Preliminary Foundation Report Bailiwick Road Bridge … \\edison\branch\Geotech\Connecticut\50018422...

$Page 1: Preliminary Foundation Report Bailiwick Road Bridge … \\edison\branch\Geotech\Connecticut\50018422 Bailiwick Road\Foundation Report.docx as preliminary design and construction recommendations$
Preliminary Foundation Report Town of Greenwich State Bridge Project No. 56-299 Town Project No. 06-44 Rehabilitation of Bridge No. 05491 Bailiwick Road Bridge over The Byram River Town of Greenwich, CT October 2011

Prepared by:

Dewberry-Goodkind, Inc.

59 Elm Street, Suite 101

New Haven, CT 06510

Preliminary Foundation Report Town of Greenwich State Bridge Project No. 56-299 Town Project No. 06-44 Rehabilitation of Bridge No. 05491 Bailiwick Road Bridge over The Byram River Town of Greenwich, CT October 2011

Prepared by:


59 Elm Street, Suite 101

New Haven, CT 06510

Eugene J. Schwarzrock, P.E. Date Connecticut License No. PEN.0022516

\\edison\branch\Geotech\Connecticut\50018422 Bailiwick Road\Foundation Report.docx

PRELIMINARY FOUNDATION REPORT

TOWN OF GREENWICH

STATE BRIDGE PROJECT NO. 56-299

TOWN PROJECT NO. 06-44

REHABILITATION OF BRIDGE NO. 05491

BAILIWICK ROAD BRIDGE OVER THE BYRAM RIVER

TOWN OF GREENWICH, CT

TABLE OF CONTENTS

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

SUBSURFACE INVESTIGATION ............................................................................................ 2

SUBSURFACE CONDITIONS .................................................................................................. 2

DESIGN RECOMMENDATIONS

Bridge Abutments ................................................................................................................. 3

Wingwalls ............................................................................................................................. 4

Culverts ................................................................................................................................. 4

CONSTRUCTION RECOMMENDATIONS .............................................................................. 4

APPENDIX

General Location Map

Boring Location Plans (shown on General Plan & Elevation alternative plans)

Boring Logs

1 \\edison\branch\Geotech\Connecticut\50018422 Bailiwick Road\Foundation Report.docx

PROJECT DESCRIPTION

This project consists of the replacement and/or rehabilitation of Bridge No. 05491, which carries

Bailiwick Road over the Byram River in the Town of Greenwich, Connecticut, and which was

damaged during a major storm event that took place on April 15, 2007. The bridge is located

±55 ft. west of the intersection of Bailiwick Road and Riversville Road and was built in 1970

(see General Location Map in the Appendix).

The bridge is hydraulically deficient and during the 2007 storm event the Byram River

overtopped the bridge resulting in detachment of the north parapet and wash out of the

bituminous concrete pavement. Following the storm, the Town reopened the bridge with the

installation of a new wearing surface and temporary concrete barrier. The Town recently

replaced the storm-damaged parapet with funding from the Federal Emergency Management

Agency. Apart from the storm damage, the arch structure also exhibits spalled, scaled and

cracked concrete. This bridge provides the only official access to the neighborhood of

approximately 200 residents.

The existing bridge consists of a single span, concrete deck arch, ±33 ft. long, with masonry

fascias. The bridge carriers one lane of traffic in each of the eastbound and westbound directions

and has a curb to curb width of 27.1 ft.

The current scope of services includes conducting a Preliminary Engineering Study to evaluate

feasible alternatives to replace and/or rehabilitate the existing bridge in order to increase the

hydraulic opening to reduce future overtopping and have the ability to quickly reopen the bridge

to vehicular traffic following an overtopping event. The bridge replacement and rehabilitation

alternatives are discussed in the Structure Type Study Report, which was submitted separately by

Dewberry. Alternative 1 consists of a complete bridge replacement; Alternative 2 consists of

wingwall replacement at the bridge and the addition of two 9 ft. wide x 4 ft. tall relief culverts in

beneath the roadway ±21 ft. west of the bridge to allow additional river flow to pass the roadway

without overtopping. A copy of the alternative scheme plans from this report are included in the

Appendix. This report presents the findings of the preliminary subsurface investigation, as well


as preliminary design and construction recommendations based on the findings to date. These

recommendations will be finalized during the final design phase of the project.

SUBSURFACE INVESTIGATION

A soil investigation program consisting of three (3) borings was performed by Soiltesting, Inc. of

Oxford, Connecticut on August 10, 2011. The existing soil and bedrock conditions were

investigated in the vicinity of the two current bridge replacement/rehabilitation alternatives.

Borings B-1 and B-2 were performed behind the proposed east and west abutments, respectively,

of the bridge replacement alternative, while boring B-3 was performed just west of the relief

culverts proposed as part of the rehabilitation alternative. Two Boring Location Plans, based on

the General Plan & Elevation plans from the Bridge Type Study Report, and the boring logs are

included in the Appendix.

All three borings were drilled using a hollow stem auger to advance and maintain the hole. Soil

sampling was performed using a 2 in. O.D. split spoon sampler driven by a 140 lb. safety

hammer with a 30 in. drop. This procedure was performed in accordance with Standard

Penetration Test (ASTM D 1586). Borings were sampled at 5 ft. intervals from below the

existing asphalt pavement to auger refusal, which occurred between 6 and 11 ft. deep. Bedrock

was then cored 15 ft. at borings B-1 and B-3 using an N-sized core barrel to obtain samples of

the underlying bedrock in accordance with standard rock coring procedures (ASTM D 2113).

All drilling and sampling operations were observed by a geotechnical engineer and soil samples

were classified in accordance with D.M. Burmister in “Suggested Test Methods for Identification

of Soils” (ASTM, 1958).

SUBSURFACE CONDITIONS

The subsurface conditions are uniform among the three borings and consist of 4 ft. of granular

fill, underlain by medium dense to very dense sand and gravel to a depth of 8.5 to 11 ft.,


underlain by competent bedrock. The bedrock is hard gneiss, and was encountered at El. 124.1

in boring B-1, El. 123.5 in B-2, and El. 121.4 in B-3. The six 5 ft. long bedrock cores had

percent recoveries ranging from 90% to 97% with the exception of the last core obtained from B-

1 with a recovery of 77%. Rock quality designation(RQD)s ranged from 29% to 53% in boring

B-1, and 50% to 88% in Boring B-3, and generally increased with depth.

DESIGN RECOMMENDATIONS

Bridge Abutments

Based on the presence of competent bedrock at shallow depth, it is expected that the bridge

replacement alternative, if chosen, may be economically supported on spread footings founded

directly on bedrock - below El. ±124 at the east abutment and below El. ±123 at the west

abutment. Footings should be founded a minimum of 48 in. below the lowest adjacent grade to

protect against frost heave and should also have the top of footing even with the top of bedrock.

All footings may be constructed using a nominal bearing resistance of 45 tsf, assuming a

minimum footing width of 8 ft. Using the LRFD bearing capacity factor of 0.45, the factored

bearing resistance is 20 tsf.

Total settlement of the underlying bedrock will be elastic, less than ¼ in., and complete at the

end of construction. Scour has not been analyzed yet; however, it will not be an issue since the

footings will be founded directly on competent, scour resistant bedrock. The following

additional soil and bedrock properties are recommended for design:

Moist unit weight of soil, γt = 120 pcf (retained soil)

Moist unit weight of soil, γt = 120 pcf (select fill)

Buoyant unit weight of soil, γb = 65 pcf (retained soil and select fill)

Angle of internal friction, φf = 36o (retained soil and select fill)

= 48° (foundation bedrock)

Lateral earth pressure coefficients:

Active, KaR = 0.26

Passive, KpR = 3.85

Sliding resistance, tan δ = tan φf for CIP footing on bedrock


For LRFD design of the abutments and the closure walls the following resistance factors (φ) are

recommended for the Strength Limit State I design condition:

Resistance Factors

Bearing Resistance on rock = 0.45

Bearing Resistance on sand = 0.45

Sliding, CIP concrete on rock = 0.90

Sliding, CIP concrete on sand = 0.80

Wingwalls

Wingwalls will be required at various locations depending on which alternative is chosen for

construction. It is expected that recommendations similar to the above for the bridge will be

suitable for wingwall construction. Final recommendations will be issued in the final design

phase after their locations and depths are established.

Culverts

The twin culverts included in Alternative 2 may be founded on the very dense sand and gravel

which is present below the proposed invert elevation of El. 126.9 and above the top of bedrock at

El. ±121.4. The cutoff wall may extend completely or partially to the top of bedrock, depending

on the result of the scour analysis. These recommendations will be finalized in the final design

phase after the hydraulics analysis is completed.

CONSTRUCTION RECOMMENDATIONS

For footings founded on bedrock, the rock should be excavated to a generally level condition and

be free of soil and/or ice.

For footings founded on soil, footings should be constructed on minimally disturbed, in-situ soil

and should not be constructed on frozen or wet subgrade materials. All standing water should be

removed by pumping and the subgrade allowed to dry appreciably before constructing footings.

In wet weather conditions, a 4 in. thick layer of ¾ in. clean crushed stone may be placed below

the bottom of the footing to protect the excavation from softening prior to concrete placement.

All frozen subgrade soil should be removed and replaced with compacted structural fill, clean ¾


in. crushed stone, or additional concrete.

Construction of the bridge foundations will likely require a cofferdam and dewatering to remove

water entering from the river. Traditional cofferdam methods may be difficult to install due to

the shallow depth to bedrock and other, prefabricated cofferdam methods such as a Portadam

system which can provide a water resistant barrier for the excavation may be well suited for this

project. Portable pumps can then be used to remove water that enters the excavation.

For support of the roadway if staged construction is utilized, traditional sheeting along the

roadway centerline will also not be feasible due to the shallow depth to bedrock. A drilled-in

soldier pile and lagging system or soil nail wall will likely be suitable here.

Structural fill should consist of well graded, coarse to fine sand which has a maximum 15% non-

plastic fines and is free of organics and other deleterious materials. Neglecting any surface

topsoil or road base, the in-situ soils appear to be mostly gravelly sand and may be acceptable as

general site fill and/or structural fill. Structural fill material should be placed in maximum 9 in.

loose lifts and compacted to 95% of its maximum dry density at optimum moisture content as

determined by the Modified Proctor Density Test (ASTM D 1557). The placement of fill shall

be observed and tested by either the Sand Cone Method (ASTM D 1556) or Nuclear Density

Gauge Method (ASTM D 2922 and D 3012).

Excavations which extend deeper than 5 ft. and which are not supported by sheeting or shoring

shall be benched or sloped in accordance with current OSHA rules. The in-situ soils present on

this site are granular and it is recommended that temporary slopes be no steeper than 1V:1.5H.

APPENDIX

Bridge 05491

N

TOWN OF GREENWICH

GENERAL LOCATION MAP

BAILIWICK ROAD OVER THE BYRAM RIVER

BRIDGE 05491

Dewberry-Goodkind, Inc. 59 Elm Street, Suite 101 New Haven, Connecticut

SCALE: N.T.S. DATE: 8-13-11

Q 8 in.

8 in.

4 in. 8 in.

3 in.

3 in.

36 in.

2 in.

2 in.

2 in.

2 in.

2 in.

2 in.12 in

.

4 in.

3 in.1 in.

32 in.

6x1 in.

TW 5 in.

8 in.

80134

CL&P

8134A

CL&P

WF 46

WF 47WF 30

WF 31

WF 26WF 1

NO OUTLETSIGNNO PARK

SIGN

AT&TUGUF

BIT. L.O.

BIT. L.O.

JPG-3 (I. P

IN)

No. 05491

BRIDGE

AQUARION W

ATER CO.

EXPOSED WATER M

AIN

130

E 748231.49

N 578938.37

STA 105+41.46

PC

106+00

105+00

- -

-

-

-

- -

- - -

- - - -

- - -

- - -

- - - -

REHABILITATION OF BRIDGE

NO. 05491 BAILIWICK ROAD

OVER BYRAM RIVER

GREENWICH 56-299

GENERAL PLAN AND

STA 105+30.50

BEGIN BRIDGE

SKEW (TYP.)

22°56’ 45.09"

WINGWALL (TYP.)

REMOVE EXISTING

WINGWALL 1A

N 78°50’ 18.16 E

WINGWALL 1B

14’-0"

14’-0"

1’-10"

ABUTMENT

FACE OF

CURB LINE

LINE

CHORD

FACE OF ABUTMENT

WINGWALL 2B

WINGWALL 2A

ABUTMENT 1

BEARINGS

{ EXPANSION

ABUTMENT 2

{ FIXED BEARINGS,

SHOULDER

3’-0"

LANE

11’-0"

LANE

11’-0"

SHOULDER

3’-0"

1’-10"

1’-10"

B4B3B2B1 B5

(WOVEN GLASS FABRIC)

MEMBRANE WATERPROOFING

1" HMA S0.375 ON

2" HMA S0.5 ON

P.A.G.

�" / FT�" / FT

SLAB

8�" CONCRETE

} BAILIWICK ROAD

4 SPACES @ 6’-9" = 27’-0"

CROSS SECTIONSCALE: �" = 1’-0"

T.STRNAD/S.ERDAS

A. SESHADRI

GENERAL PLANSCALE: 1" = 10’

(VARIES)

2’-1�" TO 2’-8"

(VARIES)

4�" MAX.

RIVER

BYRAM

SH

LD

3’-0"

LA

NE

11’-0"

LA

NE

11’-0"

SH

LD

3’-0"

RA

DIA

L

1’-10"

(TYP.)

PAINTED TO COLOR BROWN

GALVANIZED & SHOP

BOX BEAM GUIDE RAIL,

} BAILIWICK ROAD

31’-8" TO 32’-4�"

INTERMEDIATE DIAPHRAGM (TYP.)

C12 x 20.7

LINE

CURB

1’-11�" TO 2’-7�"

(VARIES)

CONSTRUCTION

PROTECTED DURING

COMPANY) TO BE

(AQUARION WATER

EXISTING WATER MAIN

STA 105+89.60

END BRIDGE

STA 105+86.53

W.P. 2

STA 105+33.50

W.P. 1,

BRIDGE & FOOTINGS

CONCRETE ARCH

REMOVE EXISTING

(TYP.)

PAINTED TO COLOR BROWN

GALVANIZED & SHOP


(TYP.)

PROPOSED GRADE

SCALE: 1" = 10’

SOUTH ELEVATION

ABUTMENT 1

{ EXPANSION BEARINGS,

(ELEVATION VARIES)

ORDINARY HIGH WATERLINE

EL. TBD (TYP.)

BOTTOM OF FOOTING,

ABUTMENT 2

{ FIXED BEARINGS,53’-0"

ARCH BRIDGE & FOOTINGS

REMOVE EXIST. CONCRETE

(TYP.)

EL. 120.6|

ELEVATION-ALTERNATIVE 1

BEAM (TYP.)

WEATHERING STEEL

W21 X 101

TO COLOR BROWN (TYP.)

(HANDRAIL) ANODIZED

METAL BRIDGE RAIL

FORM LINERS (TYP.)

TREATMENT UTILIZING

WITH ARCHITECTURAL

2’-8" HIGH PARAPET& { BEAM B3

CHORD LINE

1’-3" APPROACH SLAB (TYP.)

3" HMA PAVEMENT OVER

CONCRETE DECK

BRIDGE WITH COMPOSITE

PROPOSED WEATHERING STEEL

(TYP.) (BY CL&P)

TO BE RELOCATED

EXIST. UTILITY POLE

8" CONCRETE PAVEMENT

2" HMA PAVEMENT OVER

EL. 130.82

LOW CHORD

CONCRETE DECK

BRIDGE WITH COMPOSITE

PROPOSED WEATHERING STEEL

EL. 130.8|

CHANNEL BED (SURVEY)

APPROX. EXIST.

UTILIZING FORMLINERS

ARCHITECTURAL TREATMENT

JOINT

1" EXPANSION

2

(T

YP.)

2’-8"

RECONSTRUCTION

FULL DEPTH HMA PAVEMENT

COLOR BROWN

ANODIZED TO

(HANDRAIL)

METAL BRIDGE RAIL

(TYP.)

ROADWAY

PROPOSED

ANODIZED TO COLOR BROWN

METAL BRIDGE RAIL (HANDRAIL)

GRANITE CURB

BORING B1)

EL. 124.1 (BASED ON

APPROX. TOP OF ROCK,

BORING B2)

EL. 123.5 (BASED ON


BORING B3)

EL. 121.4 (BASED ON


BORING LOCATION

DIRECTION OF TRAFFIC

LEGEND

B1

B2

B3

STRUCTURE TYPE STUDY

DESIGNER/DRAFTER:

CHECKED BY:

PROJECT TITLE: TOWN:

DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SKETCH NO.

Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.

DEPARTMENT OF PUBLIC WORKS

TOWN OF GREENWICH

SCALE AS NOTED

10/6/2011

BLOCK:

SIGNATURE/

DATE: APPROVED BY:


...\SB_MSH_056_0299_GPN-ALT1.dgnPlotted Date:

- -

-

-

-

- -

- - -

- - - -

- - -

- - -

- - - -

REHABILITATION OF BRIDGE

NO. 05491 BAILIWICK ROAD

OVER BYRAM RIVER

GREENWICH 56-299

} BAILIWICK ROAD

36’-6"|

SCALE: �" = 1’-0"

SCALE: 1" = 10’

GENERAL PLAN ANDELEVATION-ALTERNATIVE 2

T.STRNAD/S.ERDAS

A.SESHADRI

38’-0"|

9"

3"

LANE

11’-0"

LANE

11’-0"

�"/FT �"/FT

3"

1’-6" 9"

(TYP.)

REINFORCEMENT

DRILL AND GROUT

(TYP.)

FACING

MASONRY

(TYP.)

WALL

SPANDREL

P.A.G.

ROAD

} BAILIWICK

HEADWALL 1

WINGWALL 3A

2’-6"

LINE

CURB

LINE

CURB

HEADWALL 2

WINGWALL 3BTO COLOR BROWN (TYP.)

GALVANIZED & SHOP PAINTED


RIVER

BYRAM

SCALE: 1" = 10’

GENERAL PLAN

WINGWALL 1B

20’-9�"

33’-8�"

WINGWALL 2B

15’-11"

SPANDREL WALL (ELEVATION VARIES)

WATERLINE

ORDINARY HIGH

EL. TBD (TYP.)

BOTTOM OF FOOTING,

PROPOSED GRADE

(TYP.)

EL. 120.61

SOUTH ELEVATION

PROPOSED ROADWAY

(TYP.)

STANDARD RIPRAPEL. TBD

CUT-OFF WALL

(TYP.)

MASONRY FACING

TO COLOR BROWN (TYP.)

GALVANIZED & SHOP PAINTED


(VARIES)

3’-0" MIN.

SHLD

3’-0"7"

CURBING

8"X16" SLOPED GRANITE

SLAB (TYP.)

1’-0" MOMENT

(THICKNESS VARIES)

GRANULAR FILL

CROSS SECTION

& EXTRADOS

ARCH INTRADOS

REPAIR EXISTING

(TYP.)

ANODIZED TO COLOR BROWN

METAL BRIDGE RAIL (HANDRAIL)

CURBING

6" GRANITE

PAVEMENT

8" CONCRETE

VARIES)

ARCH SLAB (THICKNESS

WINGWALL 1B

WINGWALL 1AWINGWALL 2A

GRANITE CURBING

8"X16" SLOPED

WINGWALL 2B

RA

DIA

L

14’-0"

CURBING

6" GRANITE

(BY CL&P) (TYP.)

TO BE RELOCATED

EXIST. UTILITY POLE

OVER FLOW

TO COLOR BROWN

(HANDRAIL) ANODIZED

METAL BRIDGE RAIL

HEADWALL 2

21’-8"

TO COLOR BROWN

(HANDRAIL) ANODIZED

METAL BRIDGE RAIL

CHANNEL BED (SURVEY)

APPROX. EXIST.

ARCH INTRADOS & EXTRADOS

REPAIR EXISTING

(TYP.)

EL. 127.4|

EL. 130.8|

CONSTRUCTION

PROTECTED DURING

COMPANY) TO BE

(AQUARION WATER

EXISTING WATER MAIN

3

PAVERS (TYP.)

3" CONCRETE BLOCK

2’-8"

SHLD

3’-0" MIN.

2’-8"

RA

DIA

L

11’-0"

RA

DIA

L

11’-0"

2’-3"

MIN.

14’-0"

B1

B2

B3

SH

LD

3’-0"

SH

LD

3’-0"

MIN.

BL

OC

K

PA

VE

RS

3’-0"

MIN.

CO

NC

RE

TE

(TYP.)

WITH CONCRETE WINGWALLS

WINGWALLS & REPLACE

REMOVE EXISTING MASONRY

PAVEMENT

MOMENT SLAB & INSTALL CONCRETE

REPLACE SPANDREL WALL, CONSTRUCT

& REPAIR ARCH INTRADOS & EXTRADOS.

REMOVE FILL ABOVE EXISTING ARCH

ARCH BRIDGE NO. 05491

EXISTING CONCRETE

PAVEMENT

LIMITS OF 8" CONCRETE

104+00

TO STA.

BORING B1)

EL. 124.1 (BASED ON


BORING B2)

EL. 123.5 (BASED ON


BORING B3)

EL. 121.4 (BASED ON


INV. EL. 126.9

RELIEF CULVERTS

(2)-9’-0" X 4’-0" CONC.

BORING LOCATION

DIRECTION OF TRAFFIC

LEGEND

STRUCTURE STUDY REPORT

DESIGNER/DRAFTER:

CHECKED BY:

PROJECT TITLE: TOWN:

DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SKETCH NO.

Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.

DEPARTMENT OF PUBLIC WORKS

TOWN OF GREENWICH

SCALE AS NOTED

10/6/2011

BLOCK:

SIGNATURE/

DATE: APPROVED BY:


...\SB_MSH_056_0299_GPN-ALT2.dgnPlotted Date:

CULVERTS. BRIDGE NO. TBD

(2) 9’-0" X 4’-0" CONCRETE RELIEF

1’-6"

E 748231.49

N 578938.37

STA 105+41.46

PC

106+00

105+00

1301 in.

TW 10/16 i

n.

Q 8 in.

4 in. 8 in.

3 in.

3 in.

36 in.

2 in.

2 in.

2 in.

2 in.

2 in.

2 in.

4 in.

3 in.1 in.

32 in.

6x1 in.

TW 5 in.

8 in.

80134

CL&P

8134A

CL&P

WF 46

WF 47WF 30

WF 31

WF 26WF 1

NO OUTLETSIGNNO PARK

SIGN

AT&TUGUF

CATVUGUF

CL&PUGUF

BIT. L.O.

BIT. L.O.

JPG-3 (I. P

IN)

No. 05491

BRIDGE

AQUARION W

ATER CO.

EXPOSED WATER M

AIN

Boring Logs

Dewberry

ROUTE LOCAL NAME: Bailiwick Road Bridge Over Byram River - Bridge No. 05491 BORING NO. B-1

SECTION: Greenwich, CT FIELD BORING NO.

STATION: 105+98 OFFSET: 3 R REFERENCE LINE: Bailiwick Road N: 578925.511 E: 748287.288 GROUND ELEVATION: 132.6

BORING BY: Soiltesting, Inc. DATE STARTED: 8-10-2011 GROUND WATER ELEVATION

0 Hr. 126.6 (river elev.) 24 Hr.

Date: 8-10-2011 Date: INSPECTOR: Joseph Yu DATE COMPLETED: 8-10-2011

DEPTH (ft)

CASING BLOWS

SAMPLE DEPTH NO.

Blows on Spoon REC. (in)

SOIL DESCRIPTION AND STRATIFICATION

Depth/ Elev.(ft) 0 / 6 6 / 12 12 / 18

AUGER 9 in. Asphalt

⇓ S-1 1 3 43 54 16” FILL: Dark brown c-f SAND, some m-f Gravel, trace Silt

45 45

4/128.6

5

S-2 5 5.8 66 100/3 6” Gray brown c-f SAND, some c-f Gravel, trace Silt

Hard drilling from 6 to 8.5 ft., rig chatter

Auger refusal at 8.5 ft. Top of Rock 8.5/124.1

10 C1 8.5 13.5 Run 60” Dark gray to gray GNEISS, mod. to slightly weathered,

Rec. 97% mod. hard to hard, mod. to intensely fractured

RQD 29%

15 C2 13.5 18.5 Run 60” Dark gray to gray GNEISS, slightly weathered, hard,

Rec. 93% mod. to intensely fractured

RQD 53%

20 C3 18.5 23.5 Run 60” SAME

Rec. 77%

RQD 50%

25 Bottom of Hole 23.5 ft.

30

35

40

Nominal I.D. of Hollow Stem Auger 4.25 in. The subsurface information shown hereon was obtained for the Owner’s design and estimate purposes. It is made available to authorized users only that they may have access to the same information available to the Owner. It is presented in good faith, but is not intended as a substitute for investigations, interpretation or judgment of such authorized users. Approximate Change in Strata _____________ Inferred Change in Strata ----------------------

Nominal I.D. of Split Barrel Sampler 1 ⅜ in.

Weight/type of Hammer on Drive Pipe 300 lb.

Weight/type of Hammer on Split Barrel 140 lb. Safety

Drop of Hammer on Drive Pipe 24 in.

Drop of Hammer on Split Barrel 30 in.

Core Size N

Soil descriptions represent a field identification after D.M. Burmister \\edison\branch\Geotech\Connecticut\50018422 Baliwick Road\Boring Logs\B-1.docx unless otherwise noted.

Dewberry



STATION: 105+26 OFFSET: 5 L REFERENCE LINE: Bailiwick Road N: 578946.153 E: 748217.022 GROUND ELEVATION: 132.5


0 Hr. 125 24 Hr.

Date: 8-10-2011 Date: INSPECTOR: Joseph Yu DATE COMPLETED: 8-10-2011

DEPTH (ft)

CASING BLOWS

SAMPLE DEPTH NO.

Blows on Spoon REC. (in)


Depth/ Elev.(ft) 0 / 6 6 / 12 12 / 18

AUGER 7.5 in. Asphalt

⇓ S-1 1 3 20 47 16” FILL: Dark brown c-f SAND, and(-) m-f Gravel, trace Silt

24 19

4/128.5

5

S-2 5 7 6 6 3” Gray brown c-m GRAVEL, some c-f Sand, trace Silt

15 16

Hard drilling from 7 to 9 ft., auger chatter

Auger refusal at 9 ft. 9/123.5

10 Bottom of Hole 9 ft.

15

20

25

30

35

40







Core Size N


Dewberry



STATION: 105+94 OFFSET: 4 R REFERENCE LINE: Bailiwick Road N: 578944.284 E: 748184.020 GROUND ELEVATION: 132.4


0 Hr. N.R. 24 Hr.

Date: Date: INSPECTOR: Joseph Yu DATE COMPLETED: 8-10-2011

DEPTH (ft.)

CASING BLOWS

SAMPLE DEPTH NO.

Blows on Spoon REC. (in.)


Depth/ Elev.(ft) 0 / 6 6 / 12 12 / 18

AUGER 7.5 in. Asphalt

⇓ S-1 1 3 29 58 20” FILL: Dark brown c-f SAND, some(+) m-f Gravel, trace Silt

32 12

4/128.4

5

S-2 5 6.9 27 28 17” Gray brown c-f SAND, some m-f Gravel, trace Silt

35 100/5

10 Gray brown c-f SAND, some m-f Gravel, trace Silt

S-3 10 10.3 80/3 Top of Rock 11/121.4

C1 11 16 Run 60” Dark gray to gray GNEISS, mod. to slightly weathered,

Rec. 97% mod. hard to hard, mod. to intensely fractured

RQD 50%

15

C2 16 21 Run 60” Dark gray to gray GNEISS, slightly weathered, hard,

Rec. 90% mod. to intensely fractured

RQD 83%

20

C3 21 26 Run 60” SAME

Rec. 97%

RQD 88%

25

Bottom of Hole 26 ft.

30

35

40







Core Size N


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