Related to RFI 51 Response VA Hosp-Geotechnical Report-122214.pdf

GEOTECHNICAL INVESTIGATION REPORT

Proposed VA Hospital Expansion Village of Northport, Suffolk County, New York

Prepared for:

TY Lin International 110 William Street, 29th Floor

New York, NY 10038

December 22, 2014

Converse Project No. 14-67213-01

Prepared by:

622 Route 10 West, Suite 10 Whippany, New Jersey 07981

Phone: 973-428-0934 Fax: 973-428-0713 www.Converseconsultants.com

Converse Engineering Consultants, P. C.

Geotechnical Engineering Environmental and Groundwater Science Inspection and Testing

Converse Engineering Consultants, P.C.

Geotechnical Engineering, Environmental and Groundwater Science, Inspection and Testing Services

Mr. Brian Conroy TY Lin International 110 William Street, 29th Floor New York, NY 10038

REPORT: GEOTECHNICAL INVESTIGATION

Proposed VA Hospital Expansion 79 Middleville Road Village of Northport, Suffolk County, New York

Converse Project No. 14-67213-01

Dear Mr. Conroy:

Converse Engineering Consultants, PC (Converse) is pleased to submit this report to TY Lin International (TY Lin), which discusses the results of the geotechnical investigation, performed for the proposed VA Hospital Expansion located at 79 Middleville Road, in the Village of Northport, Suffolk County, New York. This report has been prepared in accordance with Converse’s Geotechnical Investigation/Foundation Evaluation proposal, dated September 12, 2014, which was subsequently authorized by TY Lin.

Converse appreciates the opportunity to have assisted TY Lin with this project. Should you have any questions concerning the information or recommendations presented in this report, or if we can be of further assistance, please call.

Sincerely, CONVERSE ENGINEERING CONSULTANTS, P.C.

Pradeep Y. Ullikashi Managing Officer

622 Route 10 West, Suite 10, Whippany, New Jersey 07981 Telephone: (973) 428-0934 ◊ Facsimile: (973) 428-0713 ◊ E-mail: whippany@Converseconsultants.com

SYNOPSIS

The proposed project consists of an approximately 3,000 square feet addition to the existing Emergency Department at the VA Hospital, in the Village of Northport, Suffolk County, New York.

Converse performed geotechnical engineering services consisting of observations of geotechnical test borings, evaluation of the subsurface conditions encountered in the borings, laboratory tests performed on selected samples obtained from the borings and preparation of this report containing geotechnical recommendations for the proposed construction, based on the results of our investigation and evaluation.

The general subsurface soil conditions at the sites, to the depths explored, consist of sand with varying amounts of silt and gravel. Density of these soils was loose to medium dense in the upper ten feet and medium dense to very dense below ten feet.

Converse recommends that foundations for the proposed Emergence Department expansion be supported on conventional shallow foundations, bearing within the existing soils at the site, at an allowable bearing pressure of 3,000 psf, after proper subgrade preparation, as described herein. Individual column footings should have minimum dimensions of 3 feet by 3 feet and continuous (strip) footings should have minimum widths of 2 feet. For frost protection, all footing bottoms in areas subjected to freezing conditions should be at least 3 feet below adjacent surface grades, or as otherwise required by local building codes. Pavements and slabs-on-grade can be supported on the existing soils, using a Modulus of Vertical Subgrade Reaction value of 150 pci for design purposes. Temporary excavations for foundation construction should have maximum side slopes of 2H: 1V. At the time of our recent investigation, groundwater was not encountered in the top 10 feet in any of the borings, and therefore, it is not anticipated to influence the proposed construction.

A detailed search of the owner’s records should be undertaken to identify the extent of any existing (abandoned or active) underground utilities within the proposed expansion footprint.

Any abandoned pipe(s) should be removed or sealed with grout or other materials, and any active utilities should be relocated to pass outside of the expansion footprint.

The project site is classified as Site Class C, as defined in Table 1615.1.1 of the International Building Code.

14-67213-01.01RPT Converse Engineering Consultants, P.C.

TABLE OF CONTENTS

1.0 PROJECT DESCRIPTION

1.1 Location

1.2 Proposed Construction

2.0 PURPOSES AND SCOPE OF SERVICES

2.1 Scope

3.0 SITE CONDITIONS

3.1 Investigation Program

3.2 Site Description

3.3 Subsurface Conditions

3.4 Groundwater

3.5 Laboratory Testing

4.0 ENGINEERING EVALUATION

4.1 General

4.2 Foundation Support

4.3 Slabs on Grade and Pavements

4.4 Controlled Fill and Backfill

4.5 Excavations

4.6 Construction Dewatering

4.7 Lateral Earth Pressure

4.8 Utility Trench Backfill

4.9 Seismic Site Classification

5.0 CONCLUSIONS AND RECOMMENDATIONS

6.0 RECOMMENDED SERVICES

7.0 LIMITATIONS

FIGURES AND DRAWINGS

Figure No. 1: Site Location Map Drawing No. 1: Boring Location Plan

APPENDIX A

Soil Classification Chart Logs of Borings Laboratory Test Results

14-67213-01 Geotechnical Investigation Report Proposed VA Hospital Expansion Northport, Suffolk County, New York December 22, 2014

1.0 PROJECT DESCRIPTION

1.1 Location

The proposed project is on the east side of the existing VA Hospital Facility, located at 70

Middleville Road, in the Village of Northport, Suffolk County, New York. The project site is shown on Figure 1 (Site Location Map).

1.2 Proposed Construction

Converse Engineering Consultants, P.C. (Converse) understands that the proposed construction will consist of an approximately 3,000 square feet addition to the existing

Emergency Department. Column loads were not provided prior to preparation of this report.

2.0 PURPOSES AND SCOPE OF SERVICES

The purposes of this investigation were to explore and evaluate the subsurface physical conditions within the proposed project area, and to provide recommendations for the construction of the foundation elements for the proposed construction, as influenced by the subsurface physical conditions. The explorations performed at the site were in general accordance with the Converse “Geotechnical Investigation/Foundation

Evaluation” Proposal, dated September 12, 2014.

2.1 Scope

The following services were performed:

1. Engaged Migcon Drilling, Inc. to drill three (3) geotechnical borings at locations designated by TY Lin. The borings were drilled to depths ranging between 22 feet± and 100 feet± below existing grades, at locations that were identified as being clear with respect to underground utilities prior to the start of drilling. It is to be noted that one of the borings (B-1) encountered an existing (abandoned) concrete pipe at a depth of approximately 14 feet± below the ground surface, despite the boring location being “cleared” with respect to presence of underground utilities.

Proposed VA Hospital Expansion Northport, Suffolk County, New York

2. Provided resident observation of the drilling work and logged the subsurface conditions encountered.

3. Transported representative samples of the subsurface soils encountered to our soil mechanics laboratory for identification testing of selected samples, to aid in classification of the materials sampled.

6. Correlated and evaluated the data gathered, and performed an engineering analysis to evaluate the subsurface conditions.

7. Prepared this report containing our conclusions and recommendations with respect to the proposed site development, as influenced by the subsurface soils encountered at the site.

3.0 SITE CONDITIONS

3.1 Investigation Program

Surface and subsurface conditions were assessed via site reconnaissance, and test borings. The test boring logs are presented in Appendix A.

3.2 Site Description

The site adjacent to the present Emergency Facility entrance is a paved parking area, generally sloping downward and away from the existing building. Borings B-1 and B-2 were drilled in this area, near the existing building. Boring B-3 was drilled at the bottom of a slope to the southeast of the existing facility.

3.3 Subsurface Conditions

In general, the subsurface conditions at the site, below a surface layer (6 inches±) of asphalt or topsoil, consisted of sand with varying amounts of silt and gravel. Boring (B-1) encountered an existing (abandoned) concrete pipe at a depth of approximately 14 feet± below the ground surface, and was terminated at that depth. As such, all of the soils encountered above the pipe were fill (trench backfill). Based on Standard Penetration

Test (SPT) “N-Value” results, the compactness of the soils encountered in the borings

(borings B-2 and B-3) were loose (N-Value = 6 to 9, average 7) at depths between about

Proposed VA Hospital Expansion Northport, Suffolk County, New York December 22, 2014

4 and about 10 to 12 feet below the existing ground surface and medium dense to very dense (average N-Value = 54) at depths below about 10 to 12 feet below the existing ground surface. Borings B-2 and B-3 were terminated in the dense to very dense natural soils at depths of 42 feet (Boring B-2) and 100 feet (Boring B-3) below the ground surface at the respective boring locations.

Logs of the recent borings, on which the soils are classified according to the Unified Soil

Classification System (USCS), are presented in Appendix A. The boring locations are shown on Drawing No. 1: Boring Location Plan.

3.4 Groundwater

Groundwater was not encountered within the top 10 feet in any of the borings. As such, groundwater is not anticipated to influence the proposed construction.

3.5 Laboratory Testing

Selected samples were obtained from the borings and transported to Converse’s soils laboratory where laboratory identification tests were performed on selected samples, to aid in classification of the soils.

4.0 ENGINEERING EVALUATION

4.1 General

Based on the results of our investigation, it is Converse’s opinion that the subsurface conditions encountered in the recent investigation did not disclose any geotechnical impediments that could preclude the proposed construction. The primary concern is the loose soils encountered at depths ranging from about 4 to about 10 to 12 feet below the existing ground surface. The loose soil conditions could lead to unacceptable differential settlements if a shallow (spread footing) foundation system is utilized without proper subgrade preparation.

Proposed VA Hospital Expansion Northport, Suffolk County, New York December 22, 2014

As previously noted, an existing abandoned concrete pipe was encountered at a depth of about 14 feet below the ground surface in Boring B-1. Converse recommends that a detailed search of the owner’s records be undertaken to identify the extent of this pipe and any other existing (abandoned or active) underground utilities within the proposed expansion footprint. Any abandoned pipe(s) should be removed or sealed with grout or other materials, and any active utilities should be relocated to pass outside of the expansion footprint.

4.2 Foundation Support

Converse recommends that foundations for the proposed expansion consist of conventional spread footings bearing in the sand and gravel soils at an allowable bearing pressure of 3,000 psf. Prior to constructing the foundation elements, the subgrades should be prepared as follows:

• Excavate to at least 2 feet below the proposed bottom elevation at all footing locations. Excavations should extend laterally for a distance of at least 3 feet beyond the proposed footing edges on all sides.

• Compact the resulting subgrade surface with a heavy vibratory plate compactor to at least 95% of Maximum Modified Proctor Density.

• Any soft or otherwise unstable areas that develop while compacting should be removed and replaced with controlled compacted fill or 3/4-inch clean crushed stone.

• Place a bi-axial geogrid on the subgrade, followed by controlled fill, placed in 6-inch layers to the proposed footing bottom elevation. Each layer should be compacted to at least 95% of Maximum Modified Proctor Density.

As an alternate to the procedure described above, consideration should be given to removing all of the existing soils within the proposed expansion footprint (mass-excavation) to a depth of 5 feet below the present grades. The excavation should extend laterally to at least 5 feet beyond the exterior footing line on all sides. The resulting

Proposed VA Hospital Expansion Northport, Suffolk County, New York December 22, 2014 subgrade should be compacted with a large vibratory roller to at least 95% of Maximum

Modified Proctor Density, followed by backfilling to original grades with excavated soils, placed in 8-inch layers and compacted to at least 95% of Maximum Modified Proctor

Density. Foundations could then be constructed within the compacted fill without additional subgrade preparation, other than compacting prior to placing any reinforcing steel and concrete. This alternate may be more cost-effective and less time-consuming than the previously described procedure.

For either alternate, the operators of the facility should be alerted to the fact that there will be noticeable vibrations during construction, caused by the compaction equipment.

Individual column footings should have minimum dimensions of 3 feet by 3 feet and continuous (strip) footings should have minimum widths of 2 feet. For frost protection, all foundation bottoms should be at least 3 feet below the adjacent ground surface (or as otherwise required by local Building Codes) in areas subjected to freezing conditions. It is anticipated that total settlements of foundations constructed on properly prepared subgrade soils should be less than 1-inch, and differential settlements would be less than about ½ inch.

4.3 Slabs on Grade and Pavements

Slabs on grade and pavements can be supported on the existing soils or controlled compacted fill. After removing the existing pavement throughout the proposed building areas, the resulting exposed subgrades should be compacted with a large vibratory roller.

Any soft spots or other unsuitable areas revealed by the proofrolling should be removed and replaced with controlled compacted fill. It is recommended that concrete slabs be directly underlain by at least six inches of compacted, 3/4-inch size clean, crushed stone or as otherwise required by the design structural engineer. A modulus of subgrade reaction equal to 200 PCI may be used to design slabs on grade and pavements supported by properly prepared subgrades.

Proposed VA Hospital Expansion Northport, Suffolk County, New York December 22, 2014

4.4 Controlled Fill and Backfill

Controlled compacted fill and backfill material should consist of environmentally clean, well-graded sand and gravel, with a maximum particle size of 2 inches, and less than about 15% (by weight) of non-plastic fines (material passing the No. 200 sieve). The fill material should not contain unsuitable matter, such as organic or other deleterious matter, frozen clods, construction debris, etc. The fill should be placed in even horizontal lifts, not exceeding 10 inches loose thickness before compaction. It may be necessary to utilize thinner lifts at locations where compaction is performed using hand-operated equipment. Each lift should be compacted to at least 95% of Maximum Modified Proctor density (ASTM D1557) below foundations, concrete slabs or pavements, and 92% of

Maximum Modified Proctor density in non-structural areas. The moisture content of the fill material should be uniform and should be in a range of plus/minus two percent of optimum. Excavated on-site soils can be used as controlled fill, provided that they conform to the above gradation requirements, and can be properly compacted.

4.5 Excavations

Temporary excavations for foundation construction should be implemented and maintained in accordance with applicable requirements of the Occupational Safety and

Health Administration (OSHA). Excavations in controlled compacted fill soil may be open cut to a stable slope angle or shored and braced. In accordance with 29 CFR 1926

Subpart P, Appendices A & B, both the existing compacted fill and underlying natural sand and gravel soils are classified as “Type C”, and should have maximum side slopes of 1.5H:1V. Converse recommends that excavations in these soils have maximum slopes of 2H:1V. A licensed New York State Professional Engineer should be retained by the contractor to design any required shoring or bracing system. In all cases, the contractor’s

“competent person” (as defined by OSHA) should be solely responsible for excavation safety and determination of stable slope angle.

Proposed VA Hospital Expansion Northport, Suffolk County, New York December 22, 2014

4.6 Construction Dewatering

Groundwater was not encountered within the upper 10 feet in any of the recent borings performed at the site. As such, it is not anticipated that groundwater will affect the proposed construction activities. Converse recommends that adequate site drainage be implemented early in the construction schedule. Surface water should be directed away from exposed subgrades and should not be allowed to flow into excavations. Excavations should not be used as temporary drainage trenches. Water that does accumulate in the excavations should be removed as soon as possible.

4.7 Lateral Earth Pressure

Converse recommends that the following soil parameters (for drained conditions) be used to calculate earth pressures for the purpose of designing permanent retaining walls:

Parameters/Soil Type Natural Soil Controlled Fill

Angle of Internal Friction (φ0) 30 32

Unit Weight, lb./ft3 115 130

Coefficient of Passive Resistance, Kp 3.00 3.25

Coefficient of Active Pressure, Ka 0.33 0.31

Coefficient of At-Rest Pressure, Ko 0.50 0.47

Note that the above recommendations assume that surcharge loads would not be present and that adequate drainage will be maintained behind retaining walls to eliminate build-up of hydrostatic pressure against the walls.

4.8 Utility Trench Backfill

Backfill for utility trenches should be placed and compacted in a controlled manner. The controlled fill should consist of clean sand or sand and gravel, with a maximum gravel size of 1.5 inches. The backfill soil materials should be free of any unsuitable matter, such as lumps, organic matter, stones, frozen clods, construction debris, and boulders. The

Proposed VA Hospital Expansion Northport, Suffolk County, New York December 22, 2014 material should be placed in uniform lifts, not more than eight inches in thickness. Each lift should be properly moisture conditioned and compacted to at least 95% of Modified

Proctor maximum dry density (ASTM D1557). The moisture content of the fill should be relatively uniform and should be in a range of plus/minus two percent of optimum.

4.9 Seismic Site Classification

In accordance with the procedures described in the International Building Code (Section

1615.1.1), the Seismic Site Classification should be based on site-specific data available to a depth of 100 feet. Based on the generally dense to very dense soil conditions (N >50) encountered in Boring B-3, the project site is classified as Site Class C as defined in

Table 1615.1.1 of the Code.

4.10 Liquefaction Potential

Based on our evaluation of the subsurface conditions below the site (dense soils and relatively deep groundwater levels), the soils are not likely to undergo liquefaction.

5.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the foregoing engineering evaluation, the following conclusions and recommendations are provided:

1. The proposed Emergency Department expansion should be supported on conventional shallow (spread footing) foundations, at an allowable bearing pressure of 3,000 psf after proper subgrade preparation, as described herein.

Individual column footings should have minimum dimensions of 3 feet by 3 feet and continuous footings should have minimum widths of 2 feet. Foundation bottoms in areas subjected to freezing conditions should be a minimum of 3 feet below adjacent finished grade elevations, or as otherwise required by local building codes. It is anticipated that total settlements of properly designed and constructed foundations should be less than 1-inch, and differential settlements would be less than about 1/2-inch.

Proposed VA Hospital Expansion

2. Slabs on grade and pavements can be supported on existing soils or on controlled compacted fill, after compacting the subgrade with a large vibratory roller, removing any soft spots or unsuitable soils and replacing removed soils with compacted fill. A Modulus of Vertical Subgrade Reaction value of 200 pci can be used for slab on grade and pavement design purposes.

3. Temporary excavations may be open cut to a maximum slope angle of 2H:1V. A licensed New York State Professional Engineer should be retained by the contractor to design any required shoring or bracing system. In all cases, the contractor’s “competent person” (as defined by OSHA) should be solely responsible for excavation safety and determination of stable slope angle.

4. Groundwater was not encountered in upper 10 feet in any of the recently drilled borings. As such, groundwater is not expected to influence the proposed construction activities.

5. Backfill materials should be free of any environmental contamination and unsuitable matter, such as organic matter, frozen clods, construction debris, and boulders and should be placed in even horizontal lifts, not exceeding ten inches loose thickness before compaction. Each lift should be compacted to at least 95% of Modified Proctor density (ASTM D1557) below foundations, concrete slabs and pavements, and 92% in other, non-structural areas. During compaction, the moisture content of the backfill should be uniform and should be in a range of plus/minus two percent of the optimum moisture content. Excavated soils can be used as backfill materials, provided they conform to specified gradation requirements, and the soils can be properly compacted.

6. Based on the generally dense to very dense soil conditions encountered in the borings drilled during the recent investigation, the project site is classified as Site Class C, as defined within Section 1615.1.1 of the International Building Code.

Based on our evaluation, the subsurface soils below the site are not subjected to liquefaction.

Proposed VA Hospital Expansion

7. Converse recommends that a detailed search of the owner’s records be undertaken to identify the extent of this pipe and any other existing (abandoned or active) underground utilities within the proposed expansion footprint. Any abandoned pipe(s) should be removed or sealed with grout or other materials, and any active utilities should be relocated to pass outside of the expansion footprint.

6.0 RECOMMENDED SERVICES

We recommend that Converse be retained to provide engineering services during construction of the foundation phases of the work. This is to observe compliance with the design concepts, specifications or recommendations and allow prompt design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction.

7.0 LIMITATIONS

The recommendations contained in this report are our best professional judgment as to the procedures to be followed in the construction of the proposed project in accordance with the plans and criteria referred to in this report. Since the borings are widely spaced, there may be subsurface conditions not disclosed by these explorations. If changes in the location or character of this project are subsequently planned, or if any major differences are found between the subsurface conditions described in this report and those encountered during construction, they should be brought to our attention immediately so that the effect on our recommendations can be evaluated.

This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of TY Lin, International, for specific application to the proposed Emergency Department Expansion at the VA Hospital in the Village of

Northport, Suffolk County, New York. No other warranty, expressed or implied, is made.

14-67213-01 1

Proposed VA Hospital Expansion

APPENDIX A – EXPLORATION PROGRAM

The recent exploration program consisted of three geotechnical test borings within the project site. The borings were advanced by a truck-mounted drill rig using Mud-Rotary drilling techniques. Soil samples were obtained from all borings by the Standard

Penetration Test (SPT) method in general accordance with the American Society of

Testing and Materials (ASTM) D1586 procedures. As appropriate, soil samples were obtained continuously from the ground surface to a depth of twelve feet, and at five-foot intervals thereafter, to the termination depths of the borings. The SPT sampler was driven by successive blows of a 140-lb hammer, dropped from a distance of 30 inches. The number of blows required for each 6-inch increment advance was recorded. The sum of the blows required to drive the sampler for the second and third 6-inches of penetration is termed the “Standard Penetration Resistance”, or the “N-value”. This procedure obtains representative disturbed samples.

Migcon Drilling, Inc. was engaged by Converse Engineering Consultants, P. C. to perform the borings. The borings were drilled at locations identified as being clear of existing underground utilities by an “Underground Utility Locator Service” engaged by others. It is to be noted that one of the borings (Boring B-1) encountered an abandoned concrete pipe at a depth of about 14 feet below the ground surface at that boring location. The boring location had been identified as being “clear” of underground utilities prior to beginning drilling. The locations of the borings are shown on Drawing No. 1.

The Unified Soil Classification System described on page A-2, was used to classify the soil samples obtained from the borings. The recent explorations were performed on

November 21 and 22, 2014. The logs of the borings are presented in Appendix A.

FIGURES AND DRAWINGS

pullikashi Text Box pullikashi Text Box pullikashi Text Box Site Location Map

APPENDIX A

A-2

UNIFIED SOIL CLASSIFICATION CHART

MAJOR DIVISIONS

GROUP

SYMBOLS

(ASTM D2487)

TYPICAL DESCRIPTIONS

C O

A R

SE

-G

R A

IN

E

D S

O

IL

S M

O R

E

TH

A N

0%

R

ET

A

IN

ED

O

N N

O . 2

S

IE

V

E*

G R

A V

E L

S

M O

R E

TH

A

N

0% O

F C

O A

R

SE

F R

A C

TI

N

ET

A

IN

ED

O

N N

O . 4

S

IE

V E

C L

E A

A V

E L

GW

WELL-GRADED GRAVELS & GRAVEL-SAND

MIXTURES, LESS THAN 5% FINES

GP

POORLY GRADED GRAVELS & GRAVEL-

SAND MIXTURES, LESS THAN 5% FINES

G R

A V

E L

S W

IT

H

FI

E

GM

SILTY GRAVELS, GRAVEL-SAND-SILT

MIXTURES

GC

CLAYEY GRAVELS, GRAVEL-SAND-CLAY

MIXTURES

SA

N

D

M

R

E

TH

A N

0%

O F

C O

U R

SE

F

R A

C

TI

PA

SS

ES

N O

. 4 S

IE

V

E

C L

E A

SA

D

SW

WELL-GRADED SANDS & GRAVELLY

SANDS, LESS THAN 5% FINES

SP

POORLY GRADED SANDS & GRAVELLY

SANDS, LESS THAN 5% FINES

SA

N

D S

W

H

E

SM

SILTY SANDS, SAND-SILT MIXTURES

SC

CLAYEY SANDS, SAND-CLAY MIXTURES

N

E -G

R A

IN

E

D S

O

IL

O R

M O

R E

PA

SS

ES

N

O . 2

S

IE

V

E*

SI

L

T S

C

L A

Y

LI

Q U

ID

L

IM

IT

LE

SS

ML

INORGANIC SILTS, VERY FINE SANDS,

ROCK FLOUR, SILTY OR CLAYEY FINE

SANDS

CL

INORGANIC CLAYS OF LOW TO MEDIUM

PLASTICITY, GRAVELLY CLAYS, SANDY

CLAYS, SILTY CLAYS, LEAN CLAYS

OL

ORGANIC SILTS & ORGANIC SILTY CLAYS

OF LOW PLASTICITY

SI

L

T S

C

L A

Y

LI

Q U

ID

L

IM

EA

TE

R

T H

A N

MH

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SANDS OR SILTS,

ELASTIC SILTS

CH

INORGANIC CLAYS OF HIGH PLASTICITY,

FAT CLAYS

OH

ORGANIC CLAYS OF MEDIUM TO HIGH

PLASTICITY, ORGANIC SILTS

HIGHLY ORGANIC SOILS

PT

PEAT, HUMUS & OTHER HIGHLY ORGANIC

SOILS

*BASED ON MATERIAL PASSING THE 3” (75MM) SIEVE NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL

CLASSIFICATIONS

GRADATION** COMPACTNESS OF COARSED-GRAINED

SOILS CONSISTENCY OF FINE-GRAINED SOILS

TERM % BY WEIGHT TERM

CORRECTED SPT

PENETRATION

TERM SPT

PENETRATION

TRACE 0 To 5 VERY LOOSE 0 To 4 VERY SOFT 0 To 2 FEW 5 To 10 LOOSE 4 To 10 SOFT 2 To 4

LITTLE 15 To 25 MEDIUM DENSE 10 To 30 MEDIUM 4 To 8 SOME 25 To 45 DENSE 30 To 50 STIFF 8 To 15

VERY DENSE >50 VERY STIFF 15 To 30

HARD >30

** VALUES ARE FROM LABORATORY TEST OR FIELD DATA, WHERE APPLICABLE. WHEN NO TESTING WAS PERFORMED, VALUES ARE

ESTIMATED.

SPT − STANDARD PENETRATION TEST (blows/foot)

P:\Geotechnical Group\ CC USCS Chart-1

Asphalt and subbase (6" +/-) Fill: Brownish yellow poorly graded Sand with silt and gravel

(SP-SM)

Fill: Brown poorly graded sand with silt and gravel (SP-SM)

Fill: Light Brown poorly graded sand with silt and gravel (SP-SM)

Same as above

Same as above

Fill: Brown silty sand with gravel (SM)

Bottom of borehole at 14.0 feet.

SS

SS

SS

SS

SS

SS

8-4-5-7 (9)

5-12-10-8 (22)

4-4-10-4 (14)

4-5-10-7 (15)

8-5-8-7 (13)

1-2-2-2 (4)

NOTES Borinng terminated after encountering existing concrete pipe @ 14' +/-

GROUND ELEVATION 0 ft 0

LOGGED BY Bharat Kantaria

DRILLING METHOD Mud-Rotary

DRILLING CONTRACTOR Migcon Drilling, Inc. GROUND WATER LEVELS:

CHECKED BY Pradeep Ullikashi

DATE STARTED 11/22/10 COMPLETED 11/22/14

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3-7/8 inches

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

D E

P T

H (f t)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

P O

C K

E T

P E

N

(t sf

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

BORING NUMBER B1

CLIENT T.Y. Lin International

PROJECT NUMBER 14-67213-01

PROJECT NAME Proposed VA Hospital Expansion

PROJECT LOCATION 79 Middleville Road, Northport, NY

G E

O T

E C

H B

H P

LO

T

S

G

IN

T S

T D

U S

L A

B .G

D T

2/

2/

3:

P :\P

R O

JE

C

T S

\2

4\

\1 4-

T Y

L

IN

V

A H

O S

P

IT

A L

N O

R T

H P

O R

T , N

Y \1

4-

-0

\1

B O

R

IN

G

LO

G S

4.

G P

J Converse Consultants 622 State Route 10 West Whippany, NJ 07981

6" +/- Asphalt and 6" +/- gravel subbase

Brown poorly graded sand Sand with silt and gravel (SP-SM)

Brown poorly graded sand Sand with silt and gravel (SP-SM)

Same as above

Brown silty sand (SM)

Same as above

No recovery

Brown silty sand with Gravel (SM)

Same as above

Same as above

Same as above

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

12-9-9 (21)

5-11-13-12 (24)

9-5-4-3 (9)

2-3-3-4 (6)

3-4-3-5 (7)

11-8-5-4 (13)

11-18-28-

(46)

18-22-22-

(44)

9-14-13-17 (27)

9-10-12-13 (22)

NOTES

GROUND ELEVATION 0 ft 0

LOGGED BY Bharat Kantaria

DRILLING METHOD Mud-Rotary

DRILLING CONTRACTOR Migcon Drilling, Inc. GROUND WATER LEVELS:

CHECKED BY Pradeep Ullikashi

DATE STARTED 11/22/10 COMPLETED 11/22/14

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3-7/8 inches

(Continued Next Page)

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

D E

P T

H (f t)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

P O

C K

E T

P E

N

(t sf

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

BORING NUMBER B2

CLIENT T.Y. Lin International

PROJECT NUMBER 14-67213-01

PROJECT NAME Proposed VA Hospital Expansion

PROJECT LOCATION 79 Middleville Road, Northport, NY

G E

O T

E C

H B

H P

LO

T

S

G

IN

T S

T D

U S

L A

B .G

D T

2/

2/

3:

P :\P

R O

JE

C

T S

\2

4\

\1 4-

T Y

L

IN

V

A H

O S

P

IT

A L

N O

R T

H P

O R

T , N

Y \1

4-

-0

\1

B O

R

IN

G

LO

G S

4.

G P

J Converse Consultants

Same as above

Bottom of borehole at 42.0 feet.

SS

SS

24-37-35-

(72)

14-20-25-

(45)

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

D E

P T

H (f t)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

P O

C K

E T

P E

N

(t sf

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

BORING NUMBER B2

CLIENT T.Y. Lin International

PROJECT NUMBER 14-67213-01

PROJECT NAME Proposed VA Hospital Expansion

PROJECT LOCATION 79 Middleville Road, Northport, NY

G E

O T

E C

H B

H P

LO

T

S

G

IN

T S

T D

U S

L A

B .G

D T

2/

2/

3:

P :\P

R O

JE

C

T S

\2

4\

\1 4-

T Y

L

IN

V

A H

O S

P

IT

A L

N O

R T

H P

O R

T , N

Y \1

4-

-0

\1

B O

R

IN

G

LO

G S

4.

G P

J Converse Consultants

Fill: Brown silty sand with gravel (SM)

Brown poorly graded sand with silt and gravel (SP-SM)

Same as above

Brown well graded sand with silt and gravel (SW-SM)

Brown poorly graded sand with silt and gravel (SP-SM)

No recovery

Brown poorly graded sand with silt and gravel (SP-SM)

Same as above

Same as above

Same as above

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

6-7-7 (14)

5-4-3-4 (7)

3-3-3-4 (6)

4-4-3-3 (7)

3-3-3-4 (6)

5-6-6-6 (12)

10-15-18-

(33)

13-18-27-

(45)

17-28-40-

(68)

NOTES

GROUND ELEVATION 0 ft 0

LOGGED BY Bharat Kantaria

DRILLING METHOD Mud-Rotary

DRILLING CONTRACTOR Migcon Drilling, Inc. GROUND WATER LEVELS:

CHECKED BY Pradeep Ullikashi

DATE STARTED 11/21/10 COMPLETED 11/21/14

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3-7/8 inches

(Continued Next Page)

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

D E

P T

H (f t)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

P O

C K

E T

P E

N

(t sf

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

BORING NUMBER B3

CLIENT T.Y. Lin International

PROJECT NUMBER 14-67213-01

PROJECT NAME Proposed VA Hospital Expansion

PROJECT LOCATION 79 Middleville Road, Northport, NY

G E

O T

E C

H B

H P

LO

T

S

G

IN

T S

T D

U S

L A

B .G

D T

2/

2/

3:

P :\P

R O

JE

C

T S

\2

4\

\1 4-

T Y

L

IN

V

A H

O S

P

IT

A L

N O

R T

H P

O R

T , N

Y \1

4-

-0

\1

B O

R

IN

G

LO

G S

4.

G P

J Converse Consultants

Light brown poorly graded sand with silt and gravel (SP-SM)

Brown gravel with sand and silt (GP-GM)

Brown gravel with sand and silt (GP-GM)

Brown gravel with sand and silt (GP-GM)

Light brown poorly graded sand with silt and gravel

Same as above

SS

SS

SS

SS

SS

SS

18-34-31-

(65)

11-15-20-

(35)

25-32-37-

(69)

19-22-27-

(49)

30-39-43-

(82)

32-50-46-

(96)

(Continued Next Page)

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

D E

P T

H (f t)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

P O

C K

E T

P E

N

(t sf

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

BORING NUMBER B3

CLIENT T.Y. Lin International

PROJECT NUMBER 14-67213-01

PROJECT NAME Proposed VA Hospital Expansion

PROJECT LOCATION 79 Middleville Road, Northport, NY

G E

O T

E C

H B

H P

LO

T

S

G

IN

T S

T D

U S

L A

B .G

D T

2/

2/

3:

P :\P

R O

JE

C

T S

\2

4\

\1 4-

T Y

L

IN

V

A H

O S

P

IT

A L

N O

R T

H P

O R

T , N

Y \1

4-

-0

\1

B O

R

IN

G

LO

G S

4.

G P

J Converse Consultants

Light Brown Sandy Silt (ML)

Bottom of borehole at 100.0 feet.

SS

SS

22-35-37-

(72)

40-40-50- (90)

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

D E

P T

H (f t)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

P O

C K

E T

P E

N

(t sf

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

BORING NUMBER B3

CLIENT T.Y. Lin International

PROJECT NUMBER 14-67213-01

PROJECT NAME Proposed VA Hospital Expansion

PROJECT LOCATION 79 Middleville Road, Northport, NY

G E

O T

E C

H B

H P

LO

T

S

G

IN

T S

T D

U S

L A

B .G

D T

2/

2/

3:

P :\P

R O

JE

C

T S

\2

4\

\1 4-

T Y

L

IN

V

A H

O S

P

IT

A L

N O

R T

H P

O R

T , N

Y \1

4-

-0

\1

B O

R

IN

G

LO

G S

4.

G P

J Converse Consultants

LL PL D85 D60 D50 D30 D15 D10 Cc Cu

Material Description USCS AASHTO

Project No. Client: Remarks:

Project:

Location: B-1 Depth: 2'-4' Sample Number: S-2 Location: B-1 Depth: 10'-12' Sample Number: S-6 Location: B-2 Depth: 6'-8' Sample Number: S-4

Figure

NV NP 5.3697 1.1831 0.7283 0.3701 0.1867 0.1172 0.99 10.10

NV NP 6.9465 1.1442 0.7981 0.3989 0.1291

NV NP 4.1245 0.6901 0.4948 0.2380

Brown, Poorly graded sand with silt and gravel. SP-SM A-1-b Brown, Silty sand with gravel. SM A-1-b Brown, Silty sand. SM A-1-b

14-67213-01 TY Lin International.

PE

R

C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 16.4 14.6 34.9 26.6 7.5

0.0 0.0 17.8 9.8 40.9 19.3 12.2

0.0 0.0 13.4 9.6 32.0 26.7 18.3 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

V.A Hospital

Project No. Client: Remarks:

Project:

Location: B-2 Sample Number: S-7 Location: B-2 Sample Number: S-10 Location: B-3

Depth: 15'-17' Depth: 30'-32' Depth: 4' - 6' Sample Number: S-3

Figure

NV NP 5.7527 0.5599 0.4139 0.2047

NV NP 6.5845 1.3710 0.7435 0.3628 0.1887 0.1400 0.69 9.79

NV NP 5.6327 0.7810 0.5715 0.3362 0.1665 0.0924 1.57 8.45

Brown, Silty sand with gravel. SM A-2-4(0) Brown, Poorly graded sand with gravel. SP A-1-b Brown, Well graded sand with silt and gravel. SW-SM A-1-b

14-67213-01 TY Lin International.

PE

R

C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 16.3 7.0 25.8 35.6 15.3

0.0 0.0 20.4 14.5 30.7 29.6 4.8

0.0 5.0 11.6 9.3 36.0 29.1 9.0 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Project No. Client: Remarks:

Project:

Location: B-3 Depth: 20'-22' Sample Number: S-7 Location: B-3 Depth: 35'-37' Sample Number: S-10 Location: B-3 Depth: 60'-62' Sample Number: S-14

Figure

NV NP 10.4317 1.3127 0.7267 0.4239 0.2612 0.1951 0.70 6.73

NV NP 20.1017 1.4113 0.6471 0.3475 0.1799 0.1094 0.78 12.91

NV NP 7.4474 1.0697 0.6485 0.3051 0.1459 0.0900 0.97 11.89

Brown, Poorly graded sand with gravel. SP A-1-b Light Brown, Poorly graded sand with silt and gravel. SP-SM A-1-b Light Brown, Poorly graded sand with silt and gravel. SP-SM A-1-b

14-67213-01 TY Lin International.

PE

R

C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 25.8 10.2 33.9 26.0 4.1

0.0 15.7 16.4 6.2 25.0 29.3 7.4

0.0 0.0 20.0 11.0 30.5 29.8 8.7 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Project No. Client: Remarks:

Project:

Location: B-3 Depth: 85'-87' Sample Number: S-16

Figure

NV NP 0.1189

Light Brown, Sandy silt. ML A-4(0)

14-67213-01 TY Lin International.

PE

R

C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 0.0 0.0 1.0 34.2 64.8 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2