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GEOTECHNICAL ENGINEERING REPORT (UPDATED) OMNI COMMERCE PARK

DROP-OFF DRIVE SUMMERVILLE, SOUTH CAROLINA

TERRACON PROJECT NO. 73055114A, REPORT NO. 16204

Prepared for:

EASTWAY PROPERTIES Charlotte, North Carolina

Prepared by:

Columbia, South Carolina

TABLE OF CONTENTS

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

2.0 PROJECT DESCRIPTION.................................................................................................1

3.0 SITE EXPLORATION PROCEDURES.............................................................................2 3.1 Field Exploration......................................................................................................2 3.2 Laboratory Testing ..................................................................................................4

4.0 SITE CONDITIONS............................................................................................................4

5.0 SUBSURFACE CONDITIONS ..........................................................................................6 5.1 Geology ...................................................................................................................6 5.2 Soil Conditions ........................................................................................................7 5.3 Groundwater Conditions........................................................................................10

6.0 ENGINEERING RECOMMENDATIONS ........................................................................10 6.1 General Discussion ...............................................................................................10 6.2 Site Grading Considerations .................................................................................11 6.3 Foundation Recommendations .............................................................................14 6.4 Seismic Site Classification ....................................................................................17 6.5 Site Specific Seismic Parameters .........................................................................17 6.6 Floor Slab Recommendations ...............................................................................19 6.7 Pavement Recommendations ...............................................................................19

7.0 SUPPLEMENTARY GEOTECHNICAL EXPLORATION ..............................................19

8.0 GENERAL COMMENTS..................................................................................................20

APPENDIX A Site Location Map Master Boring Layout Plan Boring Layout Plan (Section A) Boring Layout Plan (Section B) Boring Layout Plan (Section C) Soil Series Map

APPENDIX B Boring Logs B-1 through B-82 CPT Sounding CPT-01

Shear Wave Velocity Profile and Calculations

Test Pit Logs TP-1 through TP-4 Hand Auger Boring HA-1

APPENDIX C Summary of Laboratory Data Laboratory Data Sheets

APPENDIX D General Notes Unified Soil Classification System

GEOTECHNICAL ENGINEERING REPORT OMNI COMMERCE PARK

SUMMERVILLE, SOUTH CAROLINA

PROJECT NO. 73055114A, REPORT NO. 16204 September 12, 2006

1.0 INTRODUCTION

Terracon has completed a geotechnical exploration for Eastway Properties’ planned Omni Commerce Park on the I-26 Frontage Road (Drop-Off Drive) near Summerville, South Carolina. Twenty soil test borings, four test pits, and one hand auger boring were performed to supplement sixty two soil test borings and one seismic cone penetration test (SCPT) sounding performed by Terracon for Mr. Baucom at the site in January 2006. In all, the soil test borings range in depth from 30 to 57-1/2 feet below the existing ground surface. The Boring Location Plans are included in Appendix A and the individual boring logs are included in Appendix B of this report. The primary purpose of this exploration was to collect general subsurface information across the site so that we could evaluate the subsurface conditions for general site development considerations. This report presents our findings and preliminary recommendations.

As noted, sixty two soil test borings were performed at this site by Terracon in January 2006. Those borings were included in a similar geotechnical engineering report for this property with a slightly different development layout (Terracon Report No. 16105, dated March 6, 2006). This report incorporates those development changes and considers additional areas not included in the original report. This document has been prepared to function as a standalone report and replaces the referenced earlier report.

2.0 PROJECT DESCRIPTION

We understand that the project consists of the development of a 323±-acre tract of land located on the I-26 Frontage Road near Summerville, South Carolina into a commercial/industrial park. Based on plans provided by Mr. Mabry of Mabry Engineering and Mr. Davis, we understand that the site contains about 176-1/2 acres of developable land divided by various manmade and natural features. The primary divider is the wetland areas associated with Dawson’s Branch.

The site has been subdivided into 3 sections; Sections A, B, and C as shown in Figure 2 in Appendix A. Mr. Davis has categorized the developable land in each section as either improved or unimproved. We understand that improved areas are generally those that have been cleared and developed in the past. Conversely, unimproved areas are developable but are currently wooded or otherwise not cleared. Based on his estimation, the sections encompass the following approximate developable (unimproved and improved) acreages.

Omni Commerce Park TERRACON Job No. 73055114A, Report No. 16204 September 18, 2006

• Section A – 46.94 acres improved, 19.38 unimproved • Section B – 30.38 acres improved, 21.24 unimproved • Section C – 58.52 acres unimproved

The planned development is in a conceptual design stage; therefore, detailed information is not available at this writing. We understand that the site may ultimately be developed to support small to medium commercial and light industrial buildings. Mr. Davis has provided a drawing indicating five large buildings in Section A, three in Section B, and two in Section C. We understand that these buildings are shown on the drawing to indicate the approximate maximum construction space available and do not necessarily indicate the actual development plan.

We understand that the structures considered for the development are typically low-rise and have light to moderate structural loads. Mr. Mabry indicated that typical building loads would be 60-kip column loads and 3 klf wall loads. As the floor loading is unavailable, we have presumed that the industrial space floor loading would not exceed 250 psf and office space would not exceed 125 psf. We know of no tall buildings or buildings with heavy structural or floor loads planned as part of the development. Intermingling roadways will connect the various areas of the site. Given the likely size of the development, substantial surface parking will also be provided.

Site grading plans have not been formulated. As the site is relatively flat, cuts and fills are not expected to be substantial. Mr. Davis noted that the paved areas would likely receive about 2 feet of structural fill and the building areas would receive about 6 feet of structural fill. Greater fill depths are expected where the existing ponds will be backfilled. Slight cutting is expected to occur in the highest elevation areas of the nursery building and the adjoining beds. One to two feet material may be removed. Planned in the development is the excavation of three ponds in Section C. The excavation depths will likely be shallow, likely less than 5 feet. The excavated soil are planned to be used as structural fill, if possible.

3.0 SITE EXPLORATION PROCEDURES

3.1 Field Exploration

The field exploration included a site reconnaissance by a member of our engineering staff and drilling eighty two (82) soil test borings at the approximate locations shown on the attached Boring Location Plans, Figures 2 to 5 in Appendix A. The borings were drilled on an approximate regular grid of about one boring per 350 feet, except in Section A. A slightly closer spacing was used in some portions of this section. The number of borings per section is shown below.

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• Section A – 35 borings, Figure 3 in Appendix A • Section B – 22 borings, Figure 4 in Appendix A • Section C – 25 borings, Figure 5 in Appendix A

The boring depths ranged from 30 feet to 57-1/2 feet below the existing ground surface. The deepest boring was drilled to refusal to provide information regarding the site seismic class.

The locations of the borings were first identified on the provided plan and were referenced by northing and easting coordinates. These were then converted to latitude and longitude coordinates and were input to a hand-held global positioning satellite (GPS) unit. The GPS unit was used by our personnel to locate the borings at the site. While the GPS unit can locate points with a reasonable degree of accuracy, the precision can be affected by weather conditions, interference by external electromagnetic signals, available view of the horizon and other factors. The ground surface elevations at the boring locations were interpolated from the provided topographic plan. The boring locations shown on the Boring Location Plan and the ground elevation shown on the Boring Logs are approximate and should be considered accurate only to the degree implied by the method of location.

Portions of the site were heavily forested and clearing was necessary to provide access trails for our drill rig. Our personnel coordinated those activities with our client’s grading company.

The boreholes were advanced with an adverse terrain vehicle mounted CME 55 drill rig using hollow stem augers. In each boring, standard penetration tests were performed with a manual gravity hammer and split-spoon samples were collected at depth intervals of 2-1/2 feet in the upper 10 feet and 5-foot intervals thereafter, in general accordance with industry standards. At the completion of the drilling activities, the boreholes were checked for the presence of groundwater and then were backfilled with auger cuttings.

From the soil test borings and from offset auger borings adjacent to the soil test borings, several relatively undisturbed Shelby tube samples were collected. These samples were used in laboratory tests to estimate compressibility and strength.

Representative portions of the split-spoon samples recovered in the borings were placed in glass jars and returned to our laboratory where our engineer visually reviewed and classified them. The purposes of this review were to check the drillers’ field classifications and visually estimate the soils’ relative constituents (sand, clay, etc.). The soil types and standard penetration data are shown on the Boring Logs in Appendix B. These records represent our interpretation of the field conditions based on the driller’s field logs and our engineer’s review of the split-spoon samples. The lines designating the interfaces between various strata represent approximate boundaries only, as transitions between materials may be gradual.

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At a location central to the entire tract, a CPT sounding was advanced with a 25-ton CPT rig using a hydraulic ram. The testing was performed in accordance with industry standards. The test data, including tip resistance (qc), sleeve friction (fs), and pore pressure (u), were collected using an integrated electronic cone system. These readings were collected at 2cm vertical increments. Correlations of these data are available to aid in identifying the composition (sand, silt, clay) of the soil. The relationship, referred to as the Soil Behavior Type (SBT), is a function of the friction ratio and tip resistance.

Down-hole seismic testing was also performed in conjunction with CPT sounding to provide the information needed to select the applicable seismic site class. This testing involves directly measuring the shear wave velocity of the soil at regular (5 feet) intervals throughout the soil profile to a depth of about 35 feet, where the sounding equipment met with practical refusal. A transducer located in the cone of an electric CPT apparatus reads the shear and compression wave velocities. The seismic waves are produced by striking a steel reference beam, placed in intimate contact with the ground by hydraulically loading it with the CPT carrier with a 20-pound sledgehammer. At the test location, a pore pressure dissipation test was performed to approximate the depth of groundwater. The data summary, a plot of the seismic shear velocity data, and a plot of the CPT data are included in Appendix B.

Three potential borrow areas have been identified at the site. At these locations, a test pit was excavated to observe the general soil condition and collect samples for laboratory testing, such as standard Proctor and moisture content testing. The locations of the test pits are shown on the Boring Location Plans in Appendix A. At one of the borrow areas, a hand auger boring was performed to provide additional samples for moisture content testing.

We should note that our exploration services include storing the collected soil samples and making them available for inspection for 60 days from the report date. The samples will then be discarded unless requested otherwise.

3.2 Laboratory Testing

Representative split-spoon samples from the penetration testing were selected to perform indices testing to aid in the classification of the soil and to obtain engineering properties of the site soils. Consolidation testing and unconfined compression testing of selected Shelby tube samples were also performed. From the potential borrow areas, moisture content and standard Proctor testing was performed on representative bulk samples. The results of all laboratory tests are included in Appendix C. The tests were performed in general accordance with the applicable ASTM procedures.

4.0 SITE CONDITIONS

The site is located on the north side of Drop-off Drive just east of the interchange of Jedburg Road and Interstate 26 near Summerville in Berkeley County, South Carolina. The site encompasses approximately 323 acres of developed and undeveloped land. The developed

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portion of the tract is associated primarily with the existing commercial nursery located at the site as well as a few isolated residential houses that are distributed across the site. Additional undeveloped land borders most sides of the site. However, there is a small subdivision to the west and a commercial development to the south.

The primary development at the site is associated with the noted nursery. Included in the development are a very large greenhouse, a small 2-story office building, an expansive planting area, and a number of excavated ponds. The ponds’ depths are not known. In addition to the nursery development, there are three residential dwellings located in the periphery of the site near the north, the east and west sides.

The topography of the site can be categorized as relatively flat. The ground surface across the site appears to slope slightly downward toward Dawson’s Branch and to the west. Topographic information, from the current conditions and from the conditions prior to the construction of the nursery, was provided. The current surface elevations in Sections A and B near the nursery building and bed areas range from 73 to 75 feet. The elevations then fall to about 67 feet to the north along Dawson’s Branch. Similar elevations are present along Drop-off Drive and the south site boundary. Based on the historical topography, the nursery building and bed areas have been filled to their current levels. The elevations indicate that up to about 3 to 5 feet of fill have likely been placed. This information also indicates that the existing ponds around the nursery area were excavated about 4 to 8 feet below the previous grades (typically excavated to elevations of 64 to 66 feet. In Section C, the elevations range from 73 feet at the east to 67 feet at the west.

There have been a number of shallow ditches excavated throughout the site, including a series of interconnecting ditches in the wooded and open portions of Section C. Based on the provided drawings, there are a number of wetland areas primarily in this same section and along its boundary with Sections A and B. Water was present in many of the ditches.

With the exception of the nursery area and a few small houses and associated outbuildings, the site is relatively undeveloped. The majority of the site’s undeveloped areas are forested with medium to large pines and hardwoods. Within Section C’s wooded area, there is a large cleared agricultural field.

There are several existing utilities present across the site. These include a high voltage line easement along the north side of the site. Underground storm drainage is present in the nursery area. Also present in the nursery area is an extensive water distribution system. Other utilities are likely present but were not observed during our site reconnaissance.

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5.0 SUBSURFACE CONDITIONS

5.1 Geology

The site is located in the eastern lower Coastal Plain physiographic province of South Carolina. The Coastal Plain is a wedge-shaped cross-section of water and wind deposited soil. Its thickness ranges from a featheredge at the surface contact of the Piedmont (Fall Line) to several thousand feet at the present day coastline. The sediments range in age from the Cretaceous and Tertiary periods at the contact with the bedrock to the Recent period at the present coastline. The sediments include clays, silts, sands, and gravels, as well as organics.

Fill soils are those soils that have been placed or reworked in conjunction with past construction grading or farming. Fill can be composed of different soil types from various sources and can contain debris from building demolition, organics, topsoil, trash, etc. The engineering properties of the fill depend primarily on its composition, density, and moisture content.

Based on the USDA Soil Survey for Berkeley County, SC, the general site area includes five general soil series. These include Goldsboro loamy sand (GoA), Lynchburg fine sandy loam (Ly), Rains fine sandy loam (Ra), Meggett loam (Mg), and Coxville fine sandy loam (Cu). In addition, a large area extending from Section A to Section B is indicated as a borrow pit. It is nested within the Goldsboro soil series area. Much of the noted borrow pit area is currently covered by the existing nursery development, including the building and the beds to the east. We have included the soil series map for the site in Appendix A.

The Soil Survey indicates that the Goldsboro series soils are slightly sloping to nearly level, moderately well drained, Coastal Plain deposits of sandy clay and clayey sand. These series soils have slight to moderate limitations regarding shallow excavations, small commercial buildings and local roads. The moderate limitations are associated with wetness. These soils are also generally good road fill. The Lynchburg soils are nearly level, somewhat poorly drained soils. Severe limitations are indicated for shallow excavations and small commercial buildings due to wetness. Moderate limitations for local roads and fair suitability for road fill are indicated for this series, both associated to wetness.

Rains, Meggett, and Coxville series soils are each nearly level, poorly drained deposits of clayey to silty sediment. They are considered to have severe limitations for shallow excavations, small commercial buildings and local roads due to wetness, flooding, low strength (Coxville) and shrink-swell potential (Meggett). For road fill, each is considered to be poor due to wetness, as well as for shrink-swell in the case of the Meggett series.

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5.2 Soil Conditions

Subsurface conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be abrupt or gradual in the vertical and horizontal direction. Based on the results of the borings, subsurface conditions on the project site can be generally described as follows.

5.2.1 Section A Development Area

Borings B-1 through B-20, B-30, B-35, B-63 through B-71, and B-79 through B-82 were performed in Section A. Below 3 to 6 inches of topsoil, the borings encountered generally 8 to 12 feet of low to moderate consistency sandy clay. The standard penetration resistance values (N-values) within this depth ranged from 3 blows per foot (bpf) to 25 bpf, but more typically in the high single digits to the low teens. Moisture contents in the tested samples selected from this layer ranged from 17.6 percent to 30.2 percent, more typically in the lower twenties. The liquid limit and plasticity index from a representative sample of the upper cohesive layer was 36 and 16, respectively.

Several of the borings nearby the entrance road (Borings B-9 through B-11, B-14, and B-15) and around the existing nursery building (Borings B-63, B-67, B-69, B-70, B-71, and B-81) encountered shallow existing fill ranging in depth from 3 to 8 feet. The fill consisted primarily of loose medium dense sand and clayey sand, containing organics in some instances.

From about 10 feet to 25 feet, the borings encountered primarily silty clays. The standard penetration resistance values were typically in the mid to high single digits. The N-values were lower on an isolated basis, such as Borings B-7, B-8, B-20, and B-66 through B-71. At these borings, the N-values in the lower portion of the layer were between 2 and 4 bpf. Borings B-66 through B-71, a cluster of borings in the northeast corner of the Section indicated the deepest of these low consistency conditions with several indicating these conditions at the termination of the borings at 30 feet. The moisture contents from representative samples in this layer ranged from 25.4 to 59.0 percent, more typically in the low to high thirties. The liquid limit and plasticity index of selected cohesive samples were in the high forties and low twenties, respectively.

Underlying the clayey soils, the borings encountered silty to clayey sands. The consistency of this layer was typically loose to medium dense above 30 feet (where present) and dense to very dense below that level. The N-values in the upper portions of the layer ranged from 2 bpf to 19 bpf. Borings B-2, B-17, B-64, B-79, and B-82 were advanced to 50 feet in this area. The N-values in the lower portions of these borings as well as several of the final samples in the shallower borings ranged from 23 bpf to 100+ bpf.

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5.2.2 Section B Development Area

Borings B-21 through B-29, B-31 through B-34, B-36, B-37, and B-72 through B-78 were performed in Section B. Further, B-30 is just west of the line dividing Sections A and B. This area has been extensively developed by the ongoing nursery operation at the site; therefore, the original topsoil layer has generally been stripped away except for a few areas on the area’s north side. In most areas, surface treatments range from a mixture of gravel and soil in the alleyways within the large planting beds to asphalt and coquina stone base in the roadway and access areas around the green houses. Additionally, the borings nearest the large greenhouse building encountered existing fill to a depth of about 3 feet. These soils were generally medium dense sands and clayey sand.

Similar to the other section areas, the typical soil profile included 5 to 8 feet of sandy clay and clayey sand overlying low consistency silty clay to depths of about 23 to 30 feet. This layer is further underlain by clayey sands to sampling depths of up to 50 feet (the limit of the exploration). The upper sandy clay/clayey sand layer had generally low to moderate consistency as in the other phases. The N-values ranged from 4 blows per foot (bpf) to 25 bpf, but more typically in the high single digits to the low teens. The moisture contents of selected samples ranged from 22.4 to 29.9 percent.

Somewhat atypical of the other sections is the consistency of the underlying silty clay layer. The standard penetration resistance values were generally lower in this area than elsewhere, except for possibly the northeast corner of Section A which adjoins this area. The N-values in this area, though ranging up into the teens, had a high percentage of values in the lower single digits. Many of the values were 4 blows per foot and WOH (weight of hammer, which indicates that the sampler was advanced with only the dead weight of the hammer). This occurred in Boring B-76. The low consistency material was relatively dispersed throughout the phase area. The liquid limits and plasticity indices of selected cohesive samples from these materials ranged from 43 to 53 and 19 to 28, respectively. The moisture contents were typically high relative to the plastic limit, ranging from 61.4 to 24.5 percent averaging in the forties.

Below depths of about 25 feet and extending to the typical termination depth of 30 feet, most borings encountered medium dense clayey sands. The N-values in the upper portions of the layer ranged typically in the lower and middle teens with higher consistency silty sands present in Borings B-24, B-25, B-30, B-32, B-72, and B-7. Borings B-32, B-72, and B-78 were drilled to 50 feet. These borings encountered similar composition material with high consistencies as indicated by the N-values of 50 to 100+ bpf from 32 feet to their termination depth.

5.2.3 Section C Development Area

Borings B-38 through B-62 were performed in Section C and in the area east of the Santee Cooper power line easement. Below 2 to 6 inches of topsoil, the borings encountered

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generally 6 feet of low to moderate consistency sandy clay and clayey sand in the west half (approximate) and loose to medium dense clayey sand with isolated pockets of loose sand and low consistency clay in the east half. The standard penetration resistance values (Nvalues) within this depth ranged from 6 blows per foot (bpf) to 24 bpf, but more typically in the high single digits to the low teens. The lower consistency readings were more typically present in the borings adjacent to the wetlands buffers. Moisture contents in the tested samples selected from this layer ranged from 22.4 percent to 40.3 percent. The highest value was recoded from Boring B-61, which is near the wetlands noted to be present in the east extreme of the area.

From about 6 feet to 27 feet, the borings encountered primarily silty clays. The standard penetration resistance values were typically in the mid single digits to the lower teens. In the area east of the power line easement and along the west boundary of the site, the consistency of this layer was lower than the general conditions. The N-values in these areas were more typically in the 2 bpf to 5 bpf range. Moisture contents within the layer ranged from 33.4 percent to 64.7 percent. The higher moisture content values were recorded in the same areas as the lowest consistency soils.

As in Sections B and C, the borings encountered silty to clayey sands below the clay layer. The consistency of this layer was typically loose to medium dense to a depth of 30 feet and dense to very dense below that level. The N-values in the upper portions of the layer ranged from 4 bpf to 20 bpf, but more typically in the middle teens. Contrary to this was Boring B-50. At this location, the N-values were 2 bpf to 5 bpf.

High consistency soils, materials with N-values of between 30 bpf and 100+ bpf, were encountered in several of borings, including Borings B-38, B-41, B-50, and B-51, B-52, B53, B-58, and B-62. Boring B-41 was extended to 57-1/2 feet. Material consistencies between 30 and 57-1/2 feet in this boring ranged from 47 bpf to 100+ bpf. At 57-1/2 feet, the boring met with power auger refusal. Boring B-62 also encountered power auger refusal at a depth of 32 feet.

As noted previously, three potential borrow areas (planned ponds) were sited in this section of the site. One to two test pits were excavated in each borrow area. The data indicate that the upper five feet were primarily clayey sands, generally consistent with the soil test boring data. Bulk samples of these materials indicated that the standard Proctor maximum dry density ranged from 110 pounds per cubic foot (pcf) to 117 pcf with corresponding optimum moisture contents of 13 to 17 percent. The highest maximum dry density was obtained from the planned south central pond. The natural moisture contents from the east pond (Test Pits TP-1 and TP-2) were typically lower than the optimum moisture value from the Proctor testing in the upper 5 feet. The values ranged from 5 to 17 percent in this depth range at the test pits. The moisture content of the deeper soil was much higher than the optimum moisture content, reaching 29 percent at Test Pit TP-1.

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At the south central and west ponds (Test Pits TP-3 and TP-4, respectively) the natural moisture contents of the upper 2-1/2± feet of the soil profile were between 12 and 14 percent. The deeper soils had values above 20 percent. This compares to a standard Proctor value from Test Pit TP-3 of 117.2 pcf at a moisture content of 13 percent. This sample was generally representative of the soils at both of pond locations.

5.3 Groundwater Conditions

Groundwater was encountered in each of the borings at depths ranging from 3 to 14 feet below the surface. More specifically, the ranges of groundwater levels per section as indicated below:

TABLE 1 - GROUNDWATER DATA

Section No. Total Range of Groundwater, ft.1 Typical Range of Groundwater, ft.1

A 3 to 10 4 to 6

B 3 to 9 3 to 6

C 4 to 14 5 to 7 Note: 1. Reference below the existing ground surface.

We should also note that the groundwater levels typically fluctuate with yearly and seasonal rainfall variations and future levels could be at higher or lower elevations than those encountered during this exploration. These water level observations provide an approximate indication of the groundwater conditions existing on the site at the time the borings were drilled. However, due to the low permeability of the cohesive soils encountered in the borings, long term monitoring in cased holes or piezometers would be required for a more accurate evaluation of the groundwater conditions.

6.0 ENGINEERING RECOMMENDATIONS

6.1 General Discussion

The subsurface conditions defined by widely spaced borings indicate that the site is generally suited for the proposed development of a commercial/industrial park supporting small to medium commercial and light industrial buildings. However, development of some areas of the site may be more feasibly than others. Based on our borings and laboratory testing, we believe that the native site soils in most of the sections are generally satisfactory for shallow foundation and floor slab support of light buildings, presuming the structures can withstand settlement of about 2 inches or less. For more heavily loaded structures, deep foundations founded within the high consistency layer present at a relatively shallow depth are a more reasonable option. In the report, we have provided representative settlement

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analysis of the general soil conditions of each section to better contrast the foundation conditions.

Of interest with respect to the cost of site preparation are the relatively flat topography of the site, the heavily forested condition of most of the site, the presence of moderate plasticity soils that make up the majority of the site’s explored surficial layer, and the presence of relatively shallow groundwater. It is understood from Mr. Davis’ depiction of the likely grading scheme that most of the development areas will be raised to help with the control of surface water and potential flooding in the wetland areas, as apparently was the case for the large green house buildings present at the site. The additional fill will aid in site preparation activities. However, the removal of the substantial vegetation will leave the subgrade in a highly disturbed condition which will be difficult to repair in-place. Therefore, it should be expected that some undercutting of the surfical soils will be necessary. The extent and depth of undercutting will be highly dependent on the several variables, including site use and traffic, depth of additional fill (which can to a degree be supplemented by geotextile fabrics and grids), and the time of year in which the construction is done (the long and hot days of the summer months are far superior to working the clayey soils present at the site which require more stringent moisture control to be properly compacted).

Many of the borings surrounding the existing nursery development encountered existing fill. The depths at the borings ranged from 3 to 8 feet deep. We understand from Mr. Davis that some of these materials may have been placed during the construction of the existing development. We further understand that some of these materials may be excavated to lower the existing nursery area. There is no direct correlation between standard penetration resistance value and degree of compaction; however, many samples of the fill did appear firm indicating that at least some compactive effort was likely performed in its placement. We note also that some of the fill samples also contained some organics. Therefore, we recommend that additional evaluation of the fill be planned once the development plans are more formalized. Depending on the owners level of risk tolerance, it is likely that some fill can remain.

6.2 Site Grading Considerations

6.2.1 Site Preparation

Moderate stripping is anticipated based on the boring data. Up to 6 inches of topsoil was observed at the borings, though deeper topsoil should be anticipated in low-lying areas of the site. Deeper stripping will likely be needed to remove the rootmat of the heavy vegetation that covers much of the site. We recommend presuming that on average one foot of organic laden soils will be stripped. In individual areas, this estimate could vary and will also be influenced by the wetness of the surficial soil. Further, it should be expected that moderate depth random fill or otherwise disturbed soils are associated with the nursery beds. It is likely that these materials will require replacement, presuming that grading activities will not remove them. There is an extensive watering system which, along with the

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backfill, will also have to be removed. These should be considered in the scheme of the grading.

After stripping and grubbing of the trees and root mat, site preparation will typically be followed by reworking of the subgrade, disturbed by these activities. A large portion of site is heavily vegetated with relatively dense, moderate to large trees. Their removal will cause considerable disturbance to the subgrade that will need to be repaired to provide a stable working surface. This will affect a large portion of the site, given the relatively flat nature of the topography. The extent of subgrade preparation over most of the site will be heavily dependent upon the final grades and actual locations of the structures. In general, we would recommend raising the construction areas of the site at least modestly (2 to 3 feet, if possible). This would especially aid the site grading in Section C which appears is relatively low and flanked by wetland areas. From Mr. Davis’ description of the likely grading scheme, we understand this to be likely.

Given the clayey nature of the site soils, the grading activities should be scheduled to occur in the drier and hotter seasons of the year. If so, it may be possible to stabilize the disturbed subgrades by recompacting them in-place; first by leveling and reworking the ground surface with track mounted equipment then by compacting the surface with pad foot or sheep’s foot rollers. These activities will most likely expose weak pockets in the subgrade which will require undercutting and replacement.

Our borings indicate that the groundwater levels across the construction area were approximately 3 to 14 feet, but more likely 4 to 8 feet below the existing ground surface. The surficial soil’s clayey condition will likely result in water perching on the ground surface for extended periods after rainfall, especially in the more level and poorly drained sections of the site. It should be expected that the upper clayey soils will likely pump, rut and become unstable under construction equipment when they are wet and may take extended time to dry once they become wet. For this reason and because of site’s relatively flat topography, we recommend ditching around the site perimeter to help reduce the impact of water on the site grading. The ditching should occur as far in advance of the site grading as possible. Water collected within the ditches should be drained either by gravity or pumped. Construction of drainage ditches should meet all applicable federal, state and local regulations.

To aid in subgrade stabilization, geotextiles/geogrids can be used to bridge areas of local instability. They can be used in both the building and paved areas. The type and grade of the geotextile or geogrid will be dependent on a number of factors including the condition of the subgrade, amount of fill to be placed, the type of structural fill to be used, and the level and type of loading that the area will receive. These issues can be better addressed once the development plans have been better formulated.

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6.2.2 Excavation Conditions

The borings indicate that the surficial site soils are typically low to moderate consistency sandy clays to depths of 5 to 8 feet. These soils should be excavatable using moderate powered construction equipment.

Groundwater will likely influence most excavations as its depth was typically between 4 and 6 feet below the ground surface and shallower in some areas. The designers should consider the groundwater depth when establishing the final grades and the invert elevations for the utilities.

6.2.3 Material Utilitization

The overburden site soils (less organics and debris) are generally acceptable for use as structural fill throughout most of the site. Marginal materials such as topsoil can usually be mixed with organic-free materials and used in non-structural areas. We note that the site soils are moderately plastic and will be likely near or above their optimum moisture values given the depth to groundwater. In the test pits excavated in the planned Section C ponds, the moisture contents were above the standard Proctor optimum values at depths of 3 to 5 feet. Therefore, the contractor should expect that some drying will be necessary to achieve a compaction level consistent with structural fill for those soils excavated from near or below those levels. This condition will vary across the site with changes in elevation and depth to groundwater. Deeper excavations may require dewatering if the groundwater surface is reached.

Given the site’s limited topography, it may be necessary to identify an off-site borrow source in addition to the planned borrow areas. Any off site material should, in general, contain less than three percent (by weight) fibrous, organic materials and have a plasticity index of less than 25 and a liquid limit of less than 50. Representative samples of the proposed fill material should be collected and tested to determine its moisture-density relationship and other index tests (percent fines, plasticity, etc.) prior to its use on site to see that they meet the noted criteria. In general, we recommend that the preferred soil classes for mass fill be those meeting the USCS classifications SC, SM, and CL. More sandy soils, such as USCS class SW, can also be used but should be capped by more clayey soils to limit artificially generating a perched water condition. The actual grading plans should also be considered when an actual fill type is selected.

The fill material should be placed in uniform horizontal layers that are not more than 8 inches in loose thickness and compacted to at least 95 percent of the soil’s maximum dry density as determined by the standard Proctor compaction test. The upper 1-foot of fill supporting the floor slab and pavements should also be compacted to at least 98 percent to improve its load bearing properties.

13


The moisture content of fill soils should be within +/- 2 percent of the optimum moisture content, as determined by the standard Proctor compaction test. This will require that the grading contractor control the moisture of the material closely during placement to construct a stable earth mass. He will need to have at his disposal proper equipment to do so such as a water truck, tillers, discs, harrows, or deep soil mixers. Considering the clayey/silty nature of site soils, sheep’s-foot and pad-foot rollers would be the preferred compaction equipment. Imported soils may have differing compaction needs.

6.3 Foundation Recommendations

Preliminary indications are that the soils encountered at our boring locations are generally compatible with supporting lightly- to moderately-loaded low rise buildings on shallow spread footings. We understand that the proposed structures would typically include column loads of 60 kips or less. The available soil bearing pressures will be somewhat dependent upon the cut/fill depths across the site and the method and type of stabilization used for the area soils, but will not likely be more than 2,000 psf to maintain a total settlement of the 60 kip column load to footing of about 1 to 1-1/4 inches. As the shallow soil consistency is lower in the northeast portion of Section A and in Section B, It may be more practical to use a lower allowable bearing pressure to help control settlement magnitudes.

As requested by the structural engineer, we have performed settlement analysis to estimate the magnitude of total settlement for standard square columns for comparison and preliminary planning purposes. We have used the suggested loads of 50 kips, 100 kips, 200 kips, and 400 kips. An allowable net bearing pressure of 2,000 psf was used to proportion the footings bearing at a depth of 2 feet below the existing ground surface. The soil conditions were modeled using the results of consolidation testing from collected Shelby tube samples at various locations across the site and the average soil profiles within each of the three sections. The results of our analysis are summarized in the following table. The noted settlements are not representative of wall footings which have different loading characteristics (influence depths) than the column footings analyzed.

The settlement values are representative of the average conditions for each section. It should be noted that in each section there are areas where the soil consistency is lower than the average value. Therefore, specific settlement analysis is necessary for each building once the sections are subdivided, the various buildings are sited, and their specific loading conditions are known.

14


TABLE 2 – AVERAGE TOTAL SETTLEMENT MAGNITUDES1

Section 50 kips 100 kips 200 kips 400 kips

A 1 1-1/4 1-3/42 See Note 3

A (northeast) 1-1/4 1-1/2 22 See Note 3

B 1-1/4 – 1-1/2 1-3/4 - 2 2-1/42 See Note 3

C 1 1-1/4 - 1-1/2 1-3/4 - 22 See Note 3

Notes: 1. Actual building sites will vary across each section. Does not include fill induced settlement. 2. These settlements may be excessive depending on the structure type. If so then piles should be used. 3. Piles recommended.

The settlement estimates do not include compression of the native soils by the surcharge weight of new fill placed to achieve final grades which could be 1 inch or more depending on the actual fill depth. We understand that the depth of fill across the site could be up to about 6 feet in the building areas and that the fill material will be composed of SM-SP type soils. Some consolidation of the native soils will occur due to weight of fill alone. Further, there may also may some settlement within the structural fill layer. It is important to note that the construction of supper structures (walls/columns) should be sequenced so that the fill-induced settlement will have essentially ceased.

The bearing soils are composed of cohesive materials; therefore, the compression of bearing soils is plastic in nature and will occur over a long period of time. From the consolidation testing and pore pressure dissipations, we estimate that only about 20 percent of total settlement estimated above will occur by the completion of the building superstructure. The remaining settlement is expected to largely occur over periods of months to years after full imposition of the structural loads.

The noted settlement for the most part occurs throughout the clay layers below the footing, consistent to the stress distribution. Therefore, it may be practical to consider the replacement of the portion of soil profile just below and around the footings with a less compressible material, such as crushed stone, to lessen the total settlement of the footing while maintaining the noted bearing pressure.

There are other options available to the development planners to help limit the amount of settlement would be realized by a structure constructed at this site. One would be preloading the total building area or a portion to induce the existing soils to settle prior to building construction. In general, a heavy mass of soil would be placed over an area and allowed to remain in place until the settlement occurs. The soil would then be removed and the building constructed. The depth of the fill (the load) would control the amount of

15


settlement that would occur in a given period of time. In general, heavier loads would require less time to generate the same settlement as lighter loads. Settlement rates can further be increased by reducing the drainage path distance using wick drains to allow the water in the soil to be more rapidly removed and thereby increasing the settlement rate.

As requested, we have provided information for a deep foundation option. As it is a common pile type for commercial projects in the Summerville and Charleston areas of South Carolina, we have used a 12-inch square pre-stressed concrete pile. This pile type is likely more compatible with the soil conditions at this site as cast-in-place pile types can be easily distorted in the soft clay present in each phase and predominant in Section B and the east portion of Section A. Other factors, such as driving vibrations, may be of consideration as the park becomes more developed and should be judged on a case-by-case basis. We have estimated the allowable compressive capacity for this pile driven to a depth of about 50 feet as this is the general limit of the data in each section.

TABLE 3 - AVERAGE DRIVEN PILE CAPACITIES FOR 12-INCH, 50 FEET LONG SQUARE CONCRETE PILES

Phase No. Allowable Compressive Capacity, tons

Section A 35

Section B 30

Section C 35

The allowable capacity of a similar pile in an actual subdivided area of any given phase and for a specific building may vary from the noted average values. The reason for the variability is associated with several factors that include, but are not limited to, the variability of the soil conditions between the widely spaced borings, the actual settlement criteria for a given structure, and the efficiency effects associated with grouping piles.

Another option for deep foundation support at this site would be the use of geo-piers or vibro-compacted stone columns. As the name would imply, these are drilled holes filled with aggregate, placed and compacted in thin layers. By the means of its construction, this pile type would improve the more shallow soil conditions as well as transfer the foundation loads to the more dense soils found at greater depths at the site. The estimation of potential capacities is outside the current scope of this exploration.

16


6.4 Seismic Site Classification

Based on the results of the sounding and boring data, the shallow soil profile generally consists of 30 to 35 feet of stiff to soft coastal plain deposits consisting primarily of sandy clays and silty clays overlying moderate to high consistency clayey/silty sands to a depth of 57-1/2 feet. The CPT sounding met with practical refusal after penetrating a short distance into the underlying silty/clayey sand layer. The area was further explored using drilling equipment and standard penetration testing. This equipment met with refusal at 57-1/2 feet after penetrating about 25 feet of very dense material. Based on our experience in the area, the remainder of the 100-foot profile is presumed to consist of similar material. The shear wave velocity values ranged from 502 ft./sec. to 814 ft./sec. in the upper 30 feet of the site profile (the clayey soils). In the upper 5 feet of the silty/clayey sands, a value of 1203 ft./sec. was recorded. Standard penetration resistance values in this layer to the refusal depth of 57-1/2 feet ranged from 47 bpf to 100+ bpf, averaging over 80 bpf.

In accordance with Table 1615.1.1 (Table 2) of the 2003 International Building Code, the soil consistency profile would typically be classified as a “stiff soil profile”. However, many of the samples collected from the 10±-foot to 30±-foot range meet the criteria for an E profile, which includes 10 or more feet of materials with a plasticity index of 20 or more, moisture content values of 40 percent or higher, and shear strength values of less than 500 psf. Therefore, the IBC 2003 Code requires the site be considered to be an “E” site.

The clay layer that influences the use of a Site Class E is relatively shallow, generally in the 10- to 30-foot range. Depending on the seismic parameter’s influence on the structural design of each structure, it may be advantageous to consider improving the soil conditions. Means of improvement include grouting, injection, and mixing techniques, as well as others. The installation of geo-piers discussed in the previous section can also improve these conditions. The noted soft clayey soils, though present in each section, are not as prevalent in the east portion of Section A and in Section C. Therefore, it may be possible to consider a Site Class D on a case-by-case basis. This should be evaluated in the individual geotechnical exploration for each building.

6.5 Site Specific Seismic Parameters

The non-linear dynamic analysis program SHAKE2000 was used to model the behavior of the soil column at the site. The figure below shows the corresponding PSA response spectrum for 5% damping.

17


Maximum Considered Earthquake Response Spectrum

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

MC

E Sp

ectr

al A

ccel

erat

ion,

g. IBC 2003 for Soil Class E

PSA for 5% damping - SHAKE

PSA for 5% damping - SHAKE (normalized) dashed line

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5

Period, sec.

Using the PSA response spectrum and the procedures included in Section 1615 of the IBC 2003 Building Code, we have calculated the maximum spectral response acceleration parameters, SMS and SM1, which correspond respectively to periods of 0.2 and 1 second. These values are shown in Table 1, below.

TABLE 1 – MAXIMUM SPECTRAL RESPONSE ACCELERATION PARAMETERS

Source SMS SM1

IBC 2003 Chapter 16 1.44g 1.07.g

SHAKE Analysis 0.60g1 0.62g

Allowable Maximum Parameters2 1.15g2 0.86g2

Notes: 1. The IBC 2003 Building Code requires that SMS, taken at 0.2 seconds be no lower than 90 percent of the

peak value at any point on the curve. 2. The IBC 2003 Building Code allows for a maximum 20 percent reduction of the spectral acceleration

parameters developed for the procedures in Section 1615.1.

The noted maximum allowable values have been reduced by two-thirds to calculate the design spectral acceleration parameters. These are shown in Table 2.

18

5


TABLE 2 – DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS

Design Spectral Parameter, SDS 0.77g

Design Spectral Parameter, SD1 0.58g

The design parameters for other periods can be similarly selected from the spectrum above, subject to the same limitation of 80 percent of the IBC curve.

6.6 Floor Slab Recommendations

Light to moderately loaded slabs, such as those expected for this project, can likely be conventionally designed, assuming adequate preparation and compaction of the subgrade is performed. Depending upon the final grades and actual structural loads, additional study will be necessary to provide specific design parameters.

Given the clayey nature of the site soils, it is recommended that a capillary break layer be included in the construction of all ground supported slabs. This would consist of about 6 inches of open graded stone or clean coarse sand.

6.7 Pavement Recommendations

Most of the site soils should be generally acceptable for the support of asphaltic and concrete pavement surfaces, though they are anticipated to have low to moderate support characteristics. As the primary soil types present are clayey, we recommend comprehensive strength testing of the subgrade soils be performed to avoid under estimation of the actual soil support.

7.0 SUPPLEMENTARY GEOTECHNICAL EXPLORATION

Once the site plans become better established, we recommend that a detailed geotechnical and engineering evaluation program is conducted to evaluate design and construction related conditions at the site. The scope of the next phase of study will be highly dependent upon the final grades, and the location of the structures and pavements. As a minimum, we recommend that the following items be addressed during the next phase of study:

• Exploration of subsurface conditions in the areas of the planned buildings and pavements to supplement the existing boring data.

• Detailed recommendations for subgrade preparations with regard to the grading schemes.

• Determination of the soil’s foundation support characteristics within the actual building areas with regard to bearing pressure and settlement.

• Value determination of using soil modification to improve the shear strength of the moderate depth clays to improve the seismic design parameters.

19


• Testing of the on-site materials to determine their subgrade strengths for design of slabs and pavement systems.

8.0 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 testing and observation during excavation, grading, foundation and 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 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.

20

APPENDIX

APPENDIX A Site Location Map

Master Boring Layout Plan Boring Layout Plan (Section A) Boring Layout Plan (Section B) Boring Layout Plan (Section C)

Soil Series Map

APPENDIX B Boring Logs B-1 through B-82

CPT Sounding CPT-01 Test Pit Logs TP-1 through TP-4

Hand Auger Boring HA-1 Shear Wave Velocity Profile and Calculations

APPENDIX C Summary Of Laboratory Data

Laboratory Data Sheets

APPENDIX D General Notes

Unified Soil Classification System

SITE

N

BERKELEY COUNTY GIS MAPPING BERKELEY COUNTY, SOUTH CAROLINA

``

OMNI COMMERCE PARK DROP OFF DRIVE

SUMMERVILLE, SOUTH CAROLINA

FIGURE 1: SITE LOCATION MAP PROJECT NO. 73055114A

1

SS

SS

SS

SS

SS

SS

SS

30

4

39

42

52

61

SS

7

22.6

10

2

17

3

10

12

9

10

8

7

6

5

27

4

TOPSOIL

2000*

2000*

1000*

2000* 68.5

Medium dense to loose, greenish gray,fine SAND, with clay

17

8

0.3 COASTAL PLAIN - stiff, grayish brown,sandy CLAY

Stiff, tannish brown, silty CLAY

BORING TERMINATED

Medium dense, gray, clayey fine SAND

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

6 AB

The stratification lines represent the approximate boundary linesbetween soil and rock types: in-situ, the transition may be gradual.

Summerville, South Carolina

LOG OF BORING NO. B-1 CLIENT

SITE

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*Calibrated Hand Penetrometer

PROJECT

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Page 1 of 1

DESCRIPTION

TESTS

Approx. Surface Elev.: 69 ftGR

AP

HIC

LO

G

Eastway Properties

WATER LEVEL OBSERVATIONS, ft 1-16-06 1-16-06

FOREMANRIG RWJ 73055114ANKLOGGED

BORING COMPLETED

SS

SS

SS

SS

SS

SS

37

47

52

63.5

66

68.5

32

22

17

9

17.6

30

20

10

10

10

10

SS

5

SS

8

7

6

5

4

3

2

1

SS

0.4

10 5.5

TOPSOIL

2000*

2000*

3000*

2500*

Stiff, reddish brown, sandy CLAY

Stiff, gray, CLAY, with fine sand

COASTAL PLAIN - medium stiff, dark gray, CLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED

67 AB

73055114A

1-5-06

3

Dense to very dense, dark gray, clayeyfine to medium SAND, with fine gravel

Very stiff to hard, dark gray, CLAY, with fine sand, and fine gravel

Medium dense, dark gray, fine SAND, trace clay

SITE




50

Eastway Properties

OMNI COMMERCE PARK

NU

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/ ft.

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, in.

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Continued Next Page

Approx. Surface Elev.: 69 ft UN

CO

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DESCRIPTION


TESTS

Page 1 of 2 G

RA

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1-5-06 RIG FOREMAN RWJ

NK

BORING COMPLETED WATER LEVEL OBSERVATIONS, ft

SS

Dense to very dense, dark gray, clayeyfine to medium SAND, with fine gravel

BORING TERMINATED

FINES 45%

50 19

SS

SS

10

11

12

44

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48

36.9

7 6AB

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1-5-06

73055114A

Eastway Properties

LOG OF BORING NO. B-2


OMNI COMMERCE PARK SITE

BORING STARTED

CME-55

WL

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CLIENT

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BORING COMPLETED

LOGGED NK RWJFOREMANRIG

WATER LEVEL OBSERVATIONS, ft

42

SS

SS

SS 0.4

39

SS

52

57

63.5

68.5

30

27

17

12

8 57

8

8

6

11

17

SS

10

SS

7

6

5

4

3

2

1

SS

SS

15

COASTAL PLAIN - stiff to very stiff,orangeish brown, silty CLAY, with fine sand

TOPSOIL

1000*

3000*

4000*

3500*

3000*

5.5

Loose, greenish gray, fine SAND, with clay

LL 44 PI 24

Very stiff to stiff, gray, CLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED

73055114A

AB6

Medium stiff, gray, silty CLAY

BORING TERMINATED

Very dense, greenish gray, fine SAND, with clay

SITE




32.9

OMNI COMMERCE PARK

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DESCRIPTION

Page 1 of 1 G

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1-4-06WATER LEVEL OBSERVATIONS, ft

LOGGED RIG FOREMAN

1-4-06 RWJ

BORING COMPLETED

NK

52

39

SS

47

SS

61

66

68.5

30

27

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17

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3

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5

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12

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8

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7

0.3 COASTAL PLAIN - medium stiff, brownish tan, CLAY, with fine sand

TOPSOIL

1000*

2500*

1000*

1000*

Stiff to medium stiff, gray, silty CLAY


Stiff, brownish gray, CLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED

6

73055114A

AB

26

BORING TERMINATED

Medium dense, grayish green, clayey fineSAND

Hard, gray, silty CLAY

SITE




6

OMNI COMMERCE PARK

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NK

1-17-06 RIG FOREMAN RWJ BORING COMPLETED

LOGGED

58

30.2

40

SS

53

SS

62

64.5

69.5

30

27

17

12

8

5.5

0.3

43

5

36

5

19

13

17

13

8

6

4

3

2

1

SS

SS

SS

SS

SS

SS

7

Very stiff, brownish gray, silty CLAY, with fine sand

COASTAL PLAIN - very stiff, brownishtan, sandy CLAY

TOPSOIL

3000*

2000*

2000*

1000*

Loose, greenish gray, clayey fine SAND

5

FINES 81%

Very stiff, brown, fine sandy CLAY

Stiff, gray, silty CLAY

BORING TERMINATED

Hard, dark gray, silty CLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED

5 AB

73055114A

1-16-06


SITE OMNI COMMERCE PARKSummerville, South Carolina


7

Eastway Properties

NU

MB

ER

BO

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GR

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Page 1 of 1

LOGGED RIG FOREMAN RWJ

NK

1-16-06 WATER LEVEL OBSERVATIONS, ft

BORING COMPLETED

SS

SS

SS

SS

SS

SS

SS 40

48

62

67

69.5

30

22

8

13

20.1

10

10

13

8

SS

16

6

8

7

6

5

4

3

2

1

12

1500*

1000*

2500*

3000*

2000*

1000* 3

Very stiff, grayish brown, CLAY, with fine sand

TOPSOIL COASTAL PLAIN - medium stiff, tannish brown, CLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED

3 AB

BORING TERMINATED

Medium dense, greenish gray, clayey fineSAND

Very stiff, gray, silty CLAY

Stiff to very stiff, gray, silty CLAY

0.3

Eastway Properties SITE

OMNI COMMERCE PARK




5

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SAMPLES

DESCRIPTION


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

GR

AP

HIC

LO

G

Page 1 of 1

WATER LEVEL OBSERVATIONS, ft 1-16-06

FOREMAN 1-16-06

RIG RWJ NKLOGGED

BORING COMPLETED

73055114A

SS

2

1

SS

SS

SS

SS

SS4

SS

5

40

43

62

SS

3

3

11 30

3

2

6

9

4

10

8

7

6

42.0

Loose, brown, clayey fine SAND

COASTAL PLAIN - medium dense, black, clayey fine SAND, with silt

TOPSOIL

<250*

<250*

67

BORING TERMINATED

27

8

3

0.4

Medium stiff to soft, dark brown, siltyCLAY, with fine sand

Medium dense, brown, clayey fine SAND

69.5

JOB #

WL

WL

WL CME-55

BORING STARTED

AB5 WATER LEVEL OBSERVATIONS, ft

SITE OMNI COMMERCE PARK



LOG OF BORING NO. B-7 B

OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1

Approx. Surface Elev.: 70 ft

DESCRIPTION

TESTS

Eastway Properties

1-12-06 1-12-06


BORING COMPLETED

COASTAL PLAIN - stiff, brownish gray,silty CLAY, with fine sand

BORING TERMINATED

Very dense, greenish gray, silty fineSAND, with clay

Medium stiff to soft, gray, silty CLAY

FILL - stiff, blackish gray, silty CLAY, with fine sand

TOPSOIL

<250

2500*


0.4

22

40.6

41.9

50/5.5"

4

3

3

12

SS

SS

SS

SS

SS

SS1

41

44

49

59

68

70.5

30

27

9

SS

9

SS

11

10

8

7

6

5

4

3

2

4


JOB #

WL

WL

WL CME-55

BORING STARTED


5



73055114A

AB 1-12-06

Eastway Properties

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Page 1 of 1 G

RA

PH

IC L

OG

1-12-06

RIG FOREMAN RWJ LOGGED


NK

SS

SS

SS

SS

SS

SS

SS

SS

3

41

49

63

68

70.5

30

4

24.519

8

1

6

2

10

10

12

8

7

6

5

4

3

6

22

1000*

500*

500*

2500*

3000*

FILL - medium dense, brownish black, clayey fine SAND, with organics Stiff, gray, CLAY, with fine sand

0.4

FINES 27%

TOPSOIL

8

BORING TERMINATED

Loose to medium dense, gray, clayey fineto coarse SAND


OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

8 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT


Page 1 of 1

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

GR

AP

HIC

LO

G

Eastway Properties


RWJ 1-5-06

RIG

73055114ANKLOGGED

BORING COMPLETED FOREMAN

SS

SS

SS

SS

SS

SS

SS

SS

22

3

40

48

62

67

69.5

9

25.5

12

6

1

7

2

9

8

7

8

7

6

5

4

8

7

TOPSOIL

1000*

2000*

3000*

4000*

30

Stiff, dark gray, silty CLAY, with fine sand

3

0.3

LL 36 PI 16

FILL- loose, brownish black, fine SAND, with clay COASTAL PLAIN - stiff, grayish brown,sandy CLAY

BORING TERMINATED

Loose to medium dense, grayish gray,clayey fine SAND

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

7 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT


Page 1 of 1

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

GR

AP

HIC

LO

G

Eastway Properties


FOREMAN

73055114A

1-4-06 RIG RWJ

NKLOGGED

BORING COMPLETED

SS 67

2

1

SS

SS

SS

SS

SS4

SS

5

40

48

SS

12

3

32

69.5

9

8

7

8

3

4

8

7

6

17.6 64.5

COASTAL PLAIN - very loose, brown,clayey fine SAND

FILL - loose, blackish brown, clayey fineSAND, with organics

TOPSOIL

2000*

Medium dense to dense, greenish gray,clayey fine SAND

BORING TERMINATED 30

22

5.5

3

0.3

Stiff, grayish brown to gray, silty CLAY, trace fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

Eastway Properties

1-15-06

FOREMAN

73055114A

1-15-06 RIG RWJ

NKLOGGED

BORING COMPLETED

SS

SS

ST

SS

SS

SS

SS 40

43

48

53

64.5

69.5

30

27

3

28.7

5

50/5.5"

19SS

8

5.5

4

8

7

6

5

4

3

2

1

9


Very stiff to stiff, gray, silty CLAY

COASTAL PLAIN - medium stiff to soft, gray, sandy CLAY

TOPSOIL

1000*

2000*

22

BORING TERMINATED

0.3

CONSOL

Very dense, gray, silty fine SAND, with clay

Loose, grayish green, clayey fine SAND

17

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB




Eastway Properties

OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

6

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES TESTS


1-16-06

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

GR

AP

HIC

LO

G

8030

RIG FOREMAN RWJ


NK

1-16-06BORING COMPLETED

Page 1 of 1

LOGGED

SS

SS

SS

SS

SS

SS

SS 40

43

48

62

67

69.5

30

27

13

25.450/6"

7

8

6

SS

16

3

9

8

7

6

5

4

3

2

1

9Stiff to medium stiff, gray, silty CLAY

Very stiff, grayish brown, CLAY, with fine sand

COASTAL PLAIN - loose, brown, clayeyfine SAND

TOPSOIL

3000*

2000*

22

BORING TERMINATED

0.4

FINES 26%

Loose, gray, clayey fine SAND

Very dense, gray, silty fine to coarseSAND

8

Eastway Properties

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

5

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DESCRIPTION


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

GR

AP

HIC

LO

GPage 1 of 1


LOGGED RIG FOREMAN

1-12-06 RWJ

BORING COMPLETED

73055114ANK

BORING TERMINATED

LL 52 PI 21

Medium dense, grayish green, clayey fineSAND

Loose, greenish gray, fine SAND, trace silt and clay

Medium stiff, dark gray, silty CLAY

COASTAL PLAIN - medium stiff to stiff, brownish gray, clayey SILT, with fine sand

FILL - loose, dark brown, fine SAND, with clay

TOPSOIL

3000*

3000*

22

41

44

49

59

68

70.5

27

12

3

0.3

30

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

AB

JOB #

WL

WL

WL CME-55

BORING STARTED

3 BORING COMPLETED WATER LEVEL OBSERVATIONS, ft

NK RWJ

1-12-06

73055114ALOGGED

1-12-06


NU

MB

ER

5

10

15

20

25

30

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06




Eastway Properties

1

TESTS

15

11

5

5

8

7

6

5

4

6

2

4

SS

SS

SS

SS

SS

SS

SS

SS

3

30.3

48.4

10

8

RIG FOREMAN

SS

SS

SS

SS

SS

SS

SS

2

41

44

49

63

68

70.5

8

50/5"

9

5

SS

9

1

13

8

8

7

6

5

4

3

22

6

30


Stiff to medium stiff, brownish gray, siltyCLAY

COASTAL PLAIN - very stiff to stiff,tannish brown, sandy CLAY

FILL - stiff, blackish brown, sandy CLAY, with organics

TOPSOIL

BORING TERMINATED

8

3

0.4

Very dense, greenish gray, silty fineSAND, with clay, and shells

27

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

4 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

Page 1 of 1

DESCRIPTION

TESTS


AP

HIC

LO

G

Eastway Properties


NK RIG

1-12-06 FOREMAN

LOGGED 73055114A

BORING COMPLETED

RWJ

1

SS

SS

SS

SS

SS

SS3

SS

4

41

44

49

65.5

SS

5

30.8

2

5

27

5

10

10

11

10

8

7

6

5

35

COASTAL PLAIN - stiff, tannish brown, sandy CLAY

TOPSOIL

1000*

2500*

2000*

70.5

Dense, brown, silty fine SAND, with clay

22

5.5

0.4

Stiff to medium stiff, grayish brown, siltyCLAY



OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

6 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

Page 1 of 1

DESCRIPTION

TESTS


AP

HIC

LO

G

Eastway Properties


FOREMAN

73055114A

1-11-06 RIG RWJ

NKLOGGED

BORING COMPLETED

0.5

Dense to very dense, gray to grayishbrown, clayey fine SAND, with silt

Loose, brownish gray, fine SAND, with clay

Stiff to medium stiff, reddish brown to gray,silty CLAY, trace fine sand

COASTAL PLAIN - stiff to medium stiff, grayish brown, sandy CLAY

TOPSOIL

1000*

1000*

2000*

44

49

65.5

70.5

27

22

5.5

1

6

10

9

8

7

6

5

4

2

9

SS

SS

SS

SS

SS

SS

SS

SS

SS

3 12

11

32.5

50/3"

31

11

6

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

AB




Eastway Properties

OMNI COMMERCE PARK

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

8

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

73055114A


1-17-06

PROJECT

Continued Next Page

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

GR

AP

HIC

LO

G

DESCRIPTION

TESTS


LOGGED

1-17-06 RIG FOREMAN


NK

BORING COMPLETED

Page 1 of 2

RWJ

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

1-17-06



GR

AP

HIC

LO

G

Page 2 of 2

BORING COMPLETED

LOGGED

PROJECT

SS

SS

SS

10

11

12

31

30

50/4"

NK

Dense to very dense, brownish gray,clayey fine SAND

BORING TERMINATED

37

50

34

21 N

UM

BE

R

8 AB

SAMPLES

US

CS

SY

MB

OL

RWJ

TYP

E

WL

WL

WL

40

45

50

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

WA

TER

CO

NTE

NT,

%

FOREMANRIG 1-17-06

73055114A

Eastway Properties

JOB #

BORING STARTED





CME-55

1

SS

SS

SS

SS

SS

SS

SS

30

4

42

50

64

69

SS

4

59.0

18

2

5

3

5

7

8

8

8

7

6

5

22

10

COASTAL PLAIN - stiff, blackish brown, sandy CLAY

TOPSOIL

1000*

1000*

1000*

71.5


8

3

0.3

LL 40 PI 15

Stiff, grayish brown, silty CLAY, with fine sand

Medium stiff, dark gray, silty CLAY

BORING TERMINATED

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

4 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

Page 1 of 1

DESCRIPTION

TESTS


AP

HIC

LO

G

Eastway Properties


FOREMAN

73055114A

1-17-06 RIG RWJ

NKLOGGED

BORING COMPLETED

BORING TERMINATED

Loose to medium dense, gray, clayey fineSAND


Very stiff to stiff, brownish gray, silty CLAY

COASTAL PLAIN - very stiff, tannishbrown, sandy CLAY

TOPSOIL

2000*

SS

48

SS

10 40

53

64.5

69.5

30

22

17

5.5

0.3

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

28.0ST


1-11-06

PROJECT


SS

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

6

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

7

GR

AP

HIC

LO

G

5

6

11

17

20

Eastway Properties

8

6

5

4

3

2

1

SS

SS

SS

15

SS

Page 1 of 1


NK

1-11-06 RIG RWJ LOGGED

BORING COMPLETED

73055114A FOREMAN

LOGGED



GR

AP

HIC

LO

G

Page 1 of 1

1-11-06

PROJECT

NK RWJFOREMANRIG

BORING COMPLETED

AUGER BORING

BORING TERMINATED 5 65

1-11-06

30

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf


ST

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

NU

MB

ER

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

5

73055114A

Eastway Properties CLIENT

LOG OF BORING NO. B-19A



BORING STARTED

CME-55

WL

WL

WL JOB #


1

SS

SS

SS

SS

SS

SS3

SS

4

41

49

59

68

SS

3

30.4

2

13

22

4

18

25

11

12

8

7

6

5

16

COASTAL PLAIN - very stiff, orangeishbrown, sandy CLAY

FILL - medium dense, black, fine SAND, with clay, and organics

TOPSOIL

1000*

3000*

70.5

BORING TERMINATED

12

3

0.4


Very stiff, gray, silty CLAY, with fine sand

30 LL 46 PI 22

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

6 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

Page 1 of 1

DESCRIPTION

TESTS


AP

HIC

LO

G

Eastway Properties


RIG 1-11-06

RWJFOREMAN

NKLOGGED 73055114A

BORING COMPLETED

67.5

43

46

51

3

65

70

72

30

27

22

17

8

5.5

3

0.8

56

2

3

12

13

22

8

7

6

5

3

1

SS

SS

SS

SS

SS

SS

SS

SS

4Stiff, brownish gray, silty CLAY

Medium dense, tan, clayey fine SAND

COASTAL PLAIN - very stiff, brownishgray, silty CLAY, with fine sand

FILL - medium dense, brown, fine SAND, with silt and clay

TOPSOIL

2000*

2000*

Very loose, dark gray, clayey fine SAND

Very stiff, gray, silty CLAY, with fine sand

7

Soft, dark gray, silty CLAY

BORING TERMINATED


1-20-06WL

WL

WL CME-55

BORING STARTED




10

Eastway Properties

18

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

JOB #

5

10

15

20

25

30

73055114A

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

AB4

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


24.3

Page 1 of 1 G

RA

PH

IC L

OG

FOREMAN

NK RIG LOGGED

1-20-06 BORING COMPLETED

RWJ


Medium dense, tannish brown, fine SAND

Very stiff, gray, sandy CLAY, with silt

Stiff to medium stiff, grayish brown to gray,silty CLAY

COASTAL PLAIN - very stiff, grayishbrown, sandy CLAY, with silt

FILL - medium dense, brown, clayey fineSAND

GRAVEL MIXED WITH SOIL

<250*

2000*

<250*

BORING TERMINATED

3

42

SS

50

66.5

69

71

30

27

5.5

0.9

LL 45 PI 19

22

4

12

6

10

8

8

14

15

8

7

5

3

2

1

SS

SS

SS

SS

SS

SS

6

14

44.6


1-20-06WL

WL

WL CME-55

BORING STARTED




73055114AJOB #

AB5

Eastway Properties

45

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS


SS

DESCRIPTION

Page 1 of 1 G

RA

PH

IC L

OG

1-20-06

RIG FOREMAN RWJ NKLOGGED

WATER LEVEL OBSERVATIONS, ft BORING COMPLETED

SS

SS

SS

SS

SS

SS

42

50

55

64

69

71.5

30

22

17

10

41.8

11

9

3

6

7

SS

7

0.5

8

7

6

5

4

3

2

1

SS

9

COASTAL PLAIN - medium dense, grayish brown, clayey fine SAND, with silt

ASPHALT

<250*

500*

1000*

500*

8

Soft, gray, silty CLAY

Very stiff, tannish brown, sandy CLAY, with silt

Stiff to medium stiff, brownish gray, siltyCLAY

BORING TERMINATED


3

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB6




Eastway Properties

OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES TESTS


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

GR

AP

HIC

LO

G

Page 1 of 1

1-20-06

LOGGED RIG FOREMAN


1-20-06 RWJ

BORING COMPLETED

NK

51

56 38

SS

46

SS 65

70

72.5

35

32

27

22

8

3

0.5

41

5

14

3

4

12

17

21

9

8

SS

6

4

3

2

1

SS

SS

SS

SS

SS

SS

7

COASTAL PLAIN - medium dense, tan, clayey fine SAND, with silt

TOPSOIL

<250*

<250*

2500*

<250*

Dense, gray, fine SAND, with silt and clay

36

LL 46 PI 20

Very stiff to stiff, brownish gray, silty CLAY

Medium stiff to soft, brown to gray, siltyCLAY

BORING TERMINATED

Very dense, gray, silty fine to coarseSAND, with rock fragments

Medium dense, gray, clayey fine SAND, with shells


1-20-06WL

WL

WL CME-55

BORING STARTED




73055114AJOB #

AB3 1-20-06

2 41.8 N

UM

BE

R

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

35

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

Eastway Properties


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

PROJECT

Page 1 of 1 G

RA

PH

IC L

OG


RWJRIG

NKLOGGED FOREMAN


8

SS

SS

SS

SS

SS

SS

SS

SS

1

39

42

47

66

73.5

35

32

16

51.3

41.4

50/6"

5

6

8

SS

7

0.4

14

15

9

8

7

6

5

4

3

2

8

27

1000*

2000*

3000*

3000*

<250*

<250*

FINES 21%

<250*

BORING TERMINATED

Very dense, dark gray, clayey fine to coarse SAND



COASTAL PLAIN - very stiff, grayishbrown to gray, sandy CLAY

GRAVEL BASE

JOB #

WL

WL

WL CME-55

BORING STARTED

5

73055114A

AB

SITE




Eastway Properties

OMNI COMMERCE PARK

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Page 1 of 1 G

RA

PH

IC L

OG


NK

1-20-06 RIG FOREMAN RWJ LOGGED

BORING COMPLETED

SS

SS

SS

SS

SS

8

SS

39

40.5

47

57

66

74

35

33.5

27

9

56.6

17

2

1

3

6

10

ST

21

SS

8

7

6

5

4

3

2

1

SS

0.2

13

TOPSOIL

<250*

<250*

2000*

3000*

17 Very soft, gray, silty CLAY

LL 43 PI 20

COASTAL PLAIN - very stiff to stiff,tannish brown, sandy CLAY, with silt


BORING TERMINATED

Medium dense, gray, fine to mediumSAND, trace silt and clay

Very loose, gray, clayey fine SAND


JOB #

WL

WL

WL CME-55

BORING STARTED


4



73055114A

AB

58.4

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

35

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

Eastway Properties PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

62


24

Page 1 of 1 G

RA

PH

IC L

OG

RIG FOREMAN RWJ NK

1-19-06

LOGGED

1-19-06BORING COMPLETED WATER LEVEL OBSERVATIONS, ft

<250*

BORING TERMINATED

Loose to medium dense, greenish gray,clayey fine SAND, with silt, and shells

Medium stiff, tan to gray, silty CLAY

COASTAL PLAIN - loose to medium dense, tannish brown, clayey fine SAND

<250*

1500*

2000*

TOPSOIL

30

SS

44

52

74

22

5.5

0.2

68.5

2

7

10

9

8

8

7

6

5

3

6

1

SS

SS

SS

SS

SS

SS

SS

4

5

4

11

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

4 AB 1-18-06




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

Eastway Properties

GR

AP

HIC

LO

G

TESTS

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION


Page 1 of 1


FOREMAN

73055114A

1-18-06 RIG RWJ

NKLOGGED

BORING COMPLETED

SS

6

5

4

3

2

1

SS

SS

44

SS

8

SS

SS

SS

SS

7

8

22.4

15

29

4

4

5

9

9

52

COASTAL PLAIN - loose, tan, fine SAND, trace silt and clay

GRAVEL BASE

<250*

<250*

BORING TERMINATED

FINES 13%

68.5

73.5

30

22

5.5

0.4

Stiff to medium stiff to soft, tannish brown to gray, silty CLAY

Medium dense, gray, clayey fine SAND, with silt, and shells

4

JOB #

WL

WL

WL CME-55

BORING STARTED

AB




CLIENT

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG




CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

PROJECT Eastway Properties

WATER LEVEL OBSERVATIONS, ft 1-20-06 BORING COMPLETED

73055114A


NKLOGGED

12

SS

SS

SS

SS

SS

SS

SS 44

52

62

66

68.5

73.5

30

9

13

19

2

2

SS

10 8

8

8

7

6

5

4

3

2

1

2

22

Stiff, tan, sandy CLAY

COASTAL PLAIN - medium dense, tan, clayey fine SAND, with silt

GRAVEL

<250*

<250*


Medium dense, gray, clayey fine tomedium SAND, with shells

5.5

0.4

Very loose, tan, fine SAND

BORING TERMINATED

Eastway Properties

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

3

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES



1-19-06

PROJECT


AP

HIC

LO

G

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

NK RIG

73055114A

1-19-06 FOREMAN

LOGGED

BORING COMPLETED

RWJ

Page 1 of 1

SS

72

3

2

1

SS

SS

SS

SS5

SS

6

SS

42

50

SS

42

4 33.0

30

12

4

6

7

6

9

8

8

7

66.5

<250*

1000*

1000*

2000*

<250*

GRAVEL

22

5.5

0.2

LL 52 PI 25

<250*

BORING TERMINATED

Medium dense to dense, greenish gray,clayey fine SAND

Stiff to medium stiff, gray to greenish gray,silty CLAY, trace fine sand

COASTAL PLAIN - stiff, brown to gray,CLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.


CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

Eastway Properties

1-6-06

73055114A


NKLOGGED

BORING COMPLETED

3

SS

SS

SS

SS

SS

SS

SS

1

43

51

65

70

72.5

30

22

6

40.2

49.0

13

28

4

SS

8

0.5

11

10

8

7

6

5

4

3

2

4

8

<250*

<250*

<250*

<250*

2500* TOPSOIL COASTAL PLAIN - stiff, dark brown, sandy CLAY

FINES 15%

LL 53 PI 27

<250*

BORING TERMINATED

Medium dense, greenish gray, clayey fineto medium SAND

Stiff to medium stiff, dark gray, silty CLAY

Stiff to medium stiff, brownish gray, siltyCLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED

5 AB


OMNI COMMERCE PARK




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DESCRIPTION


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

GR

AP

HIC

LO

G

TESTS

Page 1 of 1

1-10-06

NK RIG


1-10-06

73055114A FOREMAN

LOGGED

BORING COMPLETED

RWJ

SS

SS

SS

SS

SS

SS

SS

SS

SS

3

41

46

56

67.5

72.5

32

5

25.2

50/5"

3

3

1

4

2

11

19

11

9

8

7

6

5

4

5.5

2

27

<250*

2000*

3000*

3000*COASTAL PLAIN - stiff to very stiff,grayish brown, sandy CLAY

Stiff to medium stiff, grayish brown, siltyCLAY, trace fine sand

0.3 LL 51 PI 28

TOPSOIL

17

Very dense, greenish gray, silty fine tomedium SAND, with clay

Very loose, greenish gray, clayey fineSAND


JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB7




OMNI COMMERCE PARK

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

Eastway Properties

TESTS


PROJECT

Continued Next Page


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

Page 1 of 2 G

RA

PH

IC L

OG

1-10-06 1-10-06

RIG FOREMAN RWJ LOGGED NK


TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

1-10-06

50/4"



GR

AP

HIC

LO

G

Page 2 of 2

BORING COMPLETED

LOGGED

PROJECT

50

Very dense, brown, clayey fine SAND

BORING TERMINATED

37

NK

36

23

SS

SS

SS

10

11

12

61

50/6"

NU

MB

ER

7 AB RWJ

WL

WL

WL

SAMPLES

US

CS

SY

MB

OL

TYP

E

40

45

50

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

WA

TER

CO

NTE

NT,

%

Summerville, South Carolina SITE

OMNI COMMERCE PARK

Eastway Properties



FOREMANRIG 1-10-06

73055114AJOB #

BORING STARTED

CME-55

BORING TERMINATED

Medium dense, greenish gray, clayey fineSAND

Medium stiff to soft, brownish gray, siltyCLAY

Medium stiff to stiff, grayish brown, siltyCLAY, trace fine sand

Very stiff, brown, sandy CLAY TOPSOIL

<250*

<250*

SS

73.5

BORING COMPLETED

RWJ


LOGGED NK

1-10-06 RIG FOREMAN

JOB #

WL

WL

WL CME-55

BORING STARTED

AB7

DESCRIPTION

44

52

LL 51 PI 22

71

30

22

8

3

0.5

66


Page 1 of 1 G

RA

PH

IC L

OG

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

SS

SITE




Eastway Properties

OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

6

12

14

4

3

4

4

9

23

61.4

7

39.1

5

4

3

2

1

SS

SS

SS

SS

SS

8

SS

TESTS

73055114A

SS

SS

SS

SS

SS

17

SS 45

48

53

58

69.5

74.5

30

27

14

39.1

29.9

13

21

11

3

SS

4

SS

12

8

7

6

5

4

3

2

1

5.5

4

Medium stiff to soft, brown, silty CLAY, with fine sand

COASTAL PLAIN - stiff to very stiff,grayish brown, sandy CLAY

TOPSOIL

2000*

500*

2000*

22


0.6

LL 50 PI 23

Stiff, dark gray, silty CLAY

Medium dense, grayish green, fine SAND

BORING TERMINATED

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB8




56.8

OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

Eastway Properties


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

DESCRIPTION

Page 1 of 1 G

RA

PH

IC L

OG


RIG FOREMAN RWJ NK


LOGGED

PROJECT

1-11-06



GR

AP

HIC

LO

G


BORING COMPLETED


Page 1 of 1

42.8 2000*

AUGER BORING

BORING TERMINATED 17 58

1 24 81

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

ST

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

5

10

15

JOB #

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

NU

MB

ER


1-11-06

73055114A

Eastway Properties

LOG OF BORING NO. B-34A



BORING STARTED

CME-55

WL

WL

WL

CLIENT

FINES 5%

BORING TERMINATED

Medium dense, brownish tan, fine to medium SAND, with silt and clay

Very stiff, gray, silty CLAY, trace fine sand

Loose, gray, clayey fine SAND, with silt

Stiff to medium stiff, tannish gray, siltyCLAY, trace fine sand

COASTAL PLAIN - medium dense, black to brown, clayey fine SAND

TOPSOIL

2000*

2000*

22

38

46

51

56

62.5

30

17

12

5.5

0.3 67.5

RIG FOREMAN RWJ NKLOGGED

BORING COMPLETED

Page 1 of 1 G

RA

PH

IC L

OG



1-18-06


73055114A

1-18-06


JOB #

WL

WL

WL CME-55

BORING STARTED


6




CO

NFI

NE

DS

TRE

NG

TH, p

sf

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

AB

5

10

15

20

25

30

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

2

DESCRIPTION

4

6

8

10

8

8

7

6

5

13

3

13

1

SS

SS

SS

SS

SS

SS

SS

SS

4

TESTS

24.5

15

SS

6

5

4

3

2

1

SS

SS

43

SS

9

SS

SS

SS

SS

7

8

30.6

19

8

8

8

7

8

8

56

COASTAL PLAIN - stiff, brownish tan, sandy CLAY

TOPSOIL

1500*

2000*

BORING TERMINATED

FINES 11%

67.5

72.5

30

17

5.5

0.3


Loose to medium dense, greenish gray,fine to coarse SAND, with silt and clay

4

JOB #

WL

WL

WL CME-55

BORING STARTED

AB




CLIENT

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG




CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS



73055114A


NKLOGGED

72.5 1

SS

SS

SS

SS

SS

SS3

SS

4

43

51

65

SS

2

2

10

30

2

3

10

25

22

8

7

6

5

9

67.5

COASTAL PLAIN - medium dense, tannish brown, clayey fine SAND

TOPSOIL

<250*

<250*


Medium dense to loose to, gray, clayeyfine SAND, with silt

22

8

5.5

0.3

Stiff, gray, silty CLAY, trace fine sand

BORING TERMINATED

JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

Eastway Properties

1-18-06 1-18-06


BORING COMPLETED

SS

SS

SS

SS

SS

SS

SS

SS

27

3

39

42

52

66

68.5

9

26.7

30

10

1

11

2

11

10

10

8

7

6

5

4

17

10

TOPSOIL

500*

1000*

2000*

2500*

30

Stiff, gray, silty CLAY, with fine sand

3

0.3

LL 47 PI 24

COASTAL PLAIN - medium dense, brown, clayey fine SAND Stiff, tannish brown to gray, silty CLAY, trace fine sand

BORING TERMINATED

Dense, gray, clayey fine SAND

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

5 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT


Page 1 of 1

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

GR

AP

HIC

LO

G

Eastway Properties


FOREMAN

73055114A

1-21-06 RIG RWJ

NKLOGGED

BORING COMPLETED

17

SS

SS

SS

SS

SS

SS

40

43

48

53

64.5

69.5

30

27

8

11

50/3"

12

11

10

SS

7 5.5

8

7

6

5

4

3

2

1

SS

11

22

COASTAL PLAIN - loose, brownish tan, clayey fine SAND, with silt

TOPSOIL

1000*

1000*

500*


Very dense, gray, clayey fine SAND

0.5

Stiff, brownish gray, silty CLAY, with fine sand

BORING TERMINATED

Medium dense, gray, fine SAND, with silt and clay

Eastway Properties

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

5

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DESCRIPTION


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

GR

AP

HIC

LO

G

Page 1 of 1


RWJ 1-21-06

RIG FOREMAN

NKLOGGED

BORING COMPLETED

73055114A

17

SS

SS

SS

SS

SS

SS

SS 41

49

54

65.5

68

70.5

30

12 21.3

18

11

14

12

SS

13

5.5

7

8

7

6

5

4

3

2

1

12

22

Stiff, tan, sandy CLAY

COASTAL PLAIN - loose, brownish tan, clayey fine SAND

TOPSOIL

<250*

3000*

Very stiff, gray, sandy CLAY


3

0.3

Very stiff to stiff, tan to gray, silty CLAY

BORING TERMINATED

Eastway Properties

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

8

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DESCRIPTION


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

GR

AP

HIC

LO

GPage 1 of 1


LOGGED RIG FOREMAN

1-21-06 RWJ

BORING COMPLETED

73055114ANK

2

1

SS

SS

SS

SS

ST

SS

SS

71.5 SS

5

40

45

55

SS

6

26.6

3

50/2"

4

8

4

9

14

16

9

8

7

6

32

77

COASTAL PLAIN - medium dense, tannish tan, clayey fine SAND

TOPSOIL

<250*

<250*

66.5

Hard, gray, CLAY, with silt, and fine sand 27

17

5.5

0.5


Stiff to medium stiff, gray, silty CLAY, with fine sand


JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB8




OMNI COMMERCE PARK

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

Eastway Properties

DESCRIPTION


PROJECT

Continued Next Page


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

7530

Page 1 of 2 G

RA

PH

IC L

OG


RIG FOREMAN RWJ NK


LOGGED

SS

BORING TERMINATED

52

57.5

20

14.5

Dense, brown, clayey fine SAND

13 47

50/5"

76SS

12

11

10

SS

SS


50/4"

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

NU

MB

ER

40

45

50

55

DE

PTH

, ft.

RE

CO

VE

RY

, in.

AUGER REFUSAL - BEGIN CORING.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

73055114A

1-24-06

CLIENT


Eastway Properties





PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

Page 2 of 2 G

RA

PH

IC L

OG

BORING STARTED

8

JOB # CME-55RIG

WL

WL

WL

1-24-06 BORING COMPLETEDAB

FOREMAN RWJ NKLOGGED


72.5 1

SS

SS

SS

SS

SS

SS3

SS

4

43

46

56

SS

6

2

9

30

12

8

7

7

8

8

7

6

5

15

67.5

COASTAL PLAIN - loose, orangeishbrown, clayey fine SAND

TOPSOIL

1000*

2000*

Medium stiff to stiff, gray, silty CLAY

Medium dense, greenish gray, clayey fineSAND, with silt, and shells

27

17

5.5

0.3

Stiff, tan to gray, silty CLAY, trace fine sand

BORING TERMINATED

JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

Eastway Properties

1-21-06 1-21-06


BORING COMPLETED

72.5 1

SS

SS

SS

SS

SS

SS3

SS

4

43

51

61

SS

5

2

12

30

6

15

9

10

6

8

7

6

5

10

67.5

COASTAL PLAIN - loose to medium dense, brownish tan, clayey fine SAND

TOPSOIL

<250*

1500*


Medium dense, tan to gray, fine SAND, with silt and clay

22

12

5.5

0.4

Stiff to very stiff, tan, silty CLAY, with fine sand

BORING TERMINATED

JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

Eastway Properties

1-22-06 1-22-06


BORING COMPLETED

17

SS

SS

SS

SS

SS

SS

SS 44

52

57

66

68.5

73.5

30

18

9

5

3

5

SS

13 8

8

8

7

6

5

4

3

2

1

11

22

Very stiff, tan, silty CLAY, with fine sand

COASTAL PLAIN - medium dense, brownish tan, clayey fine SAND

TOPSOIL

<250*

2000*

Soft, gray, silty CLAY, trace fine sand


5.5

0.3

Stiff to medium stiff, tan to gray, silty CLAY

BORING TERMINATED

Eastway Properties

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

4

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES



1-22-06

PROJECT


AP

HIC

LO

G

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

NK RIG

73055114A

1-22-06 FOREMAN

LOGGED

BORING COMPLETED

RWJ

Page 1 of 1

1

SS

SS

SS

SS

SS

SS3

SS

4

44

52

66

68.5

SS

4

29.3

2

10

22

6

10

6

2

6

8

7

6

5

11

TOPSOIL

BORING TERMINATED



73.5 COASTAL PLAIN - medium stiff to soft, brownish gray, sandy CLAY, with silt

<250*

500*

Loose, tan, fine to medium SAND, with silt and clay

8

5.5

0.4

% FINES 12

30

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

6 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

GR

AP

HIC

LO

G

DESCRIPTION

TESTS


Eastway Properties

Page 1 of 1


NK 73055114A



45

SS

SS

SS 0.3

42

SS

60

64

66.5

71.5

30

27

12

8

8 12

2

3

4

14

25

SS

6

SS

7

6

5

4

3

2

1

SS

SS

10

<250*

<250*

1500*

3000*

1500*

500*

5.5 Very stiff, gray, sandy CLAY, with silt

TOPSOIL COASTAL PLAIN - medium stiff to stiff, brown, silty CLAY, with fine sand

JOB #

WL

WL

WL CME-55

BORING STARTED

73055114A

AB14

BORING TERMINATED

Stiff, gray, silty CLAY, with fine to medium sand



SITE




57.6

OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

Eastway Properties


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

DESCRIPTION

Page 1 of 1 G

RA

PH

IC L

OG


RWJ 1-24-06

RIG FOREMAN

NKLOGGED

BORING COMPLETED

BORING TERMINATED

Loose to medium dense, gray, fine to medium SAND, with silt and clay

Medium stiff, brownish gray to gray, siltyCLAY

Loose, tan, fine SAND

Stiff, tan, silty CLAY


TOPSOIL

500*

30

BORING COMPLETED RIG FOREMAN RWJ

NK


LOGGED

1-22-06

73055114AJOB #

WL

WL

WL CME-55

BORING STARTED

5 1-22-06

AB

44

52

62

66

FINES 9%

73.5

22

12

8

5.5

0.4

68.5

3000*

Page 1 of 1 G

RA

PH

IC L

OG


Eastway Properties




PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES TESTS

3

4

4

6

12

14

9

8

7

6

7

4

10

2

1

SS

SS

SS

SS

SS

SS

SS

SS

5

DESCRIPTION

33.4

66

37.5

44

SS

62

SS 68.5

71

73.5

30

22

12

8

5.5

3

0.5

52

5

20

4

15

10

9

15

8

6

4

3

2

1

SS

SS

SS

SS

SS

SS

7


TOPSOIL

<250*

<250*

<250*

<250*

2000*

Very stiff, tan, silty CLAY

5

Stiff, tannish brown, sandy CLAY, with silt

JOB #

WL

WL

WL CME-55

BORING STARTED

14 AB

73055114A

1-22-06

Stiff, tan, silty CLAY, with fine sand

BORING TERMINATED






6

Eastway Properties

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Page 1 of 1 G

RA

PH

IC L

OG

FOREMAN RWJ 1-22-06

LOGGED RIG

NK



WL

WL

WL CME-55

BORING STARTED




Eastway Properties

73055114A

US

CS

SY

MB

OL

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

NU

MB

ER

WA

TER

CO

NTE

NT,

%

JOB #

SAMPLES

AB15

TYP

E


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

1-24-06 BORING COMPLETED RIG FOREMAN RWJ

NK

PROJECT

1-24-06

Page 1 of 1 G

RA

PH

IC L

OG



LOGGED

51

SS

SS

SS

43

SS

61

67.5

72.5

30

22

12

5.5

0.3

7

10

4

6

2

10

14

7

SS

8

SS

6

5

4

3

2

1

SS

SS

6

2000*

TOPSOIL COASTAL PLAIN - loose, gray, clayeyfine SAND

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

<250*

BORING TERMINATED


Soft to medium stiff, gray, silty CLAY

Very stiff to stiff, grayish tan, silty CLAY

SS

5

4

3

2

1

SS

SS

SS

SS

8

SS

SS

SS

50

SS

2

6

5

7 5

3

4

9

13

8

10

9

71.5 22.4

64

<250*

1000*

2000*COASTAL PLAIN - medium dense to loose, brownish tan, clayey fine SAND

Medium dense, brownish tan, clayey fineSAND

22

8

5.5

0.3 TOPSOIL

66.5

Very loose to loose, gray, clayey fineSAND

Soft to medium stiff, gray, silty CLAY

FINES 40%

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

11 AB WATER LEVEL OBSERVATIONS, ft




SITE

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

Continued Next Page

GR

AP

HIC

LO

G

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Eastway Properties

Page 1 of 2

1-22-06

RWJ 73055114A

1-22-06 RIG FOREMAN

NKLOGGED

BORING COMPLETED

PROJECT

1-22-06



GR

AP

HIC

LO

G

BORING COMPLETED


Page 2 of 2

32

Very dense, gray, fine SAND, with silt and clay

BORING TERMINATED

37 35

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

SS10 50/6"

TESTS

DESCRIPTION

40

AB

SAMPLES

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

TYP

E

40

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

NU

MB

ER


1-22-06

73055114A

Eastway Properties

11




BORING STARTED

CME-55

WL

WL

WL JOB #

CLIENT

SS

6

5

4

3

2

1

SS

SS

SS

9

SS

SS

SS

SS

SS

10

7

37.3

8 2

2

8

4

8

10

6

7

67.5

64.7

41

COASTAL PLAIN - loose, brownish tan, clayey fine SAND

TOPSOIL

1000*

Soft, gray, silty CLAY, with fine sand


LL 46 PI 22

72.5

32

22

5.5

0.5

Medium stiff to soft, tan to gray, silty CLAY

LL 45 PI 19

51

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

5 AB WATER LEVEL OBSERVATIONS, ft




SITE

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

Continued Next Page

GR

AP

HIC

LO

G

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Eastway Properties

Page 1 of 2

1-23-06

NK 73055114A



1-23-06

12

50/4"

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

PROJECT

SS



GR

AP

HIC

LO

G

Page 2 of 2

1000*

Stiff, gray, silty CLAY Medium dense, gray, clayey fine SAND

Very dense, gray, fine SAND, with silt and clay

BORING TERMINATED

11

10

37

42

45

36

31

28

SS

LOGGED

NU

MB

ER

BORING COMPLETED5 AB

NK

WL

WL

WL

SAMPLES

US

CS

SY

MB

OL

TYP

E

40

45 D

EP

TH, f

t.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

WA

TER

CO

NTE

NT,

%

Eastway Properties CLIENT





1-23-06

73055114A FOREMAN JOB #

RIG CME-55

BORING STARTED

RWJ

Eastway Properties

FOREMAN




SITE

73055114A

1-25-06

DE

PTH

, ft.

8

5

10

15

20

25

30

35

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES OMNI COMMERCE PARK

RWJ AB11

JOB #

WL

WL

WL CME-55

BORING STARTED

RIG

TESTS

DESCRIPTION

50/4"

4

3

4

NKLOGGED

BORING COMPLETED

Page 1 of 1 G

RA

PH

IC L

OG


RE

CO

VE

RY

, in.


1-25-06

PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

5.5

34

37

52

63.5

68.5

35

10

17

0.3

32

1

12

19

22

9

8

7

6

5

4

2

SS

SS

SS

SS

SS

SS

SS

SS

SS

3

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

Medium stiff to soft, gray, silty CLAY, with fine sand

Very dense, brown, silty fine SAND, with clay


COASTAL PLAIN - very stiff, brownishtan, sandy CLAY, with silt

TOPSOIL

1000*

2000*

2000*

4000*

4000*

BORING TERMINATED

68.5 1

SS

SS

SS

SS

SS

SS3

SS

4

39

42

47

SS

4

2

4

30

4

9

9

7

6

8

7

6

5

50/4"

63.5

COASTAL PLAIN - loose, tannish brown, clayey fine SAND

TOPSOIL

500*

500*


Very dense, greenish gray, silty fineSAND, with clay

27

22

5.5

0.4

Stiff to medium stiff, tan to gray, siltyCLAY, trace fine sand

BORING TERMINATED

JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

Eastway Properties

1-25-06 1-25-06


BORING COMPLETED

SS

2

1

SS

SS

SS

SS

SS4

SS

5

40

53

64.5

SS

18

37.6

3

20 30

8

6

10

13

10

6

8

7

6

27.1Stiff, brown, sandy CLAY, with silt


TOPSOIL

500*

2000*

67

BORING TERMINATED

17

5.5

3

0.2


Loose to medium dense, greenish gray,clayey fine SAND, with silt

JOB #

WL

WL

WL CME-55

BORING STARTED

7 AB

70

OMNI COMMERCE PARK




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

Page 1 of 1

DESCRIPTION

TESTS


AP

HIC

LO

G

Eastway Properties


RIG 1-25-06

RWJFOREMAN

NKLOGGED 73055114A

BORING COMPLETED

BORING TERMINATED

SS

Medium dense, gray, clayey fine SAND, with silt

Stiff, gray, sandy CLAY, with silt

Stiff, tannish gray, silty CLAY

COASTAL PLAIN - medium stiff, brown, sandy CLAY, with silt

TOPSOIL

500*

500*

66.5

RIG FOREMAN RWJ LOGGED


NK

1-25-06

73055114AJOB #

WL

WL

WL CME-55

BORING STARTED

AB 1-25-06

9


42

55

71.5

30

27

17

5.5

0.5

45

Page 1 of 1 G

RA

PH

IC L

OG

SS




Summerville, South Carolina PROJECT


OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

5

12

8

9

8

7

7

6

6

8

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

6

4

3

2

1

SS

SS

SS

SS

SS

7

DESCRIPTION

TESTS

38.8

SS

SS

5

4

3

2

1

SS

SS

SS

SS

8

SS

SS

42

SS

32.9

6

7

12

11

9

7

7

6

6

7 71.5

50

1000*

2000*

2000*

2000*


Medium stiff to stiff, tan to gray, silty CLAY, trace fine sand

30

22

5.5

0.4 TOPSOIL

FINES 17%

66.5

BORING TERMINATED

Medium dense, gray, clayey fine tomedium SAND, with silt

7

JOB #

WL

WL

WL CME-55

BORING STARTED

AB





OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

CLIENT

GR

AP

HIC

LO

G



CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Page 1 of 1


73055114A


NKLOGGED

BORING COMPLETED

1

SS

SS

SS

SS

SS

SS3

SS

4

42

50

66.5

69

SS

6

2

13

22

5

9

9

12

10

8

7

6

5

14


TOPSOIL

<250*

2000*

2000*

72


5.5

3

0.2

Stiff, tannish brown, sandy CLAY, with silt



JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

Eastway Properties

1-24-06

RIG

73055114A

1-24-06 FOREMAN RWJ

NKLOGGED

BORING COMPLETED

43

SS

SS

40

SS

48

58

64.5

67

69.5

30

27

22

12

7

33

7

4

10

5

13

SS

8

SS

6

5

4

3

2

1

SS

SS

SS

0.4 6

5.5

Medium stiff to stiff, tannish brown, siltyCLAY, with fine sand

Medium stiff to stiff, tan, silty CLAY

Very stiff, tan, silty CLAY

COASTAL PLAIN - medium stiff, brownish tan, sandy CLAY, with silt

TOPSOIL

<250*

Dense, gray, fine to medium SAND, with silt and clay

BORING TERMINATED


3

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB5




8

Eastway Properties

OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

GR

AP

HIC

LO

G

DESCRIPTION

Page 1 of 1

1-26-06

NK

1-26-06 RIG FOREMAN


RWJ LOGGED

BORING COMPLETED

SS

SS

SS

SS

SS

SS

SS 40

43

53

64.5

67

69.5

30

27

14

24.316

4

6

4

SS

8

3

10

8

7

6

5

4

3

2

1

11


Very stiff, tan, sandy CLAY, with silt

COASTAL PLAIN - medium dense, tan, clayey SAND

TOPSOIL

1000*

500*

17

BORING TERMINATED

0.5

FINES 15%

Medium stiff, gray, silty CLAY, with fine sand

Medium dense, gray, clayey fine to medium SAND

5.5

Eastway Properties

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

5

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DESCRIPTION


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

GR

AP

HIC

LO

GPage 1 of 1


LOGGED RIG FOREMAN

1-25-06 RWJ

BORING COMPLETED

73055114ANK

SS

6

5

4

3

2

1

SS8

SS

8

SS

SS

SS

SS

SS7

41 10

10

15

7

14

10

24

COASTAL PLAIN - loose to medium dense, brownish tan, clayey fine SAND

TOPSOIL

2000*

Medium dense, gray, clayey fine SAND, with silt

BORING TERMINATED

49

65.5

70.5

30

22

5.5

0.4

Stiff to very stiff, tan to gray, silty CLAY

SITE

6

JOB #

WL

WL

WL CME-55

BORING STARTED

AB

OMNI COMMERCE PARK



CLIENT

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG



PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

Eastway Properties


73055114A

1-26-06BORING COMPLETED RIG FOREMAN RWJ

NKLOGGED

SS

6

5

4

3

2

1

SS8

ST

12

SS

SS

SS

SS

SS7

41

40.3

14

8

5

11

8

11


TOPSOIL

2000*

Loose to medium dense, greenish gray,silty fine SAND, with clay

BORING TERMINATED

49

65.5

71

30

22

5.5

0.2


SITE

5

JOB #

WL

WL

WL CME-55

BORING STARTED

AB

OMNI COMMERCE PARK



CLIENT

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG



PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

Eastway Properties


73055114A

1-26-06BORING COMPLETED RIG FOREMAN RWJ

NKLOGGED

SS

SS

SS

SS

SS

SS

36

41

51

56

62.5

67.5

32

27

17

11

25.9

50/2"

8

6

6

13

SS

16

0.5

8

7

6

5

4

3

2

1

SS

8Stiff to very stiff, brownish tan, silty CLAY, trace fine sand

COASTAL PLAIN - medium dense, brownish tan, clayey fine SAND, with silt

TOPSOIL

1000*

3000*

2000*

12

Very dense, gray, silty fine to mediumSAND, with clay, and rock fragments



BORING TERMINATED AUGER REFUSAL - BEGIN CORING.

5.5

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB8




Eastway Properties

OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES TESTS


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

GR

AP

HIC

LO

G

Page 1 of 1

1-26-06

LOGGED RIG FOREMAN


1-26-06 RWJ

BORING COMPLETED

NK

1

SS

SS

SS

SS

SS

SS3

SS

4

43

46

51

56

SS

6

2

5

27

7

11

10

8

9

8

7

6

5

7

SILTY CLAY, with fine sand, brown and tan, stiff (COASTAL PLAIN)

CLAYEY FINE SAND, brown and reddish brown, loose (FILL)

500*

1500*

3000*

65

SANDY CLAY, with shells, gray, stiff

22

17

8

SILTY CLAY, with fine sand, dark gray,medium stiff

SANDY CLAY, dark gray, medium stiff


JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

EASTWAY PROPERTIES

8-24-06

RIG

73055114A

8-24-06 FOREMAN HW

NKLOGGED

BORING COMPLETED

SS

SS

SS

SS

SS

SS

SS

41

46

51

56

65

73

32

27

22

12

13

3

4

6

8

SS

11

0.1

9

8

7

6

5

4

3

2

1

SS

10

CLAYEY FINE TO MEDIUM SAND, brown, medium dense (COASTAL PLAIN)

(TOPSOIL)

500*

1500*

2000*

17

SANDY CLAY, gray, soft

SILTY CLAY, with fine sand, brown and gray, stiff to medium stiff

SILTY CLAY, with fine sand, gray,medium stiff

CLAYEY FINE SAND, gray, dense

CLAYEY FINE SAND, with shells, gray,medium dense

8

JOB #

WL

WL

WL CME-55

BORING STARTED

6

73055114A

AB

SITE




49

EASTWAY PROPERTIES

OMNI COMMERCE PARK

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

PROJECT

Continued Next Page


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Page 1 of 2 G

RA

PH

IC L

OG


LOGGED

8-24-06 RIG FOREMAN HW

NK

BORING COMPLETED

8-24-06

LOGGED

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

50/5.5"

PROJECT

50/6"



GR

AP

HIC

LO

G

Page 2 of 2

BORING COMPLETED

37

CLAYEY FINE SAND, gray, dense

CLAYEY FINE SAND, with cemented sand lenses, brown, very dense

BORING TERMINATED

NK

50

36

23

SS

SS

SS

10

11

12

50/3"

NU

MB

ER

JOB #

6 AB

SAMPLES

US

CS

SY

MB

OL

WL

WL

WL

TYP

E

CME-55

40

45

50

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

WA

TER

CO

NTE

NT,

%

HWFOREMANRIG 8-24-06

73055114A

EASTWAY PROPERTIES


BORING STARTED




22

SS

SS

SS

SS

SS

SS

SS 43

46

51

56

61

73

30

10

10

4

5

8

SS

12

17

11

8

7

6

5

4

3

2

1

16

27

SILTY CLAY, with fine sand, brown, stiff

CLAYEY FINE SAND, brown and tan, medium dense (COASTAL PLAIN)

(TOPSOIL)

500*

2000*

SANDY CLAY, gray, medium stiff

CLAYEY FINE SAND, gray, mediumdense

12

0.1


BORING TERMINATED

EASTWAY PROPERTIES

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

8

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES



8-24-06

PROJECT


AP

HIC

LO

G

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

NK RIG

73055114A

8-24-06 FOREMAN

LOGGED

BORING COMPLETED

HW

Page 1 of 1

SS

4

3

2

1

SS

SS

SS

SS

SS

7

SS

42

60

SS

2

5

6

2

3

4

15

8

2

10

8 30

66.5

<250*

<250*

5000*

2500*

<250*

CLAYEY FINE SAND, brown, medium dense (COASTAL PLAIN)

12

5.5

3

<250*

69

BORING TERMINATED

SILTY CLAY, with fine sand, light grayand dark gray, medium stiff to soft

SILTY CLAY, with fine sand, gray, stiff tovery stiff

CLAYEY FINE SAND, gray, very loose

8

JOB #

WL

WL

WL CME-55

BORING STARTED

AB





OR

EH

OLE

_99

730

5511

4A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

CLIENT

GR

AP

HIC

LO

G



CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

PROJECT EASTWAY PROPERTIES

Page 1 of 1


73055114A


NKLOGGED

BORING COMPLETED

SS

SS

SS

SS

SS

SS

SS

8

2

43

61

65

70

73

30

15

3

2

3

SS

13

1

14

10

8

7

6

5

4

3

3

2

<250*

<250*

<250*

3000*

2500*

12

CLAYEY FINE SAND, brown, medium dense (FILL)

0.1

<250*

(TOPSOIL)

BORING TERMINATED

SILTY CLAY, with fine sand, gray anddark gray, soft

CLAYEY FINE SAND, gray, mediumdense (COASTAL PLAIN)

SILTY CLAY, with fine sand, and roots, dark brown, very stiff (FILL)

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

8 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT


Page 1 of 1

DESCRIPTION

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

GR

AP

HIC

LO

G

EASTWAY PROPERTIES


RIG

73055114A

8-25-06 FOREMAN HW

NKLOGGED

BORING COMPLETED

SS

5

4

3

2

1

SS

SS7

SS

8

SS

SS

SS

SS6

65

14

5

3

4

5

11

12

8 (COQUINA)

<250*

250*

500*

43

CLAYEY FINE SAND, gray, loose tomedium dense

73

30

22

8

0.2 CLAYEY FINE SAND, brown and red, loose to medium dense (COASTAL PLAIN)

SILTY CLAY, with fine sand, brown and gray, medium stiff to soft

BORING TERMINATED

51

8

JOB #

WL

WL

WL CME-55

BORING STARTED

AB




CLIENT

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG




CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS



73055114A


NKLOGGED

SS

SS

SS

SS

SS

SS

44

47

52

66

71

73.5

30

27

22

9

13

4

2

3

3

SS

7

0.3

8

7

6

5

4

3

2

1

SS

10

CLAYEY FINE SAND, with wood pieces,dark brown, loose (FILL)

(COQUINA)

<250*

<250*

<250*

500*

8


CLAYEY FINE SAND, brown, loose to medium dense (COASTAL PLAIN)

SILTY CLAY, with fine sand, brown and gray, soft

BORING TERMINATED

FINE CLAYEY SAND, gray, mediumdense

3

EASTWAY PROPERTIES

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

10

OMNI COMMERCE PARK

AB




5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DESCRIPTION


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

TESTS

GR

AP

HIC

LO

G

Page 1 of 1


NK RIG

8-28-06 FOREMAN

LOGGED

BORING COMPLETED

73055114A HW

1

SS

SS

SS

SS

SS

SS3

SS

4

43

51

65

70

SS

3

2

2

22

3

4

7

8

11

8

7

6

5

4

CLAYEY FINE SAND, brown, medium dense (FILL)

(TOPSOIL)

<250*

<250*

500*

72.5

CLAYEY FINE SAND, gray, very loose toloose

8

3

0.4

CLAYEY FINE SAND, reddish brown, loose (COASTAL PLAIN)

SILTY CLAY, with fine sand, gray,medium stiff to soft


JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

EASTWAY PROPERTIES

8-28-06

RIG

73055114A

8-28-06 FOREMAN HW

NKLOGGED

BORING COMPLETED

SS

5

4

3

2

1

SS

SS7

SS

8

SS

SS

SS

SS6

66

4

2

3

4

5

9

8

16 CLAYEY FINE SAND, with wood pieces,dark brown, medium dense (FILL)

<250*

<250*

500*

44

CLAYEY FINE SAND, dark gray, veryloose to loose

71

30

22

8

3 CLAYEY FINE SAND, brown and tan, loose (COASTAL PLAIN)


BORING TERMINATED

52

7

JOB #

WL

WL

WL CME-55

BORING STARTED

AB




CLIENT

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG




CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS



73055114A


NKLOGGED

SS

SS

SS

SS

SS

SS

SS

SS

8

2

41

51

65

70

72.5

32

16

27

7

11

2

SS

4

1

15

9

9

8

7

6

5

4

3

3

4 <250*

500*

2000*

2000*

22

CLAYEY FINE SAND, brown, loose (COASTAL PLAIN)

0.3

<250*

(TOPSOIL)


CLAYEY FINE SAND, dark green andgray, medium dense to loose

SILTY CLAY, with fine sand, gray anddark gray, medium stiff to soft

SILTY CLAY, with fine sand, reddish grayand gray, very stiff

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB7




OMNI COMMERCE PARK

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

EASTWAY PROPERTIES

TESTS


PROJECT

Continued Next Page


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

Page 1 of 2 G

RA

PH

IC L

OG

8-28-06

NK



LOGGED

BORING COMPLETED

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

12

50

79

50/4"

TESTS

DESCRIPTION

10


GR

AP

HIC

LO

G

8-28-06

PROJECT

SS


CLAYEY FINE SAND, gray, mediumdense CLAYEY FINE SAND, gray, very dense

CLAYEY FINE SAND, with cemented sand lenses, gray, very dense

BORING TERMINATED

11

36

SS

SS

26

50

47

37

23 TY

PE

CME-55

Page 2 of 2

JOB #

7 AB BORING COMPLETED BORING STARTED

SAMPLES

RE

CO

VE

RY

, in.

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

US

CS

SY

MB

OL

SP

T - N

BLO

WS

/ ft.

WA

TER

CO

NTE

NT,

%

DE

PTH

, ft.

40

45

50

NU

MB

ER

DR

Y U

NIT

WT

pcf

CLIENT




EASTWAY PROPERTIES


WL

WL

WL

8-28-06

73055114A RIG FOREMAN HW

NKLOGGED

1

SS

SS

SS

SS

SS

SS3

SS

4

44

52

62

66

SS

4

2

3

22

4

8

9

8

7

8

7

6

5

6

CLAYEY FINE SAND, brown, loose (COASTAL PLAIN)

(TOPSOIL)

500*

500*

1500*

73.5

CLAYEY FINE SAND, gray, very loose toloose

12

8

0.3


SILTY CLAY, with fine sand, brown and gray, medium stiff


JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

EASTWAY PROPERTIES

8-29-06

RIG

73055114A

8-29-06 FOREMAN HW

NKLOGGED

BORING COMPLETED

SS

5

4

3

2

1

SS

SS7

SS

8

SS

SS

SS

SS6

52

8

5

2

3

3

4

5

9 CLAYEY FINE SAND, dark brown to brown, loose (COASTAL PLAIN)

<250*

<250*

500*

44

CLAYEY FINE SAND, with shells, gray,loose

66

30

27

22

8 SILTY CLAY, with fine sand, brown and gray, medium stiff to soft

SILTY CLAYEY FINE TO MEDIUM SAND, dark gray, loose

BORING TERMINATED

47

7

JOB #

WL

WL

WL CME-55

BORING STARTED

AB




CLIENT

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

Page 1 of 1 G

RA

PH

IC L

OG




CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS



73055114A


NKLOGGED

CLAYEY FINE SAND, with shells, gray,very loose

SS

BORING TERMINATED

SILTY CLAYEY FINE TO MEDIUM SAND, with shells, dark gray, very loose


CLAYEY FINE SAND, dark brown to brown, medium dense (COASTAL PLAIN)

(COQUINA)

<250*

500*

500*

74.5

JOB #

WL

WL

WL CME-55

BORING STARTED

73055114A


SS 45

48

67

30

27

22

8

0.3

53

14

3

2

3

4

13

10

8

7

6

5

4

3

2

1

5

SITE




OMNI COMMERCE PARK

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

SS

SS

EASTWAY PROPERTIES


PROJECT

SS


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

SS

GR

AP

HIC

LO

G

SS

SS

Page 1 of 1

8-28-06

NK

8-28-06 RIG HW LOGGED


1

SS

SS

SS

SS

SS

SS3

SS

4

44

47

62

66

SS

WOH

2

1

27

2

7

17

18

12

8

7

6

5

3


(TOPSOIL)

<250*

<250*

500*

73.5

CLAYEY FINE SAND, gray, very loose

12

8

0.3

SILTY CLAY, with fine sand, gray, stiff

SILTY CLAY, with fine sand, gray, soft tovery soft


JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

EASTWAY PROPERTIES

8-28-06

RIG

73055114A

8-28-06 FOREMAN HW

NKLOGGED

BORING COMPLETED

0.4

62

66

71

73.5

30

27

22

12

47

3

44

7

8

SS

6

4 D

EP

TH, f

t.

2

1

SS

SS

SS

52

SS

SS

SS

SS

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

SANDY CLAY, gray, very soft

73055114A

8-28-06 RIG FOREMAN HW LOGGED

CME-55 AB7

JOB #

WL

WL

WL

BORING STARTED

NK

BORING COMPLETED


5

SILTY CLAY, with fine sand, gray, soft

SILTY CLAY, with fine sand, brown, medium stiff

CLAYEY FINE SAND, tan, loose (COASTAL PLAIN)

CLAYEY FINE SANDwith wood pieces,brown, medium dense (FILL)

(COQUINA)

<250*

<250*

<250*

500*

BORING TERMINATED

SAMPLES

EASTWAY PROPERTIES CLIENT

US

CS

SY

MB

OL

WA

TER

CO

NTE

NT,

%

3

TYP

E

8

5

10

15

20

25

30





NU

MB

ER

TESTS

4

1

2

3

4

7

6

15

Page 1 of 1 G

RA

PH

IC L

OG


PROJECT


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION


66

23

42

SS

57

SS

68.5

71

73.5

32

22

17

8

5.5

3

0.3

52

5

15

3

6

11

10

8

9

8

SS

6

4

3

2

1

SS

SS

SS

SS

SS

SS

7

CLAYEY FINE SAND, tan, loose (COASTAL PLAIN)

(TOPSOIL)

<250*

<250*

500*

2500*

SILTY CLAY, with fine sand, reddish brown and tan, medium stiff

21

SILTY CLAY, with fine sand, tan, stiff

8-28-06WL

WL

WL CME-55

BORING STARTED

73055114AJOB #

AB8 8-28-06

SILTY CLAYEY FINE SAND, tan, medium dense


SILTY CLAYEY FINE TO MEDIUM SAND, with shells, dark gray, mediumdense

SILTY CLAY, with fine sand, gray, soft

Summerville, South CarolinaSITE

OMNI COMMERCE PARK



4 N

UM

BE

R

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

35

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

EASTWAY PROPERTIES

Continued Next Page


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS

PROJECT

Page 1 of 2 G

RA

PH

IC L

OG


HWRIG

NKLOGGED FOREMAN


8-28-06

LOGGED

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

50/6"

PROJECT

50/5"



GR

AP

HIC

LO

G

Page 2 of 2

BORING COMPLETED

37

CLAYEY FINE SAND, gray, mediumdense SILTY CLAYEY FINE SAND, gray, verydense

BORING TERMINATED

NK

50

37

24

SS

SS

SS

10

11

12

50/3.5"

NU

MB

ER

JOB #

8 AB

SAMPLES

US

CS

SY

MB

OL

WL

WL

WL

TYP

E

CME-55

40

45

50

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

WA

TER

CO

NTE

NT,

%

HWFOREMANRIG 8-28-06

73055114A

EASTWAY PROPERTIES


BORING STARTED




SS

SS

SS

SS

SS

SS

39

44

54

59

68

70.5

32

27

17

12

9

17

6

4

5

7

8

SS

10

8

7

6

5

4

3

2

1

SS

SS

9

(COQUINA)

500*

1500*

2000*

2000*

3

SILTY CLAY, with fine sand, grayishbrown, medium stiff


SILTY CLAY, with fine sand, brown, stiff

JOB #

WL

WL

WL CME-55

BORING STARTED

5 AB

73055114A

8-24-06

CLAYEY FINE SAND, gray, very dense



0.5




50/4"

EASTWAY PROPERTIES

NU

MB

ER

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

5

10

15

20

25

30

35

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

PROJECT

Continued Next Page


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

TESTS


Page 1 of 2 G

RA

PH

IC L

OG

BORING COMPLETED FOREMAN HW

NK RIG LOGGED


8-24-06

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

12

23

50/1"

50/3"

TESTS

DESCRIPTION

10


GR

AP

HIC

LO

G

8-24-06

PROJECT

SS



CLAYEY FINE SAND, brown, medium dense

SILTY CLAYEY FINE SAND, gray, verydense

BORING TERMINATED

11

34

SS

SS

29

50

42

37

21 TY

PE

CME-55

Page 2 of 2

JOB #


SAMPLES

RE

CO

VE

RY

, in.

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

US

CS

SY

MB

OL

SP

T - N

BLO

WS

/ ft.

WA

TER

CO

NTE

NT,

%

DE

PTH

, ft.

40

45

50

NU

MB

ER

DR

Y U

NIT

WT

pcf

CLIENT




EASTWAY PROPERTIES


WL

WL

WL

8-24-06


NKLOGGED

SS

SS

SS

SS

SS

SS

SS2

3

45

48

58

67

75 SS

7

14

1

5

17

12

11

11

11

8

7

6

5

4

8

(COQUINA)

2000*

500*

500*

2500*

30

SILTY CLAY, with fine sand, dark gray,medium stiff to stiff

8

0.1 CLAYEY FINE SAND, brown, medium dense (COASTAL PLAIN)

SILTY CLAY, with fine sand, grayishbrown, stiff

BORING TERMINATED

SILTY CLAYEY FINE SAND, with shells, dark gray, medium dense

27

OMNI COMMERCE PARK

JOB #

WL

WL

WL CME-55

BORING STARTED

9 AB




SITE

5

10

15

20

25

30

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES


PROJECT

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

Page 1 of 1

DESCRIPTION

TESTS


AP

HIC

LO

G

EASTWAY PROPERTIES

WATER LEVEL OBSERVATIONS, ft 8-24-06 8-24-06

FOREMANRIG HW 73055114ANKLOGGED

BORING COMPLETED

74.5 1

SS

SS

SS

SS

SS

SS3

SS

4

45

53

63

SS

8

2

5

30

4

8

16

22

9

8

7

6

5

3

69.5

CLAYEY FINE SAND, reddish brown, loose to medium dense (FILL)

(TOPSOIL)

500*

500*

SILTY CLAY, with construction debris, fine sand, reddish gray and brown,medium stiff to stiff

SILTY CLAYEY FINE SAND, dark gray,loose to very loose

22

12

5.5

0.3

CLAYEY FINE SAND, brown and reddish brown, medium dense to loose (COASTALPLAIN)

BORING TERMINATED

JOB #

WL

WL

WL CME-55

BORING STARTED






OR

EH

OLE

_99

730

5511

4A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

5

10

15

20

25

30

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

DE

PTH

, ft.

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

CLIENT

GR

AP

HIC

LO

G


PROJECT

Page 1 of 1


DESCRIPTION

TESTS

EASTWAY PROPERTIES

8-24-06 8-24-06

FOREMANRIG HW 73055114ANKLOGGED

BORING COMPLETED

SS

SS

SS

SS

SS

SS

SS

SS

12

2

41

51

61

65

72.5

32

18

50/4"

2

4

7

SS

9

1

19

12

9

8

7

6

5

4

3 8

4

500*

1000*

<250*

3000*

22

CLAYEY FINE SAND, brown and orangish brown, medium dense(COASTAL PLAIN)

0.3

<250*

(TOPSOIL)


SANDY CLAY, trace, brown and gray,medium stiff to soft

SILTY CLAY, with fine sand, grayishbrown, medium stiff to stiff

SILTY CLAY, with fine sand, purpleishbrown, stiff

JOB #

WL

WL

WL CME-55

BORING STARTED

SITE

73055114A

AB10




OMNI COMMERCE PARK

5

10

15

20

25

30

35

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

DR

Y U

NIT

WT

pcf

SP

T - N

BLO

WS

/ ft.

RE

CO

VE

RY

, in.

DE

PTH

, ft.

NU

MB

ER

TYP

E

WA

TER

CO

NTE

NT,

%

US

CS

SY

MB

OL

SAMPLES

EASTWAY PROPERTIES

TESTS


PROJECT

Continued Next Page


CO

NFI

NE

DS

TRE

NG

TH, p

sf

DESCRIPTION

Page 1 of 2 G

RA

PH

IC L

OG

8-24-06

NK



LOGGED

BORING COMPLETED

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

12

27

28

50/1"

TESTS

DESCRIPTION

10


GR

AP

HIC

LO

G

8-24-06

PROJECT

SS



CLAYEY FINE SAND, brown, medium dense

CLAYEY FINE SANDwith cemented sand lenses, brown, very dense

BORING TERMINATED

11

36

SS

SS

26

50

47

37

23 TY

PE

CME-55

Page 2 of 2

JOB #


SAMPLES

RE

CO

VE

RY

, in.

BO

RE

HO

LE_9

9 7

3055

114A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

US

CS

SY

MB

OL

SP

T - N

BLO

WS

/ ft.

WA

TER

CO

NTE

NT,

%

DE

PTH

, ft.

40

45

50

NU

MB

ER

DR

Y U

NIT

WT

pcf

CLIENT




EASTWAY PROPERTIES


WL

WL

WL

8-24-06


NKLOGGED

DESCRIPTION

6.0

5.0

17.0

29.0

Page of

TESTS

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

PROJECT


GR

AP

HIC

LO

G

(TOPSOIL)

SILTY FINE SAND, brown (moist),(COASTAL PLAIN)

CLAYEY FINE TO MEDIUM SAND, tannish brown (moist to wet)

SANDY CLAY, grayish brown (wet)

BORING TERMINATED 8

7

2.5

0.8

TYP

E

BORING STARTED

JOB #

NONE

SAMPLES

WA

TER

CO

NTE

NT,

%

NU

MB

ER

5

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9

GA

GE

TE

RR

AC

ON

.GD

T

US

CS

SY

MB

OL

EASTWAY PROPERTIES

OMNI COMMERCE PARK



CLIENT

SITE

LOG OF TEST PIT NO. TP-1

RIG 8-30-06WL

WL

WL FOREMAN

NKLOGGED

BORING COMPLETED

73055114A

PROJECT

LOGGED

10.0

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf


GR

AP

HIC

LO

G

Page of

BORING COMPLETED

(TOPSOIL)

SILTY CLAYEY FINE SAND, gray(moist), (COASTAL PLAIN)

CLAYEY FINE TO MEDIUM SAND, tannish gray (moist)

SANDY CLAY, gray (wet)

BORING TERMINATED

2.0

0.9

4

6

7

NU

MB

ER

NK JOB #

NONE

SAMPLES

US

CS

SY

MB

OL

WL

WL

WL

TYP

E

5

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9

GA

GE

TE

RR

AC

ON

.GD

T

WA

TER

CO

NTE

NT,

%

RIG 8-30-06

73055114A

EASTWAY PROPERTIES

FOREMAN

CLIENT





BORING STARTED

8-30-06

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

PROJECT

20.0


GR

AP

HIC

LO

G

Page of

(TOPSOIL) CLAYEY FINE SAND, brown (moist towet), (COASTAL PLAIN)

SANDY CLAY, grayish brown (wet)

BORING TERMINATED

26.0

0.5

4.5

7

12.0

LOGGED

NU

MB

ER

BORING COMPLETEDNONE

SAMPLES

US

CS

SY

MB

OL

NK

TYP

E

WL

WL

WL

5

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9

GA

GE

TE

RR

AC

ON

.GD

T

WA

TER

CO

NTE

NT,

%

8-30-06

73055114A

EASTWAY PROPERTIES

JOB #

BORING STARTED

FOREMAN

CLIENT





RIG

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf

14.0

24.0

27.0

TESTS

DESCRIPTION

PROJECT


GR

AP

HIC

LO

G

(TOPSOIL) SILTY FINE SAND, brown (moist),(COASTAL PLAIN)

CLAYEY FINE TO MEDIUM SAND, graish brown and tan (wet)

SANDY CLAY, reddish brown (wet)

BORING TERMINATED

0.5

2

5

7

NU

MB

ER

WL

WL

WL

Page of

JOB #

NONE BORING COMPLETED BORING STARTED

SAMPLES

US

CS

SY

MB

OL

TYP

E

5

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9

GA

GE

TE

RR

AC

ON

.GD

T

WA

TER

CO

NTE

NT,

%

EASTWAY PROPERTIES CLIENT





73055114A

8-30-06 RIG FOREMAN

NKLOGGED

PROJECT

LOGGED

17.0

TESTS

DESCRIPTION

UN

CO

NFI

NE

DS

TRE

NG

TH, p

sf


GR

AP

HIC

LO

G

Page of

BORING COMPLETED

(TOPSOIL)

SILTY CLAYEY FINE SAND, brown (moist), (COASTAL PLAIN)

CLAYEY FINE TO MEDIUM SAND, grayish brown (moist to wet)

SANDY CLAY, brown (wet)

BORING TERMINATED

9.0

0.8

4

6

7

NU

MB

ER

NK JOB #

NONE

SAMPLES

US

CS

SY

MB

OL

WL

WL

WL

TYP

E

5

DE

PTH

, ft.

RE

CO

VE

RY

, in.

SP

T - N

BLO

WS

/ ft.

DR

Y U

NIT

WT

pcf

BO

RE

HO

LE_9

9

GA

GE

TE

RR

AC

ON

.GD

T

WA

TER

CO

NTE

NT,

%

RIG 8-30-06

73055114A

EASTWAY PROPERTIES

FOREMAN

CLIENT

LOG OF BORING NO. HA-1




BORING STARTED

Shear Wave Velocity Calculations

Omni Commerce Park Terracon

Geophone Offset: 0.66 Feet Sounding: CPT-01 Source Offset: 9.17 Feet Date: 1/11/06

Test Geophone Waveform Incremental Characteristic Incremental Interval Interval

Depth Depth Ray Path Distance Arrival Time Time Interval Velocity Mid-Depth

(feet) (feet) (feet) (feet) (ms) (ms) (ft/s) (feet)

5.09 4.43 10.19 10.19 17.69

10.01 9.35 13.10 2.91 22.53 4.84 601.9 6.89

15.09 14.43 17.10 4.00 30.50 7.97 502.1 11.89

20.18 19.52 21.57 4.47 38.08 7.58 589.7 16.98

25.10 24.44 26.11 4.54 45.16 7.08 640.8 21.98

30.02 29.36 30.76 4.66 50.88 5.72 813.8 26.90

34.78 34.12 35.33 4.57 54.68 3.80 1203.2 31.74

TC_L

AB

_SU

MM

AR

Y 7

3055

114.

GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

5/06

Sheet 1 of 2

Borehole Depthft

Liquid Limit

Plastic Limit

PlasticityIndex

Maximum Size (mm)

%<#200 Sieve

USCS Class-ification

Water Content

(%)

Dry Unit Weight(pcf)

Satur-ation (%)

Void Ratio

B-1 3.5 22.6 B-10 6.0 36 20 16 25.5 B-11 3.5 17.6 B-12 6.0 33.7 79.9 B-13 28.5 9.5 26 25.4 B-14 8.5 52 31 21 48.4 B-14 18.5 30.3 B-16 6.0 30.8 B-17 23.5 32.5 B-18 18.5 40 25 15 59.0 B-19 6.0 28.0 B-2 1.0 17.6 B-2 43.5 9.5 45 36.9

B-20 28.5 46 24 22 30.4 B-21 3.5 24.3 B-22 6.5 45 26 19 44.6 B-23 13.5 46 26 20 41.8 B-25 13.5 41.4 B-25 33.5 9.5 21 51.3 B-26 18.0 54.1 62.3 B-26 23.5 43 23 20 58.4 B-28 1.0 4.75 13 22.4 B-3 13.5 44 20 24 32.9

B-30 8.5 52 27 25 33.0 B-31 13.5 53 26 27 49.0 B-31 28.5 9.5 15 40.2 B-32 1.0 51 23 28 25.2 B-33 6.5 61.4 B-33 18.5 51 29 22 39.1 B-34 3.5 29.9 B-34 18.5 50 27 23 56.8

B-34A 15.0 42.8 81.2 B-35 23.5 4.75 5 SP 24.5 B-36 23.5 9.5 11 30.6 B-38 3.5 47 23 24 26.7 B-40 3.5 21.3 B-41 13.5 41.3 75.4 B-41 48.5 4.75 37 B-45 6.0 4.75 12 29.3 B-46 28.5 51 26 25 57.6 B-47 23.5 9.5 9 33.4 B-48 8.5 37.5

SUMMARY OF LABORATORY RESULTS Project: OMNI COMMERCE PARK Site: Summerville, South Carolina Job #: 73055114A Date: 9-15-06

TC_L

AB

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MM

AR

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3055

114.

GP

J G

AG

E T

ER

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CO

N.G

DT

9/1

5/06

Sheet 2 of 2

Borehole Depth ft

Liquid Limit

Plastic Limit

Plasticity Index

Maximum Size (mm)

%<#200 Sieve


Water Content

(%)

Dry UnitWeight(pcf)

Satur-ation (%)

Void Ratio

B-5 8.5 0.075 81 30.2 B-50 1.0 0.075 40 22.4 B-51 8.5 46 24 22 37.3 B-51 33.5 45 26 19 64.7 B-54 3.5 27.1 B-54 8.5 46 22 24 37.6 B-55 13.5 38.8 B-56 23.5 4.75 17 32.9 B-59 28.5 4.75 15 24.3 B-6 1.5 46 24 22 20.1

B-61 6.0 44 22 22 40.3 B-62 6.0 25.9 B-8 3.5 52 31 21 41.9 B-8 13.5 40.6 B-9 28.5 9.5 27 24.5


TC_L

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3055

114A

.GP

J G

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9/1

5/06

Sheet 1 of 1

Borehole Depthft

Liquid Limit

Plastic Limit

Plasticity Index

Maximum Size (mm)

%<#200 Sieve


Water Content

(%)

Dry UnitWeight(pcf)

Satur-ation (%)

Void Ratio

HA-1 1.5 9.2 HA-1 4.5 16.9 TP-1 0.0 5.6 TP-1 2.0 5.0 TP-1 4.5 17.0 TP-1 6.5 28.7 TP-2 2.5 1.5 TP-2 5.0 9.6 TP-3 0.5 12.4 TP-3 2.5 20.0 TP-3 5.5 26.2 TP-4 1.0 14.1 TP-4 3.0 24.2 TP-4 5.5 26.9


TC_G

RA

IN_S

IZE

730

5511

4.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/15/

06

6

PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

fine

50

25

30

35

45

10

55

60

65

70

75

80

85

90

95

100

40

0

5

10

15

20

100

coarse

U.S. SIEVE OPENING IN INCHES

1.53

COBBLES GRAVEL

4 2 3/81 3/4 1/2

mediumcoarse

GRAIN SIZE IN MILLIMETERS

0.01 0.0011 0.1

8 2006 10 HYDROMETERU.S. SIEVE NUMBERS

60

fine

1614 20 30 40 100 140

SAND SILT OR CLAY

3 504

Specimen Identification Classification LL PL PI Cc Cu B-13 28.5ft

43.5ftB-2 33.5ftB-25 1.0ftB-28

28.5ftB-31 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay

28.5ftB-13 9.5 0.17 0.082 2.3 71.3 26.4 43.5ftB-2 9.5 0.113 2.8 51.8 45.3 33.5ftB-25 9.5 0.737 0.173 7.8 71.7 20.5 1.0ftB-28 4.75 0.252 0.16 0.0 86.6 13.4

28.5ftB-31 9.5 0.236 0.156 0.7 84.3 15.0

GRAIN SIZE DISTRIBUTION Project: OMNI COMMERCE PARK Site: Summerville, South Carolina Job #: 73055114A Date: 9-15-06

TC_G

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IZE

730

5511

4.G

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/15/

06

6

fine

PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

100

65

70

75

80

85

55

95

50

10

90

10

60

5

100

15

20

25

30

35

40

45

0


coarse

1.54 3 2

COBBLES GRAVEL

1/23/4 3/81

mediumcoarse


100 140

0.010.11

6 810 HYDROMETERU.S. SIEVE NUMBERS

60

fine

16 20 30 403

SILT OR CLAY

14

SAND

200504

0.001

Specimen Identification Classification LL PL PI Cc Cu B-35 23.5ft POORLY GRADED SAND(SP) 1.06 1.98 B-36 23.5ft 1.73 3.64 B-41 48.5ft B-45 6.0ft 1.87 3.20 B-47 23.5ft 1.33 3.91

Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay 23.5ftB-35 4.75 0.249 0.182 0.126 0.0 95.3 4.7 23.5ftB-36 9.5 0.246 0.169 0.7 88.0 11.3 48.5ftB-41 4.75 0.187 0.0 49.7 37.0 6.0ftB-45 4.75 0.209 0.16 0.0 87.8 12.2

23.5ftB-47 9.5 0.307 0.179 0.079 2.4 88.2 9.4


TC_G

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IN_S

IZE

730

5511

4.G

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06

PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

fine

6

95

55

60

65

70

75

80

85

45

40

3

10

100

90

100

50

0

5

10

15

20

25

30

35


1.5

coarse

2

COBBLES

4

GRAVEL

1 3/4 1/23/8


mediumcoarse

1 0.1 0.01 0.001

1006 810 U.S. SIEVE NUMBERS

60

fine

HYDROMETER 16 20 30 40

SILT OR CLAYSAND

143 2004 14050

Specimen Identification Classification LL PL PI Cc Cu B-5 8.5ft B-50 1.0ft B-56 23.5ft B-59 28.5ft B-9 28.5ft

Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay 8.5ftB-5 0.075 0.0 0.0 80.9 1.0ftB-50 0.075 0.0 0.0 40.0

23.5ftB-56 4.75 0.218 0.152 0.0 83.3 16.7 28.5ftB-59 4.75 0.47 0.191 0.0 74.9 15.3 28.5ftB-9 9.5 0.384 0.103 9.4 63.2 27.4


COMPACTION TEST REPORT

Maximum Dry Denisty: 110.0 pcf Sample No.: 1 Optimum Moisture Content: 16.6 % Test Method: ASTM D698 In-situ Moisture Content: 14.8 % Test Date: 04-Sep-06

Tested By: Reviewed By: PAM Material Description: Orangish brown clayey fine to medium SAND

Sample Location: Test Pit #1 0 - 6.5'

Project: Omni Commerce Park Project No.: 73055114A Location: Summerville, SC Report No.: 16204

80.0

90.0

100.0

110.0

120.0

130.0

140.0

0 5 10 15 20 25 30

Moisture Content, %

Dry

Den

sity

, pcf

ZERO AIR VOIDS CURVES SPECIFIC GRAVITY 2.60 2.70 2.80

521 Clemson Road

Columbia, SC 29229


Maximum Dry Denisty: 112.1 pcf Sample No.: 2 Optimum Moisture Content: 16.9 % Test Method: ASTM D698 In-situ Moisture Content: 13.9 % Test Date: 04-Sep-06

Tested By: Reviewed By: PAM Material Description: Gray clayey fine to medium SAND

Sample Location: Test Pit #2 0 - 5'


80.0

90.0

100.0

110.0

120.0

130.0

140.0

0 5 10 15 20 25 30

Moisture Content, %

Dry

Den

sity

, pcf

ZERO AIR VOIDS CURVES SPECIFIC GRAVITY

2.70 2.80

521 Clemson Road

Columbia, SC 29229


Maximum Dry Denisty: 117.2 pcf Sample No.: 3 Optimum Moisture Content: 13.0 % Test Method: ASTM D698 In-situ Moisture Content: - % Test Date: 12-Sep-06

Tested By: Reviewed By: PAM Material Description: Gray clayey fine to medium SAND

Sample Location: Test Pit #3 0 - 5'


80.0

90.0

100.0

110.0

120.0

130.0

140.0

0 5 10 15 20 25 30

Moisture Content, %

Dry

Den

sity

, pcf

ZERO AIR VOIDS CURVES SPECIFIC GRAVITY

2.70 2.80

521 Clemson Road

Columbia, SC 29229

521 Clemson Road Columbia, SC 29229

Project Name: Project No.: Boring/Pit No.: Wet Density, pcf: Void Ratio: Saturation, %: Liquid Limit: Soil Description: Remolded Properties:

0.1 0

5

10

15

20

25

30

1.6 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0.0

Con

solid

atio

n C

oeff.

, in^

2/m

in.

% S

trai

n

Omni Commerce Park 73055114A

B-12 114.1 0.90 87.9

-Gray CLAY Undisturbed

Report No.: Depth/Elev, ft.: Dry Density, pcf: Moisture Content, %: Load vs. Time Plot: Plasticity Index:

6-8' 88.6 28.7

Square Root -

Vertical Pressure, tsf

CONSOLIDATION TEST REPORT

Date: 2/1/2006 Reviewed By: PAM Sample Type: ST Sample No.: 1 Specific Gravity: 2.65 Fines, %: -

1 10

0.1 1 10 100

100



Project Name: Omni Commerce Park Project No.: 73055114A Report No.: Date: 2/6/2006 Boring/Pit No.: B-34 Depth/Elev, ft.: 15-17 Reviewed By: PAM Wet Density, pcf: 101.3 Dry Density, pcf: 72.8 Sample Type: ST Void Ratio: 1.41 Moisture Content, %: 39.1 Sample No.: 2 Saturation, %: 81.5 Load vs. Time Plot: Square Root Specific Gravity: 2.65 Liquid Limit: - Plasticity Index: - Fines, %: -Soil Description: Gray CLAY Remolded Properties: Undisturbed

0

5

10

15

20

25

30

0.1 1 10


% S

trai

n

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

0.1 1 10

Con

solid

atio

n C

oeff.

, in^

2/m

in.

100

100




0

5

10

15

20

25

30

35

40

0.1 1 10


% S

trai

n

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

0.1 1 10

Con

solid

atio

n C

oeff.

, in^

2/m

in.

100

100




0

5

10

15

20

25

30

0.1 1 10


% S

trai

n

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

0.1 1 10

Con

solid

atio

n C

oeff.

, in^

2/m

in.

100

100

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF COHESIVE SOILS ASTM D2435

DIAMETER, mm 63.50 HEIGHT, mm 25.40 PROPERTY BEFORE TEST AFTER TEST OVERBURDEN PRESSURE, tsf 0.60 MOISTURE, % 36.7 33.1 PRECONSOL. PRESSURE, tsf 1.25 DRY DENSITY, pcf 84.2 91.2 OVER CONSOLIDATION RATIO 2.1 SATURATION, % 100 100 COMPRESSION INDEX 0.23 VOID RATIO 0.964 0.838 REBOUND INDEX 0.041 SAMPLE TYPE 3" SHELBY TUBE LIQUID LIMIT - PLASTIC LIMIT - PLASTICITY INDEX - SPECIFIC GRAVITY 2.65 ASSUMED SAMPLE DESCRIPTION Brown and gray silty CLAY with fine sand BORING NO. B-68 SAMPLE NO. S-1 DEPTH, feet 12 to 14

Omni Commerce Park Summerville, SC

73055114A 9/15/2006

N:\ACTIVE REPORTS\73055114A\[73055114A B-68 12-14.xls]REPORT % Strain

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0 0.1 1 10 100

PRESSURE, tsf

STR

AIN

, %

PRESSURE, Cv50, tsf cm2/sec

0 0.1 0.25 0.5 0.1 0.25 0.5 8.16E-03 1 2 4 8 4 1 3.01E-03

0.1 4.73E-03 0 #DIV/0!

AVERAGE #DIV/0!

Omni Commerce Park Summerville, SC

73055114A 9/15/2006

ADDITIONAL CONSOLIDATION DATA

B-68 S-1

12 to 14

Cv90, Av, cm2/sec cm2/g

0.00E+00 1.04E-04 7.06E-05 7.83E-05 9.10E-05

1.57E-02 7.87E-05 5.50E-05 4.52E-05 3.04E-05 1.78E-05 2.71E-06

7.77E-03 1.39E-05 1.15E-02 6.53E-05 #DIV/0! 1.28E-03

#DIV/0! 1.49E-04

Mv, k, cm2/g cm/sec

0.00E+00 5.31E-05 3.62E-05 4.05E-05 4.64E-05 4.04E-05 3.30E-07 2.85E-05 2.37E-05 1.64E-05 9.87E-06 1.57E-06 8.00E-06 2.41E-08 3.67E-05 1.74E-07 6.99E-04 #DIV/0!

8.00E-05 #DIV/0!

N:\ACTIVE REPORTS\73055114A\[73055114A B-68 12-14.xls]REPORT % Strain

GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger

ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring - 4", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary

The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”.

WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: While Sampling N/E: Not Encountered WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB: After Boring ACR: After Casing Removal

Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

CONSISTENCY OF FINE-GRAINED SOILS

Standard Unconfined Penetration or

Compressive N-value (SS) Strength, Qu, psf Blows/Ft. Consistency

< 500 <2 Very Soft 500 – 1,000 2-3 Soft

1,001 – 2,000 2,000 4-6 Medium Stiff 2,001 – 4,000 4,000 7-12 Stiff

4,001 – 8,000 13-26 Very Stiff 8,000+ 26+ Hard

RELATIVE PROPORTIONS OF SAND AND GRAVEL

Percent ofDescriptive Term(s) of other Dry Weight constituents

Trace < 15 With 15 – 29

Modifier > 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) of other Percent of constituents Dry Weight

Trace < 5 With 5 – 12

Modifiers > 12

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Standard Penetration or N-value (SS)

Blows/Ft. 0 – 3 4 – 9

10 – 29 30 – 49

50+

Relative Density Very Loose

Loose Medium Dense

Dense Very Dense

GRAIN SIZE TERMINOLOGY

Major Component Particle Size of Sample

Boulders Cobbles Gravel Sand

Silt or Clay

Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75 mm)

3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm)

Passing #200 Sieve (0.075mm)

PLASTICITY DESCRIPTION

Term Plasticity Index Non-plastic 0

Low 1-10 Medium 11-30

High 30+

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification

Group Symbol Group NameB

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 Cu ≥ 4 and 1 ≤ Cc ≤ 3E GW Well-graded gravelF

Less than 5% finesC

Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF

Gravels with Fines More Fines classify as ML or MH GM Silty gravelF,G, H

than 12% finesC

Fines classify as CL or CH GC Clayey gravelF,G,H

Sands Clean Sands Cu ≥ 6 and 1 ≤ Cc ≤ 3E SW Well-graded sandI

50% or more of coarse Less than 5% finesD

fraction passes Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandI

No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sandG,H,I

More than 12% finesD

Fines Classify as CL or CH SC Clayey sandG,H,I

Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above “A” lineJ CL Lean clayK,L,M

50% or more passes the Liquid limit less than 50 SiltK,L,M

No. 200 sieve PI < 4 or plots below “A” lineJ ML

organic Liquid limit - oven dried < 0.75 OL Organic clayK,L,M,N

Liquid limit - not dried Organic siltK,L,M,O

Silts and Clays Liquid limit inorganic PI plots on or above “A” line CH Fat clayK,L,M

50 or more PI lots below “A” line MH Elastic SiltK,L,M

organic Liquid limit - oven dried < 0.75 OH Organic clayK,L,M,P

Liquid limit - not dried Organic siltK,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-in. (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

(D30)2

E Cu = D60/D10 Cc = D10 x D60

F If soil contains ≥ 15% sand, add “with sand” to group name. GIf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

HIf 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. MIf soil contains ≥ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N PI ≥ 4 and plots on or above “A” line. OPI < 4 or plots below “A” line. P PI plots on or above “A” line. QPI plots below “A” line.

Form 111—6/98

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