Appendix 11-B Preliminary Geotechnical Investigation - CPV 11-B... · Appendix 11-B Preliminary Geotechnical Investigation . ... Boring Logs Appendix C: Rock Core Photographs

11.0 Soil, Geology, and Seismology

Appendix 11-B

Preliminary Geotechnical Investigation

PRELIMINARY SUBSURFACE EXPLORATIONAND CONCEPTUAL FOUNDATION

ENGINEERING REPORTCPV VALLEY ENERGY CENTER

Wawayanda, NY Competitive Power Ventures, Inc. 35 Braintree Hill Office Park Suite 400 Braintree, MA 02184 PREPARED BY: GZA GeoEnvironmental of New York 440 Ninth Avenue, 18th Floor New York, NY 10001 October 17, 2008 File No. 41.0161773.00 Copyright 2008 GZA GeoEnvironmental of NY

i

TABLE OF CONTENTS

1 INTRODUCTION ...................................................................................................... 1 2 EXISTING CONDITIONS AND PROJECT BACKGROUND................................ 1 3 SUBSURFACE EXPLORATION.............................................................................. 2

3.1 Soil Borings......................................................................................................... 2 3.2 Ground Water Observation Wells....................................................................... 3 3.3 Electrical Resistivity Tests.................................................................................. 3 3.4 Laboratory Testing.............................................................................................. 3

4 SUBSURFACE CONDITIONS ................................................................................. 4 5 CONCEPTUAL DESIGN RECOMMENDATIONS................................................. 5

5.1 Foundations......................................................................................................... 6 5.1.1 Deep Foundations ....................................................................................... 6 5.1.2 Shallow Foundations................................................................................... 7

5.2 Settlement............................................................................................................ 8 5.3 Seismic Assessment ............................................................................................ 8 5.4 Corrosion............................................................................................................. 8 5.5 Recommendations for Additional Explorations.................................................. 9

6 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

1

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, 2008.

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.

2

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-111-002-101, 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-1586-84. 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-2487. 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-2113-83. 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, 2008

3

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 (Ro) for the soil between the two inner electrodes was calculated as Ro = 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:

4

• 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 core-drilled 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.

5

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** 0.3 469.1 468.8 B-1*** 5.2 469.3 464.1

B-2 4.6 464.1 459.5 B-3 4.0 462.0 458.0 B-4 3.9 462.8 458.9

B-5 ** 3.4 460.1 456.7 B-6 5.6 458.8 453.2 B-7 5.8 458.5 452.7

* 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,

6

• 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 email (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.

5.1.1 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

7

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.

5.1.2 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

8

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 0.001 to 0.022 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.

9

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.

ATTACHMENTS

TABLES

Table 1: Recommended Use and Gradation Criteria For Fill Materials

USE OF FILL MATERIAL Granular Fill: Below footings and slabs base course, and 3 feet laterally behind

walls provided that amount passing Sieve No. 200 is less than 8 percent.

Sand-Gravel: Slab base course and 3 feet laterally behind walls Crushed Stone: 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. 10 30 – 95 No. 40 10 – 70 No. 200 *0 – 15

*0 – 8 where used behind walls Sand-Gravel 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 50 – 85 No. 4 40 – 75 No. 40 10 – 35 No. 200 0 – 8

Crushed Stone 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 90 – 100 ½ inch 10 – 50

3/8 inch 0 – 20 No. 4 0 – 5

No. 200 0 – 1

Table 2: Compaction Methods

Maximum Loose Lift

Thickness Minimum Number of

Passes Compaction Method Max.

Stone Size* Below

Structures and

Pavement

Less Critical

Area

Below Structures

and Pavement

Less Critical

Area

GRANULAR FILL, SAND-GRAVEL FILL, CRUSHED STONE Hand-operated vibratory plate or light roller in confined areas 4” 6” 8” 4 4

Hand-operated vibratory drum rollers weighing at least 1,000# in confined areas

6” 10” 12” 4 4

Light vibratory drum roller Min. weight at drum 3000#

Min dynamic force 10,000#

8” 12” 18” 4 4

Medium vibratory drum roller Min. weight at drum 10,000#

Min dynamic force 20,000#

8” 18” 24” 6 6

FIGURES

APPENDICES

Appendix A

Limitations

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.

Appendix B

Boring Logs

TOPSOIL

2-4

0-2

SAND & GRAVEL

SAND & GRAVEL

8-10

S-10 : Dense, grey, fine to coarse GRAVEL, little Sand, traceSilt.

S-9 : Medium dense, grey, fine to coarse SAND and fineGRAVEL, little Silt.

S-8 : Hard, grey, SILT and fine SAND, some coarse Gravel.

S-7 : Hard, grey, SILT and coarse GRAVEL.

S-6 : Dense, grey, SILT, little fine Sand.

S-5 : Dense, grey, fine SAND and SILT.

S-4 : Dense, light brown, medium to coarse SAND and fine tocoarse GRAVEL, little Silt.

SILT, SAND & GRAVEL

GP

1

GP

SW

ML

ML

ML

4-6

SW6-8

SW

SM

25-27

20-22

14-16

12-14

10-12

S-1 : Loose, light brown, fine SAND and SILT.

SM

S-2

S-3 : Dense, light brown, fine to coarse GRAVEL and coarseSAND, little Silt.

S-10

S-9

S-8

S-7

S-6

S-5

9 1220 17

S-3 15 1820 23

S-1

439.3

451.8

461.3

468.3

30

17.5

8

S-4

24/8

GZAGeoEnvironmental, Inc.

24/10

24/16

24/18

24/10

24/18

24/20

2 24 11

24/12

S-2 : Dense, light brown, fine to medium SAND and coarseGRAVEL, little Silt.

24/20

10 1917 16

12 1314 17

21 2542 53

30 3530 19

15 1620 18

13 1919 19

16 1218 37

24/14

StratumDescription

Type of Rig: TruckRig Model: B-61Drilling Method: MRO.D./I.D Dia (in.): 4

Hammer Type: Donut HammerHammer Weight (lb.): 140Hammer Fall (in.): 30

Sampler used throughout unless otherwise noted on the log.

5

10

15

20

25

30

Depth(ft)

Engineers and Scientists

Sample Description & ClassificationModified Burmister

Logged By: J. LenzDrilling Co.: CMI Subsurface InvestigationsForeman: Vinnie Gandolfo

Boring Location: 939465.1315 508506.7036Ground Surface Elev. (ft.):Final Boring Depth (ft.):Date Start/Finish:

Datum: NYSE NAD 83Datum: NAVD 88

TimeSampler Type: SSSampler O.D. (in.): 2.0Sampler Length (in.): 24Rock Core Size: NX

Rem

ark

US

CS

Depth(ft.)

Pen./Rec.

Observ.Stab. Time

Ele

v.(ft

.)

Dep

th(ft

.)

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.

BORING LOGR

EMA

RK

S

Water Depth

Sample

Date

469.350.68/21/2008 - 8/21/2008

Made

FieldTestData

Groundwater Depth (ft.)

No

B - 1

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:07

PM

BORING NO.: B - 1SHEET: 1 of 2PROJECT NO: 41.0161773.00REVIEWED BY:

The ValleyCPV Valley, LLCWawayanda, NY

No.

30-32

GM

ML

45.6-50.6

45-45.6

33.5

35-37

SHALE

GRAVEL

40-42

Sample

Stab. Time

BORING LOGR

EMA

RK

S

Water Depth

GP

GP


418.7

SILT & GRAVEL

8 1316 18

C-1S-14

S-13 24 3453 33

S-11

36 100/1 423.7

429.3

435.8

50.6

45.6

40

S-12

60/41

Dep

th(ft

.)

End of exploration at 50.6 feet.

C-1 : Moderately hard, slightly to moderately weathered, darkgrey, SHALE, slightly to moderately fractured, amorphouswith subhorizontal Joint Fractures.

S-14 : Very dense, grey, medium to coarse GRAVEL, littleSand, trace Silt.

S-13 : Very dense, grey, medium to coarse GRAVEL, littleSand, trace Silt.

S-12 : Hard, grey, SILT and fine to coarse GRAVEL, littleSand.

24 2127 19

SILT & CLAY

7/3

24/10

24/11

24/12

REC=68%RQD=45%

S-11 : Very stiff, grey, SILT and CLAY, trace fine Sand, traceGravel.

StratumDescription




Depth(ft.)

35

40

45

50

55

60

Sampler Type: SSSampler O.D. (in.): 2.0Sampler Length (in.): 24Rock Core Size: NX



Observ.

Depth(ft)


Rem

ark

US

CS

Time

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:07

PM



No.

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

Ele

v.(ft

.)

469.350.68/21/2008 - 8/21/2008

FieldTestData


Sample Description & ClassificationModified BurmisterPen./

Rec. Blows per 6"


NoDate

Made

SILT & SAND

10-12

8-10

6-8

4-6

2-4

0-2 0.5

20-22

SILT & CLAY

TOPSOIL

S-10 : Very stiff, grey, SILT, some Sand, fine Sand in 1/8 inchthick layers.

S-9 : Stiff, grey, Clayey SILT, some Sand, 3 inch layers of fineto coarse Sand.

S-8 : Very stiff, grey, SILT and CLAY, little fine Sand.

S-7 : Very stiff, grey, Clayey SILT, some fine sand, 1/4 to 1/2inch layers of Sand.

S-6 : Very stiff, grey, (SILT and CLAY) with alternating 1-2"layers of fine Sand.

ML

Sample


ML

ML

12-14 ML

14-16

ML

ML

ML

ML

CL

25-27

S-3 : Hard, grey - brown, SILT & CLAY.

ML

S-5 S-5 : Hard, brown, SILT & CLAY, trace Gravel, trace Sand.

15 1515 16

7 812 12

Direct Push

S-10

S-9

S-8

14 2522 22

S-6 9 1312 15

S-4

S-3

S-2

S-1

444.1

463.6

20

S-7

24/18

S-2 : Very stiff, grey - brown, SILT & CLAY.

S-1 : Grey - brown, SILT & CLAY, little fine Sand, topsoil first6".

24/16

24/12

24/10

24/14

7 1215 20

24/16

S-4 : Medium dense, brown, SILT.

24/18

24/16

24/12

8 78 15

6 68 8

10 812 12

8 89 13

24/14


StratumDescription




5

10

15

20

25

30

Depth(ft)





TimeSampler Type: SSSampler O.D. (in.): 2.0Sampler Length (in.): 24Rock Core Size:

Rem

ark

US

CS

Depth(ft.)

Observ.


No. Dep

th(ft

.)

Stab. Time

BORING LOGR

EMA

RK

S

Water Depth

464.1528/20/2008 - 8/21/2008

Ele

v.(ft

.)

No

Pen./Rec.

Made

FieldTestData

Date

B - 2

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:14

PM




45-47

SP

ML

ML

ML

ML

50-52

40-42

35-37

30-32

38.5

Stab. Time

BORING LOGR

EMA

RK

S

Water Depth

1,2

Sample


SILT & SAND

S-12

SAND AND SILT

8 87 7

8 98 9

1,2. Rock stuck in spoon tip. Rig Chatter between 41-43' and 44.5 - 45'.

S-15

28 2124 46

S-13

13 1315 50

S-11

412.1

415.6

425.6

52

48.5

S-14

Dep

th(ft

.)

End of exploration at 52 feet.

S-15 : Medium dense, grey, fine to coarse SAND, some Silt,trace Gravel.

S-14 : Hard, grey, SILT, some medium to coarse Gravel, littleSand. Top 6" of sample medium to coarse Sand and Gravel.

S-13 : Hard, grey, SILT and coarse Gravel, trace Sand.15 1637 46

S-11 : Very stiff, grey, SILT and fine Sand.

SILT, GRAVEL & SAND

24/16

24/14

24/3

24/14

24/12

S-12 : Stiff, grey, SILT and fine Sand.

StratumDescription


35

40

45

50

55

60



Sampler Type: SSSampler O.D. (in.): 2.0Sampler Length (in.): 24Rock Core Size:



Observ.

Depth(ft.)


Rem

ark

US

CSDepth

(ft)

Time


Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:14

PM



B - 2

Date

Ele

v.(ft

.)

No.

464.1528/20/2008 - 8/21/2008



Made

FieldTestData


No

Pen./Rec.

GRAVEL6-8

4-6

2-4

0-2

10-12

CLAYEY SILT

12-14

CLAYEY SILT

SAND & SILT

TOPSOIL

S-10 : Alternating 4 - 7 inch layers of very stiff, grey, ClayeySILT and dense, grey, fine to coarse GRAVEL, some Sand,little Clayey Silt.

S-9 : Medium dense, grey, SILT. (NP)

S-8 : Stiff, grey, SILT, trace fine Sand.

S-7 : Very stiff, grey, Clayey SILT, little fine Sand.

S-6 : Medium stiff, grey, Clayey SILT, little fine Sand. ML

0.3


1

ML

ML

8-10

ML

S-3 : Very stiff, grey, Clayey SILT and fine SAND.

ML

GW

ML

SM

SM

25-27

20-22

14-16 ML

S-2

2 24 3

1. Rock stuck in tip of sampler.

S-10

S-9

S-8

S-7

S-6

S-5 S-5 : Medium dense, brown - grey, SILT, trace Sand. (NP)

S-3

7 118 9

S-1

454

456

458

461.7

8

6

4

S-4

24/10

S-2 : Loose, grey, fine to coarse SAND and Clayey SILT.

S-1 : Loose, brown - grey, fine SAND, some Silt, topsoil top6".

24/20

24/12

24/18

24/22

24/14

3 46 5

24/20

5 1012 20

24/12

24/12

24 1115 22

5 916 18

8 66 10

6 88 7

1 14 6

5 57 9

S-4 : Medium dense, grey, fine to coarse GRAVEL, someSand, little Clayey Silt.

24/20

SampleStratum

Description




5

10

15

20

25

30

Depth(ft)





Datum: NYSE NAD 83

07:00

Datum: NAVD 88


4.5

Rem

ark

US

CS

Depth(ft.)

33 hrs07:00 19 hrs


Ele

v.(ft

.)

Dep

th(ft

.)

Stab. Time

BORING LOGR

EMA

RK

S

14:00

Water Depth

3.6160 hrs

462.0758/12/2008 - 8/13/2008

FieldTestData

4.0


8/15/08

Date

8/20/08

B - 3

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:20

PM



No.Pen./Rec.

8/14/08

ML

35-37


GP

ML

ML

ML

55-57

50-52

45-47

ML

BORING LOG

48.5E

lev.

(ft.)

Dep

th(ft

.)

Sample

Stab. Time

30-32

REM

AR

KS

14:00

Water Depth

3.619 hrs

S-14

40-42

14 2116 16

22 1920 26

10 2030 27

11 1323 26

10 1510 15

24/12

S-15

24/14

S-13

S-12

S-11

407

413.5

55S-16

S-13 : Hard, grey, Clayey SILT, little Gravel.

GRAVEL

SILT & SAND

CLAYEY SILT

S-16 : Very dense, dark grey, fine to coarse GRAVEL, littleSand, little Silt.

50 5036 22

S-14 : Hard, grey, Clayey SILT , trace Gravel.

S-12 : Hard, grey, SILT and CLAY, trace Sand, trace Gravel.

S-11 : Very stiff, grey, SILT and CLAY.

24/20

24/16

24/20

24/14

S-15 : Hard, grey, SILT and fine SAND.

35

40

45

50

55

60

33 hrs

StratumDescriptionDepth

(ft.)




07:00


Datum: NYSE NAD 83

07:00

Datum: NAVD 88



Rem

ark

US

CS

160 hrs

B - 3

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:20

PM

8/14/08


No.

8/20/088/15/08



4.5

Depth(ft)



Date

Pen./Rec.

462.0758/12/2008 - 8/13/2008

FieldTestData

4.0


SHALE

Sample

GP

70-75

65.01-70

65-65.01

60-62

REM

AR

KS

Dep

th(ft

.)

19 hrs


BORING LOG

GRAVEL

14:00

Water Depth

3.6

Stab. Time

75

C-2

C-1S-18

S-17 18 3357 48

39750/0.25"

65

462.0758/12/2008 - 8/13/2008


Datum: NYSE NAD 83

07:00

387

60/54


C-2 : Moderately hard, slightly weathered, dark grey SHALE,moderately to slightly fractured with subhorizontal to verticalJoint Fractures.

C-1 : Moderately hard, slightly weathered, dark grey, SHALE,moderately to slightly fractured with subhorizontal tomoderately dipping Joint Fractures.

S-18 : No recovery.60/510.25/0

24/18

REC=90%RQD = 68%

REC=85%RQD = 60%

S-17 : Very dense, dark grey, fine to coarse GRAVEL, littleSand, little Silt.





65

70

75

80

85

90

Ele

v.(ft

.)

Time07:00



StratumDescriptionR

emar

k

US

CS

Depth(ft.)

33 hrs

Depth(ft)

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:21

PM



B - 3

No.

160 hrs8/20/088/15/08


4.0


Rec.

4.5

FieldTestData

Datum: NAVD 88


8/14/08Date

12-14

10-12

8-10

6-8

4-6

2-4

0-2

S-6 : Stiff, grey - brown, Clayey SILT.

25-27

SILT & SAND

SILTY CLAY

SANDTOPSOIL

S-10 : Very stiff, grey, SILT, trace fine Sand.

S-9 : Very stiff, grey, SILT, little Sand, 1/8 inch thick layers offine Sand.

S-8 : Stiff, grey, SILT, little Sand.

4.8

ML

0.5

Sample


14-16

ML20-22

ML

ML

ML

CL

CL

CL

SM

S-5 : Very stiff, grey- brown, Clayey SILT.

ML

S-4

11 1719 26

4 55 9

3 55 5

S-10

S-9

S-8

S-7 S-7 : Stiff, grey, SILT, little Sand, 3 inch layer of fine Sand.

S-5

6 65 6

S-3

S-2

S-1

450.8

460.8

462.3

12

2

S-6

24/12 S-4 : Very stiff, brown, Silty CLAY, trace Gravel.

S-3 : Hard, grey - brown, Silty CLAY, trace Gravel.

S-2 : Stiff, grey - brown, Silty CLAY, little Gravel, trace Sand.

S-1 : Medium dense, brown, fine to medium SAND, little SiltyClay, trace Gravel, occasional root.

24/18

24/16

24/20

24/16

7 812 15

24/18 5 79 10

24/14

24/16

24/16

5 1515 14

18 1514 17

4 46 5

6 78 6

Water Depth

24/18

StratumDescription



Sampler used throughout unless otherwise noted on the log.94 hrs

5

10

15

20

25

30

Depth(ft)




Datum: NYSE NAD 83

12:00

Datum: NAVD 88


Rem

ark

US

CS

Depth(ft.)

08:00

Dep

th(ft

.)

8/19/088/18/08


Sample Description & ClassificationModified Burmister E

lev.

(ft.)

18 hrsStab. Time

BORING LOGR

EMA

RK

S

08:00

Date

Pen./Rec.

5.6

FieldTestData

3.9


8/15/08

No.

114 hrs

B - 4

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:29

PM



462.8828/13/2008 - 8/14/2008

55-57

1

SM

ML

GW

ML

ML


50-52

45-47

40-42

35-37

30-32

45

ML

Dep

th(ft

.)

18 hrsStab. Time

BORING LOG

08:00

Water Depth

4.8

Sample

REM

AR

KS

S-12

2 47 6

8 76 7

5 79 6

1. 12 inches of grey wash at top of spoon.

S-16

S-15

S-13

31 2528 28

S-11

402.8

414.8

417.8

60

48

S-14

S-11 : Very stiff, gray, SILT, little fine Sand, 1/8 inch thickseam of fine Sand every 2 - 3 inches.

SILT & SAND

GRAVEL

SILT & SAND

S-16 : Very dense, grey, fine SAND and SILT, little Gravel.

S-15 : Hard, grey, SILT, some fine Sand.

S-14 : Medium dense, grey, fine to coarse GRAVEL, somefine Sand, little Silt.

6 37 13

S-12 : Stiff, grey, SILT, some fine Sand, 1/8 - 1 inch thickseam of fine Sand every 2 - 4 inches.

12 1320 27

24/16

24/12

24/14

24/12

24/18

24/16

S-13 : Stiff, grey, SILT, some fine Sand, 1/8 - 1/2 inch thickseam of fine Sand every 2 - 4 inches.

94 hrs

StratumDescription


Ele

v.(ft

.)

35

40

45

50

55

60



08:00


Datum: NYSE NAD 83

12:00

Datum: NAVD 88

Time

Depth(ft.)



Rem

ark

US

CSDepth

(ft)Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:29

PM



114 hrs

No.

Date

8/19/088/18/08


462.8828/13/2008 - 8/14/2008



B - 4

5.6

FieldTestData

3.9


8/15/08

Pen./Rec.

61-62

GW

ML

GW

77-82

72-77

SILT & SAND

65-67

60-61

SHALE

70-72

61

Stab. Time

BORING LOGR

EMA

RK

S

08:00

Water Depth

GP

Sample


GRAVEL

4.8

S-17a

27 7736 110

22 2621 15

C-2

C-1

S-19

GRAVEL

S-17b

REC=100%RQD=73%

380.8

390.8

397.8

401.8

82

72

65S-18

60/60


C-2 : Moderately hard, slightly weathered, dark grey SHALE,slightly fractured with moderately dipping Joint Fractures.

C-1 : Moderately hard, slightly weathered, dark grey SHALE,moderately to slightly fractured with moderately, dipping JointFractures.

S-19 : Very dense, grey, medium to coarse GRAVEL, someSand, trace Silt.

S-18 : Very dense, grey, medium to coarse GRAVEL and fineto coarse SAND, trace Silt.

S-17b : Hard, grey. SILT and fine SAND.

78 5144 100/1/4"

REC=83%RQD=45%

60/50

24/16

24/10

/

24/12 S-17a : Dense, grey, fine to coarse GRAVEL and fine tocoarse SAND, little Silt.

StratumDescription




Depth(ft) Depth

(ft.)

65

70

75

80

85

90

18 hrs



Datum: NYSE NAD 83

12:00

Datum: NAVD 88

94 hrs08:00


Rem

ark

US

CS


Time


TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:29

PM



No.

8/18/08

B - 4

Ele

v.(ft

.)

Dep

th(ft

.)

8/19/08


Rec.

5.6

Blows per 6"

3.9


8/15/08Date

114 hrs

462.8828/13/2008 - 8/14/2008

FieldTestData

S-10 : Soft, grey, SILT and CLAY, 1/2 - 3/4 inch Clay layersevery 2 -3 inches.

CLAY & SILT

SILT

SILTY CLAY

SILT

CLU-1 : Grey, SILT and CLAY.

2-4

S-9 : Soft, grey, SILT and CLAY.

S-8 : Stiff, grey, SILT, little fine Sand, 1/8 inch thick fine sandseam every 2 - 3 inches.

S-7 : Stiff, grey, SILT, trace fine Sand.

S-6 : Very stiff, brown - grey, SILT, little Gravel.

S-5 : Very stiff, brown - grey, SILT, trace fine Sand.

S-4 : Very stiff, brown - grey, CLAY and SILT.

S-3 : Very stiff, brown - grey, Silty CLAY, some Sand, littleGravel.

S-2 : Medium dense, brown - grey, SILT, trace Sand. (NP)

TOPSOIL

25-27

0.5

CL

ML

ML

ML

ML

CL

CL

28-30

0-2

20-22

14-16

12-14

10-12

8-10

6-8

4-6

24/22

MLS-2

S-1 : Stiff, brown - grey, Silty CLAY, trace Sand, top 6"topsoil.

U-1

S-10

S-9

S-8

S-7

S-6

S-5

1 36 5

S-3

5 49 6

S-1

442.1

452.1

456.1

459.6

18

8

4

S-4

Shelby Tube 1

24/18

24/16

24/20

24/6

24/20

24/20

24/18

1. Tv = 0.35 tsfTv = 0.37 tsf

24/14

24/22

1 21 1

WOR 22 2

6 67 5

3 54 5

3 78 10

2 79 8

5 711 12

3 79 6

24/16

5

10

15

20

25

30




CL

Depth(ft)





TimeObserv.

StratumDescription


Rem

ark

US

CS

Depth(ft.)


Water Depth

Pen./Rec. E

lev.

(ft.)

Dep

th(ft

.)

Stab. Time

BORING LOG

Sample


REM

AR

KS

Blows per 6"

460.1828/15/2008 - 8/19/2008

FieldTestData


NoDate

Made

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:37

PM



No.

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

45-47

50-52

55-57

GW

SW

SW

GW

GW


30-32

Water Depth

REM

AR

KS

BORING LOG

Stab. Time

Dep

th(ft

.)

Ele

v.(ft

.)

35

Sample

24/22

425.1

S-11

S-12

S-13

S-14

S-15

S-16

WOR 35 7

15 1516 20

20 2019 30

28 2527 24

90 6060 48

37 2845 51

40-42 S-13 : Dense, grey, fine to coarse SAND, some fine to coarseGravel and in alternating layers of 4 - 6", little Silt.

GRAVEL & SAND

CLAY & SILT

S-16 : Very dense, dark grey, fine to coarse GRAVEL andmedium to coarse SAND, trace Silt.

24/0

S-14 : Very dense, grey, medium to coarse SAND and fine tocoarse GRAVEL, trace Silt, alternating layers of 4-6 inches.

24/20 S-12 : Dense, grey, fine to coarse GRAVEL, some Sand,trace Silt.

S-11 : No recovery. Rock stuck in spoon tip.

24/16

24/18

24/22

35-37

S-15 : Very dense, dark grey, fine to coarse GRAVEL andmedium coarse SAND, trace Silt.

US

CS




StratumDescription

35

40

45

50

55

60

Rem

ark



Observ.Time

Datum: NAVD 88Datum: NYSE NAD 83Boring Location: 939474.1581 509555.7233

Ground Surface Elev. (ft.):Final Boring Depth (ft.):Date Start/Finish:

Depth(ft.)


No.



TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:37

PM

Blows per 6"

B - 5

DateNo

460.1828/15/2008 - 8/19/2008

Depth(ft)




Rec.

Made

FieldTestData

70.1-75

Ele

v.(ft

.)

SW

GW

75-77

70-70

65-67

60-62

SHALE

77-82

Water Depth

70

Stab. Time

BORING LOG


Sample


REM

AR

KS

C-1 REC=85%RQD=85%

100/0"

24 3942 52

29 3842 40

GRAVEL & SAND

C-2

S-19

S-18

S-17

378.1

390.1

82

C-3 60/48 C-3 : Moderately hard, slightly weathered, morphous, darkgrey, SHALE, slightly to moderately fractured withsubhorizontal Joint/Fractures.

C-2 : Moderately hard, slightly weathered, amorphous, darkgrey, SHALE, moderately fractured with subhorizontalJoint/Fractures.

C-1 : Moderately hard, very slightly to slightly weathered,amorphous, dark grey, SHALE. Slightly fractured withsubhorizontal Joint/Fractures.

S-19 : No Recovery

S-18 : Very dense, dark grey, medium to coarse SAND andfine to coarse GRAVEL, trace Silt.

REC=88%RQD= 50%

REC=80%RQD=53%

24/21

60/5160/51

24/18

24/18 S-17 : Very dense, dark grey, fine to coarse GRAVEL andmedium to coarse SAND. 1.5 inch layer of fine Sand, traceSilt.

Dep

th(ft

.)StratumDescriptionDepth

(ft.)




Observ.





Rem

ark

US

CS

No.

B - 5

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:38

PM


65

70

75

80

85

90



Made

460.1828/15/2008 - 8/19/2008

Depth(ft)



Date

Pen./Rec.

No

FieldTestData


S -10 : Stiff, grey, SILT and CLAY, approximately 1 inch layerof Silt and 1/2 - 1 inch layer of Clay, trace Gravel.

S -1 : Stiff, grey - brown, Clayey SILT, little Sand, topsoil top4".

SAND AND SILT

SILT & CLAY

SANDY SILT

CLAY & SILT

SAND

TOPSOIL

S - 9 : Very stiff, grey, Clayey SILT, trace Sand, trace Gravel.

S - 8 : Stiff, gray, SILT and CLAY, trace Sand, approximately1inch layer of Silt and 1/2 - 1 inch layer of Clay.

S - 7 : Stiff, gray, SILT and CLAY, trace Sand, approximately1 inch layer of Silt and 1/2 - 1 inch layer of Clay.

S - 6 : Medium dense, brown - grey, SILT, little fine Sand.(NP)

S - 5 : Stiff, brown - grey, SILT and fine SAND, little Gravel.

S - 4 : Stiff, grey, SILT, some Gravel, little Sand.

S - 3 : Top 6": brown, SILT and CLAY. Medium dense, grey,fine SAND, some Silt.

CL

CLAY & SILT

14-16

0.3

CL

ML

ML

ML

CL

SP

CL

20-22

24/18

12-14

10-12

8-10

6-8

4-6

2-4

0-2

25-27

454.3

S - 2 : Medium dense, gray - brown, medium to fine SAND,little Silt.

S -7

S -6

S -5

S -4

S -3

S -2

S -1

S -9

448.8

S-10

454.8

456.8

458.5

28.5

10

4.54

2

430.3

5 88 13

24/16

24/22

24/22

24/14

24/8

24/12

24/18

24/18

S -8

4 47 7

CL

3 46 9

5 68 10

3 610 15

3 65 6

5 85 5

8 67 8

5 87 7

6 55 4

24/12

FieldTestData


StratumDescription

Depth(ft)



Rec.

CL

5

10

15

20

25

30

Rem

ark



TimeSampler Type: SSSampler O.D. (in.): 2.0Sampler Length (in.): 24Rock Core Size:


Sampler used throughout unless otherwise noted on the log. 5.6

US

CS

Depth(ft.)


Water Depth

Ele

v.(ft

.)

Dep

th(ft

.)

Stab. Time

BORING LOGR

EMA

RK

S

Sample


09:00


Groundwater Depth (ft.)Date

116 hrs

B - 6

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:44

PM

458.8528/20/2008 - 8/20/2008


No.

8/26/08


Blows per 6"

45-47

GP

ML

ML

SM

SM

GRAVEL & SAND50-52

40-42

35-37

30-32

38.5

Stab. Time

BORING LOGR

EMA

RK

S

09:00Sample


SILT AND SAND

Water Depth

S -12

20 2320 25

13 1619 18

13 1413 20

S -15

S -13

S -11

406.8

410.8

420.3

52

48

S -14

SAND AND SILT


S - 15 : Dense, grey, medium to coarse GRAVEL, little Sand,little Clayey Silt.

S - 14 : Very stiff, gray, Clayey SILT, little fine Sand.

S - 13 : Hard, grey, Clayey SILT and fine Sand, alternating 1/2- 1 inch layers.

9 1013 13

S - 11 : Medium dense, grey, fine SAND and Clayey Silt,alternating 1/2 - 1 inch layers.

21 2226 24

24/6

24/22

24/16

24/20

24/20

Ele

v.(ft

.)

S - 12 : Medium dense, grey, fine SAND, and Clayey Silt,alternating 1/2 - 1 inch layers.

StratumDescription




Depth(ft.)

35

40

45

50

55

60




Sampler Type: SSSampler O.D. (in.): 2.0Sampler Length (in.): 24Rock Core Size:

Rem

ark

US

CS


Time


TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:45

PM



No.

8/26/08

B - 6

458.8528/20/2008 - 8/20/2008

5.6

Dep

th(ft

.)Sample Description & ClassificationModified BurmisterPen./

Rec. Blows per 6"

FieldTestData

Depth(ft)

Groundwater Depth (ft.)Date

116 hrs

SILT & CLAY

10-12

8-10

6-8

4-6

2-4

0-2

20-22

SILTY CLAY

TOPSOIL

S-10 : No recovery.

S-9 : Very stiff, grey, SILT, trace fine Sand.

S-8 : Stiff, grey, Clayey SILT and fine Sand.

S-7 : Stiff, grey, SILT and CLAY, approximately 1 inch layer ofSilt and 1 inch layer of Clay.

S-6 : Stiff, grey, SILT and CLAY, approximately 1 inch layer ofSilt and 1 inch layer of Clay.

CL

0.5

Sample


ML

12-14 CL

14-16

CL

CL

CL

CL

CL

25-27

S-3 : Very stiff, brown, Silty CLAY, trace Sand.

CL

S-5 S-5 : Top 1': Hard, brown, Silty CLAY, trace Sand. Bottom 1':Stiff, grey, CLAY and SILT, little Sand.

7 1112 15

5 812 12

4 45 6

S-10

S-9

S-8

5 106 9

S-6 4 56 6

S-4

S-3

S-2

S-1

449.5

458

9

S-7

24/20

S-2 : Very stiff, grey - brown, Silty CLAY, trace Sand.

S-1 : Stiff, grey - brown, Silty CLAY, trace Sand, topsoil in top6 inches.

24/0

24/18

24/6

24/18

25 2325 26

24/22

S-4 : Hard, brown, Silty CLAY, trace Sand.

24/20

24/20

24/16

7 45 7

2 613 13

4 66 5

4 56 6

24/18

StratumDescription




5

10

15

20

25

30

Depth(ft)






Rem

ark

US

CS

Depth(ft.)

Observ.

Dep

th(ft

.)


Ele

v.(ft

.)


Stab. Time

BORING LOGR

EMA

RK

S

Water Depth

458.5518/19/2008 - 8/20/2008

Pen./Rec.

Made

FieldTestDataNo.



NoDate

B - 7

Blows per 6"

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:50

PM


Sample

33

30-32

35-37

40-40.6

46-51

CL

GP

GP

REM

AR

KS

Ele

v.(ft

.)

Dep

th(ft

.)

BORING LOG


Water Depth Stab. Time

24/2

46

51

425.5

412.5

407.5

S-11

S-12

S-13

C-1

3 44 4

16 2022 20

50 50/1"

S-12 : Dense, grey, coarse GRAVEL, little Sand, little SiltyClay.

SHALE

GRAVEL & SAND

SILT & CLAY


REC=88%RQD=77%

S-13 : Very dense, grey, coarse GRAVEL, little Sand, traceSilty Clay.

S-11 : Medium stiff, grey, Silty CLAY.

60/53

7/4

24/8

C-1 : Moderately hard, slightly weathered, amorphous, darkgrey, SHALE, slightly fractured with subhorizontalJoint/Fractures.

US

CS




StratumDescription

Observ.



Depth(ft.)



Rem

ark


Date

B - 7

Blows per 6"



No.


458.5518/19/2008 - 8/20/2008

TEM

PLA

TE B

OR

ING

GZA

; 10/

22/2

008;

4:2

5:51

PM

Depth(ft)


No

35

40

45

50

55

60

Pen./Rec.

Made

FieldTestData


Appendix C

Rock Core Photographs

GZA

Geo

Env

ironm

enta

l, In

cE

ngin

eers

and

Sci

entis

ts44

0 N

inth

Ave

nue,

18t

hFl

oor

New

Yor

k, N

ew Y

ork

1000

1(2

12)5

94-8

140

(2

12) 2

79-8

180

NO

SC

ALE

CP

V V

alle

y E

nerg

y C

ente

rW

away

anda

, NY

Roc

k C

ore

Phot

ogra

phs

PLATE NO.

JOB NO. 41.161773.00

PR

OJ

MG

R:

PBP

RE

VIE

WE

D B

Y: P

BP

DAT

E: 1

0/15

/08

©20

08 -

GZA

Geo

Env

ironm

enta

l, In

c.

1

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

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

Appendix D

Well Logs

Well No. B-1

Project: The Valley Location: Wawayanda, NY Page 1 of 1

Project No.: 41.0161773.00 Contractor: Water Levels

Surface Elevation: 469.1 Driller: CMI Date Time Depth

Top of PVC Depth measured 8/25/08 7:00 0.28

Casing Elevation: below G.S. GZA Rep.: J. Lenz

Datum: NGVD 88 Date of Completion:

Depth (ft) Ground Surface Cap Type: Locking Standpipe

Borehole diameter (in.): 4-inch

1.5 Concrete Seal

Top of Riser

0 Backfill:

Top of Backfill

Riser Pipe

-2

Top of Seal

-5 Bentonite Seal

Bottom of Seal

-28.5

Top of Screen Filter pack

Well screen

I.D. 2 inches

O.D. 2.375 inches

Slot size inches

Type 10-slot

-48.5 Bottom Cap

Bottom of Screen

-50.6 Bottom of Borehole

Bottom of Boring

8/21/2008

G.S.

GZA GEOENVIRONMENTAL OF NEW YORKEngineers and Scientists

\161184\boringlogs\Deep Well Logs B1+B5.xls

Well No. B-5

Project: The Valley Location: Wawayanda, NY Page 1 of 1

Project No.: 41.0161773.00 Contractor: Water Levels

Surface Elevation: 460.1 Driller: CMI Date Time Depth

Top of PVC 9/2/08 5.32

Casing Elevation: 462.0 GZA Rep.: J. Lenz

Datum: NGVD 88 Date of Completion:

Depth (ft) Ground Surface Cap Type: Locking Standpipe

Borehole diameter (in.): 4-inch

3 Concrete Seal

Top of Riser

0 Backfill:

Top of Backfill

Riser Pipe

-10

Top of Seal

-13 Bentonite Seal

Bottom of Seal

-37

Top of Screen Filter pack

Well screen

I.D. 2 inches

O.D. 2.375 inches

Slot size inches

Type 10-slot

-57 Bottom Cap

Bottom of Screen

-82 Bottom of Borehole

Bottom of Boring

8/21/2008

GZA GEOENVIRONMENTAL OF NEW YORKEngineers and Scientists

\161184\boringlogs\Deep Well Logs B1+B5.xls

Appendix E

Electrical Resistivity Results

ELEC. RESISITIVITY LOCATIONS

440 NINTH AVENUE, 18th FLOOR SHEET

NEW YORK, NEW YORK 10001 GZA PROJECT NO.

PROJECT LOCATION

ELECTRICAL RESISTIVITY SURVEY- WENNER CONFIG. EL PROFILE COORDINATES See Boring Location Plan E

TYPE OF SURV. EQUIPMENT: AEMC 4500 GROUND SURFACE EL.(FT) DATUM

SERIAL NO: 01L 17906Dv DATE START DATE END

CALIBRATION DATE/EXPIRATION:

GZA ENGINEER:

WEATHER: Clear

TEMPERATURE: 80

TEST ARRAY TESTING CURRENT SPACING

TEST NO. LOCATION ALIGNMENT RANGE I a R

N-S E-W NE-SW (Ohms) (mA) ( ft) ( Ohms) (Ohm_ft) (Ohm_cm)

R-1 X 200 2 2.5 85.2 1338.32 40,792

R-1 X 200 2 5 15.8 496.37 15,129

R-1 X 200 2 10 4.6 289.03 8,810

R-1 X 200 2 20 1.9 238.76 7,277

R-1 X 200 2 30 1.4 263.89 8,043

R-1 X 20 2 50 1.02 320.44 9,767

R-1 X 20 2 100 0.59 370.71 11,299

R-1 X 200 2 2.5 61.9 972.32 29,636

R-1 X 200 2 5 19.6 615.75 18,768

R-1 X 200 2 10 5.2 326.73 9,959

R-1 X 200 2 20 2.0 251.33 7,660

R-1 X 20 2 30 1.35 254.47 7,756

R-1 X 20 2 50 0.92 289.03 8,810

R-1 X 20 2 100 0.56 351.86 10,725

R-2 X 200 10 2.5 12.6 197.92 6,033

R-2 X 200 10 5 5.7 179.07 5,458

R-2 X 20 10 10 2.68 168.39 5,133

R-2 X 20 10 20 1.67 209.86 6,396

R-2 X 20 10 30 1.34 252.58 7,699

R-2 X 20 10 50 1.06 333.01 10,150

R-2 X 20 10 100 0.8 502.65 15,321

R-2 X 200 10 2.5 14.1 221.48 6,751

R-2 X 200 10 5 5.3 166.50 5,075

R-2 X 20 10 10 2.87 180.33 5,496

R-2 X 20 10 20 1.7 213.63 6,511

R-2 X 20 10 30 1.37 258.24 7,871

R-2 X 20 10 50 1.1 345.57 10,533

R-2 X 20 10 100 0.83 521.50 15,895

RESISTIVITY REMARKS: NR* - No Reading due to excessive transient noise and/or electrode resistance

(Ohm_cm) All tests performed in accordance with ASTM G-57-95a and ANSI/IEEE Std. 81

CLAY and saturated SILT 0-10000 RESISTIVITY (Ro) = 2* π *a*R

Sandy CLAY and wet silty SAND 10000-25000 Ro-apparent resisitivity to depth " a " I - El. Current ( Amperes)

Clayey SAND and saturated SAND 25000-50000 a=Spacing between electrodes (ft) E- Induced Potential (Volts)

SAND 50000-150000 R-Resistance (Ohms) C-Outside Electrodes

GRAVEL 150000-500000 Battery P-Inside Electrodes

Weathered ROCK 100000-200000 I (Amperes)

Sound ROCK 150000-4000000

Ground Surface Electrodes

C1 P1 P2 C2

6

7

1

2

7

3

4

SOIL TYPES*

2

See Boring Location Plan

5

6

3

4

5

6

7

2

4

5

August 18, 2008August 14, 2008

1

2

RESISTANCE

Jennifer Lenz

SOIL ELECTRICAL RESISTIVITY DATA LOG

EL. RESISITIVITY LOCATIONS: See Boring Location Plan

E (Volts)

APPARENT RESISTIVITY

Ro

Wawayanda, NY

41.0161773.00

1 OF 1

5

1

* Ralph B. Peck, Foundation Engineering, 2nd

Edition

Feb 2009

3

4

7

6

1

3

GZA GEOENVIRONMENTAL OF NEW YORK

GEOTECHNICAL CONSULTANTS

CPV Valley, LLC

The Valley

Wawayanda, NY

a aa

G\Share\Spec. Stationary\Electrical Resisitivity.xls

Appendix F

Laboratory Test Results

Appendix G

Foundation Loads and Settlement Criteria

CPV Valley Project - PRELIMINARY

Allowable Settlements, Bearing Pressures, and Approximate Foundation Sizes

Preliminary estimated foundation sizes, bearing pressures, max. allowable settlements and max.

allowable differential settlements for major foundations for CPV Valley Project

NOTE: 1. DL = Dead load

2. DL+LL+OP = Dead Load+Live Load+ Operating Load

3. Differential settlements as listed below are based on 40 feet distance between two

consecutive load points on foundation.

COMBUSTION TURBINE/GENERATOR FOUNDATION (ITEMS 1&2)

STAGE Loading Conditions

Max Allowable

Settlement (Total)

Max Allowable

Differential

Settlement

Average

Pressure (ksf)

1 DL 3/4" 1/2" 3.000

2 DL + LL + OP 1" 3/4" 3.500

MAT SIZE: 110'x50'x5' thick

STEAM TURBINE/GENERATOR FOUNDATION (ITEM 3)


Max Allowable

Settlement (Total)

Max Allowable

Differential

Settlement

Average

Pressure (ksf)

1 DL 3/4" 1/2" 3.000

2 DL + LL + OP 1" 3/4" 4.000


HRSG FOUNDATION (ITEMS 4&5)


Max Allowable

Settlement (Total)

Max Allowable

Differential

Settlement

Average

Pressure (ksf)

1 DL 3/4" 1/2" 2.500

2 DL + LL + OP 1" 3/4" 3.000

MAT SIZE: 150'x50'x3.5' thick

FIELD ERECTED TANK FOUNDATIONS (ITEMS 16&20)


Max Allowable

Settlement (Total)

Max Allowable

Differential

Settlement

Average

Pressure (ksf)

1 DL + Contents 3" 3/4" 3.000

RINGWALL SIZE: 40'~60'x1.5'x3' DEEP

TRANSFORMER FOUNDATIONS (ITEMS 8, 9, 10)


Max Allowable

Settlement (Total)

Max Allowable

Differential

Settlement

Average

Pressure (ksf)

1 DL + Contents 1" 1/2" 3.000


1 10/7/2008

Buildings

Pre-Engineered Buildings are 1 to 2 story relatively lightly loaded

Typical column load foundation pressure 2-3 kips/sq-ft with floor load of 300 psf.

Miscellaneous Foundations

Pipe Supports and Pipe Bridge

Diesel Generator

Mats for Miscellaneous Equipment

Mat Load 1-3 ksf

The allowable settlement for these mats is 1" maximum

during construction and less than and equal to 1/2" maximum for post construction.

Not currently known are loads for Item 13 Air Cooled Condenser or Item 12 switchyard structures.

These can typically be shallow foundations if an allowable bearing pressure of 3 ksf is feasible for

spread or strip footings.

2 10/7/2008

Documents

Appendix 11-B Preliminary Geotechnical Investigation - CPV 11-B... · Appendix 11-B Preliminary Geotechnical Investigation . ... Boring Logs Appendix C: Rock Core Photographs