Appendix 11-B Preliminary Geotechnical Investigation

Transcription

1 Appendix 11-B Preliminary Geotechnical Investigation 11.0 Soil, Geology, and Seismology

2 PRELIMINARY SUBSURFACE EXPLORATION AND CONCEPTUAL FOUNDATION ENGINEERING REPORT CPV VALLEY ENERGY CENTER Wawayanda, NY Competitive Power Ventures, Inc. 35 Braintree Hill Office Park Suite 400 Braintree, MA PREPARED BY: GZA GeoEnvironmental of New York 440 Ninth Avenue, 18 th Floor New York, NY October 17, 2008 File No Copyright 2008 GZA GeoEnvironmental of NY

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4 TABLE OF CONTENTS 1 INTRODUCTION EXISTING CONDITIONS AND PROJECT BACKGROUND SUBSURFACE EXPLORATION Soil Borings Ground Water Observation Wells Electrical Resistivity Tests Laboratory Testing SUBSURFACE CONDITIONS CONCEPTUAL DESIGN RECOMMENDATIONS Foundations Deep Foundations Shallow Foundations Settlement Seismic Assessment Corrosion Recommendations for Additional Explorations LIMITATIONS... 9 Figure 1: Site Location Plan Figure 2: Boring Location Plan Table 1: Recommended Use and Gradation Criteria For Fill Materials Table 2: Compaction Methods Appendix A: Limitations Appendix B: Boring Logs Appendix C: Rock Core Photographs Appendix D: Well Logs Appendix E: Electrical Resistivity Results Appendix F: Laboratory Test Results Appendix G: Foundation Loads and Settlement Criteria i

5 1 INTRODUCTION This report contains the results of the GZA GeoEnvironmental of New York s (GZANY) preliminary subsurface exploration and conceptual foundation design recommendations for the proposed CPV Valley Energy Center Project to be constructed in Wawayanda, NY. The work described herein was performed in accordance with the GZANY proposal to Competitive Power Ventures, Inc. (CPV) dated July 24, 2008 and under the services agreement authorized by CPV on August 5, The purpose of the exploration was to gain a general understanding of the subsurface conditions by performing widely spaced test borings. The purpose of this report is to present test boring logs, soil electrical resistivity survey data, laboratory soil and rock test data, a description of the subsurface profile and its characteristics, a discussion of analyses performed, and preliminary geotechnical engineering recommendations for conceptual design and construction of foundations and earthworks. To accomplish the above, the scope of work included: Organized and executed a subsurface test boring program based on GZANY recommendations as discussed with CPV s engineer, Worley Parson Group, Inc. (WP), which consisted of seven (7) test borings Provided full time engineering monitoring of the above work Observed an environmental exploration program as developed by TRC and executed by Ground Water Investigations, Inc. (GWI), which included drilling four (4) shallow soil borings and installing two (2) deep ground water observation wells Performed soil electrical resistivity tests at two (2) locations. Performed geotechnical engineering analyses of the data and discussed the need for further subsurface explorations Made preliminary geotechnical engineering recommendations for foundation design Prepared and submitted this report The findings and recommendations of this report are subject to the limitations presented in Appendix A and the Terms and Conditions of the executed proposal, and have been prepared with consideration of the New York State Building Code (IBC 2006). 2 EXISTING CONDITIONS AND PROJECT BACKGROUND The Site is located immediately to the northeast of the intersection of Interstate 84 and Route 6 in Wawayanda, NY as shown in Figure 1 (Site). Route 6 is to the west and Interstate 84 is to the south. The Energy Center Project construction site will involve an area approximately 2,000 feet long by 600 feet wide. The east end of this area is approximately ten (10) feet lower than the west end. This area is a Greenfields site that is now partially used for farming. A map of this area shows a stream to the north of the site, which flows from west to east. 1

6 The power generating equipment is to consist of two combustion turbine generators with HRSG units and a steam turbine generator as shown on Drawing CPVV-0-DW , Rev. H. Tanks, auxiliary equipment and buildings are also shown on this drawing. 3 SUBSURFACE EXPLORATION The subsurface exploration was performed in general accordance with the GZANY proposal dated July 24, 2008, which includes test borings, in-situ soil electrical resistivity tests and laboratory testing of selected soil samples. 3.1 Soil Borings The preliminary subsurface exploration consisted of seven (7) widely spaced test borings (B-1 through B-7), which were drilled within the boundary of the project site to depths ranging between 50.6 and 82 feet below existing ground surface. These borings were drilled between August 12 and August 21, 2008 by CMI Subsurface Investigations, Inc. (CMI) under full-time observation by GZANY. The test boring Exploration Location Plan is shown in Figure 2 of this report. Test boring logs are included in Appendix B. Soil sampling was done by taking Standard Penetration Test (SPT) split spoon samples in accordance with ASTM D Where possible each SPT split spoon sample was driven 24 inches and the number of hammer blows was recorded at 6-inch intervals. SPT spoon samples were taken continuously from ground surface to a depth of 16 feet, and at 5-foot intervals below that. Where soft clay and silt was encountered, thin-walled Shelby tube samples were taken where possible. The test boring logs show the sample depths, sample spoon blow counts and a description of the soil samples based on visual identification and the SPT values. Soil sample descriptions are based on a modified Burmister classification system and the Unified Soil Classification System (USCS) in accordance with ASTM D The samples were placed in labeled jars, and the jars were placed in labeled boxes. Where bedrock was encountered, samples were taken by means of core-drilling using an NX size diamond bit with a double tube, ridge-type core barrel sixty inches long in accordance with ASTM D The test boring logs show the depth for each rock core sample drilled, the percent recovered (REC), the rock quality designation (RQD) and a description of the rock core. The RQD value is the ratio the sum of the lengths of the core pieces that are four inches or more inches in length divided by the total length drilled for that sample. The REC and RQD values provide a basis for evaluating the physical and engineering properties of bedrock. The rock core description includes the rock type, color, degree of weathering, hardness, and a description of fracture zones, solution cavities, foliation, and fracture inclination. The rock cores were placed in labeled boxes. Rock core photographs are included in Appendix C. The preliminary environmental exploration program, as developed by TRC, under contract to others, consisted of four (4) shallow test borings located within 15 feet of test borings B-1, B-2, B-6 and B-7. The environmental boreholes were monitored by GWI, under contract to others, and the soil and water samples were sent to an environmental lab subcontracted by GWI. The environmental borings were drilled August 25 and 26,

7 by CMI under full-time observation by GZANY. The environmental boreholes were advanced using a hollow stem auger. Three-inch OD split spoon samples were taken continuously to a depth of between 6 to 10 feet below the existing ground surface. The borehole was then advanced to a final depth of between 12 to 14 feet below grade for the installation of the monitoring well. Four (4) bulk soil samples were also collected at the environmental borehole locations. These soil samples were taken from the hollow stem auger cuttings up from the ground surface to a depth of approximately five feet. 3.2 Ground Water Observation Wells After completion of Test Borings B-3, B-4, and B-6, temporary observation wells consisting of small diameter PVC pipes were installed in those boreholes. The depth to the ground water level was periodically measured and recorded at these test borings for periods after installation ranging from 114 hours to 160 hours during the subsurface investigation. This information is shown on these boring logs. At the request of GWI, two deep observation wells were installed near Test Borings B-1 and B-5. GWI plans to use these wells to monitor the groundwater conditions for their evaluation of deep groundwater supply for the plant. Logs for the deep wells at B-1 and B-5 are presented in Appendix D. Also, four environmental observation wells were installed near test borings B-1, B-2, B-6 and B-7, which are designated MW-1 through MW-4 respectively. 3.3 Electrical Resistivity Tests Electrical resistivity measurements were performed at two (2) locations on the project site, designated as R-1 and R-2 on the Exploration Location Plan, Figure 2. The Wenner Four Point Method was employed, in general accordance with IEEE Standard 81. At each location, the tests were performed from the existing ground surface along a north-south alignment and an east-west alignment, using electrode a spacings of 2.5, 5, 10, 20, 30, 50 and 100 feet. An AEMC 4500 resistivity meter was used to adjust the applied voltage so as to produce the desired current (I) via two outer electrodes and to measure voltage drop ( V) between two inner electrodes. Apparent resistivity (R o ) for the soil between the two inner electrodes was calculated as R o = 2π a V/Ι. The apparent resistivity is a measurement of the subsurface material s average resistance to an electrical current passed through it. The depth of the measurement is considered to be roughly equivalent to the electrode spacing a, the distance between the two inner electrodes. The electrical resistivity logs are presented in Appendix E. 3.4 Laboratory Testing Laboratory tests were conducted on selected samples. The following laboratory tests were performed at GZA s testing laboratory located in Hopkinton, MA: 3

8 Atterberg Limits, Liquid Limit (LL) & Plastic Limit (PL), (ASTM D 4318) 16 tests Grain Size Analyses, Hydrometer and Sieve (ASTM D 422) 6 tests Unit Weight of Soil and Rock Samples 7 tests Unconfined Compressive Strength of Rock (ASTM D 2938) 6 tests Natural Moisture Content (ASTM D 2216) 12 tests CBR (ASTM D 1883) 4 tests Specific Gravity Tests (ASTM D 854) 4 tests Corrosion Series Testing (ph, resistivity, chlorides, sulfates) 4 sets One-Dimensional Consolidation Test (ASTM D 2435) 1 test The results of those tests are presented in Appendix F in tabulated and graphical forms. 4 SUBSURFACE CONDITIONS The project site consists of fields partially used for farming. The seven widely spaced boring logs show a variable soil profile consisting of mixtures of silt and sand; silt and clay; and silt. sand and gravel that overlie shale bedrock. Topsoil was encountered in all of the boreholes. The topsoil is generally soft, brown grey, silt or clayey silt with variable amounts of sand and includes roots and other organic materials. The thickness of this layer varies from 0.3 to one foot. At borings B-1, B-3 and B-4 the upper 2 to 4 feet below the topsoil consists of loose Sand or Sand and Silt. The remaining borings encountered soft to medium stiff silty clay below the topsoil to a depth of 2 to 4 feet. At boring B-1 the soil is generally medium dense to dense mixtures of silty sand and gravel to a depth of approximately 46 feet where shale bedrock was encountered at Elevation 424. Borings B-2 and B-4 were similar except that overlying the dense silty sand and gravel soils, there was stiff clayey silt or silty clay extending to elevations of 444 and 451 respectively. At boring B-4 the shale was found at a greater depth, Elevation 391. At borings B-3, B-6 and B-7 the stiff clayey silt or silty clay, overlying the dense silty sand and gravel soils, extended to greater depths, in the range of Elevations 414 to 430. Shale bedrock was encountered at Elevation 397 at B-3 and Elevation 413 at B-7. Boring B-5 differed from the other borings in that a layer of soft silt and clay was encountered from Elevation 442 to Elevation 425. Below this soft layer the soil is dense to very dense gravel and sand that extends to the shale bedrock at Elevation 390. Where the bedrock was encountered, it was core-drilled 5 to 10 feet. It is characterized as moderately hard, slightly weathered, dark grey shale. It was encountered and coredrilled at B-1, B-3, B-4, B-5 and B-7. Borings B-2 and B-6 were terminated at Elevations 415 and 407 respectively without encountering bedrock. 4

9 Groundwater was observed in the seven boreholes, which were made in August 2008, at the elevations shown in the following table: Boring No. Observed Depth to Groundwater (ft) Ground Surface Elevation (ft)* Approximate Groundwater Elevation (ft)* B-1** B-1*** B B B B-5 ** B B * Relative to National Geodetic Vertical Datum (NGVD) 1988 ** Deep groundwater observation well *** Shallow well Note that groundwater levels in the above table are those observed at the time of this investigation and are likely to change due to variations in temperature, precipitation, season and other conditions that differ from those at the time of this investigation. 5 CONCEPTUAL DESIGN RECOMMENDATIONS The recommendations provided herein are based upon the information obtained during our subsurface exploration program, our understanding of the proposed site development, and our conversations with the project team. Parameters for conceptual design based on the results of the subsurface explorations are presented herein. Based on our understanding of the geotechnical conditions and the anticipated loading and settlement criteria of several of the major site structures, a mixture of deep and shallow foundations will be required. We have provided our preliminary foundation recommendation for each structure and recommendations for additional explorations to further refine those foundation types. In general, the proposed settlement-sensitive power generating equipment, and select transformer pads, will need to be placed on deep foundations. Less critical support structures and utilities can probably be supported on shallow foundations, but each case will have to be examined carefully in final design. We are not aware that significant cut and fill operations will be performed to level the site. Therefore, our recommendations assume that the extent of filling operations may raise some of the site grades by 2 feet, at most. Preliminary geotechnical and foundation design and construction issues that we have addressed at this conceptual stage include: General recommendations for soil properties and geotechnical design parameters, Seismic site evaluation, 5

10 Design of deep foundations for settlement sensitive structures, Design of shallow foundations for ancillary structures, and Groundwater control for local excavations 5.1 Foundations Due to the high variability of the subsurface strata, we have performed a separate analysis for each critical structure based on the nearest available borings. We were provided with tables of preliminary allowable settlements, bearing pressures, and approximate foundations sizes by Worley Parsons on September 17, 2008 via (Appendix G). We utilized those structural data and criteria in order to evaluate foundations against the subsurface data obtained in our explorations. The results of those analyses lead to the determination of the requirement for deep or shallow foundations. In summary we found: Structure Nearest Boring Foundation Type Combustion Turbine/Generator B-3 Deep B-5 Deep Steam Turbine/Generator B-4 Deep* Heat Steam Recovery Generator B-3 Deep* Tank Foundations (assumed to be water tested) B-1 Shallow B-6 Shallow Transformers B-4 Shallow B-5 Deep* * Further subsurface explorations are recommended near these structures We have provided more detailed discussion on foundation types in the following subsections Deep Foundations Deep foundations will be required for the support of heavily loaded and settlement sensitive structures. The recommended deep foundation is concrete filled closed-end steel pipe piles. Steel H-piles may also be a viable option, but will depend on the anticipated lateral loading of the structures and a detailed analysis of the orientation of the pile weak-axis relative to the applied loads. Where high capacities may be required, or structures where significant uplift loads are expected, drilled shafts socketed into the bedrock may be utilized. Based on our local experience, a concrete-filled steel pipe pile would be the most economical type of high-capacity deep foundation. Such piles may range between nominal 10- to 12-inch diameter and would provide axial compressive capacities on the order of 80 to 100 tons. The piles would be driven closed-end to refusal on the top of rock. We recommend that a 1- to 2-inch thick boot plate be installed at the pile tip in order to provide reinforcement while penetrating some of the more dense underlying sands and during refusal driving on the shale bedrock. After driving, the piles would then 6

11 be filled with concrete. Alternatively, H-piles with a reinforced tip may be utilized and would provide similar load carrying capacities. The orientation of H-piles would need to be closely analyzed by the structural engineer to provide the required lateral resistance, considering that this type of pile has strong and weak axes. Auger-cast-in-place (ACIP) or continuous flight auger piles (CFA) may be a possible alternative to steel piles as the soil type is conducive to such operations. ACIP piles can be designed to carry allowable loads as much as 50 to 70 tons. Such piles are installed by augering a hole to the required depths and pumping concrete through the auger stem under pressure during withdrawal of the drill. A minimum amount of reinforcing steel is often placed in the top of the pile to provide some flexural strength to the pile. Such piles require close engineering inspection to ensure the quality of the product. For driven piles, the piling contractor should be required to submit a dynamic pile analysis to determine the required driving resistance to achieve an ultimate capacity equal to or greater than the design capacity multiplied the safety factor. That analysis should be confirmed at the time of driving by performing dynamic pile testing using a Pile Dynamic Analyzer (PDA). The PDA can be used to confirm the actual pile length and driving resistance required in order to develop the ultimate capacity. Once installed, static load testing of piles should be performed. We recommend at least one load test be performed per pile type and per structure location due to the size of the site and the preliminary variability in the substrata that has been observed Shallow Foundations It may be possible to found lightly loaded equipment, small structures, and utilities with low contact pressures that have a limited depth of stress influence on shallow foundations. We recommend shallow foundation systems consisting of spread or continuous footings bearing on the native strata below the upper loose and soft soils. The fine-grained soils (e.g. silty/clayey sand, sandy silt, silt, etc.) will be highly susceptible to disturbance, especially in wet weather conditions. Where fine-grained soils are encountered at the foundation subgrades, these soils should be removed to at least 6 inches below the proposed bottom of foundations and replaced by compacted Sand-Gravel Fill, Crushed Stone (placed over a non-woven geotextile such as Mirafi N140) or a lean concrete working mat. Recommended fill gradations are presented in Table 1. When constructed as described above, the native soils may be assumed to have an allowable bearing pressure of 1.5 tons per square foot. Dewatering Groundwater was encountered at relatively shallow depths and it is likely that any excavations in excess of 3 feet will encounter water. Therefore, local excavations required for footings will need to be dewatered during construction. It is recommended that the groundwater be brought down to a level at least 1 foot below the proposed subgrade utilizing local sumps (or more elaborate dewatering systems for large excavations) prior to excavating to final subgrade. The groundwater should be 7

12 maintained at that level until the subgrade is prepared and concrete placed in order to minimize disturbance to the ground. Such dewatering efforts may require the input of the Owner s environmental engineer to determine the handling of effluent. 5.2 Settlement Significant long term settlement of structures is not anticipated for structures on shallow foundations when constructed as recommended in this report. Immediate (elastic) settlement of the foundations may occur during construction and the equipment/building weight is placed. Such settlements would generally meet the settlement requirements of equipment as provided to us. It is noted that a 17-foot soft clay layer was found at Boring B-5. This finding is reason for caution as to the variability of the subsurface and likelihood of unforeseen conditions. Should shallow foundations be installed near this location, long-term settlements will occur depending on the applied load. Likewise, ground settlements may be possible if fill is placed in this area, causing down-drag forces on deep foundations. We have recommended, later in this report, additional explorations near this location to define the extent of the soft soil and to further refine the foundation recommendations. We also recommend that additional explorations be performed throughout the site at specific equipment and structure locations once the site plan is finalized. 5.3 Seismic Assessment In accordance with the IBC and based on the data obtained to date, we recommend adopting a Seismic Site Coefficient of D for calculation of seismic loading and the corresponding response spectrum as defined therein for the conceptual design of the facility. Based on the relative density of the soils and relatively high fines content, it is not anticipated that general liquefaction of the ground is probable during a seismic event. However, it is always possible that some settlements of the ground due to densification of the sands may occur during a seismic event. Given that the ground was found to exist in a generally medium dense state, such settlements are expected to be small to negligible. 5.4 Corrosion Four soil samples in the upper 10 feet were tested for ph, sulphates, and chlorides to determine the potential for corrosion. The sulfate contents ranged from 12 to 220 parts per million (ppm), or to percent by weight, three of which were below 0.02 percent. This is indicative of moderate exposure and warrants the use of Type II cement. The highest chloride content measures was 5.2 ppm. Typically, chloride contents at least two orders of magnitude greater are necessary to cause appreciable corrosion in carbon steel. Likewise, electrical resistivity test results measured in field tests indicate apparent resistivities on the order of 5,000 ohms/cm or greater. Levels of 4,500 ohm/cm or greater are generally considered Good corrosion resistance. 8

13 5.5 Recommendations for Additional Explorations The geotechnical exploration program executed for the purpose of preparing this conceptual report was limited to provide a general understanding of the subsurface for conceptual design and permitting purposes. Additional explorations will be required in order to provide a more complete understanding for detailed design of foundations and other geotechnical issues, including the areal extent of the soft clay identified in B-5. At a minimum, we recommend that additional soil borings or Cone Penetrometer Tests (CPTs) be made to address specific foundation locations and equipment requirements. We recommend that a CPT program include shear wave velocity testing at several locations throughout the site in order to obtain better data to refine seismic recommendations and to perform more detailed liquefaction analyses. Should extensive pockets of soft clay be found at critical locations, additional borings should be performed to recover samples for further lab testing. The advantages of CPTs is that a continuous record of soil data is obtained, additional data beyond traditional SPT values are acquired, the time required to perform the work is significantly less than that for traditional borings, and the costs for penetrations and engineer time are significantly less. An onboard data acquisition system allows for real-time evaluation of the CPT data, which can be used to classify the soil types, and estimate SPT N-Values and settlement characteristics. Soil parameters, including cone bearing/tip resistance, sleeve friction, pore water pressure, are continuously measured as the cone penetrometer is advanced into the ground, in accordance with ASTM D5778. Pore pressure dissipation tests can be conducted to estimate depth to groundwater or piezometric head. CPTs may also be augmented with shear wave velocity testing which may be useful for justification of defining seismic site class. 6 LIMITATIONS This report is subject to the limitations as described in Appendix A. 9

14 ATTACHMENTS

15 TABLES

16 Table 1: Recommended Use and Gradation Criteria For Fill Materials USE OF FILL MATERIAL Granular Fill: Sand-Gravel: Crushed Stone: Below footings and slabs base course, and 3 feet laterally behind walls provided that amount passing Sieve No. 200 is less than 8 percent. Slab base course and 3 feet laterally behind walls Drain line backfill and foundation protective layer GRADATION REQUIREMENTS Sieve Size Percent Finer by Weight Granular Fill Shall be free from ice and snow, roots, sod, rubbish and other deleterious or organic matter. Granular Fill shall conform to the following gradation requirements: 2/3 of the loose lift thickness 100 No No No. 200 *0 15 *0 8 where used behind walls Sand-Gravel Crushed Stone Shall consist of durable sand and gravel and shall be free from ice and snow, roots, sod, rubbish and other deleterious or organic matter. Sand-Gravel shall conform to the following gradation requirements: 3 inch 100 ½ inch No No No Shall consist of durable crushed rock or durable crushed gravel stone and shall be free from ice and snow, roots, sod, rubbish and other deleterious or organic matter or material. Crushed Stone shall conform to the following gradation requirements: 1 inch 100 ¾ inch ½ inch /8 inch 0 20 No No

17 Table 2: Compaction Methods Compaction Method Max. Stone Size* Maximum Loose Lift Thickness Below Less Structures Critical and Area Pavement Minimum Number of Passes Below Less Structures Critical and Area Pavement GRANULAR FILL, SAND-GRAVEL FILL, CRUSHED STONE Hand-operated vibratory plate or light roller in confined areas Hand-operated vibratory drum rollers weighing at least 1,000# in confined areas Light vibratory drum roller Min. weight Min dynamic at drum 3000# force 10,000# Medium vibratory drum roller Min. weight at drum 10,000# Min dynamic force 20,000#

18 FIGURES

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21 APPENDICES

22 Appendix A Limitations

23 GEOTECHNICAL LIMITATIONS Explorations 1. The analyses and recommendations submitted in this report are based in part upon the data obtained from subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretations of widely spaced explorations and samples; actual soil transitions are probably more erratic. For specific information, refer to the boring logs. 3. Water level readings have been made in the drill holes at times and under conditions stated on the boring logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors occurring since the time measurements were made. Review 4. In the event that any changes in the nature, design or location of the proposed building are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by GZA GeoEnvironmental, Inc (GZA). It is recommended that this firm be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. Use of Report 5. This report has been prepared for the exclusive use of Competitive Power Ventures, LLC for specific application to the CPV Valley Energy Center located in Wawayanda, NY, in accordance with generally accepted soil and foundation engineering practices. No other warranty, express or implied, is made. 6. This soil and foundation engineering report has been prepared for this project by GZA. This report is for preliminary design purposes only and is not sufficient to prepare an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to design considerations only. 7. This report may contain comparative cost estimates for the purpose of evaluating alternative foundation schemes. These estimates may also involve approximate quantity evaluations. It should be noted that quantity estimates may not be accurate enough for construction bids. Since GZA has no control over labor and materials cost and design, the estimates of construction costs have been made on the basis of experience. GZA does not guarantee the accuracy of cost estimates as compared to contractor's bids for construction costs.

24 Appendix B Boring Logs

25 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Hammer Type: Donut Hammer Sampler Type: SS Hammer Weight (lb.): 140 Sampler O.D. (in.): 2.0 Hammer Fall (in.): 30 Sampler Length (in.): 24 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth Sample Description & Classification (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" Modified Burmister S / S-1 : Loose, light brown, fine SAND and SILT Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date No BORING NO.: B - 1 SHEET: 1 of 2 PROJECT NO: REVIEWED BY: USCS SM /21/2008-8/21/2008 Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 TOPSOIL Stab. Time Stratum Description Depth (ft.) 1 S / S-2 : Dense, light brown, fine to medium SAND and coarse GRAVEL, little Silt. SW 5 S / S-3 : Dense, light brown, fine to coarse GRAVEL and coarse SAND, little Silt. GP SAND & GRAVEL 10 S-4 S-5 S /14 24/20 24/ S-4 : Dense, light brown, medium to coarse SAND and fine to coarse GRAVEL, little Silt. S-5 : Dense, grey, fine SAND and SILT. S-6 : Dense, grey, SILT, little fine Sand. SW SM S / S-7 : Hard, grey, SILT and coarse GRAVEL. SILT, SAND & GRAVEL 15 S / S-8 : Hard, grey, SILT and fine SAND, some coarse Gravel S / S-9 : Medium dense, grey, fine to coarse SAND and fine GRAVEL, little Silt. SW 25 S / S-10 : Dense, grey, fine to coarse GRAVEL, little Sand, trace Silt. GP SAND & GRAVEL TEMPLATE BORING GZA; 10/22/2008; 4:25:07 PM 30 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made B

26 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S-11 : Very stiff, grey, SILT and CLAY, trace fine Sand, trace Gravel. Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date No BORING NO.: B - 1 SHEET: 2 of 2 PROJECT NO: REVIEWED BY: USCS /21/2008-8/21/2008 Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 Stab. Time Stratum Description SILT & CLAY Depth (ft.) S / S-12 : Hard, grey, SILT and fine to coarse GRAVEL, little Sand. GM SILT & GRAVEL 40 S / S-13 : Very dense, grey, medium to coarse GRAVEL, little Sand, trace Silt. GP GRAVEL 45 S-14 C /3 60/ /1 S-14 : Very dense, grey, medium to coarse GRAVEL, little GP REC=68% Sand, trace Silt. RQD=45% C-1 : Moderately hard, slightly to moderately weathered, dark grey, SHALE, slightly to moderately fractured, amorphous with subhorizontal Joint Fractures. SHALE End of exploration at 50.6 feet TEMPLATE BORING GZA; 10/22/2008; 4:25:07 PM 60 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 1

27 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY BORING NO.: B - 2 SHEET: 1 of 2 PROJECT NO: REVIEWED BY: Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Groundwater Depth (ft.) Hammer Type: Donut Hammer Sampler Type: SS Hammer Weight (lb.): 140 Sampler O.D. (in.): 2.0 Date Time Water Depth Stab. Time Hammer Fall (in.): 30 Sampler Length (in.): 24 No Observ. Made Rock Core Size: Sampler used throughout unless otherwise noted on the log. Sample Depth Field Sample Description & Classification Stratum (ft) Depth Pen./ Test No. (ft.) Rec. Blows per 6" Modified Burmister Data Description S /12 Direct Push S-1 : Grey - brown, SILT & CLAY, little fine Sand, topsoil first CL TOPSOIL 0.5 6". USCS /20/2008-8/21/2008 Remark Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 Depth (ft.) S / S-2 : Very stiff, grey - brown, SILT & CLAY. 5 S / S-3 : Hard, grey - brown, SILT & CLAY. S / S-4 : Medium dense, brown, SILT. 10 S / S-5 : Hard, brown, SILT & CLAY, trace Gravel, trace Sand S / S-6 : Very stiff, grey, (SILT and CLAY) with alternating 1-2" layers of fine Sand. SILT & CLAY S / S-7 : Very stiff, grey, Clayey SILT, some fine sand, 1/4 to 1/ inch layers of Sand. 15 S / S-8 : Very stiff, grey, SILT and CLAY, little fine Sand. 20 S / S-9 : Stiff, grey, Clayey SILT, some Sand, 3 inch layers of fine to coarse Sand S / S-10 : Very stiff, grey, SILT, some Sand, fine Sand in 1/8 inch thick layers. SILT & SAND TEMPLATE BORING GZA; 10/22/2008; 4:25:14 PM 30 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 2

28 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Rock Core Size: Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ Sample Description & Classification No. (ft.) Rec. Blows per 6" Modified Burmister S / S-11 : Very stiff, grey, SILT and fine Sand. 8 9 Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date No BORING NO.: B - 2 SHEET: 2 of 2 PROJECT NO: REVIEWED BY: USCS /20/2008-8/21/2008 Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 Stab. Time Stratum Description Depth (ft.) 35 S / S-12 : Stiff, grey, SILT and fine Sand. SILT & SAND S / S-13 : Hard, grey, SILT and coarse Gravel, trace Sand. 1,2 SILT, GRAVEL & SAND 45 S / S-14 : Hard, grey, SILT, some medium to coarse Gravel, little Sand. Top 6" of sample medium to coarse Sand and Gravel S / S-15 : Medium dense, grey, fine to coarse SAND, some Silt, trace Gravel. End of exploration at 52 feet. SP SAND AND SILT TEMPLATE BORING GZA; 10/22/2008; 4:25:14 PM 60 REMARKS 1,2. Rock stuck in spoon tip. Rig Chatter between 41-43' and '. All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 2

29 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S-1 : Loose, brown - grey, fine SAND, some Silt, topsoil top 6". Boring Location: Datum: NYSE NAD 83 Ground Surface Elev. (ft.): Final Boring Depth (ft.): Datum: NAVD 88 Date Start/Finish: 8/12/2008-8/13/2008 Date 8/14/08 8/15/08 8/20/08 BORING NO.: B - 3 SHEET: 1 of 3 PROJECT NO: REVIEWED BY: USCS SM Groundwater Depth (ft.) Time Water Depth Stab. Time 07: hrs 07: hrs 14: hrs Field Test Stratum Data Description Remark Elev. (ft.) TOPSOIL Depth (ft.) S-2 S-3 S S / S-5 : Medium dense, brown - grey, SILT, trace Sand. (NP) 7 9 S /12 24/10 24/20 24/ S-2 : Loose, grey, fine to coarse SAND and Clayey SILT. S-3 : Very stiff, grey, Clayey SILT and fine SAND. S-4 : Medium dense, grey, fine to coarse GRAVEL, some Sand, little Clayey Silt. GW S-6 : Medium stiff, grey, Clayey SILT, little fine Sand. SM SAND & SILT CLAYEY SILT GRAVEL S / S-7 : Very stiff, grey, Clayey SILT, little fine Sand. 15 S / S-8 : Stiff, grey, SILT, trace fine Sand S / S-9 : Medium dense, grey, SILT. (NP) CLAYEY SILT 25 S / S-10 : Alternating 4-7 inch layers of very stiff, grey, Clayey SILT and dense, grey, fine to coarse GRAVEL, some Sand, little Clayey Silt. TEMPLATE BORING GZA; 10/22/2008; 4:25:20 PM 30 REMARKS 1. Rock stuck in tip of sampler. All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 3

30 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / S-11 : Very stiff, grey, SILT and CLAY Sample Description & Classification Modified Burmister Boring Location: Datum: NYSE NAD 83 Ground Surface Elev. (ft.): Final Boring Depth (ft.): Datum: NAVD 88 Date Start/Finish: 8/12/2008-8/13/2008 Date 8/14/08 8/15/08 8/20/08 BORING NO.: B - 3 SHEET: 2 of 3 PROJECT NO: REVIEWED BY: USCS Groundwater Depth (ft.) Time Water Depth 07: : : Field Test Data Remark Elev. (ft.) Stab. Time 19 hrs 33 hrs 160 hrs Stratum Description Depth (ft.) 35 S / S-12 : Hard, grey, SILT and CLAY, trace Sand, trace Gravel. 40 S / S-13 : Hard, grey, Clayey SILT, little Gravel. CLAYEY SILT 45 S / S-14 : Hard, grey, Clayey SILT, trace Gravel S / S-15 : Hard, grey, SILT and fine SAND. SILT & SAND 55 S / S-16 : Very dense, dark grey, fine to coarse GRAVEL, little Sand, little Silt. GP TEMPLATE BORING GZA; 10/22/2008; 4:25:20 PM 60 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. GRAVEL B - 3

31 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Hammer Type: Donut Hammer Sampler Type: SS Hammer Weight (lb.): 140 Sampler O.D. (in.): 2.0 Hammer Fall (in.): 30 Sampler Length (in.): 24 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S-17 : Very dense, dark grey, fine to coarse GRAVEL, little Sand, little Silt. Boring Location: Datum: NYSE NAD 83 Ground Surface Elev. (ft.): Final Boring Depth (ft.): Datum: NAVD 88 Date Start/Finish: 8/12/2008-8/13/2008 Date 8/14/08 8/15/08 8/20/08 BORING NO.: B - 3 SHEET: 3 of 3 PROJECT NO: REVIEWED BY: USCS GP Groundwater Depth (ft.) Time Water Depth 07: : : Field Test Data Remark Elev. (ft.) Stab. Time 19 hrs 33 hrs 160 hrs Stratum Description GRAVEL Depth (ft.) 65 S-18 C /0 60/51 50/0.25" REC=85% RQD = 60% S-18 : No recovery. C-1 : Moderately hard, slightly weathered, dark grey, SHALE, moderately to slightly fractured with subhorizontal to moderately dipping Joint Fractures C /54 REC=90% RQD = 68% C-2 : Moderately hard, slightly weathered, dark grey SHALE, moderately to slightly fractured with subhorizontal to vertical Joint Fractures. SHALE 75 End of exploration at 75 feet TEMPLATE BORING GZA; 10/22/2008; 4:25:21 PM 90 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 3

32 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / S / Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S-1 : Medium dense, brown, fine to medium SAND, little Silty Clay, trace Gravel, occasional root. S-2 : Stiff, grey - brown, Silty CLAY, little Gravel, trace Sand. Boring Location: Datum: NYSE NAD 83 Ground Surface Elev. (ft.): Final Boring Depth (ft.): Datum: NAVD 88 Date Start/Finish: 8/13/2008-8/14/2008 Date 8/15/08 8/18/08 8/19/08 BORING NO.: B - 4 SHEET: 1 of 3 PROJECT NO: REVIEWED BY: USCS SM CL Groundwater Depth (ft.) Time Water Depth 08: : : Field Test Data Remark Elev. (ft.) Stab. Time 18 hrs 94 hrs 114 hrs Stratum Description TOPSOIL SAND Depth (ft.) S / S-3 : Hard, grey - brown, Silty CLAY, trace Gravel. CL S / S-4 : Very stiff, brown, Silty CLAY, trace Gravel CL SILTY CLAY 10 S-5 S / / S-5 : Very stiff, grey- brown, Clayey SILT. S-6 : Stiff, grey - brown, Clayey SILT. S / S-7 : Stiff, grey, SILT, little Sand, 3 inch layer of fine Sand S / S-8 : Stiff, grey, SILT, little Sand. 20 S / S-9 : Very stiff, grey, SILT, little Sand, 1/8 inch thick layers of fine Sand. SILT & SAND 25 S / S-10 : Very stiff, grey, SILT, trace fine Sand. TEMPLATE BORING GZA; 10/22/2008; 4:25:29 PM 30 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 4

33 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S-11 : Very stiff, gray, SILT, little fine Sand, 1/8 inch thick seam of fine Sand every 2-3 inches. Boring Location: Datum: NYSE NAD 83 Ground Surface Elev. (ft.): Final Boring Depth (ft.): Datum: NAVD 88 Date Start/Finish: 8/13/2008-8/14/2008 Date 8/15/08 8/18/08 8/19/08 BORING NO.: B - 4 SHEET: 2 of 3 PROJECT NO: REVIEWED BY: USCS Groundwater Depth (ft.) Time Water Depth 08: : : Field Test Data Remark Elev. (ft.) Stab. Time 18 hrs 94 hrs 114 hrs Stratum Description Depth (ft.) 35 S / S-12 : Stiff, grey, SILT, some fine Sand, 1/8-1 inch thick seam of fine Sand every 2-4 inches. SILT & SAND 40 S / S-13 : Stiff, grey, SILT, some fine Sand, 1/8-1/2 inch thick seam of fine Sand every 2-4 inches. 45 S / S-14 : Medium dense, grey, fine to coarse GRAVEL, some fine Sand, little Silt. GW GRAVEL S / S-15 : Hard, grey, SILT, some fine Sand S / S-16 : Very dense, grey, fine SAND and SILT, little Gravel. SM SILT & SAND TEMPLATE BORING GZA; 10/22/2008; 4:25:29 PM 60 REMARKS inches of grey wash at top of spoon. All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made B

34 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Hammer Type: Donut Hammer Sampler Type: SS Hammer Weight (lb.): 140 Sampler O.D. (in.): 2.0 Date Hammer Fall (in.): 30 Sampler Length (in.): 24 8/15/08 Rock Core Size: NX 8/18/08 Sampler used throughout unless otherwise noted on the log. 8/19/08 Sample Depth (ft) Depth Pen./ Sample Description & Classification No. (ft.) Rec. Blows per 6" Modified Burmister S-17a / S-17a : Dense, grey, fine to coarse GRAVEL and fine to S-17b / coarse SAND, little Silt. S-17b : Hard, grey. SILT and fine SAND. BORING NO.: B - 4 SHEET: 3 of 3 PROJECT NO: REVIEWED BY: Boring Location: Datum: NYSE NAD 83 Ground Surface Elev. (ft.): Final Boring Depth (ft.): Datum: NAVD 88 Date Start/Finish: 8/13/2008-8/14/2008 USCS GW Groundwater Depth (ft.) Time Water Depth 08: : : Field Test Data Remark Elev. (ft.) Stab. Time 18 hrs 94 hrs 114 hrs Stratum Description GRAVEL SILT & SAND Depth (ft.) S / S-18 : Very dense, grey, medium to coarse GRAVEL and fine to coarse SAND, trace Silt. GW GRAVEL S-19 C /16 60/ /1/4" REC=83% RQD=45% S-19 : Very dense, grey, medium to coarse GRAVEL, some Sand, trace Silt. C-1 : Moderately hard, slightly weathered, dark grey SHALE, moderately to slightly fractured with moderately, dipping Joint Fractures. GP C /60 REC=100% RQD=73% C-2 : Moderately hard, slightly weathered, dark grey SHALE, slightly fractured with moderately dipping Joint Fractures. SHALE 80 End of exploration at 82 feet TEMPLATE BORING GZA; 10/22/2008; 4:25:29 PM 90 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 4

35 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S-1 : Stiff, brown - grey, Silty CLAY, trace Sand, top 6" topsoil. Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date No BORING NO.: B - 5 SHEET: 1 of 3 PROJECT NO: REVIEWED BY: USCS /15/2008-8/19/2008 Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 TOPSOIL Stab. Time Stratum Description Depth (ft.) S-2 S /16 24/ S-2 : Medium dense, brown - grey, SILT, trace Sand. (NP) S-3 : Very stiff, brown - grey, Silty CLAY, some Sand, little Gravel. CL SILT 4 10 S-4 S-5 S /20 24/20 24/ S-4 : Very stiff, brown - grey, CLAY and SILT. S-5 : Very stiff, brown - grey, SILT, trace fine Sand. S-6 : Very stiff, brown - grey, SILT, little Gravel. CL SILTY CLAY 8 S / S-7 : Stiff, grey, SILT, trace fine Sand. SILT 15 S / S-8 : Stiff, grey, SILT, little fine Sand, 1/8 inch thick fine sand seam every 2-3 inches S /18 WOR S-9 : Soft, grey, SILT and CLAY. CL 25 S / S-10 : Soft, grey, SILT and CLAY, 1/2-3/4 inch Clay layers every 2-3 inches. CL CLAY & SILT TEMPLATE BORING GZA; 10/22/2008; 4:25:37 PM 30 REMARKS U Tv = 0.35 tsf Tv = 0.37 tsf 24/22 Shelby Tube U-1 : Grey, SILT and CLAY. CL 1 All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 5

36 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ Sample Description & Classification No. (ft.) Rec. Blows per 6" Modified Burmister S /0 WOR 3 S-11 : No recovery. Rock stuck in spoon tip. 5 7 Boring Location: Datum: NYSE NAD 83 Ground Surface Elev. (ft.): Final Boring Depth (ft.): Datum: NAVD 88 Date Start/Finish: 8/15/2008-8/19/2008 Date No BORING NO.: B - 5 SHEET: 2 of 3 PROJECT NO: REVIEWED BY: USCS Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) Stab. Time Stratum Description CLAY & SILT Depth (ft.) 35 S / S-12 : Dense, grey, fine to coarse GRAVEL, some Sand, trace Silt. GW S / S-13 : Dense, grey, fine to coarse SAND, some fine to coarse Gravel and in alternating layers of 4-6", little Silt. SW 45 S / S-14 : Very dense, grey, medium to coarse SAND and fine to coarse GRAVEL, trace Silt, alternating layers of 4-6 inches. SW GRAVEL & SAND 50 S / S-15 : Very dense, dark grey, fine to coarse GRAVEL and medium coarse SAND, trace Silt. GW 55 S / S-16 : Very dense, dark grey, fine to coarse GRAVEL and medium to coarse SAND, trace Silt. GW TEMPLATE BORING GZA; 10/22/2008; 4:25:37 PM 60 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 5

37 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Date No Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ Sample Description & Classification No. (ft.) Rec. Blows per 6" Modified Burmister S / S-17 : Very dense, dark grey, fine to coarse GRAVEL and medium to coarse SAND. 1.5 inch layer of fine Sand, trace Silt. BORING NO.: B - 5 SHEET: 3 of 3 PROJECT NO: REVIEWED BY: Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: USCS GW /15/2008-8/19/2008 Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 Stab. Time Stratum Description Depth (ft.) 65 S / S-18 : Very dense, dark grey, medium to coarse SAND and fine to coarse GRAVEL, trace Silt. SW GRAVEL & SAND 70 S /51 100/0" C /51 REC=85% 75 RQD=85% S-19 : No Recovery C-1 : Moderately hard, very slightly to slightly weathered, amorphous, dark grey, SHALE. Slightly fractured with subhorizontal Joint/Fractures C /21 C /48 REC=88% RQD= 50% REC=80% RQD=53% C-2 : Moderately hard, slightly weathered, amorphous, dark grey, SHALE, moderately fractured with subhorizontal Joint/Fractures. C-3 : Moderately hard, slightly weathered, morphous, dark grey, SHALE, slightly to moderately fractured with subhorizontal Joint/Fractures. SHALE End of exploration at 82 feet TEMPLATE BORING GZA; 10/22/2008; 4:25:38 PM 90 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 5

38 S - 2 S - 3 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Rock Core Size: Sampler used throughout unless otherwise noted on the log. 8/26/08 09: Sample Depth Field (ft) Depth Pen./ Sample Description & Classification Test No. (ft.) Rec. Blows per 6" Modified Burmister Data S / S -1 : Stiff, grey - brown, Clayey SILT, little Sand, topsoil top 4". CL /18 24/ Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY S - 2 : Medium dense, gray - brown, medium to fine SAND, little Silt. S - 3 : Top 6": brown, SILT and CLAY. Medium dense, grey, fine SAND, some Silt. Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date BORING NO.: B - 6 SHEET: 1 of 2 PROJECT NO: REVIEWED BY: USCS SP CL /20/2008-8/20/2008 Groundwater Depth (ft.) Time Water Depth Remark Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 TOPSOIL CLAY & SILT SAND Stab. Time 116 hrs Stratum Description CLAY & SILT Depth (ft.) S / S - 4 : Stiff, grey, SILT, some Gravel, little Sand. SANDY SILT 10 S - 5 S /8 24/ S - 5 : Stiff, brown - grey, SILT and fine SAND, little Gravel. S - 6 : Medium dense, brown - grey, SILT, little fine Sand. (NP) S / S - 7 : Stiff, gray, SILT and CLAY, trace Sand, approximately 1 inch layer of Silt and 1/2-1 inch layer of Clay. CL 15 S / S - 8 : Stiff, gray, SILT and CLAY, trace Sand, approximately1 inch layer of Silt and 1/2-1 inch layer of Clay. CL 20 S / S - 9 : Very stiff, grey, Clayey SILT, trace Sand, trace Gravel. CL SILT & CLAY 25 S / S -10 : Stiff, grey, SILT and CLAY, approximately 1 inch layer of Silt and 1/2-1 inch layer of Clay, trace Gravel. CL TEMPLATE BORING GZA; 10/22/2008; 4:25:44 PM 30 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made SAND AND SILT B

39 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 Rock Core Size: Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S - 11 : Medium dense, grey, fine SAND and Clayey Silt, alternating 1/2-1 inch layers. Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date 8/26/08 BORING NO.: B - 6 SHEET: 2 of 2 PROJECT NO: REVIEWED BY: USCS SM /20/2008-8/20/2008 Groundwater Depth (ft.) Time Water Depth 09:00 Remark Field Test Data 5.6 Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 Stab. Time 116 hrs Stratum Description Depth (ft.) 35 S / S - 12 : Medium dense, grey, fine SAND, and Clayey Silt, alternating 1/2-1 inch layers. SM SAND AND SILT S / S - 13 : Hard, grey, Clayey SILT and fine Sand, alternating 1/2-1 inch layers. SILT AND SAND 45 S / S - 14 : Very stiff, gray, Clayey SILT, little fine Sand S / S - 15 : Dense, grey, medium to coarse GRAVEL, little Sand, little Clayey Silt. End of exploration at 52 feet. GP GRAVEL & SAND TEMPLATE BORING GZA; 10/22/2008; 4:25:45 PM 60 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 6

40 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S / BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Sample Description & Classification Modified Burmister S-1 : Stiff, grey - brown, Silty CLAY, trace Sand, topsoil in top 6 inches. Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date No BORING NO.: B - 7 SHEET: 1 of 2 PROJECT NO: REVIEWED BY: USCS CL /19/2008-8/20/2008 Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) 458 Datum: NYSE NAD 83 Datum: NAVD 88 TOPSOIL Stab. Time Stratum Description Depth (ft.) 0.5 S / S-2 : Very stiff, grey - brown, Silty CLAY, trace Sand. CL 5 S / S-3 : Very stiff, brown, Silty CLAY, trace Sand. CL SILTY CLAY S / S-4 : Hard, brown, Silty CLAY, trace Sand. CL 10 S / S-5 : Top 1': Hard, brown, Silty CLAY, trace Sand. Bottom 1': 6 9 Stiff, grey, CLAY and SILT, little Sand. S / S-6 : Stiff, grey, SILT and CLAY, approximately 1 inch layer of Silt and 1 inch layer of Clay. CL CL S / S-7 : Stiff, grey, SILT and CLAY, approximately 1 inch layer of CL 6 6 Silt and 1 inch layer of Clay. 15 S / S-8 : Stiff, grey, Clayey SILT and fine Sand. CL 20 S / S-9 : Very stiff, grey, SILT, trace fine Sand. SILT & CLAY 25 S / S-10 : No recovery. TEMPLATE BORING GZA; 10/22/2008; 4:25:50 PM 30 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 7

41 GZA GeoEnvironmental, Inc. Engineers and Scientists Logged By: J. Lenz Drilling Co.: CMI Subsurface Investigations Foreman: Vinnie Gandolfo Hammer Type: Donut Hammer Hammer Weight (lb.): 140 Hammer Fall (in.): 30 Type of Rig: Truck Rig Model: B-61 Drilling Method: MR O.D./I.D Dia (in.): 4 Sampler Type: SS Sampler O.D. (in.): 2.0 Sampler Length (in.): 24 BORING LOG The Valley CPV Valley, LLC Wawayanda, NY Rock Core Size: NX Sampler used throughout unless otherwise noted on the log. Sample Depth (ft) Depth Pen./ No. (ft.) Rec. Blows per 6" S /2 3 4 S-11 : Medium stiff, grey, Silty CLAY. 4 4 Sample Description & Classification Modified Burmister Boring Location: Ground Surface Elev. (ft.): Final Boring Depth (ft.): Date Start/Finish: Date No BORING NO.: B - 7 SHEET: 2 of 2 PROJECT NO: REVIEWED BY: USCS CL /19/2008-8/20/2008 Groundwater Depth (ft.) Time Water Depth Observ. Made Remark Field Test Data Elev. (ft.) Datum: NYSE NAD 83 Datum: NAVD 88 Stab. Time Stratum Description SILT & CLAY Depth (ft.) S / S-12 : Dense, grey, coarse GRAVEL, little Sand, little Silty Clay. GP 40 S / /1" S-13 : Very dense, grey, coarse GRAVEL, little Sand, trace Silty Clay. GP GRAVEL & SAND 45 C /53 REC=88% RQD=77% C-1 : Moderately hard, slightly weathered, amorphous, dark grey, SHALE, slightly fractured with subhorizontal Joint/Fractures SHALE End of exploration at 51 feet TEMPLATE BORING GZA; 10/22/2008; 4:25:51 PM 60 REMARKS All depth measurements are approximate. Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. B - 7

42 Appendix C Rock Core Photographs

43 NO SCALE GZA GeoEnvironmental, Inc Engineers and Scientists 440 Ninth Avenue, 18 th Floor New York, New York (212) (212) PROJ MGR: PBP REVIEWED BY: PBP DATE: 10/15/08 Photo 1: B-3, C-1, 65 to 70 feet B-3, C-2, 70 to 75 feet B-4, C-1, 72 to 77 feet B-4, C-2, 77 to 82 feet GZA GeoEnvironmental, Inc. Photo 2: B-5, C-1, 70 to 77 feet B-5, C-2, 75 to 77 feet B-5, C-3, 77 to 82 feet CPV Valley Energy Center Wawayanda, NY Rock Core Photographs JOB NO PLATE NO. 1