Geotehnical Reports_Parsons 2009 and 2011.pdf

Geotechnical Report PH-1A Waterfront Bulkhead Rehabilitation-NY

Parsons Brinckerhoff i

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 PROJECT DESCRIPTION

3.0 PURPOSE AND SCOPE

4.0 GEOTECHNICAL INVESTIGATION PROGRAM

4.1 Boring Program

4.2 Laboratory Testing

4.2.1 Index Property Tests

4.2.2 Strength Tests

5.0 SUBSURFACE CONDITIONS

5.1 Stratigraphy and Subsurface Conditions

5.2 Groundwater

6.0 SEISMIC CONSIDERATIONS

6.1 Site Classification

6.2 Liquefaction

7.0 RECOMMENDATIONS

7.1 Engineering Design Parameters

7.2 Sink Holes and Voids Considerations

8.0 REPORT LIMITATIONS

FIGURES

Figure 1 – Site Vicinity Figure 2 – Plan of Borings

APPENDICES

Appendix A – Boring Logs Appendix B – Laboratory Test Data Appendix C - Soil & Rock Classification Guidelines Appendix D – Liquefaction Calculations Appendix E – Previous Prepared/Provided Geotechnical Reports

Parsons Brinckerhoff

GEOTECHNICAL REPORT

PROJECT 3985401

PH- IA WATERFRONT BULKHEAD REHABILITATION

USCG SECTOR BUFFALO, NY

1.0 INTRODUCTION

This report presents geotechnical evaluations and recommendations completed by Parsons Brinckerhoff, Inc. (PB) regarding the design and re-construction of the sheet pile bulkhead wall for PH- IA Waterfront Bulkhead Rehabilitation, at USCG Sector Buffalo, New York.

2.0 PROJECT DESCRIPTION

The project SWPE consists of the design and installation of 300 feet of new steel sheet pile bulkhead wall system, on the water side of an existing concrete bulkhead at U. S. Coast Guard Sector Buffalo, New York. The new wall will be supported at the top by rock anchors and with the existing concrete cap being used as a wale. The voids space between the wale and the existing wall will be filled with stone as well as filling the void between the new sheet pile wall and the existing concrete bulkhead. The existing sheet pile wall location layout is shown in Appendix A.

3.0 PURPOSE AND SCOPE

The purpose of this geotechnical report is to provide specific subsurface information and geotechnical recommendations to be used for the new design of the sheet pile wall – tieback systems. The scope of work consisted of:

1. Performing three borings at selected locations. Two borings were performed on the landside (B-1, B-2) of the existing wall and one boring was performed on the waterside (B-3) of the existing wall. The subsurface investigation included drilling and sampling of soil and rock.

2. Performing geotechnical laboratory tests on recovered samples to evaluate the physical and engineering properties of the strata encountered.

3. Preparing a geotechnical data report including discussions of site conditions, engineering analyses, and providing engineering design parameters to be used for the sheet pile wall – tieback systems design and construction.

Parsons Brinckerhoff

4.0 GEOTECHNICAL INVESTIGATION PROGRAM

4.1 Boring Program

The boring program undertaken by PB for the project consisted of drilling three (3) borings. Two borings were performed at the landside (B-1 and B-2) and one boring at the waterside (B-3). The drilling began on October 13, 2011 and was completed on October 14, 2011. The investigation was performed within the existing US Coast Guard facility. Figure 1 shows the site vicinity. The drilled boring locations are presented in Figure 2 and the detailed boring logs are presented in Appendix A.

The subsurface exploration drilling was completed by Quality Inspection Services, Inc.

(QISI), NY under subcontract to PB and under direct, full-time observation of PB’s on-site geotechnical engineer. Descriptions of soil and rock were developed by QISI and the PB geotechnical engineer on site. Soil descriptions were made in accordance with the Burmister Classification and designated with USCS guidelines. (See Appendix A).

The boreholes were advanced using a truck mounted CME 50 drill rig with automatic hammer using 4¼ - inch inside diameter hollow stem augers. In all borings, continuous 24-inch Standard Penetration Test (SPT) split spoon samples were obtained from the ground surface to a depth of 12 feet below the ground surface. Below that depth, split spoon samples were obtained at 5-foot intervals to bedrock. SPT sampling was performed in accordance with ASTM D1586.

In addition to the SPT samples, rock cores were obtained at one boring location once bedrock was encountered. Rock coring was performed using NQ-sized double core barrels with diamond drill bits. A ten-foot long core was taken at Boring B-2. Water level readings were obtained at the time of drilling and after completion of drilling the boring.

4.2 Laboratory Testing

A laboratory testing program developed by PB was performed by QISI and HVJ Associates, Inc. The testing included sieve and hydrometer grain size analyses and unconfined compression strength for rock. Table 1 shows the number of each laboratory test performed.

Table 1 – Laboratory Tests Performed Laboratory Test Number of Tests

Performed Applicable ASTM

Standard Sieve Analysis 6 D 422 Hydrometer test 6 D 422 Unit Weight of the Rock 3 D 7012 Uniaxial Compressive Strength of Intact Rock Core Specimens.

3 D 7012 (Method C)

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4.2.1 Index Property Tests

Index property tests were generally carried out to classify the soil and to establish its engineering properties. Index property tests included natural moisture content determinations, sieve and hydrometer analyses, and Atterberg limit determinations.

Natural Moisture Content: The natural moisture content is defined as the ratio of the weight of moisture present to dry weight of soil, expressed as a percentage. The natural moisture content has proved valuable in estimating engineering properties of the soil via several empirical relationships.

Sieve and Hydrometer Analyses (grain size): The grain size analyses were conducted in general accordance with ASTM D-422. The sieve analysis measures the percentage of weight of a dry soil sample passing a series of sieves, including the percent passing the No. 200 sieve, which is known as the fines (silt and clay) content. The hydrometer test subsequently allows for the determination of grain size distribution for the portion passing the No. 200 sieve. Test results are presented in Appendix B.

4.2.2 Strength Tests

Uniaxial Compressive Strength of Intact Rock Core Specimens tests were performed on rock core samples obtained from the test borings in general accordance with ASTM D-7012. In an unconfined compression test, an intact rock core specimen is subjected to an axial load with no confining pressure, until failure occurs. Test results are presented in Appendix B.

5.0 SUBSURFACE CONDITIONS

5.1 Stratigraphy and Subsurface Conditions

In general, the subsurface conditions at the site consist of successive layers of sand and silt soils overlying limestone bedrock.

The soils in the soil stratum generally consist of poorly graded SAND (SP), silty SAND (SM), Silt (ML), Sandy Silt (MH) or low plasticity clayey SILT (CL). SPT blow counts in the soils ranged from zero to over 34 bpf. However, the higher blow counts are likely due to the presence of gravel, cobbles, boulders or obstructions, and are not indicative of the density of the sample. The soil strata was encountered from the ground surface to depths ranging from 30 to 34 feet below the ground surface (landside area) or between elevations +544.27and +552.40. (Both of landside and waterside areas)

Laboratory testing revealed the fines content (material finer than No. 200 sieve) of the sand samples to range from about 15 percent to about 60 percent. However, the majority of samples contained between 15 and 30 percent fines. The summary of the sieve and hydrometer test results are summarized in Table 2.

Parsons Brinckerhoff

Table 2 – Summary of the sieve and hydrometer test results

Boring Sample

No.

Sample Depth

(ft) Percent of Soil

Gravel Sand Silt Clay

B-1 4 6-8 1.6 39 50.8 8.6

B-1 8 20-22 3.9 56 36.2 3.9

B-2 5/6 10-14 0.3 83.3 13.6 2.8

B-2 8 20-22 0 79.3 16.5 4.2

B-3 2 20-22 4.5 72.9 14.9 7.7

B-3 5 26-28 0.3 70 23.3 6.4

It should be noted that the split-spoon and augers encountered difficulties at B-1 due to the likely presence of wood pieces at a depth of 27.5 to 29.5 feet below the ground surface. Because of the resistance and high SPT-N values encountered, it is probable that there are a significant amount of obstructions including, but not limited to, cobbles, boulders, bricks, concrete, wood and other natural and man-made fill materials which should be expected to be encountered during construction.

Split spoon and auger refusal at the site, defined as where the augers could not be advanced or where the split spoon could not be advanced more than 1 inch with 50 blows of the hammer, was encountered between El. +544.27 and +552.40 ft (30 to 34.5 ft below the existing ground surface). The depth and elevation of the encountered refusal is presented in Table 3.

Table 3 – Elevation of Encountered Auger / Split Spoon Refusal

Boring Encountered Refusal

Depth (ft) El. (ft) B-1 34.5 544.27 B-2 30.0 548.67 B-3 14.0

(Below Mud-Line) 552.40

Ten-Foot NQ-sized rock cores were taken at borings B-2. The encountered rock was light gray, medium-grained, moderately-fractured, slightly-weathered Dolomite Limestone. The recovery was about 96 percent with RQD value of about 91 percent.

An unconfined compression test performed on three of the recovered cores showed the strength of intact cores ranging from 5,991 to 9,280 psi.

5.2 Groundwater

The groundwater level was measured at the time of drilling and after completion of the borings. The levels recorded after completion of drilling allowed the water level in the holes to stabilize and to not be impacted by the drilling operations. Table 4 presents the water level readings recorded for each of the borings.

Table 4 – Water level Readings

Boring Water Level At Time of

Drilling Water Level After Drilling

Depth (ft) El. (ft) Depth (ft) El. (ft) B-1 10 568.77 8.25 570.52

B-2 8 570.67 7 571.67

B-3 0 566.4 0 566.4

The water level measured in the boreholes corresponded to that of the adjacent waterway (Lake Erie) which has an average level of El. 572 in IGLD 85 DATUM. The water level should be expected to fluctuate based on wind patterns and with seasonal variations.

6.0 SEISMIC CONSIDERATIONS

6.1 Site Classification

From the SPT-N blow counts and the rock properties within the upper 100 feet of soil beneath the site, the site can be classified as Site Class C (Very Dense Soil and Soft Rock) according to the Building Code of New York State and (IBC 2006). Based on the location of the site to known faults and the Site Class, the following are the recommended seismic parameters as determined by the NYSBC:

The Mapped Spectral Response Acceleration at short periods (SS) = 0.24g The Mapped Spectral Response Acceleration at a 1 second period (S1) = 0.07g.

Site Coefficients Fa and FV are 1.2 and 1.7 respectively.

6.2 Liquefaction

Liquefaction is a soil behavior phenomenon in which a soil located below the groundwater surface loses a substantial amount of strength due to strong earthquake ground shaking. Loose sands are particularly susceptible; however clayey soils and dense sands are typically not susceptible to liquefaction.

Parsons Brinckerhoff

An analysis of the potential for liquefaction at the site using the Seed-Idriss simplified procedure (Seed and Idriss (1982), Seed et. al. (1985), Youd and Idriss (1997)) was performed. This procedure utilizes SPT N-values from soil borings as measures of the relative density and susceptibility of sands to liquefaction. Seed, et al. (1985) evaluated observed occurrences or non-occurrences of liquefaction in sand deposits of various densities during numerous historical earthquakes. The study showed that sands having SPT values exceeding 30 blows-per-foot generally are not susceptible to liquefaction.

The study also showed that soils with higher silt and clay contents have a higher resistance to liquefaction. An empirical correlation between SPT values and cyclic stress ration, which is computed from the peak horizontal acceleration (PGA) induced by the design earthquake, was developed to determine the “critical SPT value” for specified ground water levels. The critical SPT value represents the value above which liquefaction would not be expected to occur, and below which liquefaction would be expected to occur. The critical SPT values can then be compared to observed values for the site to assess the potential for liquefaction.

The results of the analysis performed at the locations of the three drilled borings at the site indicate that liquefaction may not be anticipated.

7.0 RECOMMENDATIONS

7.1 Engineering Design Parameters

For engineering design purposes, the material should be assumed to have zero cohesion and to behave as a cohesionless material in a long-term, drained condition.

The landside and waterside soils may be divided into two strata (1 and 2) based on the SPT N values as shown in Table 5. The top stratum indicates a lower value for the unit weight and or the internal friction angle. Stratum 3 will represent the bed rock below the soil layers.

Recommended rock bond stress is provided to be used for the gravity grouted tieback systems. We understand that 6-inch grouted hole is expected to be used with 1 ¾ inch tie bar.

The recommended design properties for the soils and rock are summarized in Table 5.

Parsons Brinckerhoff

Table 5 – Engineering Design Properties of Soil and Rock

Stratum

Effective Friction Angle φ'

(Degrees)

Total Unit Weight γ

(pcf)

Cohesion c’

(psf)

Rankine Active Earth

Coefficent ka

Rankine Passive

Earth Coefficent kp

At rest Earth

Pressure Coefficient ko

Landside

Stratum 1 (0 to 15 ft) 30 115 0 0.30 3.0 0.50

Stratum 2 (15 to 30/34 ft) 30 120 0 0.33 3.0 0.50

Stratum 3 (Rock)

Ultimate Bond Strength = 300 psi With FOS = 3; Allowable Bond Strength = 100 psi Maximum Ultimate Design Load = 60 kips/f (6-inch hole) With FOS = 3; Maximum Allowable Design Load = 20 kips/f

Waterside

Stratum 1 (18 to 24 ft) 28 110 0 0.36 2.8 0.53

Stratum 2 (24 to 32 ft) 30 120 0 0.33 3.0 0.50

*Note: Range of design parameter values represents variations in the plasticity, grain size, density and fines content of the site soil.

7.2 Sink Holes and Voids Considerations

The top surface soils that located near the existing sheet pile wall include significant amounts of voids and sink holes. These voids and sink holes may cause significant hazards and potential risk to the integrity and stability of the existing wall. These voids and sink holes should be over-excavated and cleared from any weak/soft soils and/or debris and then, backfilled with clean stone, aggregate base, crushed limestone, recycled asphaltic pavement (RAP), recycled Portland cement concrete aggregate (RCA) that meet New York State Department of Transportation (NYSDOT) Standard Specifications (May 1, 2008) Section 203.

Excavation, placement, and compaction should be performed according to the NYSDOT Standard Requirements. Backfill material should be placed into single lifts; where the

Parsons Brinckerhoff thickness of each lift should not exceed 8 inches and to be compacted to achieve 90% of the maximum dry density of Standard Proctor according to ASTM D 698.

The voids between the bulkhead walls (new and existing) should be filled with free drain pea gravel (clean-graded washed river-run gravel) meeting ASTM C 33 Size No. 7.

8.0 REPORT LIMITATIONS

This geotechnical report has been prepared for the exclusive use of the design of sheet pile wall system at the USCG Sector Buffalo being contracted by The Coniglio Company. This geotechnical report has been prepared for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The final design plans and specifications should be reviewed by PB to verify the interpretation and implementation of our geotechnical recommendations in the design and specifications.

The analysis and recommendations presented in this report are based upon the data obtained from the borings and laboratory testing performed by QISI and HVJ Associates, Inc. as well as the provided plans. The boring logs indicate subsurface conditions only at specific locations and times, and only to the depths penetrated. They do not necessarily reflect variations that may exist between locations or possible changes that may take place with time and depth.

Lateral and vertical variations were observed between borings investigated across the site. The full nature and extent of such variations may not become evident until during or after construction. If variations appear, PB should be immediately notified so that further evaluation and supplemental recommendations can be provided.

The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, and bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials, or conditions. If The Coniglio Company or USCG are concerned about the potential for such contamination or pollution, other studies should be undertaken.

In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless PB reviews the changes and either verifies or modifies the conclusions of this report in writing.

Parsons Brinckerhoff

Appendices

FIGURES

FIGURE 1 – SITE VISINITY

FIGURE 2 – PLAN OF BORINGS

A-1

LEGEND

Site Vicinity

PH- IA WATERFRONT

BULKHEAD REHABILITATION

PB PROJECT NO: 183791A

N

Project Location

0 30 60

Scale in Feet

A-2

LEGEND

PLAN OF BORINGS

PH- IA WATERFRONT BULKHEAD

REHABILITATION

Boring Drilled

PB PROJECT NO: 183791A

0 75 150

Scale in Feet

N

Parsons Brinckerhoff

Appendices

APPENDIX A – BORING LOGS

Quality Inspection Service, Inc.

Boring Log

Boring No.: B‐1 Elevation: 578 .77

Date Time Start Depth Finish Depth Weather Temp Driller 10/ 13/ 11 0 ft. 34.5 ft. Sunny 60 F JT

Drilling Method/Size of Casing: 4.25 inch ID HSA Type of Drill Rig: D‐50 Type of Sampler: Split Spoon Sample Hammer WT/Fall: 140 lbs/30 inches Project: U.S. Coast Guard Water Level (bgs) Date Time

1 Fuhrman Boulevard 1) Location: Buffalo, New York 2) Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

1" Asphalt Pavement 1 S ‐1 ‐ 11 4" Slag/Gravel Fill

7 5 18 1. 0' Brown fine SAND and Slag, trace Silt, moist

2 (FILL)

Brown fine SAND, trace Silt, moist (FILL) 3 S ‐2 6 2

3 2 5 1. 2'

Sample S‐3: No Recoveryp y 5 S ‐3 6 5

3 3 8 0. 0' Gray SILT, little fine Sand, trace Wood Pieces, 6 wet (FILL)

7 S ‐4 6 3 2 3 5 2. 0'

Gray‐brown fine SAND, trace Silt, trace Gravel, 9 S ‐5 5 3 wet (FILL) 4 7 7 1. 2'

10 Contains little gray Silt

11 S ‐6 5 4 5 6 9 1. 4' bgs= below ground surface

Quality Inspection Services, Inc., 37 Franklin Street, Buffalo, New York, 14202, Tel: 716‐853‐2611 salman Text Box salman Text Box 8.25 salman Text Box 10/13 salman Text Box 10/13 salman Text Box salman Text Box 1:00 pm salman Text Box 5:00 pm salman Text Box

(USCS: ML)

salman Text Box

(USCS: SM)

salman Text Box

(USCS: SM)

Boring Log con't Page 2 of 3

Boring No. : B‐1 Location: U.S. Coast Guard Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

15 Contains some Silt

16 S ‐7 4 8 9 8 17 1. 7'

21 S ‐8 1 4 8 8 12 2. 0'

25 Gray fine‐coarse SAND, little Silt, wet (FILL)

26 S ‐9 3 3 4 3 7 1. 8'

28 Brown WOOD TIMBER S ‐10 12 12 (Suspect tie‐back or deadman)

29 13 17 25 1. 0'

Gray fine SAND, little Silt, wet

31 S ‐11 15 17 17 19 34 N A

Quality Inspection Services, Inc., 37 Franklin Street, Buffalo, New York, 14202, Tel: 716‐853‐2611 salman Text Box

(USCS: SM)

salman

(USCS: SM)

Boring Log con't Page 3 of 3

Boring No. : B‐1 Location: U.S. Coast Guard Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

33 Augering more difficult at 33.5 feet

S ‐12 50/ 0.0' ‐ Auger/Sampler Refusal at 34.5 feet

35 Boring Complete at 34.5 feet

Quality Inspection Services, Inc., 37 Franklin Street, Buffalo, New York, 14202, Tel: 716‐853‐2611

Boring No.: B‐2 Elevation: 578 .67

Date Time Start Depth Finish Depth Weather Temp Driller 10/ 14/ 11 0 ft. 40.5 ft. Cloudy‐Rain 50 F JT

Drilling Method/Size of Casing: 4.25 inch ID HSA Type of Drill Rig: D‐50 Type of Sampler: Split Spoon Sample Hammer WT/Fall: 140 lbs/30 inches Project: U.S. Coast Guard Water Level (bgs) Date Time

1 Fuhrman Boulevard 1) Location: Buffalo, New York 2) Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

6" TOPSOIL

1 S ‐1 1 9 Brown SILT, some Slag, trace SAND, trace

8 8 17 0. 9' Roots, moist (FILL)

Brown fine‐coarse SAND and Slag, trace Silt, 3 S ‐2 6 3 moist (FILL)

3 4 6 0. 3'

Gray fine SAND, some‐little Silt, little Gravel,y , , , 5 S ‐3 4 3 moist (FILL)

4 3 7 0. 7'

Gray fine SAND, some Silt, little Wood pieces, 7 S ‐4 4 2 wet (FILL)

2 5 4 2. 0'

Gray SILT, some‐little fine Sand, wet 9 S ‐5 7 6

4 4 10 1. 2'

11 S ‐6 3 5 7 11 12 2. 0' bgs= below ground surface

Quality Inspection Services, Inc., 37 Franklin Street, Buffalo, New York, 14202, Tel: 716‐853‐2611 salman Text Box 7.00 salman Text Box 8.00 salman Text Box 9:30 am salman Text Box 5:00 pm salman Text Box 10/14 salman Text Box 10/14 salman Text Box

(USCS: SM)

salman Text Box

(USCS: SM)

salman

(USCS: MH)

Boring Log con't Page 2 of 3

Boring No. : B‐2 Location: U.S. Coast Guard Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

16 S ‐7 4 3 Contains trace Gravel 6 10 9 1. 2'

19 Brown fine SAND, some‐little Silt, little Gravel, wet

21 S ‐8 5 10 14 20 24 1. 4'

24 Gray fine‐coarse SAND, some Silt, trace Gravel, wet

26 S ‐9 6 8 9 14 17 1. 4'

29 Gray SILT, some fine Sand, wet

S ‐10 6 50/0' 50/0 0. 3' Brown Clayey SILT, some fine‐coarse Sand, wet

31 R ‐1 9. 6' Hard, gray LIMESTONE Rock, occasional Hydro‐ (96 %) carbon partings, Chert nodules

Quality Inspection Services, Inc., 37 Franklin Street, Buffalo, New York, 14202, Tel: 716‐853‐2611 salman Text Box

(USCS: SM)

salman Text Box

(USCS: SM)

salman Text Box

(USCS: MH)

salman

(MH)

Boring Log con't Page 3 of 3

Boring No. : B‐2 Location: U.S. Coast Guard Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

Core Run #1: 30.5' ‐ 40.5' 33 RQD = 9.1 feet

37 Lost coring water circulation at 37± feet

Occasional Fossils at 38'

Boring Complete at 40 5 feetBoring Complete at 40.5 feet

Boring No.: B‐3 Elevation: 566 .4±

Date Time Start Depth Finish Depth Weather Temp Driller 10/ 13/ 11 18± ft. 32 ft. Sunny 55 F JT

Drilling Method/Size of Casing: 4.25 inch ID HSA Type of Drill Rig: D‐50 Type of Sampler: Split Spoon Sample Hammer WT/Fall: 140 lbs/30 inches Project: U.S. Coast Guard Water Level (bgs) Date Time

1 Fuhrman Boulevard 1) Location: Buffalo, New York 2) Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

1 Water (Lake Erie) ‐ Elevation = 576.9± feet this date bgs= below ground surface

Boring Log con't Page 2 of 2

Boring No. : B‐3 Location: U.S. Coast Guard Depth Sample Blows on "N" Sample Classification of Soil/Rock Materials

(ft) Number Sampler Value Recovery

18 Top of Sediment (approximate)

19 S ‐1 1 WH Gray‐black SILT, little‐some fine Sand, wet

WH 1 WH 1. 5'

21 S ‐2 1 1 Contains "and" fine Sand, trace Gravel, 1 1 2 0. 8' trace Clay

23 S ‐3 WR WR Contains some fine Sand

WR 6 WR 1. 0'

25 S ‐4 12 5 2 6 7 1. 5' Gray fine‐coarse SAND, little Silt, trace

26 Gravel, wet Gray Silty CLAY, little fine‐coarse Sand, wet

27 S ‐5 5 5 5 8 10 1. 3' Gray SILT, some fine Sand, wet

Gray fine‐coarse SAND and fine‐medium

29 S ‐6 5 4 Gravel, little Silt, wet 10 11 14 1. 5'

Gray Silty CLAY and fine‐medium Gravel, 31 S ‐7 6 2 some fine‐coarse Sand, wet 7 50/.3 9 1. 5'

32 Auger Refusal/Completion at 32.0 feet Quality Inspection Services, Inc., 37 Franklin Street, Buffalo, New York, 14202, Tel: 716‐853‐2611 salman Text Box

(USCS: MH)

salman Text Box

(USCS: SM)

salman Text Box

(USCS: SM)

salman Text Box

(USCS: CL)

salman Text Box

(USCS: CL)

salman

(USCS: MH)

Parsons Brinckerhoff

APPENDIX B – LABORATORY TEST DATA

(Gray; MH)

(Gray-brown; SM)

(Gray; SM)

(Brown; SM)

(Gray-black; SM)

(Gray; SM)

Project Name: USCG- Bulkhead Wall Project Location: Buffalo, NY Date tested: 10/18/2011 Tested By: SA Checked By: FF Boring ID: B-2 Core Number: 1 Depth: 33.2-33.9 ft.

Sample Weight: 546.33 gm.

Sample Height: 4.139 in.

Sample Diameter: 1.984 in.

Height to Diameter Ratio: 2.086 Wet Unit Weight: 162.7 pcf Dry Unit Weight: 152.0 pcf Load at Failure: 18710 lbs.

Compressive Strength: 5991 psi.

After cutting and before break After break

Date tested: 10/18/2011 Tested By: SA Checked By: FF Boring ID: B-2 Core Number: 2 Depth: 35.2-35.9 ft.

Sample Weight: 536.49 gm.

Sample Height: 3.972 in.

Sample Diameter: 1.984 in.

Height to Diameter Ratio: 2.002 Wet Unit Weight: 166.4 pcf Dry Unit Weight: 155.5 pcf Load at Failure: 28990 lbs.

Compressive Strength: 9280 psi.

Date tested: 10/18/2011 Tested By: SA Checked By: FF Boring ID: B-2 Core Number: 3 Depth: 39.1-40.5 ft.

Sample Weight: 529.49 gm.

Sample Height: 3.965 in.

Sample Diameter: 1.979 in.

Height to Diameter Ratio: 2.003 Wet Unit Weight: 165.4 pcf Dry Unit Weight: 154.6 pcf Load at Failure: 26830 lbs.

Compressive Strength: 8631 psi.

Parsons Brinckerhoff

APPENDIX C – SOIL & ROCK CLASSIFICATION GUIDELINES

PBGT Quality Manual and Procedures Field Manual – A Rev 0, February 2005

SUMMARY OF BURMISTER SOIL CLASSIFICATION SYSTEM

Granular Soils

Principal Component: GRAVEL, SAND, SILT 50% or more Other Components: Gravel, Sand, Silt

(+) nearer upper limit (-) nearer lower limit (no sign) middle of range and some little trace

35-50% 20-35% 10-20% 1-10%

Particle Size Definitions Density/Compactness

Soil Fraction Sieve Number and Size Description SPT N-Value Gravel coarse medium fine

3 to 1 in 1 in to 3/8 in 3/8 in to No. 10

(76 mm to 25 mm) (25 mm to 9.5 mm) (9.5 mm to 2.0 mm)

Very loose Loose Medium Dense

0-5 5-10

10-30

Sand coarse medium fine

No. 10 to No. 30 No. 30 to No. 60 No. 60 to No. 200

(2.0 mm to 0.6 mm) (0.6 mm to 0.25 mm) (0.25 mm to 0.075 mm)

Dense Very Dense

30-50 >50

Silt <No. 200 (<0.075 mm) Gradation of Components c-f/cmf >10% all fractions c-m/m-f/c/m/f <10% unnamed fraction

Clay Soils And Organic Soils

Overall Plasticity

Plasticity Index

Thread Diameter

Written As Notes:

Slight PI Low PI Medium PI High PI Very High PI

1-5 5-10 10-20 20-40 40 or more

1/4” (6 mm) 1/8” (3 mm)

1/16” (1.5 mm) 1/32” (0.75 mm) 1/64” (0.4 mm)

Clayey SILT

SILT & CLAY

CLAY & SILT

Silty CLAY

CLAY

1. Thread diameter indicates the size of thread attained at the ball moisture.

2. Ball moisture - Well worked ball, 1-1/2 in (40 mm) diameter which will exhibit a flat surface 3/4 to 1 (18 to 25 mm) in diameter when dropped 2 feet (0.6 m) at the proper moisture content.

Consistency SPT N-value Unconfined Strength Characteristics tsf (KPa) Very Soft <2 <0.25 (<25) Extrudes between fingers when squeezed.

Soft 2-4 0.25-0.50 (25-50) Can be pinched in two between thumb and forefinger.

Medium Stiff 4-8 0.50-1.0 (50-100) Can be imprinted easily with fingers.

Remolded by light finger pressure.

Stiff 8-15 1.0-2.0 (100-200) Can be imprinted with considerable finger pressure, or indented with thumb nail.

Very Stiff 15-30 2.0-4.0 (200-400) Can barely be imprinted by finger pressure, or indented by thumb nail.

Hard >30 >4.0 (>400) Cannot be imprinted by fingers, or difficult to indent by thumb nail.

EXAMPLES: Full - brown, coarse+ medium to fine SAND, some medium to fine Gravel, trace+ Silt, very dense Abbreviated - br c+mf SAND, s. mf Gravel, t+ Silt, v. dense

Full - gray, CLAY & SILT, little+ coarse - medium to fine+ Sand, Medium Plasticity, stiff, moist Abbreviated - gray CLAY & SILT, l + c-mf+S, M.Pl, stiff, moist

Summary of Terms for Describing Rock Core (Sheet 1 of 2)

QUICK REFERENCE ROCK LOGGING GUIDE FOR FIELD USE

GRAIN SIZE

TERM GRAIN SIZE

Fine-grained Not visible to barely visible with naked eye Medium-grained Barely to easily visible with naked eye;

up to 1/8” (3 mm) Coarse-grained > 1/8” (3 mm)

CONTINUITY

TERM LENGTH OF DRILL CORE STEM

PIECES

Sound >8” (200 mm) Slightly Fractured 4”-8” (100-200 mm) Moderately Fractured 1”-4” (25-100 mm) Extremely Fractured <1” (25 mm)

DISCONTINUITY DESCRIPTION

FRACTURE SPACING (JOINTS, FAULTS, OTHER FRACTURES) BEDDING SPACING (MAY INCLUDE FOLIATION OR BANDING)

DESCRIPTION SPACING DESCRIPTION SPACING

Extremely close < 3/4 in (<19 mm) Laminated < 1/2 in (12 mm) Very close 3/4 in - 2-1/2 in (19 - 60 mm) Very thin 1/2 in - 2 in (12 - 50 mm) Close 2-1/2 in - 8 in (60 - 200 mm) Thin 2 in - 1 ft (50 - 300 mm) Moderate 8 in - 2 ft (200 - 600 mm) Medium 1 ft - 3 ft 300 - 900 mm) Wide 2 ft - 6 ft (600 mm - 2.0 m) Thick 3 ft - 10 ft (900 mm - 3 m) Very wide 6 ft - 20 ft (2.0 - 6 m) Massive > 10 ft (3 m) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) Record orientation (angle) on log. For example, a horizontal bedding plane would have a 0 degree angle.

WEATHERING

TERM DESCRIPTION Grade

Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces I

Slightly weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering and may be somewhat weaker externally than in its fresh condition.

II

Moderately weathered

Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones.

III

Highly weathered

More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones.

IV

Completely weathered

All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. V

Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported

VI

The terms and description below help to define some of the descriptions used in the above table.

Fresh No visible sign of weathering of the rock material.

Discolored The color of the original fresh rock material is changed. The degree of change from the original color should be indicated. If the color change is confined to particular mineral constituents, this should be mentioned Decomposed The rock is weathered to the condition of a soil in which the original material fabric is still intact, but some or all of the mineral grains are decomposed.

Disintegrated The rock is weathered to the condition of a soil in which the original fabric is still intact. The rock is friable, but the mineral grains are not decomposed.

Summary of Terms for Describing Rock Core (page 2 of 2)

STRENGTH OR HARDNESS

GRADE

DESCRIPTION

FIELD IDENTIFICATION

UNIAXIAL COMPRESSIVE

STRENGTH , PSI (MPa)

R0 Extremely weak Indented by thumbnail 40-150 (0.3-1) R1 Very weak Crumbles under firm blows with point of geological hammer, can be peeled by a pocket knife 150-700 (1-5)

R2 Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with point of geological hammer

700-4000 (5-30)

R3 Medium strong Cannot be scraped or peeled with a pocket knife, specimen can be fractured with single firm blow of geological hammer

4000-7000 (30-50)

R4 Strong rock Specimen requires more than one blow of geological hammer to fracture it 7000-15,000 (50-100) R5 Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250) R6 Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250) Assess the strength of any filling materials along discontinuity surfaces in accordance with the following descriptions and grades.

GRADE DESCRIPTION FIELD IDENTIFICATION UNIAXIAL COMPRESSIVE

STRENGTH, KSF (KPa) S1 Very soft clay Easily penetrated several inches (cm) by fist 0.5 (25) S2 Soft clay Easily penetrated several inches (cm) by thumb 0.5-1.0 (25-50) S3 Firm clay Can be penetrated several inches (cm) by thumb with moderate effort 1.0-2.0 (50-100) S4 Stiff clay Readily indented by thumb but penetrated only with great effort 2.0-5.0 (100-250) S5 Very stiff clay Readily indented by thumbnail 5.0-10.0 (250-500) S6 Hard clay Indented with difficulty by thumbnail >10.0 (>500)

• Grades S1 to S6 apply to cohesive soils for example clays, silty clays, and combinations of silts and clays with sand, generally slow draining. If non-cohesive fillings are identified, qualitatively identify, e.g., fine sand.

• Discontinuity wall strength will generally be characterized by grades R0-R6 (rock) while S1-S6 (clay) will generally apply to filled discontinuities.

JOINT ROUGHNESS (Jr) NUMBER Jr

ROCK WALL CONTACT ALONG DISCONTINUITY SURFACE

A. Discontinuous joints 4 B. Rough or irregular, undulating 3 C. Smooth, undulating 2 D. Slickensided, undulating 1.5 E. Rough or irregular, planar 1.5 F. Smooth, planar 1.0 G. Slickensided, planar 0.5

NO ROCK WALL CONTACT ALONG DISCONTINUITY SURFACE

H. Zone containing clay minerals thick enough to prevent rock wall contact 1.0 (nominal) I. Sandy, gravelly, or crushed zone thick enough to prevent rock wall contact 1.0 (nominal)

JOINT ALTERNATION (Ja) NUMBER

Ja

ROCK WALL CONTACT, OR COATING <1/8 IN. (3 MM) THICK

A. Tightly healed, hard, non-softening, impermeable filling. i.e., quartz or epidote 0.75 B. Unaltered joint walls, surface staining only 1.0 C. Slightly altered joint walls. Non-softening mineral coatings, sandy particles, clay-free disintegrated rock etc. 2.0 D. Silty- or sandy-clay coatings, small clay-fraction (non-softening) 3.0 E. Softening or low friction clay mineral coatings, i.e., kaolinite, mica. Also chlorite, talc, gypsum, graphite, etc., and small quantities of swelling clays.

4.0

NO ROCK WALL CONTACT, CONTINUOUS COATINGS <1/4 IN (5 MM) THICK

F. Sandy particles, clay-free disintegrated rock etc. 4.0 G. Strongly over-consolidation, softening, clay mineral fillings. (Continuous, <5 mm in thickness) 6.0 H. Medium or low over-consolidation, softening, clay mineral fillings. (Continuous, <5 mm in thickness) 8.0 J. Swelling clay fillings, i.e., montmorillonite (Continuous, <5 mm in thickness). Value of Ja depends on percent of swelling clay-size particles and access to water, etc.

8.0-12.0

NO ROCK WALL CONTACT, CONTINUOUS COATINGS >1/4 IN (5 MM) THICK

K.,L.,M. Crushed rock and clay (see G., H., J., for description of clay condition)

6.0, 8.0 or 8.0-12.0

N. Zones or bands of silty- or sandy clay, small clay fraction (nonsoftening) 5.0 O.,P.,R. Thick continuous zones or bands or clay (see G., H., J. for description of clay condition)

10.0, 13.0 or 13.0-20.0

Parsons Brinckerhoff

APPENDIX D – LIQUEFACTION CALCULATIONS

LIQUEFACTION CALCULATIONS

Boring Designation: USCG B-1

Borehole Elevation 578.77 Bottom Depth 27.5 Bottom Depth 34.5 Water Table Depth 8.25 Bottom Elevation 551.27 Bottom Elevation 544.27

Water Table Elevation 570.52 Unit Weight 120 Unit Weight 120

PHGA (g) 0.28 EQ Magnitude 5.5

MSF 2 21

Fill Sand

MSF 2.21

Patm (psf) 2116.217

Borehole Diameter (in.) 4.25 Hammer Type Automatic hammer Sampler Type Standard sampler

S l Depth (feet)

Depth (meters) El ti USCS N P t Fi σvo psf σv'o psf C C C C C (N ) β (N ) CSR CRR FS *Sample (feet) (meters) Elevation USCS N Percent Fines psf psf CN CE CB CR CS (N1)60 α β (N1)60cs rd CSR CRR7.5 FSL

S-1 1 0.3 577.77 SM 18 25 120 120 1.75 1.33 1 0.75 1 31 4.3 1.12 39 1.00 0.18 0.10 1.21 S-2 3 0.9 575.77 SM 5 25 360 360 1.61 1.33 1 0.75 1 8 4.3 1.12 13 0.99 0.18 0.14 1.75 S-3 5 1.5 573.77 SM 8 25 600 600 1.48 1.33 1 0.75 1 12 4.3 1.12 17 0.99 0.18 0.19 2.29 S-4 7 2.1 571.77 SM 5 25 840 840 1.38 1.33 1 0.75 1 7 4.3 1.12 12 0.98 0.18 0.13 1.61 S-5 9 2.7 569.77 SM 7 25 1080 1033.2 1.30 1.33 1 0.75 1 9 4.3 1.12 14 0.98 0.19 0.15 1.83 S-6 11 3.4 567.77 SM 9 25 1320 1148.4 1.26 1.33 1 0.8 1 12 4.3 1.12 18 0.97 0.20 0.19 2.05 S-7 16 4.9 562.77 SM 17 25 1920 1436.4 1.17 1.33 1 0.85 1 23 4.3 1.12 29 0.96 0.23 0.43 4.06 S-8 21 6.4 557.77 SM 12 40 2520 1724.4 1.09 1.33 1 0.95 1 17 5.0 1.20 25 0.95 0.25 0.29 2.53 S-9 26 7.9 552.77 SM 7 40 3120 2012.4 1.02 1.33 1 0.95 1 9 5.0 1.20 16 0.94 0.27 0.17 1.41 S-10 29 8.8 549.77 SM 25 40 3480 2185.2 0.99 1.33 1 0.95 1 31 5.0 1.20 42 0.93 0.27 0.19 1.55 S-11 31 9 5 547 77 SM 34 40 3720 2300 4 0 96 1 33 1 0 95 1 41 5 0 1 20 55 0 92 0 27 0 35 2 86S 11 31 9.5 547.77 SM 34 40 3720 2300.4 0.96 1.33 1 0.95 1 41 5.0 1.20 55 0.92 0.27 0.35 2.86

* Soils with FSL less than or equal 1.0 is predicted to liquefy, while soils with FSL more than 1.0 indicates no liquefaction.

Liquefaction analysis is performed based on the Seed-Idriss simplified procedure (Seed and Idriss (1982), Seed et. al. (1985), Youd and Idriss (1997))

Boring Designation: USCG B-2 g g

Borehole Elevation 578.67 Bottom Depth 8 Bottom Depth 30.5 Water Table Depth 7 Bottom Elevation 570.67 Bottom Elevation 548.17

Water Table Elevation 571.67 Unit Weight 120 Unit Weight 120

PHGA (g) 0.28 EQ Magnitude 5.5

MSF 2.21

Patm (psf) 2116.217

Borehole Diameter (in.) 4.25

Fill Sand

Hammer Type Automatic hammer Sampler Type Standard sampler

Sample Depth (feet)

Depth (meters) Elevation USCS N Percent Fines σvo psf σv'o psf CN CE CB CR CS (N1)60 α β (N1)60cs rd CSR CRR7.5 FSL

S-1 1 0.3 577.67 SM 17 25 120 120 1.75 1.33 1 0.75 1 30 4.3 1.12 37 1.00 0.18 -0.02 -0.28 S-2 3 0.9 575.67 SM 6 25 360 360 1.61 1.33 1 0.75 1 10 4.3 1.12 15 0.99 0.18 0.16 1.96 S 3 5 1 5 573 67 SM 7 25 600 600 1 48 1 33 1 0 75 1 10 4 3 1 12 16 0 99 0 18 0 17 2 07S-3 5 1.5 573.67 SM 7 25 600 600 1.48 1.33 1 0.75 1 10 4.3 1.12 16 0.99 0.18 0.17 2.07 S-4 7 2.1 571.67 SM 4 25 840 840 1.38 1.33 1 0.75 1 5 4.3 1.12 10 0.98 0.18 0.12 1.44 S-5 9 2.7 569.67 MH 10 25 1080 955.2 1.33 1.33 1 0.75 1 13 4.3 1.12 19 0.98 0.20 0.20 N.L.

S-6 11 3.4 567.67 MH 12 25 1320 1070.4 1.29 1.33 1 0.8 1 16 4.3 1.12 23 0.97 0.22 0.25 N.L.

S-7 16 4.9 562.67 SM 9 25 1920 1358.4 1.19 1.33 1 0.85 1 12 4.3 1.12 18 0.96 0.25 0.19 1.70 S-8 21 6.4 557.67 SM 24 40 2520 1646.4 1.11 1.33 1 0.95 1 34 5.0 1.20 45 0.95 0.26 0.24 2.04 S-9 26 7.9 552.67 SM 17 40 3120 1934.4 1.04 1.33 1 0.95 1 22 5.0 1.20 32 0.94 0.28 0.69 5.54 S-10 29 8.8 549.67 MH 50 40 3480 2107.2 1.00 1.33 1 0.95 1 63 5.0 1.20 81 0.93 0.28 0.57 N.L.

0.0 578.67 0 0 1.83 1.33 1 0.75 1 0 0.0 1.00 0 1.00 #DIV/0! 0.05 #DIV/0!

* Soils with FSL less than or equal 1.0 is predicted to liquefy, while soils with FSL more than 1.0 indicates no liquefaction.

Liquefaction analysis is performed based on the Seed-Idriss simplified procedure (Seed and Idriss (1982) Seed et al (1985) Youd and Idriss (1997)) Liquefaction analysis is performed based on the Seed Idriss simplified procedure (Seed and Idriss (1982), Seed et. al. (1985), Youd and Idriss (1997))

Boring Designation: USCG B-3 g g

Borehole Elevation 576.9 Bottom Depth 0 Bottom Depth 32 Water Table Depth 18 Bottom Elevation 576.9 Bottom Elevation 544.9

Water Table Elevation 558.9 Unit Weight 120 Unit Weight 120

PHGA (g) 0.28 EQ Magnitude 5.5

MSF 2.21

Patm (psf) 2116.217

Borehole Diameter (in.) 4.25

Fill Sand

Hammer Type Automatic hammer Sampler Type Standard sampler

Sample Depth (feet)

Depth (meters) Elevation USCS N Percent Fines σvo psf σv'o psf CN CE CB CR CS (N1)60 α β (N1)60cs rd CSR CRR7.5 FSL

S-1 19 5.8 557.9 MH 0 25 2280 2217.6 0.98 1.33 1 0.85 1 0 4.3 1.12 4 0.96 0.18 0.07 N.L.

S-2 21 6.4 555.9 MH 2 25 2520 2332.8 0.96 1.33 1 0.95 1 2 4.3 1.12 7 0.95 0.19 0.09 N.L.

S 3 23 7 0 553 9 MH 0 25 2760 2448 0 93 1 33 1 0 95 1 0 4 3 1 12 4 0 95 0 19 0 07 N LS-3 23 7.0 553.9 MH 0 25 2760 2448 0.93 1.33 1 0.95 1 0 4.3 1.12 4 0.95 0.19 0.07 N.L.

S-4 25 7.6 551.9 SM 7 25 3000 2563.2 0.91 1.33 1 0.95 1 8 4.3 1.12 13 0.94 0.20 0.14 1.58 S-5 27 8.2 549.9 SM 10 25 3240 2678.4 0.89 1.33 1 0.95 1 11 4.3 1.12 17 0.94 0.21 0.18 1.92 S-6 29 8.8 547.9 SM 14 25 3480 2793.6 0.87 1.33 1 0.95 1 15 4.3 1.12 22 0.93 0.21 0.24 2.46 S-7 31 9.5 545.9 CL 9 25 3720 2908.8 0.85 1.33 1 0.95 1 10 4.3 1.12 15 0.92 0.21 0.16 N.L.

0.0 576.9 0 0 1.83 1.33 1 0.75 1 0 0.0 1.00 0 1.00 #DIV/0! 0.05 #DIV/0!

0.0 576.9 0 0 1.83 1.33 1 0.75 1 0 0.0 1.00 0 1.00 #DIV/0! 0.05 #DIV/0!

0.0 576.9 0 0 1.83 1.33 1 0.75 1 0 0.0 1.00 0 1.00 #DIV/0! 0.05 #DIV/0!

0.0 576.9 0 0 1.83 1.33 1 0.75 1 0 0.0 1.00 0 1.00 #DIV/0! 0.05 #DIV/0!

* Soils with FSL less than or equal 1.0 is predicted to liquefy, while soils with FSL more than 1.0 indicates no liquefaction.

Liquefaction analysis is performed based on the Seed-Idriss simplified procedure (Seed and Idriss (1982) Seed et al (1985) Youd and Idriss (1997)) Liquefaction analysis is performed based on the Seed Idriss simplified procedure (Seed and Idriss (1982), Seed et. al. (1985), Youd and Idriss (1997))

APPENDIX E – PREVIOUS PREPARED/PROVIDED

GEOTECHNICAL REPORTS

geotechnical report

FACILITIES RECAPITALIZATION

AND SITE CONSOLIDATION

at US Coast Guard Sector Buffalo, NY

January 2009 submitted by:

GOVERNMENT SERVICES IPT, LLC

PARSONS BRINCKERHOFF

appendix A: boring logs

Shelby Tube

Drill Rod Size

I.D. (O.D.)

REC.

(in.)

10 24

S

PistonSplit Spoon

0.75" (1.5")

2.125" P

Light grey-yellow c-f GRAVEL, some brown m-f Sand, trace Silt; medium dense, trace Roots.

PID=0.0 ppm. (GW)

Grab

7.2

7.2

U G Core BarrelCasing

Type/Symbol I.D.

O.D.

Length Hammer Wt.

Hammer Fall

3"

C

AROD

S

S

0.0 - 2.0

2.0 - 4.02 Light brown c-f SAND & c-f GRAVEL, trace Silt;

medium dense, trace Roots. PID=0.0 ppm. (SP)

Brown c-f SAND & c-f GRAVEL, trace Silt;

medium dense, trace Roots. PID=0.0 ppm. (SP)

Brown c-f SAND, some c-f Gravel, trace Organics, trace Silt; medium dense. PID=0.0 ppm. (SP)

Yellow-brown c-f GRAVEL, some m-f Sand, trace Silt; medium dense, trace Roots, trace man made debris. PID=0.0 ppm. (GP) Dark gray m-f SAND, little Silt, trace f Gravel, trace Organics; loose. PID=0.0 ppm. (SM)

Gray m-f SAND, little Silt, trace f Gravel; medium dense. PID=0.0 ppm. (SM)

S

8.0 - 10.0

S

S

S

S

S

Gray m-f SAND, little Silt, trace f Gravel; dense.

PID=0.0 ppm. (SM)

6 5

4.0 - 6.0

2410.0 - 12.0

15.0 - 17.0

20.0 - 22.0

6.0 - 8.0

Time

RIG TYPE:

DRILLING METHOD:

SURFACE ELEV.:

Hollow Stem Auger

DATUM:

Water Depth

(ft)

Boring No.

BORING LOG

CME 75

Hole Depth

(ft)

Casing Depth

(ft)

3:30 pm

GROUNDWATER DATA

US Coast Guard Facilities Recapitalization Study Buffalo, NY

START DATE:

REC.

BORING NUMBER:

12:40 pm

COORD.

Tony Jarubczak

7.2

7.2 of

P B

B O

R

IN

G L

O G

U S

C G

B U

FF

A

LO

.G

P J

C O

R O

N A

N E

W .G

LB

2/ 8/

39.6

39.6

10:05 am

11:00 am

Sheet

Parsons Brinckerhoff Quade & Douglas, Inc.

39.6

39.6

10/22/08

10/23/08

10:05 am

11:00 am

10/22/08

10/23/08

PROJECT NUMBER:

Izzat Katkhuda

51276D

B-1

SHEET NUMBER:

B-1 of 2 D

E P

TH

(f ee t)

12/18

CORING

TIME:

SAMPLE

Date

S Y

M B

O L

Depth Elev.

US Coast Guard

N U

M B

E R

G R

A P

H

IC

L O

G

0/6

SOIL (Blows/6 in.)

D E

P

TH

(f ee t)

C A

S

IN

G (B lo w s/ ft)

C O

R

IN

G (M in ./f t)

L>4" (in.)

REC.

(in.)

18/24

OFFSET:

LOCATION:

CLIENT:

SJB Services, Inc.

PROJECT:

CONTRACTOR:

E: 1,066,198.1

TIME:

578.0 feet

DRILLER:

10/21/08

INSPECTOR:

LOCATION:

FINISH DATE:

TY

P

E

FIELD CLASSIFICATION AND REMARKS

RUN

(in.)

10/21/08

RQD

STN. NO.:

6/12

NAVD 88

N: 1,048,093.6

US Coast Guard Facilities Recapitalization Study

6/12

Tony JarubczakDRILLER:

US Coast GuardCLIENT:

Buffalo, NY

Izzat Katkhuda

PROJECT: SJB Services, Inc.

50/2"

LOCATION:

REC.

REC.

(in.)

Parsons Brinckerhoff Quade & Douglas, Inc.

INSPECTOR:

CONTRACTOR:

S

C 96

S

25.0 - 27.0

Light gray LIMESTONE, medium grained, moderatley fractured, slightly weathered, medium to rock.

Light brown CLAY & SILT, little m-f Gravel, little m sand; medium stiff. PID=0.0 ppm. (CL)

Gray m-f SAND, little SilT, trace f Gravel; loose.

PID=2.7 ppm. (SM)

Gray m-f SAND, little Silt, trace f Gravel; medium dense. PID=2.8 ppm. (SM)

S

39.6

34.6 - 39.6

33.0 - 34.6

30.0 - 32.0

57.5

51276D

BORING NUMBER:

FIELD CLASSIFICATION AND REMARKS

BORING LOG

Depth Elev.

D E

P

TH

(f ee t)

P B

B O

R

IN

G L

O G

U S

C G

B U

FF

A

LO

.G

P J

C O

R O

N A

N E

W .G

LB

2/ 8/

(continued) ofB-1 Sheet of B-1

SHEET NUMBER:

PROJECT NUMBER:

Boring No.

D E

P

TH

(f ee t)

G R

A P

H

IC

L O

G

SOIL (Blows/6 in.)

RUN

(in.)

RQD

%TY

P E

0/6

REC.

(in.)

18/24

S Y

M B

O L

SAMPLE

L>4" (in.)

12/18

C A

S

IN

G (B lo w s/ ft)

C O

R

IN

G (M in ./f t)

CORING

N U

M B

E R

Shelby Tube

4 24

GrabSplit Spoon

0.75" (1.5")

Dark brown m-f SAND, little c-f Gravel, trace Silt;

very loose, trace Roots. PID=0.0 ppm. (SP)

P

Drill Rod Size

I.D. (O.D.)

U G

8.3

7.560

S Casing

Type/Symbol I.D.

O.D.

Length Hammer Wt.

Hammer Fall

3"

C Core Barrel

AROD

Piston

S

S

0.0 - 2.01

S

Dark brown m-f SAND, some c-f Gravel, trace Silt;

medium dense, trace Roots. PID=0.0 ppm. (SP)

Dark brown m-f SAND & SILT, trace m-f Gravel;

loose, gravel is broken Brick, trace Roots.

PID=0.0 ppm. (SM) Red c GRAVEL, little m-f Sand, trace Silt; loose, gravel is broken Brick. PID=0.0 ppm. (GP)

Top 7": Brown c-f SAND, some m-f Gravel, trace Silt, trace Organics; loose. PID=0.0 ppm. (SP) Bottom 7": Black m-f SAND, little m-f Gravel, trace Silt; loose. PID=0.0 ppm. (SP) Black m-f SAND, little m-f Gravel, trace Silt;

medium dense. PID=0.0 ppm. (SP)

Gray m-f SAND, some m-f Gravel, trace Silt;

medium dense. PID=0.0 ppm. (SP)

S

S

S

S

S

2.0 - 4.0

Dark gray m-f SAND, little Silt; dense. PID=0.0 ppm. (SM)

1 5

15.5

44.0 - 6.0

6.0 - 8.0

8.0 - 10.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

Time

RIG TYPE:

DRILLING METHOD:

SURFACE ELEV.:

Hollow Stem Auger

DATUM:

Water Depth

(ft)

Boring No.

BORING LOG

REC.

(in.)

Hole Depth

(ft)

Casing Depth

(ft)

11:25 am

GROUNDWATER DATA

US Coast Guard Facilities Recapitalization Study Buffalo, NY

START DATE:

Izzat Katkhuda

BORING NUMBER:

TIME:

2.125"

COORD.

Tony Jarubczak

8.3

7.5 of

P B

B O

R

IN

G L

O G

U S

C G

B U

FF

A

LO

.G

P J

C O

R O

N A

N E

W .G

LB

2/ 8/

45.8

45.8

11:00 am

10:40 am

Sheet

Parsons Brinckerhoff Quade & Douglas, Inc.

45.8

45.8

10/22/08

10/23/08

11:00 am

10:40 am

10/22/08

10/23/08

PROJECT NUMBER:

CME 75

51276D

B-2

SHEET NUMBER:

B-2 of 2

S Y

M B

O L

D E

P

TH

(f ee t)

N U

M B

E R

C A

S

IN

G (B lo w s/ ft)

C O

R

IN

G (M in ./f t)

L>4" (in.)

Depth Elev.

18/24

SAMPLE

12/18

CORING

8:00 am

FIELD CLASSIFICATION AND REMARKS

Date

REC.

(in.)

REC.

6/12

TY

P

E

RQD

RUN

(in.)

0/6

G R

A P

H

IC

L O

G

SOIL (Blows/6 in.)

D E

P

TH

(f ee t)

E: 1,066,313.1

STN. NO.:

10/22/08

LOCATION:

CLIENT:

SJB Services, Inc.

PROJECT:

CONTRACTOR:

N: 1,048,089.6

FINISH DATE:

NAVD 88

OFFSET:

TIME:

578.1 feet

DRILLER:

10/22/08

INSPECTOR:

US Coast Guard

LOCATION:

50/3"

US Coast Guard Facilities Recapitalization Study

30.5

PROJECT:

60 43

SJB Services, Inc.

Parsons Brinckerhoff Quade & Douglas, Inc.

CONTRACTOR:

Izzat KatkhudaINSPECTOR:

Tony JarubczakDRILLER:

US Coast GuardCLIENT:

Buffalo, NYLOCATION:

C

C

S

S

Light gray LIMESTONE, medium grained, moderatley fractured, slightly weathered, strong rock.

Light gray LIMESTONE, medium grained, moderatley fractured, slightly weathered, strong rock.

Yellow c-f GRAVEL, some m-f Sand, trace Silt;

dense. PID=0.0 ppm. (GP)

Top 18": Dark gray m-f SAND, little silt, trace f Gravel; medium dense. PID=0.0 ppm. (SP) Bottom 6": Brown Sandy SILT; soft. PID=0.0 ppm.

(ML)

Dark gray SILT & f SAND, little f Gravel; stiff (ML).

PID=0.0 ppm

S

35.8 - 40.8

40.8 - 45.8

35.0 - 35.8

30.0 - 32.0

25.0 - 27.0

45.8

Boring No. SheetB-2 of

(continued)

FIELD CLASSIFICATION AND REMARKS

P B

B O

R

IN

G L

O G

U S

C G

B U

FF

A

LO

.G

P J

C O

R O

N A

N E

W .G

LB

2/ 8/

CORING

Depth Elev.

PROJECT NUMBER:

SHEET NUMBER:

B-2

BORING LOG

51276D

BORING NUMBER:

of

RQD

RUN

(in.)

SOIL (Blows/6 in.)

TY

P

E

6/12

REC.

REC.

(in.)

D E

P

TH

(f ee t)

SAMPLE

S

Y M

B O

L

18/24

REC.

(in.)

L>4" (in.)C

A S

IN

G

(B lo w s/

ft) C

O R

IN

G

(M in

./f t)

N U

M B

E R

D E

P

TH

(f ee

t) 0/6

G R

A P

H

IC

L O

G

12/18

P 2.125"

0.75" (1.5")

Split Spoon Grab

G

AROD

Core Barrel

C

3"

Type/Symbol I.D.

O.D.

Length Hammer Wt.

Hammer Fall

G R

A P

H

IC

L O

G

Parsons Brinckerhoff Quade & Douglas, Inc.

U

RUN

(in.)

RQD

%TY

P E

6/12

REC.

REC.

(in.)

Casing

2 3

6.0

4.0 - 6.0

2.0 - 4.0

S

S

S

Red c-f Gravel, some Silt, little c-f Sand; dense, trace Roots. (GW)

Gray m-f SAND, trace m-f Gravel; loose, grave is broken Brick. (SP)

Dark brown c-f SAND & m-f GRAVEL; medium dense, trace Roots. (SP)

0.0 - 2.0

S Piston

Drill Rod Size

I.D. (O.D.)

Shelby Tube

50/3"

START DATE:

BORING LOG

Boring No.

DATUM:

SURFACE ELEV.:

Buffalo, NY

RIG TYPE:

Hollow Stem Auger

Water Depth

(ft)

COORD.

3:10 pm

SOIL (Blows/6 in.)

CME 75

0/6

Tony Jarubczak

DRILLING METHOD:

P B

B O

R

IN

G L

O G

U S

C G

B U

FF

A

LO

.G

P J

C O

R O

N A

N E

W .G

LB

2/ 8/ ofB-3 Sheet of B-3

PROJECT NUMBER:51276D

BORING NUMBER:

Izzat Katkhuda

SHEET NUMBER:

SAMPLE

US Coast Guard Facilities Recapitalization Study

TIME:

Depth Elev.

D E

P

TH

(f ee t)

FIELD CLASSIFICATION AND REMARKS

CORING

S Y

M B

O L

18/24

REC.

(in.)

L>4" (in.)C

A S

IN

G

(B lo w s/

ft) C

O R

IN

G

(M in

./f t)

N U

M B

E R

D E

P

TH

(f ee

t) 12/18

LOCATION:

US Coast Guard OFFSET:

TIME:

577.9 feet

DRILLER:

FINISH DATE:

INSPECTOR:

CONTRACTOR:

Date Time

Hole Depth

(ft)

Casing Depth

(ft)

3:30 pm

GROUNDWATER DATA

10/22/08

CLIENT:

PROJECT:

N: 1,048,170.7

SJB Services, Inc.

STN. NO.:

10/22/08

LOCATION: E: 1,066,303.0

Shelby Tube

Drill Rod Size

I.D. (O.D.)

50/3"

REC.

(in.)

S

Split Spoon

0.75" (1.5")

Dark brown c-f SAND & c-f GRAVEL, trace Silt;

medium dense, trace Roots. (SP)

P

13.3

6.0

6.1

Piston

U G C

Casing

Type/Symbol I.D.

O.D.

Length Hammer Wt.

Hammer Fall

Grab

Core Barrel

AROD

3"

S

S

S

S

S

Red c-m GRAVEL, some m-f Sand, little Silt, trace Organics; loose, gravel is broken Brick. (GP)

Light brown CLAY & SILT, trace m-f Sand, trace m-f Gravel; medium stiff. (CL)

Yellow-brown c-f GRAVEL, some Silt, some m-f Sand; very dense. (GM)

Yellow-brown c-f GRAVEL, trace m-f Sand; very dense. (GP)

Gray c-f SAND, little Silt, little c-f Gravel; medium dense. (SP)

Gray c-f SAND, little Silt, little c-f Gravel; medium dense. (SM)

S

S

S

Dark gray m-f SAND, little Silt, little c-f Gravel;

medium dense. (SM)

50/3"

15.0 - 17.0

0.0 - 2.0

2.0 - 4.0

4.0 - 6.0

6.0 - 8.0

10.0 - 12.0

20.0 - 22.0

8.0 - 10.0

Time

RIG TYPE:

DRILLING METHOD:

SURFACE ELEV.:

Hollow Stem Auger

DATUM:

Water Depth

(ft)

Boring No.

BORING LOG

CME 75

Hole Depth

(ft)

Casing Depth

(ft)

8:45 am

GROUNDWATER DATA

US Coast Guard Facilities Recapitalization Study Buffalo, NY

START DATE:

Izzat Katkhuda

BORING NUMBER:

REC.

3:37 pm

2.125"

COORD.

Tony Jarubczak

13.3

6.0

6.1 of

P B

B O

R

IN

G L

O G

U S

C G

B U

FF

A

LO

.G

P J

C O

R O

N A

N E

W .G

LB

2/ 8/

33.0

33.0

33.0

9:00 am

11:55 am

3:10 pm

Sheet

Parsons Brinckerhoff Quade & Douglas, Inc.

33.0

33.0

33.0

10/23/08

10/23/08

10/23/08

9:00 am

11:55 am

3:10 pm

10/23/08

10/23/08

10/23/08

PROJECT NUMBER:

TIME:

51276D

B-3A

SHEET NUMBER:

B-3A of 2

S Y

M B

O L

Depth Elev.N

U M

B E

R

C A

S

IN

G (B lo w s/ ft)

C O

R

IN

G (M in ./f t)

L>4" (in.)

0/6 18/24

G R

A P

H

IC

L O

G

SAMPLE

12/18

CORING

FIELD CLASSIFICATION AND REMARKS

Da…