UNITED CONSULTING625 Holcomb Bridge Road | Norcross, GA 30071 | (770) 209-0029www.unitedconsulting.com

REPORT

Geotechnical Exploration Murphy Express

NEQ Commerce Drive and North Redwood Road.

Utah County Saratoga Springs, Utah

Project Number 2015.0931.01

October 22, 2015 Revised October 23, 2015

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

TABLE OF CONTENTS

EXECUTIVE SUMMARY PROJECT INFORMATION ............................................................................................................2 PURPOSE ........................................................................................................................................3 SCOPE .............................................................................................................................................3 REGIONAL GEOLOGY .................................................................................................................3 USDA Soil Survey .......................................................................................................................... 4 SUBSURFACE CONDITIONS ......................................................................................................4 LABORATORY TESTING PROGRAM ........................................................................................4 DISCUSSION AND RECOMMENDATIONS ...............................................................................5

Existing Fill Consideration ...........................................................................................................5 Site Preparation ............................................................................................................................5 Expansive Soils Consideration .....................................................................................................5 Difficult Excavation .....................................................................................................................6 Groundwater Considerations ........................................................................................................6 Foundation Design and Construction ...........................................................................................6 Floor Slabs ....................................................................................................................................7 Pavement Design Parameters .......................................................................................................7 Pavement Design ..........................................................................................................................7 Seismic Site Class .........................................................................................................................9 Earthwork .....................................................................................................................................9 Caving Considerations ..................................................................................................................9 Fill Placement ...............................................................................................................................9

LIMITATIONS ..............................................................................................................................10 FIGURE Figure 1 – Boring Location Plan APPENDIX General Notes /Narrative of Drilling Operations Boring Logs (7) Exploration Procedures Laboratory Procedures Grain Size Distribution Curves (5) Liquid and Plastic Limits Test Report Moisture Density Test Report (1) CBR Sample Worksheet (1- Page) CBR Data Sheet (4-Pages)

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

EXECUTIVE SUMMARY

United Consulting has completed a Geotechnical Exploration on the proposed Murphy Express Site, located at the northeast quadrant of the intersection of North Redwood Road and Commerce Drive in Saratoga Springs, Utah County, Utah. The results from this assessment are briefly summarized below. The text of the report should be reviewed for a discussion of these items.

TYPICAL DEPTHS GENERAL SUBSURFACE CONDITIONS ENCOUNTERED

Below Topsoil-2’ Below 2’-20’

Stiff to hard silty clay with traces of sand and gravel (Fill) (CL).

Firm to very stiff silty clay with varying amounts of sand and traces of gravel (Natural) (CL).

Auger Refusal/Rock Not Encountered.

Groundwater Not Encountered.

ANTICIPATED FUTURE CUT AND/OR FILL

Based on visual Minimal grading (2 feet or less) is expected to achieve final grade.

GEOTECHNICAL CONCERNS

Groundwater Was not encountered. During wet periods a perched water table is expected at depths of 6 to 7 feet. Dewatering should be expected for excavations greater than 6 feet or so. We recommend that the USTs be anchored to resist buoyancy forces.

Existing Fill Up to 2 feet of fill was encountered in the borings. The fill appeared to be relatively clean and well compacted. Soft, unsuitable fill, if encountered, should be excavated and replaced with engineered fill.

Expansive Soils The existing clay soils are expected to have a moderately high shrink-swell potential. We recommend that the soils should be undercut to the levels necessary to allow for the inclusion of at least 12 inches of “select engineered fill” below and around pavement, foundations, utilities, and the fuel pit structures. Alternatively, the soils can be lime-treated to a depth of 8 inches below the subgrade levels. Fill to raise the site and used as backfill within 12 inches below and around foundations, slabs retaining walls, utilities, and the fuel pit structures should be a non-expansive select engineered fill. Some of the existing soils are not expected to be expansive and will not likely require undercutting.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Frost Heave Susceptible Soils

Soils at the site are expected to be susceptible to frost heave. We recommend that foundations be set to bear at least 2.5 feet below finished grade.

FOUNDATION RECOMMENDATIONS

Shallow Foundation Bearing Capacity and Settlement

The soils should be undercut to the levels necessary to allow for the inclusion of at least 12 inches of “select engineered fill” below, foundations. Foundations (spread footings or circular piers) bearing in select fill at least 2.5 feet below final grade may be designed based on a net, maximum allowable soil bearing capacity of 3,000 psf. For this bearing capacity, about 1 inch of total settlement or ½ inch of differential settlement over a 30-foot span should be expected.

PAVEMENT RECOMMENDATIONS

Recommended CBR 3.5

Standard Duty Pavement 5-inches of 4,000 psi reinforced concrete over 4-inches of GAB.

Heavy Duty Pavement 8-inches of 4,000 psi reinforced concrete over 4-inches of GAB.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 2 of 10

PROJECT INFORMATION The project site is located at the northeast quadrant of the intersection of North Redwood Road and Commerce Drive in Saratoga Springs, Utah County, Utah. The client provided a site plan, which showed the locations of the proposed building, canopy, tank pit, and associated parking and drive areas. This site plan was used as a guide to locate the boundaries of the project site. The location of the project site is shown on the attached Boring Location plan (Figure 1). At the time of our field work, the project site was accessed via Commerce Drive to the south of the site. The project site was a 1.06-acre undeveloped out-parcel, and is currently covered with grass. The site was bound on the north by a vacant, agricultural land, to the west by North Redwood Road followed by Towne Storage, to the south by Commerce Drive followed by an Auto Zone (under construction) and an undeveloped lot, and to the east by a medical office building followed by a multi-family apartment complex. The areas surrounding the project site consisted of a mixture of retail facilities, the Walmart shopping center, and residential and commercial property. No site specific topographic information was provided at the time of our exploration. Based on visual observations, the topography at the site generally sloped down from the northwest to the southeast. At the time of our field work, the area of the proposed building and canopy were covered with grass. See the attached Boring Location Plan (Figure 1) for site and boring locations. The proposed finished floor elevation (FFE) was not provided at the time of this geotechnical exploration. Based on visual observation of the site and surrounding areas, we anticipate that the cuts and fills will be minimal (2 feet or less) within the area of the building, canopy and the parking and drive areas. Based on the provided site plan, we understand that the facility will have a 8/2 MPD canopy with a 1200 square-foot service station building within the central area of the site. A total of 9 parking spaces with associated drive areas will be constructed in the west area of the site. The proposed underground storage tanks (USTs) are planned in the northwest area of the site. We understand that the structural loads are light with maximum column and wall loads not exceeding 30 kips and 2 kips per linear foot, respectively. If the actual loads and site grading information vary significantly from the above anticipated values, United Consulting must be contacted to determine if our recommendations should be re-evaluated and if revisions to the report are warranted. .

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 3 of 10

PURPOSE The purpose of this geotechnical exploration was to assess the general type and condition of the subsurface materials present at the project site and to provide recommendations to guide in site development, foundation design and quality assurance.

SCOPE The scope of our geotechnical exploration included the following items:

1. Drilling seven Standard Penetration Test (SPT) borings, with continuous sampling in the top 10 feet and sampling at 5 feet intervals below 10 feet to determine the nature and condition of the subsurface soils;

2. Obtaining one bulk sample for laboratory testing;

3. Conducting laboratory testing to include one California Bearing Ratio (CBR) Test, one

modified proctor test, five moisture content, and five Unified Soil Classification System (USCS) tests;

4. Visual evaluation of the soil samples obtained during our field testing for further

identification and classification;

5. Determine IBC seismic site class based on average N-values;

6. Analyzing the field data and laboratory results in order to provide recommended soil parameters and CBR value to be used for rigid pavement design; and;

7. Preparing this report to document the results of the fieldwork, laboratory testing, and

recommendations.

REGIONAL GEOLOGY The project site is located in the Middle Rocky Mountains Province of Utah. The Middle Rocky Mountains province in northeastern Utah consists of mountainous terrain, stream valleys, and alluvial basins. It includes the north-south trending Wasatch Range, comprised mainly of pre-Cenozoic sedimentary and Cenozoic silicic plutonic rocks, and the east-west trending Uinta Mountains, comprised mainly of Precambrian sedimentary and metamorphic rocks. According to the Geologic Map of Utah, the project site and immediately surrounding areas are underlain by Quaternary Lake Bonneville deposits which consist of clay, sand, gravel and silt.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 4 of 10

USDA Soil Survey According to the Natural Resources Conservation Services (NRCS) Soil Survey of Utah County, Utah, soils at the project site are classified as Taylorsville silty clay loam, 0 to 1 percent slopes (TaA) and Taylorsville silty clay loam, 1 to 3 percent slopes (TaB). These soils are generally classified as well drained, a seasonal high water table greater than 80 inches, and have a hydraulic permeability of about 0.60 to 2.0 inches per hour. The Taylorsville silty clay loam soils generally have a moderately high shrink-swell potential. The Soil Survey indicates that the primary limitation for building site development is frost heave and the shrink-swell potential of the soils.

SUBSURFACE CONDITIONS Below the initial topsoil layer, about 2 feet of existing fill was encountered in the borings. The fill soils generally consisted of stiff to hard silty clay with traces of sand and gravel. The standard penetration test resistance (N-values) in the fill soils ranging from 11 to 61 bpf Below the fill, natural soils were encountered in the borings. The natural soils generally consisted of firm to very stiff silty clay with varying amounts of sand and traces of gravel with the standard penetration test resistance (N-values) ranging from 8 to 29 bpf. No rock was encountered in the borings drilled to termination depths ranging from 10 to 20 feet. Groundwater was not encountered in the borings at the time of drilling. Groundwater levels should be anticipated to fluctuate with the change of seasons, during periods of very low or high precipitation, or due to changes in the floodplain or watershed upstream from the area. The borings were backfilled with the auger cuttings upon completion of drilling for safety considerations. For a more precise description of the conditions encountered within the borings, please refer to the Boring Logs provided in The Appendix.

LABORATORY TESTING PROGRAM One composite bulk soil sample was obtained from the auger cuttings of borings B-2 and B-5 at the approximate depths from zero to 5 feet. This sample was submitted to our laboratory for one Modified Proctor test and one CBR test. Laboratory testing for this project also included five moisture content tests, and five USCS classification tests (including wash 200 grain size tests, and Atterberg limits tests). Narrative descriptions of the laboratory tests and test results are included in The Appendix.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 5 of 10

DISCUSSION AND RECOMMENDATIONS The following recommendations are based on our understanding of the proposed construction, data obtained in our soil test borings, a site reconnaissance and our experience with soils and subsurface conditions similar to those encountered at this site. United Consulting requests the opportunity for a general review of final design documents and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in the design and specifications. We recommend that United Consulting, as the Geotechnical Engineer of Record, be consulted during construction to conduct Geotechnical Controls as the Owner's Representative. Existing Fill Consideration The borings encountered fill or possible fill to depths ranging up to about 2 feet. The fill soils generally appeared to be clean and well compacted. It is not uncommon to find soft soils, pits of buried trash, topsoil, boulders, highly expansive soil, or other unsuitable materials within undocumented fill or previously disturbed soils. Borings alone are not well suited to evaluate the existing fill. United Consulting recommends that the project budget include contingency funds in the event that soft soils, buried trash, or other unsuitable materials requiring removal are encountered within the fill. Site Preparation Initial site preparation should include complete removal of topsoil, vegetation, or other deleterious materials that may exist in or within 5 feet beyond the limits of the proposed construction area. Following the initial site preparation operations and lowering the site grade where needed, the exposed subgrade within the planned building, canopy and new pavement areas should be proofrolled. Proofrolling should be accomplished with a fully loaded, tandem-axle dump truck or its equivalent with two complete coverages in each of two perpendicular directions in the proposed construction area. The proofrolling should be performed under the observation of the Geotechnical Engineer. Areas that exhibit "pumping" during proofrolling should be treated by a method recommended by the Geotechnical Engineer. This method may consist of undercutting and backfilling with a suitable compacted fill material, moisture conditioning, stabilization, or some other method that is deemed suitable. Expansive Soils Consideration The existing clay soils are expected to have a moderately high shrink-swell potential. United Consulting recommends the following in order to reduce the potential for distress associated with the shrink-swell potential of the on-site soils.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 6 of 10

1. Soils should be undercut to the levels necessary to allow for the inclusion of at least 12 inches of select engineered fill below and around pavement, foundations, utilities, and the fuel pit structures; alternatively, the soils can be lime-treated to a depth of 8 inches below the subgrade levels.

2. Fill to use as backfill below and around the fuel pit structures should be a “select engineered fill” consisting of clayey sand or sandy clay soil (SC, SM or CL) with a plasticity index between 10 and 22.

Difficult Excavation No rock was encountered and we do not envision difficult excavation conditions associated with rock for this project. Conventional excavation equipment should generally be sufficient for excavation of the foundations, tank pit, and utility trenches. Groundwater Considerations Groundwater was not encountered at the time of drilling, and we expect that seasonal high groundwater levels are more than 80 inches in the area of the site. Groundwater is not generally expected to significantly impact construction activities. We envision that perched water, if encountered, can be effectively managed with sumps and pumps. The contractor should be prepared to remove perched water or groundwater as needed. We recommend that the USTs be anchored to resist buoyancy forces. Foundation Design and Construction Following site preparation as recommended, the proposed lightly loaded building and canopy structure could be supported on conventional shallow foundations (square or circular piers). The shallow foundations may consist of shallow strip and/or isolated column footings supported within and underlain by suitable bearing soils. A maximum net allowable soil bearing pressure of up to 3,000 pounds per square foot (psf) is recommended. Due to the potential for frost heave, we recommend that foundations be set to bear at least 2.5 feet below existing grades. We recommend footing widths of at least 20 inches for strip footings and 24 inches for square footings. Footings should be constructed to bear at least 2.5 feet below the lowest adjacent finished grade; greater footing depths for the canopy foundations might be required for structural considerations related to uplift and overturning resistance. The Geotechnical Engineer must evaluate each footing excavation prior to steel reinforcement or concrete placement. Conditions that are observed should be compared to the test boring data and design requirements. If unsuitable bearing material is encountered, it should be excavated and replaced or otherwise treated as recommended by the Geotechnical Engineer. Surface water control should be maintained to prevent accumulation of water in footing excavations. Standing water in footing excavations should be removed promptly. Soil softened

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 7 of 10

by the water should be removed, and the Geotechnical Engineer or his representative should reexamine the area. Floor Slabs We understand that the proposed modular structure will be structurally supported and will not have a slab-on-grade. If a slab-on-grade is to be used for utility sheds or other associated structures a “conventional” slab-on-grade, designed for a subgrade modulus of 120 pounds per cubic inch (pci), may be utilized for the proposed building, provided the site is prepared as recommended. Slab area preparation should include removal and replacement of the upper 12 inches below the slab with select engineered fill or lime treatment do a depth of 8 inches. It has been our experience that the floor slab subgrade is often disturbed by weather, foundation and utility line installation, and other construction activities between completion of grading and slab construction. For this reason, our geotechnical engineer should evaluate the subgrade shortly prior to placing the concrete. Areas judged by the Geotechnical engineer to be unstable should be re-compacted or treated as recommended by the geotechnical engineer. Pavement Design Parameters United Consulting recommends the following values be considered for rigid pavement design for this project. California Bearing Ratio = 3.5 Subgrade Reaction, k = 120 pci Pavement Subgrade shall be compacted to at least 95% of the materials maximum dry density as per standard (ASTM D-698). United Consulting recommends that the aggregate base course for pavement construction be compacted to 100% of the materials Modified Proctor (ASTM D-1557) maximum dry density. The pavement should be constructed using the materials and construction procedures of the applicable Utah Department of Transportation specifications. Pavement Design We understand that rigid concrete pavement is the only pavement type being considered for the project. We recommend the following pavement sections for the project.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 8 of 10

TABLE 1: RECOMMENDED STANDARD DUTY PAVEMENT SECTION

Standard Duty Pavement Section Material Thickness (in)

PAVEMENT 4,000 psi reinforced concrete 5 BASE UDOT approved aggregate base 4

SUBGRADE Select Fill 12 *Alternatively, the soils can be lime-treated to a depth of 8 inches below the subgrade levels.

TABLE 2: RECOMMENDED HEAVY DUTY PAVEMENT SECTION

Heavy Duty Pavement

Section Material Thickness (in) PAVEMENT 4000 psi reinforced concrete 8

BASE UDOT approved aggregate base 4 SUBGRADE Select Fill 12

*Alternatively, the soils can be lime-treated to a depth of 8 inches below the subgrade levels.

The pavement should be constructed using the materials and construction procedures of the applicable Utah Department of Transportation specifications. For the subgrade preparation recommended, these pavement sections should be suitable for the anticipated traffic loads. The heavy rigid pavement section is recommended over the tank pits and trash dumpster pad areas where heavy trucks will maneuver even if standard duty pavement is used elsewhere on the project. Reinforcement and appropriate joint spacing within the concrete pavements should be determined by the project designer. The reinforced area over the UST should extend at least 10 feet beyond the limits of the UST excavation. The most critical factor in providing long-term serviceability for a pavement is a well-prepared, uniform subgrade. The long-term effects of localized areas of improperly prepared subgrade may cause cracking or potholes to develop in the pavement. Even though the potholes will affect only limited parts of the total pavement area, the overall pavement serviceability will be significantly reduced. Pavement should be installed late in construction when most heavy construction traffic such as concrete trucks, material delivery trucks, etc. will no longer come on site. If desired, a layer of base course can be placed earlier to provide a working surface. The site should then be proofrolled again, new soft areas treated, the base leveled and thickened as required, and the site paved at the end of construction.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 9 of 10

Seismic Site Class The seismic design is covered by the provisions of the 2012 International Building Code (IBC), and Chapter 20 of ASCE 7, Site Class Definitions. The site categories referenced in the IBC are defined in terms of the average shear wave velocity (Vs) in the top 100 ft. of the profile. In absence of shear wave velocities, geotechnical parameters such as standard penetration resistance (N-values) and the undrained shear strength (Su) can be utilized. Based on the average N values from our boring data, we recommend that a seismic site classification of “Site Class D” for the indicated site. This recommendation is based on the soil below depths of 20 feet to be consistent (soil type and consistency) with those encountered in the top 20 feet. No deep borings were performed at this site. A site class determination based on the average N values is necessarily conservative. Earthwork Based on the results of the laboratory testing program and our visual classification, much of the soils at the site have relatively low PI values and are generally considered to be suitable for reuse as engineered fill with proper moisture control. Some of the soils have elevated PI values and are expected to be be moderately expansive. Highly plastic, or expansive soils are not considered to be suitable for reuse. Much of the soils at the site have relatively high fines (silt and clay) content. If these soils are allowed to become saturated and subsequently disturbed by construction activities, these soils may tend to become unstable and require excavation and replacement or stabilization. We recommend that the contractor be equipped for both drying and wetting soils, as needed, to properly place and compact the fill. Positive drainage should be maintained at all times to prevent saturation of exposed soils in case of sudden rains. Rolling the surface of disturbed soils will also improve runoff and reduce the potential for construction delays due to undercutting and/or stabilization of saturated soils. Caving Considerations All excavations should be conducted in accordance with the Occupational Safety and Health Administration (OSHA) guidelines. Flattening of the excavation sidewalls and/or the use of bracing may be needed to maintain stability during construction. Fill Placement Moisture-density determinations should be performed for each soil type used to provide data necessary for quality assurance testing. The natural moisture content at the time of compaction should be within moisture content limits, which will allow the required compaction to be obtained. This is generally within three percentage points of the optimum moisture. The contractor should be prepared to increase or decrease soil water content.

9 0 0 1 : 2 0 0 8 C e r t i f i e d

Murphy Express Saratoga Springs, Utah County, Utah

Project No.: 2015.0931.01

Page 10 of 10

Typical restrictions on suitable fill are no organics, plasticity index greater than 10 and less than 22, and maximum particle size of four inches, with not more than 20 percent greater than ¾-inch. The fill should be placed in thin lifts and then compacted. We recommend that fill be compacted to at least 95 percent of Modified Proctor (ASTM D 1557) maximum dry density. A representative of the Geotechnical Engineer must monitor fill placement on a full-time basis. In-place density tests performed by that individual will evaluate the degree of compaction being attained.

LIMITATIONS This report is for the exclusive use of Greenberg Farrow, Murphy Oil Corporation and the designers of the project described herein, and may only be applied to this specific project. Our conclusions and recommendations have been prepared using generally accepted standards of Geotechnical Engineering practice in the State of Utah. No other warranty is expressed or implied. Our firm is not responsible for conclusions, opinions or recommendations of others. The right to rely upon this report and the data within may not be assigned without UNITED CONSULTING’S written permission. The scope of this evaluation was limited to an evaluation of the load-carrying capabilities and stability of the subsoils. Oil, hazardous waste, radioactivity, irritants, pollutants, molds, or other dangerous substance and conditions were not the subject of this study. Their presence and/or absence are not implied or suggested by this report, and should not be inferred. Our conclusions and recommendations are based upon design information furnished us, data obtained from the previously described exploration and testing program and our past experience. They do not reflect variations in subsurface conditions that may exist intermediate of our borings and in unexplored areas of the site. Should such variations become apparent during construction, it will be necessary to re-evaluate our conclusions and recommendations based upon “on-site” observations of the conditions. If the design or location of the project is changed, the recommendations contained herein must be considered invalid, unless the changes are reviewed by our firm, and our recommendations are either verified or modified in writing. When design is complete, we should be given the opportunity to review the foundation plan, grading plan, and applicable portions of the specifications to see if they are consistent with the intent of our recommendations. UNITED CONSULTING

= Boring Location

Scale: NTS Client: Greenberg Farrow

FIG. 1 Prepared: BNB Site:

Murphy Express-Saratoga Springs, UT Checked: KK

Project No.: 2015.0931.01 Title: Boring Location Plan

B-1

B-7

B-6

B-4

B-5

B-3

B-2

APPENDIX

General Notes /Narrative of Drilling Operations Boring Logs (7)

Exploration Procedures Laboratory Procedures

Grain Size Distribution Curves (5) Liquid and Plastic Limits Test Report (1-page)

Moisture Density Test Report (1) CBR Sample Worksheet (1-page)

CBR Data Sheet (4-pages)

EXPLORATION PROCEDURES Eight (8) Standard Penetration Test (SPT) borings (numbered B-1 through B-7) were drilled at the approximate locations shown on the attached Boring Location Plan (Figure 1). Borings B-1 and B-6 were drilled on the canopy area to depths of 20 feet; borings B-3 and B-4 were drilled at two corners of the proposed building to depths of 20 feet. Boring B-2 was drilled in the proposed tank pit area to a depth of 20 feet, and borings B-5 and B-7 were drilled on the proposed parking and drive area to depths of 10 feet. Soil samples obtained using the split spoon sampler were examined by the geotechnical engineer and classified according to the visual-manual procedure described in ASTM D 2488-00. Soil test borings were performed in general accordance with ASTM D 1586. A narrative of field operations is included in The Appendix. The borings were located in the field by the staff engineer based on a site plan prepared by client. The boring locations were established by measuring distances from existing curb lines and other features adjacent to the project site. The boring locations are shown on the attached Boring Location Plan and should be considered approximate. The borings were backfilled after completion of drilling.

LABORATORY PROCEDURES California Bearing Ratio (CBR) The California Bearing Ratio, generally abbreviated to CBR, is a punching shear test and is a comparative measure of the shearing resistance of a soil. The CBR is a semi-empirical index of the strength and deflection characteristics of a soil that has been correlated with pavement performance to establish pavement thickness design curves. The CBR is used with these empirical curves to select thickness of pavement components (i.e., surface course, base course, and sub base). CBR tests were run generally as described in ASTM D 1883. A representative sample was compacted at the optimum moisture content as determined per ASTM D-698 Standard Proctor. The test was performed on a 6-inch diameter, 4.585-inch thick disc of compacted soil that was confined in a cylindrical steel mold. CBR tests may be run on the compacted samples in either soaked or non-soaked conditions, a soaked test was performed for this project. During testing, a piston apparently 2 inches in diameter is forced into the soil sample at the rate of penetration 0.05 inches per minute. The CBR number is obtained as the ratio of the load to penetrate the sample to a certain depth to the load required to penetrate a standard sample of crushed stone to a sample depth. The CBR number is usually based on the load ratio for a penetration of 0.10 inches. If, however, the CBR value at a penetration of 0.20 inches is significantly larger, the test is redone. If a second test also yields a larger CBR number at 0.20 inches, the CBR for 0.20 inches is used. The design CBR value is estimated from a plot of Dry Density versus CBR values for 0.1-inch and 0.2-inch penetration. Design values corresponding to a CBR value interpolated at 95% Maximum Dry Density of Standard Proctor test (ASTM D698) is also included in The Appendix.

Standard / Modified Proctor This test determines the maximum dry density that could be achieved by using uniform compaction effort at varying moisture contents. Two primary methods of compaction are used. For standard Proctor, 5.5-lb. rammer is dropped 12 inches and for modified Proctor, 10-lb. rammer is dropped 18 inches for compaction on the bulk sample in the cylindrical mold. Compaction is done in 3 and 5 equal layers respectively. The methods are explained in ASTM D 698 and ASTM D 1557, respectively. The results of the Standard Proctor tests are included in The Appendix. Grain Size (Sieve) Analysis with or without Hydrometer Grain Size Analysis tests were performed to determine the particle size distribution of selected samples tested. The grain size distribution of soils coarser than a number 200 sieve was determined by passing the samples through a standard set of nested sieves. Materials finer than the number 200 sieves were suspended in water and the grain size distribution computed from the time rate of settlement of the different size particles. Air-dried soil passed through a #200

sieve. 50 grams of that must soak in s/c agent for a minimum of 8 hours. Soil is then put in graduated cylinder with a hydrometer. Readings are taken at specified times. A graph is drawn from data. These tests were similar to those described by ASTM D 421 and D 422. The results are included in The Appendix. Unified Soil Classification System (USCS) Soils to be classified as per Unified Soil classification System (USCS) are generally required to perform grain size analysis (particle size distribution), liquid limit and plasticity index tests when precise classification is required. After performing the required tests, the classification is generally performed in accordance with ASTM D 2487. These classification tests are typically required by GDOT in the areas of construction of new pavement over existing paved shoulders, areas of muck, swamp, lake/pond bottom, etc. The results are included in The Appendix. Liquid and Plastic Limits (Atterberg Limits) Liquid Limit and Plastic Limit tests aid in the classification of the soils and provide an indication of the soil behavior with moisture change. The Plasticity Index is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid Limit is the moisture content at which the soil will flow as a heavy viscous fluid and is the upper limit of the plastic range, as determined in accordance with ASTM D 4318. The Plastic Limit is the moisture content at which the soil begins to lose its plasticity, as determined in accordance with ASTM D 4318. The Plasticity Index is the difference between the Liquid Limit and Plastic Limit. The Liquidity Index is the ratio of the difference between the in-place moisture and the plastic limit to the Plasticity Limit. The data obtained are in The Appendix. Moisture Content The moisture content was determined for selected soil samples obtained in the split spoon sampler. A representative portion of each sample was weighed and then placed in an oven and dried at 110 degree Centigrade for at least 15 to 16 hours. After removal from the oven, the soil was again weighed. The weight of the moisture lost during drying thus was determined. From this data, the moisture content of the sample was then calculated as the weight of moisture divided by dry weight of the soil, expressed as a percentage. This test was conducted according to ASTM D 2216. The moisture content results are indicated on the attached boring logs. Moisture content is a useful index of a soil’s compressibility. If the soil is to be used as fill, the moisture content may be compared to the range of water content for which proper compaction may be achieved.