RENEWABLE RESOURCE CONSULTANTS, LLCcromwellconstruction.net/wp-content/uploads/2011/07/Soils... ·...

Midland, Texas * Austin, Texas * Minneapolis, Minnesota

RENEWABLE RESOURCE CONSULTANTS, LLC 2251 Double Creek Drive #602 Round Rock, Texas 78664 Phone: 512-992-2087

February 18, 2011 RES Americas 11101 West 120thth Avenue #400 Broomfield, CO 80021 Attn: Mr. Bill Branca, P.E. Subject: Final Geotechnical Report Proposed Solar Project Webberville, Texas Renewable Report No. 100106-2 INTRODUCTION Renewable Resource Consultants has completed the Final phase of the authorized subsurface exploration and geotechnical engineering evaluation for the referenced project for RES Americas. The project site is located approximately one mile east of the intersection of Burleson Manor Road and F.M. 969 in Webberville, Texas. The site vicinity map is shown on Plate 1 in Appendix A. The purpose of this investigation and report was to:

• Explore subsurface materials and groundwater conditions; • Conduct field and laboratory testing to characterize subsurface soil properties; • Conduct field pile load tests; and • Provide geotechnical engineering recommendations for the design and construction

of solar foundation systems. The recommendations contained in this report are based upon the results of Final field and laboratory testing, engineering analyses, experience with similar soil conditions, and our understanding of the proposed project. FIELD EXPLORATION A total of 38 borings were drilled for this investigation. Twenty-one (21) geotechnical borings (designated as B-1 through B-21) were drilled during the month of June 2010, to a depth of about 25 feet below existing site grade. An additional 14 borings were drilled on February 10 and 11, 2011 to better determine the geographic extent of the highly expansive and slightly expansive soil zones. An additional 3 borings were drilled on to a depth of 31.5 feet for the proposed O&M and Substation area during this same time period.

Final Geotechnical Report RENEWABLE RESOURCE CONSULTANTS Webberville Solar Project Travis County, Texas

During the intial drilling phase in June, 2010, most of the borings were located along the outer perimeter of the proposed solar project site due to existence of tall corn growing in the western field. The approximate boring locations are shown on the attached Boring Location Plan, Plate 2 in Appendix A. The field drilling was conducted utilizing an all-terrain drilling rig. The borings were advanced using air-rotary and solid flight auger techniques. Undisturbed samples of cohesive soils were obtained from the borings using a hydraulically-advanced, 3-inch outside diameter seamless steel push-tube samplers in general accordance with the basic requirements of ASTM D-1587; strength of cohesive soils was estimated in the field using a pocket penetrometer. The penetrometer readings are included on boring logs preceded by the letter “P”. Readings in excess of 4.5 tons per square feet (tsf) indicate that device’s capacity has been exceeded. Granular soils were sampled using 2-inch split-spoon samplers in accordance with ASTM D-1586; Standard Penetration Tests (SPT) were performed using an automatic hammer, and the SPT resistance “N” values were recorded as “blows-per-foot” and are shown on the Boring Logs in Appendix A. All samples of the subsurface materials were extruded from the samplers in the field, visually classified, labeled as to location and depth, and wrapped in plastic sheeting to minimize moisture changes. All samples were arranged in core boxes and transported to the laboratory for further testing and analysis. Field logs were prepared for each boring at the time of drilling by the field technician. The field logs contain visual classifications of the materials encountered during drilling as well as interpolation of the subsurface conditions between samples. During the field operations, the borings were observed for groundwater while advancing the excavation. These observations are noted at the top of the logs of boring and are discussed in subsequent sections of this report. The project geotechnical engineer reviewed the field logs and samples, and made appropriate modifications to the logs. Soils were classified in general accordance with the Unified Soil Classification System (USCS). The soil classification symbols appeared on the boring logs are briefly described in the Boring Log Key which is included as part of this report. Final boring logs, included with this report in Appendix A, represent our interpretation of the field logs and may include modifications based on laboratory observations and tests of the field samples. The final logs of boring describe the materials encountered, their thickness, and the various depths at which the samples were obtained. EARTH ELECTRICAL RESISTIVITY SURVEY Five earth electrical resistivity tests were performed on June 18, 2010, at selected test locations across the project site. The survey was conducted utilizing an AEMC-4500 soil resistance meter using the Wenner 4-pin array method. Each of the test sites was surveyed using two perpendicular array arrangements near the coordinates indicated above. The array consisted of 5


pin spacings (‘a’ spacing) ranging from 2.5 to 40 feet. The results of the earth resistivity survey are presented in Appendix C of this report. Interpretation of the field resistivity test results is beyond the scope of this study and should be performed by the design team. RHO THERMAL RESISTIVITY TESTS Laboratory Rho thermal resistivity testing was performed on 3 soil samples collected from selected boring locations. The samples were collected and submitted to Geotherm, Inc. for laboratory testing. Among the 3 soil samples, two samples were undisturbed soil samples tested at their in-situ density and moisture, while the third sample was remolded to achieve a dry density of 90 percent of the ASTM D-698 (standard proctor) maximum dry density and at the optimum moisture content. The thermal resistivity testing was performed in accordance with IEEE 442 standards. The Geotherm report outlining the test results and interpretation is included in Appendix C. The results of the thermal resistivity testing should be used by the designers in the determination of the cable sizes and compaction requirements. LABORATORY ANALYSIS The soil samples were transported to the laboratory, examined by the project geotechnical engineer, and appropriate laboratory testing was assigned on selected soil and rock samples. The following laboratory methods of analyses were generally utilized:

• Visual Examination and Classification: ASTM D 2487; • Atterberg Limits Tests: ASTM D 4318; • Moisture Content Tests: ASTM D 2216; • Minus 200-mesh Sieve Tests: ASTM D 1140; • Grain Size Analysis Test by Mechanical Sieving: ASTM D 422; • Unconfined Compressive (UC) Strength Tests: ASTM D 2166; • Consolidation Properties of Cohesive Soils: ASTM D 2435 (Test In Progress); • One-dimensional Swell Potential of Cohesive Soils: ASTM D 4546; • Maximum Dry Density - Optimum Moisture Content Determination: ASTM D 698; • Laboratory California Bearing Ratio (CBR) Test: ASTM D 1883; • Soil Thermal Resistivity Dry-out Curve Test: IEEE 442; • Soil Box Electrical Resistivity Tests: AASHTO T-288; • Soil pH Test: ASTM D 4972; and • Sulfate and Chloride Content: SW-9056.

Laboratory test results are presented in subsequent sections of this report and summarized in the attached Summary of Laboratory Test Results sheet in Appendix B.


LABORATORY TEST RESULTS Index property testing performed on selected clay samples indicate fat clays (CH) with high to very high plasticity having liquid limits (LL) ranging from 53 to 74 and plasticity indices (PI) ranging from 33 to 56, and lean clays (CL) with medium to high plasticity having liquid limits (LL) ranging from 32 to 44 and plasticity indices (PI) ranging from 16 to 31. The fat clays had in-situ moisture contents ranging from 11 to 31 percent with an average value of 21 percent; the lean clays had in-situ moisture contents ranging from 8 to 20 percent with an average value of 14 percent. The fat clays should be considered to exhibit a high shrink/swell potential with swell pressures of 2,850 to 3,500 psf based on swell tests, while the lean clays should be considered to exhibit a low to moderate swell potential with a swell pressure of 1,150 psf. Unconfined compression tests on selected undisturbed clay samples indicated compressive strength values ranging from 1.6 to 4.7 tons per square foot (tsf), with an average value over 2.0 tsf. Unit weight tests performed on undisturbed clay samples indicated dry unit weight values ranging from 79 to 117 pounds per cubit feet (pcf), with an average value of about 101 pcf. FIELD PILE LOAD TESTING Tension pull out pile load and lateral load testing was performed by Lymon C. Reece and Associates on 12 test piles for uplift testing and 4 for lateral testing. These piles were placed strategically throughout the site. The methodology, procedures and test results are shown in Appendix C under the title of Pile Load Test Report written by Lymon Reece and Associates. The basic purpose of the tension load testing was to determine the actual measured skin friction acting on the piles in the expansive soil zone in order to better determine the required length of pile embedment. The dialog of these test results are discussed in the section titled, “Driven / hydraulically Advanced Pile Foundations” on page 7 of this report. Lateral load testing was performed to confirm calculations for lateral load analyses. SUBSURFACE CONDITIONS Detailed subsurface soil information is presented on the individual boring logs in Appendix A. Based on the distinct subsurface soil conditions encountered in our borings, the project site can be divided into two sections: southwestern section and northeastern section. The boundary between these two sections is indicated on Plate No.2 in Appendix A. The subsurface soils at the southwestern section of the site can be generalized as: 2 to 4 feet of fat clays with high plasticity underlain by low to medium-plasticity lean clays and sands. On the other hand, the subsurface soils at the northeastern section of the site can be generalized as: over 10 feet of fat clays with high plasticity underlain by lean clays and sands; the high-plasticity


fat clays extended to the boring termination depth of 31.5 feet in five borings within the northeastern section. The above descriptions are general and depth ranges are approximate since boundaries between different strata are seldom clear and abrupt in the field. In addition, the lines separating major strata types on the logs of boring sheets do not necessarily represent distinct lines of demarcation for the various strata. Detailed logs of boring for locations drilled as part of this study, which present the stratum descriptions, types of sampling used, laboratory test data, and additional field data, are presented in this report. GROUNDWATER CONDITIONS Ground water was encountered in only one boring drilled as part of the last phase. Groundwater was encountered at a depth of 32 feet in the O&M No. 1 boring. The other 37 borings did not encounter groundwater during and after completion of drilling. The borings were immediately backfilled following the completion of drilling for safety consideration. Therefore, subsequent 24-hour groundwater measurements were not performed. It is imperative to note that the short-term field observations performed as part of this study, generally do not permit for an accurate evaluation of groundwater levels at this and other sites and should not be interpreted as a comprehensive groundwater study. The observations made during this investigation may not also represent conditions at the time of construction and it should be understood that the presence of groundwater may have an effect on certain construction activities and long-term performance of foundations and pavements. Groundwater levels are highly dependent on climatic and hydrologic conditions before and after construction, and site development including irrigation demands and drainage. If a detailed groundwater study is desired, a groundwater hydrologist should be retained to perform these services. FOUNDATION DESIGN RECOMMENDATIONS The site appears suitable for the proposed construction. Based upon the information obtained from the borings drilled as part of this study, the use of spread footings and/or mat foundations for support of lightly loaded structures such as equipment pads is considered acceptable, provided that associated shrink/swell movement due to the high-plasticity fat clays can be tolerated. Driven or hydraulic-advanced pile foundations should be used for support of solar panels. Detailed foundation design and construction recommendations are outlined in subsequent sections of this report. SHALLOW FOUNDATIONS Stiff to very stiff fat clays and lean clays were encountered at or near shallow foundation bearing elevations in the borings drilled as part of this study. For small lightly-loaded structures or equipment pads that may utilize continuous footings and/or mat foundations, a net allowable


bearing pressure of 2,500 pounds per square feet (psf) can be used for sustained load, which includes a safety factor of 3, when the shallow foundations are founded on the native stiff to very stiff clays. The footings should have a minimum embedment of 3 feet below finished site grade. Estimated settlement of the spread/mat footings under anticipated service loads of 500 to 1000 psf is on the order of about ! inch. A modulus of subgrade reaction (k) value of 75 pounds per square inch per inch (pci) can be used for the design of mat foundations on the stiff to very stiff clays. To reduce stress overlap from adjacent mat/spread footings, the minimum allowable edge-to-edge spacing between adjacent footings should not be less than the width of the larger footing. Expansive clays exhibit a potential to shrink and swell with changes in their moisture contents. The changes in the soil moisture content are usually caused by variations in the seasonal amount of rainfall and evaporation rates. The moisture variation zone or active zone typically extends to a depth of about 10 feet below ground surface in the Austin metro area. Potential Vertical Rise (PVR) is an estimate of the potential of an expansive soil to swell from its initial physical state, if the clay soils are allowed to absorb water. Based on soils encountered in our Borings, we estimate the PVR for shallow foundations founded at 3 feet below ground surface to be on the order of 1! to 2 inches, using the TxDOT method Tex-124-E and assuming a net bearing pressure of 500 to 1000 psf at the foundation level. Additional movements can occur in areas where lighter contact pressure occurs at the foundation level, or if water is allowed to pond during or after construction on soils with high plasticity, or if highly plastic soils are allowed to dry out prior to fill or concrete placement. Alternatively, high plasticity clay may also experience shrinkage during periods of dry weather as moisture evaporation occurs at the ground surface and the ground water table drops. The actual PVR of the site will be highly dependent upon the moisture regime of the soils at the time of construction. Therefore, uniformity and preservation of the moisture contents of the near surface clays during construction and during the life of the structure is critical to reducing potential shrink-swell movement of the shallow foundations. To improve the performance of shallow foundations supporting the substation elements, it is imperative that proper drainage be maintained during construction and throughout the life of the structures. Consideration should be given to maintaining of a minimum 6-inch thick clay cap extending 5 feet (horizontally) beyond the edge of the shallow foundations, to reduce the potential of surface water infiltration. LATERAL EARTH PRESSURES For soils above any free water surface, recommended equivalent fluid pressures for design of unrestrained foundation elements are:


• Active ................ Ka = 0.41 (clay soils) .....................................................49 psf/ft • Active ................ Ka = 0.33 (sand or silt soils) ..........................................40 psf/ft • Active ................ Ka = 0.33 (structural fill) ................................................45 psf/ft • Passive.............. Kp = 2.46 (clay soils) ...................................................300 psf/ft • Passive.............. Kp = 3.0 (sand or silt soils) ..........................................360 psf/ft • Passive.............. Kp = 3.0 (structural fill) ................................................405 psf/ft • Coefficient of base friction ........ 0.35 for clay soils and 0.40 for sand/silt soils*

*The coefficient of base friction should be reduced to 0.30 when used in conjunction with passive pressure.

Where the design includes restrained elements, the following equivalent fluid pressures are recommended:

• At rest................ Ko = 0.58 (clay soils) .....................................................70 psf/ft • At rest................ Ko = 0.50 (sand or silt soils) ..........................................60 psf/ft • At rest................ Ko = 0.50 (structural fill) ................................................68 psf/ft

The equivalent pressures listed above are based on the following average total unit weights: 120 pcf (pounds per cubic feet) for on-site clays and sands, and 135 pcf for structural fill. For soils below the free water surface, hydrostatic pressure should be added to the lateral earth pressure, and the equivalent fluid pressures should be calculated using the effective unit weights (the above total unit weight values subtracted by 62.4 pcf) multiplied by the appropriate earth pressure coefficient (Ko, Ka, and Kp). The above earth pressure values do not include safety factors. We recommend a minimum safety factor of 2.0 be applied when using passive earth pressure for lateral load resistance. Surcharge loads should also be considered where appropriate. DRIVEN / HYDRAULICALLY ADVANCED PILE FOUNDATIONS Based on the need for limited site improvements and expansive soils at the site, we recommend driven or hydraulically advanced piles for the foundation system to support the proposed solar panels. Pile Load Test Results Tension load tests were performed on 9 pipe piles driven to various depths at various locations throughout the project site. The pile load testing was performed by Lymon C. Reece and Associates. Their report is included in Appendix C of this report. Three test pipe piles were driven to 10.5, 10 and 15 feet below existing ground surface on the northeastern portion of the site. One pile that was driven to 10.5 feet was greased with a mineral grease in the lower 10 feet. Another pile was driven to 10 feet and was left ungreased. The third pipe pile was driven to 15 feet with the upper 10 feet greased. The intent of these pile load (tension) tests was to determine the amount of skin friction in the active swell zone of the fat clay


layers and to economize the foundation installation depth based on the test results. Another two sets of test pipe piles were driven in the Southern and Central part of the project to depths of 7, 7, and 12 feet below existing ground surface. For each set, one pile was installed with 7 feet fully greased. Another pile was left ungreased and a third pile was driven to 12 feet with the upper 7 feet greased. The pipe piles have a nominal outside diameter of 4 inches. The results of the pile tension load tests are summarized below: South Section Pile Tension Load Tests

Central or Middle Section Pile Tension Load Tests

North Section Pile Tension Load Tests

The results of the pile load tests confirm that greasing the piling in the active swell zone will reduce the skin friction value and therefore, reducing the required overall length of piling. Engineering practice requires that the uplift force caused by swelling soil must be resisted by skin friction in the soil below the swelling soil zones. Based on subsurface soil conditions encountered and the results of the pile load tests, we recommend the piles, if greased in the swelling soil zones (7 ft.), be installed to a minimum embedment depth of 10! feet below existing site grade in the southwestern section of the project site. In the northeastern section of the project site where extensive expansive clays were encountered, we recommend the piles, if greased in the swelling soil zones (10 ft.), be installed to a minimum depth of 14.5 feet below existing site grade. If the piles are not to be greased the piles lengths will need to be extended approximately 1.5 feet. The actual length of the piles should be determined by the structural engineer to satisfy both axial and lateral loading conditions.

Pile Embedment Length (ft.) Type Ultimate Tensile Load (lbs) 7 Ungreased 5,000 7 Greased Length 7 ft. 1,200 12 Greased in upper 7 ft. only 2,250

Pile Embedment Length (ft.) Type Ultimate Tensile Load (lbs) 7 Ungreased 8,500 7 Greased Length 7 ft. 6,500 12 Greased in upper 7 ft only 12,500

Pile Embedment Length (ft.) Type Ultimate Tensile Force (lbs) 10 Ungreased 10,000

10.5 Greased in lower 10 ft. 8,000 15 Greased in upper 10 ft. only 15,000


For driven or hydraulically pushed steel pipe piles within the stiff to very stiff native clays, an allowable compressive and uplift pile skin friction value of 500 psf can be used, which includes a safety factor of 2; an allowable compressive and uplift pile skin friction value of 250 psf can be used for piles within the medium dense sands at depths of 5 to 15 feet below existing site grade, which includes a safety factor of 2. We recommend the pile end bearing be neglected for the small-diameter open-ended pipe piles. For H-piles, an allowable end bearing of 2,500 psf can be utilized. Based upon results of swell tests, uplift forces on steel piles due to expansive clay can be estimated using a skin friction value of 600-psf acting on the circumferential area of the pile for the fat clay zones and 210 psf for the lean clay zones, for the pile length in clays within the active zone. When grease is applied a reduced uplift skin friction value of 450 psf for the fat clay zones and 160 psf for the lean clay zones may be used. The results of the pile load tests indicate that the friction due to swell pressures are substantially lower than the ultimate uplift skin frictions due to the pile load tests. Therefore, the swell pressures will govern the design and result in smaller foundation embedment depth. These embedment depths are based on the assumption that the expansive clay soils within the upper 7 feet in the southwestern zone and 10 feet in the northeastern zone contribute to uplift forces on the piles. To maintain the integrity of the piles and reduce excessive stress overlap from adjacent foundations, the minimum center-to-center spacing between adjacent piles should be at least 3 times the diameter of the larger piles, and the minimum allowable edge-to-edge spacing between adjacent piles should not be less than 3 feet. Based on the soil conditions encountered and the anticipated light structural loads, we estimate that piles designed and constructed as recommended in this report will experience a total settlement on the order of about 1 inch. Lateral Load Test And Results Four lateral load tests were performed as part of the onsite pile load testing. The lateral load tests were performed on three helical anchor foundations and one driven pipe pile foundation. Each installed to a depth of 9 feet below the natural grade. The results of the lateral load testing shown on figures 13 and 14 are included in the Pile Load Test report by Lymon C. Reese & Associates. Lateral load analysis may be performed using LPILE computer program, a p-y curve finite difference technique of predicting the soil-structure interaction and response. Based on our interpretation of the subsurface strata and the results of the field and laboratory tests, the LPILE parameters presented below may be used to evaluate drilled piers under lateral loads.


LPILE Parameters for Lateral Load Analysis K (pci)

Soil Type SPT “N-value” Range

LPILE Soil Type Static Cyclic

! (pci)

C (psi)

" (deg)

!50

Medium Dense Sand 10-29 Sand 90 90 0.07 -- 30 --

Stiff Clay 9-15 Stiff Clay w/o Free Water 500 200 0.07 10 -- 0.007

Very Stiff Clay 16-35 Stiff Clay w/o Free Water 1000 400 0.07 20 -- 0.005

Notes: K is the modulus of subgrade reaction; ! is the effective unit weight; C is the cohesive strength of soil; " is the friction angle of soil; "50 is the soil strain parameter. The upper 1 feet of material should be neglected for lateral resistance. ACCESS ROADWAYS It is our understanding that new access roadways will be built for construction and maintenance purposes. Traffic volumes during construction are anticipated to be frequent with heavy equipment utilizing the access roadways. Following the construction period, the traffic volumes will be light and vehicles accessing the roadways will generally consist of pickup trucks and occasional single and multi-unit truck traffic. The access roadways should be designed in accordance with locally accepted practices. The surficial materials encountered within the majority of the borings consisted of fat clays. These materials are generally considered poor in terms of supporting vehicular and construction traffic when properly compacted. Based on results of the laboratory CBR test, the subgrade clay would have a CBR value of approximately 3 when compacted to 95% of maximum dry density and at optimum moisture content per ASTM D-698 (standard proctor), corresponding to a Resilient Modulus (Mr) value of 3,000 to 4,500 psi using the AASHTO correlation equation. The actual thickness and quantity of the gravel roadways should be determined by the design/build contractor, keeping in mind the frequency, duration and requirements of the solar manufacturer. It is our opinion that gravel roadway thicknesses may be on the order of 6 inches. As a guideline, the structural fill (aggregate base course) used along the access roadways should meet the 2004 TxDOT Item 247, flexible base, Type B, Grade 2 requirements or better. The aggregate base should be compacted to a minimum of 95% of the maximum dry density and within 2% of optimum moisture content as determined in accordance with ASTM D 1557 (Modified Proctor). Prior to the placement of the base materials, stripping and removal of existing vegetation and other deleterious materials from the proposed access roadway alignment should be performed. Topsoil and organics could be up to about 6 to 8 inches or more in thickness in some areas and should not be allowed for use in structural areas or along the access roadway alignment. The subgrade should be scarified to a depth of about 6 inches, moisture conditioned within 2 percent of optimum moisture content and re-compacted to 95% of the maximum dry density as determined in accordance with ASTM D 698 (Standard Proctor).


A proof-roll test should be performed prior to the placement of the road base materials to assess the presence of soft areas that may need for remedial measures. The proof-roll should be accomplished with a fully loaded 40,000 lbs, double axle water truck or similar heavy equipment. In areas where excessive “pumping” of the subgrade is encountered, partial removal of soils in these areas and recompaction and/or replacement with granular soils will be required. The use of geo-textile fabric may also be required in areas where extremely loose soils were encountered. It is imperative that proper drainage of the subgrade be provided in the construction of the roadways to enhance their performance. Proof-roll of the subgrade materials should be performed prior opening the roadways for traffic and following periods of heavy rainfall/snow melt to assess stability of the roadway and the need for remedial measures. Areas where remedial measures are required should be re-worked and corrected prior to acceptance. It is also imperative that periodic inspection of the access roadways be performed following periods of rainfall or snow melt to assess the condition of the roads and the need for remedial measures. SEISMIC CONSIDERATIONS For structural designs based upon the 2006 International Building Code (IBC), a Site Class D should be used for this project. The Mapped Spectral Response Accelerations are: Ss = 0.084g, S1 = 0.033g, in accordance with Figure 1615 (2). Site Coefficients Fa and Fv are 1.6 and 2.4, respectively. FOUNDATION CONSTRUCTION CRITERIA SITE PREPARATION Prior to starting any work at the site, it is recommended that proper and positive drainage be provided to maintain a relatively dry condition. This will be very important if any work is attempted during periods of prolonged rainfall. Ponding of water at the site should be avoided. Site preparation should begin by removing surface vegetation, soil, and major root systems within the foundation areas. During excavation of the foundations, every effort should be made to avoid disturbing the subgrade materials at the planned excavation base. When the subgrade is disturbed, the resulting surface should be recompacted to achieve a minimum compaction of 95% with moisture within -1 to +3% of optimum in accordance with ASTM D 698. The base of each foundation excavation should be observed by the geotechnical engineer or their representative prior to foundation installation.


STRUCTURAL FILL SPECIFICATIONS Structural fill material beneath foundations and where required should consist of a non-expansive, well-graded material with sufficient binder for compaction purposes. Locally available crushed limestone meeting the specifications of 2004 TxDOT Item 247, Type A, Grade 2 or better may be used. Percent finer by weight 3"................................................................................................... 100 (max) No. 4 Sieve...........................................................................................25-55 No. 40 Sieve ......................................................................................... 15-30

• Liquid Limit ............................................................................................. 40 (max) • Plastic Index........................................................................................... 12 (max)

Structural fill should be placed in lifts having a maximum loose lift thickness of 8 inches and should be compacted to a minimum of 95% of ASTM D 1557. The structural fill should be moisture conditioned with 2% of optimum moisture content. SHALLOW FOUNDATION CONSTRUCTION The following construction criteria and general guidance should be observed during shallow foundation construction:

1. All foundation construction should be observed by the Geotechnical Engineer or his representative in order to determine that the proper bearing material has been reached in accordance with the recommendations given herein, and to assess the need for densification of the subgrade materials.

2. Special care should be taken to protect the exposed soils from being disturbed or drying out prior to placement of the structural fill pad.

3. Excavation should be accomplished with a smooth-mouthed bucket. If a toothed bucket is used, excavation with this bucket should be terminated 12 inches above Final grade and the excavation completed with a smooth-mouthed bucket or by manual labor. Debris or loose material in the bottom of the excavation should be recompacted or removed prior to placing concrete.

4. The foundation excavation should be sloped sufficiently to create internal sumps for runoff collection and removal. Foundation excavations subject to rainfall and possible deterioration from accumulated water should be protected using a protective “mud-slab” (concrete) of not less than 2 inches in thickness. If surface runoff water or groundwater seepage accumulates at the bottom of the foundation excavation, it should be collected and removed and not allowed to adversely affect the quality of the bearing surface.

5. The foundation excavations should be checked for size and cleaned of loose material and debris prior to the placement of reinforcing steel. Precautions should be taken during the


placement of reinforcement and concrete to prevent the loose excavated material from falling into the excavation.

6. Prior to the placement of concrete, water if present must be removed from the foundation excavation.

7. Prompt placement of concrete in the excavation as it is completed, cleaned, and observed is strongly recommended.

DRIVEN OR HYDRAULICALLY ADVANCED PILE CONSTRUCTION The following items are important for the successful completion of the pile foundations: Only qualified experienced Contractors should be selected to install the piles. Qualified personnel should carefully examine each pile before driving or pushing; defective piles should be rejected. Pile driving should be continuously monitored and documented by qualified geotechnical professionals. It is the Contractor’s responsibility to select appropriate hammer type, weight of hammer or ram, maximum drop or maximum ram stroke, minimum hammer energy, helmet, cushions, pile toe and pile head, and pile installation methods and procedures based on design pile capacities and subsurface soil conditions. Care should be taken to avoid damaging piles during installation; excessive blow counts for example, can damage piles and compromise foundation support. If predrilling or jetting is to be used for driving in hard clays or dense to very dense granular soils, the Contractor should perform necessary tests to ensure that each pile installed achieves the design pile capacity. We recommend that pile load tests be performed to evaluate pile driveability and refusal depths, and pile capacities. Qualified geotechnical personnel should monitor and evaluate field observations and the data obtained to confirm the recommendations presented in this report. If pile load tests are performed, they should be performed in accordance with 2004 TxDOT Item 405 - “Foundation Test Load”. Pile driving can affect existing structures in the vicinity, if any. Structures located close to the proposed fishing piers should be surveyed prior to construction and pre-existing conditions of such structures and their vicinity be adequately recorded. OPEN EXCAVATIONS Temporary construction slopes and/or permanent embankment slopes should be protected from surface runoff water. Site grading should be designed to allow drainage at planned areas where erosion protection is provided, instead of allowing surface water to flow down unprotected slopes. Surcharge loads, either static or dynamic, should not be applied to an excavation slope. Construction equipment should be prevented from traveling along or near the top of the excavation slope. Monitoring of temporary slopes, trenches, and dewatering during construction


should be undertaken by the contractor to detect early warnings of movement within slopes, structures, pavements, etc. In all cases of excavations, sloped excavations and trench shields are recommended for excavations greater than 4 feet in depth. OSHA and applicable state and local standards should be observed and followed. Site safety is the responsibility of the contractor. CORROSIVITY Laboratory chemical tests on collected near-surface soil samples indicate that the pH values were on the order of 7.4 to 7.7, soluble chloride content was “ND” (non-detectable or below reporting limit) to 15 parts per million, and the soluble sulfate content ranged from 9 to 57 parts per million. The test results are shown on the Summary of Laboratory Test Results in Appendix B. Based on the above laboratory chemical test results, conventional Type I cement will most likely suffice for all at-grade and below ground concrete for this project. However, if there is no or little cost differential, the use of Type II cement should be considered as Type II has higher resistance to sulfate attack. Foundation concrete should be designed in accordance with Chapter 4 of Section 318 of the ACI Design Manual. DRAINAGE Proper drainage should be provided away from the foundation elements during all phases of construction and post-construction grading. Proper drainage is essential to the long-term stability of the structure. Ponding of water near the foundation elements from improper drainage should not be permitted. CLOSURE Should you have any questions concerning this design report, please do not hesitate to contact us. Your business is always appreciated. Sincerely, RENEWABLE RESOURCE CONSULTANTS Zhigang (Winter) Yao, P.E. Clint J. Harris, P.E. Project Manager Principal Firm PE registration No. 10013

02/18/2011


Attachments cc: Addressee (Via Email) REFERENCES

1. Texas Department of Transportation, 2004, Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges.

2. AASHTO, 1993, Guide for Design of Pavement Structures.

3. FHWA, 1998, Design and Construction of Driven Pile Foundations, FHWA HI 97-013.

APPENDIX A

RENEWABLE RESOURCE CONSULTANTS, LLC 1426 River Forest Drive Round Rock, Texas 78665

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- INTACT PUSH TUBE SAMPLE

- DISTURBED PUSH TUBE SAMPLE

- SPLIT SPOON SAMPLE

- DISTURBED AUGER OR WASH SAMPLE

- NO RECOVERY OR NO SAMPLE

- 10 MINUTE GROUNDWATER OBSERVATION

- INITIAL GROUNDWATER OBSERVATION

- ROCK CORE SAMPLE (4”+LONG, WRAPPED)

- ROCK CORE SAMPLE (<4”LONG, UNWRAPPED)

-- TESTING SYMBOLS DEFINITIOINS --

BORING LOG KEY

OCK CORE SAMPLE (4”+LONG, W



AUGER CUTTINGS

(SPT Blow Count)

(TCP Blow Count)T = 100/2.5"


E , UE , U

E , UE E , U

- WATER LEVEL AT END OF DRILLING, OR AS SHOWN

Continuous Flight Auger/Hollow-stem Auger/Wet Rotary/NX Core











BORING LOG KEY

Chalk

Claystone

Silty Clay (CL-ML) ShaleSilty, Clayey Sand (SC-SM)

1) Unweathered: No evidence of any chemical or mechanical alteration.2) Slightly weathered: Slight discoloration on surface, slight alteration along discontinuities, less than 10% of the rock volume altered.3) Moderately weathered: Discoloring evident, surface pitted and altered with alteration penetrating well below rock surfaces, weathering "halos" evident, 10% to 50% of the rock volume altered.4) Highly weathered: Entire mass discolored, alteration pervading nearly all of the rock with some pockets of slightly weathered rock noticeable, some minerals leached away. 5) Decomposed: rock reduced to a soil with relicit rock texture, generally molded and crumbled by hand.











BORING LOG KEY

Total Depth = 25 ft.

SILTY SAND (SM), with Gravel, brown, very dense, moist, finegrained

CLAYEY SAND (SC), with Gravel, reddish brown, medium denseto dense, moist, fine grained

SANDY LEAN CLAY (CL), reddish brown, stiff to very stiff, moist

FAT CLAY (CH), dark brown to brown, stiff to very stiff, moist

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

N = 15

N = 17

N = 20

N = 22

P = 2.5

N = 65

38

N = 30

16

18

14

16

19

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

LLSURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 6/15/10 - 6/15/10

PL

LABORATORY DATA

22

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DESCRIPTION OF STRATUM

PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

GPS Coordinates: Lat: 30.230869, Long: -97.508890N - STANDARD PENETRATION TEST RESISTANCEP - POCKET PENETROMETER RESISTANCET - TXDOT CONE PENETRATION RESISTANCER - ROCK CORE RECOVERYRQD - ROCK QUALITY DESIGNATION

CLIENT:PROJECT:LOCATION:NUMBER:

No Groundwater Encountered During Drilling

Air Rotary

Fotowatio Renewable VenturesWebberville Solar ProjectWebberville, Texas100106

REMARKS:

SO

IL S

YM

BO

LRenewable Resource Consutants, LLC1426 River Forest DriveRound Rock, TX 78664Telephone: 512-992-2087Fax: 512-251-2518

LOG OF BORING B-01

DRILLING METHOD(S):FIELD DATA

PI

GROUNDWATER INFORMATION:

SHEET 1 of 1

5

10

15

20

25

DE

PTH

(FT)

SA

MP

LES


SILTY SAND (SM), with Gravel, brown, very dense, moist, finegrained

CLAYEY SAND (SC), with Gravel, reddish brown, medium denseto dense, moist, fine grained

SANDY LEAN CLAY (CL), reddish brown, stiff to very stiff, moist

FAT CLAY (CH), dark brown to brown, stiff to very stiff, moist

LOG

A GN

NL01

- LO

G A

GNNL

01.G

DT -

2/16/1

1 11:1

1 - C

:\DOC

UMEN

TS A

ND S

ETTI

NGS\

OWNE

R\DE

SKTO

P\10

0106

WEB

BERV

ILLE

SOLA

R 08

-05-

10.G

PJ

N = 15

N = 17

N = 20

N = 22

P = 2.5

N = 65

38

N = 30

16

18

14

16

19

LIQUI

D LIM

IT

MOIS

TURE

CON

TENT

(%)

N: B

LOW

S/FT

P: T

ONS/

SQ F

TT:

BLO

WS

R: %

RQD:

%


ATTERBERGLIMITS

DATE(S) DRILLED: 6/15/10 - 6/15/10

PL

LABORATORY DATA

22CO

MPRE

SSIV

EST

RENG

TH(T

ONS/

SQ F

T)


PLAS

TICI

TY IN

DEX

PLAS

TIC

LIMIT

FAILU

RE S

TRAI

N (%

)

CONF

ININ

G PR

ESSU

RE(P

OUND

S/SQ

IN)

MINU

S NO

. 200

SIE

VE (%

)

DRY

DENS

ITY

POUN

DS/C

U.FT




Air Rotary


REMARKS:

SOIL

SYMB

OL

Renewable Resource Consutants, LLC1426 River Forest DriveRound Rock, TX 78664Telephone: 512-992-2087Fax: 512-251-2518

LOG OF BORING B-01


PI


SHEET 1 of 1

5

10

15

20

25

DEPT

H (F

T)

SAMP

LES

8

76


POORLY GRADED SAND with Silt (SP-SM), with Gravel, brown,medium dense, dry to moist, fine to medium grained

SANDY LEAN CLAY (CL), reddish brown, very stiff, moist toslightly moist

105

24

19

14

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

N = 14

N = 23

P = 4.0

N = 17

P = 4.0

N = 18

FAT CLAY with Sand (CH), dark brown, very stiff, dry to moist

13

38

N = 29

1

11

17 32


LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

PL MIN

US

NO

. 200

SIE

VE

(%)

SURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 6/15/10 - 6/15/10

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

GPS Coordinates: Lat: 30.234086, Long: -97.512954

SA

MP

LES

Air Rotary


REMARKS:


LABORATORY DATAFIELD DATA

LLSO

IL S

YM

BO

L

LOG OF BORING B-02

N - STANDARD PENETRATION TEST RESISTANCEP - POCKET PENETROMETER RESISTANCET - TXDOT CONE PENETRATION RESISTANCER - ROCK CORE RECOVERYRQD - ROCK QUALITY DESIGNATION


PI


DRILLING METHOD(S):

SHEET 1 of 1

5

10

15

20

25

DE

PTH

(FT)

FAT CLAY (CH), dark brown, very stiff to hard, dry to moist

59

3113 102

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

N = 15

N = 47

N = 28

N = 25

P = 4.5 44

4

10

11

13

SURFACE ELEVATION:


MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: % LIQ

UID

LIM

IT

SANDY LEAN CLAY (CL), reddish brown, very stiff, slightly moist

DATE(S) DRILLED: 6/16/10 - 6/16/10

PL

LABORATORY DATA

LLSO

IL S

YM

BO

L

LOG OF BORING B-03


PLA

STI

CIT

Y IN

DEX

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

ATTERBERGLIMITS

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

PLA

STI

C L

IMIT


REMARKS:



Air Rotary

CLAYEY SAND (SC), brown, moist, fine grained


SILTY SAND (SM), brown, medium dense, dry to moist, finegrained

SILTY SAND (SM), with Gravel, brown, medium dense to dense,dry to moist, fine to medium grained

FIELD DATA

DE

PTH

(FT)


SHEET 1 of 1


PI

DRILLING METHOD(S):

SA

MP

LES


5

10

15

20

25

26

with Gravel below 23'

SILTY SAND (SM), reddish brown, medium dense, dry to moist,fine grained

CLAYEY SAND (SC), reddish brown, dense, dry to moist, finegrained

with Clayey Sand layers 10'-12'

SANDY LEAN CLAY (CL), reddish brown, very stiff, moist

FAT CLAY (CH), dark brown, very stiff to hard, moist

15 27

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

N = 40

P = 3.5

P = 4.0

N = 30

P = 4.5

N = 50/6"

42

N = 22 8

14

11

18

SO

IL S

YM

BO

L

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: % PLA

STI

C L

IMIT


SURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 6/16/10 - 6/16/10

PL

LABORATORY DATA

LL CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

LIQ

UID

LIM

IT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T



REMARKS:


Air Rotary


LOG OF BORING B-04 SHEET 1 of 1


FIELD DATA

PI


DRILLING METHOD(S):


SA

MP

LES

DE

PTH

(FT)

5

10

15

20

25

2.0



POORLY GRADED SAND with SILT (SP-SM), trace Gravel,reddish brown, medium dense, dry to moist, fine grained

106

FAT CLAY (CH), dark gray, stiff to very stiff, moist

113

4914

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

P = 4.0

N = 23

P = 4.0

N = 15

P = 3.25

N = 78

15SANDY LEAN CLAY (CL), reddish brown, very stiff, moist

63

N = 12

22

20

19

24


LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

PL MIN

US

NO

. 200

SIE

VE

(%)

SURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 6/16/10 - 6/16/10

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


SA

MP

LES

Air Rotary


REMARKS:



LLSO

IL S

YM

BO

L

LOG OF BORING B-05



PI


DRILLING METHOD(S):

SHEET 1 of 1

5

10

15

20

25

DE

PTH

(FT)



Air Rotary


LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ


SANDY LEAN CLAY (CL), reddish brown, very stiff, moist, withSand seams


N = 25

P = 3.0

N = 23

P = 4.5

N = 36

N = 12

N = 50

5610

11

SURFACE ELEVATION:


POORLY GRADED SAND with CLAY (SP-SC), with Gravel,reddish brown, medium dense to dense, dry to moist

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

ATTERBERGLIMITS


PLA

STI

CIT

Y IN

DEX

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

MIN

US

NO

. 200

SIE

VE

(%)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

DE

PTH

(FT)

SA

MP

LES

DATE(S) DRILLED: 6/16/10 - 6/16/10

MO

ISTU

RE

CO

NTE

NT

(%)



REMARKS:

FIELD DATA

LL

LABORATORY DATA

5

10

15

20

25

LOG OF BORING B-06

PLSO

IL S

YM

BO

L

PI


DRILLING METHOD(S):

SHEET 1 of 1


Air Rotary

dense below 23'


LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

CLAYEY SAND (SC), trace Gravel, reddish brown, medium dense,moist, fine grained

SANDY LEAN CLAY (CL), reddish brown, stiff to very stiff, dry tomoist

FAT CLAY (CH), with Sand, dark brown, hard, dry to moist

N = 16

33

N = 32

N = 22

N = 30

N = 25

11P = 4.5

N = 21


14

8

SURFACE ELEVATION:

MO

ISTU

RE

CO

NTE

NT

(%)

with Clay seams 18'-20'


ATTERBERGLIMITS

DATE(S) DRILLED: 6/16/10 - 6/16/10

PLA

STI

CIT

Y IN

DEX

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

FAIL

UR

E S

TRA

IN (%

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

DESCRIPTION OF STRATUMMIN

US

NO

. 200

SIE

VE

(%)

PLA

STI

C L

IMIT

LIQ

UID

LIM

IT

SA

MP

LES


PL

5

10

15

20

25


REMARKS:GPS Coordinates: Lat: 30.236865, Long: -97.506361

PI

LABORATORY DATA

LLSO

IL S

YM

BO

L

LOG OF BORING B-07Renewable Resource Consutants, LLC1426 River Forest DriveRound Rock, TX 78664Telephone: 512-992-2087Fax: 512-251-2518

DE

PTH

(FT)

FIELD DATA


DRILLING METHOD(S):

SHEET 1 of 1


2.4

102

100

47

FAT CLAY with Sand (CH), dark gray, very stiff, moist

trace gravel 4' - 5.5'

gray below 7'

light brown 23' - 25'



LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

REMARKS:


with calcareous nodules below 18'

N = 50P = 3.75

P = 3.0

N = 20

P = 3.0

P = 3.5

N = 13P = 3.5


22

19

22

19

20

62 15 75

N = 26

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %Air Rotary

PLA

STI

C L

IMIT

MO

ISTU

RE

CO

NTE

NT

(%)

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

SHEET 1 of 1

SA

MP

LES


LIQ

UID

LIM

IT

5

10

15

20

25

DE

PTH

(FT)

DRILLING METHOD(S):LABORATORY DATA

SURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 6/16/10 - 6/16/10

PL


LLSO

IL S

YM

BO

L


FIELD DATA

PI

2.7

96

103

54

FAT CLAY (CH), olive gray, very stiff to hard, moist



Fotowatio Renewa le VenturesWe erville Solar ProjectWe erville, Texas100106

Air Rotary




LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

11 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

P = 4.5+

P = 2.25

N = 41

P = 4.5+

N = 37

P = 4.5+

25

20

21

23

74 20

P = 4.5+

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

MO

ISTU

RE

CO

NTE

NT

(%)

REMARKS:

MIN

US

NO

. 200

SIE

VE

(%)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

LIQ

UID

LIM

IT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX



DE

PTH

(FT)

SA

MP

LES

5

10

15

20

25

PLA

STI

C L

IMIT

DRILLING METHOD(S):

PI

FIELD DATA

PLSURFACE ELEVATION:

SHEET 1 of 1

DATE(S) DRILLED: 6/15/10 - 6/15/10

Renewa le Resource Consutants, LLC1426 River Forest DriveRound Rock, TX 78664Telephone: 512-992-2087Fax: 512-251-2518

LABORATORY DATA

LLSO

IL S

YM

BO

L

LOG OF BORING B-09

ATTERBERGLIMITS

FAT CLAY (CH), with Gravel, gray, hard, moist

SANDY LEAN CLAY (CL), with Gravel, tan, hard, moist, withcalcareous nodules

FAT CLAY (CH), gray, very stiff, moist

SILTY SAND (SM), with Gravel, brown, medium dense, moist, fineto medium grained

FAT CLAY (CH), with Gravel, dark brown, very stiff, moist, withSand Pockets

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

N = 42

N = 24

P = 3.0

N = 19

P = 4.0

N = 42

P = 4.5+

SO

IL S

YM

BO

L

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: % PLA

STI

C L

IMIT


SURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 6/15/10 - 6/15/10

PL

LABORATORY DATA

LL CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

LIQ

UID

LIM

IT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T


REMARKS:

LOG OF BORING B-10


Air Rotary




FIELD DATA

SHEET 1 of 1

PI

DRILLING METHOD(S):


5

10

15

20

25

DE

PTH

(FT)

SA

MP

LES



4.2101

56


gray, very stiff to hard below 7'

reddish brown below 18'with Sand Seams 18' - 20'


Air Rotary


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

P = 3.0

P = 2.5

N = 23

P = 4.5+

N = 35

P = 4.5+


23

20

20

21

23

72 16

P = 4.25

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

MO

ISTU

RE

CO

NTE

NT

(%)


LIQ

UID

LIM

IT


PLA

STI

C L

IMIT

MIN

US

NO

. 200

SIE

VE

(%)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX



DE

PTH

(FT)

SA

MP

LES

DRILLING METHOD(S):

5

10

15

20

25

PIPLSURFACE ELEVATION:

SHEET 1 of 1

DATE(S) DRILLED: 6/15/10 - 6/15/10FIELD DATA LABORATORY DATA

LLSO

IL S

YM

BO

L


ATTERBERGLIMITS


79

95

51

FAT CLAY (CH), gray, stiff to very stiff, moist

very stiff to hard 7'-9'

olive gray below 13'


Air Rotary


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

P = 2.25

P = 2.0

N = 18

P = 3.5

N = 21

4.7

P = 2.25


31

28

22

29 66 15P = 3.0

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

MO

ISTU

RE

CO

NTE

NT

(%)


LIQ

UID

LIM

IT


PLA

STI

C L

IMIT

MIN

US

NO

. 200

SIE

VE

(%)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX



DE

PTH

(FT)

SA

MP

LES

DRILLING METHOD(S):

5

10

15

20

25

PIPLSURFACE ELEVATION:

SHEET 1 of 1

DATE(S) DRILLED: 6/15/10 - 6/15/10FIELD DATA LABORATORY DATA

LLSO

IL S

YM

BO

L


ATTERBERGLIMITS


POORLY GRADED SAND with CLAY (SP-SC), with Gravel,reddish brown, dense, moist, fine to medium grained

CLAYEY SAND (SC), reddish brown, medium dense, moist, finegrained



LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

29

N = 16

P = 2.5

P = 3.5

N = 46

P = 3.25

1544

N = 13

N = 45

15

20

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


ATTERBERGLIMITS

DATE(S) DRILLED: 6/16/10 - 6/16/10

PL

LABORATORY DATA

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T




REMARKS:


Air Rotary


SO

IL S

YM

BO


LOG OF BORING B-13


PI


SHEET 1 of 1

5

10

15

20

25

DE

PTH

(FT)

SA

MP

LES

45


POORLY GRADED SAND with CLAY (SP-SC), trace Gravel,reddish brown, medium dense, moist, fine to medium grained

with Clay Pockets 18' - 20'

with Clay layers 13' - 15'

CLAYEY SAND (SC), with Gravel, reddish brown, medium dense,moist, fine grained


LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ


P = 2.5

N = 12

P = 3.5

N = 40

P = 3.5

N = 21

N = 27

10

13

12

20

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


ATTERBERGLIMITS

DATE(S) DRILLED: 6/16/10 - 6/16/10

PL

LABORATORY DATA

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T




Air Rotary


REMARKS:

SO

IL S

YM

BO


LOG OF BORING B-14


PI


SHEET 1 of 1

5

10

15

20

25

DE

PTH

(FT)

SA

MP

LES

P = 2.0

FAT CLAY (CH), reddish brown, very stiff, moist

P = 2.0

N = 26

P = 3.0

P = 4.0

N = 21

P = 2.5 19

with Clayey Sand layers 10' - 12'


LEAN CLAY (CL), dark brown, very stiff, moist

3.016 117

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

32 16

1639

12

12

LABORATORY DATA

FAIL

UR

E S

TRA

IN (%

)

23

PL

SANDY LEAN CLAY (CL), reddish brown, stiff, moist, with ClayeySand Seams

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

SO

IL S

YM

BO

L

PLA

STI

CIT

Y IN

DEX

LOG OF BORING B-15

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

SURFACE ELEVATION:

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

FIELD DATA

LIQ

UID

LIM

IT

ATTERBERGLIMITS

PLA

STI

C L

IMIT

DATE(S) DRILLED: 6/16/10 - 6/16/10

MIN

US

NO

. 200

SIE

VE

(%)




Air Rotary




DESCRIPTION OF STRATUMPI


DRILLING METHOD(S):

SHEET 1 of 1

5

10

15

20

25

LLDE

PTH

(FT)

SA

MP

LES


2.8



CLAYEY SAND (SC), light brown, medium dense, moist, finegrained

SILTY SAND (SM), brown, medium dense, moist, fine grained


FAT CLAY (CH), dark brown, very stiff, moist

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

113

N = 14

N = 15

P = 4.5

N = 28

P = 2.25

N = 71

2053

N = 13

15

16

27

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


ATTERBERGLIMITS

DATE(S) DRILLED: 6/16/10 - 6/16/10

PL

LABORATORY DATA

33

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

REMARKS:




Air Rotary


SO

IL S

YM

BO

L

DRILLING METHOD(S):


FIELD DATA

PI



SHEET 1 of 1

SA

MP

LES

DE

PTH

(FT)

5

10

15

20

25

2.0


27

25

26

30

70 15

P = 2.5

1.6

99

98

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)


hard 1'-3'

gray below 7'

olive gray below 10'

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


22

55

P = 4.5

N = 18

P = 3.0

P = 2.5

N = 21

P = 2.25

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

FIELD DATA


LOG OF BORING B-17S

OIL

SY

MB

OL

LABORATORY DATA

92

PL

DATE(S) DRILLED: 6/16/10 - 6/16/10

ATTERBERGLIMITS

SURFACE ELEVATION:PILLN

: BLO

WS

/FT

P: T

ON

S/S

Q F

TT:

BLO

WS

R: %

RQ

D: %

MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

MIN

US

NO

. 200

SIE

VE

(%)






Air Rotary


DE

PTH

(FT)

5

10

15

20

25

SHEET 1 of 1

DRILLING METHOD(S):

SA

MP

LES

95

1.9



CLAYEY SAND (SC), light reddish brown, medium dense, dry tomoist, fine grained

100

FAT CLAY (CH), dark brown, stiff to very stiff, moist

105

57

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

P = 2.5

P = 2.5

P = 2.5

P = 3.0

P = 1.5

1572

P = 2.5

N = 28

24

27

30

LEAN CLAY (CL), with Sand and Gravel, light brown, very stiff,moist

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

PL MIN

US

NO

. 200

SIE

VE

(%)

SURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 7/12/10

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T


LABORATORY DATA

SA

MP

LES

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %




Continuous Flight Auger/Mud Rotary

PI

LOG OF BORING B-18S

OIL

SY

MB

OL

FIELD DATA

LL



DRILLING METHOD(S):

SHEET 1 of 1

5

10

15

20

25

DE

PTH

(FT)

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ


115

POORLY GRADED SAND WITH CLAY (SP-SC), with Gravel,light re ish tan, ense, ry to moist, fine to coarse graine

FAT CLAY (CH), trace San , ark brown, very stiff to har , ry tomoist

43


N = 34

P = 4.0

P = 4.0

N = 37

N = 44

1659P = 4.5

LEAN CLAY (CL), with San , light re ish brown, har , ry tomoist, calcareous

17

N = 31

N = 32


LIQ

UID

LIM

IT

Continuous Flight Auger/Mu Rotary

MIN

US

NO

. 200

SIE

VE

(%)

SURFACE ELEVATION:

ATTERBERGLIMITS


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)


PLSA

MP

LES

MO

ISTU

RE

CO

NTE

NT

(%)


REMARKS:GPS Coor inates: Lat: 30.246108, Long: -97.517476

No Groun water Encountere During Drilling

LABORATORY DATA

LL

FIELD DATA

SO

IL S

YM

BO

L

LOG OF BORING B-19Renewable Resource Consutants, LLC1426 River Forest DriveRoun Rock, TX 78664Telephone: 512-992-2087Fax: 512-251-2518

DE

PTH

(FT)

DRILLING METHOD(S):

PI

SHEET 1 of 1

5

10

15

20

25


CLAYEY SAND (SC), light reddish brown, medium dense, dry tomoist, fine grained

57SANDY LEAN CLAY (CL), light reddish brown, very stiff, dry tomoist

LEAN CLAY (CL), with Sand, brown, very stiff, dry to moist

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

N = 19

N = 25

N = 12

N = 23

P = 3.5

P = 2.5

2311

N = 45

15 34

POORLY GRADED SAND with CLAY (SP-SC), light reddish tan,medium dense, dry, fine to medium grained


MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: % LIQ

UID

LIM

IT

ATTERBERGLIMITS


PL

LABORATORY DATA

LLSO

IL S

YM

BO

L

LOG OF BORING B-20


PLA

STI

CIT

Y IN

DEX

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

SURFACE ELEVATION:

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

PLA

STI

C L

IMIT




Continuous Flight Auger/Mud RotaryFIELD DATA


POORLY GRADED SAND (SP), with Gravel, light reddish tan,dense, dry, medium to coarse grained

medium to coarse grained, with Gravel below 18'


SHEET 1 of 1


DRILLING METHOD(S):

5

10

15

20

25

PIDE

PTH

(FT)


SA

MP

LES

119


POORLY GRADED SAND (SP), with Gravel, very dense, dry, fineto coarse grained

CLAYEY SAND (SC), reddish brown, medium dense, dry to moist,fine grained

SANDY LEAN CLAY (CL), reddish brown, very stiff, dry to moist

LEAN CLAY (CL), with Sand, brown, very stiff, dry to moist

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

11:

12 -

C:\D

OC

UM

EN

TS A

ND

SE

TTIN

GS

\OW

NE

R\D

ES

KTO

P\1

0010

6 W

EB

BE

RV

ILLE

SO

LAR

08-

05-1

0.G

PJ

27

N = 21

N = 15

P = 4.0

N = 17

P = 3.0

11

N = 16

N = 89/10"

15 38

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


ATTERBERGLIMITS


PL

LABORATORY DATA

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T




REMARKS:


Continuous Flight Auger/Mud Rotary


SO

IL S

YM

BO


LOG OF BORING B-21


PI


SHEET 1 of 1

5

10

15

20

DE

PTH

(FT)

SA

MP

LES

SILTY SAND (SM), light brown to tan, dense, slightly moist tomoist


Total Depth = 11.5 ft.

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

No Groundwater encountered

GPS Coordinates: Lat: 30.241967, Long: -97.513270REMARKS:


TOPSOIL: Fat Clay (CH), dark brown to black, stiff to very stiff,moist, with organics and roots

N = 38

N = 28

N = 19

N = 18

N = 17

Solid Flight Auger

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

RES AmericasFRV Solar ProjectWebberville, TX100106-B

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)


MO

ISTU

RE

CO

NTE

NT

(%)

SURFACE ELEVATION:

DE

PTH

(FT)

5

10

SA

MP

LES

LL

ATTERBERGLIMITS


PL

LABORATORY DATA

SHEET 1 of 1S

OIL

SY

MB

OL


FIELD DATA

PI


DRILLING METHOD(S):


TOPSOIL: Fat Clay (CH), dark brown, very stiff, slightly moist,many roots and organics

SILTY SAND (SM), tan, medium dense to dense, moist to wet



LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

REMARKS:


LEAN CLAY (CL), reddish brown, very stiff to hard, slightly moist todryN = 37

N = 27

N = 21

N = 19


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %Solid Flight Auger

MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

DE

PTH

(FT)


SA

MP

LES

SURFACE ELEVATION:

5

ATTERBERGLIMITS

DRILLING METHOD(S):


PI

FIELD DATA


LOG OF BORING B-23S

OIL

SY

MB

OL

LABORATORY DATA

PL


LL

SHEET 1 of 1


SANDY LEAN CLAY (CL), reddish brown, very stiff to hard, slightlymoist to dry

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

FAT CLAY (CH), dark brown, very stiff, slightly moist, with organics

TOPSOIL: Fat Clay (CH), dark brown, very stiff, slightly moist,many roots & organics


N = 14

N = 21

N = 27

N = 25

N = 18

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

PL

SILTY SAND (SM), tan, medium dense, moist

MIN

US

NO

. 200

SIE

VE

(%)

SURFACE ELEVATION:

ATTERBERGLIMITS

DATE(S) DRILLED: 2/10/11N

: BLO

WS

/FT

P: T

ON

S/S

Q F

TT:

BLO

WS

R: %

RQ

D: %

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T


LABORATORY DATA

SA

MP

LES




Solid Flight AugerDRILLING METHOD(S):

LL

FIELD DATA

SO

IL S

YM

BO

L

LOG OF BORING B-24


PI

SHEET 1 of 1

5

10

DE

PTH

(FT)



LEAN CLAY (CL), reddish brown, very stiff to hard, slightly moist todry



Solid Flight Auger


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ


N = 36

N = 22

N = 23


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

5


SA

MP

LES

SHEET 1 of 1

DRILLING METHOD(S):

LL


DE

PTH

(FT)


LABORATORY DATAATTERBERG

LIMITS

SURFACE ELEVATION:PLS

OIL

SY

MB

OL


FIELD DATA

PI


TOPSOIL, Fat Clay (CH), dark brown, very stiff, slightly moist,many roots & organics

SILTY SAND (SM), tan, medium to dense, moist to wet



LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

REMARKS:


SANDY LEAN CLAY (CL), reddish brown, very stiff to hard, slightlymoist to dryN = 30

N = 36

N = 13

N = 25


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

DE

PTH

(FT)


SA

MP

LES

SURFACE ELEVATION:

5

ATTERBERGLIMITS

DRILLING METHOD(S):


PI

FIELD DATA


LOG OF BORING B-26S

OIL

SY

MB

OL

LABORATORY DATA

PL


LL

SHEET 1 of 1

TOPSOIL: Fat Clay (CH), dark brown, very stiff, slightly moist,many root and organics




Solid Flight Auger


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ


N = 43

N = 31

N = 19


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

5


SA

MP

LES

SHEET 1 of 1

DRILLING METHOD(S):

LL


DE

PTH

(FT)



LIMITS


OIL

SY

MB

OL


FIELD DATA

PI





Solid Flight Auger


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ


N = 46

N = 38

N = 18


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

5


SA

MP

LES

SHEET 1 of 1

DRILLING METHOD(S):

LL


DE

PTH

(FT)



LIMITS


OIL

SY

MB

OL


FIELD DATA

PI





Solid Flight Auger


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ


N = 30

N = 44

N = 20


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

5


SA

MP

LES

SHEET 1 of 1

DRILLING METHOD(S):

LL


DE

PTH

(FT)



LIMITS


OIL

SY

MB

OL


FIELD DATA

PI






LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

REMARKS:



N = 46

N = 30

N = 38

N = 17


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

DE

PTH

(FT)


SA

MP

LES

SURFACE ELEVATION:

5

ATTERBERGLIMITS

DRILLING METHOD(S):


PI

FIELD DATA


LOG OF BORING B-30S

OIL

SY

MB

OL

LABORATORY DATA

PL


LL

SHEET 1 of 1





Solid Flight Auger


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ


N = 51

N = 33

N = 18


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

5


SA

MP

LES

SHEET 1 of 1

DRILLING METHOD(S):

LL


DE

PTH

(FT)



LIMITS


OIL

SY

MB

OL


FIELD DATA

PI





Solid Flight Auger


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ


N = 38

N = 28

N = 18


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

5


SA

MP

LES

SHEET 1 of 1

DRILLING METHOD(S):

LL


DE

PTH

(FT)



LIMITS


OIL

SY

MB

OL


FIELD DATA

PI


TOPSOIL, Fat Clay (CH), dark brown, very stiff, slightly moist,many roots & organics

SILTY SAND (SM), tan, medium to dense, moist to wet



LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

REMARKS:



N = 20

N = 25

N = 30

N = 17


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

DE

PTH

(FT)


SA

MP

LES

SURFACE ELEVATION:

5

ATTERBERGLIMITS

DRILLING METHOD(S):


PI

FIELD DATA


LOG OF BORING B-33S

OIL

SY

MB

OL

LABORATORY DATA

PL


LL

SHEET 1 of 1






LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

58 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

REMARKS:



N = 54

N = 46

N = 32

N = 17


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

DE

PTH

(FT)


SA

MP

LES

SURFACE ELEVATION:

5

ATTERBERGLIMITS

DRILLING METHOD(S):


PI

FIELD DATA


LOG OF BORING B-34S

OIL

SY

MB

OL

LABORATORY DATA

PL


LL

SHEET 1 of 1





Solid Flight Auger


REMARKS:

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

59 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ


N = 28

N = 24

N = 28


CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

PLA

STI

CIT

Y IN

DEX


US

NO

. 200

SIE

VE

(%)

5

10

15


SA

MP

LES

SHEET 1 of 1

DRILLING METHOD(S):

LL


DE

PTH

(FT)



LIMITS


OIL

SY

MB

OL


FIELD DATA

PI

N = 16

N = 15

N = 21

N = 25

N = 27

N = 32

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

59 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

N = 9


N = 23


Groundwater encountered at 32 ft. during drilling

Solid Flight Auger


POORLY GRADED GRAVEL with Sand (GP), dense, wet



SHEET 1 of 1

5

10

15

20

25

30


SA

MP

LES


DE

PTH

(FT)

LOG OF BORING O&M #1

MIN

US

NO

. 200

SIE

VE

(%)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

LL FAIL

UR

E S

TRA

IN (%

)

PLA

STI

C L

IMIT

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T

ATTERBERGLIMITS

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %

MO

ISTU

RE

CO

NTE

NT

(%)

SURFACE ELEVATION:PLA

STI

CIT

Y IN

DEX


PL

LIQ

UID

LIM

IT


PI


DRILLING METHOD(S):


SO

IL S

YM

BO

L



with Gravel between 30' and 31.5'

SILTY SAND (SM), tan, medium dense to dense, moist

SANDY LEAN CLAY (CL), reddish brown, very stiff, slightly moistto dry

FAT CLAY (CH), dark brown to black, very stiff to hard, slightlymoist

LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

59 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

TOPSOIL: Fat Clay (CH), dark brown, very stiff, moist to slightlymoist, many roots and organics

N = 41

N = 31

N = 27

N = 37

N = 32

N = 31

N = 83/10"

N = 37

N = 18

LIQ

UID

LIM

IT

MO

ISTU

RE

CO

NTE

NT

(%)

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


ATTERBERGLIMITS


PL

LABORATORY DATA

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)


PLA

STI

CIT

Y IN

DEX

PLA

STI

C L

IMIT

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MIN

US

NO

. 200

SIE

VE

(%)

DR

Y D

EN

SIT

YP

OU

ND

S/C

U.F

T




REMARKS:


Solid Flight Auger


FIELD DATA DRILLING METHOD(S):


SHEET 1 of 1

PI


DE

PTH

(FT)

5

10

15

20

25

30

SO

IL S

YM

BO

L

SA

MP

LES

LOG OF BORING S-1



Solid Flight Auger


LOG

A G

NN

L01

- LO

G A

GN

NL0

1.G

DT

- 2/1

6/11

10:

59 -

C:\P

RO

GR

AM

FIL

ES

\GIN

T\P

RO

JEC

TS\1

0010

6-B

FR

V S

OLA

R P

RO

JEC

T.G

PJ

moist

N = 18

N = 23

N = 19

N = 21 moist

N = 20

N = 45

N = 36

N = 24

N = 25

SURFACE ELEVATION:

N: B

LOW

S/F

TP

: TO

NS

/SQ

FT

T: B

LOW

SR

: %R

QD

: %


TOPSOIL: Fat Clay (CH), dark brown to black, very stiff, slightlymoist, with organics and roots

PLA

STI

C L

IMIT

ATTERBERGLIMITS


PLA

STI

CIT

IND

EX

DR

DE

NS

ITP

OU

ND

S/C

U.F

T

MIN

US

NO

. 200

SIE

VE

(%)

CO

MP

RE

SS

IVE

STR

EN

GTH

(TO

NS

/SQ

FT)

FAIL

UR

E S

TRA

IN (%

)

CO

NFI

NIN

G P

RE

SS

UR

E(P

OU

ND

S/S

Q IN

)

MO

ISTU

RE

CO

NTE

NT

(%)

LIQ

UID

LIM

IT

DE

PTH

(FT)

N - STANDARD PENETRATION TEST RESISTANCEP - POCKET PENETROMETER RESISTANCET - TXDOT CONE PENETRATION RESISTANCER - ROCK CORE RECOVERRQD - ROCK QUALIT DESIGNATION

REMARKS:


SA

MP

LES

DATE(S) DRILLED: 2/10/11FIELD DATA

PL

LABORATOR DATA

LLSO

IL S

MB

OL


5

10

15

20

25

30

PI


DRILLING METHOD(S):

SHEET 1 of 1LOG OF BORING S-2

FAT CLAY(CH), dark brown to black, very stiff to hard, slightly

SANDY LEAN CLAY (CL), reddish brown to tan, stiff to very stiff

APPENDIX B


3"#4

#10#40

#200LL

1PL

2PI 3

Chlorides

Sulfates

B-1

1C

H

19

B-1

4C

H

16

7.711,500

6.5311.1

B-1

7C

L

38

1622

14B

-110

CL

18B

-21

CL

3213

19105

17B

-24

CL

76

3814

2411

B-2

13S

P-S

M100

9388

288

1B

-31

CL

4413

31102

137.40

3,20015.0

24.5B

-34

CL

11B

-37

SC

10B

-310

SM

59

4B

-41

CL

18B

-44

CL

4215

2711

B-4

7C

L

14

B-4

18S

M

268

B-5

1C

H

24

7.53N

D*

12.2B

-54

CH

19B

-57

CH

10620

B-5

10C

H

63

1449

22B

-513

CL

11315

2.0B

-64

CH

11B

-67

CL

56

10B

-71

CH

11B

-74

CL

8B

-713

SC

33

14B

-81

CH

10222

B-8

4C

H

7562

1547

197.51

2,800N

D*

56.9B

-87

CH

22

Boring N

o.

Water Soluble

Matter (ppm

)

Summ

ary of Laboratory Test Results

Rem

arks

Unconfined

Com

pressive Strength

(tsf)pH

Minim

um

Resistivity

(ohm-cm

)

WEB

BER

VILLE SOLA

R PR

OJEC

T, TRAVIS C

OU

NTY, TEXA

S

REN

EWA

BLE PR

OJEC

T NO

. 100106

Depth (ft)

USC

S Soil &

Rock

Classification

Dry

Density (pcf)

Particle Size D

istributionPassing by W

eight (%)

In-SituWater

Content (%

)

Atterberg Lim

its

Rem

arks: N

otes:1. Liquid Lim

it 2. Plastic Lim

it 3. Plasticity Index 4. N

P = Non-P

lastic*N

D = N

on-Detectable

Page 1

of 3

3"#4

#10#40

#200LL

1PL

2PI 3

Chlorides

Sulfates

Boring N

o.

Water Soluble

Matter (ppm

)

Summ


Rem

arks

Unconfined

Com

pressive Strength

(tsf)pH

Minim

um

Resistivity

(ohm-cm

)

WEB

BER

VILLE SOLA

R PR

OJEC

T, TRAVIS C

OU

NTY, TEXA

S

REN

EWA

BLE PR

OJEC

T NO

. 100106

Depth (ft)

USC

S Soil &

Rock

Classification

Dry

Density (pcf)

Particle Size D


eight (%)

In-SituWater

Content (%

)

Atterberg Lim

its

B-8

10C

H

100

192.4

B-8

13C

H

20

B-9

1C

H

25

B-9

4C

H

20

B-9

7C

H

74

2054

9621

B-9

18C

H

103

232.7

B-11

1C

H

23

B-11

4C

H

20

B-11

7C

H

20

B-11

10C

H

72

1656

21B

-1113

CH

10123

4.2B

-121

CH

7931

7.631,600

B-12

4C

H

28

B-12

7C

H

95

224.7

B-12

13C

H

66

1551

29B

-131

CL

20B

-134

CL

4415

2915

B-14

1C

H

20

B-14

4C

H

12

B-14

7C

L

13

7.492,000

B-14

10S

C

4510

B-15

1C

L

19

7.386.17

9.35B

-154

CL

3916

2312

B-15

7C

L

32

1616

11712

3.0B

-161

CH

27B

-164

CH

5320

3316

B-16

7C

H

113

152.8

B-17

1C

H

22

Rem

arks: N

otes:1. Liquid Lim

it 2. Plastic Lim


P = Non-P

lastic*N

D = N

on-Detectable

Page 2

of 3

3"#4

#10#40

#200LL

1PL

2PI 3

Chlorides

Sulfates

Boring N

o.

Water Soluble

Matter (ppm

)

Summ


Rem

arks

Unconfined

Com

pressive Strength

(tsf)pH

Minim

um

Resistivity

(ohm-cm

)

WEB

BER

VILLE SOLA

R PR

OJEC

T, TRAVIS C

OU

NTY, TEXA

S

REN

EWA

BLE PR

OJEC

T NO

. 100106

Depth (ft)

USC

S Soil &

Rock

Classification

Dry

Density (pcf)

Particle Size D


eight (%)

In-SituWater

Content (%

)

Atterberg Lim

its

B-17

4C

H

27

B-17

7C

H

70

1555

9925

B-17

10C

H

98

262.0

B-17

23C

H

92

301.6

Rem

arks: N

otes:1. Liquid Lim

it 2. Plastic Lim


P = Non-P

lastic*N

D = N

on-Detectable

Page 3

of 3

TRI/ENVIRONMENTAL, INC.A Texas Research International Company

Client: Renewable Resource Consultants TRI Log No.:E2337-67-09Project: 100106 Webberviller Solar Project Test Method: ASTM D 4546-08, Method CSpecimen: B-2, depth = 1' - 3' Test Date: 06/25/10

16.916.919.70.9960.989105.3106.00.5710.56178.5100 Specimen Diameter: 2.495 inches!"##$%

20

!'v (psf) 1 20 250 250 500 1000 2000e 0.571 0.572 0.571 0.587 0.590 0.574 0.561

"h/h (%) 0.00 0.04 0.00 1.01 1.21 0.20 -0.61

Specimen prepared by: Caleb McCord

Initial Specimen Height (in)Final Specimen Height (in)

One-Dimensional Swell Potential Test

Soil Specimen PropertiesAverage Water Content of Trimmings (%)Initial Specimen Water Content (%)Final Specimen Water Content (%)

Swell Pressure at Initial Void Ratio (psf)

Initial Dry Unit Weight, go lbf/ft3

Final Dry Unit Weight, gf lbf/ft3

Initial Void Ratio, eoFinal Void Ratio, ef

Seating Load (psf)

Cheng-Wei Chen, 07/02/10

The undisturbed specimen was provided by the client.Specimen was trimmed using a trimming turntable.Specimen was inundated with tap water during testing.Loading increment duration was minimum 24 hours. Gsassumed to be 2.65. The calculation was included themachine deflections that measured in each loading steps.

9063 Bee Caves Road "&'()*+,"-."/0/11234%#" "5$#46"43124#%#" "5$#46"43124$$0" "#20%%200%2-78-

Analysis & Quality Review/Date

The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not applyto samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.

Initial Degree of Saturation (%)Final Degree of Saturation (%)

0.56

0.57

0.58

0.59

0.601 10 100 1000 10000

Vertical Effective Stress, !'v (psf)

VoidRatio,e

89:;;*+<"=>:(('>:"!"##$%"=(?

inundate

-1.0

0.0

1.0

2.01 10 100 1000 10000


PercentHeave, "h/h(%)


Client: Renewable Resource Consultants TRI Log No.: E2337-67-09Project: 100106 Webberviller Solar Project Test Method: ASTM D 4546-08, Method CSpecimen: B-2, depth = 1' - 3' Test Date: 06/25/10

One-Dimensional Swell Potential Test Appendix

The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply

TRI observes and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.

to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.

9063 Bee Caves Road !"#$%&'(!)*!+,+--./012! !34205!0/-.0212! !34205!0/-.044,! !2.,11.,,1.)67)

250 psf Load

0.120

0.121

0.122

0.123

0.01 0.1 1 10 100 1000 10000Time (min)

500 psf Load (inundated)

0.113

0.114

0.115

0.116

0.01 0.1 1 10 100 1000 10000Time (min)


0.112

0.114

0.116

0.118

0.120

0.122

0.124

0.01 0.1 1 10 100 1000 10000Time (min)


0.116

0.117

0.118

0.119

0.120

0.01 0.1 1 10 100 1000 10000Time (min)

20 psf as Seating Load

0.119

0.120

0.01 0.1 1 10 100 1000 10000Time (min)


0.122

0.124

0.126

0.128

0.130

0.01 0.1 1 10 100 1000 10000Time (min)


Client: Renewable Resource Consultants TRI Log No.:E2337-67-09Project: 100106 Webberviller Solar Project Test Method: ASTM D 4546-08, Method CSpecimen: B-5, depth = 7' - 9' Test Date: 06/25/10

20.020.021.80.9920.979106.0107.40.5610.54094.4100 Specimen Diameter: 2.497 inches!"#$%&

20

!'v (psf) 1 20 1000 1000 2000 4000 8000e 0.561 0.561 0.548 0.569 0.565 0.556 0.540

"h/h (%) 0.00 0.01 -0.79 0.54 0.27 -0.28 -1.32


Seating Load (psf)



9063 Bee Caves Road "'()*+,-"./"0$01123#&4" "5%4#6"#312#4&4" "5%4#6"#312#%%$" "42$&&2$$&2.78.



Initial Degree of Saturation (%)Final Degree of Saturation (%)Swell Pressure at Initial Void Ratio (psf)







0.53

0.54

0.55

0.56

0.57

0.581 10 100 1000 10000


VoidRatio,e

89:;;+,<"=>:))(>:"!"41?&&"=)@

inundate

-2.0

-1.0

0.0

1.0

2.01 10 100 1000 10000



2850


Client: Renewable Resource Consultants TRI Log No.: E2337-67-09Project: 100106 Webberviller Solar Project Test Method: ASTM D 4546-08, Method CSpecimen: B-5, depth = 7' - 9' Test Date: 06/25/10

9063 Bee Caves Road !"#$%&'(!)*!+,+--./012! !34205!0/-.0212! !34205!0/-.044,! !2.,11.,,1.)67)





1000 psf Load

0.086

0.087

0.088

0.089

0.01 0.1 1 10 100 1000 10000Time (min)


0.077

0.078

0.079

0.080

0.081

0.01 0.1 1 10 100 1000 10000Time (min)


0.075

0.080

0.085

0.090

0.01 0.1 1 10 100 1000 10000Time (min)


0.082

0.084

0.086

0.088

0.090

0.01 0.1 1 10 100 1000 10000Time (min)


0.079

0.080

0.081

0.01 0.1 1 10 100 1000 10000Time (min)


0.090

0.095

0.100

0.105

0.110

0.01 0.1 1 10 100 1000 10000Time (min)


Client: Renewable Resource Consultant TRI Log No.:E2337-67-09Project: 100106 Webberviller Solar Project Test Method: ASTM D 4546-08, Method CSpecimen: B-8, depth = 1' - 3' Test Date: 06/25/10

21.621.623.70.9990.998101.6101.70.6290.62790.8100 Specimen Diameter: 2.497 inches!"#$%%

20

!'v (psf) 1 20 250 250 500 1000 2000 4000e 0.629 0.629 0.624 0.651 0.649 0.645 0.638 0.627

"h/h (%) 0.00 0.03 -0.32 1.35 1.27 1.00 0.54 -0.11





Swell Pressure at Initial Void Ratio (psf)




Seating Load (psf)



9063 Bee Caves Road "&'()*+,"-."/0/##123%4" "5$436"32#134%4" "5$436"32#13$$0" "410%%100%1-78-



Initial Degree of Saturation (%)Final Degree of Saturation (%)

0.61

0.62

0.63

0.64

0.65

0.661 10 100 1000 10000


VoidRatio,e

89:;;*+<"=>:(('>:"!"#$%%"=(?

inundate

-1.0

0.0

1.0

2.01 10 100 1000 10000




Client: Renewable Resource Consultant TRI Log No.: E2337-67-09Project: 100106 Webberviller Solar Project Test Method: ASTM D 4546-08, Method CSpecimen: B-8, depth = 1' - 3' Test Date: 06/25/10





9063 Bee Caves Road !"#$%&'(!)*!+,+--./012! !34205!0/-.0212! !34205!0/-.044,! !2.,11.,,1.)67)

250 psf Load

0.426

0.427

0.428

0.429

0.430

0.431

0.432

0.01 0.1 1 10 100 1000 10000Time (min)


0.415

0.416

0.417

0.418

0.01 0.1 1 10 100 1000 10000Time (min)


0.410

0.415

0.420

0.425

0.430

0.435

0.01 0.1 1 10 100 1000 10000Time (min)


0.418

0.419

0.420

0.421

0.01 0.1 1 10 100 1000 10000Time (min)


0.427

0.428

0.429

0.01 0.1 1 10 100 1000 10000Time (min)


0.422

0.423

0.424

0.425

0.426

0.427

0.428

0.01 0.1 1 10 100 1000 10000Time (min)


Client: Renewable Resource Consultant TRI Log No.: E2337-67-09Project: 100106 Webberviller Solar Project Test Method: ASTM D 4546-08, Method CSpecimen: B-8, depth = 1' - 3' Test Date: 06/25/10





9063 Bee Caves Road !"#$%&'(!)*!+,+--./012! !34205!0/-.0212! !34205!0/-.044,! !2.,11.,,1.)67)


0.428

0.430

0.432

0.434

0.436

0.438

0.01 0.1 1 10 100 1000 10000Time (min)


Tested by: Larry Miller


9063 Bee Caves Road !"#$%&'(!)*!+,+--./012! !34205!0/-.0212! !34205!0/-.044,! !2.,11.,,1.)67)


Quality Review/Date

The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not applyto samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material.

Proctor Compaction Test

90

95

100

105

110

115

120

125

130

0 5 10 15 20 25 30 35 40

Moisture Content (%)

DryDensity(pcf)

2.60

Project: Renewable Resource Consultants(Webberville Solar Project)

Sample No.: B-4 & B-5

TRI Log No.: E2337-67-09

Test Method: ASTM D 698 - Method A

Maximum Dry Density (pcf): 102.4

OptimumMoisture Content (%): 19.9

1'-2'


Client: Renewable Resource Consultants, LLC TRI Log No.: E2337-67-09Project: 100106 Webberville Solar Project Test Method: ASTM D 1883Sample No: B4 & B5 Test Date:

Specimen No. 1 2 3Target Dry Density (pcf) 92.2 97.3 102.4Condition of sample soaked soaked soakedSurcharge Weight (lbs) 10 10 10Water Content (%) 19.8 19.7 19.7Dry Density (pcf) 91.5 97.6 102.5

Swell (% of initial height) 3.7 2.6 2.2

9063 Bee Caves Road !"#$%&'(!)*!+,+--./012! !34205!0/-.0212! !34205!0/-.044,! !2.,11.,,1.)67)

Specimens prepared by: Caleb McCord

Note: Soil specimens were remolded to target dry densityof 90 %, 95 % and 100 % standard Proctor at optimummoisture content. It was allowed the specimens to soakfor 96 hrs prior bearing test. Removed the free water andallow the specimens to drain out for 15 min. The 10-lbssurcharge load was placed during bearing test.

Cheng-Wei Chen, 07/08/10Analysis & Quality Review/Date

The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply to samples other thanthose tested. TRI neither accepts responsibility for nor makes claim as to the final use and purpose of the material. TRI observes and maintains clientconfidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.

Bearing Ratio of Sample at0.200 in penetration 1.1 2.7 2.9

Bearing Ratio of Sample at0.100 in penetration 1.4 3.4 3.6

Final Specimen Conditions

Water Content (%) at top1-in layer after soaking 28.0 21.1 20.5

CBR (California Bearing Ratio) Test Report

7/2/2010Rate of Penetration: 0.05 in/min

Initial Specimen ConditionsCBR for 0.100-in Penetration vs. Dry Density

0

1

2

3

4

5

90 95 100 105

Dry Density (pcf)

CBR

CBR for 0.200-in Penetration vs. Dry Density

0

1

2

3

4

5

90 95 100 105

Dry Density (pcf)

CBR

1'-2'

APPENDIX C


Apparent Electrical Earth Resistivity TableWebberville Solar Project, Travis County, Texas

2.5 5.0 10.0 20.0 40.0Measured Resistance (ohm) 2.80 1.842 1.277 1.076 0.987

Calculated Resistivity (ohm-cm) 1,340.5 1,763.7 2,445.5 4,121.1 7,560.4Measured Resistance (ohm) 2.86 1.801 1.287 1.075 0.966

Calculated Resistivity (ohm-cm) 1,369.2 1,724.5 2,464.6 4,117.3 7,399.61,354.9 1,744.1 2,455.0 4,119.2 7,480.0

Measured Resistance (ohm) 2.17 1.258 0.912 0.870 0.690Calculated Resistivity (ohm-cm) 1,038.9 1,204.5 1,746.5 3,332.1 5,285.4

Measured Resistance (ohm) 2.31 1.402 0.995 0.844Calculated Resistivity (ohm-cm) 1,105.9 1,342.4 1,905.4 3,232.5

1,072.4 1,273.5 1,826.0 3,282.3 5,285.4Measured Resistance (ohm) 0.870 0.459 0.213 0.120 0.082

Calculated Resistivity (ohm-cm) 416.5 439.5 407.9 459.6 628.1Measured Resistance (ohm) 0.869 0.441 0.214 0.116 0.072

Calculated Resistivity (ohm-cm) 416.0 422.3 409.8 444.3 551.5416.3 430.9 408.9 451.9 589.8



2,432.1 3,791.7 6,386.5 10,609.1 15,867.7Measured Resistance (ohm) 1.799 0.831 0.347 0.191 0.105

Calculated Resistivity (ohm-cm) 861.3 795.7 664.5 731.5 804.3Measured Resistance (ohm) 1.494 0.814 0.354 0.174 0.098

Calculated Resistivity (ohm-cm) 715.3 779.4 677.9 666.4 750.7788.3 787.5 671.2 699.0 777.5

Electrode Length (inches) 3.0 3.0 3.0 6.0 6.0

Notes:1 a-spacing in feet, 4-point Wenner Array.Equipment: AEMC-4500 Resistance Tester, inspected by ATE on 03-15-2010.Test Perfromed by: Z. Yao with RRC on 06-18-2010; Temperature: 85 to 90 ºF, Sunny.

"A" Spacing (ft)1DataTest Site

Between B-1 and B-2

(N30.23240, W97.51066)

NE of B-4(N30.24076, W97.51569)

N-S

E-W

Site Average (Ohm-cm)

E-W


N-S

E-W

N-S




NE of B-5 (N30.24509, W97.51136)

B-7

B-8

E-W

N-S

E-W

N-S

Page 1 of 1

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January 25, 2011 Mr. Clint J. Harris, P.E. Renewable Resource Consultants 1426 River Forest Drive Round Rock, Texas 78665 RE: Results of Pile-Loading Tests for Supporting the FRV AE Solar Panels in Webberville, Texas

Dear Mr. Harris Lymon C. Reese and Associates, Inc. has performed tension load testing and lateral load testing on 4” OD pipe piles (including standard piles and helical piles) for the FRV AE Solar Panels in Webberville, Texas, as requested by Renewable Energy Systems Americas Inc. (RES). Three test locations on the site were selected by RES and four test piles were installed at each location. The testing of piles at the south location was performed on January 19, 2011. The testing of piles at the middle location was performed on January 20, 2011. The testing of piles at the north location was performed on January 21, 2011. The four piles at each location consisted of three pipe piles for axial load testing and one helical pile for lateral load testing. Lateral load testing was also performed on one pipe pile in the middle location. A site map that depicts the location of the twelve test piles is shown in Figure 1. To study the effect of friction reduction from the presence of expansive clay at the site, grease (a friction reduction material) was applied on the surface of test piles at various lengths. A schedule of the embedment length and greased length is given in Table 1. In general, the test procedures described in specification D-3689 of American Society of Testing Materials (ASTM) and the optional “Quick Load Test Method” were used for the tension tests. Figure 2 shows a picture of the tension load test setup. A BVA hydraulic pump was used to apply a tensile force to a Dwyidag bar that in turn applied a tensile force to the test pile. The hydraulic pump was supported by a 20-kip design load reaction beam that was supported by stacked up railroad ties. The load was measured with a 75-kip load cell from Omegadyne Inc. The load cell was recorded by a Campbell Scientific datalogger. The load cell has a calibration factor of 44076 lb/(mV/V). The axial displacement was measured by an LVDT (linear variable differential transformer) and by a dial gauge for backup. The LVDT was recorded by a Campbell Scientific datalogger, and the dial gauge was recorded by a member of the field crew. The LVDT has a calibration factor of 0.000625 in/mV. Load increments were generally 500 or 1000 lb. At each load increment, a 0-minute reading, a 2.5-minute reading, and a 5-minute reading were taken. Load was increased until the pile displaced around 0.5 inches upward when plunge failure developed. The 5-minute displacement readings have been plotted with respect to load in the axial load graphs of Figures 4 to 12. In several cases, piles were not able to sustain loads near their capacity so several quick readings were taken while load was dropping and displacement was increasing. These quick readings are also included in the axial load graphs. The LVDT

!!reading is shown in the graphs for all piles except for SP-F in which the dial gauge readings are shown due to complications with the LVDT. The pile was unloaded in four decrements. Lateral load testing generally followed the specifications of ASTM D-3966. Figure 3 shows a picture of the lateral load test setup. A come-along was used to pull the pile laterally. A backhoe provided the reaction force for the come-along. In line with the come-along was a Dillon dynamometer that measured load. The dynamometer was recorded by a member of the field crew. The horizontal deflection of the pile was measured by dial gauges at two locations. One dial gauge was at the elevation of the applied force; the other dial gauge was near ground level. The dial gauges were recorded by a member of the field crew. The pile was loaded in ten increments up to 2000 lb. At each load increment, a 0-minute reading, a 2.5-minute reading, and a 5-minute reading were taken during testing. Load has been plotted with respect to 5-minute deflection readings in the lateral load graphs of Figures 13 to 16. The pile was unloaded in four decrements. Both the load cell and the dynamometer were calibrated within the past 12 months, and the calibration certificates are presented in the appendix. We note that the test piles at the south location (designed as SP-F and SP-P) exhibit much lower tension capacity in comparison with results from other test piles. It is possible that the pile installation equipment and technique(s) contributed to the performance of the test piles. Using recommended pile-driving equipment and maintaining good installation procedures are important, especially for driving piles with relatively short penetrations. The lateral loading tests indicate that both helical piles and pipe piles with 4-in OD have similar load-resistance capacity. The deflection near the ground surface, with a lateral load of 1000 lbs (assumed design load) applied at approximately 4 ft above the ground, is less than 0.5 inches. However, the deflection near the ground surface may increase due to a gap developed at the pile-soil interface, caused by shrinkage of expansive clay in dry seasons. We are pleased to provide our services for this important project. Please let us know if we can be of further assistance to you. Regards, Shin-Tower Wang, Ph.D., P.E. Project manager Lymon C. Reese and Associates, Inc.

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Figure 1: Site map showing relative locations of the test piles. (Not to scale.)

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Table 1: Schedule of test piles.

Name Type Location Embedment Length (ft)

Greased Length (ft)

NH Helical North 9 0 NP-F Pipe North 10.5 10 NP-N Pipe North 10 0 NP-P Pipe North 15 10 MH Helical Middle 9 0

MP-F Pipe Middle 7 7 MP-N Pipe Middle 7 0 MP-P Pipe Middle 12 7

SH Helical South 9 0 SP-F Pipe South 7 7 SP-N Pipe South 7 0 SP-P Pipe South 12 7

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Figure 2: Axial load test setup.

Figure 3: Lateral load test setup.

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Figure 4: Axial load test result for NP-F (North) from 1/21/2011.

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Figure 5: Axial load test result for NP-N (North) from 1/21/2011.

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Figure 6: Axial load test result for NP-P (North) from 1/21/2011.

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Figure 7: Axial load test result for MP-F (Middle) from 1/20/2011.

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Figure 8: Axial load test result for MP-N (Middle) from 1/20/2011.

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Figure 9: Axial load test result for MP-P (Middle) from 1/20/2011.

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Figure 10: Axial load test result for SP-F (South) from 1/19/2011.

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Figure 11: Axial load test result for SP-N (South) from 1/19/2011.

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Figure 12: Axial load test result for SP-P (South) from 1/19/2011.

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Figure 13: Lateral load test result for NH from 1/21/2011.

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Figure 14: Lateral load test result for MH from 1/20/2011.

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Figure 15: Lateral load test result for MP-N from 1/20/2011.

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Figure 16: Lateral load test result for SH from 1/19/2011.

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APPENDIX

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