maine department of transportation highway and … department of transportation highway and bridge...

Maine Department of Transportation

Highway and Bridge Geotechnical Group

Report of

SUBSURFACE INVESTIGATION FOR

RECONSTRUCTION OF ROUTE 4

IN THE TOWNS OF STRONG AND AVON

IN FRANKLIN COUNTY

Prepared by

Kalia Breskin, P.E. Senior Geotechnical Engineer

Reviewed by

Meredith Kirkmann, P.E. Geotechnical Design Engineer

Franklin County PIN 18286.00 Soils Report 2014-142 Federal STP 1828(600) December 9, 2014

Strong - Avon

WIN 18286

December, 2014

1

1.0 Introduction Maine DOT proposes to rebuild Route 4 in Strong from the southern intersection of Chandler Road extending 2.45 miles north into Avon. Full construction will be required due to the condition of the existing pavement and gravel, but areas of geotechnical concern are limited to the realignment area from Station 158+00 to Station 178+50. A separate Strong Pavement Report discusses pavement and subgrade conditions for this project. The Strong Pavement Report contains information relevant to this Geotechnical Report, which will be summarized, but will not be replicated herein. Please reference the Strong Pavement Report for additional information. The existing highway has several areas where slopes are unstable along the Sandy River, and a substantial change in horizontal alignment has been designed to provide stable slopes along the river. The new slopes will have excess stability for existing conditions, however future erosion cannot be entirely prevented along the Sandy River, and the design slopes will be flat enough to allow for some future erosion with adequate stability for these soils. Bedrock excavation is anticipated in this area for the realignment. The large culvert at Station 176+60 will be slip-lined, and inlet and outlet slopes will be flattened to improve stability in these areas. The existing slopes are very steep, and benching will be required as fill is added to ensure that the final slopes are stable. Stability of the existing slopes during the excavation required to rebuild these slopes was investigated. 2.0 General Project Information This portion of Route 4 is south and west of the Sandy River in the area near the bend in the river to the west of the intersection of Route 4/Route 145. The existing highway was designed and built in 1927 through 1929 and in 1952. The 1927 projects extended from the southern intersection of the Chandler Road, since closed by the Town, into Avon. Both of these projects had 9-foot lanes and 3-foot shoulders. The 1952 project began approximately 3 miles south of the southern intersection of the Chandler Road and ended at the southern intersection of Chandler Road. This project included 11-foot lanes with a 3-inch macadam layer, a bituminous surface course, and 18 or 24-inch gravel base, and 8-foot shoulders of which the inner 2-feet had a bituminous surface treatment.

2.1 Mapped Soils Data Surficial Geology mapping by the Maine Geologic Survey shows Streambed Alluvium from the beginning of the project to approximately

Strong - Avon

WIN 18286

December, 2014

2

Station 158+00. These soils are sand, silt, gravel and organic sediments deposited on floodplains of modern streams. A short section of Till with shallow bedrock is shown near Station 160, and soils west of this are shown as Stream Terrace Deposits; sand, silt, gravel and occasional muck on terraces cut into glacial deposits of the Sandy River Valley and its tributaries. NRCS mapping indicates “Adams,” “Lyman-Tunbridge-Abram” and “Masardis” soils in this location, all of which are sandy soils with low frost susceptibility. NRCS mapping includes only soils within the upper 5 or 6 feet below the ground surface.

2.2 Subsurface Investigation The subsurface investigation for areas of geotechnical concern was conducted on September 2, 2014 by MaineDOT. A cased wash boring at Station 176+40 was extended to a depth of 32-feet to establish the materials and density of the fill in this area, and probes to bedrock were done to investigate anticipated bedrock excavation quantities in the realignment area from 160+00 to 161+80. Probes were also done at Station 194+00 near an outcrop. No bedrock cores were taken in these probes. The Boring Log is included as an attachment to this report. Additional subsurface information was collected for the Strong Pavement Report, with 26 auger borings to approximately 7.5’ bgs. This data is presented in the Pavement Report, with the boring logs included as an attachment to that report.

2.3 Laboratory Testing Geotechnical laboratory testing included grain size and water content testing on samples from the boring at Station 176+40. No fine-grained soils were encountered in the geotechnical boring. Additional laboratory testing was completed on samples collected for the Strong Pavement Report, this data is included as an attachment to that report.

3.0 Subsurface Conditions

3.1 Embankment Fill The embankment fill in the area of Station 176+40 includes medium dense granular soils to a depth of 32-feet. No refusal was encountered in this boring. Groundwater was not encountered in this boring, although the

Strong - Avon

WIN 18286

December, 2014

3

hole was not left open to investigate groundwater elevation. Soils below a depth of 9-feet below ground surface (bgs) are described as “wet”. 3.2 Bedrock

Bedrock outcrops are visible on both sides of the highway between Station 158 and 160 and on the Left to Station 162. Outcrops are also visible on the Left at Stations 194 and 197. Power auger probes were done in these areas to determine the slope on the existing bedrock to aid in estimating quantities. Depths to bedrock from these probes are shown in the Power Auger Probe Summary Sheet attached to this document. Other areas of shallow bedrock may be encountered during construction.

References: Please refer to the Strong Pavement Report, PIN 18286.00, for additional information and for the following attachments: Location Map Boring Summary – Pavement Auger Borings Boring Log – Pavement Auger Borings Lab Test Data – Pavement Auger Borings HMA Core Photos FWD Analysis GPR Data Permeability Estimate Pavement Management Data DARWin Pavement Design As-built – Title and Typical Sheets GeoPlans

Attachments: Boring Summary – Geotechnical Borings

Boring Log – Geotechnical Borings Lab Test Data – Geotechnical Borings Power Auger Probe Summary - Depth to Refusal

Station Offset Depth Reference G.S.D.C. W.C. L.L. P.I.

(Feet) (Feet) (Feet) Number Sheet % Unified AASHTO Frost

176+40 10.0 Rt. 5.0-7.0 243155 1 3.5 GW-GM A-1-a I176+40 10.0 Rt. 10.0-12.0 243156 1 11.3 SM A-1-b II176+40 10.0 Rt. 14.0-16.0 243157 1 9.4 SW-SM A-1-a 0176+40 10.0 Rt. 19.0-21.0 243158 1 14.9 SW-SM A-1-b 0176+40 10.0 Rt. 30.0-32.0 243159 1 40.3 SP-SM A-1-b 0

Classification of these soil samples is in accordance with AASHTO Classification System M-145-40. This classification

is followed by the "Frost Susceptibility Rating" from zero (non-frost susceptible) to Class IV (highly frost susceptible).

The "Frost Susceptibility Rating" is based upon the MaineDOT and Corps of Engineers Classification Systems.

GSDC = Grain Size Distribution Curve as determined by AASHTO T 88-93 (1996) and/or ASTM D 422-63 (Reapproved 1998)

WC = water content as determined by AASHTO T 265-93 and/or ASTM D 2216-98

LL = Liquid limit as determined by AASHTO T 89-96 and/or ASTM D 4318-98

PI = Plasticity Index as determined by AASHTO 90-96 and/or ASTM D4318-98

NP = Non Plastic

Identification Number

HB-STRO-201, 1D

Work Number: 18286.00

HB-STRO-201, 2D

Classification

HB-STRO-201, 4DHB-STRO-201, 5D

State of Maine - Department of Transportation

Laboratory Testing Summary Sheet

Town(s): StrongBoring & Sample

HB-STRO-201, 3D

1 of 1

0

5

10

15

20

25

1D

2D

3D

4D

MD

24/8

24/10

24/14

24/11

24/0

5.00 - 7.00

10.00 - 12.00

14.00 - 16.00

19.00 - 21.00

24.00 - 26.00

7/8/8/9

6/6/10/8

12/12/11/11

15/18/17/12

12/13/15/16

16

16

23

35

28

23

23

33

51

40

SSA

23

33

28

39

42

72

69

74

63

14

37

43

500

OPENHOLE

479.77

471.10

4" PAVEMENT.0.33

Brown, damp, medium dense, Gravelly fine to coarse SAND, little silt,occasional cobble.

9.00

Brown, wet, medium dense, fine to coarse SAND, some gravel, somesilt.

Similar to above.

Cobble from 22.3-23.0 ft bgs., Roller coned ahead to 24.0 ft bgs.

Failed sample attempt.

G#243155A-1-a, GW-GM

WC=3.5%

G#243156A-1-b, SMWC=11.3%

G#243157A-1-a, SW-SM

WC=9.4%

G#243158A-1-b, SW-SM

WC=14.9%

Maine Department of Transportation Project: State Route 4 Boring No.: HB-STRO-201Soil/Rock Exploration Log

Location: Strong, MaineUS CUSTOMARY UNITS WIN: 18286.00

Driller: MaineDOT Elevation (ft.) 480.1 Auger ID/OD: 5" Soild Stem

Operator: Giles/Daggett/Giles Datum: NAVD88 Sampler: Standard Split Spoon

Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"

Date Start/Finish: 9/2/2014-9/2/2014 Drilling Method: Cased Wash Boring Core Barrel: N/A

Boring Location: 176+40, 10.0 ft Rt. Casing ID/OD: NW Water Level*: None Observed

Hammer Efficiency Factor: 0.867 Hammer Type: Automatic Hydraulic Rope & Cathead Definitions: R = Rock Core Sample Su = Peak/Remolded Field Vane Undrained Shear Strength (psf) Tv = Pocket Torvane Shear Strength (psf)D = Split Spoon Sample SSA = Solid Stem Auger Su(lab) = Lab Vane Undrained Shear Strength (psf) WC = Water Content, percentMD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid LimitU = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw Field SPT N-value PL = Plastic LimitMU = Unsuccessful Thin Wall Tube Sample Attempt WOH = Weight of 140lb. Hammer Hammer Efficiency Factor = Rig Specific Annual Calibration Value PI = Plasticity IndexV = Field Vane Shear Test, PP = Pocket Penetrometer WOR/C = Weight of Rods or Casing N60 = SPT N-uncorrected Corrected for Hammer Efficiency G = Grain Size AnalysisMV = Unsuccessful Field Vane Shear Test Attempt WO1P = Weight of One Person N60 = (Hammer Efficiency Factor/60%)*N-uncorrected C = Consolidation Test

Remarks:

Stratification lines represent approximate boundaries between soil types; transitions may be gradual.

* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions otherthan those present at the time measurements were made. Boring No.: HB-STRO-201

Dep

th (

ft.)

Sam

ple

No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(f

t.)

Blo

ws

(/6

in.)

She

arS

tren

gth

(psf

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r R

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(%

)

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rect

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N6

0

Ca

sin

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Blo

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Ele

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n(f

t.)

Gra

phic

Log

Visual Description and Remarks

LaboratoryTesting Results/

AASHTO and

Unified Class.

Page 1 of 2

25

30

35

40

45

50

5D 24/19 30.00 - 32.00 17/10/9/7 19 27

448.10

Brown, wet, medium dense, fine to coarse SAND, some gravel, somesilt.

32.00Bottom of Exploration at 32.00 feet below ground surface.

NO REFUSAL

G#243159A-1-b, SP-SM

WC=40.3%

Maine Department of Transportation Project: State Route 4 Boring No.: HB-STRO-201Soil/Rock Exploration Log

Location: Strong, MaineUS CUSTOMARY UNITS WIN: 18286.00

Driller: MaineDOT Elevation (ft.) 480.1 Auger ID/OD: 5" Soild Stem

Operator: Giles/Daggett/Giles Datum: NAVD88 Sampler: Standard Split Spoon

Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"

Date Start/Finish: 9/2/2014-9/2/2014 Drilling Method: Cased Wash Boring Core Barrel: N/A

Boring Location: 176+40, 10.0 ft Rt. Casing ID/OD: NW Water Level*: None Observed

Hammer Efficiency Factor: 0.867 Hammer Type: Automatic Hydraulic Rope & Cathead Definitions: R = Rock Core Sample Su = Peak/Remolded Field Vane Undrained Shear Strength (psf) Tv = Pocket Torvane Shear Strength (psf)D = Split Spoon Sample SSA = Solid Stem Auger Su(lab) = Lab Vane Undrained Shear Strength (psf) WC = Water Content, percentMD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid LimitU = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw Field SPT N-value PL = Plastic LimitMU = Unsuccessful Thin Wall Tube Sample Attempt WOH = Weight of 140lb. Hammer Hammer Efficiency Factor = Rig Specific Annual Calibration Value PI = Plasticity IndexV = Field Vane Shear Test, PP = Pocket Penetrometer WOR/C = Weight of Rods or Casing N60 = SPT N-uncorrected Corrected for Hammer Efficiency G = Grain Size AnalysisMV = Unsuccessful Field Vane Shear Test Attempt WO1P = Weight of One Person N60 = (Hammer Efficiency Factor/60%)*N-uncorrected C = Consolidation Test

Remarks:

Stratification lines represent approximate boundaries between soil types; transitions may be gradual.

* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions otherthan those present at the time measurements were made. Boring No.: HB-STRO-201

Dep

th (

ft.)

Sam

ple

No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(f

t.)

Blo

ws

(/6

in.)

She

arS

tren

gth

(psf

)o

r R

QD

(%

)

N-u

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rect

ed

N6

0

Ca

sin

g

Blo

ws

Ele

vatio

n(f

t.)

Gra

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Log

Visual Description and Remarks

LaboratoryTesting Results/

AASHTO and

Unified Class.

Page 2 of 2

Reference No.

243155

1 2 D e s e r t R d , F r e e p o r t M a i n e D O T T E S T I N G L A B O R A T O R I E S 2 1 9 H o g a n R d , B a n g o r

Sample Description

GEOTECHNICAL (DISTURBED)

Sampler: BRUCE WILDER

Location: ROADWAY

Sampled

9/2/2014

Received

9/10/2014

Miscellaneous Tests

Comments:

Station: 176+40 Offset, ft: 10.0 RT Dbfg, ft: 5.0-7.0

Boring No./Sample No.

HB-STRO-201/1DSample Type: GEOTECHNICAL

Depth taken in tube, ft tons/ft² tons/ft²

3 In.

tons/ft² tons/ft²

6 In. Water Content,

%

Description of Material Sampled at the Various Tube Depths

Vane Shear Test on Shelby Tubes (Maine DOT)

Paper Copy: Lab File; Project File; Geotech File

Reported by: BRIAN FOGG Date Reported: 9/26/2014

S A M P L E I N F O R M A T I O N

A U T H O R I Z A T I O N A N D D I S T R I B U T I O N

T E S T R E S U L T S

U. Shear Remold U. Shear Remold

Sieve Analysis (T 27, T 11)

3 in. [75.0 mm]

⅜ in. [9.5 mm] 61.8

¾ in. [19.0 mm] 79.6½ in. [12.5 mm] 71.0

SIEVE SIZEU.S. [SI]

% Passing

¼ in. [6.3 mm] 57.0No. 4 [4.75 mm] 55.4No. 10 [2.00 mm] 49.1

1 in. [25.0 mm] 100.0

No. 20 [0.850 mm] 39.6No. 40 [0.425 mm] 28.2

No. 200 [0.075 mm] 11.2

No. 60 [0.250 mm] 21.0No. 100 [0.150 mm] 15.6

Wash MethodProcedure A

GEOTECHNICAL TEST REPORTCentral Laboratory

Consolidation (T 216)Trimmings, Water Content, %

Initial FinalVoidRatio

%Strain

Water Content, %

Dry Density, lbs/ft³

Void Ratio

Saturation, %

Pmin

Pp

Pmax

Cc/C'c

WIN/Town 018286.00 - STRONG, AVON

Loss on Ignition (T 267)

Loss, %

H2O, %

Specific Gravity, Corrected to 20°C (T 100)

Liquid Limit @ 25 blows (T 89), %

Plastic Limit (T 90), %

Plasticity Index (T 90), %

Water Content (T 265), % 3.5

Reference No.

243156


Sample Description



Location: ROADWAY

Sampled

9/2/2014

Received

9/10/2014

Miscellaneous Tests

Comments:





3 In.

tons/ft² tons/ft²


%










3 in. [75.0 mm]

⅜ in. [9.5 mm] 88.3

¾ in. [19.0 mm] 100.0½ in. [12.5 mm] 94.7

SIEVE SIZEU.S. [SI]

% Passing

¼ in. [6.3 mm] 85.5No. 4 [4.75 mm] 82.8No. 10 [2.00 mm] 72.9

1 in. [25.0 mm]

No. 20 [0.850 mm] 59.7No. 40 [0.425 mm] 46.6

No. 200 [0.075 mm] 18.7

No. 60 [0.250 mm] 35.2No. 100 [0.150 mm] 24.3





%Strain

Water Content, %


Void Ratio

Saturation, %

Pmin

Pp

Pmax

Cc/C'c



Loss, %

H2O, %






Reference No.

243157


Sample Description



Location: ROADWAY

Sampled

9/2/2014

Received

9/10/2014

Miscellaneous Tests

Comments:





3 In.

tons/ft² tons/ft²


%










3 in. [75.0 mm]

⅜ in. [9.5 mm] 69.1

¾ in. [19.0 mm] 78.4½ in. [12.5 mm] 75.3

SIEVE SIZEU.S. [SI]

% Passing

¼ in. [6.3 mm] 58.7No. 4 [4.75 mm] 55.6No. 10 [2.00 mm] 46.5

1 in. [25.0 mm] 100.0

No. 20 [0.850 mm] 36.4No. 40 [0.425 mm] 26.1

No. 200 [0.075 mm] 12.0

No. 60 [0.250 mm] 20.6No. 100 [0.150 mm] 16.3





%Strain

Water Content, %


Void Ratio

Saturation, %

Pmin

Pp

Pmax

Cc/C'c



Loss, %

H2O, %






Reference No.

243158


Sample Description



Location: ROADWAY

Sampled

9/2/2014

Received

9/10/2014

Miscellaneous Tests

Comments:





3 In.

tons/ft² tons/ft²


%










3 in. [75.0 mm]

⅜ in. [9.5 mm] 91.6

¾ in. [19.0 mm]½ in. [12.5 mm] 100.0

SIEVE SIZEU.S. [SI]

% Passing

¼ in. [6.3 mm] 82.2No. 4 [4.75 mm] 78.9No. 10 [2.00 mm] 67.1

1 in. [25.0 mm]

No. 20 [0.850 mm] 52.9No. 40 [0.425 mm] 36.3

No. 200 [0.075 mm] 11.7

No. 60 [0.250 mm] 26.4No. 100 [0.150 mm] 18.5





%Strain

Water Content, %


Void Ratio

Saturation, %

Pmin

Pp

Pmax

Cc/C'c



Loss, %

H2O, %






Reference No.

243159


Sample Description



Location: ROADWAY

Sampled

9/2/2014

Received

9/10/2014

Miscellaneous Tests

Comments:





3 In.

tons/ft² tons/ft²


%










3 in. [75.0 mm] 100.0

⅜ in. [9.5 mm] 64.8

¾ in. [19.0 mm] 76.1½ in. [12.5 mm] 66.9

SIEVE SIZEU.S. [SI]

% Passing

¼ in. [6.3 mm] 62.6No. 4 [4.75 mm] 61.5No. 10 [2.00 mm] 57.7

1 in. [25.0 mm] 85.9

No. 20 [0.850 mm] 53.4No. 40 [0.425 mm] 41.7

No. 200 [0.075 mm] 7.9

No. 60 [0.250 mm] 27.7No. 100 [0.150 mm] 16.9





%Strain

Water Content, %


Void Ratio

Saturation, %

Pmin

Pp

Pmax

Cc/C'c



Loss, %

H2O, %






Offset Weathered Rock Refusal No Refusal Water Comments / Date

(Feet) (Feet) (Feet) (Feet) Depth (Ft.) 9/2/2014

12.0 Lt. 4.0

10.0 Rt. 8.4

12.0 Lt. 4.5

8.0 Rt. 9.2

6.5 Rt. 10.0 overhead wires at 161+00

15.0 Lt. 8.8

13.5 Lt. 2.4

7.0 Rt. 10.0

13.0 Lt. 5.5

13.0 Rt. 10.0194+00

Station

160+50

Town(s): Strong

(Feet)

160+00

160+00

State of Maine - Department of Transportation

Power Auger Probe Summary Sheet

Work Number: 18286.00

161+50

160+50

160+85

161+00

161+50

194+00

MaineDOT Drill Crew

Logged By: B. Wilder

Drill Rig: CME 45C 1 of 1 5" Solid Stem Auger

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