appendix d geotechnical engineering investigation
TRANSCRIPT
FairfieldRanchCommons InitialStudyandMitigatedNegativeDeclaration
APPENDIXD
GeotechnicalEngineeringInvestigation
GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Fairfield Ranch DevelopmentCorner of Monte Vista Avenue and Fairfield Ranch Road
Chino Hills, California
Prepared For:
Turner Real Estate Investments1500 Quail Street, Suite 150
Newport Beach, California 92660
Attn.: Ms. Christie Claw
Project Number 16838-13June 24, 2013
June 24, 2013
NorCal EngineeringSoils and Geotechnical Consultants
10641 Humbolt Strect Los Alamitos, CA 90720(562) 799-9469 Pax (562) 799-9459
Project Number 16838-13
Turner Real Estate Investments1500 Quail Street, Suite 150Newport Beach, California 92660
Attn.: Ms. Christie Clow
RE: Geotechnical Engineering Investigation - Proposed Fairfield Ranch
Development - Located at the Corner of Monte Vista Avenue and Fairfield
Ranch Road, in the City of Chino Hills, California
Dear Ms. Clow:
Pursuant to your request, this firm has performed an updated Geotechnical Engineering
Investigation for the above referenced project in accordance to our signed proposal
dated May 13, 2013. The purpose of this investigation is to evaluate the subsurface
conditions of the subject site and to provide recommendations for the proposed
industrial warehouse development.
The scope of work included the following: 1) site reconnaissance; 2) review of previous
subsurface geotechnical exploration and sampling; 3) laboratory testing; 4) engineering
analysis of field and laboratory data; and 5) preparation of a geotechnical engineering
report. It is the opinion of this firm that the proposed development is feasible from a
geotechnical standpoint provided that the recommendations presented in this report are
followed in the design and construction of the project.
June 24, 2013Page 2
Project Number 16838-13
1,0 Project Description
It is proposed to construct an industrial warehouse development as shown on the
attached conceptual site plan. The project will consist of sixteen (16) industrial
warehouse buildings totaling 602,600 square feet on the 36.92-acre property. The
concrete tilt-up buildings are anticipated to be supported by conventional slab-on-grade
foundation systems with perimeter-spread footings and isolated interior footings, Other
improvements will consist of asphalt/concrete pavement, hardscape and landscaping. It
is assumed that the proposed grading for the entire development will include cut and fill
procedures, The latest building plans shall be reviewed by this firm prior to submittal for
city approval to determine the need for any additional study and revised
recommendations pertinent to the proposed development, if necessary,
2.0 Site Description
The subject property is situated east of the intersection of Monte Vista Avenue and
Fairfield Ranch Road, bordered by the Los Serranos Lake Channel to the south, in the
City of Chino Hills. The generally irregular-shaped parcel is elongated in a northwest to
southeast direction with topography of the relatively level property descending gradually
from north to south on the order of a few feet. The site is undeveloped land currently
utilized for agricultural. The central portion of the site was covered with trees and piles
of wood, pipe and trash, A concrete lined drainage channel borders the entire east
property perimeter.
3.0 Site Exploration
The investigation consisted of the placement of three (3) subsurface exploratory borings
by a truck-mounted drill rig to depths ranging between 25 and 50 feet below current
ground elevations and twelve (12) exploratory trenches by a backhoe to depths ranging
from 10 to 15 feet below ground surface, The explorations were visually classified and
logged by a field engineer with locations of the subsurface explorations shown on the
attached Site Plan
NorCal Engineering
June 24, 2013Page 3
Project Number 16838-13
The exploratory excavations revealed the existing earth materials to consist of a fill and
natural soil. A detailed description of the subsurface conditions are 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 approximate and may in fact be a gradual
transition, The soils encountered are described as follows:
Fill: A fill soil and/or disturbed top soil classifying predominately as a grey brown,
clayey SILT was encountered across the site and ranged in depth from 1 to 1Y,
feet. These soils were noted to be soft and damp to moist.
Alluvium: An undisturbed natural soil classifying as a brown to dark brown, clayey
SILT to silty CLAY was encountered beneath the upper surface soils. These native
soils were observed to be firm and moist to saturated. Deeper soils consisted of
sandy to clayey silts, clays and silty sands to sands
The overall engineering characteristics of the earth material were relatively uniform with
each excavation. Groundwater was measured at an approximate depth of 42 and 48
feet below ground surface and some caving occurred in the deeper cohesionless soils.
4.0 Laboratory 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
place moisture/densities. These relatively undisturbed ring samples were obtained by
driving a thin-walled 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 blow counts taken in six inch increments. Standard penetration tests
were obtained by driving a steel sampler unlined 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. All test results are included in Appendix B, unless
otherwise noted.
NorCal Engineering
June 24, 2013Page 4
Project Number 16838-13
4.1 Field moisture content (ASTM:O 2216) and the dry density of the ring samples were
determined in the laboratory. This data is listed on the logs of explorations.
4.2 Sieve analyses (ASTM: 0422-63) and the percent by weight of soil finer than the No.
200 sieve (ASTM: 1140) were performed on selected soil samples. These results are
shown later within the body of this report.
4.3 Maximum density tests (ASTM: 0-1557) were performed on typical samples of the
upper soils. Results of these tests are shown on Table I.
4.4 Expansion index tests (ASTM: 0 4829-07) were performed on remolded samples of
the upper soils. Results of these tests are provided on Table II.
4.5 Atterberg Limits (ASTM: 04318-05) consisting of liquid limit, plastic limit and plasticity
index were performed on representative soil samples. Results are shown on Table III.
4.6 Corrosion tests consisting of sulfate, pH, resistivity and chloride analysis to determine
potential corrosive effects of soils on concrete and underground utilities. These tests
are provided on Table IV.
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.
Result is provided within pavement section design section of report.
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 1,000 Ibs./sq.ft., 2,000 Ibs./sq.ft., and 3,000 Ibs./sq.ft. with results shown on
Plates A to C.
NorCal Engineering
June 24, 2013Page 5
Project Number 16838-13
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 D to G.
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 the Chino fauit is located less than 2
kilometers from the site. Ground shaking originating from earthquakes along other
active faults in the region is expected to induce lower horizontal acceierations due to
smaller anticipated earthquakes and/or greater distances to other faults.
The mapped seismic ground motions were provided by using the Java based program
available from the United States Geological Survey (USGS) web site:
http://earthguake.usgs.gov/research/hazmaps/design, as recommended by CGS Note
48 (CGS, 2007) and are listed on the following page. The site is categorized as Seismic
Design Category D in accordance with Section 1613.5.6 of the 2010 California Building
Code (CBC).
Seismic Design Parameters
Site Location
Site ClassMaximum Spectral Response Acceleration
Site Coefficients
Adjusted Maximum Acceleration
Design Spectral Response Acceleration Parameters
LatitudeLongitude
SsS,F.F,SMSSM'SDSSD'
33978°-117.695°
D1.943g0.687g1.01.51.94391.030g12959o687g
NorCal Engineering
June 24, 2013Page 6
t-'roject Number 16838-13
6.0 Liquefaction Evaluation
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 logs and the
laboratory test results on selected soil samples obtained indicate the following soil
classifications, field blowcounts and amounts of fines passing through the No. 200
sieve.
Field Blowcount and Gradation Data
Blowcounts Relative % PassingLocation Classification (blows/f!) Density No. 200 Sieve
B-1 @ 5' CL 10 Stiff 93B-1 @ 10' CL 6 Medium Stiff 82B-1 @ 15' ML 5 Firm 53B-1 @20' SM/ML 21 Stiff 50B-1 @ 25' SM 25 Dense 31B-1 @30' SM 26 Dense 43B-1 @35' CL 16 Medium Stiff 79B-1 @40' SM 27 Dense 45B-1 @45' SW 38 Dense 10B-1 @50' SW 37 Dense 7
Field Blowcount and Gradation Data
Blowcounts Relative % PassingLocation Classification (blowsif!) Density No. 200 Sieve
B-2 @5' CL 5 Medium Stiff 97B-2 @ 10' CL 6 Medium Stiff 65B-2 @ 15' CL 4 Firm 82B-2 @20' SM/ML 17 Stiff 50B-2 @ 25' CL 19 Stiff 71B-2@ 30' CL 19 Stiff 62B-2@35' CL 14 Medium Stiff 95B-2@40' CL 13 Medium Stiff 91B-5@45' CL 21 Stiff 708-5 @50' SM 58 Very Dense 40
NorCal Engineering
June 24,2013Page 7
t-roject Number 16838-13
Our liquefaction evaluation utilized the nearest node of predominate magnitude 6.7 Mw
earthquake with a 10% exceedance in 50 years peak ground acceleration of 050g as
shown in Figures 3.3 and 34 of the "Seismic Hazard Zone Report for the Prado Dam
7.5-Minute Quadrangle, Orange County, California, (2000)." Our analysis indicates the
potential for liquefaction at this site is considered to be low due to fine-grained silt and
clay soils below a historic groundwater level of 20 feet (Plate 1.2). The silt and clay soils
with fines content of 75% or greater are judged to be non-liquefiable, based on a liquid
limit of 35% or greater and plasticity index of 12% or greater.
The associated seismic-induced settlements would be on the order of less than one inch
and should occur rather uniformly across the site. Differential settlements should be on
the order of less than one inch over a 100 feet (horizontal) distance in the building area
with our calculations given in Appendix C.
7.0 Conclusions and Recommendations
Based upon our evaluations, the proposed development is acceptable from a
geotechnical engineering standpoint. By following 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 shall meet all
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.
NorCal Engineering
June 24, 2013Page 8
Project Number 16838-13
It is recommended that site inspections be performed by a representative of this firm
during all 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.
7,1,1 Removal and Recompaction Recommendations
All fill soils (about 1 to 1Yo feet) shall be removed to competent native material, the
exposed surface scarified to a depth of 6 inches, brought to within 2% of optimum
moisture content and compacted to a minimum of 90% of the laboratory standard
(ASTM: 0-1557-07) prior to placement of any additional compacted fill soils,
foundations, slabs-on-grade and pavement. Grading shall extend a minimum of five
horizontal 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 shall also be conducted during grading operations in an effort to uncover any
underground structures, irrigation or utility lines. If encountered, these structures and
lines 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 shall be approved by this firm prior to importing 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 all adjacent
improvements and structures at all times during the grading operations and construction
phase, Adequate drainage away from the structures, pavement and slopes should be
provided at all times,
NorCal Engineering
June 24, 2013Page 9
Project Number 16838-13
If placement of slabs-on-grade and pavement is not completed immediately upon
completion of grading operations, additional 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, additional assessment by the
geotechnical engineer as to the suitability of the supporting soils may be needed.
7.1.2 Fill Blanket Recommendations
Due to the potential for differential settlement of foundations placed on compacted fill
and the upper native soils, it is recommended that all foundations be underlain by a
uniform compacted fill blanket at least three 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 Shrinkage and Subsidence
Resuits of our in-place density tests reveal that the soil shrinkage will be on the order of
10 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 earthwork 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 wiil 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 Temporary Excavations
Temporary unsurcharged excavations in the existing site materials less than 4 feet high
may be made at a vertical gradient unless cohesion less soils are encountered. 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. Additional recommendations regarding
specific excavations may be calcuiated once typical detail sections are made available.
N orCal Engineering
June 24, 2013Page 10
Project Number 16838-13
The temporary cut slope gradients given do not preclude local raveling and sloughing.
All 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 all adjacent improvements and structures at all times during
the grading operations and construction phase.
7.4 Foundation Design
All foundations may be designed utilizing the following safe bearing capacities for an
embedded depth of 24 inches into approved-engineered fill with the corresponding
widths:
Width (ft)
1.52.04.060
Allowable Sate Bearing Capacity (pst)
ContinuousFoundation
1800187521752475
IsolatedFoundation
2300237526752975
The bearing value may be increased by 500 psf for each additional foot of depth in
excess of the 24-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 where overexcavation is not performed laterally or beneath foundation
areas should utilize a safe bearing capacity of 1,000 pst.
All continuous foundations shall be reinforced with a minimum of two NO.4 bars, top and
bottom; isolated pad foundations shall be reinforced at the discretion of the project
structural engineer. A representative of this firm shall inspect all foundation excavations
prior to pouring concrete.
NorCal Engineering
June 24, 2013Page 11
Project Number 16838-13
7.5 Settlement Analysis
Resultant pressure curves for the consolidation tests are shown on Plates D to G.
Computations utilizing these curves and the recommended safe bearing capacities
reveal that the foundations will experience settlements on the order of 3/4 inch and
differential settlements of less than 1/4 inch. This differential settlement should occur
over a minimum horizontal distance of 20 feet.
7.6 Lateral Resistance
The following values may be utilized in resisting lateral loads imposed on the structure.
Requirements of the Uniform Building Code should be adhered to when the coefficient
of friction and passive pressures are combined.
Coefficient of Friction - 0.35
Equivalent Passive Fluid Pressure = 200 Ibs.lcu.ft.
Maximum Passive Pressure = 2,000 lbs.lcu.ft.
The passive pressure recommendations are valid only for approved compacted fill soils.
7.7 Retaining Wall Design Parameters
Active earth pressures against retaining walls will be equal to the pressures developed
by the following fiuid densities. These values are for granular backfill material placed
behind the walls at various ground slopes above the walls.
Surface Slope of Retained Materials(Horizontal to Vertical)
Level5 to 14 to 13 to 12 to 1
Equivalent FluidDensity (Ib.lcu.ft.l
3035384045
Any applicable short-term construction surcharges and seismic forces should be added
to the above lateral pressure values.
NorCal Engineering
June 24, 2013Page 12
Project Number 16838-13
A backfill zone of non-expansive material shall consist of a wedge beginning a minimum
of one horizontal foot from the base of the wall extending upward at an inclination no
less than 1/4 to 1 (horizontal to vertical). All walls shall be waterproofed as needed and
protected from hydrostatic pressure by a reliable permanent subdrain system.
7.8 Slab Design
All new concrete slabs shall be at least six inches in the proposed warehouse areas and
four inches in office and hardscape areas, all reinforced using NO.3 bars at sixteen inch
spacing in each direction and positioned in the center of the slab. Additional
reinforcement requirements and an increase in thickness of the slabs-on-grade may be
necessary based upon soils expansion potential and proposed loading conditions in the
structures and should be evaluated further by the project engineers and/or architect.
These slabs shall be placed on approved subgrade soils moisture conditioned to 3%
above optimum moisture content to a depth of eighteen inches.
A vapor retarder should be utilized in areas which would be sensitive to the infiltration of
moisture. This retarder shall meet requirements of ASTM E 96, Water Vapor
Transmission of Materials and ASTM E 1745, Standard Specification for Water Vapor
Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor
retarder shall be installed in accordance with procedures stated in ASTM E 1643,
Standard practice for Installation of Water Vapor Retarders used in Contact with Earth
or Granular Fill Under Concrete Slabs.
The moisture retarder may be placed directly upon approved subgrade soils, although
one to two inches of sand beneath the membrane is desirable. The subgrade upon
which the retarder is placed shall be smooth and free of rocks, gravel or other
protrusions which may damage the retarder. Use of sand above the retarder is under
the purview of the structural engineer; if sand is used over the retarder, it should be
placed in a dry condition.
NorCal Engineering
June 24, 2013Page 13
Project Number 16838-13
7.9 Pavement Section Design
The table below provides a preliminary pavement design based upon an R-Value of 11
for the proposed pavement areas. Final pavement design may need to be based on R
Value testing of the subgrade soils near the conclusion of rough grading to assure that
these soils are consistent with those assumed in this preliminary design
Traffic Asphaltic BaseType ofTraffic Index Concrete (in) Material (in)
Parking Stalls 4.0 3.0 6,0
Light Vehicle 5,5 4.0 9,0Circulation Areas
Heavy Truck 7,0 4.0 16,0(GVW < 90,000 ibs; 5-axle)
All concrete slabs to be utilized for pavement shall be a minimum of seven inches in
thickness, reinforced and placed on approved subgrade soils. The 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.
All pavement areas shall have positive drainage toward an approved outlet from the site.
Drain lines behind curbs and/or adjacent to iandscape areas should be considered by
client and the appropriate design engineers to prevent water from infiltrating beneath
pavement. If such infiltration occurs, damage to pavement, curbs and fiow lines,
especially on sites with expansive soils, may occur during the life of the project.
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
shali conform to the requirements set forth by the City of Chino Hills. The base materiai
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 shall designate the specific asphait mix design to meet the required project
specifications,
NorCal Engineering
June 24, 2013Page 14
Project Number 16838-13
7.10 Utility Trench and Excavation Backfill
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 material shall be thoroughly water jetted
around the pipe structure prior to placement of compacted backfill soils.
7.11 Corrosion Design Criteria
Representative samples of the surficial 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 severely corrosive to metals. The soil pH
value was considered mildly alkaline and may not have a significant effect on soil
corrosivity. Consideration should be given to corrosion protection systems for buried
metal such as protective coatings, wrappings or the use of PVC where permitted by
local building codes.
According to Table 4.3.1, ACI 318 Building Code and Commentary, these contents
revealed negligible levels of sulfate exposure. Therefore, a Type II cement according to
latest CBC specifications may be utilized for building foundations at this time. Additional
sulfate tests shall be performed at the completion of site grading to assure that these
soils are consistent with the recommendations stated in this design. Corrosion test
results may be found on the attached Table IV.
7.12 Expansive Soil
Since expansive soils were encountered, special attention should be given to the project
design and maintenance. The attached Expansive Soil Guidelines should be reviewed
by the engineers, architects, owner, maintenance personnel and other interested parties
and considered during the design of the project and future property maintenance.
NorCal Engineering
June 24, 2013Page 15
Project Number 16838-13
8.0 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. NorCal Engineering should be notified for possible further
recommendations if unexpected to unfavorable 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. A preconstruction conference should be held
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 complied
within the field.
This geotechnical investigation has been conducted in a manner consistent with the
level of care and skill exercised by members of our profession currently practicing under
similar conditions in the Southern California area. No other warranty, expressed or
implied 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
Keith D. TuckerProject EngineerR.G.E.841
NorCal Engineering
Scott D. SpensieroProject Manager
June 24, 2013Page 16
Project Number 16838-13
SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL
Excavation
Any existing low density soils and/or saturated soils shall be removed to competent
natural soil under the inspection of the Soils Engineering Firm. After the exposed
surface has been cleansed 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). In any area
where a transition between fill and native sailor between bedrock and soil are
encountered or other areas as required in this report, additional excavation beneath
foundations and slabs will be necessary in order to provide uniform support and avoid
differential settlement of the structure. Verification of elevations during this work and all
grading operations will be the responsibility of the owner or his designated
representative and not NorCal Engineering
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 materials greater than eight inches in
maximum dimensions. Any import 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 shall be uniform in thickness and thoroughly blended. The fill soils shall be
brought to within 2% of the optimum moisture 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) 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 placed.
N orCal Engineering
June 24, 2013Page 17
Project Number 16838-13
The minimum relative compaction shall be obtained in accordance with accepted
methods in the construction industry. The final grade of the structural areas shall 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 unfavorable weather conditions.
When the grading is interrupted by heavy rains, compaction operations shall not be
resumed until approved by the Soils Engineering firm.
Grading 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 include 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 fill 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.
NorCal Engineering
June 24, 2013Page 18
Project Number 16838-13
~ansive Soil Guidelines
The following expansive soil guidelines are provided for your project. The intent of
these guidelines is to inform you, the client, of the importance of proper design and
maintenance of projects supported on expansive soils. You, as the owner or other
interested party, should be warned that you have a duty to provide the
information contained In the soil report including these guidelines to your design
engineers, architects, landscapers and other design parties in order to enable
them to provide a design that takes into consideration expansive soils.
In addition, you should provide the soil report with these guidelines to any property
manager, lessee, property purchaser or other interested party that will have or assume
the responsibility of maintaining the development in the future.
Expansive soils are fine-grained silts and clays which are SUbject to swelling and
contracting. The amount of this swelling and contracting is subject to the amount of
fine-grained clay materials present in the soils and the amount of moisture either
introduced or extracted from the soils. Expansive soils are divided into five categories
ranging from "very low" to "very high". Expansion indices are assigned to each
classification and are included in the laboratory testing section of this report. If the
expansion index of the soils on your site, as stated in this report, is 21 or higher, you
have expansive soils. The classifications of expansive soils are as follows:
Classification of Expansive Soil'
Expansion Index Potential Expansion0-20 Very Low
21-50 Low51-90 Medium
91-130 HighAbove 130 Very Hiah
NorCal Engineering
June 24, 2013Page 19
Project Number 16838-13
When expansive soils are compacted during site grading operations, care is taken to
place the materials at or slightly above optimum moisture levels and perform proper
compaction operations. Any subsequent excessive wetting andlor drying of expansive
soils will cause the soil materials to expand andlor contract. These actions are likely to
cause distress of foundations, structures, slabs-on-grade, sidewalks and pavement over
the life of the structure. It is therefore imperative that even after construction of
improvements, the moisture contents are maintained at relatively constant levels,
aI/owing neither excessive wetting or drying of soils.
Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both
interior and exterior. Slabs may lift at construction joints producing a trip hazard or may
crack from the pressure of soil expansion. Wet clays in foundation areas may result in
lifting of the structure causing difficulty in the opening and closing of doors and windows,
as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to
depth, settlement of the structure may eventually result. Excessive wetting of soils in
landscape areas adjacent to concrete or asphaltic pavement areas may also result in
expansion of soils beneath pavement and resultant distress to the pavement surface.
Excessive drying of expansive soils is initially evidenced by cracking in the surface of
the soils due to contraction. Settlement of structures and on-grade slabs may also
eventually result along with problems in the operation of doors and windows.
Projects located in areas of expansive clay soils will be subject to more movement and
"hairline" cracking of walls and slabs than similar projects situated on non-expansive
sandy soils. There are, however, measures that developers and property owners may
take to reduce the amount of movement over the life the development. The following
guidelines are provided to assist you in both design and maintenance of projects on
expansive soils:
NorCal Engineering
June 24, 2013Page 20
Project Number 16838-13
• Drainage away from structures and pavement is essential to prevent
excessive wetting of expansive soils Grades should be designed to the
latest building code and maintained to allow flow of irrigation and rain water
to approved drainage devices or to the street. Any "ponding" of water
adjacent to buildings, slabs and pavement after rains is evidence of poor
drainage; the installation of drainage devices or regrading of the area may be
required to assure proper drainage. Installation of rain gutters is also
recommended to control the introduction of moisture next to buildings.
Gutters should discharge into a drainage device or onto pavement which
drains to roadways.
• Irrigation should be strictly controlled around bUilding foundations, slabs and
pavement and may need to be adjusted depending upon season. This
control is essential to maintain a relatively uniform moisture content in the
expansive soils and to prevent swelling and contracting. Over-watering
adjacent to improvements may result in damage to those improvements.
NorCal Engineering makes no specific recommendations regarding
landscape irrigation schedules.
• Planting schemes for landscaping around structures and pavement should
be analyzed carefully. Plants (including sod) requiring high amounts of water
may result in excessive wetting of soils. Trees and large shrubs may actually
extract moisture from the expansive soils, thus causing contraction of the
fine-grained soils.
• Thickened edges on exterior slabs will assist in keeping excessive moisture
from entering directly beneath the concrete. A six-inch thick or greater
deepened edge on slabs may be considered. Underlying interior and exterior
slabs with 6 to 12 inches or more of non-expansive soils and providing
presaturation of the underlying clayey soils as recommended in the soil
report will improve the overall performance of on-grade slabs.
NorCal Engineering
June 24, 2013Page 21
Project Number 16838-13
• Increase the amount of steel reinforcing in concrete slabs, foundations and
other structures to resist the forces of expansive soils. The precise amount
of reinforcing should be determined by the appropriate design engineers
and/or architects.
• Recommendations of the soil report should always be followed in the
development of the project. Any recommendations regarding presaturation
of the upper subgrade soils in slab areas should be performed in the field
and verified by the Soil Engineer.
NorCal Engineering
tot. I- . r.
lOS SERRANOS LAKE CHANNEL
NorCal Engineeringson..s AND GEOTECHNICAL CONSULTANTS SITE PLAN
PROJECT 16636-13 DATE JUNE 2013
June 24, 2013Page 22
Project Number 16838-13
List of AQPendices(in order of appearance)
Appendix A . Log of Excavations
• Log of Borings B-1 to B-3
• Log of Trenches T-1 to T-12
Appendix B . Laboratory Tests
• Table I - Maximum Dry Density
• Table II - Expansion
• Table III - Atterberg
• Table IV - Corrosion
• R-Value Test
• Plates A to C- Direct Shear
• Plates D to G - Consolidation
Appendix C - Liquefaction Calculations
N orCal Engineering
June 24, 2013
Appendix A
NorCal Engineering
Project Number 16838-13
MAJOR DIVISION GRAPHIC LETTER~VMAnl s.VMAnl
TYPICAL DESCRIPTIONS
CLAyey GRAVELS, GRAVEL·SAND·CLAY MIXTURES
POORLY-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES
POORLY·GRADED GRAVELS,GRAVEL·SAND MIXTURES, LITTLEOR NO FINES
SILTY SANDS, SAND·SILTMIXTURES
SILTY GRAVELS, GRAVEL·SAND·SILT MIXTURES
CLAYEY SANDS, SAND·CLAYMIXTURES
WELL·GRAoeO GRAVELS, GRAVEL,SAND MIXTURES, LITTLE OR NO FINES
GC
GM
GP
SC
SM
GW
SP
...
()<:,)000C-•••••
CLEAN SAND(LITTLE OR NOFINES)
SANDS WITHFINE(APPRECIABLEAMOUNT OFFINES)
CLEAN GRAVELS
(LITTLE OR NOFINES)
SANDANDSANDYSOILS
GRAVELANDGRAVELLYSOILS
MORE THAN50% OFCOARSEFRACTIONPASSING ONNO,4 SIEVE
MORE THAN GRAVELS 1m50% OF WITH FINESCOARSEFRACTIONRETAINED ON (APPRECIABLE mNO, 4 SIEVE AMOUNT OF
FINES\ ~
1-----1------~~lI'l..l'!:r'f..~;..J----;-------------10"'0"'0'" WELL.GRAOEO SANDS, GRAVELLY":~":j.":j. SW SANDS, LITTLE OR NO FINES~- .
COARSEGRAINEDSOILS
MORE THAN50% OFMATERIALIS LARGERTHAN NO,200 SIEVESIZE
MLINORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY
FINEGRAINEDSOILS
SILTSANDCLAYS
LIQUID LIMITI ~~~ THlt.N t;()
CL
I- - - .1---- - OL
f---
INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTYCLAYS LEAN CLAYS
ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY
HIGHLY ORGANIC SOILS
MORE THAN50% OFMATERIALIS SMALLERTHAN NO,200 SIEVESIZE
SILTSANDCLAYS
LIQUID LIMITGREATER THANfiO
MH
CH
OH
PT
INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS
INORGANIC CLAYS OF HIGHPLASTICITY, FAT CLAYS
ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
UNIFIED SOIL CLASSIFICATION SYSTEM
NorCal Engineering
KEY:
• Indicates 2.5-inch Inside Diameter. Ring Sample.
I:8J Indicates 2-inch 00 Split Spoon Sample (SPT).
fSJ Indicates Shelby Tube Sample.
D] Indicates No Recovery.
IJ Indicates SPT with 140# Hammer 30 in. Drop.
B Indicates Bulk Sample.
I!J Indicates Small Bag Sample.
[J
III
Indicates Non-Standard
Indicates Core Run. COMPONENT PROPORTIONS
MOISTURE CONTENT
DESCRIPTIVE TERMS RANGE OF PROPORTION
Trace 1·5%Few 5 ·10%LiMie 10 - 20%Some 20 - 35%And 35 - 50%
COMPONENT DEFINITIONS
COMPONENT SIZE RANGE
Boulders Larger lhan 12 inCobbles 3into12inGravel 3 In to No 4 (4,5mm )Coarse gravel 3 In to 3/4 inFine gravel 3/4 in to No 4 (4.5mm )Sand No, 4 (4.5mm ) 10 No. 200 (0.074mm)Coarse sand NO.4 (4.5mm )10 No. 10 (2.0 mm)Medium sand No. 10 (2.0 mm) 10 No. 40 (0.42 mm )Fine sand No. 40 ( 0.42 mm ) 10 No, 200 (0.074 mm )Sill and ClaY Smalle' Ihan No. 200 (0,074 mm )
DRY
DAMP
MOIST
WET
Absence of moisture. dusty,dry 10 Ihe touch.Some percepliblemoisture; below optimumNo visible water: near optlmummoisture conlenlVisible free water, usuallysoil is below water table.
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N ·VALUE
COHESIONLESS SOILS COHESIVE SOILS
Denslly N ( blowslft ) Consistency N (blowslft ) ApprOXimateUndrained Shear
Strength (psf)
Very Loose Ot04 Very Soft 0102 < 250Loose 4 to 10 Soft 2 to 4 250 - 500Medium Dense 101030 Medium Sliff 4108 500 - 1000Dense 30 to 50 Stiff Bto 15 1000·2000Very Dense over 50 Vory Stiff 15 to 30 2000·4000
Ha'd over 30 '> 4000
NorCal Engineering
Turner Real Estate Investments Log of Boring B-116838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/3/13 Groundwater Depth: 42'
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs Drop: 30"
Surface Elevation: Not Measured
Depth Lith- Samp es Laboratory
(feet) ology Material Description~~
l: ~ go ><11 :::I
~iii .~ .~a. ~
>. - :::I III C C • ent- ID 0 :.g " ~o
-0
I(.) c ~
FILL
I\:iayey SILT /Grey-brown, soft. moist
I\;ATURAL
~ Clayey SILT /Brown, firm, moist-5~ Silty CLAY
~~
Dark brown to grey-brown, firm, very moist to moist 2/5/5 28.4 93
- ~-~.-
-10
~ ~- 3/3/3 307 82
-~-"0-
Sandy SILT-15 Brown, firm. moist
~- 2/2/3 21.8 53
----20
~- 6/9/12 15.2 50
Silly SANDBrown, dense, moist; with occasional gravel
.-25
~ 9/7/18 12.2 31·
· - -- -
-30- -
~ - - ~ 8/12/14 25.6 43
~ ..
~.
- -
· - .f-35
- -
NorCal Engineering 1
Turner Real Estate Investments16838-13
Log of Boring B-1
Boring Location: Monte Vista & Fairfield Ranch
Date of Dri II ing: 6/3/13 Groundwater Depth: 42'
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs Drop: 30"
Surface Elevation: Not Measured
Depth Lith-(feet) ology Material Description
4/8/8 26.6 79
Laboratory
~!lo c- :>lD 0
(.J
samples
Clayey SILTBrown, firm, moist
-35
--
~40Silty SANDBrown, medium dense, saturated
SAND (fine to coarse)Brown, dense, wet; slightly silty
Boring completed at depth of 51.5'
4/5/22 22.8
10/18/20 28.6
11/14/2127.3
45
10
7
-70
NorCal Engineering 2
Turner Real Estate Investments16838-13
Log of Boring B-2
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/3/13 Groundwater Depth: 48'
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs Drop: 30"
Surface Elevation: Not Measured
Depth Lith- a ora ory(feet) ology Material Description
8-Zt go >
:::J~iii -= .~~
>. II> C C .Ult- '0 .. 0.0
0 C ,,0
FILLClayey SILTGre -brown, soft, dampNATURALClayey SILT
5Brown, firm, moistSilty CLAY
~GreY-brown, firm, very moist 2/2/3 369 97
~
~~
~
j10 Clayey SILT
~8'- Grey, firm, very moist 2/2/4 25,0 65~~
Silty CLAY•M~ Grey-brown, firm, very moist to saturated
"uwa 15'"~t 2/2/2 37.9 82
lI.,!?u
~
20Sandy SLT
g Brown, firm, moist
~~ 4/7/10 17,0 50~Q
·5
~;\ Clayey SILT" 25t Brown, firm. very moist
~j 4/5/14 24,6 71
ii!!Q
<3Il'~
30l~<il 5/7/12 246 62
Silly CLAYBrown, firm, very moist
35
NorCal Engineering 3
Turner Real Estate Investments Log of Boring B-216838·13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/3/13 Groundwater Depth: 48'
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs Drop: 30"
Surface Elevation: Not Measured
Depth Lith· Samples Laboratory
(feet) ology Material Description ., ;lJ'l 5 l:' g'~
~iii.- ..
Q. o 0 - ~~~_ ::J III COm 0
~.,
>-35 U C
~Silty CLAY
~ 5/5/7 33.1 95
~Brown, firm, very moist
~-40
~ 0I- 3/5/8 30.9 91~I-
Clayey SILTI- Brown, firm, very moist to saturatedI-
1-45
0I- 5/9/12 32.5 70
-
- ~Silty SAND
- Brown, dense, very moist-50
0- 17/28/3C 18.9 40
- Boring completed at depth of 51.5'
'f-
>-55
.>-60
l-
I-
I-
1-65
l-
I-
l-
I-
1-70
NorCal Engineering 4
Turner Real Estate Investments16838-13
Log of Boring B-3
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/3/13 Groundwater Depth: None Encountered
Drilling Method: Simco 2800HS
Hammer Weight: 140 Ibs Drop: 30"
Surface Elevation: Not MeasuredSamples
I 3/5
Laboratory
21,6 00.
33.4 88.0
4/5 42.2 91.3
3/5 35.0 93,9
3/6 24.7 95.9
8/15 39.3 86.4
~J!lo c_ ::J
m 0u
I
I
I
I
I 214
Boring completed at depth of 26'
Sandy SILTBrown, stiff, moist
Silty CLAYDark grey, firm, very moist
Clayey SILTBrown, firm. moist
Material Description
FILLClayey SILT
""Grey-brown, soft, damp /NATURAL
1\ ~Iayey SILT /1 \"IB",ro",w",n",'-,;fi~rm;:,,-,m-,,o,,,i-,,st,--- .../
Silty CLAYGrey-brown, firm, very moist to saturated
Depth Llth(feet) ology
~
~:;1-u
II-3D.ill-
l-
I-
I
1-35
NorCal Engineering 5
Turner Real Estate Investments16838-13
Boring Location: Monte Vista & Fairfield Ranch
Log of Trench T-1
Date of Drilling: 6/4/13
Drilling Method: Backhoe
Hammer Weight:
Groundwater Depth: None Encountered
Drop:
Surface Elevation: Not Measured
Depth Lith-(feet) ology Material Description
-0
--
-5
M
~lii_
~ -10
~-
~ -t·L-°ui.~15:1~f-
~ 1-20'1-l:5 I-II-
I-~.1-25
II-I-
~I-l-
iI-3Dl-
I-
l-
I
1-35
FILL
1\ Clayey SILT /l \"G",r",eY!;--",br",o,;-w",n,,-,s,,,o-,,,fl,-,,d::.;:a"'m-"'p'--- ...J
I
\;NATURAL ""IClayey SILT
,;B::;ro;::w",n",'""fir,",m,,-,.:.:m:.;:o",is::..t ---1
Silty CLAYDark brown to grey-brown, firm, very moist to saturated
Boring completed at depth of 15'
NorCal Engineering
samples
;=JIJo c_ :J
m °u
••
•
•
Laboratory
'"c >
~~,,0
26.692.3
29.0 85.0
31.1 84.7
27.788.1
6
Turner Real Estate Investments Log of Trench T-216838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Dri iii ng: 6/4/13 Groundwater Depth: None Encountered
Drilling Method; Backhoe
Hammer Weight; Drop:
Surface Elevation: Not Measured
Depth Lith- Samples Laboratory
(feet) ology Material Description~.l!l
i!! j?;> g' ~8- a ~iii
.- "o I: ..->. iii 5 '" 01: ~ '"I- :g ., Q,,,,
1-0 (,) 0 >t'"FILL
l-II Clayey SILT
l- E "" Grey-brown, soft, damo /I- ~ NATURAL•I- ~ Clayey SILT
1--5r;. ~ '" Brown, firm, moist /~ Silty CLAY • 28.8 89.9
I-
~Dark grey to grey-brown, firm, very moist
l-
I-~.1-~1-10
Boring completed at depth of 10' • 24.8 92.1l-
I-
l-
I-
1-15
l-
I-'1-
I-1-20
l-
I-
.1-- 25
1--30
l-
I-
1--35
NorCal Engineering 7
--Turner Real Estate Investments Log of Trench T-3
16838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith- :samples Laboratory
(feet) ology Material Description~J!l
~ .l:' g' ;8- " ~1ii .~ .!!!o c: ~
>- - " '" cC: • rJ>f- III 0
~Q) 0.'"
1-0
IIIu c "",
FILLClayey SILT
/I- ,\Grey-brown, son, damp
l- e\fATURAL / •• 32.3 84.0
I- l' Clayey SILT
1-5 ~ Brown, firm, moist
........................: Silty CLAYI- Dark grey to grey-brown, firm, very moist to saturated • 28.1 86.9I- ---..--..,.I- ~........:
I-
1-10Boring completed at depth of 10'
l-
I-
I-
--15
--
:--20
'-
_-25
-
-30
1-35
NorCal Engineering 8
Turner Real Estate Investments Log of Trench T-416838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith- :;amples LaDoratory
(feet) ology Material Description ;cJ!l ~ ;l' ~;
8- .3 ~iii.- ..
o " ..->. - " VI 0" ='"t- ID 0
~.. 0.0
~O .1u 0 ",0
FILLI- Clayey SILTl- f"'. Grey-brown, soil, damp /I-
I\:ATURAL /•l- i! Clayey SILT
~ Brown, firm, moist~5 C>
~ Silty CLAY • 27.1 92.2I- Dark grey to grey-brown, firm, very moistl-
I-
~10 • 27.7 90.7.-:Clayey SILTBrown, firm, moist
I-
~15Boring completed at depth of 15' • 24.9 93.7
I-'1-
I-~20
'1-
l-
I-
I-.~25
l-
I-
l-
I-
1- 30
l-
I-
l-
I-
1- 35
NorCal Engineering 9
Turner Real Estate Investments Log of Trench T-516838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith- :samples Laooratory
(fcet) ology Material Description~J!l
:!: ~ g' ;;:8- ::l i':'iii ,- "o C ~ ..-'"
_ ::l en OC -ן"'= m 0~ " ~g
1-0 .1u 0
FILL~ Clayey SILT~ ""Grey-brown. soft, damp /~ NATURAL•
/~li \~Iayey SILT~ Brown, firm, moist
1-5 ":;..r............. Silty CLAY~ Dark grey to grey-brown. firm, very moist~
~....-::I-
.1-
..... 10Boring completed at depth of 10'
l-
I-
l-
I-
..... 15
I-
-20
'----
.-25
-----30
-----35
NorCal Engineering 10
Turner Real Estate InvestmentsLog of Trench T-6
16838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith- Samples Laboratory
(feet) ology Material Description8- ;l.l!l ~ ~ go >
::l~iii .. "
o "~ ~ ..
~_ ::l 1II c" .'"lD 0 2 " 0.0
U C .0-0
IIIFILL
I- f\ Clayey SILTI- Grey-brown, soft, damp /I- NATURAL
I- ~: 1\(layey SILT / •Brown, firm, moist 30.8 85.51--5 '"I- ~
Silty CLAYDark grey to grey-brown, firm, very moist
I-~
'-10 II Clayey SILT • 26.8 91.8Brown, firm, moist
Boring completed at deplh of 10'
1-15
I-
1--20
l-
I-
l-
I-
1--25
l-
I-
l-
I-1--30
l-
I-
l-
I-
I-- 35
NorCal Engineering 11
Turner Real Estate Investments Log of Trench T-716838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith- Samples Laboratory
(feet) ology Material Description8- ~!l 5 ;:;. g' ~
~iii.. ~
o C ';)
~~... - " OCt- m 0 :g .,,"-0
II!() 0
FILL,..Clayey SILT,..
"" Grey-brown, seft, damp /,..1\;ATURAL / • 83.7~./;o •
Clayey SILT 14.3,.. 11-:",r~ ~ Brown, firm, moist
,"-5 C>
Silly CLAY • 30.4 86.0I- Dark grey to grey-brown, frrm, very moistI-~
I-Boring completed at depth of 8'
1--10
1-15
i-
i-'i-
i-
1-20
i-
i-
i-
i-.,"-25,..,..
-
I-- 30
l-
I-- 35
NorCal Engineering 12
Turner Real Estate Investments Log of Trench T-816838-13
Boring Location: Monte Vista & Fairfield Ranch -Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith- :samples LaDora,ory
(feet) ology Material Description8- ~J!l 5 ~ g> >
~iii 'iii .~
o " 1;;~~>. - " 0"t- oo 0
~ "1-0
IIiu a .. ~
FILL
\\~layeYSILT /Grey.brown, soft, damp • 25.1 86.1• \;ATURAL /I- '2 Clayey SILT\< Brown, firm, moist
1-5 " Silty CLAY • 29.7 93.1I-~~
Dark grey to grey-brown, firm, very moistI- :;...I-
~'"IClayey SILTGrey, firm, moist • 21.9 94.0
Boring completed at depth of 12'l-I-
f-15
l-
I-
-20
.-25
-----30
-35
NorCal Engineering 13
Turner Real Estate Investments Log of Trench T-916838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith- samples Laboratory(feet) ology Material Description
~.I!l~ ~ g' ~
8- ::l ;':'iii ....o "
~ ..-~
_ ::lII> 0" ='"IDO :g .. 0.0
e-O
IIu 0 .,0
FILL
~ t'\ Clayey SILT/" GreY-brown, soft, damp
r;;. ~I\:ATURAL /•
~ Clayey SILT
1-5 ~ Brown, firm, moistSilty CLAY • 21.9 91.5
I- ~ Dark grey to grey-brown. firm, moist to very moistl-
I-.1- -:;.
e-1OBoring completed at depth of 10'
l-
I-
l-
I-
e-15
l-
I-
l-
I-e-20
.1-25
e-30
l-
I-
l-
I-
1-35
NorCal Engineering 14
Turner Real Estate Investments Log of Trench T-1016838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith· Samples Lalloratory
(feet) ology Material Description~l!l
~ l:' ~ ~~ o C ~ i='iii 'iii .~>.
_ ::lC C • VI
0- m 0~ '" 0.0
1-0
III() c ",0
FILLr \~Iayey SILT /Grey·brown, soft, damp
r NATURAL
r___~ E
\~Iayey SILT /~~~ Brown, firm, moist1-5 "~ Silty CLAY • 21.8 88.9I- Dark grey to grey-brown, firm, moistI- ---./:I-
---~.1-
Clayey SILT1-10 Brown, firm, moist • 21.4 OO.Sl-
I-
Silty CLAY
:,,;""./:Dark grey, firm, moist
-15Boring completed at depth of 15' • 26.1 95.2
-:-- -
-20
> -0
~ -.~25•rr
u•,Irlll- 30
l-
I-
l-
I-
1-35
NorCal Engineering 15
--Turner Real Estate Investments Log of Trench T-11
16838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Lith· Samples Laboratory
(feet) ology Material Description~.l!l
~ ~ g> >1l. :0
~iii Uo c: -~
_ :0 VI cC:lOS ~.. 0.0
-0 C .0
IiFILL
-1\~layey SILT /- Grey-brown. 50ft. damp • 22.1 89.2
- NATURAL
1\~layey SILT /-5 ~ Brown. firm. moist~~ Silly CLAY • 27.0 94.2
~~Dark grey to grey-brown. firm. very moist
~~
-10Boring completed at depth of 10'
1-15
I-
'1-
I-
1-20
'1-
I--
I--
I--.f-25
I--
-30
-35
NorCal Engineering 16
Turner Real Estate InvestmentsLog of Trench T-12
16838-13
Boring Location: Monte Vista & Fairfield Ranch
Date of Drilling: 6/4/13 Groundwater Depth: None Encountered
Drilling Method: Backhoe
Hammer Weight: Drop:
Surface Elevation: Not Measured
Depth Llth- samples Laboratory(feet) ology Material Description
~J!J ~ ~ g'r8- " ~iii ~ ,!!o c: -~ - " 1/1 cC: .'"CD 0
~ 21 0.0
-0
IIIu ,,0
FILL1\Clayey SILT/Grey-brown, soft, damp
NATURAL
>- ~ ~ 1\Clayey SILT /~~ Brown, firm, moist-5
":;0"""~ Silty CLAY • 30,8 87,9I-
~Dark grey to grey-brown, firm, very moist to saturated
l-
I-,I- ~>-10 ~/
Boring completed at depth of 10' • 265 92.3I-
:1-l-
I-
>-15
l-
I-'l-
I-1-20
,>-
>-'>-
>-1-25
>->-l-
I-
>-30
l-
I-
l-
I-
>-35
NorCal Engineering 17
June 24, 2013
Appendix B
NorCal Engineering
Project Number 16838-13
June 24, 2013
TABLE IMAXIMUM DENSITY TESTS
I-'roject Number 16838-13
Sample
B-1 @2'
B-2@2'
Soil Type
B-1 @2'
B-2@2'
Classification
Clayey SILT
Clayey SILT
OptimumMoisture
130
13,5
TABLE IIEXPANSION INDEX TESTS
Classification
Clayey SILT
Clayey SILT
TABLE IIIATTERBERG LIMITS
Maximum DryDensity (Ibs./cu,ft)
115,0
113,5
ExpansionIndex
66
73
Sample
B-1 @ 5'B-1 @ 10'B-1 @ 30'B-2 @25'B-2 @40'
Liquid Limit
3837253235
Plastic Limit
1913171216
TABLE IVCORROSION TESTS
Plasticity Index
1924
82019
Sample
B-1 @2'
B-2@2'
.P.!::!
7,1
7.1
Electrical Resistivity (ohm-em)
715
977
Sulfate (%)
0.026
0,021
Chloride (ppm)
584
480
ND denotes not detected% by weightppm - mg/kg
NorCal Engineering
Sample No B3@2'
Sumple Type. Undisturbcd·SatUr:llcd ...Soil Deseriplion Sllt}'Clay
"..1 2 3
Normal Stress (psQ 1000 2000 3000 ''''''~
:3 k$fIleak Stress (p'Q 948 1176 1992
Displ'lcemem (in) 0,125 0.200 0.225
Resldulil Stress (psQ 744 117(j 1968 2 ksf
Displacement (Ill.) 0.250 0.250 0.2501 ksf
IllltmlUry Dem,IlY (p<I) 1006 100.6 100.6
hlllinl Water Content (%) 216 21 6 21 ()
S'\Iurmcd Water COIllCIlI (%) 21.5 215 215
SITilin Rate (nllmin) 0020 0.020 0020 >.0 .. " ••• >0 • 12.0Axlll :sltlln 1%1
4000
3500
3000
C" 2500~-VIVI<ll 2000.....en..'"<ll~ 1500en
1000
-t-I-500
00
• Peak Stress
• Residual Stress
I2J (Oeg) C (psD
Peak Slress 28 330-r-t
Residual Stress31 70- ~
t
500 1000 1500 2000 2500 3000 3500 4000Normal Stress (psf)
NorCal EngineeringSOILS AND GEOTECHNICAL CONSULTANTS
Turner Real EstatePROJECT NUMI1ER: 16838·13 DATE: 6/24/2013
DIRECT SHEAR TEST
ASTM 03080
Ph,le A
Sample No. T3@3'
Sample Type: UmJlslurbed·SaWflUcd ""Soil J)esctiptioll. SillyCl3)'
""I 2 3
Nomml StrC!>!l (,,,n 1000 2000 3000 "'"IPeak Stress (p,n 756 1116 1596 j 1600
3 ks!Di!>pluccmcnt (in) 0100 0.250 0.250 rResldu<ll Stress (p,n 108 1116 1596 j ,'" 2 ks!lJispla\:emelll (in.) 0250 0.250 0.250
Initial Dry Dcn!>IlY (pen 840 H1.0 84.01 ksf
32.3...
hHtial Wmer Coment (%) 32.3 323
Saturuled Waler COl1tCllt (%) 335 33.5 335•Stram Rate (irllmin) 0020 0020 0020 " " ... " " '" ,"
AxIal SI'lIin 1-"
o (oeg) C (psn
• Peak Stress
• Residual Stress
320
25024
23Peak Stress
Residual Stress
3500 400030001500 2000 2500Normal Stress (psf)
1000500
4000
3500
3000 ~t.;:::-1/1 2500~1/11/1~ 2000 ~...rn~
ClI'II
1500~rn
1000
500
00
NorCal EngineeringSOli ,S AND GEOTECHNICAL CONSULl'ANTS
DIRECT SHEAR TEST
ASTM 03080
Turner Real Estate PIli to B
PROJECT NUMBER: 16838-13 DATE: 6/24/2013
Sample No. Tl0@5'
Sample Type. l1ndlslurbed-SaIU~ilIcd ""SQiI Dc!>Criptlon: Fine Grained Sandy Silt
""I 2 1
Normlll Slress (p,n 1000 2000 3000 "'"lPCllk Stress (p,l) 696 1188 1752
! '""3 k.f
Dis!>lacclllcll1 tilt) om 0225 0.225 •Residual Stress (p,n 684 1188 17110 l '000
2 ksf
l1isplllccmcnt (ill ) 0.250 0.250 0250
Jllitlal Dry Dcnsity (pen 88.9 8' 9 88.91 ksf
21 8 ".Initial Wllter Content (%) 21.8 21.8
SalUralcd Waler Content (%) 307 30.7 30.7
Strain Rate (In/min) 0020 0020 0.020 " ... ... .. ". '"AlIlal Slr.in l'At)
• Peak Stress
• Residual Stress
3500 40003000
+ ~TT'
5t-+-r ~+ifffiifr ~I'~,-p_e_ak_Sl,re_55__0_::_eg_)_:_:_51}----1
t t f Residual Stress
1500 2000 2500Normal Stress (pst)
1000500
4000
3500
3000
co:-2500
~-IIIIIIGI 2000..-C/I..IIIGI
.c:: 1500C/I
1000
500
0
0
NorCal EngineeringSOILS AND GEOTECHNICAL CONSULTANTS
DIRECT SHEAR TEST
ASTM 03080
Turner Real Estate r't.te C
PROJECT NUMBER: 16838·13 DATE: 6/24/2013
Vcnical Pressure Sample llelshl ConsolidaliooSample No. B) Depth 5' Date 612412013
(killllllll,rl.) (Intll") (11~rl....nl)
1.02 --1,01
f r0.125 1.110110 0.0G_ - _ _ f t I0.2; 0.9970 0.3 1.00 ..
0.5 0.9940 0.6 --,----- ~t 0.9900 1.0 0.99 ......, ----- ---1 1.0010 -0.1 .",
~ ~---.._--
0.98 -2 0.9980 0.2 ~4 0.9905 1.0 = 097 • In-Situ Moisture Conic-ill
8 0.9820 1.8 -;0 Salumtcd
0.25 1.0000 0.0 ", 0.96
0.95 -~
0.94
nf~
"' 1 h-- ~~~
Date Tested: 6118/2013i? 0.93 --
Ifu
-=c:Sltmple: 113 ~ 0.92
- =--i-I)epth: 5' .2' f---- - _. l- f----Ql
J: 0,91 f 1
illttFQl 1-=Q.
! I I ,~ 0,90 - I ''" -~+-0.89
~C'1J.-
066 i -= f~ ::= 1 -0.67
~= --, ±
-
t - f--- -0.86
-- f tj- ~ =0.65 n 1m0.04 1= - - I ---====:!== ~ll0.63
Clayey SiltDry Density: 88.0 per
~)Initiul WilIer Conlcnl; :13A %0.82 SUlllmlcd Wmct Content: 16.1 %
SiJlutated@ I kip/sq.ft. ! ~ j0.81
0.1 1 10Vertical Pressure (kipsfsq.ft.)
NorCal Engineering CONSOLIDATION TESTSOILS AND GEOTECHNICAL CONSULTANTS ASTM 1)2435
Turner Real Estate Plate 0
PROJECT NUMBER: 16838-13 DATE: 6/2412013
VCl'1ici'l1 PfC~~Ilr"C
(kil'~/~II·ft.)
S~lIllpl\l. Heigh! COllsolidlilion(inchu) (pcrccllt) Sample No. B3 Depth 10' Date 612412013
1Vertical Pressure (kips/sq.ft.)
I• In-Sltll MOl~tllTCContent
10
j
,I
_I ---'r- - . ,"1" - >---,- -'1
I- '.t=
1-
- -- --
---
-
=-
-- =
=.-"
.=- .._+-+-+-f-
-
=-
== -+-+-..,..
- -=-
- :: ·=1=f----- __
Fille Grllinc.d Sflndy SillDry DC:llsily: 95,9 pef
Initial Water Content: 24.7 %Saturated Water Content: 30.3 %
S<lIllratcd @ I kip/sq, n.
,-.~
----=--
L
.~ -
f
- -- --=
- -- -
1.02
1,01
0.00.2 1.00 •0.40.7 0.99
U.6'" 0.98
1.0 ..-1.6 E
~0,97
2.4 "1.1 '" 0.96
0.95
0.94
"'Q) 0.93.c".0:E 0.92
.!2'Q)
I 0.91Q)
0.E 0.90
'"(f)
0.89
0,68
0.87
0.86
0.65
0.84
0.83
0.82
0.81
0.1
1.00000.99850.99600.99300.99350.9905
U.98400.97650.9890
6118/2UI38310'
0.12,
0.250.5I
I
2
4
80.2,
Dilte Tested:
Saml))e:
Depth:
NorCal EngineeringSOILS AND GEOTECHNICAL CONSULTANTS
CONSOLIDATION TESTASlM U2435
Turner Real Estate PhHe E
PROJf,CTNUMBER: 16838-13 DATE: 6/24/2013
Ver1u;1l1 Pressure
(klps/SCI.fl.)
Sillilple Heighl (onsolllhlllJll
(Inches) (lIerl;cnt) Sample No. 1'2 Depth 4' Dale 612412013
'0
o Sutllwtcu
+
• ltl·S1IU Moisture Content
-----
E
1
Vertical Pressure (kipsJsq.ft.)
T +-
t --t
Q._-
083
0.82
Silty ClayOry Densily: 89.9 per
11lilial Water Content: 28.8 %Saturated W",tcr Content: 31.1 %
Satllratcd@ I kip/sq.n.0.81 +J.---------....::.::-..:......:.....,...-----...J.----=--=--'----~
0.1
102
1.01
0,0
0,7 1.00
1.4
2.4099
2.3'" 098
"3.3 -5.5 e
:::l 0.977.9 -'"5.4
en0.96
0.95
0.94
'U>Q) 0.93'5g:E 0.92Cl';;:r: 0,91Q)
'1iE 0.90'"(/)
089
0.88
0.87
08.
0.85
0.84
1.0000
0,9925
0.9859
0,9763
0,9769
0.9674
0.9446
0.92060.9464
6/18/2013
T2
4'
0,125
0,25
0.5
I1
2
4
80,25
Oatc T~~ted:
Sample:
°Cllth:
NorCal EngineeringSOILS AND GEOTECHNICAL CONSULTANTS
CONSOLIDATION TESTASTM D2435
Tumer Real Estate Plate F
I'ROJECT NUMBER: 16838-13 DATE: 6/2412013
Vcnicn1 Prcssure(k1IiM!lq.fl.)
Sllmplc 11eighl C()II~(J1iditli(j1l
(Iliches) (11I:rccnl)Sample No, 1'10 Depth 10' Date 6/2412013
10
. ,
..,. ,
1-
- T
-
I 1• - I-
---
-
--I- ---
1---
-
-
-==r
- -~:j::::~~I:::j::j-=1I ----- I +----I \.:
----- ,j'\
.-
1
Vertical P,.ssu'. (kipslsq.ft.)
.j:--'
Clayey Silt
-1=
--_ ..
- t----- -
_.
=f---
-f-
Dl'y DenSity: [00.9 perInitial Waler Content 21.4 %
Saturated Water Content 22.5 %Sl-Iluroled@ I kip/sq.fl.
0,.' +-J'-----------::...-'-'-..-------...J.---..:....'------.0,1
1.02
1.01
0,0
0.4 100
1.0
1.50.99
1.5 "" 0.98<ll2,5 ....4.1 1:
" 0.97
7.1....'"5.2 "-'
O,~6
0.95
0.94
Vi" 0,9Jfje.1" 0.920>.~
:I: 0.91
"C.E 0.90rnl/)
0.89
0.88
0.67
0.86
0.85
0,64
0.83
0.82
1.0000
0.9957
0.9899
0.9848
0.9846
0.9747
0.9586
0.92950.9484
6/19/2013
no10'
0.125
0.25
0.5
1
1
24
80.25
Dute Tested:S:tmple:
Oepth:
NorCal EngineeringSOILS AND GEOTECHNICAL CONSULTANTS
Tumer Real Estate
CONSOLIDATION TESTASTM 02435
Plate G
PROJECT NUMBER, 16838-13 DATE: 6/24/2013
MF
L-130601
6/1212013
B-2 @3,0'
~. IL--R_-V_A_L_U_E_T_E_S_T_R_E_S_U_L_T_S__
PROJECT NAME: Turner Real Estate PROJECT NUMBER:
SAMPLE LOCATION: Monte Vls,a Ave. & Fairfield Ranch Road, Chino Hills ( SAMPLE NUMBER:
SAMPLE DESCRIPTION: Clayey Sill- Silty Clay (ML·CL) TECHNICIAN:
DATE TESTED
TEST SPECIMEN a b c
MOISTURE AT COMPACTION % 30.9 24,6 21.5
WEIGHT OF SAMPLE, orarns 1024 1000 1011
HEIGHT OF SAMPLE, Inches 2.65 2.47 2.44
DRY DENSITY, pcl 89,5 98.4 103,3
COMPACTOR AIR PRESSURE, osi 60 170 290
EXUDATION PRESSURE, osi 101 177 377
EXPANSION, Inches x 10exp-4 0 18 58
STABILITY Ph 2,000 Ibs (160 osi\ 160 152 116
TURNS DISPLACEMENT 5.12 5.45 4.53
R-VALUE UNCORRECTED 0 2 17
R-VALUE CORRECTED 0 2 17
EXPANSION PRESSURE (osO 0.0 77,8 250.6
EXPANSION PRESSuRE VS. EXuOATION PRESSuRE R-VALUE VS. EXUDATION PRESSURE
--~+---+---
) - --~;- -,:~, 1--,-,-+---, ---
f' I· -r '!-.:-:- f-i-:"+1-----1-----1---.:--t..- -+ 1
I '--~ --- --- --- ---
100 200 300 41)) 500 GOO 700 800
EXUDATION PRESSURE (PSI)
_. ~
-- -- ~--- ----V
~--J,. ~:--~:7--- ---- ----1----+---+---.-1t ..t_ - L j ,.
...it I
!. __":17. --- ___l
--- --~ --- 1---I--~, .GO --- --- -'-,-- ---- --- 1----1----1-----
30 '--- --- ---
00 ~~-- ~--- ---- --'-+---+---- I-,----f----I
,---
,T
--,-,
---
-~-
,, "-f I
'-,-~
'00. 20
50.• T j--- --~ '0, fIr I t I I'0.0 •0 '00 200 300 400 500 000 700 ... 0
EXuDATION PRESSURE (PSI)
000.0 ...-...,--r--;r--,--,.....-;-.,....~-r,--,
400.0
'150.0
r;:-tf) 350.0
l!:-UI~ JOO.OII)II)UI0:: 250.011.ZoII) 200.0z""11.>< 150.0UI
R-VALUE AT 300 PSI EXUDATION PRESSURE: 11
EXP, PRESSURE AT 300 PSI EXUDATION PRESSURE (PSF): 165
June 24, 2013
Appendix C
NorCal Engineering
Project Number 16838-13
.r--..
~.--..J
I"<~tilf-"<2)\.\J ~<V.::lr-\f\
::i. / ....,, =l.~ /I:j~/\A, .- -j~
,v--\/ \ / ......... ~
J I
>( ~ , I
/~ /\~,.~ / \ /1 " /
/ ',,- / \I \... / \
~N<>
(133~) 3JVlKnS aNnDH9 ~138 Kld30
<>-
<>-
.. •. )LJ--- . . . _.....
Ii-_.-- - . _. . . . . .
.- -- - -- - -- .-- . ... - - ..- . , . .- ._-- .. . --
. . -- f/ I. .. .-
.V I1\ -I.- .
).. - .
.......... - \V /.....-I \ /
I \.---',-~ jl.- ,-::!)
<><>
I [ IS-I
CG I(NI)EC If/N~ C-I< R IM5F ICR.R IUQ~(-) ~-B/DW$k~ ex.) M=1.5 1(-) ~M=b.7 f7.
c~(-)
c_let/Cos1-) (-) (-)
SllI lOCATlDll: _
GEOlIClIllCAl REPORT: _
GEOlOGY IEPORT: --;-_, ~111~ I to 'O"""",. LD
w,:;'- ~m '0 '0 ~ """""" ....",.. ' ~_ ~m _ ,m",,, '" wi' "",' •. ,'~l Wl 1:'!i\' =" .. '. '" ....,. ~" T , 'T ..... ","'.m.. · O. 5!!~'"" "., '.l '0. l'~' ~m ' ,. - . .--1_) FT) (S) I I - "T
LD
15""
'W
35"
40
7-0
25
'5 I l-w bso ~- [,(Xl D,qq 0,3, 10 70 >/," 1.00 (,05 p.iO j,w >14 q~ >o.~+ 1.5 )O.%I~I.I Y1~ IUD 0.% 0:71. ~ 5"0 I;l.$ 0_15 7 62 >OIlS I )0;Z.~><J0 I®
~ .
IL~ tel-$" om. 0:;0 § +, 1.05 O,8~ ~S 53 >o,l:-I I />0,7-11,>0.7
1-4SC If' , D.~l o,~ -z..\ 70 o,~C 0.'10 ;L~ 5b ..~., )0,15,>7..7~ I •
?OI~ 1.7b3 '.U o.eo O:'Z.~ 7.5 70 - O.~-; Q.'iS .~~ 3l -I - )0,1:; >~.~,,100 3C7b I.'ZO 0.14 O\"Z.~ U 70 0.16 i .DO £'p +3 >O,'"£sl) ...,,,
- ~7S ~'1 I:zt Q")~ O:l.q I~ ,r Q.~~ . t, 7CJ '>0.1.3 )-O.-?tj>I.1.!@¥ISO '?"7o?..l.*e.{,t O.~ 1-1 ",. 0.&6 2.3 4-::, >0,50 >{;.l~>Z.l
45 I I 1%15 +0 I~ /.,q a./" I o;z.g?S 10 o,~-t ~\ lo 1 >0,151> "2.:1
50 I .. bvv 4-'1-8 lAo,? oSB O:Z.7 ~1 -/0 Ol~O ,. _2~ 7 l' PO,1> >2,&
(1) llIDOCED CYCLIC STRESS RATIO = T••el(1o·~ 0.65' a;U . 0'0 • rd ~~~o :: O.b7-l.ll ;~~U01- fv')•C - 11- . _~ ,!?wHo ~e~ RD>I-i"/i. u (10 :: b.50-1, 00 (~f" l/.., ,," I ...)
~- LPrt'. ~ IHl o~ "Dw 5t4t<.jJA' MeA-£wet:: 1.0 ~:$a..u~.C "'-Cbv-r.-Bo~W>(,e..11h..::::I./S"~BI/CU"--.boNUw~ • ~ -:.-z.. f .J _i'r,L ..~.' .L
6 l. Noreal EngineerIng I- I
•CR. ::;~ v-r: - R.oOv~ SOILS AND GEOTECHNICAL CONSULTANTS EVALUATION OF LIQUEFACTION POTENTIAL
•Cs :::: Cov-r. -~~'-'1t. , :- MVf{M:1Q.. PIlOJ£CT I DATE
- ,
,- s€f5M' iCJ'j/;~ , , .," Lf;j,:"-d' :"e.VIII..,.U/j'--j((;yiJ'';>;;: G-'1: .,:,:, E)~\,,~~~.=c.~->---",-<'---'--'~'~':,:W:, @ 20, ;-
-, _~C<'/Ytu:;i£;,:j~-,:A.~:~_b'?j HO.f' 6V'~;~_~~i.,~t:?~;:,;~;'+<{':=. D~,5.1i~~ .• -~_,_:''j~")}l,~ ft\M!4', ':;Q _ t1d;,iA:: b(~~i~\~ y~v+l$tO-\';"v";'~i.ci'~~I~"i;I':f\~\
_, I : (ttl ,~S!ft), .1V(,L".Ld;..,; "t1'1"C;_c,~.~: ~+V"!:~I'\ .:;'~,,++·I~- . F._ :S. "
._~ !3§-lll; ,·iqtb~i'1I.,'~.'j~<io O.1.~ .-- Q~':;'ff'5L i
.. """.. - - ( ':'I -) "")-.,--'''''' "" -- .., ,-- ....-••.-- .. 2i:>/' :. \.;::1 : : :,:, .. "",
, ,. ., ,.. , , .. "., .,...., ... . . .. . .. . .
, , ,," - - - - - -,
: : : :. ..... :... : ... : .. :..:.... . , .
............ , ". . :., ":' .. : ;" . ., : , " : ; .. ": ': , : ... . . . ...... ., ,
- ,.. :.;
: I :. ~ .
-,'··f'-··_·_·_--_· -- --_ .. ,.,._---_._,-_ .... : .... : ..•.......................... , ...
: , :
................................. " " ",,,,,." ," ,
........... :.....;" .. :.... ;.... :.... :... ;",,~ ... ;.... :.... :... , " , . , .. " .. .. ,. ,.
...... ~ , :, .. ,:" ,: .. : .... ~ ..... :" .. :... : .. : .,. ., ... ,.,."., .., ,
... ' ... :. :" .. ' .. :, ... :",:.. :
NorCal EngineeringSOILS AND GEOTECI INICAL CONSULTANTS
I 1lI,11
~..:. .. .J -\ -I'
J ...r-.....J C>.~
Vl0
~ :1 .. ;:~X'-.)
•l- I ........Vl"J ........ C>.<:R-
/ ... \~ ...'i':. \j\C
~ Z,-V180::::)
j ",~Vl'<~ ~~
ti c ::-0",,~I-
:i: ~ illIlJ ~22S~No<:Vl~':::lcUJ5::z:: '" ,\-;0::\f\Vl-a
~~
~ ~
(lll~) ]JV~lIns ONnolI9 1101]0 Hld]O
o
, - .. ~ -'>L I-' , - -..-
j-!-
__ •• I ,'. ..-I
---- , . .. -
..-- -- - - ..~-.. . - -- ..--
'I..- .. " , . , -
.. .. ,..
f/ I-_. - - ,-.. .. -
V I1\ /-.. ... --
)- . - - - ... ,
......... - "',V /./'
I \ // \---'
,
~ //.- "'-:::!J
<>
<>...
tII>
'"
<>~<>------J-~----+~----j;l+-------it-----jii\
~(J.]l~) lJV~lInS ONIlOlI9 1I01l0 HldlO
"~ ~. ~ ~ ~ ~ ~ ~ ~'"-~ cr- ~ ~ &. ~ '-S)' c:r-
i
B~2·1)
SITE lOCATIllIf: _
GEOTEClIlICAl R£PORT: _
GEOlOGY R£PORT: -,-_
~ IC,B(-) (-)
CI':(-)
Cs I(rII,)/C IflNf~ e-R R IM:iF Ic,R.,R I UQ.(-) (Blowsk~ ('1..) M::1·5 K-) ~M.=b.71 ~7.
.\2,'lq
\.... .....
'"
'0 ;1115 I' .- I> c>.II~
'0 'J/ Ion
to2 l"t ~4
'15" I'>D:...1
q7b>
6-z.50
71
C1/ 1>0.1'1-
)o:;::z>
>0\% >I,~f" ~)0.44,>, .
1>051 >>oSI '> \ .
,;-<" >:' I ,@>r:Z.1 '> I.- )
I,
10 >o:l.q I ~o·#>l,b
4C '>r.t?> T - -: '):
'11
lz.
I ,
10
I
4.
l.w 1>7
i.00
~ c.""S-o c.bl
•~O co 10"'--
y,S" ..."
ro >/ ~ II.ooji.o5Ip:70
5"D I,-25 0-'15:
10 1.05 ~,8~
S lo.qc D.'W
"'5'lo,~~ 0.'15
'bo 1~:76
l-w Ibso ~~. ~,ro Dcq~ o}71 .fj
17m 0.% C;''Z. ~
1-12~ IlBv 0.'11 o:~ .4-1-4SD .. ID.'9>1 0"2$ 11
-l I7;07 '2.1b3.I.ll O,eo o:!~ 1931w 30"'~ 1.7.0 0.14 O:Z.~ lq,
- ~'Z-> 7'7'8~ l:zS Q,6~ o::c 14~SO 7~O"Z- 1:;+ D,(,i O~ 1"3
~1SI4-QI5'!:~1 a.10 I O;z.g ~
bvv!4?2.8 1.4; o.5'B 0"-; ~
5"
50
1D!S-
40
45""
'W
~5'
-z.oZ5
Q) llllUCED CYCLIC STRESS RATIO = Tav.IUo '~O.65· a:ax• (fo • rd ~~~ {ZJ).::t-t'D::; O.b7-f.17 ~~/ta..u\£<t.~f'I-)
.C~-CD ....,~/2.tL+lo~E~RA+leybo~ (fo =b.50-/,OO(~t"lftw.~~)t;::- IT, - IF,} tl ' 50-4~' Me,..Kwcl:::: 1.0 5+u~Sa..u ,1#,
•C - C;:JVT - 6,,\C€,/it(>~e. 11~.::::: /./5' M- B cLu\,., boM!k.ote. ~ - ,~./ h' ,d / };
• 13~ •. _ d-I..l'M.M"k NorCal Engineering I ...... -r tv ~.~:;>CR. - c.a vr. R.o - - ~.. SOILS AND GEOTECHNICAL CONSULTANTS EVALUATION OF LIQUEFACTION POTENTIAL
•C ::0 Cov-r. ~ -;c.M.~1A1( . 'S . MVf{M:lJ.. PROJECT I DATE '
1,.- •o. )to. 0:
oq' I.CO:: 0")C:
, I': .•.. i1W_
. . ,
.1 ...: .. q.of _ • •
J.', ,.G\' .0'
. .
35,'
..•. 5tl ::;''1. t( $'~ ~)(~ t,,·:.t. T·· GyAiA~i/i'ii :)J~('~ GW~-r ~.'iOI : e-1.--------....:-----.;~--_. .....---.----. ---------.----- ~ ---~. - --._----: -" .:.'
'. eoQ- ;..' ;j::G~":': <:~('':''- ~) jf(ji(, 6 V-ir-'~{/ J.. ./{-c" d.' f:,".t':r> ,,~. d; . . .. . 8' .r~~~'AL~ fiIA-Ul.; ,>~: !old','.":' i t~L-',ij"- vd'.t'.i.s~>·· (-!Ab"~"'\"'"
.(to . (1:W.u-!0)· 1"") ... ;, 1~·1.<: _i;-0;:' ~iV(li~1. :-, ..• ~'r /, ,F, :;;.
. . .. .. . .
. ...,. .': .. : .
: : : : : :
. , . .., ...,:... : ........ , ....... , ... , ... : ... ,:, .. :.... ~ ... ; .. :-.... ......... .. . . .. .
, .. ., , ,~
•ii; .'. •... ......:.;.. ..•• ..i:· 'i .:~,( j.~u.!ir;{.. \. ..:.. ; :.. : :.. :.. .: '()':::'1 'i' tlf~l:-- :..'.":". . : :, :.: :"""T(:~~rAf.r:,·Y:':;:~:CT:.. , " : : ~ ~, j j" [ i· .. ·~ ..,(" ,": ; .
. .. . . .. . . .. ..... ............, ., , , ........ . .
......"" ................... ..
. . ............... '" ..........•.....................
'i if':.:'i"i,i[.,C:.;i ............. "';"";'" :.. ': : :. . : : : :
.: : .;, : . ~ : :'.. ., .. :.".:............ . , .
:,·:·::T· :.. :.'..~ .. "":!":;':':'" ,, ,.. : ; ; ~ : : ; ~ :- ~...; : : : :... . :.. , . . : .. : :., : .
........... : : : ; :.".;' .... ·: .. ··~ .. ··i··· :....... : : ; :' .. ; .... : .. :... :
. :,::
::; :.. , : : :, :, ,,' ; : : : : ~ : :.:· i ~ : .. ..
·i ~ ;..·;····(··i i· .. '; .. ··:· ,.... "':'" : : : ; : ':. . , :..: : ~ .. : ,.: .
: :.. ..,.. , .., "
.. , , ,,, .
NorCaI EngineeringSOl LS /lND G[0'1'[(11 NIC/l L. CONSUL1'/1 NTS
DI,TE