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French and Parrello Associates, P.A.

TABLE OF CONTENTS ABSTRACT............................................................................................................................ 1

INTRODUCTION .................................................................................................................... 2 Existing Conditions & Site History............................................................................................ 2

SUBSURFACE EXPLORATION............................................................................................ 2 Test Pits ...................................................................................................................................... 3 Test Borings ................................................................................................................................3 Soil Resistivity Testing ...............................................................................................................3

LABORATORY TESTING...................................................................................................... 4

SITE CONDITIONS ................................................................................................................ 4 Regional Geology....................................................................................................................... 4 Subsurface Conditions................................................................................................................ 4 Seismicity ....................................................................................................................................5

DISCUSSION AND RECOMMENDATIONS.......................................................................... 5 General ........................................................................................................................................6 Liquefaction Assessment.......................................................................................................6 Settlement Considerations .....................................................................................................6 Groundwater Considerations ................................................................................................6 Pile Foundations ..........................................................................................................................6 Minimum Tip Elevations & Embedment Lengths..................................................................7 Lateral Pile Capacity ............................................................................................................8 Pile Installation Criteria .......................................................................................................8 Pile Drivability & Structural Design ....................................................................................9 Construction Vibrations from Pile Driving...........................................................................9 Seismic Design Considerations ...........................................................................................10 Foundation Excavation & Subgrade Recommendations...........................................................10 Below Grade Walls ...................................................................................................................11 Pavement ...................................................................................................................................11 Pavement Subgrade Preparation ........................................................................................11

CLOSING & LIMITATIONS..................................................................................................12

French and Parrello Associates, P.A.

TABLE OF CONTENTS (Continued)

LIST OF FIGURES

Figure No. 1 Liquefaction Analysis

LIST OF DRAWINGS

Drawing No. 1 Regional Location Plan Drawing No. 2 Test Pit & Boring Location Plan

Drawing No. 3 Geologic Cross-Sections Drawing No. 4 Geologic Cross-Sections Drawing No. 5 Analytical Soil Profile

LIST OF APPENDICES

Appendix A Test Pit Logs Appendix B Test Boring Logs Appendix C Laboratory Test Results Appendix D Gradational Envelopes

ABSTRACT

A subsurface exploration and geotechnical engineering evaluation have been performed in connection with the proposed improvements to the Gowanus Power Plant. Based upon project information provided to us by Burns and Roe Enterprises, Inc. the proposed improvements will include the construction of a power generating facility consisting of gas turbines, SCR’s, stacks, transformers and associated equipment. It is our further understanding that the equipment will be similar in nature to the existing two turbines located north of the pier. The final locations of the structures have not yet been determined. Geotechnical parameters are offered within the text of this report to facilitate the design of the proposed improvements. This report presents the results of our subsurface exploration and includes our geotechnical evaluation and recommendations toward the design and construction for the foundation support of the proposed improvements. In general, our subsurface exploration encountered granular fill underlain by marine tidal marsh deposits and glacial soils. The groundwater level was encountered at depths ranging from approximately 4 feet to 7 feet below the existing ground surface. Our evaluation of the subsurface soil and groundwater conditions indicate that deep foundations will be required to support the anticipated improvements. It is our opinion that the proposed structures may be supported on closed-end, concrete filled steel pipe piles bearing within the dense glacial till. Based upon our preliminary pile capacity analyses of the 12.75-inch diameter steel pipe piles, 14-inch diameter steel pipe piles and taper tube piles, allowable vertical pile capacities ranging from 40 to 80 tons can be achieved. Depending upon the selected pile, we estimate that pile embedment lengths will be on the order of 70 to 130 feet.

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INTRODUCTION This report presents the results of our Subsurface Exploration and Geotechnical Engineering Evaluation performed in connection with the proposed improvements to the Gowanus Power Plant. The project site is situated along the Gowanus Bay west of 2nd Avenue, and between 27th and 28th Streets in Brooklyn, New York. A map indicating the regional location of the project site is presented on Drawing No. 1, “Regional Location Plan.” It is our understanding that the improvements include the construction of a power generating facility consisting of gas turbines, SCR’s, stacks, transformers and associated equipment. It is our further understanding that the equipment will be similar in nature to the existing two turbines located north of the pier. The final location of the structures has not yet been determined. We anticipate minimal amounts of fill will be required to regrade the site. The purpose for our involvement on the project at this time was to perform a subsurface exploration and geotechnical engineering evaluation to facilitate the design and construction of the proposed improvements. Our scope of work included the subcontracting of 13 test borings and 11 test pits, technical observation of field work, laboratory testing of the selected soil samples, geotechnical engineering evaluation of the acquired data and preparation of this geotechnical report. Our services were performed in accordance with our proposal dated October 15th, 2007. Existing Conditions & Site History The project site is currently undeveloped and relatively level. Access to the site is provided from the east. The site is surrounded by the Gowanus Bay to the north, south and west and a steel bulkhead situated along the north and south limits. The surface of the site is covered with isolated areas of gravel, asphalt and concrete. Based on the results of a recent geophysical study performed by others, the site is underlain by reinforced and un-reinforced concrete slabs and walls as well as buried metal debris. Based on discussions with employees of the Gowanus Power Plant, the site was previously occupied by a tile manufacturing plant, which has been demolished. It is not known what type of foundations were used to support the previous structures or to what extent they had been removed. A portion of the southern bulkhead was recently reconstructed. The new steel tie rods extend approximately 30 feet behind the bulkhead and the majority of the tie rods are visible at the ground surface. SUBSURFACE EXPLORATION French & Parrello Associates observed the performance of 11 test pits on November 27th, 2007 and 13 test borings during the time period from November 15th through December 1st, 2007 to characterize the subsurface soil and groundwater conditions at the project site. The field work


was performed by subcontractors while under the full-time technical observation by a representative of French & Parrello Associates. A portable Photo-Ionization Detector (PID) was utilized to measure the concentration of potential volatile organic vapors during soil sampling. The approximate test pit and test boring locations are presented on Drawing No. 2, “Test Pit and Boring Location Plan.” We note that the number, location and depth of the test pits and borings were selected by Burns and Roe Enterprises, Inc. Test Pits The test pits, designated as TP-1 through TP-11, were excavated to depths ranging from approximately 3.5 feet to 7 feet below the existing ground surface using a rubber tire excavator. The exposed soil profiles were classified in accordance with the Burmister Soil Classification System. The depth to groundwater was measured upon the completion of each test pit. During the performance of the test pits, emphasis was placed on estimating the quantity and nature of miscellaneous construction debris. Soil classifications, recorded groundwater depths and percentages of debris within the surficial fills are noted on the test pit logs in Appendix A. Test Borings The test borings, designated as B-1 through B-13, were advanced to depths ranging from approximately 102 feet to 142 feet below existing grade using mud rotary drilling techniques. Soil samples were obtained by advancing a standard two-inch diameter split-spoon sampler in accordance with ASTM Test Method D-1586, The Standard Penetration Test. We note that the two soil samples at depths of 130 feet and 135 feet were obtained with a three-inch diameter spilt spoon sampler. All soil samples were classified in the field using the Burmister Soil Classification System. The soil samples were returned to our in-house soils laboratory for further review. The samples will be stored for a period of 60 days from the date of this report. The depth to groundwater was estimated based on the observed moisture content of the retrieved soil samples. A temporary 15-foot deep observation pipe was installed within Boring B-3 to monitor the groundwater level. Specific details of the drilling procedures, soil classifications, groundwater depths, and Standard Penetration Test results are presented on the test boring logs in Appendix B. Soil Resistivity Testing Field resistivity tests were attempted at the project site on November 28, 2007. The testing could not be performed due to the presence of concrete slabs at or near the ground surface. Following discussions with representatives of Burns & Roe Enterprises, Inc. and US Power Generating Company, LLC, it was determined that the soil resistivity testing would be performed subsequent to the removal of the surficial concrete slabs.


LABORATORY TESTING Laboratory testing was performed on selected soil samples obtained from the subsurface explorations to verify field visual classifications and to assess moisture contents, liquid and plastic limits and unconfined compressive strengths. The laboratory testing was performed in accordance with the ASTM Test Methods listed below:

Description of Test ASTM Test Method No. of Tests Performed

Moisture Content D-2216 30

Grain Size Analyses D-422 16

Atterberg Limits D-4318 10

Unconfined Compression Test D-2166 3

A summary of the laboratory test results are presented in Appendix C. SITE CONDITIONS Regional Geology Based on our review of published geologic literature, the native soils should consist of marine soils underlain by glacially deposited soils and bedrock. The marine tidal marsh deposits are comprised of soft, compressible peats and organic silts and clays. Underlying the marsh deposits are glacially deposited soils, which extend down to bedrock. The glacial soils consist of a heterogeneous mixture of sand, gravel, silt and clay. Cobbles and boulders may also be present within the glacial soils. Subsurface Conditions The test borings encountered surficial granular fills underlain by marine tidal marsh deposits and glacially deposited soils. The surficial granular fills were encountered from the existing ground surface to depths ranging from approximately 5 to 8 feet and consisted of coarse to fine sand intermixed with medium to fine gravel and various amounts of silt and construction debris including wood, concrete and brick pieces. The tidal marsh deposits consisted of soft, organic silts and ranged from 35 to 50 feet in thickness. An approximately 5 to 10 foot thick layer of glacial drift was encountered below the tidal marsh deposits and generally consisted of coarse to fine sand intermixed with varying amounts of coarse to fine gravel as well as silt and clay sized soil particles. The borings situated along the southwestern portion of the pier (B-8, B-9 and B-11) encountered primarily silt and clay glacial drift below the organic silt layer that extended to depths ranging from 80 to 120 feet below the existing ground surface, which in turn is underlain


by glacial till. Glacial till was encountered at depths ranging from approximately 60 to 120 feet and consisted of a dense conglomerate of sand, gravel, silt and clay. Based on the results of the Standard Penetration Testing, the relative density of the surficial granular fills ranged from loose to medium-dense. We note that in certain instances, very high blow counts were obtained. However, these values were most likely the result of miscellaneous construction debris and were therefore neglected. The consistency of the tidal marsh deposits may be described as very soft to soft. The consistency of the cohesive glacial drift may be described as firm to stiff. The relative density of the underlying glacial deposits varied from medium-dense to very dense. Groundwater was encountered at depths ranging from approximately 4 to 7 feet below the existing ground surface. Seasonal and tidal fluctuations in the groundwater level should be anticipated. For a more detailed description of the subsurface soil and groundwater conditions encountered, please refer to the test pit and boring logs presented in Appendices A and B, respectively. A generalized soil profile depicting the encountered subsurface conditions at the project site is presented on Drawing Nos. 3 and 4. An analytical soil profile is presented on Drawing No. 5. During the performance of the test borings, soil samples taken within the existing fills were screened with a PID meter. The measured concentration of volatile organic vapors varied from 0.3 ppm to 0.5 ppm. Seismicity We have reviewed the guidelines presented in the 2004 New York City Building Code regarding seismic design. Based upon our review, we offer the following site characterization parameters: Seismic Zone Factor (Z) .....................................................0.15 Soil Profile Type ....................................................................S4 Site Coefficient Factor ..........................................................2.5 DISCUSSION & RECOMMENDATIONS General Based upon the results of our subsurface exploration program and geotechnical engineering evaluation, it is our opinion that the proposed structure will need to be pile supported, as the soft, compressible organic silts and clays encountered from a depth of approximately 15 to 50 feet below existing grade preclude the use of conventional shallow foundations. The pile foundations may be adequately supported in the dense, glacially deposited soils. Shallow foundations are not suitable for the support of the buildings and should only be considered for appurtenant site structures in instances where ground settlements will not adversely impact aesthetics, stability, or function.


Liquefaction Assessment A liquefaction analysis has been performed in accordance with New York City Reference Standard 9 guidelines. The results of our analyses indicate that the upper saturated fills may possibly liquefy during a seismic event which may in turn induce ground settlements. The amount of settlement is dependent upon the magnitude and duration of the earthquake and is generally non-uniform. In lieu of the fact that the subsoils are highly compressible, we recommend that all structures sensitive to settlement be supported upon deep foundations. Should liquefaction induced settlements beneath pile supported structures or elsewhere be a critical design issue, these may be mitigated by densifying the soils in-place through Deep Dynamic Compaction or Compaction Grouting. The results of the liquefaction analysis are presented on Figure No. 1. Settlement Considerations The results of our subsurface exploration program indicate that the encountered tidal marsh deposits are compressible and any increase in the existing stresses within these deposits from any applied loads will result in areal subsidence. Applied loads may consist of structural loads or the placement of fill. The amounts of settlement will depend on the thickness of the compressible layer and the magnitude of the applied loads. The time-rate of settlement will depend primarily on the thickness and permeability of the compressible layer. To mitigate concerns of differential movements, we recommend that flexible connections be provided for all site utilities. Groundwater Considerations Groundwater was encountered at depths ranging from 5 to 7 feet below the existing ground surface. Seasonal and tidal fluctuations in the groundwater levels should be anticipated. We recommend that the designer consider a groundwater level of 5 feet below the existing grade to account for fluctuations in the groundwater level. We do not anticipate that dewatering will be required within foundation excavations provided that excavations do not extend below the static groundwater table. However, we recommend that dewatering be specified on a performance basis and that the responsibility for the protection of any adjacent structures be stipulated to be with the Contractor. We recommend that the designer consider lateral hydrostatic forces and hydrostatic uplift forces in the design of all improvements including utilities, which may be located below the groundwater level. Pile Foundations Design loads were unavailable at the time this report was prepared. We anticipate that net allowable pile capacities on the order of 40 to 80 tons are appropriate for use on this project. We note that down drag forces induced by the settlement of the compressible silts and clays will require that a 15-ton down drag allowance be applied during the design of the piles. Based on the conditions encountered during the subsurface exploration, and the results of our engineering analyses, it is our opinion that closed-ended, concrete filled, steel pipe piles or concrete-


filled, steel tapered piles would be suitable for the project. To allow the designer latitude in his design, we have evaluated 12.75-inch and 14-inch diameter steel pipe piles. We recommend that steel tapered piles consist of an 8-inch by 12-inch, 20 foot long tapered lead section and 12-inch diameter extension sections. The steel piles should have a minimum 0.375-inch thick shell consisting of grade 45 ksi steel and should be filled with minimum 3,000 psi concrete. In accordance with New York Building Code, the yield strength of steel utilized in our pile assessment was 36 ksi. A 1/16-inch corrosion allowance has been considered in the design of the steel piles. The minimum cross sectional areas were computed through our Wave Equation Analyses. Maximum compressive stresses were established at 90 percent of the steel yield strength. Design requirements for Steel Piles are presented in Section 712 of Subchapter 11 in the NYC Building Code. Minimum Tip Elevations & Embedment Lengths We have estimated the required pile embedment lengths and pile tip elevations for concrete-filled steel pipe piles and steel taper tube piles having net allowable vertical compressive capacities of 40 tons to 80 tons. Our analyses were performed using Version 1.2 of the DRIVEN computer program developed by the Federal Highway Administration. The minimum pile tip elevations should be established at a depth of 50 feet below the existing ground surface. We note that the minimum tip elevation corresponds to the depth at which unsuitable bearing material extends and should not be misinterpreted as the estimated pile lengths. A summary of the estimated pile lengths for each pile type and associated allowable vertical capacities are presented below:

Estimated Pile Lengths (1)(3) Net Allowable

Vertical Capacity (1)(2) 12.75”Φ Pipe Piles 14”Φ Pipe Piles Taper Tube Piles

40 Tons 75 to 100 feet 70 to 95 feet 70 to 105 feet

60 Tons 85 to 115 feet 80 to 110 feet 70 to 120 feet

80 Tons 95 to125 feet 85 to 120 feet 70 to 130 feet

(1) Allowable pile capacities and corresponding estimated pile lengths are based on a

Factor of Safety equal to 2.0. (2) In assessing installation criteria, a downdrag allowance of 15 tons as been netted

out of the computed gross allowable capacity. (3) Longer pile lengths are for piles situated along the western portion of the project

site.


Based on our analyses, 12.75-inch diameter pipe piles would be most suitable for the support of allowable pile capacities of 80 tons or less. The use of higher capacity piles may be warranted, and additional analyses would be required to assess such alternatives.

Lateral Pile Capacity We have evaluated the lateral capacity of the referenced pile types using the L-PILE PLUS computer program (Version 5.0). Our analyses considered no embedment of the pile cap and the impact of group effects through the application of a ‘P’ (load response) reduction factor of 0.5 on the P-Y curves incorporated into the analyses. Subsection 27-701 of the New York City Building Code stipulates that the maximum allowable lateral resistance of a pile shall be one-half of the load which produces a deflection of 1 inch at the pile head. Our evaluation indicates that the pile head fixity will significantly affect computed deflections, and therefore the allowable lateral capacity. For all cases analyzed, the moments induced at the pile-heads did not exceed the allowable moment capacity of the various piles analyzed. Recommended allowable lateral resistances for various pile head constraints are presented below:

Estimated Allowable Lateral Capacity Pile Head Fixity

12.75”Φ Pipe Piles 14”Φ Pipe Piles Taper Tube Piles

Fixed Head Condition 10 kips (2.5 kips) 12 kips (3.5 kips) 10 kips (2.5 kips)

50% Fixed Head Condition 7 kips (1.5 kips) 10 kips (2.5 kips) 7 kips (1.5 kips)

Free Head Condition 4 kips (0.5 kips) 6 kips (1 kip) 4 kips (0.5 kips)

(1) Our analyses assumed no cap embedment. (2) Estimated allowable lateral capacities include provisions for group effects. (3) Estimated allowable lateral capacities are based on one-half the load which

produces a lateral deflection of 1.0 inch. (4) Values within parentheses represent allowable lateral pile capacities during a

seismic event. Pile Installation Criteria For steel piles we recommend that the ultimate compressive pile capacities be verified through the implementation of Wave Equation Analyses. We note that the New York City Building Code requires one pile load test for every 15,000 square feet of pile foundation area for displacement piles with net allowable pile capacities of 30 to 60 tons. For pile capacities greater than 60 tons, a minimum of one pile load test shall be performed for every 10,000 square feet of pile foundation area and the final load increment shall be held for a minimum of 96 hours. The formula for calculating ultimate pile capacities for use in Wave Equation Analyses are presented below:


Wave Equation Pult = Pall x 2.75 + DL Wave Equation with PDA Pult = Pall x 2.25 + DL Wave Equation with Load Test Pult = Pall x 2.00 + DL Where: Pult = Ultimate Pile Capacity Pall = Net Allowable Pile Capacity DL = Downdrag Load We anticipate that buried construction debris located within the surficial fills may impact the installation of pile foundations. We recommend that the need for pre-augering or pre-drilling pilot holes through the fills be considered during the planning of the improvements. Construction Vibrations from Pile Driving We anticipate that the installation of the proposed piling will be accomplished using a pneumatic impact hammer. The installation of the proposed foundation piling will induce vibrations within the subsoils that may cause damage to existing building structures and underground utilities. Therefore, we have evaluated the potential for such occurring on this project. The generally accepted safe limit for particle velocities on new structures is 2.0 in/sec. This value is reduced for old structures in poor and very poor conditions to 1.0 in/sec and 0.5 in/sec, respectively. The generally accepted safe limit on underground utility pipelines is 5.0 in/sec. Particle velocity is a function of the square root of the hammer energy (E) divided by the distance (D) from the vibration source to the point of interest, and may be estimated as follows:

V = 0.15 {E1/2/D}1.5 (in/sec)

Where; E is in foot-pounds and D is in feet.

We anticipate that hammers utilized on the project will have energy ratings of approximately 26,500 foot-pounds to 32,000 foot-pounds. Based on our evaluation of potential particle velocities generated by such hammers, the areas of greatest concern on existing building structures are those areas located within 50 feet of the vibration source. Beyond such a distance, our evaluation indicates that particle velocities would be on the order of 0.5 in/sec or less, which


indicates that structural damage should not occur. We recommend that the project specifications include provisions for predrilling of the piles to mitigate vibrations. We recommend that a pre-construction survey of existing structures be considered in order to delineate structures that may be susceptible to damage from ground vibrations. Additionally, we recommend that vibration monitoring be performed during the installation of the piles and that a vibration threshold limit of 2 in/sec. be established for building structures at the project site. A vibration threshold of 5 in/sec. should be established for underground utility pipelines. Seismic Design Considerations During an earthquake event, the subsoils and foundation piles will move together and the ground motions will be transmitted to the structure through the foundation piles. This will generate shear forces and moments in the piles and pile caps. The piles and their structural connection to the structure must be designed to accommodate the shear forces and moments that may develop from the seismic loads. Two items are of particular importance with respect to the design of foundations for seismic forces. First, the foundation system should be designed to maintain intimate contact with the ground such that the subsoils, piles and building move in unison. The formation of a gap between the piles, or any embedded foundation elements relied upon for lateral resistance, and the subsoils will alter the vibratory response of the structure, increasing lateral deflections and generating substantially higher shear forces and moments at the butt of the pile, and should be avoided. It is anticipated that post construction ground settlements will result in the formation of a void between the pile cap and subsoils. This is acceptable, although the designer needs to consider the potential of concentrated shear forces at such locations. Secondly, differential lateral movements between the foundation elements should be avoided. Foundation Excavation & Subgrade Preparation We anticipate that the Contractor may utilize conventional earth excavating equipment for performing excavations within the in-situ native deposits. Excavations for concrete slabs and foundation walls may require larger excavating equipment. We recommend that all excavations be hand trimmed, in a workmanlike manner and that the foundation subgrade be over-excavated to allow for the placement of 8 inches of No. 57 Coarse Graded Aggregate. The coarse aggregate will serve as a work mat to preclude disturbance of the subgrade soils due to construction and inclement weather and will facilitate in-trench dewatering, if necessary. The gradational requirements for No. 57 Coarse Graded Aggregate are presented in Appendix D. We note that the final locations of the proposed structures have not been determined. Should the final locations be situated within an area of existing buried concrete slabs and foundation walls, we recommend that the concrete be removed such that a minimum 2-foot thick buffer is maintained between the bottom of the proposed foundations and the top of the existing abandoned foundations. We recommend that the buffer zone consist of compacted Type “S”


structural fill. The gradational requirements for No. 57 Coarse Graded Aggregate and Type “S” fill are presented in Appendix D. Below-Grade Walls Below-grade walls will need to be designed to resist lateral earth forces, and potential hydrostatic pressures. The lateral earth pressure will be dependent on the type of backfill utilized. To facilitate the design of below-grade walls, we offer the following soil parameters: On-Site Soil Type “S” Fill Total Unit Weight of Soil (γ) .................................... 110 pcf 125 pcf Angle of Soil Internal Friction (Φ) ..................................22° 34° Active Earth Pressure Coefficient (Ka) ...........................0.45 0.28 At-Rest Earth Pressure Coefficient (Ko) .........................0.63 0.44 Passive Earth Pressure Coefficient (Kp) .........................2.20 3.54 Coefficient of Base Friction: In-Situ Soils (μ) ........................................................0.35 Coarse Graded Aggregate (μ) ...................................0.60 In the event that concentrated loads are located in the vicinity of the below-grade walls, we recommend that the potential for additional lateral pressures be evaluated. The magnitude of any lateral stress increases may be calculated using published solutions based on elastic theory. We recommend that any below-grade walls located adjacent to roadways or parking areas be designed for a uniform surcharge of 250 psf at the ground surface. The use of heavy compaction equipment within 5 feet of any below grade walls should be prohibited. The below-grade walls should be backfilled with approved, readily compacted, on-site soils or fills conforming to the gradational requirements of Type “S” fill. Pavement The subsurface conditions encountered at the site consist of surficial fills from the ground surface to a depth of approximately 5 to 8 feet underlain by soft organic silts. The existing subsurface conditions will provide variable support for pavement. Isolated remediation of the pavement subgrade may be required in areas where a yielding subgrade is encountered during construction. Provided the required earthwork is performed in accordance with the recommendations presented below, it is our opinion that a subgrade resilient modulus of 3,000 psi will be suitable for use in the design of the flexible pavement section. Pavement Subgrade Preparation We recommend that prior to the placement of asphalt, the ground surface be leveled, rough graded, and proof-rolled using a minimum 10 ton, smooth drum vibratory roller, capable of producing a dynamic load of 20 tons. We recommend that a minimum of 5 passes be made


within the proposed paved areas. Any areas exhibiting excessive yielding should be over-excavated and backfilled with compacted Dense Graded Aggregate. Fills should be placed in maximum 8-inch lifts and compacted to a minimum of 95 percent of their maximum dry density as determined by ASTM D-1557, the Modified Proctor Test. The gradational requirements for Dense Graded Aggregate are presented in Appendix D. CLOSING & LIMITATIONS The recommendations contained herein are contingent upon subsurface conditions remaining consistent with those encountered during our subsurface exploration. They are also contingent upon the basis that all foundation related aspects of construction, including pile installation, be observed by a representative of French & Parrello Associates, P.A. This is to observe compliance with the design concepts and specifications and to allow design changes in the event that subsurface conditions differ from those anticipated prior to construction. The scope of our services did not include any environmental assessment or investigation for the presence or absence of wetlands, chemically hazardous, or biologically toxic materials in the soil, surface water, groundwater or air, on or below or around the site. Services performed by French & Parrello Associates, P.A. during this project have been conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, expressed or implied, and no warranty, guarantee, or fiduciary responsibility is included or intended in the services provided.

FIGURE NO. 1LIQUEFACTION ANALYSIS

0

10

20

30

40

50

0 10 20 30

"N" IN BLOWS PER FOOT

DEP

TH IN

FEE

T

B-1

B-2

B-3

B-4

B-5

B-6

B-7

B-8

B-9

B-10

B-11

B-12

B-13 (No Sampling Upper 50Feet)

B C

Category A: Probable LiquefactionCategory B: Possible LiquefactionCategory C: Liquefaction Unlikely

Liquefiable Zone

Cohesive Soil(No Liquifaction Potential)

Non-Saturated Zone (No Liquifaction Potential)

A

Groundwater Level

REGIONAL LOCATION PLAN

Copyright Google Earth, 2007 GOWANUS GENERATING STATION

BOROUGH OF BROOKLYN, CITY OF NEW YORK, NEW YORK SCALE:

NTS DATE:

January 23, 2008 JOB NO.:

07G126A DRAWING NO.:

1

PROJECT SITE LOCATION

APPENDIX A

TEST PIT LOGS

TEST PIT LOG

GOWANUS POWER PLANT BROOKLYN, NEW YORK (FPA NO. 07G126A) GROUND ELEV.: N/A DEPTH OF WATER: 5’ GROUNDWATER ELEV.: N/A

TEST PIT NO.: TP-1 SHEET NO.: 1 OF 1 DATE: 11/27/07

DEPTH

DESCRIPTION

0 – 1’ 2-inch thick asphalt underlain by 10-inch thick unreinforced concrete slab.

1 – 3’ Dark Brown-Grey cmf SAND, and cmf Gravel, little Silt, with miscellaneous fill debris 40% by volume (fill included brick fragments and cobble & boulder-sized fractured rock)

3 – 4.2’ 10-inch thick concrete slab underlain by 4-inch No. 57 Stone.

4.2 – 7’ Dark Grey Organic SILT.

END OF TEST PIT AT 7’ NOTES: SOILS ENGINEER: J. TIERNEY, P.E. CONTRACTOR: SITEWORKS CONTRACTING TEST PIT OBSERVER: J. TIERNEY, P.E. The information shown hereon indicates the subsurface conditions encountered at the specified test pit location on the date(s) of excavation. Subsurface conditions are likely to vary across the project site. Interpretation of the subsurface data shall be at the discretion of the user.

TEST PIT LOG



DEPTH

DESCRIPTION

0 – 0.5’ Brown cmf SAND, and Gravel, trace Silt. (fill)

0.5 – 1.5’ No. 57 Stone. (fill)

1.5 – 3’ Brown cmf SAND, little cmf Gravel, little Silt. (fill)

3 – 5’ Grey cmf SAND, and cmf Gravel, little Silt, with miscellaneous fill debris 40% by volume (fill included brick fragments, slag and cobble & boulder-sized fractured rock)

5 – 6’ Dark Grey mf SAND, little Clayey Silt.


TEST PIT LOG



DEPTH

DESCRIPTION

0 – 1’ No. 57 Stone

1 – 2’ Reinforced Concrete Slab

2 – 5’ Grey cmf SAND, and cmf Gravel, little Silt, with miscellaneous fill debris 60% by volume (fill included brick fragments and cobble & boulder-sized fractured rock)


TEST PIT LOG

GOWANUS POWER PLANT BROOKLYN, NEW YORK (FPA NO. 07G126A) GROUND ELEV.: N/A DEPTH OF WATER: Not Encountered GROUNDWATER ELEV.: N/A


DEPTH

DESCRIPTION

Numerous attempts made at advancing the test pits within 20 foot radius of proposed test pit location and was unable to penetrate the concrete slab.

END OF TEST PIT AT 0.5’ NOTES: SOILS ENGINEER: J. TIERNEY, P.E. CONTRACTOR: SITEWORKS CONTRACTING TEST PIT OBSERVER: J. TIERNEY, P.E. The information shown hereon indicates the subsurface conditions encountered at the specified test pit location on the date(s) of excavation. Subsurface conditions are likely to vary across the project site. Interpretation of the subsurface data shall be at the discretion of the user.

TEST PIT LOG

GOWANUS POWER PLANT BROOKLYN, NEW YORK (FPA NO. 07G126A) GROUND ELEV.: N/A DEPTH OF WATER: 3.5’ GROUNDWATER ELEV.: N/A


DEPTH

DESCRIPTION

0 – 0.5’ 2” thick asphalt underlain by No. 57 Stone.

1 – 5’ Tan cmf SAND, and cmf Gravel, little Silt, with miscellaneous fill debris 60% by volume (fill included brick fragments and cobble-sized fractured rock)


TEST PIT LOG



DEPTH

DESCRIPTION

0 – 1’ 2” Stone, underlain by 2” thick asphalt, underlain by 8-inch thick concrete slab

1 – 5’ Tan cmf SAND, some mf Gravel, little Silt, with miscellaneous fill debris 50% by volume (fill included brick fragments, wood pieces and cobble-sized fractured rock)

END OF TEST PIT AT 5’ NOTES: Test Pit moved approximately 10 feet east. SOILS ENGINEER: J. TIERNEY, P.E. CONTRACTOR: SITEWORKS CONTRACTING TEST PIT OBSERVER: J. TIERNEY, P.E. The information shown hereon indicates the subsurface conditions encountered at the specified test pit location on the date(s) of excavation. Subsurface conditions are likely to vary across the project site. Interpretation of the subsurface data shall be at the discretion of the user.

TEST PIT LOG



DEPTH

DESCRIPTION

0 – 1’ No. 57 Stone.

1 – 3’ Tan cmf GRAVEL, little cmf Sand, trace Silt, with miscellaneous fill debris 20% by volume (fill included brick fragments and cobble-sized fractured rock)

3 – 5’ Light Brown cmf SAND, little cmf Gravel, trace Silt, with miscellaneous fill debris 40% by volume (fill included brick fragments and cobble-sized fractured rock)


TEST PIT LOG



DEPTH

DESCRIPTION

0 – 1’ Dark Brown cmf SAND, little mf Gravel, little Clayey Silt.

1 – 5’ Dark Brown-Grey cmf SAND, some mf Gravel, little Silt, with miscellaneous fill debris 20% by volume (fill included rebar, brick fragments, concrete pieces and cobble-sized fractured rock)


TEST PIT LOG



DEPTH

DESCRIPTION

0 – 1’ Grey cmf SAND, and Gravel, trace+ Silt.

1 – 2’ 2-inch thick concrete slab underlain by asphalt millings.

2 – 5’ Dark Brown cmf SAND, some Clayey Silt, some mf Gravel, with miscellaneous fill debris 30% by volume (fill included rebar, brick and cobble-sized fractured rock)


TEST PIT LOG

GOWANUS POWER PLANT BROOKLYN, NEW YORK (FPA NO. 07G126A) GROUND ELEV.: N/A DEPTH OF WATER: Not Encountered GROUNDWATER ELEV.: N/A


DEPTH

DESCRIPTION

0 – 3.5’ Dark Grey-Brown cmf SAND, some Gravel, trace+ Silt, with miscellaneous fill debris 50% by volume (fill included ductile iron pipe, brick fragments, steel piping and boulder sized fractured rock)

END OF TEST PIT AT 3.5’ (Concrete Slab at Bottom of Pit) NOTES: SOILS ENGINEER: J. TIERNEY, P.E. CONTRACTOR: SITEWORKS CONTRACTING TEST PIT OBSERVER: J. TIERNEY, P.E. The information shown hereon indicates the subsurface conditions encountered at the specified test pit location on the date(s) of excavation. Subsurface conditions are likely to vary across the project site. Interpretation of the subsurface data shall be at the discretion of the user.

TEST PIT LOG


TEST PIT NO.: TP-10A SHEET NO.: 1 OF 1 DATE: 11/27/07

DEPTH

DESCRIPTION

0 – 5’ Dark Grey-Brown cmf SAND, some Gravel, trace Silt, with miscellaneous fill debris 60% by volume (fill included ductile iron pipe, brick fragments, steel piping and boulder sized fractured rock)

END OF TEST PIT AT 5’ NOTES: Test Pit performed approximately 10 feet south of Test Pit TP-10. SOILS ENGINEER: J. TIERNEY, P.E. CONTRACTOR: SITEWORKS CONTRACTING TEST PIT OBSERVER: J. TIERNEY, P.E. The information shown hereon indicates the subsurface conditions encountered at the specified test pit location on the date(s) of excavation. Subsurface conditions are likely to vary across the project site. Interpretation of the subsurface data shall be at the discretion of the user.

TEST PIT LOG



DEPTH

DESCRIPTION

0 – 6’ Dark Grey-Brown cmf SAND, some Gravel, trace+ Silt, with miscellaneous fill debris 60% by volume (fill included plastic electrical cord, brick fragments, wood, rebar and boulder sized fractured rock)

END OF TEST PIT AT 6’ NOTES: A 12-inch thick slab encountered at a depth of 1 foot below grade at northern end of test pit. SOILS ENGINEER: J. TIERNEY, P.E. CONTRACTOR: SITEWORKS CONTRACTING TEST PIT OBSERVER: J. TIERNEY, P.E. The information shown hereon indicates the subsurface conditions encountered at the specified test pit location on the date(s) of excavation. Subsurface conditions are likely to vary across the project site. Interpretation of the subsurface data shall be at the discretion of the user.

APPENDIX B

TEST BORING LOGS

TEST BORING LOG

GOWANUS POWER PLANT BROOKLYN, NEW YORK (FPA NO. 07G126A)

BORING NO.: B-1 SHEET 1 OF 3

DATE STARTED: 11/27/07 DATE FINISHED: 11/28/07

DEPTH OF WATER: 6’ LOCATION: See Plan

GROUND ELEVATION: N/A GROUND WATER ELEV.: N/A

DRILLING TECHNIQUE: Mud Rotary HAMMER TYPE: 140 lb. Safety Hammer, 30 Inch Drop DEPTH FEET

SAMPLE DEPTH

SPT BLOW COUNTS (PER 6”)

STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 20-22’

S-8 25-27’

S-9 30-32’

S-10 35-37’

X – X – 11 – 17

11 – 12 – 8 – 6

6 – 3 – 3 – 2

1 – 1 – 2 – 1

2 – 2 – 2 – 2

WOH-WOH-WOH-WOH

1 – WOH – 1 – 1

WOH-WOH-WOH-WOH

1-WOH-WOH-WOH

WOH-WOH-WOH-WOH

S-1

S-2

S-3 S-4

S-5

S-6

S-7 S-8

S-9

S-10

TOP 12”: Concrete BOT 12”: Grey cmf SAND, some- Silt, little mf Gravel, trace Silt. TOP 12”: Same as BOT 12” S-1. BOT 12”: Tan cmf SAND, trace Silt. Grey cmf SAND, little mf Gravel, little Clayey Silt. Dark Grey c-mf SAND, and Organic Silt, trace f Gravel. Dark Grey cmf SAND, some Organic Silt, little cmf Gravel. Dark Grey Organic SILT, little m-f Sand. (trace shells) Dark Grey f SAND, little+ Organic Silt. (trace shells) Dark Grey Organic SILT, little+ f Sand. (trace shells) Dark Grey Organic SILT, trace f Sand. (trace shells) Dark Grey Organic SILT, trace f Sand.

SOILS ENGINEER: J. TIERNEY, P.E. DRILLING INSPECTOR: S. CLARK

CONTRACTOR: CRAIG TEST BORING DRILLER: D. OSUCH

The information shown hereon indicates the subsurface conditions encountered at the specific boring location on the date(s) of drilling. Subsurface conditions are likely to vary across the project site. Interpretation of the subsurface data shall be at the discretion of the user.

TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-11 40-42’

S-12 45-47’

S-13 50-52’

S-14

55-57’

S-15 60-62’

S-16

65-67’

S-17 70-72’

S-18 75-77’

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

2 – 3 – 1 – 3

8 – 9 – 10 – 11

12 – 10 – 10 – 11

14 – 11 – 12 – 14

35 – 9 – 9 – 14

15 – 20 – 19 – 16

S-11

S-12

S-13

S-14

S-15

S-16

S-17

S-18

Dark Grey Organic SILT, and- mf Sand. Dark Grey Organic SILT, trace f Sand. Dark Grey mf+ SAND, little+ Silt. No Recovery. Reddish-Grey c-mf SAND, trace Silt. Reddish-Grey c+mf SAND, little+ mf Gravel, trace Silt. Same as S-16. Reddish-Grey mf SAND, and- Silt.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Grey c+mf SAND, and mf+ Gravel, trace+ Silt. Same as S-19. Same as S-19. Same as S-19. Grey cmf SAND, trace Silt.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-19 80-82’

S-20 85-87’

S-21 90-92’

S-22 95-97’

S-23 100-102’

25 – 17 – 14 – 19

24 – 18 – 15 – 17

18 – 16 – 17 – 15

17 – 17 – 18 – 17

17 – 21 – 21 – 19

S-19

S-20

S-21

S-22

S-23

END OF BORING @ 102’

* PID meter did not detect any concentrations of volatile organic compounds greater than 0.5 ppm.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 20-22’

S-8 25-27’

S-9 30-32’

S-10 35-37’

15 – 15 – 14 – 15

9 – 10 – 10 – 6

5 – 3 – 3 – 2

4 – 2 – 2 – 1

1 – 1 – 1 – 2

1 – 1 – 1 – 1

WOH-WOH-WOH-WOH

2 – 1 – 2 – 1

WOH-WOH-WOH-WOH

2 – 3 – 4 – 3

S-1

S-2

S-3

S-4

S-5

S-6 S-7

S-8

S-9

S-10

Dark Grey and Tan cmf SAND, little- cmf Gravel, trace Silt. (Fill – brick and glass fragments) Same as S-1. Same as S-1. Dark Grey and Orange-Brown c-mf SAND, trace mf Gravel, trace Silt. Dark Grey c-mf GRAVEL, and Organic Silt. Dark Grey mf SAND, little Organic Silt. Same as S-6. Dark Grey Organic SILT, and mf Sand. Dark Grey Organic SILT, trace f Sand. (trace shells) Dark Grey mf SAND, little Organic Silt.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-11 40-42’

S-12 45-47’

S-13 50-52’

S-14

55-57’

S-15 60-62’

S-16

65-67’

S-17 70-72’

S-18 75-77’

1 – WOH – WOH – 1

WOH-WOH-WOH-WOH

WOH – 1 – 1 – 1

6 – 7 – 6 – 4

9 – 8 – 12 – 11

12 – 12 – 12 – 12

14 – 14 – 16 – 17

14 – 11 – 16 – 16

S-11

S-12

S-13

S-14

S-15

S-16

S-17

S-18

Dark Grey mf SAND, and Organic Silt. Dark Grey Organic SILT, some+ f Sand. Dark Grey mf SAND, little Organic Silt. (with fibers) Dark Grey cmf SAND, little Organic Silt. TOP 12”: Red-Brown cmf SAND, little cmf Gravel, trace Silt. BOT 12”: Red-Brown c-mf SAND, trace Silt. Red-Brown f SAND, little Silt. Same as S-16. Same as S-16.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Same as S-16. Same as S-16. Same as S-16. Red-Brown cmf SAND, trace Silt. Red-Brown c-mf GRAVEL, some c+mf Sand, trace Silt.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-19 80-82’

S-20 85-87’

S-21 90-92’

S-22 95-97’

S-23 100-102’

14 – 14 – 17 – 16

10 – 12 – 16 – 17

12 – 14 – 15 – 10

12 – 17 – 18 – 15

19 – 17 – 16 – 16

S-19

S-20

S-21

S-22

S-23






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 20-22’

S-8 25-27’

S-9 30-32’

S-10 35-37’

12 – 91 – 100/2” – X

X – X – X – X

4 – 2 – 2 – 2

3 – 3 – 2 – 1

WOH-WOH-WOH-WOH

WOH – WOH – 4 – 4

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

1 – 1 – 3 – 1

WOH-WOH-WOH-WOH

S-1

S-2 S-3

S-4 S-5

S-6

S-7 S-8

S-9

S-10

TOP 6”: Dark Grey cmf SAND, some cmf Gravel, trace+ Silt. BOT 18”: Concrete Same as BOT 12” S-1. TOP 12”: Dark Grey cmf SAND, some cmf+ Gravel, trace+ Silt. BOT 12”: Dark Grey SILT, little cmf Sand, trace f Gravel. Dark Grey mf SAND, little Silt. No Recovery. TOP 12”: Dark Grey Organic SILT, trace f Sand. (trace fibers) BOT 12”: Dark Grey mf SAND, little Organic Silt. Dark Grey mf SAND, some+ Organic Silt. Dark Grey f SAND, little+ Clayey Silt. Dark Grey mf SAND, little+ Organic Silt. Dark Grey Organic SILT, trace f Sand. (trace fibers & shells)


CONTRACTOR: CRAIG TEST BORING DRILLER: D. COOKE


TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-11 40-42’

S-12 45-47’

S-13 50-52’

S-14

55-57’

S-15 60-62’

S-16

65-67’

S-17 70-72’

S-18 75-77’

WOH – WOH – 3 – 4

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

3 – 6 – 10 – 8

8 – 12 – 14 – 15

6 – 7 – 6 – 7

10 – 8 – 8 – 10

5 – 7 – 8 – 9

S-11

S-12

S-13

S-14

S-15

S-16

S-17

S-18

TOP 12”: Dark Grey Organic SILT, trace f Sand. (trace fibers & shells) BOT 12”: Dark Grey mf SAND, little Organic Silt. (trace shells) Dark Grey Organic SILT. (trace shells) Same as S-12. Dark Grey cmf SAND, trace Silt. TOP 6”: Same as S-14. BOT 18”: Reddish-Grey cmf SAND, trace Silt. Reddish-Grey mf+ SAND, little+ Silt. Reddish-Brown mf SAND, little Silt. Same as S-17.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Reddish-Brown cmf SAND, trace Silt. Reddish-Brown c-mf SAND, little Silt. Same as S-20. Reddish-Brown c-mf SAND, trace m Gravel, trace Silt. Same as S-22.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-19 80-82’

S-20 85-87’

S-21 90-92’

S-22 95-97’

S-23 100-102’

4 – 7 – 8 – 11

5 – 6 – 9 – 8

8 – 8 – 9 – 10

12 – 12 – 16 – 17

7 – 8 – 9 – 10

S-19

S-20

S-21

S-22

S-23






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 20-22’

S-8 25-27’

S-9 30-32’

S-10 35-37’

15 – 26 – 66 – 24

21 – 24 – 20 – 15

7 – 3 – 3 – 1

1 – 2 – 2 – 36

60 – 5 – 3 – 4

3 – 6 – 7 – 4 WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

Grey cmf SAND, little cmf Gravel, trace+ Silt. (fill - concrete encountered at 1’) Same as S-1. Dark Brown mf SAND, some Silt. (fill - brick fragments) Dark Grey mf SAND, some Silt. (fill - wood encountered at 7.5’) Dark Grey cmf SAND, some- Organic Silt, trace mf Gravel. Dark Grey cmf SAND, little Silt, trace mf Gravel. Dark Grey mf SAND, and Organic Silt. (trace shells) Same as S-7. Same as S-7. Dark Grey Organic SILT, trace f Sand. (trace shells)




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-11 40-42’

S-12 45-47’

S-13 50-52’

S-14

55-57’

S-15 60-62’

S-16

65-67’

S-17 70-72’

S-18 75-77’

WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH

WOH – 2 – 1 – 2

5 – 4 – 5 – 7

26 – 23 – 19 – 23

16 – 12 – 9 – 21

28 – 9 – 7 – 7

28 – 19 – 28 – 19

S-11

S-12

S-13

S-14

S-15

S-16

S-17

S-18

Same as S-10. Dark Grey Organic SILT, trace f Sand. (trace shells) Dark Grey mf SAND, some Organic Silt. Dark Grey cmf SAND, trace Silt. Dark Grey cmf GRAVEL, and cmf Sand, trace Silt. Reddish-Grey cmf SAND, some c-mf Gravel, trace Silt. Reddish-Grey cmf GRAVEL, little+ cmf Sand, trace Silt. Brown cmf GRAVEL, little c+mf Sand, trace Silt.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Grey c+m GRAVEL, little mf Sand, trace Silt. Grey cmf GRAVEL, little c+mf Sand, trace- Silt. Grey c GRAVEL, little mf Sand, trace Silt. Reddish-Grey mf+GRAVEL, and- c+mf Sand, trace Silt. Reddish-Grey cmf GRAVEL, little cm Sand, trace-

Silt.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-19 80-82’

S-20 85-87’

S-21 90-92’

S-22 95-97’

S-23 100-102’

22 – 25 – 21 – 21

36 – 37 – 19 – 26

43 – 48 – 27 – 22

37 – 21 – 36 – 20

28 – 28 – 23 – 22

S-19

S-20

S-21

S-22

S-23






TEST BORING LOG






DRILLING TECHNIQUE: Mud Rotary HAMMER TYPE: 140 lb. Automatic Hammer, 30 Inch Drop DEPTH FEET

SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 20-22’

S-8 25-27’

S-9 30-32’

S-10 35-37’

14 – 8 – 5 – 7

5 – 4 – 5 – 7

4 – 3 – 2 – 2

2 – 1 – 1 – 1

1 – 2 – 1 – 2

WOH – 2 – 2 – 2

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

S-1

S-2

S-3

S-4

S-5

S-6

S-7 S-8

S-9

S-10

Dark Grey cmf GRAVEL, some cmf Sand, little Silt, (fill – brick and wood fragments) Dark Grey & Tan cmf SAND, some cmf Gravel, trace+ Silt. (fill – brick fragments) Tan mf SAND, little+ Silt. Dark Grey cmf SAND, some Silt, little mf Gravel. (fill – brick fragments) Dark Grey c+mf SAND, some cmf+ Gravel, little Silt. TOP 6”: Dark Grey Organic SILT, little f Sand. BOT 18”: Dark Grey mf SAND, little Organic Silt. (trace shells) Dark Grey Organic SILT, and- mf Sand. (trace shells) Same as S-7. Dark Grey Organic SILT, trace f Sand. Same as S-9.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-11 40-42’

S-12 45-47’

S-13 50-52’

S-14

55-57’

S-15 60-62’

S-16

65-67’

S-17 70-72’

S-18 75-77’

WOH-WOH-WOH-WOH


11 – 5 – 6 – 7

10 – 8 – 9 – 7

9 – 8 – 6 – 8

4 – 5 – 7 – 8

13 – 9 – 7 – 7

S-11

S-12

S-13

S-14

S-15

S-16

S-17

S-18

Dark Grey c-mf SAND, little Organic Silt. Dark Grey Organic SILT, little- mf Sand. TOP 12”: Same as S-12. BOT 12”: Dark Grey c-mf SAND, some Organic Silt, trace f Gravel. Tan cmf SAND, trace Silt. Same as S-14. Reddish-Grey c+mf SAND, little mf+ Gravel, trace Silt. Reddish-Grey c+mf SAND, trace Silt. Reddish-Grey c+mf SAND, little mf+ Gravel, trace Silt.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Reddish-Grey c+mf SAND, little+ f Gravel, trace+ Silt. Same as S-19. Same as S-19. Same as S-19. Same as S-19.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-19 80-82’

S-20 85-87’

S-21 90-92’

S-22 95-97’

S-23 100-102’

8 – 9 – 9 – 11

7 – 8 – 8 – 10

15 – 12 – 11 – 12

10 – 15 – 15 – 15

14 – 17 – 23 – 23

S-19

S-20

S-21

S-22

S-23






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 20-22’

S-8 22-24’

S-9

25-27’ S-10

27-29’

S-11 30-32’

S-12 35-37’

33 – 21 – 9 – 8

9 – 9 – 6 – 7

5 – 3 – 5 – 9

15 – 6 – 6 – 6

4 – 5 – 4 – 4

2 – 2 – 2 – 3 WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S11

S-12

Grey cmf SAND, little+ cmf Gravel, trace+ Silt. (fill - concrete encountered at 1’) Brown c-mf SAND, little- mf Gravel, little- Silt. Same as S-2. Dark Grey mf SAND, some Silt. (fill - wood encountered at 7.5’) Dark Grey c-mf SAND, and cmf Gravel, little Silt. Dark Grey mf SAND, little Clayey Silt. Dark Grey mf SAND, little+ Organic Silt. Same as S-7. Same as S-7. Same as S-7. Dark Grey Organic SILT, trace f Sand. (trace shells) Dark Grey mf SAND, little Organic Silt. (trace shells)




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-13 40-42’

S-14 45-47’

S-15 50-52’

S-16

55-57’

S-17 60-62’

S-18

65-67’

S-19 70-72’

S-20 75-77’


WOH – 1 – 1 – 1

7 – 7 – 7 – 7

10 – 5 – 5 – 7

2 – 3 – 6 – 7

2 – 3 – 3 – 5

6 – 7 – 9 – 10

S-13

S-14

S-15

S-16

S-17

S-18

S-19

S-20

Same as S-12. Dark Grey Organic SILT, trace- f Sand. Reddish-Grey mf SAND, little Silt. Grey cmf GRAVEL, little cmf Sand, trace Silt. Reddish-Grey c+m SAND, some c+f Gravel, trace- Silt. Same as S-17. Same as S-17. Same as S-17.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

S-21

S-22

S-23

S-24

S-25

Reddish-Grey c+mf GRAVEL, some+ cmf+ Sand, little+ Silt. Same as S-21. Same as S-21. Same as S-21. Same as S-21.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-21 80-82’

S-22 85-87’

S-23 90-92’

S-24 95-97’

S-25 100-102’

5 – 34 – 31 – 14

10 – 7 – 9 – 8

6 – 6 – 6 – 7

9 – 9 – 11 – 11

9 – 7 – 9 – 11






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 17-19’

S-8

20-22’ S-9

22-24’

S-10 25-27’ S-11

27-29’

S-12 30-32’ S-13

32-34’

S-14 35-37’ UD-1 37-39’ S-15

39-41’

14 – 4 – 7 – 12

12 – 10 – 12 – 24

12 – 6 – 4 – 2

2 – 2 – 1 – 1

1 – 2 – 1 – 1

WOH-WOH-WOH-WOH

2 – 2 – WOH – WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

PUSH 24” REC.: 24”

WOH-WOH-WOH-WOH

S-1

S-2

S-3

S-4

S-5

S-6

S-7 S-8

S-9

S-10

S-11

S-12 S-13 S-14 UD-1 S-15

Dark Grey & Tan c+mf SAND, some f Gravel, trace Silt. Dark Grey & Tan c+mf SAND, some mf Gravel, trace Silt. (Fill - brick fragments, wood) Dark Grey c+mf SAND, some mf Gravel, some Organic Silt. (Fill - brick fragments, wood) Dark Grey Clayey SILT, and cmf Sand. Same as S-4. Dark Grey Organic SILT, and cmf Sand. Same as S-6. Same as S-6. Same as S-6. Dark Grey Organic SILT, some mf Sand. Same as S-10. Dark Grey Organic SILT. Same as S-12. Same as S-12. Same as S-12. Dark Grey Organic SILT, and mf Sand.

SOILS ENGINEER: J. TIERNEY, P.E. DRILLING INSPECTOR: B. HELLER



TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-16 45-47’ S-17

47-49’

S-18 50-52’ S-19

52-54’

S-20 55-57’

S-21 60-62’

S-22 65-67’

S-23 70-72’

S-24 75-77’

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

4 – 3 – 8 – 4

3 – 2 – 6 – 6

6 – 19 – 17 – 11

10 – 6 – 8 – 12

9 – 8 – 9 – 8

11 – 7 – 6 – 10

S-16

S-17

S-18

S-19

S-20

S-21

S-22

S-23

S-24

Dark Grey Organic SILT, some f Sand. Same as S-16. Same as S-16. Dark Grey SILT & CLAY, trace f Sand. Dark Grey CLAY & SILT, some f Sand. Dark Grey cmf GRAVEL, and cmf Sand, trace Silt. Dark Grey & Reddish Brown mf SAND, trace Silt. Same as S-22. Reddish-Brown c+mf SAND, some mf Gravel, trace Silt.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

S-25

S-26

S-27

S-28

S-29

TOP 12”: Reddish-Brown f SAND, and Silt. BOT 12”: Reddish-Brown c+mf SAND, and cmf Gravel, trace Silt. Same as BOT 12” S-25. Reddish-Brown cm+f SAND, little mf+ Gravel, trace Silt. Reddish-Brown c+mf SAND, and mf+ Gravel, trace Silt. Dark Grey mf GRAVEL, and c+mf Sand, trace Silt.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-25 80-82’

S-26 85-87’

S-27 90-92’

S-28 95-97’

S-29 100-102’

12 – 20 – 23 – 25

14 – 8 – 8 – 8

10 – 10 – 10 – 10

12 – 10 – 10 – 11

21 – 32 – 27 – 28






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’ S-6

10-12’

S-7 15-17’

S-8 20-22’

S-9 22-24’

S-10

25-27’

S-11 30-32’ S-12

32-34’

S-13 35-37’ S-14

37-39’

8 – 18 – 7 – 6

4 – 4 – 3 – 4

3 – 3 – 3 – 1

WOH-WOH-WOH-WOH

1 – WOH – 1 – 1

WOH-WOH-WOH-WOH

WOH – WOH – 2 – 3

WOH – WOH – 1 – 1

1 – 2 – 2 – 1

WOH – 1 – 1 – 1

1 – 2 – 1 – WOH

WOH-WOH-WOH-WOH

WOH – WOH – 1 – 1

WOH – 2 – 1 – 2

S-1

S-2

S-3

S-4

S-5

S-6

S-7 S-8

S-9

S-10

S-11

S-12 S-13

S-14

Dark Grey cmf SAND, little cmf Gravel, little Silt. (fill - brick fragments, wood) Same as S-1. Same as S-1. Same as S-1. Same as S-1. Dark Grey Organic SILT, trace+ f Sand, trace c Gravel. Dark Grey Organic SILT, little f Sand. (trace shells) Dark Grey m-f SAND, some Organic Silt. (trace shells) Same as S-8. Same as S-8. Dark Grey f SAND, little+ Organic Silt. (trace shells) Dark Grey Organic SILT, trace f Sand. (trace shells) Dark Grey Organic SILT, some f Sand. (trace shells) Same as S-13.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-15 40-42’ S-16

42-44’

S-17 45-47’ S-18

45-47’

S-19 50-52’

S-20

55-57’

S-21 60-62’

S-22

65-67’

S-23 70-72’

S-24 75-77’

1 – WOH – 1 – WOH

2 – 2 – 1 – 2

WOH – 1 – 2 – 1

3 – 3 – 3 – 3

4 – 2 – 2 – 1

4 – 8 – 7 – 6

1 – 2 – 2 – 14

5 – 5 – 5 – 5

3 – 5 – 4 – 3

3 – 3 – 3 – 4

S-15

S-16

S-17

S-18

S-19

S-20

S-21

S-22

S-23

S-24

Dark Grey Organic SILT, little f Sand. (trace shells) Same as S-15. Dark Grey Organic SILT, trace f Sand. Same as S-17. Dark Grey c-mf SAND, little+ Organic Silt. (trace shells) Dark Grey cmf SAND, little Organic Silt. Same as S-20. Dark Grey CLAY & SILT, trace- f Sand, trace- f Gravel. Same as S-22. Brown and Red Brown CLAY & SILT, trace+ f Sand. (varves)




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

S-25

S-26

S-27

S-28

S-29

Reddish-Grey cmf SAND, little f Gravel, trace Silt. Same as S-24. Same as S-24. Reddish-Grey c+mf SAND, little mf+ Gravel, trace Silt. Reddish-Grey c+mf SAND, cm+f Gravel, trace Silt.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-25 80-82’

S-26 85-87’

S-27 90-92’

S-28 95-97’

S-29 100-102’

9 – 10 – 10 – 8

6 – 5 – 8 – 10

6 – 10 – 26 – 100/6”

15 – 17 – 20 – 26

18 – 15 – 21 – 20






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’ S-6

10-12’

S-7 15-17’

S-8 20-22’

S-9 22-24’

S-10

25-27’ S-11

27-29’

S-12 30-32’ S-13

32-34’

S-14 35-37’ S-15

37-39’

10 – 39 – 17 – 9

10 – 13 – 14 – 8

10 – 9 – 5 – 6

2 – 1 – 1 – 1

1 – 1 – 1 – 1

WOH-WOH-WOH-WOH

2 – 2 – 1 – 2

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

S-1

S-2

S-3

S-4

S-5

S-6

S-7 S-8

S-9

S-10

S-11

S-12

S-13 S-14

S-15

Dark Brown m+f SAND, and m+f Gravel, trace Silt. (Fill - brick fragments, wood) Dark Grey c+mf SAND, some mf Gravel, trace Clay & Silt. (Fill - brick fragments, wood) No Recovery. No Recovery. Dark Grey Organic SILT, and mf Sand, trace mf Gravel. Dark Grey Organic SILT, and cmf Sand, some c+mf Gravel. Dark Grey cmf SAND, some Organic Silt. (trace shells) Dark Grey Organic SILT, some cmf Sand. Same as S-8. Dark Grey Organic SILT, and f Sand. Same as S-10. Dark Grey Organic SILT, and mf Sand. (trace shells) Dark Grey Organic SILT, some mf Sand. Dark Grey Organic SILT, trace f Sand. Same as S-14.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-16 40-42’ S-17

42-42’

S-18 45-47’ S-19

47-49’

S-20 50-52’ S-21

52-54’

S-22 55-57’

S-23 60-62’

S-24 65-67’

S-25 70-72’

S-26 75-77’

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

3 – 2 – 2 – 2

1 – 2 – 4 - 6

2 – 4 – 5 – 6

6 – 7 – 6 – 7

2 – 5 – 4 – 4

3 – 4 – 5 – 6

S-16

S-17

S-18

S-19

S-20

S-21

S-22

S-23

S-24

S-25

S-26

Dark Grey Organic SILT, trace f Sand. Same as S-16. Same as S-16. (Su = 0.25 tsf) Same as S-16. Dark Grey Organic SILT. Dark Grey c+mf SAND, trace Silt. Dark Grey mf+ SAND, little- Silt. Same as S-21. Dark Grey & Reddish Brown Silty CLAY, some f Sand. Grey Silty CLAY, trace- f Sand. Same as S-25.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Grey SILT & CLAY, trace+ f Sand. (vertical varves) Same as S-27. Same as S-27. Same as S-27. Dark Grey & Reddish Brown c+mf SAND, and c+mf Gravel, trace Silt.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-27 80-82’

S-28 85-87’

S-29 90-92’

S-30 95-97’

S-31 100-102’

3 – 4 – 3 – 3

2 – 2 – 1 – 2

3 – 3 – 7 – 6

3 – 5 – 4 – 6

16 – 11 – 13 – 11

S-27

S-28

S-29

S-30

S-31






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’ S-6

10-12’ S-7

12-14’

S-8 15-17’

S-9 17-19’

S-10

20-22’ S-11

22-24’

S-12 25-27’ S-13

27-29’

S-14 30-32’ S-15

32-34’

S-16 35-37’ S-17

37-39’

9 – 11 – 30 – 10

6 – 3 – 4 – 4

6 – 5 – 4 – 6

12 – 30 – 5 – 3

2 – 1 – 2 – 3

1 – 1 – 1 – 1

1 – WOH – 1 – WOH

WOH-WOH-WOH-WOH

WOH – 1 – 3 – 3

1 – 1 – WOH – 1

1 – WOH – 1 – WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

3 – 2 – 2 – 2

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8 S-9

S-10

S-11

S-12

S-13

S-14

S-15

S-16

S-17

Dark Brown cmf SAND, little cmf Gravel, little Silt. (fill - brick fragments, wood) Same as S-1. Same as S-1. Dark Brown cmf GRAVEL, little cmf Sand, trace+ Silt. (fill - brick fragments, wood) Top 18”: Same as S-4. Bottom 6”: Dark Grey SILT, and m-f Sand. Dark Grey m-f SAND, and Organic Silt. (trace shells) Dark Grey Organic SILT, some m-f Sand. (trace shells) Same as S-7. Top 12”: Same as S-7. Bottom 12”: Dark Grey m-f SAND, some Organic Silt. Dark Grey Organic SILT, some m-f Sand. Same as S-10. Dark Grey Organic SILT, some m-f Sand. (trace shells) Same as S-12. Same as S-12. Same as S-12. Same as S-12. Dark Grey m-f SAND, and Organic Silt. (trace shells)




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-18 40-42’ S-19

42-44’

S-20 45-47’ S-21

47-49’

S-22 50-52’

S-23

55-57’

S-24 60-62’

S-25

65-67’

S-26 70-72’

S-27 75-77’

1 – 1 – 1 – 1

2 – 1 – 1 – 2

WOH – 2 – 2 - 2

3 – 4 – 4 – 4

2 – 3 – 2 – 2

3 – 3 – 4 – 4

66 – 48 – 17 - 10

12 – 9 – 7 – 6

100 – 50/2” – X – X

19 – 9 – 9 – 12

S-18

S-19

S-20

S-21

S-22

S-23

S-24

S-25

S-26

S-27

Same as S-17. Same as S-17. Dark Grey Clayey SILT, trace f Sand. (trace shells) Same as S-20. Dark Grey mf SAND, some- Silt. (trace shells) Same as S-22. Dark Grey cmf GRAVEL, some cmf Sand, little Silt. Brown c+mf SAND, little Silt, trace+ m Gravel. Grey cmf GRAVEL, some cmf Sand, trace Silt. (Boulder encountered from 71’ to 73’) Grey cmf GRAVEL, trace+ cmf Sand, trace Silt.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Brown cmf SAND, some mf Gravel, trace Silt. Brown cmf SAND, and c-mf Gravel, trace Silt. Brown cmf SAND, some c-mf Gravel, trace Silt. Same as S-30. Same as S-30.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-28 80-82’

S-29 85-87’

S-29 90-92’

S-30 95-97’

S-31 100-102’

27 – 19 – 22 – 21

27 – 21 – 22 – 36

15 – 15 – 16 – 16

16 – 16 – 17 – 18

16 – 18 – 18 – 19

S-28

S-29

S-30

S-31

S-32 END OF BORING @ 102’

* PID meter did not detect any concentrations of

volatile organic compounds greater than 0.5 ppm.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’

S-2 8-10’ S-3

10-12’ S-4

12-14’

S-5 15-17’

S-6 20-22’

S-7 25-27’

S-8 30-32’

S-9 35-37’ S-10

37-39’

9 – 36 – X – X

5 – 3 – 3 – 3

6 – 4 – 3 – WOH

1 – 1 – 1 – 1

1 – 1 – 1 – 1

1 – WOH – 2 – 1

1 – WOH – 2 – 1

1 – WOH – 1 – WOH

1 – WOH – 1 – 1

2 – 2 – 2 – 1

S-1

S-2 S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

Brown cmf Gravel, little cmf Sand, trace Silt. (Concrete encountered from 1’ to 8’ – Drilled directly to 8’) Dark Grey c-mf Gravel, little- cmf Sand, trace Silt. Dark Grey cmf SAND, some- mf+ Gravel, trace+ Silt. Dark Grey mf SAND, and Organic Silt. Same as S-4. Dark Grey Organic SILT, some+ m-f Sand. (trace shells) Dark Grey mf SAND, some Organic Silt. (trace shells) Dark Grey Organic SILT, trace f Sand. (trace shells) Dark Grey Organic SILT, and mf Sand. Same as S-9.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-11 40-42’ S-12

42-44’

S-13 45-47’ S-14

45-47’

S-15 50-52’

S-16

55-57’

S-17 60-62’

S-18

65-67’

S-19 70-72’

S-20 75-77’

WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH WOH-WOH-WOH-WOH

3 – 3 – 3 – 4

1 – 2 – 1 – 1

8 – 10 – 17 – 17

11 – 7 – 7 – 8

4 – 4 – 6 – 6

4 – 4 – 7 – 6

5 – 5 – 6 – 6

S-11

S-12

S-13

S-14

S-15

S-16

S-17

S-18

S-19

S-20

Dark Grey Organic SILT, trace f Sand. (trace shells) Same as S-11. Dark Grey Organic SILT, trace f Sand. Dark Grey mf SAND, some Silt. Dark Grey cmf SAND, little Silt, trace f Gravel. (trace shells) Dark Grey cmf SAND, some- cmf Gravel, trace Silt. Same as S-16. Reddish-Grey Silty CLAY, trace f Sand. Same as S-18. Same as S-18.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

S-21

S-22

S-23

S-24

S-25

Same as S-18. Grey and Red-Brown Stratified CLAY & SILT. (Su = 1 tsf) Same as S-22. (Su = 1 tsf) Grey and Red-Brown Stratified CLAY & SILT, trace- f Sand. (Su = 1 tsf) Same as S-22. (Su = 1 tsf)

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-21 80-82’

S-22 85-87’

S-23 90-92’

S-24 95-97’

S-25 100-102’

5 – 6 – 7 – 6

3 – 5 – 4 – 4

4 – 5 – 5 – 6

4 – 7 – 5 – 7

4 – 4 – 5 – 8






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

--- 5’--- ---10’--- ---15’--- ---20’--- ---25’--- ---30’--- ---35’--- ---40’---

S-1 0-2’ S-2 2-4’ S-3 4-6’ S-4 6-8’ S-5

8-10’

S-6 15-17’

S-7 20-22’

S-8 25-27’

S-9 30-32’

S-10 35-37’

38 – 94 – 27 – 18

17 – 15 – 12 – 8

4 – 2 – 2 – 2

2 – 1 – 1 – 1 WOH-WOH-WOH-WOH

4 – 2 – 2 – 2

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH-WOH-WOH-WOH

WOH – 3 – 3 – 4

S-1

S-2

S-3 S-4 S-5

S-6 S-7

S-8

S-9

S-10

TOP 4”: Asphalt MID 6”: Concrete BOT 14”: Dark Grey cmf SAND, little cmf Gravel, trace+ Silt. (fill – brick, concrete and glass fragments) TOP 12”: Dark Grey cmf+ GRAVEL, some+ cmf Sand, trace Silt. (fill – brick and glass fragments) BOT 12”: Red-Brown cmf SAND, some Clayey Silt. Grey mf SAND, some Clayey Silt, trace f Gravel. Dark Grey c-mf SAND, little+ Silt. Dark Grey Organic SILT, some mf Gravel, trace cmf Sand. Dark Grey cmf SAND, little Organic Silt. Dark Grey Organic SILT, little+ mf Sand. (trace shells) Same as S-7. Dark Grey Organic Clayey SILT, trace f Sand. (contains shells and fibers) TOP 6”: Same as S-9. BOT 18”: Dark Grey c-mf SAND, little Organic Silt.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 45’--- ---50’--- ---55’--- ---60’--- ---65’--- ---70’--- ---75’--- ---80’---

S-11 40-42’

S-12 45-47’

S-13 50-52’

S-14

55-57’

S-15 60-62’

S-16

65-67’

S-17 70-72’

S-18 75-77’

5 – 7 – 14 – 22

5 – 6 – 8 – 9

7 – 6 – 6 – 7

8 – 9 – 7 – 7

10 – 11 – 9 – 9

11 – 9 – 10 – 16

10 – 14 – 15 – 18

9 – 9 – 12 – 14

S-11

S-12

S-13

S-14

S-15

S-16

S-17

S-18

Tan cmf SAND, little+ cmf Gravel, little Silt. Grey c+mf GRAVEL, some cmf Sand, trace Silt. Brown cmf SAND, little mf+ Gravel, trace+ Silt. Brown c+mf SAND, trace Silt. Same as S-14. Dark Grey c+mf SAND, trace mf Gravel, trace Silt. Red-Brown cm SAND, little- mf+ Gravel, trace Silt. Same as S-17.




TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

TOP 6”: Same as S-17. MID 12”: Red-Brown SILT, trace mf Sand. BOT 6”: Dark Grey c+mf SAND, little f Gravel, trace Silt. Red-Brown cmf SAND, and mf Gravel, trace Silt. Same as S-20. Same as S-20. Red-Brown cmf SAND, trace Silt.

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-19 80-82’

S-20 85-87’

S-21 90-92’

S-22 95-97’

S-23 100-102’

7 – 7 – 14 – 16

11 – 14 – 15 – 15

14 – 14 – 17 – 19

14 – 12 – 15 – 22

15 – 15 – 18 – 21

S-19

S-20

S-21

S-22

S-23






TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

-- 85’--- ---90’--- ---95’--- --100’-- --105’-- --110’-- --115’-- --120’--

S-1 100-102’

S-2 105-107’

S-3 110-112’

S-4 115-117’

WOH – WOH – 4 – 6

3 – 4 – 5 – 4

3 – 3 – 5 – 5

5 – 3 – 3 – 2

S-1

S-2

S-3

S-4

Drilled directly to a depth of 70 feet and retrieved 24” undistributed sample designated as UD-1. Drilled directly to a depth of 100 feet and began split spoon sampling. Brown Silty CLAY. (Su = 1.75 tsf) Reddish-Brown CLAY & SILT. (Su = 0.75 tsf) Brown CLAY & SILT, trace f Sand. (Su = 1.25 tsf) Brown SILT & CLAY. (Su = 0.75 tsf)

SOILS ENGINEER: J. TIERNEY, P.E. DRILLING INSPECTOR: J. TIERNEY, P.E.



TEST BORING LOG







SAMPLE DEPTH


STRATA

DESCRIPTION OF SOIL

Brown CLAY & SILT. Brown-Grey cmf SAND, little+ mf Gravel, trace Silt. Brown-Grey m+f GRAVEL, and- cmf Sand, little+ Silt. Brown-Grey cmf SAND, and+ cmf Gravel, little Silt. Same as S-8.

-- 125’-- --130’-- --135’-- --140’-- --145’-- --150’-- --155’-- --160’--

S-5 120-122’

S-6 125-127’

S-7 130-132’

S-8 135-137’

S-9 140-142’

2 – 2 – 2 – 2

11 – 8 – 11 – 12

31 – 33 – 21 – 33

100/4” – X – X – X

45 – 51 – 100 – 100/4”

S-5

S-6

S-7

S-8

S-9

END OF BORING @ 141.8’


SOILS ENGINEER: J. TIERNEY, P.E. DRILLING INSPECTOR: J. TIERNEY, P.E.



APPENDIX C LABORATORY TEST RESULTS

APPENDIX D GRADATIONAL ENVELOPES