APPENDIX D Geotechnical Engineering Investigation

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


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

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June 24, 2013Page 3


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.

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June 24, 2013Page 4


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.

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June 24, 2013Page 5


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

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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

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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.

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June 24, 2013Page 8


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,

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June 24, 2013Page 9


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.

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June 24, 2013Page 10


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



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



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



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



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



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



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



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



~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



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



• 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



• 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



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


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


Date of Dri II ing: 6/3/13 Groundwater Depth: 42'




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



Log of Boring B-2






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


Turner Real Estate Investments Log of Boring B-216838·13






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



Log of Boring B-3


Date of Drilling: 6/3/13 Groundwater Depth: None Encountered



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




Log of Trench T-1

Date of Drilling: 6/4/13

Drilling Method: Backhoe

Hammer Weight:

Groundwater Depth: None Encountered

Drop:


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


Date of Dri iii ng: 6/4/13 Groundwater Depth: None Encountered

Drilling Method; Backhoe

Hammer Weight; Drop:


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


--Turner Real Estate Investments Log of Trench T-3

16838-13




Hammer Weight: Drop:


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








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








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


Turner Real Estate InvestmentsLog of Trench T-6

16838-13







(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









(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



Boring Location: Monte Vista & Fairfield Ranch -Date of Drilling: 6/4/13 Groundwater Depth: None Encountered




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








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








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


--Turner Real Estate Investments Log of Trench T-11

16838-13






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


Turner Real Estate InvestmentsLog of Trench T-12

16838-13






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


June 24, 2013

Appendix B

NorCal Engineering


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


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:


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:


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:


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


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•CR. ::;~ v-r: - R.oOv~ SOILS AND GEOTECHNICAL CONSULTANTS EVALUATION OF LIQUEFACTION POTENTIAL

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NorCaI EngineeringSOl LS /lND G[0'1'[(11 NIC/l L. CONSUL1'/1 NTS

DI,TE

Documents

APPENDIX D Geotechnical Engineering Investigation