REPORT OF GEOTECHNICAL EXPLORATION GLYNN COUNTY DETENTION CENTER GLYNN COUNTY, GEORGIA E&A PROJECT NO

Transcription

1 REPORT OF GEOTECHNICAL EXPLORATION GLYNN COUNTY DETENTION CENTER GLYNN COUNTY, GEORGIA E&A PROJECT NO. - Prepared for: IPG Architects, Inc. Northwood Park Drive Valdosta, Georgia Prepared by: Ellis & Associates, Inc. Davis Creek Road Jacksonville, Florida March,

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3 TABLE OF CONTENTS Subject Page No.. PROJECT INFORMATION.... Site Location and Project Description.... FIELD EXPLORATION.... SPT and Auger Borings.... LABORATORY TESTING.... GENERAL SUBSURFACE CONDITIONS.... General Soil Profile.... Groundwater Level.... Normal Seasonal High Groundwater Level.... Seismic Information.... DESIGN RECOMMENDATIONS.... General.... Foundation Design Recommendations.... Pavement Considerations.... Pond Considerations.... SITE PREPARATION AND EARTHWORK RECOMMENDATIONS.... Clearing and Stripping.... Temporary Groundwater Control.... Compaction.... Structural Backfill and Fill Soils.... Foundation Areas.... Pavement Areas.... QUALITY CONTROL TESTING.... REPORT LIMITATIONS... FIGURES Figure. Figure. Figure -. APPENDICES Appendix A. Appendix B. Site Location Plan Field Exploration Plan Generalized Subsurface Profiles Soil Boring Logs Field Exploration Procedures Key to Soil Classification Laboratory Data Laboratory Test Procedures --jb i March,

4 . PROJECT INFORMATION. Site Location and Project Description The project site is located at the on New Castle Road in Brunswick, Georgia. The general site location is shown on Figure. At the time of our exploration, the site was undeveloped, with surface cover consisting of grass and trees. The site was relatively level and surface was not observed near planned structural areas at the time of our exploration. We understand that Glynn County, Georgia plans to construct a new detention center on Newcastle Road in Brunswick, Georgia. The provided information indicates that the new construction will include: Two Housing Buildings These structures will be pre-engineered metal buildings with monolithic grade-supported slab/foundations with two-story housing portions constructed of hollow core slabs and masonry block. One Dormitory Building This will be a pre-engineered metal building with monolithic gradesupported slab/foundations. One Sherriff s Building This will be a structural steel structure with isolated column footings and continuous wall footings. We understand that a maximum expected column and wall loads for the planned structures are kips and. kips per linear foot. The planned construction will also include enlarging an existing pond and construction paved parking and drive areas. If actual building loads or fill/cut heights vary from these conditions, then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations.. FIELD EXPLORATION We performed a field exploration during the period from February to February,. The approximate boring locations are indicated on the attached Field Exploration Plan (Figure ). Our personnel determined the boring locations using taped measurements from existing roadways and survey controls adjacent to the site. The boring locations on the referenced Field Exploration Plan should be considered accurate only to the degree implied by the method of measurement used.. SPT and Auger Borings We located and performed Standard Penetration Test (SPT) borings, drilled to depths of approximately to feet below the existing ground surface, in general accordance with the methodology outlined in ASTM D to explore the subsurface conditions within the area of the proposed structure. Split-spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the samples were transported to our laboratory for further evaluation. We located and performed auger borings, drilled to depths of approximately to feet below the existing ground surface in general accordance with the methodology outlined in ASTM D to explore the subsurface conditions within the proposed pavement areas and pond enlargement area. Representative soil samples also were recovered from the auger borings and --jb March,

5 returned to our laboratory for further evaluation. A summary of the field procedures is included in Appendix A.. LABORATORY TESTING A geotechnical engineer classified representative soil samples obtained during our field exploration using the Unified Soil Classification System (USCS) in general accordance with ASTM D. A Key to the Soil Classification System is included in Appendix A. Selected samples of the soils encountered during the field exploration were subjected to quantitative laboratory testing to better define the composition of the soils encountered and to provide data for correlation to their anticipated strength and compressibility characteristics. The laboratory testing determined the Atterberg limits, as well as the organics, fines, and moisture contents of selected soil samples. The results of the laboratory testing are shown in the Summary of Laboratory Test Data included in Appendix B. Also, these results are shown on the Generalized Subsurface Profiles on Figure and on the Log of Boring records at the respective depths from which the tested samples were recovered.. GENERAL SUBSURFACE CONDITIONS. General Soil Profile A graphical presentation of the generalized subsurface conditions is presented on Figure. Detailed boring records are included in Appendix A. It should be understood that the soil conditions will vary between the boring locations. The following table summarizes the soil conditions encountered. Each of the borings initially encountered a surfical layer of topsoil that was approximately - inches thick. The borings the typically encountered loose to very dense fine sands, or fines sands with silt to termination. We note that fine sands with clay or clayey fine sands were encountered at five of the boring locations (B, B, B, B, and AB), at depths of. feet (or greater) below the existing ground surface. We further note that two muck probes were performed in the existing pond. The probes encountered. to. feet of very loose material (probable unsuitable sediments). The locations and results of the muck probes are shown on the attached Field Exploration Plan (Figure ).. Groundwater Level Groundwater was recorded in some of the borings at boring location and recorded at the time of drilling at depths varying from. to. feet below the existing ground surface. We note that groundwater levels will fluctuate due to seasonal climatic variations, surface water runoff patterns, construction operations, and other interrelated factors. The groundwater depth at each boring location is noted on the Generalized Subsurface Profiles and on the Log of Boring records.. Normal Seasonal High Groundwater Level The normal seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. --jb March,

6 Based on our interpretation of the site conditions, including the boring and logs and the Glynn County Soil Survey, we estimate the normal seasonal high groundwater level at the site to be approximately feet above the groundwater levels measured at the time of our field exploration. It is possible that groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains.. Seismic Information Based on the IBC Section, the results of our borings, and our knowledge of local geologic conditions, it is our opinion that the subject site has a Site Classification D.. DESIGN RECOMMENDATIONS. General Our geotechnical engineering evaluation of the site and subsurface conditions at the property, with respect to the planned construction and our recommendations for site preparation and foundation support, are based on () our site observations, () the field and laboratory test data obtained, () our understanding of the project information and structural conditions as presented in this report, and () our experience with similar soil and loading conditions. If the stated structural or grading conditions are incorrect, or should the location of the structure or pavement areas be changed, please contact us so that we can review our recommendations. Also, the discovery of any site or subsurface conditions during construction that deviate from the data obtained during this geotechnical exploration should also be reported to us for our evaluation. The recommendations in the subsequent sections of this report present design and construction techniques that are appropriate for the planned construction. We recommend that E&A be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented.. Foundation Design Recommendations Based on the results of our exploration, we consider the subsurface conditions at the site adaptable for support of the proposed structure on a properly designed conventional shallow foundation system. Provided the site preparation and earthwork construction recommendations outlined in Section. of this report are performed, the following parameters may be used for foundation design... Bearing Pressure The maximum allowable net soil bearing pressure for use in shallow foundation design should not exceed, psf. Net bearing pressure is defined as the soil bearing pressure at the foundation bearing level in excess of the natural overburden pressure at that level. The foundations should be designed based on the maximum load that could be imposed by all loading conditions... Foundation Size The minimum widths recommended for any isolated column footing and continuous wall footings are inches and inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations. --jb March,

7 .. Bearing Depth The exterior foundations should bear at a depth of at least inches below the exterior final grades, and the interior foundations should bear at a depth of at least inches below the finish floor elevation to provide confinement to the bearing level soils. It is recommended that stormwater be diverted away from the building exterior to reduce the possibility of erosion beneath the exterior footings... Bearing Material The foundations may bear in either the compacted suitable natural soils or compacted structural fill. The bearing level soils, after compaction, should exhibit densities equivalent to percent of the modified Proctor maximum dry density (ASTM D ) to a depth of at least one foot below foundation bearing levels... Settlement Estimates Post-construction settlements of the structure will be influenced by several interrelated factors, such as () subsurface stratification and strength/compressibility characteristics; () footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and () site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the structure are based on the use of site preparation/earthwork construction techniques as recommended in Section. of this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlements of the structure. Due to the sandy nature of the near-surface soils, we expect the majority of settlement to occur in an elastic manner and fairly rapidly during construction. Using the recommended maximum bearing pressure, the supplied/assumed maximum structural loads, and the field and laboratory test data that we have correlated to geotechnical strength and compressibility characteristics of the subsurface soils, we estimate that total settlements of the structure could be on the order of one inch or less. Differential settlements result from variations in applied bearing pressures and compressibility characteristics of the subsurface soils. Because of the general uniformity of the subsurface conditions and the recommended site preparation and earthwork construction techniques outlined in Section., we anticipate that differential settlements of the structure should be within tolerable magnitudes.. Pavement Considerations Based on the results of our exploration, we consider the subsurface conditions at the site favorable for support of a flexible pavement section when constructed on properly prepared subgrade soils as outlined in Section. of this report. Typical pavement sections used in southeast Georgia are shown on the following table. If requested, we can prepare a project-specific pavement design if specific traffic data is provided. --jb March,

8 Pavement Layer TYPICAL PAVEMENT SECTION Auto Parking & Traffic Lanes Truck Areas Asphaltic Concrete Wearing Surface."." Limerock Base."." Stabilized Subgrade.".".. Wearing Surface The wearing surface should consist of Georgia Department of Transportation (GDOT) Type S asphaltic concrete having a minimum Marshall Stability of, lbs. Specific requirements for Type S asphaltic concrete wearing surface are outlined in the latest edition of the Georgia Department of Transportation, Standard Specifications for Road and Bridge Construction... Base and Subgrade The limerock base course should have a minimum Limerock Bearing Ratio (LBR) of and should be compacted to percent of the modified Proctor maximum dry density (ASTM D ) value. The subgrade material should have a minimum LBR of and be compacted to percent of the modified Proctor maximum dry density (ASTM D ) value.. Pond Considerations.. Pond Expansion Area Based on the boring results and classification of the soil samples, the fine sands and fine sands with silt and fine sands with clay encountered in the borings are considered suitable for use as fill soil. The soils containing surficial organic material (such as the materials identified in MB and MB on attached FEP, Figure ) will require removal and are unsuitable as structural fill. The organic soils could be used in landscape berms. The soils in the proposed pond area that are below the groundwater level will have moisture contents in excess of the modified Proctor optimum moisture content and will require spreading and aeration to bring the moisture content within percent of the soil's optimum moisture content corresponding to the required degree of compaction.. SITE PREPARATION AND EARTHWORK RECOMMENDATIONS Site preparation as outlined in this section should be performed to provide more uniform foundation bearing conditions, to reduce the potential for post-construction settlements of the planned structure(s) and to maintain the integrity of a flexible pavement section.. Clearing and Stripping Prior to construction, the location of existing underground utilities within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations. Underground pipes that are not properly removed or plugged may serve as conduits for subsurface erosion, which may subsequently lead to excessive settlement of overlying structures. --jb March,

9 The "footprint" of the proposed building plus a minimum additional margin of feet, and of the hardscape areas (parking/driveway) plus a minimum additional margin of feet, should be stripped of all surface vegetation, stumps, debris, organic topsoil, or other deleterious materials. During grubbing operations, roots with a diameter greater than.-inch, stumps, or small roots in a concentrated state, should be grubbed and completely removed. Based on the results of our field exploration, it should be anticipated that to inches of topsoil and soils containing significant amounts of organic materials may be encountered across the site. The actual depths of unsuitable soils and materials should be determined by Ellis & Associates, Inc. using visual observation and judgment during earthwork operations. Any topsoils removed from the building and parking/drive areas can be stockpiled and used subsequently in areas to be grassed.. Temporary Groundwater Control The borings encountered groundwater at depths varying from. to. feet below the existing ground surface at the time of our exploration. We do note therefore expect that groundwater will impact earthwork as foundation installation. Dewatering may be required for deeper excavation such as utility installation ad pond enlargement activities. Dewatering methods should be determined by the contractor. We recommend the groundwater control measures, if necessary; remain in place until compaction of the existing soils is completed. The dewatering method should be maintained until backfilling has reached a height of feet above the groundwater level at the time of construction. The site should be graded to direct surface water runoff from the construction area.. Compaction After completing the clearing and stripping operations and installing the temporary groundwater control measures (if required), the exposed surface should be compacted with a vibratory drum roller having a minimum static, at-drum weight, on the order of to tons. Typically, the material should exhibit moisture contents within ± percent of the modified Proctor optimum moisture content (ASTM D ) during the compaction operations. Compaction should continue until densities of at least percent of the modified Proctor maximum dry density (ASTM D ) have been achieved within the upper feet of the compacted natural soils at the site. Should the bearing level soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated, and () the disturbed soils should be removed and backfilled with compacted structural fill, or () the excess moisture content within the disturbed soils should be allowed to dissipate before recompacting. Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified, and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Ellis & Associates, Inc. should be contacted immediately. We recommend the vibratory roller remain a minimum of feet from existing structures. Within this zone, use of a track-mounted bulldozer, or a vibratory roller operating in the static mode, is recommended. --jb March,

10 . Structural Backfill and Fill Soils Structural backfill or fill required for site development should be placed in loose lifts not exceeding inches in thickness when compacted by the use of the above described vibratory drum roller. The lift thickness should be reduced to inches if the roller operates in the static mode or if track-mounted compaction equipment is used. If hand-held compaction equipment is used, the lift thickness should be further reduced to inches. Structural fill is defined as a non-plastic, inorganic, granular soil having less than percent material passing the No. mesh sieve and containing less than percent organic material. The fine sand and fine sand with silt or fine sand with clay, without roots, as encountered in the borings, are suitable as fill materials and, with proper moisture control, should densify using conventional compaction methods. Soils with more than to percent passing the No. sieve will be more difficult to compact, due to their nature to retain soil moisture, and may require drying. Typically, the material should exhibit moisture contents within ± percent of the modified Proctor optimum moisture content (ASTM D ) during the compaction operations. Compaction should continue until densities of at least percent of the modified Proctor maximum dry density (ASTM D ) have been achieved within each lift of the compacted structural fill.. Foundation Areas After satisfactory placement and compaction of the required structural fill, the foundation areas may be excavated to the planned bearing levels. The foundation bearing level soils, after compaction, should exhibit densities equivalent to percent of the modified Proctor maximum dry density (ASTM D ) to a depth of one foot below the bearing level. For confined areas, such as the footing excavations, any compactive effort should be provided by a lightweight vibratory sled or roller having a total weight on the order of to, pounds.. Pavement Areas After completing the clearing/stripping operations in the pavement areas, any underlying clayey sands and sandy clays that are within feet of the bottom of the pavement base should be overexcavated from within the pavement areas. Structural backfill and fill required to achieve the finish pavement grades then can be placed and compacted as described Section. above. As an exception, densities of at least percent of the modified Proctor maximum dry density (ASTM D) should be obtained within the upper one foot of the materials immediately below the proposed base course.. QUALITY CONTROL TESTING Ellis & Associates, Inc. should be retained to perform the construction material testing and observations required for this project, to verify that our recommendations have been satisfied. We are the most qualified to address problems that may arise during construction, since we are familiar with the intent of our engineering design. A representative number of field in-place density tests should be made in the upper feet of compacted natural soils, in each lift of compacted backfill and fill, and in the upper inches below the bearing levels in the footing excavations. Density tests are recommended to verify that satisfactory compaction operations have been performed. We recommend density testing be performed () at one location for every, square feet of building area, () at percent of any isolated column footing locations, () at one location for every linear feet of continuous wall footings, and () at one location for every, square feet of pavement area. --jb March,

11 . REPORT LIMITATIONS Our geotechnical exploration has been performed, our findings obtained, and our recommendations prepared, in accordance with generally accepted geotechnical engineering principles and practices. Ellis & Associates, Inc. is not responsible for any independent conclusions, interpretation, opinions, or recommendations made by others based on the data contained in this report. Our scope of services was intended to evaluate the soil conditions within the zone of soil influenced by the foundation system. Our scope of services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings. This report does not reflect any variations that may occur adjacent to or between soil borings. The discovery of any site or subsurface condition during construction that deviates from the data obtained during this geotechnical exploration should be reported to us for our evaluation. Also, in the event of any change to the supplied/assumed structural conditions or the locations of the structures, pavement, or pond areas, please contact us so that we can review our recommendations. We recommend that we be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. --jb March,

12 FIGURES

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15 Boring No. N B N B N B N B N B N B // LOOSE Brown Fine SAND (SP) MEDIUM DENSE to VERY DENSE Dark Reddish Brown to Reddish Brown Fine SAND With Silt (Hardpan) (SP-SM) MEDIUM DENSE - = w = // LOOSE Brown and Light Brown Fine SAND (SP) LOOSE Reddish Brown Fine SAND With Silt, Trace Roots (SP-SM) MEDIUM DENSE - = w = // LOOSE to MEDIUM DENSE Grayish Brown and Gray to Light Gray Fine SAND (SP) LOOSE to MEDIUM DENSE Dark Reddish Brown Fine SAND With Silt (SP-SM) MEDIUM DENSE // LOOSE to MEDIUM DENSE Grayish Brown to Reddish Brown Fine SAND (SP) // LOOSE Brown to Light Reddish Brown Fine SAND (SP) LOOSE Reddish Brown Fine SAND With Silt (SP-SM) LOOSE to MEDIUM DENSE Light Brown to Brownish Gray Fine SAND (SP) // LOOSE Brown and Light Brown Fine SAND (SP) LOOSE Light Brown Fine SAND With Cemented Pieces (SP) MEDIUM DENSE Gray Fine SAND With Cemented Clay Lumps (SP-SC) MEDIUM DENSE Gray Fine SAND With Silt and Cemented Pieces (SP-SM) MEDIUM DENSE Gray Fine SAND (SP) MEDIUM DENSE Brown Fine SAND, Trace Small Rocks (SP) MEDIUM DENSE MEDIUM DENSE Grayish Brown Fine SAND With Cemented Pieces (SP) MEDIUM DENSE Gray Fine SAND (SP) - = w = MEDIUM DENSE Grayish Brown Fine SAND With Silt (SP-SM) MEDIUM DENSE Grayish Brown Fine SAND With Clay (SP-SC) MEDIUM DENSE Gray Fine SAND (SP) LEGEND Fine SAND (SP) N Standard Penetration Resistance, Blows/Foot - % Passing No. U.S. Standard Sieve Fine SAND With Silt (SP-SM) Fine SAND With Clay (SP-SC) SP Unified Soil Classification System w Natural Moisture Content (%) Generalized Subsurface Profiles Fine SAND With Silt (Hardpan) (SP-SM) BT Groundwater Level at Time of Drilling Boring Terminated at Depth Below Grade Brunswick, Georgia DATE: // PROJ. NO.: - Figure

16 Boring No. N B N B N B LOOSE Brown to Orangish Brown Fine SAND (SP) B N LOOSE Gray Fine SAND, Trace Small Roots (SP) LOOSE to MEDIUM DENSE Gray and Grayish Brown to Light B N LOOSE Brown Fine SAND With Silt, Trace Small Roots (SP-SM) MEDIUM DENSE to LOOSE Brown and Light Brown Fine SAND (SP) B N // LOOSE to MEDIUM DENSE Orangish Brown to Grayish // LOOSE to MEDIUM DENSE Reddish Brown and Gray to Brown Fine SAND (SP) // LOOSE to MEDIUM DENSE Reddish Brown to Dark Reddish Brown Fine SAND With Silt (SP-SM) // LOOSE Reddish Brown Fine SAND With Silt (SP-SM) LOOSE Reddish Brown Fine SAND With Clay Lumps (SP-SC) // LOOSE Reddish Brown to Light Reddish Brown Fine SAND With Silt (SP-SM) // LOOSE to MEDIUM DENSE Brown and Grayish Brown to Reddish Brown Fine SAND (SP) MEDIUM DENSE Reddish Brown to MEDIUM DENSE LOOSE Brown Fine SAND (SP) LOOSE Dark Gray Fine SAND With Silt (SP-SM) - = w = PI = LL = MEDIUM DENSE Grayish Brown Clayey Fine SAND (SC) LEGEND Fine SAND (SP) N Standard Penetration Resistance, Blows/Foot - % Passing No. U.S. Standard Sieve Fine SAND With Silt (SP-SM) Fine SAND With Clay (SP-SC) SP Unified Soil Classification System w Natural Moisture Content (%) Generalized Subsurface Profiles Clayey Fine SAND (SC) Groundwater Level at Time of Drilling PI Plasticity Index BT Boring Terminated at Depth Below Grade LL Liquid Limit Brunswick, Georgia - DATE: // PROJ. NO.: - Figure

17 Boring No. B N B N B N LOOSE to MEDIUM DENSE Brown to Light LOOSE Grayish Brown to Light Brown Fine SAND (SP) // // LOOSE to MEDIUM DENSE Brownish Gray and Orangish Brown to LOOSE to MEDIUM DENSE Dark Reddish Brown to Reddish Brown Fine SAND With Silt (SP-SM) // MEDIUM DENSE Grayish Brown Fine SAND With Silt (SP-SM) MEDIUM DENSE Grayish Brown Fine SAND (SP) LEGEND N Standard Penetration Resistance, Blows/Foot Fine SAND (SP) SP Unified Soil Classification System Generalized Subsurface Profiles Fine SAND With Silt (SP-SM) Groundwater Level at Time of Drilling BT Boring Terminated at Depth Below Grade Brunswick, Georgia - DATE: // PROJ. NO.: - Figure

18 Boring No. AB AB AB AB AB AB " Asphalt Dark Brown Fine SAND With Silt, Trace Small Roots (SP-SM) Grayish Brown Fine SAND, Trace Small Roots (SP) Brownish Gray Fine SAND, Trace Roots (SP) Dark Brown Fine SAND With Silt and Cemented Sand, Trace Small Roots (SP-SM) Light Brown to Brown Fine SAND (SP) - = w = Dark Brown Fine SAND With Silt and Cemented Sand (SP) Light Orangish Brown Fine SAND (SP) Light Orangish Brown to Light Brown and Brown Fine SAND (SP) Brown and Light Brown to Dark Reddish Brown and Reddish Brown Fine SAND (SP) Brown and Light Brown Fine SAND (SP) - = w = oc = Dark Brown Fine SAND With Silt, Trace Small Roots (SP-SM) // NE // NE // NE // NE // NE // NE LEGEND Asphalt Pavement N Standard Penetration Resistance, Blows/Foot - % Passing No. U.S. Standard Sieve Fine SAND With Silt (SP-SM) Fine SAND (SP) SP Unified Soil Classification System w Natural Moisture Content (%) Generalized Subsurface Profiles NE BT Groundwater Level Not Encountered at Time of Drilling Boring Terminated at Depth Below Grade oc Organic Content (%) Brunswick, Georgia DATE: // PROJ. NO.: - Figure

19 Boring No. AB AB AB AB Brown Fine SAND With Red Brick Pieces (SP) Brownish Gray to Brown Fine SAND (SP) Brown and Reddish Brown Fine SAND (SP) // Reddish Brown Fine SAND With Silt (SP-SM) Brown to Orangish Brown Fine SAND (SP) // // Light Brown and Brown Fine SAND (SP) // Brown and Light Brown Fine SAND (SP) Orangish Brown Fine SAND With Silt (SP-SM) Light Brown Fine SAND With Clay (SP-SC) Gray Fine SAND (SP) LEGEND Fine SAND (SP) N Standard Penetration Resistance, Blows/Foot Fine SAND With Silt (SP-SM) Fine SAND With Clay (SP-SC) SP Unified Soil Classification System Generalized Subsurface Profiles Groundwater Level at Time of Drilling BT Boring Terminated at Depth Below Grade Brunswick, Georgia DATE: // PROJ. NO.: - Figure

20 APPENDIX A SOIL BORING LOGS FIELD EXPLORATION PROCEDURES KEY TO SOIL CLASSIFICATION

21 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling LOOSE MEDIUM DENSE Dark Reddish Brown Fine SAND With Silt (Hardpan) (SP-SM) MEDIUM DENSE to VERY DENSE Reddish Brown Fine SAND With Silt (Hardpan) (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Gray Fine SAND With Cemented Clay Lumps (SP-SC) MEDIUM DENSE Gray Fine SAND With Clay Lumps (SP-SC) Boring ft.

22 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling LOOSE LOOSE Light LOOSE LOOSE Reddish Brown Fine SAND With Silt, Trace Roots (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Gray Fine SAND With Silt and Cemented Pieces (SP-SM) MEDIUM DENSE Gray Fine SAND (SP) Boring ft.

23 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: See Field Exploration Plan Groundwater Depth:. ft Time: SAMPLE NO. SAMPLE TYPE DESCRIPTION Drilling LOOSE Grayish LOOSE Gray Fine SAND (SP) MEDIUM DENSE Light Gray Fine SAND (SP) LOOSE to MEDIUM DENSE Dark Reddish Brown Fine SAND With Silt (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Brown Fine SAND, Trace Small Rocks (SP) MEDIUM DENSE Boring ft.

24 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: See Field Exploration Plan Groundwater Depth:. ft Time: SAMPLE NO. SAMPLE TYPE DESCRIPTION Drilling LOOSE Grayish LOOSE LOOSE Light LOOSE LOOSE to MEDIUM DENSE Reddish Brown Fine SAND (SP) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Grayish Brown Fine SAND With Cemented Pieces (SP) MEDIUM DENSE Gray Fine SAND (SP) Boring ft.

25 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: See Field Exploration Plan Groundwater Depth:. ft Time: SAMPLE NO. SAMPLE TYPE DESCRIPTION Drilling LOOSE LOOSE Light Reddish LOOSE Reddish Brown Fine SAND With Silt (SP- SM) LOOSE to MEDIUM DENSE Light Brown Fine SAND (SP) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE Brownish Gray Fine SAND (SP) LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Grayish Brown Fine SAND With Silt (SP-SM) MEDIUM DENSE Grayish Brown Fine SAND With Clay (SP-SC) Boring ft.

26 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling LOOSE LOOSE Light LOOSE LOOSE to MEDIUM DENSE Light Brown Fine SAND (SP) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression LOOSE Light Brown Fine SAND With Cemented Pieces (SP) LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Gray Fine SAND (SP) Boring ft.

27 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling LOOSE Orangish LOOSE Light Orangish MEDIUM DENSE Light Gray Fine SAND (SP) MEDIUM DENSE Gray Fine SAND (SP) MEDIUM DENSE to LOOSE Grayish Brown Fine SAND (SP) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks LOOSE Dark Gray Fine SAND With Silt (SP-SM) Boring ft.

28 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan ft Time: DESCRIPTION Drilling MEDIUM DENSE Reddish Brown Fine SAND (SP) MEDIUM DENSE Grayish Brown Fine SAND (SP) LOOSE Gray Fine SAND (SP) LOOSE Brown and Light MEDIUM DENSE Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE Grayish Brown Fine SAND (SP) LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Grayish Brown Clayey Fine SAND (SC) Boring ft.

29 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan ft Time: DESCRIPTION Drilling LOOSE LOOSE Orangish LOOSE Reddish Brown Fine SAND With Silt (SP- SM) LOOSE to MEDIUM DENSE Dark Reddish Brown Fine SAND With Silt (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE Reddish Brown Fine SAND (SP) LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks MEDIUM DENSE Boring ft.

30 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: See Field Exploration Plan Groundwater Depth:. ft Time: SAMPLE NO. SAMPLE TYPE DESCRIPTION Drilling LOOSE Gray Fine SAND, Trace Small Roots (SP) LOOSE Gray Fine SAND (SP) MEDIUM DENSE Grayish Brown Fine SAND (SP) LOOSE Light LOOSE Reddish Brown Fine SAND With Silt (SP- SM) LOOSE Reddish Brown Fine SAND With Clay Lumps (SP-SC) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

31 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling LOOSE Brown Fine SAND With Silt, Trace Small Roots (SP-SM) MEDIUM DENSE LOOSE Light LOOSE Reddish Brown Fine SAND With Silt (SP- SM) LOOSE Light Reddish Brown Fine SAND With Silt (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression LOOSE Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

32 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: See Field Exploration Plan Groundwater Depth:. ft Time: SAMPLE NO. SAMPLE TYPE DESCRIPTION Drilling LOOSE to MEDIUM DENSE Brown Fine SAND (SP) LOOSE Grayish MEDIUM DENSE Light MEDIUM DENSE Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE Reddish Brown Fine SAND (SP) Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

33 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling LOOSE to MEDIUM DENSE Brown Fine SAND (SP) LOOSE Brownish Gray Fine SAND (SP) LOOSE Light LOOSE Dark Reddish Brown Fine SAND With Silt (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE Reddish Brown Fine SAND With Silt (SP-SM) Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

34 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling LOOSE Brownish Gray Fine SAND (SP) MEDIUM DENSE Orangish Brown Fine SAND (SP) LOOSE Light Orangish LOOSE Light MEDIUM DENSE Light Orangish Brown Fine SAND (SP) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression LOOSE Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

35 LOG OF BORING Project No.: - Boring No.: B Sheet of Project: Boring Location: See Field Exploration Plan Groundwater Depth:. ft Time: SAMPLE NO. SAMPLE TYPE DESCRIPTION Drilling LOOSE Grayish LOOSE Brownish Gray Fine SAND (SP) LOOSE Light LOOSE Light Grayish MEDIUM DENSE Grayish Brown Fine SAND With Silt (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: AWJ BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Super Gel-X Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression MEDIUM DENSE Grayish Brown Fine SAND (SP) Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

36 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan NE Time: DESCRIPTION Drilling " Asphalt Dark Brown Fine SAND With Silt, Trace Small Roots (SP-SM) Light Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

37 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan NE Time: DESCRIPTION Drilling Grayish Brown Fine SAND, Trace Small Roots (SP) Dark Brown Fine SAND With Silt and Cemented Sand (SP) Light Orangish Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

38 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan NE Time: DESCRIPTION Drilling Brownish Gray Fine SAND, Trace Roots (SP) Light Orangish Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Light Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

39 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan NE Time: DESCRIPTION Drilling Light Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Dark Reddish Reddish Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

40 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan NE Time: DESCRIPTION Drilling Dark Brown Fine SAND With Silt and Cemented Sand, Trace Small Roots (SP-SM) Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Light Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

41 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan NE Time: DESCRIPTION Dark Brown Fine SAND With Silt, Trace Small Roots (SP-SM) Drilling Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

42 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Light Orangish Brownish Gray Fine SAND (SP) Orangish Light Orangish Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

43 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Drilling Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Light Reddish Light Orangish Brown Fine SAND With Silt (SP-SM) Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

44 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Brownish Gray Fine SAND (SP) Drilling Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Reddish Brown Fine SAND With Silt (SP-SM) Light Light Brown Fine SAND With Clay (SP-SC) Gray Fine SAND (SP) Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

45 LOG OF BORING Project No.: - Boring No.: AB Sheet of Project: Boring Location: Groundwater Depth: SAMPLE NO. SAMPLE TYPE See Field Exploration Plan. ft Time: DESCRIPTION Brown Fine SAND With Red Brick Pieces (SP) Light Drilling Client: IPG Incorporated Drill Rig: ATV Drill Rod: Flight Auger BLOWS PER IN. N Value PERCENT ORGANIC MATERIAL PERCENT PASSING NO. SIEVE PLASTIC LIMIT Driller: B. Truitt Drill Mud: Length of Casing: Casing Size: Date: // Boring Begun: // Boring Completed: // MOISTURE CONTENT LIQUID LIMIT (%) SHEAR STRENGTH (ksf) Undisturbed Sample Disturbed Sample Torvane Unconfined Compression Triaxial Compression Light Boring ft. LOG OF BORING.GPJ ELLIS ASSOCIATES.GDT // Remarks

46 FIELD EXPLORATION PROCEDURES Standard Penetration Test (SPT) Borings The Standard Penetration Test (SPT) borings were made in general accordance with the latest revision of ASTM D, Penetration Test and Split-Barrel Sampling of Soils. The borings were advanced by rotary (or wash-n-chop ) drilling techniques. At ½ to foot intervals, a split-barrel sampler inserted to the borehole bottom and driven inches into the soil using a pound hammer falling on the average inches per hammer blow. The number of hammer blows for the final inches of penetration is termed the penetration resistance, blow count, or N-value. This value is an index to several in-place geotechnical properties of the material tested, such as relative density and Young s Modulus. After driving the sampler inches (or less if in hard rock-like material), the sampler was retrieved from the borehole and representative samples of the material within the split-barrel were containerized and sealed. After completing the drilling operations, the samples for each boring were transported to our laboratory where they were examined by our engineer in order to verify the driller s field classification. The retrieved samples will be kept in our facility for a period of six () months unless directed otherwise. Flight Auger Boring The auger borings were performed mechanically by the use of a continuous-flight auger attached to the drill rig and in general accordance with the latest revision of ASTM D, Soil Investigation and Sampling by Auger Borings. Representative samples of the soils brought to the ground surface by the augering process were placed in glass jars, sealed, and transported to our laboratory where they were examined by our engineer to verify the driller s field classification.