -- . ._. . . - - ~-~~---~------------- --
Boring completed at depth ot 15' ~
4
i
~
20
25
30
~ '`4
'
.z
;
.
. ~ ~,
~6.
'
~ . •
NorCal Engineering ProJect No.
8,02.~0
4 2~
~~ ~ • Log of Boring B-4 •
roject: Cahan Properties/Temecula
Date of Drilling: 4I6100 Groundwater Depth: None Encountered
prilling Method: Simco 2800HS
1
Hammer Weight: 740 Ibs.
Drop: 30"
h
a
m es
a oreto
, ept
~ eet) Geotechnical Description Lith- v 3 c ~- ~~ '"
ology a
~, o~ me Z`'^ u
c p ce
~
°r ,
p
Surface Elevation: Not Measured m t~ o V "
` ~ NATURAL SOILS
Silty fine grained SAND _ 4/8 7.8 105.9
Brown, medium dense, damp to moist ~
Upper foot dislurbed and loose - -
i 5 _ : '
5/7
10.1
106.1
:
~
.. ... _..-- . . _--- ------------ - ---
~ Sandy SILT _ .
. .
. _ .
. .
,
/4
2.9
03.0
Brown, firm, moist ~
3
?
• ~5
- -- ' S/8 16.3 100.1
' - -- -.. --
- -----
Clayey SILT
& Grey brown, firm, moist
~
'}
U Z~ -- - -- -- -- .. . __. .--
~
~~ Boring completed at depth o( 20'
~
1'
.
-
i
~
_~ .
25
30
~:.
~ia
d
>:.
• -,r.'
?
~ ~:
~
~
~~ -
• •
~NorCal Engineering
ProJect No.
87oZ-0o
5 ~,
~t
r~
~
~ Log of Boring B-5
project: Cahan Properties/Temecula
Date of Driiling: 4!8/00 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs. Drop: 30"
:i th
e am es a orato
i p
feec) Geotechnical Description . ~itn- d 3 ~ 3-- ~~ '"
ology T o~ ~e Z'c a co
~ v
p Surface Elevation: Not Measured ~' m U ° o` "~
' NATURAL SOILS
Silty fine grained SAND ' 6/6 8.9 107.0
Brown, medium dense, damp to moist -
Upper foot disturbed and loose -
£ 5
. .
_ .
.
: ~ :: :
/9
1.3
06.1
4
_
-- ----- --- - --
Sandy SILT - ---°------------- - ---
Brown, firm, moist
;{;
i 10
? ' 4/4 13.5 102.1
~
c',;
~
-- - . .... _.. _ . .. _.
75 --- - - - -
Boring completed at depth of 15'
~
e'
~_{
~
~ 2~
Z$
S?:
30 ,
~
;:..
:~,..
35~-
~NorCal Engineering Ps70z-00 ~ 6 2~
,
;:r
~ : ~ Log of Boring B-6 ~
~ project: Cahan PropertieslTemecula
~ Date of Dritling: 4/8/00 Groundwater Depth: None Encountered
1 Driiling Method: Simco 2800HS
pammer Weight: 140Ibs. Drop: 30"
~ epth am es a oreto
~ ~reet) Geotechnical Description
•
Lith- d ~
; ~
~-- ~
c
~
OIO O O N° ~
V a
'
Surface Elevation: Not Measured 9Y T
~ m
j °~ C
oo a C
LL"
0 ~
NATURAL SOILS -
Silty fine greined SAND
Brown, medium dense, damp to moist '
Upper foot disturbed and loose '
, 5
~
' --- --------- -- ------ ---------------
Sandy SILT : :: :
~ ~~ Brown, firm, maist
! 15 ----- - - . _.- - - -------- - ----- --
Boring completed at depth of 15'
-
S 20 -
i
2
~ .
~ 25
r.
~.`-
~=
~
~,
, v • • ProJ
:NorCal Engineering ect No.
~
~
$, oZAO
Project: Cahan Properties~
Date of Drillin • 4/8700
Log of Boring B-7
9' Groundwater
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs. Drop: 30"
lepth
feet) Geotechnical Description
0
~k,o
,:
. 20
i
?~ 25
1~F30
Surface Elevation: Not Measured
NATURAL SOILS
Silty fine grained SAND
Brown, medium dense, damp to moist
Upper foot disturbed and Ioose
5
Sandy SILT ~ - -- " '
Brown, firm, moist
-_
Boring completed at depth of 15'
NorCal Engineering
None Encountered
Lith- I d I ~
Ology ~ o a
mV
ProJect No.
s~oz-oo
pcal co
W .... LL....
^
8 3\
~ ~ . ~
Log of Boring B-8
project: Cahan Properties/Temecula
Date of Drilling: 4/8/00 Groundwater Depth None Encountered
Drilling Method: Simco 2800HS.
Hammer Weight: 740 Ibs. Drop: 30"
3 Depth
`~ ~feet) Geotechnical Description
_ p Surface Elevation: Not Measured
NATURAL SOILS
Silty fine grained SAND
Brown, medium dense, damp to moist
Upper foot disturbed and loose
1 5
~
' -----
Sandy SILT ~ ~-
__-----
Brown, firm, moist
~ 10
'! 15 -
~ Boring~~completed at depth of 15' ~~ ---
Y
V 20
NorCal Engineering P8702-00
" . . ,_~,...nr
Lith- a ; ~ 5.. ~'
N
OIO9Y T
~
O 7
m
Ne
°v ~
~C V Ca
~
a
U iLL
m
^
_ ~ , 5/6 9.9 105.1
, I 4/3 I 15.2 I 100.1
9 ~
: r -Y:,~~
':.:~'1, y ~s ~,~r.,,:-
'~~~`4.:,:
.,
~• Log of Boring B-g _.~~~~~~~:«
I . ...~?~~~%~.y''y'a,.:
~
Project: Cahan PropertieslTemecuia .
~~'=:r,".':.~i;:~
Date of Driiling: 4/8/00 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
~{ Hammer Weight: 140 Ibs. Drop; 30"
. Depth
~
4
ffee~) Geotechnical Description , am es a oreto
Lith-
Surface Elevation: Not Measured ~~~9Y
~ a ; ~
o
~ m 3`,.•
o° ~'~ a
o d`°a ~~
"V
NATURAL SOILS ~ o
Silty fine grained SAND -
Brown, medium dense, damp to moist -
, Upper foot disturbed and Ioose
:. 5 . -
---- --------- ------------- ------- r~~~-1~a~E
Sandy SILT
Brown, firm, moist
' 10
li 15 - --- .. .
Boring compieted at depth ot 15' --~--~'-----`--"-~'-- ~~
F
C
a
::< 20 -
i
~
~H
z ~
zs
~
30
~
~
: '.~:.
~:.
~
35
~.
~;. NorCal Engineering ProJectNo.
8~02-00 ~~ ~'
Log of Boring B-10
Project: Cahan PropertieslTemecula
Date of Drilling: 4/8/00 Groundwater Depth None Encountered
Driiling Method: Simco 2800HS
Hammer Weight: 140 Ibs. Dro • 30"
P•
Geotechnical Description ~ a m es a oreco
., Llth-
OIO9Y
Surface Elevation: Not Measured °1
T
f- ; c
O~
o
m „`~,^
Ne
° v ~c
~~ U
o~ a
v~
~_°
F~LL SOILS v o` 'i
Silty fine greined SAND "
Light brown to grey brown, dense, damp to moist -
Upper foot disturbed and loose - , 10/12 11.9 116.3
:~_~: , 8/15 12.5 114.7
---------. .
NATURALSOILS - - -------- ------- ----
Silty (ne grained SAND
Brown, medium dense to dense, moist
Sandy SILT ~
Brown, firm, moist
Boring completed at depth of 15'
, I 6~7 I 14.7 I 106.1
, I 4/7 I 14.0 I 104.1
NorCal Engineering P8702`~0 ~ „ ~
Log of Boring B-11
Project: Cahan Properties~
Date of Drilling: 4/8/00
Drilling Method: Simco 2800H5
Hammer Weight: 140 Ibs
Groundwater
Depth Drop: 30"
~~eeq Geotechnical Description
_ p Surface Elevation: Not Measured
FILL SOILS
Silty fine grained SAND
Light brown to grey brown, dense, damp to moist
Upper foot disturbed and loose
5
,;
NATURAL SOILS -
Silty fine greined SAND
10 Brown, medium dense to dense, moist
Sandy SILT -'--- '
Brown, firm, moist
15 _
Boring complefed at depth of 15'
~ 20
~ ~;
, I 3r7 I 13.7 I 100.1
orCal Engineering ~ P8702too ~ 3~
,z
None Encountered
Lith- a
0109Y a. 3 ~
O~ ~,.,
m e t~~
Z' H u y
a~
f- m V c~- Ovn LL"
O
: ~ 10/16 10.6 112.9
~ ' 12J12 11.1 115.1
of Boring B-12
j Project: Cahan Properties/Temecula
~ Date of Drilling; 4/8l00
Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
~ Hammer Weight: 140 Ihs.
, 9~ p
F10
Drop: 30"
Geotechnical Description
SurFace Elevation: Not Measured
FILL SOILS
Silty fine grained SAND
Light brown to grey brown, dense, damp to moist
Upper foot disturbed and loose
NATURAL SOILS -- "'-
Silty fine grained SAND
Brown, medium dense to dense, moist
Sandy SILT ~ ~~-'~:--'- ~
Brown, firm, moist
~IY ~T O O No L~C Co
oloh a mv IsVl~da LL~
' I 17/32 I 9.7 I 117.7
' I 7/13 I 10.9 I 109.1
I 75 -- ---- ~ - . - -
Boring compleled at depth of 15'
orCal .Engineering
ProJect No.
8702-00
~a 3~
~
_ ~ _ -
~~~'' ' -Log of Boring B-13
~ Project: Cahan Properties/Temecula
Date of Drilling: 4/8/00 Groundwater Depth: None Encountered
~ Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs. Drop: 30"
Depth
(feet) , am es
Geotechnical Description
Lith- a ; ~ ~,
4 Surface Elevation: Not Measured °~~9Y ~ m~o o`
~ FILL SOILS •~
~ Silty fine grained SAND '
Light brown to grey brown, dense, damp to moist ~ 4~7
Upper foot disturbed and loose _.
~ 5
NATURAL SOILS
~~ Silty fine grained SAND
Brown, medium dense to dense, moist
!•~15 - ---- - .. ._ . _
~ 8oring completed at depth of 15'
'~. 20
i:
.i
II~
;~ 25
c~
I "~ I F:
' I 15/17 I 9.9 I 118.1
, I 6/6 ~ 12.8 I 107.4
~e
LLV
~
~i
I 'i
It
NorCal Engineering ProJectNo.
8702-00
,4 31
. ~,
i
: ~~
t~
Project: Cahan Properties(femecula
Date of Drilling; 4/8/00 Groundwater
Dniling Method: Simco 2800HS
Hammer Weight: 140 Ibs. Drop: 30"
9epth
(feet) Geotech ' I D
~
A
'{
k 5
:
10
, ±;
I,~
~~
nica escnption
Surface Elevation: Not Measured
NATURAL SOILS
Silty fine grained SAND
Brown, medium dense, damp to moist
Upper foot disturbed and loose
Sandy SILT --- '
Brown, firm, moist .
-- -- - -
Boring completed at depth of 15'
orCal Engineering
None Encountered
' am es a oreto
Lith-
OIOCIY v `~
a O~ ~,,.,
Ne ~
~N [~.1
d e
f- o
[~ V
'o `
s o c a
m ~.
., ce
LL~-
Project No.
6702-00
15 ~J
Log of Boring B-14
. .,
project: Cahan Properties!
Date of Drilling: 4/8100 Groundwafer Depth: None Encountered
prilling Method: Simco 2800HS
Hammer Weight: 140 Ibs. Drop: 30"
am es a orato
)ept ,
~feet) Geotechnical Description „ ~ ~ ~
Lith- o, 3 c ~~ 2,~NC d.~
OIO9Y T ~~ ~° C V Ce
;0 Surface Elevation: NotMeasured E- m v o`~ 00 a LL,_.
NATURAL SOILS
Silty fine grained SAND _ V 5 ~
Brown, medium dense, damp lo moist ' -
Upper foot disturbed and loose '
5
~u Sandy SILT ~
Brown, firm, moist
' Clayey SILT ~
15 Grey brown, 5rm, moist
~..
Log of Boring B-15
' ; ' 7/10 9.9 106.1
: ' 6/9 8.1 107.0
--- -------- --- I I I I ' 6/6 12.1 105.3
' I 6l7 I 13.9 I 1057
Boring completed at depth of 20'
orCal Engineering
ProJect No.
a~os-oo f6 3q
...`N ~j~; i...
1
Log of Boring B-16 -
' Project: Cahan Properties/Temecula
Date of Drilling: 4I8f00 Groundwater Depth: None Encountered
Driliing Method: Simco 2800HS
- Hammer Weight: 140 Ibs. Drop: 30"
Depth a m es a oreto
' (feet) Geotechnical Description i
h~ a ~ y y v
~
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9Y
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s 0 Surface Elevation: Not Measured ~
~ NATURAL SOILS
~ Silty fine greined SAND
~' Brown, medium dense, damp to moist ,
5/8
9
6
104
9
z
~ Upper foot disturbed and loose - . .
_y;
, 5 -
-
~~ _ : ' 9!9 11.3 107.1
----- --- --- -- --- -- ----
Sandy SILT --~ ~~ -:
~~ Brown, firm, moist .
'
; , an iz.~ ~o2..s
:ti 15 - --- --. ._ .-. .. .___-- - -
} Clayey SILT
.~ Grey brown, firm, moist
,v
. ' 6/6 14.7 104.9
Q~ 20 ----- -- -- -- - ----' -----.._. _. ..- _. ---
~ Boring completed at deplh of 20'
~
~~
~
'
;
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~ 25
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~
~
~
,
30
~
~
' • • ProJ
NorCal Engineering a~ ect No.
oz_oo " ~ O
~~ : °~
, {
Log of Boring B-17
Project: Cahan Propertiesffemecula
Date of Drilling: 4/8/00 Groundwater
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs. Drop: 30"
iepth
feet) Geotechnicai Description
~ Surface Elevation: Not Measured
NATURAL SOILS
Silty fine grained SAND
Brown, medium dense, damp lo moist
Upper foot disturbed and loose
5
None Encountered
ology I~ I o~ I me I 2'~~ ~ I ~e~
~ m U t v O ~~O' ~y._.
' I 4/6 I 7.6 I 105.9
Sandy SILT ~ ~ " ~----'-
Brown, firm, moist
15 __
Boring completed at depth o( 15'
orCal Engineering
ProJect No.
s~o2-o0
f8 4\
I Log of Boring B-18
- ~'t:4'~~y,
Project: Cahan Propertiesffemecula ~
-
,_,,,~,
n,>
Date of Drilling: 4/8/00
Groundwater Depth: None Encountered ,
,~,,.,. <: ,:
Driliing Method: Simco 2800HS = ,
Hammer Weight: 140 Ibs. Drop: 30"
,
t Depth
(feet)
Ge ~
otechn'
ical Desc ' '
ri tion
P am es
3
~ a orato
„ ~
~N V
d--•
~ 9Y A ~ 7 N\
0 Surface Elevation: Not Measured ~- m~j o" ~ o a LL--
NATURAL SOILS -
Silty fine grained SAND
Brown, medium dense, damp to moist -
Upper foot disturbed and loose -
5 -
~ ~~
--- ---
Sandy SILT
--- ---- -
Brown, firm, moist
75 -- - -
Boring completed at depth of 15' '---~--'-"-"-
-" --
~ 20
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, Log of Boring B-19 ~'"~~
;.
<<?~A,~;z
~
. .
Project: Cahan PropertiesfTemecula - si?i~y ,
'r
,~~fi
.
Date af Drilling: 4/8/00 Groundwater Depth: None Encountered ~_::; ~ 4K - ,_ ;
'.;~:.t}pi;z._ sxt f_ ~
Drilling Method: Simco 2800H5 =
; :
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~ a m es a orato
, ~teet) Geotechnicai Description ~~~ „ ~ g ,z.
.
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T 3
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Ne ~
~ N
Surface Elevation: Not Measured 9Y
~-
m ~
`o" C V
~ d? Ce
LL--
~ NATURAL SOILS - ~
Silty fine grained SAND
Brown, medium dense, damp to moist
Upper toot disturbed and loose _ ~
~ ~O/tt 11.3 105.1
5
~
. .. , 7/72 10.6 105.1
10 --- ----- - -- -.. _ _ - - ---
Sandy SILT - - _ .
. .
' " '
Brown, firm, moist
~
15
----
f Boring completed at deplh ot 15'
------- ----- ---
;
i - - ' 7/8 10.1 102.9
20
t
;: ~
25
Y7
ti~i
~i:
~L..
~NorCal Engineering P8;o2-00 ~
20 ~3
~
- ' Log of Boring B-2p
I Project: Cahan Properties/Temecuia
Date of Driiling: 4/8/00 Groundwater Depth: None Encountered
Driiling Method: Simco 2800HS
Hammer Weight: 140 Ibs.
Drop: 30
epth
feet) Geotechnicai Description . ~ am es
Ltth- a ; ~
p SurFace Elevation: Not Measured ~~~9Y F m'o
NATURAL SOILS o
Silty fine grained SAND -
Brown, medium dense, damp to moist
Upper foot disturbed and loose
5 . -
~~ 10 ° :.
s Sandy SILT- ---- - -
Brown, firm, moist -
~S 15 -------
Boring completed at depth o(15'
a~.,
~F:
i-LY•:
NorCal Engineering ProjectNo.
~ s~oz-oo
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p c n, co
m.r LL~
^
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' ~~~' .
• .
April 28, 2000 Project Number e
Appendix B
NorCal Engineering
--f.
45~
;.' ~'.
• ~
April 28, 2000 Proj
TABLEI
MAXIMUM DENSITY TESTS
(ASTM: D-1557-911
Optimum
Sample Classification Moisture
B1 @ 23' SAND, fine grained, silty ~ ~,p
611 @ 1-4' SAND fine grained, silty 10.5
B13 @ 3-4' SAND, fine to medium grained, silty 9.0
TABLE II
EXPANSION INDEX TESTS
(U.B.C. STD. 29-21
Soil TvRe Classification
B~ @ Z~ SAND, fine grained, silty
B~ ~@ ~-4~ SAND fine grained, silty
8~3@ Z~ SAND, fine to medium grained, siliy
TABLE III
ATTERBERG LIMITS
Sample Li4uid Limit Plastic Limit
61 @ 3-5' 24 18
61 @ 8-11 29 20
TABLE IV
CORROSION TESTS
Samoie . ~H Electrical Resistivitv (ohm-cm) Sulfate %
B1 @ 2' 8.3 1,840 0.0074
B13 @ 2' 7.7 1,300 0.0125
ND denotes not detected
% by weight
ppm - mglkg
NorCal Engineering
Maximum Dry
Densitv (Ibs./cu ft 1
120.0
122.5
128.0
Expansion
Index
12
O6
04
Plasticitv Index
6
9
Chloride (ppm)
30
49
4~
~
.x.
~:
~.
~~
~ c l i 2500
2000~
~ 1500 -
a
H
~
N
~ 1000 -
S00 -
0 -~
C
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,'
(R)
(R)
_" avw 1SW 2000 2500 3000
MORlNL STRESS (PSF)
STf60L BORIN6
NIRBER DEP7H
(FEET) ~
DE6REES ~
(PSF) DR1
OEMSFTT MOISNRE
C (~KTFJfi
x 13 3 37 200 117.1 9_1
O 19 3.5 34 150 112.1 10.6
e
^
i
NOTE: TE5T5 PERFORMEO OH SATURATED SAMPLES UNLESS SHOMN BELOW.
(FM) FIEID MOIS7URE
TESTS PERFORHED ON UHDISTURBED SAMPLES UNLESS SHOkN BELOW.
(R) SAMPLES REMOLDED AT 905 OF MAIfiMUH DRY DENSITY
NorCal Engineering ~
SO[LS AND GEOTECHNICAL CONSULTA~(TS
DIRECT SHEAR TEST RESULTS ~
PRO~Frr u~n~_ nn ,.... Plate B
I
i
~~
~~
!' .
,. ~
~ ~ : .. ~ ~
2
0
2
~
b
N 4
~
~
U
6
8
1~
~.1 ~.5 1.0 5 1~ 2~ 4a
NOWUIl. PRESSURE (KSF)
COPRESSION (FlI) FIELD IqlSTURE - NO IMiER ADDED
--- R£BOUID (Rj SAIPLE IIEIaLDEp AT 90Y OF M4XIMM pRY DENSITY
NorCal Engineering
SOILS AND GEOTEC~CAL CONSULTANTS COMSOIIDATIOM TEST RESULTS
Plate D
PROJECT 6702-00 DATE
~
~ MOTE: WTER IlDOED AT NOpiIL
PRfSSURE AT 1.0 ILSF
~
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I I
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IR~R ~~
(~E7) DRY
DEllSIT'(
(PCF) MOISTURE
Cqf1E1fT
~s) LIWI~
LIMIT
~Y) PLl15TICITT
IlmEX
~Y)
X 10 5 114.7 12.5
O 12 70 109.1 10.9
~ 75 7.5 106.1 9.9
0 19 7_5 105.1 17.3
,~