geotechnical evaluation report - loopnet

Job Number 2016-162 Kenney Geotechnical Engineering Services PLLC

P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

GEOTECHNICAL INVESTIGATION REPORT

REDEVELOPMENT PROJECT

1027 EAST GENESEE STREET

SYRACUSE, NEW YORK

PREPARED FOR

THE WOODBINE GROUP

505 EAST FAYETTE STREET

SYRACUSE, NY 13202

FIRM LOGO

PREPARED BY:

KENNEY GEOTECHNICAL

ENGINEERING SERVICES

PLLC

December 1, 2016

Christopher

Stamp

Subsurface Investigation Report

Redevelopment Project

1027 E. Genesee St. Syracuse NY

Job Number: 2016-162 Kenney Geotechnical Engineering Services, PLLC


TABLE OF CONTENTS

INTRODUCTION .......................................................................................................... 1

AUTHORIZATION ........................................................................................................ 1

PROJECT DESCRIPTION .............................................................................................. 1

DESIGN CRITERIA ....................................................................................................... 1

SITE CONDITIONS ...................................................................................................... 2

FIELD STUDY ............................................................................................................... 2

SUBSURFACE CONDITIONS ENCOUNTERED ............................................................. 3

GROUNDWATER CONDITIONS ENCOUNTERED ........................................................ 3

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

RECOMMENDATIONS AND CONCLUSIONS ............................................................... 4

A. Geotechnical Analysis .................................................................................... 4

B. Foundations Recommendations ..................................................................... 4

C. Earthwork Recommendations ........................................................................ 5

D. Lateral Earth Pressures .................................................................................. 6

E. Reinforced Concrete Slab on Grade .............................................................. 7

F. Lowest Floor Slab ........................................................................................... 7

G. Seismic Hazards Analysis ............................................................................... 8

H. Construction Monitoring ................................................................................ 8

LIMITATIONS .............................................................................................................. 8

REFERENCES .............................................................................................................. 9

ATTACHMENTS –

SUBSURFACE INVESTIGATION LOCATION PLANS

BORING LOGS

LABORATORY TESTING RESULTS






INTRODUCTION

This report presents the results of the subsurface investigation performed for the

proposed redevelopment of the former Ronald McDonald House property at 1027

East Genesee St. in Syracuse NY. The scope of our services was developed through

discussions with Mr. Brian St. Laurent, Vice President of Real Estate Development of

the Woodbine Group.

No environmental services are included in this study. No conclusions have been

drawn regarding environmental conditions of the site, potential contaminants,

potential special treatment or disposal of site materials, or other environmental

considerations.

AUTHORIZATION

Our services for this project were authorized by Brian St. Laurent of the Woodbine

Group in an email dated November 13, 2016. The scope of our services was

presented in a proposal addressed to Mr. St. Laurent dated November 9, 2016.

PROJECT DESCRIPTION

It is our understanding that the subject property is being considered for re-

development for student housing. No specific design information has been

developed currently. The geotechnical investigation was developed to gain a

general understanding of site conditions.

DESIGN CRITERIA

Relative ground elevations were measured and used in our analysis. Structural

loading information was not available at the time of our analysis. An assumed

differential and overall settlement tolerance of 0.75 and 1 inch respectively was used

for analysis.

The following ASTM Standards were utilized during this study:

• ASTM D1586 “Penetration Test and Split-Barrel Sampling of Soils”

• ASTM D2487 “Standard Practice for Classification of Soils for Engineering

Purposes (Unified Soil Classification System)”

• ASTM D5434 “Standard Guide for Field Logging of Subsurface Exploration of

Soil and Rock”

Local geotechnical practices were followed during the performance of this






investigation.

SITE CONDITIONS

The project site is located on a hillside at the northeast corner of the city of Syracuse.

The site is currently occupied by two three story wood frame buildings connected

by a breezeway. A parking lot and small lawn area are located on the north end of

the property. The parking area slopes gradually to the west approximately 4 feet.

Elevations surrounding the property are considerably varied. At the North and East

borders of the property, elevations increase approximately 5 to 8 feet with slopes of

approximately 0.5:1. At the West border of the property elevations decrease

approximately 2 to 8 feet with a retaining wall extending from the northwest corner

approximately 70 feet.

The site lies at the interface between the Erie-Ontario Lowlands and the Allegheny

Platea physiographic provinces. Major topographic and geologic features in this

area were formed during the last glacial advance and retreat, which ended

approximately 12,000 years ago. Regional surficial geologic mapping suggests that

soils in the site vicinity generally consist of glacial till. Bedrock mapping suggests

that Camillus formation shale underlies soil in the area.

FIELD STUDY

The geotechnical investigation for this site consisted of seven borings (B-1 through

B-7). Boring locations were selected and field located by Kenney Geotechnical

personnel. Elevations for each boring were also measured by Kenney Geotechnical

personnel at each boring location using a selected temporary benchmark. The

temporary benchmark utilized was the sewer grate located on East Genesee street

south of the existing driveway and was assumed an elevation of EL. 100 feet. The

attached boring location plan and boring logs depict the location and relative

elevation for each boring location.

Borings were advanced to a depth of 30 feet or to auger refusal. Hollow stem

augering techniques were utilized to advance the borings. Standard penetration

testing (ASTM D1586) was performed to obtain soil samples. Borings were

advanced by using a track-mounted Geoprobe 7822DT drill rig equipped with an

automatic sampling hammer. The boreholes were backfilled with cuttings and

capped with a concrete plug following the completion of work.

Soil samples obtained during the subsurface investigation were classified using the

Unified Soil Classification System. Boring logs documenting the subsurface

conditions encountered are attached.






The boring logs and related information depict subsurface conditions only at the

specific locations and times indicated. Subsurface conditions and water levels at

other locations may differ from conditions at the locations where sampling was

conducted. The passage of time also may result in changes in the conditions

interpreted to exist at the locations where sampling was performed.

SUBSURFACE CONDITIONS ENCOUNTERED

The following interpretation of subsurface conditions is based on our review of the

recovered samples, laboratory testing results, and our professional experience.

The subsurface conditions encountered generally consisted of Fill underlain by

Glacial Till. The Fill stratum extends to depths of four to seven feet below the

ground surface. The Fill layer consisted predominantly of silty sand and gravel and

re-worked glacial till. The Glacial Till was encountered below the fill and extended

throughout the remainder of the test borings. The Glacial Till was found to be very

stiff to hard sandy clay with gravel with N values ranging from 19 to 100 blows per

foot. A maximum unconfined compressive strength of 14,200 psf was measured on a

glacial till sample obtained from boring B-2 between depths of 23 and 25 feet.

Borings B-1 and B-3 encountered saturated lenses of dense sand and gravel within

the Glacial Till at depths of 8.5 and 13.5 feet respectively. The lenses were found to

be approximately 1.5 feet thick. Approximate moisture contents of the samples

obtained within the sand and gravel seams in borings B-1 and B-3 were found be

10.0% and 9.1% respectively.

GROUNDWATER CONDITIONS ENCOUNTERED

Groundwater was only detected within the sand and gravel lenses encountered in

the glacial till at boring locations B-1 and B-3. Borings B-1 and B-3 caved in up to just

below the sand and gravel lenses and encountered water level readings one foot

above the cave in at 10.0 and 15.2 feet respectively. Approximately 40 minutes

elapsed between the removal of the casing and the measurement of the water level.

The groundwater table will vary with the seasons and changes in precipitation

patterns and may be higher during the wetter seasons. No long term groundwater

data was generated during this study and the range of possible groundwater

elevation is unknown.






LABORATORY SOIL TESTING

Laboratory testing performed for this project included Particle Size Analysis (ASTM

D-422), Water Content (ASTM D-2216), and Unconfined Compressive Strength

(ASTM D2166). Testing was performed in Kenney Geotechnical Services’

laboratory. Test results are attached to this report.

RECOMMENDATIONS AND CONCLUSIONS

A. Geotechnical Analysis

We anticipate that shallow foundations can be utilized to support future buildings

using the hard glacial till as a bearing stratum. We recommend that isolated shallow

foundations are designed for an allowable bearing pressure of 3,500 lbs./sq.ft, and

that continuous footings are designed for and allowable bearing pressure of 4,000

lbs./sq.ft. Foundations cannot bear on the uncontrolled fill stratum, which extends to

depths of seven feet. Over-excavation and replacement of uncontrolled fill with

compacted engineered fill may be necessary. Several steep slopes and a retaining

wall are present around the perimeter of the property. It is recommended that the

stability of the slopes is evaluated as part of the design process for new structures.

B. Foundation Recommendations

The glacial till can provide an allowable bearing pressure of up to 4,000 psf if

properly managed during construction. Uncontrolled fill, and disturbed/saturated

glacial till cannot be utilized to support structures. Over-excavation and

replacement with compacted structural fill may be necessary where uncontrolled fill

is encountered below foundation bearing grade. Foundations must bear at least 48

inches below finished grade for frost protection.

The Glacial Till contains silt and clay and will weaken if allowed to be disturbed by

moisture or other construction operations. Bearing grade soils should not be

exposed to frost or precipitation. Concrete should be poured within 48 hours

following excavation that exposes bearing grade soils. Large cobbles or boulders

should not come in direct contact with the foundation bottom to prevent point-

loading. It is recommended that bearing grade in the Glacial Till is undercut a

minimum of 6 inches and that a lift of compacted crusher-run limestone is placed to

limit point loading and moisture disturbance.






C. Earthwork Recommendations

It is recommended that earthwork is performed using materials and methods that

will result in stable excavations, dewatering as necessary, stabilized bearing

subgrades and compacted backfills to grade. Typical temporary earthwork

measures can be anticipated to be employed at this site, for prevailing dry weather

conditions. Presented construction phase earthwork recommendations are as

follows:

1. Remove or strip existing pavement, uncontrolled fill, vegetation and topsoil

from all areas that will be impacted for the entire project construction.

2. Retain a geotechnical engineer to review exposed conditions.

3. Proof-roll the subgrade for pavements using a fully laden 20-ton dump truck

or approved equal under the observation of geotechnical personnel.

Excavate and replace areas that weave or deflect as directed by geotechnical

personnel.

4. Excavated on-site soil may be re-utilized as structural fill with approval from

the design engineer.

5. Site grading must direct runoff away from the foundation, floor slab and all

other structural subgrades. Contractors should anticipate the need to control

and manage subsurface water during earthwork if excavations are to extend

past eight feet from the current ground level due to the sand and gravel

lenses present within the till. Stormwater diversion measures should be

installed to prevent runoff from flowing towards excavations and the proposed

foundation or other subgrades. Water cannot be allowed to pond within

foundation excavations and must be immediately removed. Any groundwater

collection during construction must be managed in accordance with New York

State discharge regulations.

6. Field moisture contents for structural fill should be maintained within 2

percentage points of the optimum moisture content established by laboratory

testing to provide adequate compaction. All fill should be placed in level lifts

having a loose thickness no greater than 12 inches and should be compacted

with vibratory rollers to at least the following minimum percentages of the

Modified Proctor (ASTM D-1557, Method C) maximum dry density:

• Beneath slab-on-grade or pavements: 95%

• Beneath exterior slabs and sidewalks: 95%






• Utility trench backfill: 95%

• Beneath landscape areas: 90%

7. Temporary excavation slopes must be evaluated by the Contractor’s on-site

Responsible Person. We anticipate that the site soils encountered will be

classified as Type C soils for uncontrolled fill and Type A soils for glacial till.

Type C materials must be graded to slopes no greater than 1.5:1 (horizontal to

vertical) during excavation. Type A soils must be graded to slopes no greater

than 0.75:1 (horizontal to vertical). The Contractor must continually re-

evaluate slopes to ensure safe conditions exist for all on-site personnel.

Consideration should be given to applying diversion measures for and sheets

of polyethylene as cover to cuts slopes in soil to prevent washouts during rain

events.

8. Structural Fill for stabilization working mats should of imported granular

material conforming to NYSDOT Specification Item 304.12 Type 2 or Item

304.14 Type 4 or approved equal.

9. In-place density testing should be performed at a frequency of one test per

500 square feet per lift in proposed building areas and one test per 25 feet per

lift in trenches.

10. For utility trenches or other confined areas, small compaction equipment may

be necessary such as a vibratory plate, jumping jack or walk-behind vibratory

roller. In these cases, lift heights no greater than 6 inches should be

maintained.

11. If the structure is to be constructed during the winter months, or if the building

interiors will be subjected to freezing temperatures after footer construction,

adequate frost cover and protection must be provided. Earthwork cannot be

performed with frozen material.

D. Lateral Earth Pressures

Adjacent slopes and the existing retaining wall will need to be analyzed when

details of the proposed structure are available. Using building loads, soil properties

and measurements a slope stability analysis will be necessary to gain insight on

possible measures that will need to be taken. Hard glacial till is generally able to

openly graded at 3:1 but further measurement and analysis of the surrounding

slopes will need be evaluated.






The design of subsurface walls subjected to lateral earth pressure must consider the

type of wall, degree of restraint against wall rotation, and other factors. The

following lateral earth pressure parameters are recommended for this project.

Item Value Units

Unit Weight (On-site soil): 135 pcf

Internal Friction Angle 35 degrees

Lateral Sliding Resistance (Concrete to soil): 150 psf/ft

Coefficient of Active Earth Pressure, Ka: 0.271 -

Coefficient of At-Rest Earth Pressure, Ko: 0.43 -

Coefficient of Passive Earth Pressure, Kp: 3.69 - Assumes horizontal backfill

Will vary with compaction effort.

Will vary with compaction effort.

Notes

Per foot of burial depth.

Assumes horizontal backfill

For restrained walls

Drainage must be provided for all walls to prevent to prevent hydrostatic pressure

failure. Backfill against any walls should consist of a relatively well-graded free-

draining granular material having no more than 10% passing the No. 200 sieve. The

granular backfill zone behind walls should be at least 3 feet wide as measured

horizontally from the face of the wall. Backfill against walls should be placed in

loose lifts no greater than 4 to 6 inches in thickness. A nonwoven geotextile filter

should be placed between the granular backfill and insitu soil to prevent the

migration of fine grained soil.

E. Reinforced Concrete Slabs On Grade

A maximum subgrade modulus of 150 pci is recommended for design, provided that

the subgrade is prepared in accordance with the Earthwork recommendations. The

subbase for the slab-on-grade should consist of a minimum of 8 inches of sand and

gravel or crushed stone conforming to NYSDOT specifications for Item 304.02

Crushed Stone Aggregate Subbase Course. Follow the lift placement and

compaction recommendations presented in the Earthwork Section C.

F. Lowest Floor Slab

Based on soil conditions encountered by the test borings, the lowest building slab

will be underlain by glacial till or uncontrolled fill. If the lowest building slabs are to

be underlain by uncontrolled fill they must be proof-rolled and evaluated by

geotechnical personnel. The uncontrolled fill may be unstable and require

replacement with compacted structural fill. The saturated seam of gravel and sand

that was encountered within the glacial till stratum may produce the need for water

removal efforts if basement floor excavations extend past 8 feet from existing ground

level. Glacial till is moisture-sensitive but does not experience large degrees of






shrinkage or expansion. The following recommendations are presented for

preparation of the slab subgrade.

1. Remove existing earthen materials to 12 inches below the proposed slab

subgrade elevation.

2. Allow geotechnical personnel to review exposed subgrade conditions.

3. If approved by geotechnical personnel, place a woven geotextile and 12

inches of compacted structural fill to establish new slab subgrade. The

structural fill should consist of well-graded crushed stone conforming to

NYSDOT specifications for Item 304-2.02 Type 2 or 4. Follow compaction

requirements presented for earthwork.

4. We suggest the concrete floor slab is designed for a subgrade modulus of

125 pci in areas where fill is present at subgrade. If undisturbed Till is

present at subgrade, a subgrade modulus of 200 pci is recommended.

5. Provide a vapor barrier beneath the slab-on-grade if impermeable floor

finishes are used. If a vapor barrier is utilized, a 3-inch thick layer of sand

should be placed at slab subgrade. In this case, the structural fill

thickness would be 9 inches.

G. Seismic Hazards Analysis

Based upon the data generated during this investigation, it is our opinion that Site

Class D is appropriate for the project site. The estimated design spectral response

acceleration parameters are SDS = .150g and SD1 = .082g. Please note that the site

class may need to be modified if changed subsurface conditions are encountered

during construction. Liquefaction, surface rupture from faulting or lateral spreading

is estimated to have a low probability of occurrence given the soil conditions

encountered and typical regional seismicity.

H. Construction Monitoring

The geotechnical recommendations presented in this report are predicated on the

anticipated performance of construction observation and field and laboratory testing

by geotechnical personnel from Kenney Geotechnical Engineering Services, PLLC

(KGES). We request continued involvement with this project so that we may assess

subsurface conditions exposed during construction to determine if modifications to

our recommendations as presented herein are necessary.

LIMITATIONS

The recommendations presented in this report are predicated on the performance of

construction observation and testing by qualified geotechnical personnel. We






request continued involvement with this project so that we may assess subsurface

conditions exposed during construction to determine if modifications to our

recommendations are necessary.

REFERENCES

“Surficial Geologic Map of New York – Finger Lakes Sheet”, New York State

Museum, 1986.

“Bedrock Map of New York – Finger Lakes Sheet”, New York State Museum, 1970.

Christopher

Oval

Christopher

Oval

Christopher

Oval

Christopher

Oval

Christopher

Oval

Christopher

Oval

Christopher

Oval

Owner

Text Box

B-2

Owner

Text Box

B-4

Owner

Text Box

B-3

Owner

Text Box

B-5

Owner

Text Box

B-6

Owner

Text Box

B-7

Owner

Text Box

B-1

1

2

3

4

5

6

ASPHALT

FILL CONSISTING OF GREY VERY LOOSE WELL GRADED SANDYGRAVEL, MOIST

FILL CONSISTING OF BROWN VERY LOOSE TO LOOSE SANDYSILT WITH BRICK, MOIST

FILL CONSISTING OF RED-BROWN MEDIUM STIFF TO STIFFSANDY LEAN CLAY , MOIST

GLACIAL TILL CONSISTING OF RED-BROWN MEDIUM STIFF TOVERY STIFF SANDY LEAN CLAY WITH GRAVEL, MOIST

BROWN DENSE WELL GRADED GRAVELLY SAND, WET

GLACIAL TILL CONSISTING OF RED-BROWN HARD SANDY LEANCLAY WITH GRAVEL, MOIST

End of Boring @ 14.3 feet

WATER LEVEL MEASUREMENTS BORING STARTED

BORING COMPLETED

11/16/16

11/16/16DRILLER

KGESRIG

7822DTAPPROVED

N. MOREHOUSEDRAWN BY

WATERCAVE-INCASINGSAMPLEDTIMEDATE

CLIENT

ENGINEER

PROJECT

LOCATION

NEW STUDENT HOUSING

1 2 3 4 5

B-1

THE WOODBINE GROUP

BORING NUMBER

SURFACE ELEVATION

104.6

Sheet 1 of 1

UNKNOWN

Calibrated Penetrometer Unconfined Compression

LATITUDE (degrees)

Kenney Geotechnical Services Job No. 2016-162

SAMPL

E NO.

DESCRIPTION OF MATERIALS

(LABORATORY CLASSIFICATION)

REMAR

KS

N VALUE, blows/ft.

10 20 30 40 50

PL LLMC

Unconfined Compressive Strength, tons/ft.2

DEPT

H

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

SAMPL

ER TYP

ERE

COVE

RY

GRAP

HIC LOG

0.000000 87.000000

1027 E. GENESEE ST. SYRACUSE NY

LONGITUDE (degrees)

LO

G A

GN

GN

03

- L

OG

A G

NG

N0

3.G

DT

- 1

2/1

/16

15

:17

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J

11/16/16

11/16/16

11:00

11:30

BCR

ACR

13

-

-

11.5

DRY

10

ACR

100

1

2

3

4

5

6

7

8

9

ASPHALT


FILL CONSISTING OF BROWN LOOSE TO MEDIUM DENSE SANDYSILT, MOIST

GLACIAL TILL CONSISTING OF RED-BROWN VERY STIFF TOHARD SANDY LEAN CLAY WITH GRAVEL, MOIST

GLACIAL TILL CONSISTING OF PURPLE-GREY HARD SANDYLEAN CLAY WITH GRAVEL, MOIST

End of Boring @ 30 feet


BORING COMPLETED

11/17/16

11/17/16DRILLER

KGESRIG

7822DTAPPROVED



CLIENT

ENGINEER

PROJECT

LOCATION

NEW STUDENT HOUSING

1 2 3 4 5

B-2

THE WOODBINE GROUP

BORING NUMBER

SURFACE ELEVATION

107.8

Sheet 1 of 1

UNKNOWN


LATITUDE (degrees)


SAMPL

E NO.



REMAR

KS

N VALUE, blows/ft.

10 20 30 40 50

PL LLMC


DEPT

H

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

SAMPL

ER TYP

ERE

COVE

RY

GRAP

HIC LOG

47.000000 -2.000000


LONGITUDE (degrees)

LO

G A

GN

GN

03

- L

OG

A G

NG

N0

3.G

DT

- 1

2/1

/16

15

:17

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J

11/17/16

11/17/16

11:00

11:30

BCR

ACR

28

-

-

19.5

DRY

DRY

1

2

3

4

5

6

7

8

ASPHALT


FILL CONSISTING OF RED-BROWN STIFF TO VERY STIFFSANDY LEAN CLAY, MOIST



GREY DENSE WELL GRADED CLAYEY SAND WITH GRAVEL,WET




BORING COMPLETED

11/17/16

11/17/16DRILLER

KGESRIG

7822DTAPPROVED



CLIENT

ENGINEER

PROJECT

LOCATION

NEW STUDENT HOUSING

1 2 3 4 5

B-3

THE WOODBINE GROUP

BORING NUMBER

SURFACE ELEVATION

107.7

Sheet 1 of 1

UNKNOWN


LATITUDE (degrees)


SAMPL

E NO.



REMAR

KS

N VALUE, blows/ft.

10 20 30 40 50

PL LLMC


DEPT

H

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

SAMPL

ER TYP

ERE

COVE

RY

GRAP

HIC LOG

47.000000 42.000000


LONGITUDE (degrees)

LO

G A

GN

GN

03

- L

OG

A G

NG

N0

3.G

DT

- 1

2/1

/16

15

:17

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J

11/17/16

11/17/16

13:00

13:30

BCR

ACR

20

-

-

16.2

DRY

15.2

ACR

100

100

1

2

3

4

5

6

7

8

ASPHALT


FILL CONSISTING OF RED-BROWN MEDIUM STIFF SANDY LEANCLAY WITH GRAVEL, MOIST



End of Boring @ 24 feet


BORING COMPLETED

11/17/16

11/17/16DRILLER

KGESRIG

7822DTAPPROVED



CLIENT

ENGINEER

PROJECT

LOCATION

NEW STUDENT HOUSING

1 2 3 4 5

B-4

THE WOODBINE GROUP

BORING NUMBER

SURFACE ELEVATION

107.5

Sheet 1 of 1

UNKNOWN


LATITUDE (degrees)


SAMPL

E NO.



REMAR

KS

N VALUE, blows/ft.

10 20 30 40 50

PL LLMC


DEPT

H

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

SAMPL

ER TYP

ERE

COVE

RY

GRAP

HIC LOG

47.000000 84.000000


LONGITUDE (degrees)

LO

G A

GN

GN

03

- L

OG

A G

NG

N0

3.G

DT

- 1

2/1

/16

15

:17

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J

11/17/16

11/17/16

15:00

15:30

BCR

ACR

22

-

-

17.3

DRY

15.2

ACR

90

71

1

2

3

4

5

6

7

ASPHALT

FILL CONSISTING OF BROWN SILTY SAND WITH GRAVEL,BRICK AND ORGANCIS, MOIST

FILL CONSISTING OF BROWN SOFT SANDY SILT, MOIST


GLACIAL TILL CONSISTING OF GREY HARD SANDY LEAN CLAYWITH GRAVEL, MOIST



BORING COMPLETED

11/16/16

11/16/16DRILLER

KGESRIG

7822DTAPPROVED



CLIENT

ENGINEER

PROJECT

LOCATION

NEW STUDENT HOUSING

1 2 3 4 5

B-5

THE WOODBINE GROUP

BORING NUMBER

SURFACE ELEVATION

104.7

Sheet 1 of 1

UNKNOWN


LATITUDE (degrees)


SAMPL

E NO.



REMAR

KS

N VALUE, blows/ft.

10 20 30 40 50

PL LLMC


DEPT

H

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

SAMPL

ER TYP

ERE

COVE

RY

GRAP

HIC LOG

0.000000 0.000000


LONGITUDE (degrees)

LO

G A

GN

GN

03

- L

OG

A G

NG

N0

3.G

DT

- 1

2/1

/16

15

:17

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J

11/16/16

11/16/16

13:00

13:30

BCR

ACR

18

-

-

17.5

DRY

DRY

63

100

1

2

3

4

5

6

7

ASPHALT


FILL CONSISTING OF BROWN SANDY SILT WITH ASPHALT, ASHAND ORGANICS, MOIST





BORING COMPLETED

11/16/16

11/16/16DRILLER

KGESRIG

7822DTAPPROVED



CLIENT

ENGINEER

PROJECT

LOCATION

NEW STUDENT HOUSING

1 2 3 4 5

B-6

THE WOODBINE GROUP

BORING NUMBER

SURFACE ELEVATION

104.4

Sheet 1 of 1

UNKNOWN


LATITUDE (degrees)


SAMPL

E NO.



REMAR

KS

N VALUE, blows/ft.

10 20 30 40 50

PL LLMC


DEPT

H

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

SAMPL

ER TYP

ERE

COVE

RY

GRAP

HIC LOG

0.000000 42.000000


LONGITUDE (degrees)

LO

G A

GN

GN

03

- L

OG

A G

NG

N0

3.G

DT

- 1

2/1

/16

15

:17

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J

11/16/16

11/16/16

15:00

15:30

BCR

ACR

18

-

-

15.5

DRY

DRY

100

1

2

3

4

5

6

7

8

9

TOPSOIL CONSISTING OF DARK BROWN SILTY SAND, MOIST

FILL CONSISTING OF BROWN VERY LOOSE TO LOOSE SANDYGRAVEL WITH SILT AND ORGANICS, MOIST

FILL CONSISTING OF RED-BROWN MEDIUM STIFF TO VERYSTIFF SANDY LEAN CLAY WITH GRAVEL, MOIST

GLACIAL TILL CONSISTING OF RED-BROWN VERY STIFF SANDYLEAN CLAY WITH GRAVEL, MOIST

GLACIAL TILL CONSISTING OF PURPLE-GREY VERY STIFF TOHARD SANDY LEAN CLAY WITH GRAVEL, MOIST



BORING COMPLETED

11/18/16

11/18/16DRILLER

KGESRIG

7822DTAPPROVED



CLIENT

ENGINEER

PROJECT

LOCATION

NEW STUDENT HOUSING

1 2 3 4 5

B-7

THE WOODBINE GROUP

BORING NUMBER

SURFACE ELEVATION

109.8

Sheet 1 of 1

UNKNOWN


LATITUDE (degrees)


SAMPL

E NO.



REMAR

KS

N VALUE, blows/ft.

10 20 30 40 50

PL LLMC


DEPT

H

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

SAMPL

ER TYP

ERE

COVE

RY

GRAP

HIC LOG


LONGITUDE (degrees)

LO

G A

GN

GN

03

- L

OG

A G

NG

N0

3.G

DT

- 1

2/1

/16

15

:17

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J

11/18/16

11/18/16

11:30

12:00

BCR 28

-

-

21.5

DRY

DRY

73

100

CLIENT THE WOODBINE GROUP

PROJECT NUMBER 2016-162

PROJECT NAME NEW STUDENT HOUSING

PROJECT LOCATION 1027 E. GENESEE ST. SYRACUSE NY

ABBREVIATIONSTV

PID

UC

ppm

-

-

-

-

TORVANE

PHOTOIONIZATION DETECTOR

UNCONFINED COMPRESSION

PARTS PER MILLION

LIQUID LIMIT (%)

PLASTIC INDEX (%)

MOISTURE CONTENT (%)

DRY DENSITY (PCF)

NON PLASTIC

PERCENT PASSING NO. 200 SIEVE

POCKET PENETROMETER (TSF)

LL

PI

W

DD

NP

-200

PP

-

-

-

-

-

-

-

Standard Penetration Test

SAMPLER SYMBOLSLITHOLOGIC SYMBOLS

(Unified Soil Classification System)

ASPHALT: Asphalt

FILL: Fill (made ground)

GWS: USCS Well-graded Sandy Gravel

SWG: USCS Well-graded Gravelly Sand

TILL: Glacial Till

TOPSOIL: Topsoil

WELL CONSTRUCTION SYMBOLS

KEY TO SYMBOLS

Water Level at TimeDrilling, or as Shown

Water Level After 24Hours, or as Shown

Water Level at End ofDrilling, or as Shown

KE

Y T

O S

YM

BO

LS

- G

INT

ST

D U

S L

AB

.GD

T -

11

/18

/16

15

:05

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP

J Kenney Geotechnical Services7246 State Fair BlvdBaldwinsville, N.Y. 13209Telephone: 315-638-2706Fax: 315-638-1544

Project: NEW STUDENT HOUSINGProject Location: 1027 E. GENESEE ST. SYRACUSE NYProject Number: 2016-162

< 44 to 1010 to 3030 to 50> 50

C =U

Atterberg limits above "A"line or P.I. greater than 7

Atterberg limits below "A"line or P.I. less than 4

Peat and other highly organic soils

Inorganic silts, micaceous or disto-maceous fine sandy or silty soils,organic silts

Organic clays of medium to highplasticity, organic silts

Silty sands, sand-silt mixtures Above "A" line with P.I.

between 4 and 7 are border-

line cases requiring use of

dual symbolsAtterberg limits above "A"line or P.I. greater than 7

Not meeting all gradation requirements for SW

Above "A" line with P.I.

between 4 and 7 are border-

line cases requiring use of

dual symbols

Not meeting all gradation requirements for GW

Le

ss t

ha

n 5

pe

rce

nt.

....

.. G

W,

GP

, S

W,

SP

Mo

re t

ha

n 1

2 p

erc

en

t...

....

GM

, G

C,

SM

, S

C6

to

12

pe

rce

nt.

....

.. B

ord

erl

ine

ca

se

4s r

eq

uir

ing

du

al sym

bo

ls**

De

term

ine

pe

rce

nta

ge

s o

f sa

nd

an

d g

rave

l fr

om

gra

in s

ize

cu

rve

,D

ep

en

din

g o

n p

erc

en

tag

e o

f fin

es (

fra

ctio

n s

ma

ller

tha

n N

o.

20

0sie

ve

) co

ars

e-g

rain

ed

so

ils a

re c

lassifie

d a

s f

ollo

ws:

Poorly-graded gravels, gravel-sandmixtures, little or no fines

Inorganic clays of high plasticity,fat clays

Organic silts and organic silty claysof low plasticity

Inorganic clays of low to mediumplasticity, gravelly clays, sandy clays,silty clays, lean clays

Inorganic silts and very fine sands,rock floor, silty or clayey fine sandsor clayey silts with slight plasticity

Clayey sands, sand-clay mixtures

Atterberg limits below "A"line or P.I. less than 4

Poorly-graded sands, gravelly sands,little or no fines

Well-graded sands, gravelly sands,little or no fines

Clayey gravels, gravel-sand-siltmixtures

Silty gravels, gravel-sand-siltmixtures

Well-graded gravels, gravel-sandmixtures, little or no fines

Typical Names

=C

C

d

u

d

#1

0 t

o #

4

#4

0 t

o #

10

#2

00

to

#4

0

2.0

0 t

o 4

.76

0.0

74

to

0.4

2

Sie

ve

siz

es

mm

Co

ars

e

Me

diu

m

Fin

e

SM*

Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg Limits:suffix d used when L.L. is 23 or less and the P.I. is 6 or less; the suffix is used when L.L. is greater than 26.Borderline classifications used for soils possessing characteristics of two groups are designated by combinations of groups symbols.For example; GW-GC, well-graded gravel-sand mixture with clay binder.

Sa

nd

#4

to

3/4

in

.

3/4

in

. to

3 in

.1

9.1

to

76

.2

Bo

uld

ers

Co

bb

le

Gra

ve

l

Co

ars

e

u

Fin

e

30

4.8

to

91

4.4

3 in

. to

12

in

.7

6.2

to

30

4.8

< #

200

Pt

OH

CH

MH

OL

CL

ML

SC

SP

SW

GC

GP

Major Divisions

GW

GroupSymbols

Cle

an

gra

ve

l(L

ittle

or

no

fin

es)

Sa

nd

s w

ith

fin

es

(Ap

pre

cia

ble

am

ou

nt

of

fin

es)

< 0

.074

0.4

2 t

o 2

.00

Sie

ve

mm

Mate

rial

Mate

rial

Silt

or

cla

y

12

in

. to

36

in

.

Cle

an

sa

nd

s(L

ittle

or

no

fin

es)

Gra

ve

ls(M

ore

th

an

ha

lf o

f co

ars

e f

ractio

nis

la

rge

r th

an

No

. 4

sie

ve

siz

e)

Sa

nd

s(M

ore

th

an

ha

lf o

f co

ars

e f

ractio

nis

sm

alle

r th

an

No

. 4

sie

ve

siz

e)

Silt

s a

nd

Cla

ys

(Liq

uid

lim

itg

rea

ter

tha

n 6

0)

Silt

s a

nd

Cla

ys

(Liq

uid

lim

itle

ss t

ha

n 6

0)

Hig

hly

Org

an

icS

oils

Co

ars

e-G

rain

ed

so

ils(M

ore

th

an

ha

lf t

he

ma

teri

al is

la

rge

r th

an

No

. 2

00

sie

ve

siz

e)

Laboratory Classification Criteria

Fin

e-G

rain

ed

so

ils(M

ore

th

an

ha

lf t

he

ma

teri

al is

sm

alle

r th

an

No

. 2

00

sie

ve

siz

e)

GENERAL NOTESTERMS DESCRIBING CONSISTENCY OR CONDITION

SPT Blow CountDescriptive Terms

< 22 to 44 to 88 to 1515 to 30> 30

< 2525 to 5050 to 100100 to 200200 to 400> 400

Very softSoftMedium stiffStiffVery stiffHard

Unconfined CompressiveStrength kPa

Relative Density SPT Blow CountDescriptive Terms

0 to 15 %15 to 35 %35 to 65 %65 to 85 %85 to 100 %

Very looseLooseMedium denseDenseVery dense

1. Classifications are based on the United Soil ClassificationSystem and include consistency, moisture, and color. Fielddescriptions have been modified to reflect results of laboratory testswhere deemed appropriate.

2. Surface elevations are based on topographic maps and estimatedlocations.

3. Descriptions on these boring logs apply only at the specificboring locations and at the time the borings were made. They arenot guaranteed to be representative of subsurface conditions at otherlocations or times.

Key to Soil Symbols and Terms

*

**

0 10 20 30 40 50 60 70 80 90 100 1100

10

20

30

40

50

60

70

80

Plasticity Chart

FOR CLARIFICATION OF FINE-GRAINED SOIL ANDFINE-GRAINED FRACTION OF COARSE-GRAINED SOILS

LIQUID LIMIT (LL)

16

4

7

PLA

ST

ICIT

Y I

ND

EX

(P

I)

between 1 and 3greater than 4;

10D x D60

D30

( )2

D60

10D

=U

greater than 6; between 1 and 3C =C

C10D x D60

D30

( )2

D60

10D

Part

icle

Siz

e

Gra

ve

l w

ith

fin

es

(Ap

pre

cia

ble

am

ou

nt

of

fin

es)

Part

icle

Siz

e

FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic andorganic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency israted according to shearing strength, as indicated by penetrometer readings, SPT blow count,or unconfined compression tests.

GM*

4.7

6 t

o 1

9.1

COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) cleangravel and sands and (2) silty or clayey gravels and sands. Condition is rated according torelative density as determined by laboratory tests or standard penetration resistance tests.

OR

ORCL

OL

MH OH

OR

CL-ML

"A" L

INE"U

" LIN

E

CH

OH

ML OLOR

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc CuLL PL

GRAIN SIZE DISTRIBUTION

COBBLESGRAVEL

60.5

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

ClassificationSpecimen Identification

Specimen Identification D30 D10 %Gravel

coarseSILT OR CLAY

finemedium

%Sand %Silt %Clay

8.8 30.7

3 1002

B-1

4 16 301 2006 10 501/2HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4

20 40

D60

6 601.5 8 143/4 3/8

B-1

D100

12.5

3.0

3.0





GR

AIN

SIZ

E -

GIN

T S

TD

US

LA

B.G

DT

- 1

2/1

/16

09

:07

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc CuLL PL


COBBLESGRAVEL

13.0

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SAND


coarse fine



coarseSILT OR CLAY

finemedium

%Sand %Silt %Clay

0.27 31.3 55.7

3 1002

B-1


1403 4

20 40

D60

6 601.5 8 143/4 3/8

2.389

B-1

D100

25

9.0

9.0





GR

AIN

SIZ

E -

GIN

T S

TD

US

LA

B.G

DT

- 1

2/1

/16

09

:07

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc CuLL PL


COBBLESGRAVEL

50.1

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SAND


coarse fine



coarseSILT OR CLAY

finemedium

%Sand %Silt %Clay

15.8 34.1

3 1002

B-3


1403 4

20 40

D60

6 601.5 8 143/4 3/8

0.18

B-3

D100

25

5.0

5.0





GR

AIN

SIZ

E -

GIN

T S

TD

US

LA

B.G

DT

- 1

2/1

/16

09

:07

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc CuLL PL


COBBLESGRAVEL

20.1

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SAND


coarse fine



coarseSILT OR CLAY

finemedium

%Sand %Silt %Clay

0.285 17.5 62.4

3 1002

B-3


1403 4

20 40

D60

6 601.5 8 143/4 3/8

1.643

B-3

D100

19

14.0

14.0





GR

AIN

SIZ

E -

GIN

T S

TD

US

LA

B.G

DT

- 1

2/1

/16

09

:07

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc CuLL PL


COBBLESGRAVEL

50.5

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SAND


coarse fine



coarseSILT OR CLAY

finemedium

%Sand %Silt %Clay

19.8 29.7

3 1002

B-4


1403 4

20 40

D60

6 601.5 8 143/4 3/8

0.24

B-4

D100

19

3.0

3.0





GR

AIN

SIZ

E -

GIN

T S

TD

US

LA

B.G

DT

- 1

2/1

/16

09

:07

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc CuLL PL


COBBLESGRAVEL

21.5

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SAND


coarse fine



coarseSILT OR CLAY

finemedium

%Sand %Silt %Clay

0.166 38.2 40.2

3 1002

B-7


1403 4

20 40

D60

6 601.5 8 143/4 3/8

3.48

B-7

D100

25

3.0

3.0





GR

AIN

SIZ

E -

GIN

T S

TD

US

LA

B.G

DT

- 1

2/1

/16

09

:07

- C

:\P

RO

GR

AM

FIL

ES

(X

86

)\G

INT

\PR

OJE

CT

S\2

01

6-1

62

10

27

EA

ST

GE

NE

SE

EE

ST

RE

ET

.GP


PROJECT


PROJECT # 2016-162

BORING B-2

DEPTH 23'-25'

DISPLACEMENT PISTON FORCE STRAIN CORRECTED AREA STRESS

INCHES POUNDS IN./IN. SQUARE INCHES PSI

0 0 0.0000 1.49 0.00

0.025 39 0.0081 1.50 25.96

0.05 57 0.0162 1.51 37.64

0.075 77 0.0242 1.53 50.42

0.125 109 0.0404 1.55 70.20

0.15 126 0.0485 1.57 80.46

0.175 139 0.0566 1.58 88.01

0.2 152 0.0647 1.59 95.42

0.25 160 0.0808 1.62 98.70

0.3 160 0.0970 1.65 96.97

0.4 156 0.1293 1.71 91.16

14,213.24 PSFUNCONFINED COMPRESSIVE STRENGTH :

REDVELOPMENT PROJECT 1027 E. GENESEE ST.

UNCONFINED COMPRESSIVE STRENGTH

0.00

20.00

40.00

60.00

80.00

100.00

120.00

0.0000 0.0200 0.0400 0.0600 0.0800 0.1000 0.1200 0.1400

ST

RE

SS

(P

SI)

STRAIN (IN./IN)

UNCONFINED COMPRESSIVE STRENGTH

geotechnical evaluation report - loopnet

Documents