geotechnical engineering report -...

Geotechnical Engineering Report Proposed Cleveland Nissan

Cleveland, Bradley County, Tennessee

January 23, 2015

Terracon Project No. E2155001

Prepared for:

Sonic Automotive, Inc. - Facility Development

Charlotte, North Carolina

Prepared by:

Terracon Consultants, Inc.

Chattanooga, Tennessee

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TABLE OF CONTENTS Page

EXECUTIVE SUMMARY ............................................................................................................. i

1.0 INTRODUCTION ................................................................................................................. 1

2.0 PROJECT INFORMATION ................................................................................................. 1

2.1 Project Description .............................................................................................. 1

2.2 Site Location and Description ............................................................................. 2

3.0 SUBSURFACE CONDITIONS ............................................................................................ 2

3.1 Site Geology ........................................................................................................ 2

3.2 Typical Subsurface Profile .................................................................................... 3

3.3 Groundwater ....................................................................................................... 4

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................... 4

4.1 Geotechnical Considerations ................................................................................ 4

4.2 Earthwork ........................................................................................................... 5

4.2.1 Site Preparation ....................................................................................... 5

4.2.2 Fill Materials Requirements ..................................................................... 6

4.2.3 Fill Placement and Compaction Requirements ........................................ 7

4.2.4 Utility Trench Backfill ................................................................................. 7

4.2.5 Grading and Drainage............................................................................... 8

4.2.6 Construction Considerations ..................................................................... 8

4.3 Foundations ........................................................................................................ 9

4.3.1 Design Recommendations ....................................................................... 9

4.3.2 Construction Considerations ...................................................................10

4.4 Seismic Considerations......................................................................................11

4.5 Floor Slab ..........................................................................................................11

4.5.1 Design Recommendations ......................................................................11

4.5.2 Construction Considerations ...................................................................12

4.6 Pavements .........................................................................................................12

4.6.1 Subgrade Preparation ..............................................................................12

4.6.2 Estimates of Minimum Pavement Thickness ............................................13

4.6.3 Pavement Drainage ................................................................................14

4.6.4 Pavement Maintenance ...........................................................................14

5.0 GENERAL COMMENTS ................................................................................................... 15

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TABLE OF CONTENTS – continued

APPENDIX – FIELD EXPLORATION

Exhibit A-1 Site Location

Exhibit A-2 Exploration Diagram

Exhibit A-3 Field Exploration Description

Exhibit A-4 to A-21 Boring Logs

APPENDIX B – LABORATORY TESTING

Exhibit B-1 Laboratory Testing

Exhibit B-2 to B-3 Grain Size Distribution Analysis

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes

Exhibit C-2 Unified Soil Classification System

Geotechnical Engineering Report

Proposed Cleveland Nissan ■ Cleveland, Tennessee

January 23, 2015 ■ Terracon Project No. E2155001

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EXECUTIVE SUMMARY

Terracon performed a geotechnical exploration and evaluation for the Proposed Cleveland Nissan

to be located southwest of the intersection of Pleasant Grove Road and Interstate-75 in Cleveland,

Bradley County, Tennessee. The findings and pertinent geotechnical engineering

recommendations are summarized below:

Eighteen soil borings were drilled at the site, generally encountering stiff to very stiff, low-

plasticity silt and clay with varying sand and weathered shale content. In our opinion, the

proposed retail building can be supported on shallow foundation systems bearing on the stiff

to very stiff, native soils or on compacted structural fill extending to suitable soils, designed

for a net allowable bearing pressure of 3,000 psf.

Soil in the upper 1 to 2 feet of the soil profile appears to have become soft due to poor

drainage on the site in about a third of the borings. Undercutting these soft soils near the

surface may be necessary to prepare the area for building and pavement construction. The

onsite soils generally appear suitable for reuse as fill material provided they are moisture

conditioned and compacted as recommended in this report.

The existing one-story, metal building and associated asphalt parking lot located in the

northeastern portion of the site will be demolished during the proposed construction. We

recommend removing all existing foundations, floor slabs, buried utilities, pavement, and

otherwise unsuitable material from the project area and thoroughly proofrolling the subgrade

prior to new fill placement.

Previously placed fill material was encountered in the upper 3 to 5 feet in several pavement

area soil borings, predominately on the eastern side of the site. Results of field penetration

testing indicate that the fill was likely placed with some compactive effort. Prior to new

pavement construction, these areas should be thoroughly proofrolled to identify areas of soft

or loose material. This risk that unsuitable materials buried within the fill will not be discovered

cannot be eliminated without completely removing the existing fill, but can be reduced by

performing additional testing and evaluation.

The 2012 International Building Code seismic site classification for this site is C.

Close monitoring of the construction operations discussed herein will be critical in

achieving the design subgrade support. We therefore recommend that Terracon be

retained to monitor this portion of the work.

This summary should be used in conjunction with the entire report for design purposes. It should

be recognized that details were not included or fully developed in this section, and the entire report

must be read for a comprehensive understanding of the items contained herein. The section titled

GENERAL COMMENTS should be read for an understanding of the report limitations.

GEOTECHNICAL ENGINEERING REPORT

PROPOSED CLEVELAND NISSAN

PLEASANT GROVE ROAD

CLEVELAND, BRADLEY COUNTY, TENNESSEE Terracon Project No. E2155001

January 23, 2015

1.0 INTRODUCTION

This report presents the results of our geotechnical engineering services performed for the Proposed

Cleveland Nissan to be located southwest of the intersection of Pleasant Grove Road and Interstate-

75 in Cleveland, Bradley County, Tennessee. Our geotechnical engineering scope of work for this

project included the advancement of eighteen (18) soil test borings to approximate depths ranging

from 5 to 32½ feet below the ground surface in the proposed building and parking lot areas.

The purpose of these services is to provide information and geotechnical engineering

recommendations relative to:

subsurface soil conditions groundwater conditions

earthwork foundation design and construction

pavement design and construction floor slab design and construction

seismic considerations

2.0 PROJECT INFORMATION

2.1 Project Description

ITEM DESCRIPTION

Site layout Please refer to the Site Location and Exploration Plan (Exhibits A-1

and A-2 in Appendix A) for site layout.

Proposed Structure One-story building, approximately 10,000 square feet.

Building construction

(Assumed)

Structural steel construction with a spread footing foundation

systems and concrete slab-on-grade floors.

Finished floor elevation Assumed to be near existing elevations. Near EL 889 feet.

Maximum loads

Building:

Column Load – 50 to 300 kips (assumed)

Continuous Load-Bearing Wall Loads – 4 to 6 klf (assumed)

Maximum Uniform Floor Slab Load – 150 psf (assumed)

Grading in building and

parking area Maximum cut and fill anticipated to be on the order of 5 to 7 feet.




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ITEM DESCRIPTION

Pavement areas

Paved parking areas are planned to the northeast and southwest of

the proposed building with a paved entry drive from Pleasant Grove

Road.

Retaining walls None anticipated

Below Grade Areas None anticipated

2.2 Site Location and Description

ITEM DESCRIPTION

Location

The site is located southwest of the intersection of Pleasant Grove

Road and Interstate-75 in Cleveland, Bradley County, Tennessee.

35.151475° N; 84.951281° W

Existing Improvements

An existing building is currently present in the northern portion of

the subject site, along with an asphalt paved parking area. The

majority of the site is undeveloped, but has been previously graded.

The existing building appears to be a single-story, metal building

with a concrete slab on grade with no below grade areas. The

foundations for the existing buildings are unknown at this time;

however, we anticipate the existing buildings are supported on

shallow spread footing foundation systems. The existing parking

surfaces generally consist of asphalt pavement with some areas of

concrete pavement.

Current ground cover

Ground cover in the area of the proposed project consists of an

existing building near Pleasant Grove Road and soil with scattered,

low vegetation over most the remainder of the site

Existing topography

The site gradually slopes downwards from west to east, from

approximately elevation 895 to 881 feet. A fill slope is located

near the southern site boundary, supporting the southbound on-

ramp for Interstate-75. Surface water drainage in portions of the

site is poor, allowing water to pond in some areas.

3.0 SUBSURFACE CONDITIONS

3.1 Site Geology

The project site is located within the Valley and Ridge Physiographic Province, which is comprised

of sedimentary sequences that were deposited during the Paleozoic Era. According to geologic

mapping of the area, the project site is underlain by the Rome Formation, which consists of shale

and siltstone with beds of fine-grained sandstone.





The project site is located near the contact of the Rome Formation and the Conasauga Group.

The Conasauga Group is comprised of formations that consist predominately of limestone,

dolomite, and shale. It should be noted that the site could be underlain by carbonate bedrock that

is susceptible to dissolution along joints and bedding planes in the rock mass. This can result in

voids and solution channels within the rock strata and a highly irregular bedrock surface. The

weathering of the bedrock and subsequent collapse or erosion of the overburden into these openings

results in what is referred to as karst topography, if there is an abundance of voids and solution

channels. Any construction in karst topography is accompanied by some degree of risk for future

internal soil erosion and ground subsidence that could affect the stability of the proposed structure.

Our limited subsurface investigation at the site did not reveal any obvious signs of karst activity. The

project site is not expected to be at any greater risk for sinkholes than the nearby structures located

in the same geologic formation.

3.2 Typical Subsurface Profile

Eighteen (18) soil borings, designated B-1 through B-18, were advanced at the project site in the

area of the proposed building and in the proposed pavement areas. With the exception of Boring

B-1, all borings were drilled to their planned termination depth. Boring B-1 encountered auger

refusal, presumably at the weathered bedrock surface, at a depth of approximately 32½ feet below

ground surface (bgs). The remaining borings were drilled to depths varying from 5 to 25 feet bgs

without encountering refusal.

Borings B-1 through B-7 were located in the proposed building footprint. Beneath approximately 2

to 3 inches of topsoil, the borings generally encountered stiff to very stiff, low-plasticity silt and clay,

with varying sand and rock content. Soft to medium stiff soil was found in 3 of the borings from the

surface to a depth of 1 and 2 feet. These included B-2, B-3, and B-6. Beneath a minimum depth of

8 feet bgs, stiff to very stiff, high-plasticity clay was encountered at depth in 5 of the 7 building area

borings. The upper 3 feet bgs in Borings B-1 and B-5 and the upper 8 feet bgs in Boring B-4

contained soil which predominately consisted of coarse-grain material. Results of Standard

Penetration Testing (SPT) in these areas indicated that the coarse-grained material was medium

dense.

Borings B-8 through B-18 were located in the proposed pavement areas. Similar to the soils

disclosed in the proposed building area, generally stiff to very stiff, low-plasticity silt and clay were

encountered. However the upper 1 to 2 feet of soil in borings B-8, B-11, B-13 and B-16 appeared to

be soft to medium stiff. Previously placed fill material was encountered in the upper approximately

3 feet bgs in Borings B-8, B-11, B-12, B-16, and B-17, and in the upper approximately 5 feet bgs in

Boring B-18. The fill consisted of both predominately fine-grained and predominately coarse-grained

soil and produced SPT N-values ranging from 9 to 18 blows per foot. The fill was underlain by stiff

to very stiff, native soil.





Specific conditions encountered at each boring location are indicated on the individual logs.

Stratification boundaries on the boring logs represent the approximate location of changes in soil

types; in-situ, the transition between materials may be gradual. Details for each of the borings can

be found on the logs included in Appendix A.

3.3 Groundwater

The boreholes were observed while drilling and at completion of the borings for the presence and

level of groundwater. Groundwater was encountered at an approximate depth of 30 feet bgs in

Boring B-1. Groundwater was not observed in the remaining borings during drilling activities;

however, this does not necessarily mean these borings terminated above groundwater. Due to

the low permeability of the soils encountered in the borings, a relatively long period of time may

be necessary for a groundwater level to develop and stabilize in a borehole in these materials.

Long term observations in piezometers or observation wells sealed from the influence of surface

water are often required to define groundwater levels in materials of this type.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff

and other factors not evident at the time the borings were performed. Therefore, groundwater

levels during construction or at other times in the life of the structure may be higher or lower than

the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be

considered when developing the design and construction plans for the project. During periods of

wet weather, water can become perched in the softer soils near the surface.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

A grading plan was not available at the time of this report. Based on existing topographic

information provided by the client, less than 2 to 3 feet of cut or fill are anticipated in the proposed

building area. In our opinion, the proposed building can be supported on shallow foundation

systems bearing on the stiff to very stiff, native soil encountered at the site or on engineered fill

extending to suitable, native soils. The foundations may be designed for a net allowable bearing

capacity of 3,000 psf. Additional recommendations for the design of shallow foundations are

provided in Section 4.3 of this report.

The soil encountered in the borings generally consisted of low-plasticity silt and clay with varying

sand and weathered shale content. The onsite, native soils appear suitable for reuse as fill

material onsite provided they are moisture conditioned and compacted as recommended in

Section 4.2 of this report.





Previously placed fill material was encountered in the upper 3 to 5 feet in 6 of the pavement area

soil borings, predominately on the eastern side of the site. The existing fill, which produced SPT

N-values ranging from 9 to 18 blows per foot, appears to have been placed with some degree of

compaction. It is recommended that these areas are stripped of surface materials and thoroughly

proofrolled prior to new pavement construction or placement of new fill. Areas not passing the

proofroll should be undercut and replaced or otherwise stabilized.

Support of pavements on or above existing fill soils is discussed in this report. However, even with

the recommended construction testing services, there is an inherent risk for the owner that

compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of

unforeseen conditions cannot be eliminated without completely removing the existing fill, but can

be reduced by performing additional testing and evaluation.

The existing, one-story, metal building and associated asphalt parking lot located near the

northeastern corner of the project site will be demolished during the proposed new construction.

We recommend removing all floor slabs, foundations, buried utilities, pavement, and otherwise

unsuitable material from the project area and thoroughly proofrolling this area prior to the

placement of new fill. Additional testing in the form of exploratory excavations may be warranted

during construction if unexpected soil conditions are disclosed in this area after the demolition of

the existing structure.

Prior to placement of new fill, all subgrade areas should be stripped of topsoil and vegetation and

proofrolled to identify areas of soft or loose material. After repairing subgrade deficiencies, new

fill should be placed in accordance with the recommendations in Section 4.2 of this report for

material and compaction requirements.

Variations in soil conditions could be encountered during construction. To establish correlations

between the anticipated subsurface conditions described in this report and the actual subsurface

conditions encountered during the construction phase, we recommend that an engineer or

qualified soils technician perform continuous field observation and review during the soils-related

phase of the construction.

4.2 Earthwork

The actual construction means and methods are the responsibility of the contractor(s). The following

construction related items pertain to general site preparation for foundation, floor slab, and

pavement support and are not intended to address all possible construction related concerns.

4.2.1 Site Preparation

Prior to placing any new fill, all vegetation, topsoil, floor slabs, foundations, buried utilities, and any

otherwise unsuitable material should be removed from the construction areas, extending at least 10

feet outside proposed building pads, areas to be paved, and areas of any structural fill. After





stripping, the subgrade should be proofrolled to aid in locating loose or soft areas. Proofrolling can

be performed with a loaded tandem-axle dump truck. Soft, dry and low-density soil should be

removed and replaced or compacted in-place prior to placing fill.

Based on the conditions encountered during the exploration, including data collected in the borings

and information from the drill crew regarding soft ground conditions at the surface, we believe

portions of the building and parking areas will need to be undercut 1 to 2 feet below the current

grades. Site grading may remove a portion of these soil, but because the soft areas appeared to be

scattered, it may be reasonable to plan on some undercutting over approximately a third of the site.

During drier portions of the year, the amount of undercutting may be less. We expect the soil

excavated can be moisture conditioned and used on site as fill.

4.2.2 Fill Materials Requirements

Onsite materials and imported engineered fill should meet the following material property

requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Low- to medium-

plasticity borrow

CL, SC, GC

(LL<50, PI<30) All locations and elevations.

On-site soils or

Imported Soil

CL, ML, SC, SM, GC,

GM (LL<50, PI<30) All locations and elevations.

1 Compacted structural fill should consist of approved materials that are free of organic matter and

debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade.

A sample of each material type should be submitted to the geotechnical engineer for evaluation.





4.2.3 Fill Placement and Compaction Requirements

Item Description

Fill Lift Thickness

8 inches or less in loose thickness when heavy, self-

propelled compaction equipment is used

4 to 6 inches in loose thickness when hand-guided

equipment (i.e. jumping jack or plate compactor) is used

Compaction Requirements 1 98% of the material’s maximum standard Proctor dry

density (ASTM D 698)

Moisture Content – Cohesive Soil

Within the range of 1% below to 2% above optimum

moisture content as determined by the standard Proctor test

at the time of placement and compaction

Moisture Content – Granular Material Workable moisture levels 2

1 We recommend testing engineered fill for compaction and moisture content during placement. If

the results of the in-place density tests indicate the specified moisture or compaction limits have

not been met, the area represented by the test should be reworked and retested as required until

the specified moisture and compaction requirements are achieved.

2 Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction

to be achieved without the cohesionless fill material pumping when proofrolled.

Engineered fill materials should be placed in horizontal, loose lifts not exceeding 9 inches in

thickness and should be thoroughly compacted. Where lightweight or hand-guided compaction

equipment is used, as is customary within a few feet of retaining walls and in utility trenches, the

lift thickness may need to be reduced to achieve the desired degree of compaction. Soils removed

which will be used as engineered fill should be protected to aid in preventing an increase in

moisture content due to rain.

4.2.4 Utility Trench Backfill

All trench excavations should be made with sufficient working space to permit construction

including backfill placement and compaction. If utility trenches are backfilled with relatively clean

granular material, they should be capped with at least 18 inches of cohesive fill in non-pavement

areas to reduce the infiltration and conveyance of surface water through the trench backfill.

Utility trenches are a common source of water infiltration and migration. All utility trenches that

penetrate beneath buildings and pavements should be effectively sealed to restrict water intrusion

and flow through the trenches that could adversely affect foundation and pavement subgrades.

We recommend constructing an effective clay “trench plug” that extends at least 5 feet out from

the face of the building exterior or where trench backfill daylights on cut or fill slope faces. The

plug material should consist of clay compacted at a water content at or above the soil’s optimum

water content. The clay fill should be placed to completely surround the utility line and be

compacted in accordance with recommendations in this report.





4.2.5 Grading and Drainage

Adequate positive drainage should be provided during construction and maintained throughout

the life of the development to prevent an increase in moisture content of the foundation, pavement,

and backfill materials. Surface water drainage should be controlled to prevent undermining of fill

slopes and structures during and after construction.

Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the

proposed structures are recommended. This can be accomplished through the use of splash-

blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the

downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-

drains collected water. Splash-blocks should also be considered below hose bibs and water

spigots.

We recommend that exposed earth slopes be seeded to provide protection against erosion as

soon as possible after completion. Seeded slopes should be protected until the vegetation is

established. Sprinkler systems should not be installed behind or in front of walls without the

approval of the civil engineer and wall designer.

4.2.6 Construction Considerations

Upon completion of filling and grading, care should be taken to maintain the subgrade moisture

content prior to construction of floor slabs and pavements. Construction traffic over the completed

subgrade should be avoided to the extent practical. The site should also be graded to prevent

ponding of surface water on the prepared subgrades or in excavations. If the subgrade should

become frozen, desiccated, saturated, or disturbed, the affected material should be removed or

these materials should be scarified, moisture conditioned, and re-compacted prior to floor slab

and pavement construction and observed by Terracon.

Surface water should not be allowed to pond on the site and soak into the soil during construction.

Construction staging should provide drainage of surface water and precipitation away from the

building and pavement areas. Any water that collects over or adjacent to construction areas

should be promptly removed, along with any softened or disturbed soils. Surface water control in

the form of sloping surfaces, drainage ditches and trenches, and sump pits and pumps will be

important to avoid ponding and associated delays due to precipitation and seepage.

All excavations should be sloped or braced as required by OSHA regulations to provide stability

and safe working conditions. Temporary excavations will probably be required during grading

operations. The grading contractor, by his contract, is usually responsible for designing and

constructing stable, temporary excavations and should shore, slope or bench the sides of the

excavations as required to maintain stability of both the excavation sides and bottom. All

excavations should be braced or sloped to comply with applicable local, state and federal safety





regulations, including the current Occupational Health and Safety Administration (OSHA)

Excavation and Trench Safety Standards.

Construction site safety is the responsibility of the contractor who controls the means, methods

and sequencing of construction operations. Under no circumstances shall the information

provided herein be interpreted to mean that Terracon is assuming responsibility for construction

site safety or the contractor's activities; such responsibility shall neither be implied nor inferred.

4.3 Foundations

In our opinion, the proposed building can be supported by shallow, spread footings bearing on

stiff to very stiff, native soils or on engineered fill extending to suitable soils. Design

recommendations for shallow foundations for the proposed structure are presented below.

4.3.1 Design Recommendations

DESCRIPTION Column Wall

Net allowable bearing pressure 1 3,000 psf 3,000 psf

Minimum dimensions 24 inches 18 inches

Minimum embedment below finished grade for

frost protection 2 18 inches 18 inches

Approximate total settlement 3 <1 inch <1 inch

Estimated differential settlement 3 <¾ inch between

columns <¾ inch over 40 feet

Ultimate passive pressure for compacted

structural fill or stiff native lean clay 4 325 psf/ft, equivalent fluid density

Ultimate coefficient of sliding friction 0.35

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum

surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft

soils, if encountered, will be undercut and replaced with engineered fill.

2. To reduce the effects of seasonal moisture variations in the subgrade soils and for frost protection (for

perimeter footing and footings beneath unheated areas).

3. The foundation settlement will depend upon the variations within the subsurface soil profile, the

structural loading conditions, the embedment depth of the footings, the thickness of compacted fill,

and the quality of the earthwork operations.

4. The sides of the excavation for the spread footing foundation must be nearly vertical and the concrete

should be placed neat against these vertical faces for the passive earth pressure values to be valid.

If the loaded side is sloped or benched and then backfilled, the passive pressure will be significantly

reduced. Passive resistance in the upper 3 feet of the soil profile should be neglected and the

maximum passive pressure value should be limited to 3,000 psf. If passive resistance is used to

resist lateral loads, the base friction should be neglected.





The allowable foundation bearing pressures apply to dead loads plus design live load conditions.

The design bearing pressure may be increased by one-third when considering total loads that

include wind or seismic conditions. The weight of the foundation concrete below grade may be

neglected in dead load computations. Interior footings should bear a minimum of 12 inches below

finished grade. Finished grade is the lowest adjacent grade for perimeter footings and floor level

for interior footings.

Footings, foundations, and masonry walls should be reinforced as necessary to reduce the

potential for distress caused by differential foundation movement. The use of joints at openings

or other discontinuities in masonry walls is recommended. Foundation excavations should be

observed by the geotechnical engineer. If the soil conditions encountered differ from those

presented in this report, supplemental recommendations will be required.


The base of all foundation excavations should be free of water and loose soil and rock prior to

placing concrete. Concrete should be placed soon after excavating to reduce the potential for

bearing soil disturbance. If the soils at bearing level should become excessively dry, disturbed,

saturated, or frozen, the affected soil should be removed prior to placing concrete. Place a lean

concrete mud-mat over the bearing soils if the excavations must remain open over night or for an

extended period of time.

We recommend retaining Terracon to observe and test the foundation bearing materials. If

unsuitable bearing soils are encountered in footing excavations, the excavations should be

extended deeper to suitable soils and the footings could bear directly on these soils at the lower

level or on lean concrete backfill placed in the excavations as described in the following diagram.

The use of open-graded stone as backfill of foundation excavations should only be at the direction

of the geotechnical at the time of construction. Stone backfill can increase the potential for karst

activity in some instances.

NOTE: Excavation in sketch shown vertical for convenience. Excavations should be sloped as necessary for safety.

LEAN CONCRETE BACKFILL

DESIGN FOOTING LEVEL

LEAN CONCRETE

SUITABLE BEARING LEVEL





4.4 Seismic Considerations

Code Used Site Classification

2012 International Building Code (IBC) 1 C 2

1. In general accordance with ASCE-7 Chapter 20; Table 20.3-1.

2. ASCE-7 Chapter 20; Table 20.3-1, referenced in the 2012 International Building Code (IBC), requires

a site soil profile determination extending a depth of 100 feet for seismic site classification. The

current scope requested does not include the required 100 foot soil profile determination. Borings for

the building extended to a maximum depth of approximately 32½ feet and this seismic site class

definition considers that shale bedrock continues below the maximum depth of the subsurface

exploration. Additional exploration to deeper depths could be performed to confirm the conditions below

the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to

attempt to justify a higher seismic site class.

4.5 Floor Slab

4.5.1 Design Recommendations

DESCRIPTION VALUE

Interior floor system Slab-on-grade concrete.

Floor slab support Stiff native soil passing a proofroll or properly placed and

compacted structural fill1,2

Subbase 3 4-inch compacted layer of free draining, granular subbase

material

Modulus of subgrade reaction

125 pounds per square inch per inch (psi/in) for point loading

conditions (The modulus was obtained based on our experience

with similar subgrade conditions, and estimates obtained from

ACI and TDOT design charts.)

1. Assumes the site will be prepared as recommended in this report.

2. Floor slabs should be structurally independent of any building footings or walls to reduce the

possibility of floor slab cracking caused by differential movements between the slab and foundation.

Narrower, turned-down slab-on-grade foundations may be utilized at the approval of the structural

engineer. The slabs should be appropriately reinforced to support the proposed loads.

3. We recommend subgrades be maintained at the proper moisture condition until floor slabs and

pavements are constructed. If the subgrade should become desiccated prior to construction of floor

slabs and pavements, the affected material should be removed or the materials scarified,

moistened, and recompacted. Upon completion of grading operations in the building areas, care

should be taken to maintain the recommended subgrade moisture content and density prior to

construction of the building floor slabs.

Where appropriate, saw-cut control joints should be placed in the slab to help control the location

and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints

or any cracks in pavement areas that develop should be sealed with a water-proof, non-extruding





compressible compound specifically recommended for heavy duty concrete pavement and wet

environments.

The use of a vapor retarder or barrier should be considered beneath concrete slabs on grade that

will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when

the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor

retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures

and cautions regarding the use and placement of a vapor retarder/barrier.


We recommend the area underlying the floor slab be rough graded and then compacted prior to

final grading and placement of base course aggregate. Particular attention should be paid to high

traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are

located. Areas where unsuitable conditions are located should be repaired by removing and

replacing the affected material with properly compacted fill. All floor slab subgrade areas should

be moisture conditioned and properly compacted to the recommendations in this report

immediately prior to placement of the base course aggregate and concrete.

4.6 Pavements

4.6.1 Subgrade Preparation

On most project sites, the site grading is accomplished relatively early in the construction phase.

Fills are placed and compacted in a uniform manner. However, as construction proceeds,

excavations are made into these areas, rainfall and surface water saturates some areas, heavy

traffic from concrete trucks and other delivery vehicles disturbs the subgrade and many surface

irregularities are filled in with loose soils to improve trafficability temporarily. As a result, the

pavement subgrades, initially prepared early in the project, should be carefully evaluated as the

time for pavement construction approaches.

We recommend the moisture content and density of the top 9 inches of the subgrade be evaluated

and the pavement subgrades be proofrolled within two days prior to commencement of actual

paving operations. Areas not in compliance with the required ranges of moisture or density should

be moisture conditioned and recompacted. Particular attention should be paid to high traffic areas

that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas

where unsuitable conditions are located should be repaired by removing and replacing the materials

with properly compacted fills or other means of stabilization, such as chemical stabilization,

geotextiles and granular material, etc. If a significant precipitation event occurs after the evaluation

or if the surface becomes disturbed, the subgrade should be reviewed by qualified personnel

immediately prior to paving. The subgrade should be in its finished form at the time of the final

review.





4.6.2 Estimates of Minimum Pavement Thickness

Pavement thickness recommendations for asphaltic concrete and Portland cement concrete are

provided herein. Pavement thickness design is dependent upon:

the anticipated traffic conditions during the life of the pavement,

subgrade and paving material characteristics, and

climatic conditions of the region.

Multiple pavement section alternatives have been provided. The light duty section is for car parking

areas and the heavy duty section is for travel lanes and heavy truck areas. It was anticipated that

the traffic loading condition for the light duty and heavy duty sections will not exceed 45,000 and

150,000 Equivalent Single-Axle Loads (ESALs), respectively, over a 20 year design life.

As a minimum, we recommend the following typical pavement sections be considered. The

gradation for asphaltic concrete should be compatible with the thickness of the layer to be

constructed.

Typical Pavement Section Thickness (inches) 1

Traffic Area Alternative

Asphalt

Concrete

Surface

Course2

Asphalt

Concrete

Binder

Course2

Portland

Cement

Concrete 3,4

Graded

Aggregate

Base

Total

Thickness

Light Duty

(Car Parking)

PCC -- -- 5 4 9

AC 1 2 -- 6 9

Heavy Duty

(Truck and Drive

Areas)

PCC -- -- 6 4 10

AC 1 2½ -- 8 11 ½

1. Asphalt concrete aggregates and base course materials should conform to the following TDOT

material specifications.

Section 903.11 for Surface Course, Grading E

Section 903.06 for Hot Mix Asphalt Binder Course, Grading B or B-M

Section 903.05 for Aggregate Base Course material, Grading C or D

2. Asphaltic concrete surface course, Section 411; Asphaltic concrete binder course, Section 307

3. 4,000 psi at 28 days, properly air entrained mix. PCC pavements are recommended for trash

container pads and in any other areas subjected to heavy wheel loads and/or turning traffic.

4. Joints in concrete not to exceed 30 times the concrete thickness as per ACI recommendations.

The above sections represent the minimum design thickness and, as such, periodic maintenance

should be anticipated. Prior to placement of the crushed stone the areas should be thoroughly

proofrolled. For the dumpster pads, the concrete pavement area should be large enough to

support the container and the tipping axle of the refuse truck. Proper joint spacing will be required





to prevent excessive slab curling and shrinkage cracking. The joints should be sealed as soon

as possible (in accordance with sealant manufacturer’s instructions) to minimize infiltration of

water into the underlying subgrade.

Long term performance of pavements constructed on the site will be dependent upon maintaining

stable moisture content of the subgrade soils, and providing for a planned program of preventative

maintenance. The performance of all pavements can be enhanced by minimizing excess moisture

that can reach the subgrade soils. The following recommendations should be considered at

minimum:

Final grade adjacent to pavements should slope down from pavement edges at a minimum

2%;

The subgrade and the pavement surface should have a minimum ¼ inch per foot slope to

promote proper surface drainage;

Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to

subgrade soils;

Place compacted, low permeability backfill against the exterior side of curb and gutter;

and,

Place curb, gutter and/or sidewalk directly on a lean clay subgrade soils rather than on

unbound granular base course materials to minimize water infiltration.

4.6.3 Pavement Drainage

Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on

or adjacent to the pavements could saturate the subgrade and contribute to premature pavement

deterioration. In addition, the pavement subgrade should be graded to provide positive drainage

within the granular base section. Appropriate sub-drainage or connection to a suitable daylight outlet

should be provided to remove water from the granular sub-base.

4.6.4 Pavement Maintenance

The pavement sections provided in this report represent minimum recommended thicknesses and,

as such, periodic maintenance should be anticipated. Therefore preventive maintenance should

be planned and provided for through an on-going pavement management program. Preventive

maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the

pavement investment. Preventive maintenance consists of both localized maintenance (e.g., crack

and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive

maintenance is usually the first priority when implementing a planned pavement maintenance

program and provides the highest return on investment for pavements. Prior to implementing any

maintenance, additional engineering observation is recommended to determine the type and extent

of preventive maintenance. Even with periodic maintenance, some movements and related

cracking may still occur and repairs may be required.





5.0 GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so comments can

be made regarding interpretation and implementation of our geotechnical recommendations in the

design and specifications. Terracon also should be retained to provide observation and testing

services during grading, excavation, foundation construction and other earth-related construction

phases of the project.

The analysis and recommendations presented in this report are based upon the data obtained

from the borings performed at the indicated locations and from other information discussed in this

report. This report does not reflect variations that may occur between borings, across the site, or

due to the modifying effects of construction or weather. The nature and extent of such variations

may not become evident until during or after construction. If variations appear, we should be

immediately notified so that further evaluation and supplemental recommendations can be

provided.

The scope of services for this project does not include either specifically or by implication any

environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or

prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the

potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the

project discussed and has been prepared in accordance with generally accepted geotechnical

engineering practices. No warranties, either express or implied, are intended or made. Site safety,

excavation support, and dewatering requirements are the responsibility of others. In the event that

changes in the nature, design, or location of the project as outlined in this report are planned, the

conclusions and recommendations contained in this report shall not be considered valid unless

Terracon reviews the changes and either verifies or modifies the conclusions of this report in

writing.

APPENDIX A

FIELD EXPLORATION

TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: SOUTH CLEVELAND, TN (1/1/1974).

51 Lost Mound Dr. Suite 135

Chattanooga, TN 37406

E2155001 Project Manager:

Drawn by: Checked by:

Approved by:

SITE LOCATION

Proposed Cleveland Nissan Pleasant Grove Road


ECJ GFM

DLH

1:24,000

E2155001.A-1

01/09/2015 A-1

Exhibit GFM

Project No.

Scale: File Name:

Date:

EXPLORATION PLAN

A-2a51 Lost Mound Drive, Suite 135 Chattanooga, TN 37406

PH. (423) 499-6111 FAX. (423) 499-8099

E2155001

01/09/2015

GFM

GFM

DLH

DLH

N.T.S.

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

Exhibit

E2155001.A-2DIAGRAM IS FOR GENERAL LOCATION

ONLY, AND IS NOT INTENDED FOR

CONSTRUCTION PURPOSES

B-1

Proposed Cleveland NissanPleasant Grove Road


B-2

B-3

B-4

B-5

B-6

B-7

B-8

B-9

B-15

B-14

B-10B-11

B-12

B-18

B-17

B-13

B-16

EXPLORATION PLAN

A-2b51 Lost Mound Drive, Suite 135 Chattanooga, TN 37406

PH. (423) 499-6111 FAX. (423) 499-8099

E2155001

01/09/2015

GFM

GFM

DLH

DLH

N.T.S.

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

Exhibit

E2155001.A-2DIAGRAM IS FOR GENERAL LOCATION

ONLY, AND IS NOT INTENDED FOR

CONSTRUCTION PURPOSES

B-1

Proposed Cleveland NissanPleasant Grove Road


B-2

B-3

B-4

B-5

B-6

B-7

B-8

B-9

B-15

B-14

B-10B-11

B-12

B-18

B-17

B-13

B-16




Responsive ■ Resourceful ■ Reliable Exhibit A-3

Field Exploration Description

The subsurface exploration consisted of drilling and sampling eighteen (18) borings at the site to

depths ranging from about 5 to 32½ feet bgs. The boring locations were laid out by Terracon

personnel. Distances from these locations to the reference features indicated on the attached

diagram are approximate and estimated. Right angles for the boring location measurements were

estimated. The locations of the borings should be considered accurate only to the degree implied

by the means and methods used to define them.

The borings were drilled with an ATV-mounted rotary drill rig using hollow stem augers to advance

the boreholes. Representative soil samples were obtained by the split-barrel sampling procedure.

In this procedure, the number of blows required to advance a standard 2-inch O.D. split-barrel

sampler the last 12 inches of the typical total 18-inch penetration by means of an automatic

140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value (N).

These values are indicted on the borings logs at the depths of occurrence. This value is used to

estimate the in-situ relative density of cohesionless soils and the consistency of cohesive soils.

The sampling depths and penetration distance, plus the standard penetration resistance values,

are shown on the boring logs. The samples were sealed and taken to the laboratory for testing

and classification.

An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed

on this site. A greater efficiency is typically achieved with the automatic hammer compared to the

conventional safety hammer operated with a cathead and rope. Published correlations between

the SPT values and soil properties are based on the lower efficiency cathead and rope method.

This higher efficiency affects the standard penetration resistance blow count (N) value by

increasing the penetration per hammer blow over what would obtained using the cathead and

rope method. The effect of the automatic hammer's efficiency has been considered in the

interpretation and analysis of the subsurface information for this report.

Field logs of each boring were prepared by the drill crew. These logs included visual classifications

of the materials encountered during drilling as well as the driller's interpretation of the subsurface

conditions between samples. Final boring logs included with this report represent an interpretation

of the field logs and include modifications based on laboratory observation and tests of the

samples.

The samples were classified in the laboratory based on visual observation, texture and plasticity.

The descriptions of the soils indicated on the boring logs are in general accordance with the

enclosed General Notes and the Unified Soil Classification System. Estimated group symbols

according to the Unified Soil Classification System are given on the boring logs. A brief description

of this classification system is attached to this report.

0.2

3.0

17.0

TOPSOILSILTY SAND WITH GRAVEL (SM), yellow brown, medium dense

SANDY LEAN CLAY WITH GRAVEL (CL), maroon, stiff to very stiff

SANDY FAT CLAY WITH GRAVEL (CH), reddish-brown, stiff

- yellow brown at 23.5'

4-5-6N=11

6-7-8N=15

2-4-4N=8

3-4-4N=8

3-6-7N=13

3-5-7N=12

4-5-5N=10

3.0(HP)

3.5(HP)

2.25(HP)

3.75(HP)

3.0(HP)

3.0(HP)

2.5(HP)

4316

11

18

15

16

22

21

26-23-3

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

Latitude: 35.151417° Longitude: 84.951194°

GR

AP

HIC

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G See Exhibit A-2

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IS B

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2012

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131 Pleasant Grove Road Cleveland, TNSITE:

Page 1 of 2

Advancement Method:2 1/4" Hollow Stem Auger

Abandonment Method:Borings backfilled with soil cuttings upon completion.

51 Lost Mound Drive, Suite 135Chattanooga, Tennessee

Notes:

Project No.: E2155001

Drill Rig: DR0009

Boring Started: 1/8/2015

BORING LOG NO. B-1Sonic AutomotiveCLIENT:Charlotte, North Carolina

Driller: C. Penton

Boring Completed: 1/8/2015

Exhibit: A-4

See Exhibit A-3 for description of fieldprocedures.See Appendix B for description of laboratoryprocedures and additional data (if any).

See Appendix C for explanation of symbols andabbreviations.

PROJECT: Cleveland Nissan

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25

Water Encountered at 30'WATER LEVEL OBSERVATIONS

32.5

SANDY FAT CLAY WITH GRAVEL (CH), reddish-brown, stiff (continued)

- maroon at 28.5'

Auger Refusal at 32.5 Feet

4-6-3N=9

1.75(HP) 17


LOCATION

DEPTH


GR

AP

HIC

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G See Exhibit A-2

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Page 2 of 2




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-4




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30

Water Encountered at 30'WATER LEVEL OBSERVATIONS

0.2

3.0

17.0

23.0

25.0

TOPSOILGRAVELLY LEAN CLAY WITH SAND (CL), yellow brown, stiff


SANDY FAT CLAY WITH GRAVEL (CH), reddish-brown, stiff to very stiff

FAT CLAY WITH SAND (CH), trace gravel, reddish-brown, stiff

Boring Terminated at 25 Feet

3-4-8N=12

8-10-9N=19

4-3-7N=10

4-5-6N=11

8-9-11N=20

6-6-7N=13

4-4-4N=8

4.5(HP)

2.5(HP)

4.5(HP)

4.5(HP)

3.5(HP)

2.5(HP)

11

13

17

17

17

18

22


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

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IS B

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Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-5




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5

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15

20

25

No free water observedWATER LEVEL OBSERVATIONS

0.2

3.0

5.0

12.0

25.0

TOPSOILSANDY SILT WITH GRAVEL (ML), grayish-brown, stiff to very stiff

SANDY LEAN CLAY (CL), trace gravel, maroon, stiff to very stiff


SANDY FAT CLAY WITH GRAVEL (CH), brown, stiff


4-6-6N=12

3-8-9N=17

2-7-10N=17

4-5-7N=12

2-3-6N=9

4-4-8N=12

2-3-6N=9

4.5(HP)

2.0(HP)

3.25(HP)

3.25(HP)

3.5(HP)

2.5(HP)

4.0(HP)


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

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IS B

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Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-6




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0.3

8.0

12.0

22.0

25.0

TOPSOIL, trace gravelCLAYEY GRAVEL WITH SAND (GC), maroon and brown, medium dense

SANDY SILT (ML), trace gravel, yellow brown and olive-brown mottled,very stiff

SANDY SILT WITH GRAVEL (ML), maroon mottled, stiff to very stiff

SANDY FAT CLAY (CH), trace gravel, maroon mottled, stiff to very stiff


8-12-11N=23

6-8-8N=16

5-6-9N=15

10-7-9N=16

4-7-7N=14

3-5-7N=12

3-4-5N=9

3.75(HP)

4.0(HP)

3.25(HP)

3.25(HP)

2.25(HP)

3.25(HP)

3.0(HP)

359

14

17

15

14

22

20

28-20-8


LOCATION

DEPTH


GR

AP

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G See Exhibit A-2

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Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-7




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0.2

3.0

22.0

25.0

TOPSOILSILTY GRAVEL WITH SAND (GM), yellow brown, medium dense

SANDY LEAN CLAY WITH GRAVEL (CL), brown mottled, very stiff

- maroon at 8.5'

GRAVELLY SILT WITH SAND (ML), brown and gray, stiff


4-6-8N=14

7-7-8N=15

6-7-9N=16

5-6-12N=18

11-12-13N=25

10-9-6N=15

6-5-5N=10

4.0(HP)

3.0(HP)

3.5(HP)

4.25(HP)

4.5(HP)

4.5(HP)

3811

18

13

16

12

13

8

29-23-6


LOCATION

DEPTH


GR

AP

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G See Exhibit A-2

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Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-8




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0.2

3.0

8.0

12.0

25.0

TOPSOILSANDY SILT WITH GRAVEL (ML), yellow brown, stiff to very stiff

SANDY LEAN CLAY WITH GRAVEL (CL), brown and light brown, verystiff

FAT CLAY (CH), trace gravel, brown mottled, stiff

SANDY SILT WITH GRAVEL (ML), brown mottled, stiff to very stiff

- brown and olive mottled at 18.5'


3-6-6N=12

6-9-10N=19

3-6-9N=15

2-4-6N=10

6-6-7N=13

4-6-8N=14

4-6-10N=16

3.5(HP)

3.25(HP)

3.0(HP)

2.0(HP)

3.25(HP)

4.0(HP)

3.0(HP)


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

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IS B

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Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-9




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0.2

5.0

17.0

25.0

TOPSOILSANDY SILT (ML), trace gravel, reddish-brown and yellow brown, stiff tovery stiff

SANDY LEAN CLAY WITH GRAVEL (CL), maroon mottled, stiff to verystiff

- brown and gray mottled at 13.5'

SANDY SILT WITH GRAVEL (ML), maroon mottled and brown, stiff tovery stiff


4-6-8N=14

5-7-8N=15

4-6-9N=15

3-3-5N=8

3-7-11N=18

6-6-7N=13

4-5-8N=13

3.75(HP)

2.5(HP)

3.5(HP)

2.5(HP)

4.5(HP)

4.5(HP)

14

13

17

17

12

14

14


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-10




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25


0.2

3.0

5.0

TOPSOILFILL - SANDY LEAN CLAY , yellow brown mottled

LEAN CLAY WITH SAND (CL), yellowish-brown, very stiff


2-2-7N=9

6-8-10N=18

2.5(HP)

3.75(HP)

19

19


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-11




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5


0.2

5.0

TOPSOILSANDY LEAN CLAY WITH GRAVEL (CL), yellow brown and gray mottled,stiff to very stiff


3-5-7N=12

5-7-13N=20

3.75(HP)

4.75(HP)


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-12




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5


0.2

5.0

GRAVELSANDY LEAN CLAY (CL), trace gravel, yellow brown mottled, stiff to verystiff

- maroon mottled at 3.5'


3-5-6N=11

5-7-8N=15

3.5(HP)

1.75(HP)


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-13




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5


0.3

3.0

5.0

TOPSOIL, trace gravelFILL - SANDY LEAN CLAY , maroon, trace shale fragments

SANDY LEAN CLAY WITH GRAVEL (CL), dark maroon, very stiff, shalefragments


3-3-6N=9

8-9-13N=22

3.75(HP)

4.25(HP)


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-14




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5


0.20.4

3.0

5.0

ASPHALT, 2 inchesBASESTONE, 3 inchesFILL - CLAYEY SAND WITH GRAVEL , yellow brown

SANDY LEAN CLAY WITH GRAVEL (CL), yellow brown to olive-brownmottled, stiff


8-9-9N=18

6-4-7N=11

3.25(HP)

4.25(HP)

4216

15

29-21-8


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1


Abandonment Method:Borings backfilled with soil cuttings upon completion.Sealed with bituminous cold patch at surface.


Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-15




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5


0.3

5.0

TOPSOILSANDY LEAN CLAY WITH GRAVEL (CL), brown mottled, stiff to very stiff


3-5-7N=12

5-6-7N=13

3.5(HP)

4.0(HP)


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-16




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5


0.3

8.0

10.0

TOPSOILCLAYEY GRAVEL WITH SAND (GC), maroon mottled, medium dense

SANDY LEAN CLAY (CL), trace gravel, maroon mottled, very stiff


4-4-12N=16

8-7-9N=16

5-7-10N=17

4-7-13N=20

3.5(HP)

4.25(HP)

4.0(HP)

3.5(HP)

28

12

12

11

20

27-18-9


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-17




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10


0.3

3.0

10.0

TOPSOILLEAN CLAY WITH GRAVEL (CL), trace sand, maroon mottled, stiff tovery stiff

SANDY LEAN CLAY WITH GRAVEL (CL), yellow brown mottled, stiff tovery stiff

- maroon at 8.5'


9-5-7N=12

4-7-7N=14

5-7-8N=15

6-9-11N=20

4.5(HP)

3.25(HP)

3.25(HP)

3.5(HP)


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-18




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10


0.3

3.0

10.0

TOPSOILFILL - SILTY SAND WITH GRAVEL , maroon, with shale fragments

SANDY LEAN CLAY WITH GRAVEL (CL), maroon and brown mottled,stiff to very stiff


4-4-5N=9

4-6-9N=15

3-8-8N=16

4-5-9N=14

3.25(HP)

3.5(HP)

4.5(HP)

3.5(HP)

3513

16

15

16

27-23-4


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-19




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10


0.3

3.0

10.0

TOPSOIL, trace gravelFILL - GRAVELLY LEAN CLAY WITH SAND , maroon to light brown, withshale fragments

SANDY LEAN CLAY WITH GRAVEL (CL), maroon and brown mottled,stiff to very stiff


4-5-8N=13

5-8-9N=17

4-6-8N=14

4-4-5N=9

2.5(HP)

3.75(HP)

4.5(HP)

2.25(HP)

17

11

11

16


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1




Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-20




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10


0.20.5

5.0

8.0

10.0

ASPHALT, 2 inchesBASESTONE, 4 inchesFILL - SANDY LEAN CLAY , maroon to gray, trace shale fragments

SANDY LEAN CLAY WITH GRAVEL (CL), maroon, stiff to very stiff, withshale fragments

SANDY SILT (ML), gray, stiff, trace shale fragments


7-5-6N=11

5-5-6N=11

6-6-8N=14

5-5-5N=10

4.0(HP)

3.5(HP)

3.75(HP)

16

15

12

10


LOCATION

DEPTH


GR

AP

HIC

LO

G See Exhibit A-2

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/20

/15


Page 1 of 1


Abandonment Method:Borings backfilled with soil cuttings upon completion.Sealed with bituminous cold patch at surface.


Notes:


Drill Rig: DR0009



Driller: C. Penton


Exhibit: A-21




FIE

LD T

ES

TR

ES

ULT

S

LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ts

f)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10


APPENDIX B

LABORATORY TESTING




Responsive ■ Resourceful ■ Reliable Exhibit B-1

Laboratory Testing

As part of the testing program, all samples were examined in the laboratory by experienced

personnel and classified in accordance with the attached General Notes and the Unified Soil

Classification System based on the texture and plasticity of the soils. The group symbol for the

Unified Soil Classification System is shown in the appropriate column on the boring logs and a

brief description of the classification system is included in this appendix.

At that time, the field descriptions were confirmed or modified as necessary and an applicable

laboratory testing program was formulated to determine engineering properties of the subsurface

materials.

Laboratory tests were conducted on selected soil samples and the test results are presented in

this appendix. The laboratory test results were used for the geotechnical engineering analyses,

and the development of foundation and earthwork recommendations. Laboratory tests were

performed in general accordance with the applicable ASTM, local, or other accepted standards.

Selected soil samples obtained from the site were tested for in-situ moisture content, gradation,

and Atterberg limits. In addition, a hand penetrometer was used to estimate the approximate

unconfined compressive strength of some samples. The hand penetrometer has been correlated

with unconfined compression tests and provides a better estimate of soil consistency than visual

examination alone. The test results are provided on the boring logs included in Appendix A.

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

% FINES % CLAY USCS

B-1

B-4

B-5

0.0

0.0

0.0

18.1

35.3

31.6

38.5

30.1

30.3

DEPTH

0.327 3.141 1.995

1 - 2.5

1 - 2.5

1 - 2.5

GRAIN SIZE

SILTY SAND with GRAVEL(SM)

CLAYEY GRAVEL with SAND(GC)

SILTY GRAVEL with SAND(GM)

16 20

100

90

80

70

60

50

40

30

20

10

0

REMARKS

SILT OR CLAYCOBBLESGRAVEL SAND

medium

43.3

34.6

38.0

GRAIN SIZE IN MILLIMETERS

PERCENT FINER

3/4 1/23/8

SIEVE(size)

D60

30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

44 10063 2

fine coarse

SOIL DESCRIPTION

CU

BORING ID

10 14 506 2001.5 81 140

coarse fine

COEFFICIENTS

% COBBLES % GRAVEL % SAND

D30

D10

CC

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

% SILT

1 1/2"1"

3/4"1/2"3/8"#4#10#20#40#60#100#200

100.095.8791.9381.8771.1264.7461.3558.6155.5643.33

100.087.0681.8179.7775.864.6754.949.6646.9644.8342.7134.59

100.088.5176.8575.1868.3760.0254.7451.5148.8746.2338.02

GRAIN SIZE DISTRIBUTIONASTM D422

SM

GC

GM


PROJECT NUMBER: E2155001PROJECT: Cleveland Nissan

SITE: 131 Pleasant Grove Road Cleveland, TN

EXHIBIT: B-2

CLIENT:Sonic AutomotiveCharlotte, North Carolina

LAB

OR

AT

OR

Y T

ES

TS

AR

E N

OT

VA

LID

IF S

EP

AR

AT

ED

FR

OM

OR

IGIN

AL

RE

PO

RT

.

GR

AIN

SIZ

E: U

SC

S 1

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/16

/15

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

% FINES % CLAY USCS

B-12

B-14

B-16

0.0

0.0

0.0

16.1

41.6

26.5

42.1

30.4

38.0

DEPTH

0.093

0.621 5.111 1.655

1 - 2.5

3.5 - 5

1 - 2.5

GRAIN SIZE

CLAYEY SAND with GRAVEL(SC)

CLAYEY GRAVEL with SAND(GC)

SILTY SAND with GRAVEL(SM)

16 20

100

90

80

70

60

50

40

30

20

10

0

REMARKS

SILT OR CLAYCOBBLESGRAVEL SAND

medium

41.8

28.0

35.5

GRAIN SIZE IN MILLIMETERS

PERCENT FINER

3/4 1/23/8

SIEVE(size)

D60

30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

44 10063 2

fine coarse

SOIL DESCRIPTION

CU

BORING ID

10 14 506 2001.5 81 140

coarse fine

COEFFICIENTS

% COBBLES % GRAVEL % SAND

D30

D10

CC

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

% SILT

1 1/2"1"

3/4"1/2"3/8"#4#10#20#40#60#100#200

100.096.4183.8770.6462.1457.4153.9550.7441.76

100.080.3980.3973.2258.4448.0741.8238.736.5234.4428.04

100.092.188.9785.3573.4861.6954.0649.6246.3643.2835.45

GRAIN SIZE DISTRIBUTIONASTM D422

SC

GC

SM


PROJECT NUMBER: E2155001PROJECT: Cleveland Nissan

SITE: 131 Pleasant Grove Road Cleveland, TN

EXHIBIT: B-3

CLIENT:Sonic AutomotiveCharlotte, North Carolina

LAB

OR

AT

OR

Y T

ES

TS

AR

E N

OT

VA

LID

IF S

EP

AR

AT

ED

FR

OM

OR

IGIN

AL

RE

PO

RT

.

GR

AIN

SIZ

E: U

SC

S 1

E21

5500

1. C

LEV

ELA

ND

NIS

SA

N.G

PJ

TE

RR

AC

ON

2012

.GD

T

1/16

/15

APPENDIX C

SUPPORTING DOCUMENTS

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Unconfined CompressiveStrength, Qu, tsf

Very Loose 0 - 3 0 - 6 Very Soft less than 0.25

7 - 18 Soft 0.25 to 0.50

10 - 29 19 - 58 0.50 to 1.00

59 - 98 Stiff 1.00 to 2.00

> 99 2.00 to 4.00

LOCATION AND ELEVATION NOTES

SA

MP

LIN

G

FIE

LD

TE

ST

S

(HP)

(T)

(b/f)

(PID)

(OVA)

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field

visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

< 55 - 12> 12

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Loose

Very Stiff

Standard Penetration orN-Value

Blows/Ft.

Ring SamplerBlows/Ft.

Ring SamplerBlows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff

8 - 15

5 - 9

30 - 50

WA

TE

R L

EV

EL

Auger

Shelby Tube

Ring Sampler

Grab Sample

Split Spoon

Macro Core

Rock Core

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)

ST

RE

NG

TH

TE

RM

S

> 4.00

4 - 8

GENERAL NOTES

Gfmalouf

Text Box

Exhibit C-1

Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A

Soil Classification

Group

Symbol Group Name

B

Coarse Grained Soils:

More than 50% retained

on No. 200 sieve

Gravels:

More than 50% of

coarse fraction retained

on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu 4 and 1 Cc 3 E

GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E

GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:

50% or more of coarse

fraction passes No. 4

sieve

Clean Sands:

Less than 5% fines D

Cu 6 and 1 Cc 3 E

SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E

SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic: PI 7 and plots on or above “A” line

J CL Lean clay

K,L,M

PI 4 or plots below “A” line J ML Silt

K,L,M

Organic: Liquid limit - oven dried

0.75 OL Organic clay

K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays:

Liquid limit 50 or more

Inorganic: PI plots on or above “A” line CH Fat clay

K,L,M

PI plots below “A” line MH Elastic Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay

K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve

B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name. C

Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly

graded gravel with silt, GP-GC poorly graded gravel with clay. D

Sands with 5 to 12% fines require dual symbols: SW-SM well-graded

sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded

sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

6010

2

30

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”

whichever is predominant. L

If soil contains 30% plus No. 200 predominantly sand, add “sandy” to

group name. M

If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N

PI 4 and plots on or above “A” line. O

PI 4 or plots below “A” line. P

PI plots on or above “A” line. Q

PI plots below “A” line.

Gfmalouf

Text Box

Exhibit C-2

geotechnical engineering report -...

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