for the reconstruction of: u.s. oute 2 yer rook ainewin 19231.00 federal no. stp-1923(100) april 6,...

MAINE DEPARTMENT OF TRANSPORTATION HIGHWAY PROGRAM

GEOTECHNICAL SECTION AUGUSTA, MAINE

GEOTECHNICAL DATA REPORT

For the Reconstruction of: U.S. ROUTE 2

DYER BROOK, MAINE

Prepared by: Cody Russell, E.I.

Assistant Geotechnical Engineer

Reviewed by: Kathleen Maguire, P.E.

Senior Geotechnical Engineer

Aroostook County Soils Report 2018-15 WIN 19231.00 Federal No. STP-1923(100)

April 6, 2018

Table of Contents

1.0 INTRODUCTION....................................................................................................... 1

2.0 GEOLOGIC SETTING ............................................................................................. 1

3.0 SUBSURFACE INVESTIGATION .......................................................................... 1

4.0 LABORATORY TESTING ....................................................................................... 2

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

5.1 FILL - SAND, GRAVELLY SAND, AND SANDY GRAVEL .................................................. 2 5.2 NATIVE SILTY SAND, SANDY SILT, AND SILT ............................................................... 2

6.0 GEOTECHNICAL RECOMMENDATIONS.......................................................... 3

6.1 SHALLOW REFUSALS .................................................................................................... 3

7.0 CLOSURE ................................................................................................................... 3

Sheets Sheet 1 – Location Map Sheets 2 through 13 - Boring Location Plans Appendices Appendix A – Boring Logs and Probe Summary Sheets Appendix B – Laboratory Test Results

U.S. Route 2 Reconstruction Dyer Brook, Maine WIN 19231.00

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1.0 INTRODUCTION The purpose of this data report is to document subsurface information collected and make geotechnical design and construction recommendations for the reconstruction of an approximately 1.54-mile portion of U.S. Route 2 in Dyer Brook. The project is needed to improve roadway base and pavement structure, vertical alignment, and drainage. This report presents the results of a limited geotechnical investigation performed along the project site and the results of a limited laboratory testing program conducted on soils recovered during the geotechnical investigation. U.S. Route 2 is a Highway Corridor Priority 4 road. 2.0 GEOLOGIC SETTING The project begins approximately 2.3 miles north of Pond Road and extends northerly approximately 1.54 miles to Keith Brook Road as shown on Sheet 1 – Location Map. According to the Maine Geologic Survey (MGS) map titled Reconnaissance Surficial Geology of the Smyrna Mills Quadrangle, Maine Open-File No. 86-57 (1986) the surficial soils along the project consist of till. These soils typically consist of a heterogenous mixture of sand, silt, clay and stones. According to the map titled Bedrock Geologic Map of Maine (1985) published by the MGS, the bedrock in the vicinity of the site consists of interbedded pelite and sandstone of the Smyrna Mills Formation. 3.0 SUBSURFACE INVESTIGATION Subsurface conditions along the project were explored by drilling a total of seventeen (17) test borings and seventy-eight (78) probes and digging four (4) shallow test pits. The 100-series borings were drilled on June 11, 2012. The 200-series borings and the probes were drilled between November 18 and 19, 2015. All of the borings and probes were drilled by the MaineDOT drill crew using a trailer mounted drill rig and solid stem auger techniques. The boring depths ranged from approximately 2.3 to 9.4 feet below ground surface (bgs). The probe depths ranged from approximately 2.8 to 10.0 feet bgs. Seven (7) of the borings and many of the probes encountered a shallow refusal surface. The exact nature of the refusal surface was not determined in the explorations. The test pits were excavated to obtain large bucket samples of the existing subbase soils for testing. No logs were kept for the test pits. Boring, probe, and test pit locations are shown on the Sheets 2 through 13 Boring Location Plans. Boring Logs and the Probe Summary Sheets are presented in Appendix A. Soil samples were obtained from the auger flights in several of the borings and from the test pits. No soil samples were obtained in the probes. Details and sampling methods used, field data obtained, and soil conditions encountered are presented in the boring logs provided in Appendix A – Boring Logs. A Northeast Transportation Training and Certification Program (NETTCP) Certified Subsurface Inspector logged the subsurface conditions encountered in the borings. The MaineDOT


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Geotechnical Team member selected the boring locations, drilling methods, designated type and depth of sampling, reviewed field logs for accuracy and identified laboratory testing requirements. The borings, probes, and test pits were located in the field by taping to site features after completion of the drilling program. 4.0 LABORATORY TESTING A laboratory testing program was conducted on select soil samples obtained in the borings and test pits to assist in soil classification. Laboratory testing consisted of twenty-four (24) standard grain size analyses with natural water content. The results of the laboratory tests are in Appendix B - Laboratory Test Results. Laboratory test results for the samples obtained in the borings are also summarized on the boring logs in Appendix A. 5.0 SUBSURFACE CONDITIONS Subsurface conditions encountered at the borings and test pits were generally gravelly sand, sand, sandy gravel, silty sand, sandy silt, and silt. The boring locations are shown on Sheets 2 through 13 – Boring Location Plans. The boring logs are in Appendix A – Boring Logs.

5.1 Fill - Sand, Gravelly Sand, and Sandy Gravel The subsurface investigation found layers of fill consisting of sand, gravelly sand, and sandy gravel under the roadway pavement. The sand fill consisted of light to dark brown and black-brown, damp to moist, fine to coarse sand, little to some gravel, trace to some silt, occasional cobbles. The gravelly sand fill consisted of brown, damp, gravelly fine to coarse sand, trace to little silt, occasional cobbles. The sandy gravel fill consisted of brown, damp, fine to coarse sandy gravel, trace to little silt, occasional cobbles. The thickness of the fill layers ranged from approximately 0.8 feet to greater than 4.5 feet. Grain size analyses conducted on eighteen (18) samples of the fill resulted in the soil being classified as an A-1-a, A-1-b, or A-2-4 under the AASHTO Soil Classification System and an SW-SM, SM, GM, or GW-GM under the Unified Classification System. The measured natural water contents of the fill samples tested ranged from approximately 1 to 11 percent.

5.2 Native Silty Sand, Sandy Silt, and Silt In some areas, the fill is underlain by layers of native silty sand, sandy silt, and silt. The silty sand consisted of light brown, damp, silty fine to coarse sand, little gravel. The sandy silt consisted of light brown, wet, fine to coarse sandy silt, little gravel. The silt consisted of brown and light brown, damp, silt, some sand, trace to some gravel. The full thickness of the native soils was not penetrated in the borings. Grain size analyses conducted on six (6) samples of the native silty sand, sandy silt, and silt resulted in the soil being classified as an A-4 under the AASHTO Soil Classification System and an SM or CL under the Unified Classification System. The measured natural water contents of the samples tested ranged from approximately 7 to 24 percent.


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6.0 GEOTECHNICAL RECOMMENDATIONS Shallow refusals are an area of geotechnical concern on this project.

6.1 Shallow Refusals Based on the results of the borings and probes, rock removal will be necessary near the following stations where a shallow refusal surface was encountered:

Stations

Range of Approximate

Depths to Refusal (feet bgs)

54+50 to 66+00 2.3 to 4.7 75+00 to 77+00 2.3 to 5.0

Rock excavation for the proposed drainage system will be necessary near these stations. Additional shallow rock may be encountered during construction of the drainage system at other locations. No rock cores were taken along the project and the actual nature of the refusal surface was not determined. The nature, slope and degree of fracturing in the rock surface will not be evident until the excavations are made and rock is exposed. It should be anticipated that if shallow rock is encountered during excavation work, removal will be necessary. Machinery capable of removing intact rock, such as heavy duty backhoes with rock ripping teeth, hydraulic thumbs or pneumatic rock breaking equipment, should be anticipated for this work. There is also a possibility that rock excavation will require blasting. Construction activities should not be permitted to disturb the rock mass or to create any rock falls or any open fissures. Blasting should be conducted in accordance with MaineDOT Standard Specification Sections 105.2.7 and 203. The Contractor is required to conduct pre-blast surveys as well as blast vibration monitoring at any nearby structures in accordance with industry standards at the time of the blast. Pre-blast surveys shall be provided to the Resident prior to blasting at the site. Strict measures should be implemented to control flyrock. The method of flyrock control shall be subject to approval by the Department. Such approval will not relieve the Contractor from adequately protecting adjacent property and work areas. 7.0 CLOSURE This Geotechnical Data Report has been prepared for the use of the MaineDOT Highway Program for specific application to the proposed reconstruction of U.S. Route 2 in Dyer Brook, Maine in accordance with generally accepted geotechnical and foundation engineering practices. No other intended use or warranty is expressed or implied. MaineDOT conducted a limited number of soil explorations at discrete locations along the project and a limited number of laboratory tests. MaineDOT shall not be responsible for the Bidder’s or


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Contractor’s interpretations, estimates, or conclusions derived from the geotechnical information. Data provided may not be representative of the subsurface conditions between boring locations. In the event that any changes in the nature, design, or location of the proposed project are planned, this report should be reviewed by a geotechnical engineer to assess the appropriateness of the conclusions and recommendations and to modify the recommendations as appropriate to reflect the changes in design. These analyses and recommendations are based in part upon a limited subsurface investigation at discrete exploratory locations completed at the site. If variations from the conditions encountered during the investigation appear evident during construction, it may also become necessary to re-evaluate the recommendations made in this report.

It is recommended that a geotechnical engineer be provided the opportunity for a review of the design and specifications in order that the earthwork and foundation recommendations and construction considerations presented in this report are properly interpreted and implemented in the design and specifications.

Sheets

SHEET NUMBER

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13

Begin Location

End Location

D. O.

CNTRL

CNTRL

710

715 715

715

SOLID STEM AUGER W/DESCRIPTIONS

POWER AUGER PROBE

W = Weathered Rock, top of NR = No Refusal surface encountered of refusal surface unknown)R = Refusal of augers (actual nature

LEGEND

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STA. 10+50.00

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11.0’

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Ñ = 1°38’51.2" LT.

D = 0°15’37.6"

PI= 28+65.45

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E = 20.91’

T = 366.45’

L = 729.71’

R = 3200.00’

Ñ = 13°03’55.6

" LT.D = 1°47’25.8"

PI= 37+09.96

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STP-1

923(1

00)

13

C.R

US

SE

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T.W

HIT

EM

AR

2018

585

590

590590

590

595

595

595

600

600

605

605

610

615

620

625

IPF

Sill EL

620

625

630635

640

645

650

655

660

660

665

665

670

670

675

680

680

685

HB-DYBR-105

HB-DYBR-106

P-10.0NR

P-4.1R P-3.9R

P-8.0NR

P-8.0NR

P-8.0NR P-8.0NR

P-8.0NR

P-8.0NR

P-8.0NRP-2.8R

P-6.2R

P-3.0R

P-7.0R

P-6.1R

P-3.1R

P-5.6R

P-5.5R

REMOVEREMOVE

DYER BROOK RD.

RTE. 2

REMOVE

REMOVE

18"X34’

OPTION I 15"X84’ OPTION I

51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00

PC

ST

A. 57

+41.05

E = 8.28’

T = 179.92’

L = 358.82’

R = 1950.00’

Ñ = 10°32’34.3

" LT.D = 2°56’17.7"

PI= 59+20.97

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AR

2018

620

625

630635

640

645

650

655

660

660

665

665

670

670

675

680

680

685

Sill E

L

680

680

685

685

690

690

695

700

700

705

710

710

HB-DYBR-207

HB-DYBR-208

P-6.3R

P-6.4R

P-10.0NR

P-4.1R

P-8.5RP-7.0R

P-6.1R

P-3.1R

P-5.6RP-8.0NR

P-5.5RP-5.7R

P-6.0R

P-5.5R

P-5.4R

P-8.0NRP-8.0NR

P-8.0NR

P-6.2R

P-6.0RP-5.5R

P-8.0NR

P-5.5R

P-8.0NR

P-4.6RP-4.4R

P-5.5RP-4.3R

P-4.4R

P-6.0NR

P-6.0NR

P-6.0R

P-7.1RTP-3

P-4.6R

REMOVE

RE

MO

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REMOVE

15"X30’REMOVE

REMOVE

15"X28’

OPTION I

15"X34’ OPTION IOPTION I

58+00

59+0060+00

61+00

62+00

63+00

64+00

65+00

PC

ST

A. 63

+40.90

PC

ST

A.

57

+41.0

5

PT

ST

A. 60

+99.87

E = 8.28’

T = 179.92’

L = 358.82’

R = 1950.00’

Ñ = 10°32’34.3" LT.

D = 2°56’17.7"

PI= 59+20.97

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13

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AR

2018

680

680

685

685

690

690

695

700

700

705

710

710

Sill EL

695

700

705

710

710

HB-DYBR-103

HB-DYBR-104

HB-DYBR-209P-9.4R

P-5.8R

P-10.0NR

P-10.0NR

P-6.0NR

P-6.0NR

P-6.0NR

P-6.0NR

P-6.0NR

P-6.0NR

P-6.0NR

P-6.0NR

RE

MO

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DYER BROOK RD.

RTE. 2

DYER BROOK RD.

RTE. 2

15"X42’

18"X196’

OPTION I

OPTION I18"X101’

OPTION IIICB

65+00 66+00 67+00 68+00 69+00 70+00 71+00

PR

C

ST

A. 71

+20.45

E = 3.80’

T = 389.83’

L = 779.55’

R = 20000.00’

Ñ = 2°13’59.7" LT.

D = 0°17’11.3"

PI= 67+30.72

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695

700

705

710

710

Sill EL

WELL

670

675

675

675

680

680

680

680

685690695

HB-DYBR-101

HB-DYBR-102

P-8.0NR P-8.0NR

P-8.0NRP-5.2R

P-5.5R

P-5.5W

P-8.0NR

P-5.0W P-7.0W P-8.0NR

P-8.0NR

P-8.0NR

REMOVE

REMOVE

18"X196’

RE

MO

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24"X

57’

OP

T. III

6" X 366’ UD6" X 366’ UD

DYER BROOK RD.

RTE. 2

6" X 510’ UD

OPTION I

15" X 40’ OPTION I

15"X34’ OPTION I

3.0’

5.0’

5.0

3.0’

72+0073+00

74+00 75+00 76+00 77+00 78+00

PT

ST

A. 74

+66.10

PR

C

ST

A. 71

+20.45

E = 0.75’

T = 172.83’

L = 345.65’

R = 20000.00’

Ñ = 0°59’24.8" RT.

D = 0°17’11.3"

PI= 72+93.28

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Sill EL

Sill E

L

650

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655

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660

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665670

670

HB-DYBR-210

P-8.0NR

P-8.0NR

P-8.0NR

P-8.0NR

P-8.0NR

P-8.0NR

P-8.0NR

P-8.0NR

TP-4

OP

T III

24"

X

68’

DYER BROOK RD.

RTE. 2

6" X 366’ UD

6" X 510’ UD

RE

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15"X38’OUTLE

T

6"X22’ UD

UD OUTLET

6"X13’

OPTION I

3.0’

78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00

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650

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660

660

660

665

665670

670

Sill EL

Sill E

L

IPF

Sill E

L

Sill EL

WELL

655

660

660

665

665

OP

T III

24"

X 65’

REMOVE

RE

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MINIMIZ

E IM

PA

CTS

TO

RO

OT S

YS

TE

M

PROJECT STP-1923(100)STA. 90+55.79 END

LIMIT OF

WOR

K

STA. 200+5

0.0

0

DYER BROOK RD.

RTE. 2DYER BROOK RD.

RTE. 2

KEIT

H

BR

OO

K

RD.

15"X38’

RE

MO

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6"

X

20’

UD

OPTION I

14.0’

14.0’

2.0’

10.7’

3.0’

3.0’ 7.0’

9.8’

7.0’

11.0’

11.0’

4.0’

4.0’

200+00

201+

00

202+

00

85+0086+00

87+0088+00

89+0090+00

PC STA. 200+49.22

PT S

TA. 201

+26.49

ST

A. 202+0

5.4

3

KEIT

H

BR

OO

K

RD.

ST

A. 89+2

6.4

8

RTE. 2 (D

YE

R

BR

OO

K

RD.) =

KEIT

H

BR

OO

K

RD.

E = 1.50’

T = 38.71’

L = 77.27’

R = 500.00’

Ñ = 8°51’15.3"

RT.

D = 11°27’33.0"

PI= 200+87.93

6" X 203’ UD

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655

660

660

665

665

Appendix A

Boring Logs and

Probe Summary Sheets

UNIFIED SOIL CLASSIFICATION SYSTEM MODIFIED BURMISTER SYSTEM

MAJOR DIVISIONSGROUP

SYMBOLS TYPICAL NAMES

COARSE- CLEAN GW Well-graded gravels, gravel-GRAINED GRAVELS GRAVELS sand mixtures, little or no fines.

SOILS(little or no GP Poorly-graded gravels, gravel

fines) sand mixtures, little or no fines.

GRAVEL GM Silty gravels, gravel-sand-silt Coarse-grained soils (more than half of material is larger than No. 200

WITH mixtures. sieve): Includes (1) clean gravels; (2) silty or clayey gravels; and (3) silty, FINES clayey or gravelly sands. Density is rated according to standard

(Appreciable GC Clayey gravels, gravel-sand-clay penetration resistance (N-value).amount of mixtures.

fines)

CLEAN SW Well-graded sands, gravellySANDS SANDS sands, little or no fines

(little or no SP Poorly-graded sands, gravellyfines) sand, little or no fines.

Fine-grained soils (more than half of material is smaller than No. 200

sieve): Includes (1) inorganic and organic silts and clays; (2) gravelly, sandy SANDS SM Silty sands, sand-silt mixtures or silty clays; and (3) clayey silts. Consistency is rated according to undrained shear WITH strength as indicated.FINES Approximate

(Appreciable SC Clayey sands, sand-clay Undrained amount of mixtures. Consistency of SPT N-Value Shear Field

fines) Cohesive soils (blows per foot) Strength (psf) Guidelines WOH, WOR,

ML Inorganic silts and very fine WOP, <2sands, rock flour, silty or clayey Soft 2 - 4 250 - 500 Thumb easily penetratesfine sands, or clayey silts with Medium Stiff 5 - 8 500 - 1000 Thumb penetrates with

SILTS AND CLAYS slight plasticity. moderate effortStiff 9 - 15 1000 - 2000 Indented by thumb with

FINE- CL Inorganic clays of low to medium great effortGRAINED plasticity, gravelly clays, sandy Very Stiff 16 - 30 2000 - 4000 Indented by thumbnail

SOILS clays, silty clays, lean clays. Hard >30 over 4000 Indented by thumbnail(liquid limit less than 50) with difficulty

OL Organic silts and organic silty Rock Quality Designation (RQD): clays of low plasticity. RQD (%) = sum of the lengths of intact pieces of core* > 4 inches

length of core advance *Minimum NQ rock core (1.88 in. OD of core)

MH Inorganic silts, micaceous or diatomaceous fine sandy or Correlation of RQD to Rock Mass Quality

SILTS AND CLAYS silty soils, elastic silts. Rock Mass Quality RQD (%)Very Poor ≤25

CH Inorganic clays of high Poor 26 - 50plasticity, fat clays. Fair 51 - 75

Good 76 - 90(liquid limit greater than 50) OH Organic clays of medium to Excellent 91 - 100

high plasticity, organic silts. Desired Rock Observations (in this order, if applicable): Color (Munsell color chart) Texture (aphanitic, fine-grained, etc.)

HIGHLY ORGANIC Pt Peat and other highly organic Rock Type (granite, schist, sandstone, etc.) SOILS soils. Hardness (very hard, hard, mod. hard, etc.)

Weathering (fresh, very slight, slight, moderate, mod. severe, severe, etc.)

Desired Soil Observations (in this order, if applicable): Geologic discontinuities/jointing:Color (Munsell color chart) -dip (horiz - 0-5 deg., low angle - 5-35 deg., mod. dipping - Moisture (dry, damp, moist, wet) 35-55 deg., steep - 55-85 deg., vertical - 85-90 deg.) Density/Consistency (from above right hand side) -spacing (very close - <2 inch, close - 2-12 inch, mod.Texture (fine, medium, coarse, etc.) close - 1-3 feet, wide - 3-10 feet, very wide >10 feet)Name (sand, silty sand, clay, etc., including portions - trace, little, etc.) -tightness (tight, open, or healed)Gradation (well-graded, poorly-graded, uniform, etc.) -infilling (grain size, color, etc.) Plasticity (non-plastic, slightly plastic, moderately plastic, highly plastic) Formation (Waterville, Ellsworth, Cape Elizabeth, etc.) Structure (layering, fractures, cracks, etc.) RQD and correlation to rock mass quality (very poor, poor, etc.) Bonding (well, moderately, loosely, etc., ) ref: ASTM D6032 and AASHTO Standard Specification for Highway Cementation (weak, moderate, or strong) Bridges, 17th Ed. Table 4.4.8.1.2AGeologic Origin (till, marine clay, alluvium, etc.) Recovery (inch/inch and percentage)Groundwater level Rock Core Rate (X.X ft - Y.Y ft (min:sec))

Sample Container Labeling Requirements: WIN Blow Counts Bridge Name / Town Sample Recovery Boring Number DateSample Number Personnel Initials Sample Depth

36 - 50

5 - 1011 - 3031 - 50

Very loose Loose

Medium Dense Dense

> 50

Density of Cohesionless Soils

Standard Penetration Resistance N-Value (blows per foot)

0 - 4

Descriptive Term Portion of Total (%)trace 0 - 10little

TERMS DESCRIBINGDENSITY/CONSISTENCY

11 - 2021 - 35

0 - 250 Fist easily penetratesVery Soft

someadjective (e.g. sandy, clayey)

Very Dense

(mo

re th

an

ha

lf o

f ma

teri

al i

s sm

alle

r th

an

No

. 20

0 s

ieve

siz

e)

(mo

re th

an

ha

lf o

f ma

teri

al i

s la

rge

r th

an

No

. 20

0 s

ieve

siz

e) (m

ore

tha

n h

alf

of c

oa

rse

fr

act

ion

is la

rge

r th

an

No

. 4

siev

e si

ze)

(mo

re th

an

ha

lf o

f co

ars

e

fra

ctio

n is

sm

alle

r th

an

No

. 4

siev

e si

ze)

Maine Department of TransportationGeotechnical Section

Key to Soil and Rock Descriptions and TermsField Identification Information

May 2016

0

5

10

15

20

25

S1

S2

0.25 - 1.20

1.20 - 5.00

SSA674.4

673.4

669.6

3" PAVEMENT.0.3

Dark brown, damp, fine to coarse SAND, little gravel, trace silt.1.2

Light brown, damp, Silty fine to coarse SAND, little gravel.

5.0Bottom of Exploration at 5.0 feet below ground surface.

NO REFUSAL

G#267794A-1-b, SW-SM

WC=4.0%G#267795A-4, SM

WC=10.1%

Maine Department of Transportation Project: A 0.83 mile portion of Route 2 Boring No.: HB-DYBR-101

Soil/Rock Exploration LogLocation: Dyer Brook, Maine

US CUSTOMARY UNITS WIN: 19231.00

Drilling Contractor: MaineDOT Elevation (ft.) 674.6 Auger ID/OD: 5" Dia.

Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: Off Flights

Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: N/A

Date Start/Finish: 6/11/12-6/11/12 Drilling Method: Solid Stem Auger Core Barrel: N/A

Boring Location: 77+25, 9.0 ft Lt. Casing ID/OD: N/A Water Level*: None Observed

Definitions: D = Spilt Spoon Sample MU = Unsuccessful Thin Wall Tube Sample Attempt WO1P = Weight of 1 PersonS = Sample off Auger Flights R = Rock Core Sample Su = Peak/Remolded Field Vane Undrained Shear Strength (psf)

B = Bucket Sample off Auger Flights SSA = Solid Stem Auger Su(lab) = Lab Vane Undrained Shear Strength (psf) LL = Liquid Limit

MD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) PL = Plastic Limit

U = Thin Wall Tube Sample RC = Roller Cone N-value = Raw Field SPT N-value PI = Plasticity Index

MV = Unsuccessful Field Vane Shear Test Attempt WOH = Weight of 140lb. Hammer Tv = Pocket Torvane Shear Strength (psf) G = Grain Size AnalysisV = Field Vane Shear Test, PP= Pocket Penetrometer WOR/C = Weight of Rods or Casing WC = Water Content, percent @ = Similar or Equal too C = Consolidation Test

Remarks:

Stationing determined by DMI estimate.

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 other

than those present at the time measurements were made. Boring No.: HB-DYBR-101

De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og

Visual Description and Remarks

LaboratoryTesting Results/

AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

SSA673.5

669.3

Dark brown, damp, fine to coarse SAND, little gravel, trace silt.

0.8Light brown, damp, Silty fine to coarse SAND, little gravel.


NO REFUSAL








Boring Location: 77+25, 15.0 ft Lt. Shoulder Casing ID/OD: N/A Water Level*: None Observed






Remarks:





De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S3

S4

0.33 - 1.30

1.30 - 9.40

SSA 712.4

711.4

703.3

4" PAVEMENT.0.3

Dark brown, damp, fine to coarse SAND, little silt, little gravel.1.3

Brown, damp, SILT, some fine to coarse sand, some gravel.


REFUSAL

G#267796A-1-b, SMWC=5.3%G#267797A-4, SM

WC=10.6%








Boring Location: 67+25, 9.0 ft Rt. Casing ID/OD: N/A Water Level*: None Observed






Remarks:





De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

SSA711.7

707.5

Dark brown, damp, fine to coarse SAND, little gravel, little silt.

0.8Brown, damp, SILT, some fine to coarse sand, some gravel.


NO REFUSAL














Remarks:





De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S5

S6

0.33 - 1.30

1.30 - 7.40

SSA 677.5

676.5

670.4

4" PAVEMENT.0.3

Black, damp, fine to coarse SAND, little gravel, trace silt.1.3

Light brown, wet, fine to coarse Sandy SILT, little gravel.


REFUSAL

G#267798A-1-b, SW-SM

WC=2.6%G#267799A-4, SM

WC=10.9%














Remarks:





De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

SSA676.5

673.0

Black, damp, fine to coarse SAND, little gravel, trace silt.

0.8Light brown, wet, Silty fine to coarse SAND, trace gravel.


REFUSAL














Remarks:





De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S7 0.25 - 5.00 SSA495.2

490.4

3" PAVEMENT.0.3

Light brown, damp, fine to coarse SAND, some gravel, some silt, (Fill Area).


NO REFUSAL

G#267800A-1-b, SMWC=4.5%














Remarks:





De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B1 0.58 - 4.50 SSA 710.9

707.0

7" PAVEMENT.0.6

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


NO REFUSAL

G#301069A-1-a, SW-SM

WC=0.8%





Operator: Daggett Datum: NAVD88 Sampler: Off Flights









Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B2 0.00 - 4.50 SSA

706.7



NO REFUSAL

G#301068A-1-b, SMWC=1.6%








Boring Location: 20+00, 12.5 ft Lt. Shoulder Casing ID/OD: N/A Water Level*: None Observed






Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B3 0.75 - 3.30 SSA674.8

672.2

9" PAVEMENT.0.8



REFUSAL, outcrop in ditch.

G#301067A-1-a, SMWC=1.9%














Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B4 0.58 - 4.50 SSA 674.6

670.7

7" PAVEMENT.0.6

Brown, moist, Gravelly fine to coarse SAND, little silt, occasional cobble,(Fill Area).


NO REFUSAL, outcrop in Lt. Shoulder.

G#301073A-1-a, SMWC=2.9%














Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B5 0.00 - 3.40 SSA

609.3

Brown, damp, Gravelly fine to coarse SAND, trace silt, occasional cobble, oldpavement, (Fill Area).


REFUSAL

G#301072A-1-a, SW-SM

WC=3.0%








Boring Location: 40+00, 15.5 ft Rt. Shoulder Casing ID/OD: N/A Water Level*: None Observed






Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B6

S1

0.67 - 3.00

3.00 - 4.50

SSA 607.7

603.9

8" PAVEMENT.0.7

Brown, damp, fine to coarse Sandy GRAVEL, trace silt, occasional cobble.

Brown, moist, fine to coarse SAND, some silt, little gravel.


NO REFUSAL

G#301071A-1-a, GW-

GMWC=0.7%

G#301074A-2-4, SMWC=11.2%














Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B7 0.83 - 2.30 SSA692.4

690.9

10" PAVEMENT.

0.8Brown, damp, fine to coarse Sandy GRAVEL, little silt, occasional cobble.


REFUSAL

G#301070A-1-b, GMWC=2.2%














Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B8 0.00 - 2.80 SSA

689.2

Brown, damp, fine to coarse Sandy GRAVEL, little silt, occasional cobble.


REFUSAL

G#301064A-1-a, GMWC=1.0%














Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B9

S2

0.42 - 1.60

1.60 - 4.50

SSA 705.5

704.3

701.4

5" PAVEMENT.0.4

Black-brown, moist, fine to coarse SAND, some gravel, little silt, occasionalcobble.

1.6Light brown, moist, SILT, some sand, trace gravel.


NO REFUSAL

G#301065A-1-b, SMWC=2.3%G#301075A-4, CL

WC=23.5%














Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

B10

S3

0.58 - 1.90

1.90 - 4.50

SSA 666.3

665.0

662.4

7" PAVEMENT.0.6

Black-brown, moist, fine to coarse SAND, some gravel, little silt, occasionalcobble.

1.9Light brown, damp, Silty fine to coarse SAND, little gravel.


NO REFUSAL

G#301066A-1-b, SW-SM

WC=1.3%G#302035A-4, SM

WC=11.1%














Remarks:




De

pth

(ft

.)

Sa

mp

le N

o.

Sample Information

Pe

n./

Re

c.

(in

.)

Sa

mp

le D

ep

th(f

t.)

Blo

ws (

/6 in

.)S

he

ar

Str

en

gth

(psf)

or

RQ

D (

%)

N-v

alu

e

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og



AASHTO and

Unified Class.

Page 1 of 1

Offset Weathered Rock Refusal No Refusal Water Comments / Date

(Feet) (Feet) (Feet) (Feet) Depth (Ft.)

9.0 Lt. 10.09.0 Rt. 10.0 with cobbles9.0 Lt. 10.0 with cobbles9.0 Rt. 4.19.0 Lt. 10.09.0 Rt. 3.99.0 Rt. 6.39.0 Lt. 6.49.0 Rt. 10.09.0 Rt. 4.19.0 Lt. 8.59.0 Rt. 9.49.0 Lt. 5.89.0 Rt. 10.09.0 Lt. 10.0

11/18-19/201513.0 Lt. 8.014.0 Rt. 8.013.0 Lt. 8.013.0 Rt. 2.813.0 Lt. 8.014.0 Rt. 8.012.5 Lt. 8.013.5 Rt. 8.012.5 Lt. 6.213.0 Rt. 3.012.5 Lt. 7.013.0 Rt. 6.112.5 Lt. 3.113.0 Rt. 5.612.5 Lt. 5.513.5 Rt. 8.012.5 Lt. 5.713.5 Rt. 6.013.0 Lt. 5.513.5 Rt. 5.413.5 Rt. 4.613.0 Lt. 6.213.5 Rt. 6.013.0 Lt. 8.013.5 Rt. 5.513.0 Lt. 8.013.5 Rt. 8.012.5 Lt. 8.013.5 Rt. 5.562+00

State of Maine - Department of TransportationPower Auger Probe Summary Sheet

Work Number: 19231.00

59+52

54+6754+6757+28

59+5261+59

Station

50+17

Town(s): Dyer Brook

(Feet)

41+5050+17

63+6963+6965+8565+8570+4070+40

55+0055+00

55+50

Above Boring Stationing determined by DMI estimate.

55+50

56+0056+0056+5056+5057+0057+0057+5057+5058+0058+0058+5058+5059+0059+0059+5059+5060+0060+50

61+5062+00

60+5061+0061+0061+50

MaineDOT Drill CrewLogged By: B. WilderDrill Rig: CME 45C 1 of 2 5" Solid Stem Auger

Offset Weathered Rock Refusal No Refusal Water Comments / Date

(Feet) (Feet) (Feet) (Feet) Depth (Ft.) 11/19/2015

12.5 Lt. 8.013.5 Rt. 4.613.5 Rt. 4.412.5 Lt. 5.512.5 Lt. 4.314.0 Rt. 4.412.5 Lt. 6.014.0 Rt. 7.113.0 Lt. 6.014.0 Rt. 6.013.0 Lt. 6.013.5 Rt. 6.013.0 Lt. 6.013.5 Rt. 6.013.0 Lt. 6.013.5 Rt. 6.014.0 Lt. 8.014.0 Rt. 5.214.0 Lt. 8.014.0 Rt. 8.014.0 Lt. 5.514.0 Rt. 5.5 6.114.0 Rt. 5.0 5.514.0 Lt. 8.014.0 Rt. 7.0 8.014.0 Rt. 8.014.0 Lt. 8.014.0 Rt. 8.014.0 Lt. 8.014.0 Rt. 8.014.0 Lt. 8.014.0 Rt. 8.014.0 Lt. 8.014.0 Rt. 8.0

State of Maine - Department of TransportationPower Auger Probe Summary Sheet


64+00

63+0063+5063+50

64+0065+00

Station

62+90

Town(s): Dyer Brook

(Feet)

62+5062+50

65+0066+0066+0067+0067+0068+00

75+0075+0075+50

76+0075+50

68+00

76+0076+5077+0077+0077+5078+0078+0079+0079+0080+0080+0081+0081+00

MaineDOT Drill CrewLogged By: B. WilderDrill Rig: CME 45C 2 of 2 5" Solid Stem Auger

Appendix B

Laboratory Test Results

Station Offset Depth Reference G.S.D.C. W.C.

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

77+25 9.0 Lt. 0.25-1.2 267794 1 4.0 SW-SM A-1-b 077+25 9.0 Lt. 1.2-5.0 267795 1 10.1 SM A-4 III67+25 9.0 Rt. 0.33-1.3 267796 1 5.3 SM A-1-b II67+25 9.0 Rt. 1.3-9.4 267797 1 10.6 SM A-4 III57+28 9.0 Lt. 0.33-1.3 267798 2 2.6 SW-SM A-1-b 057+28 9.0 Lt. 1.3-7.4 267799 2 10.9 SM A-4 III47+25 8.5 Lt. 0.25-5.0 267800 2 4.5 SM A-1-b II

20+00 5.0 Lt. 1.0 301937 3 1.3 GW-GM A-1-a 040+00 5.0 Rt. 1.0 301939 3 2.5 GW-GM A-1-a 060+00 5.0 Lt. 1.0 301941 3 7.2 SM A-4 III80+00 5.0 Rt. 1.0 301943 3 4.1 SM A-1-b II

20+05 6.5 Lt. 0.58-4.5 301069 4 0.8 SW-SM A-1-a 020+00 12.5 Lt. 0.0-4.5 301068 4 1.6 SM A-1-b II30+00 8.0 Rt. 0.75-3.3 301067 4 1.9 SM A-1-a II40+05 5.0 Rt. 0.58-4.5 301073 4 2.9 SM A-1-a II40+00 15.5 Rt. 0.0-3.4 301072 4 3.0 SW-SM A-1-a 050+00 7.5 Rt, 0.67-3.0 301071 5 0.7 GW-GM A-1-a 050+00 7.5 Rt. 3.0-4.5 301074 5 11.2 SM A-2-4 II60+05 7.0 Lt. 0.83-2.3 301070 5 2.2 GM A-1-b I60+00 14.5 Lt. 0.0-2.8 301064 5 1.0 GM A-1-a I70+00 7.5 Rt. 0.42-1.6 301065 6 2.3 SM A-1-b II70+00 7.5 Rt. 1.6-4.5 301075 6 23.5 CL A-4 IV80+00 6.0 Rt. 0.58-1.9 301066 6 1.3 SW-SM A-1-b 080+00 6.0 Rt. 1.9-4.5 302035 6 11.1 SM A-4 III

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 MDOT 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

64.012.042.4

33.017.112.213.2

13.414.17.39.1

17.8

11.813.9

8.111.444.0

40.96.344.823.8

HB-DYBR-209, S2HB-DYBR-210, B10HB-DYBR-210, S3

HB-DYBR-206, S1HB-DYBR-207, B7HB-DYBR-208, B8HB-DYBR-209, B9

HB-DYBR-203, B3HB-DYBR-204, B4HB-DYBR-205, B5HB-DYBR-206, B6

TEST PIT 4

HB-DYBR-201, B1HB-DYBR-202, B2

TEST PIT 1TEST PIT 2TEST PIT 3

HB-DYBR-105, S6

Identification Number

HB-DYBR-101, S1

HB-DYBR-105, S5


HB-DYBR-101, S2

% Passing

200 Sieve

7.741.218.7

HB-DYBR-107, S7

Classification

State of Maine - Department of TransportationLaboratory Testing Summary Sheet

Town(s): Dyer BrookBoring & Sample

HB-DYBR-103, S3HB-DYBR-103, S4

3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #40 #60 #100 #200 0.05 0.03 0.010 0.005 0.001

76.2 50.8 38.1 25.4 19.05 12.7 9.53 6.35 4.75 2.36 2.00 1.18 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

GRAVEL SAND SILT

SIEVE ANALYSISUS Standard Sieve Numbers

HYDROMETER ANALYSISGrain Diameter, mm

State of Maine Department of TransportationGRAIN SIZE DISTRIBUTION CURVE

100 10 1 0.1 0.01 0.001Grain Diameter, mm

0

10

20

30

40

50

60

70

80

90

100

Per

cen

t Fi

ner

by W

eigh

t

100

90

80

70

60

50

40

30

20

10

0

Per

cen

t Ret

aine

d b

y W

eigh

t

CLAY

SHEET NO.

UNIFIED CLASSIFICATION

SAND, little gravel, trace silt.

SILT, some sand, some gravel.

SAND, little silt, little gravel.

Silty SAND, little gravel.

4.0

10.1

5.3

10.6

HB-DYBR-101 S1

HB-DYBR-101 S2

HB-DYBR-103 S3

HB-DYBR-103 S4

0.25-1.2

1.2-5.0

0.33-1.3

1.3-9.4

Depth, ftBoring/Sample No. Description W, % LL PL PI

��

��

��

��

��

SHEET 1

DYER BROOK

019231.00

WHITE, TERRY A 11/14/2012

WIN

Town

Reported by/Date

9.0 LT

9.0 LT

9.0 RT

9.0 RT

Offset, ft77+25

77+25

67+25

67+25

Station

3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #40 #60 #100 #200 0.05 0.03 0.010 0.005 0.001

76.2 50.8 38.1 25.4 19.05 12.7 9.53 6.35 4.75 2.36 2.00 1.18 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

GRAVEL SAND SILT





0

10

20

30

40

50

60

70

80

90

100

Per

cen

t Fi

ner

by W

eigh

t

100

90

80

70

60

50

40

30

20

10

0

Per

cen

t Ret

aine

d b

y W

eigh

t

CLAY

SHEET NO.


SAND, little gravel, trace silt.

SAND, some gravel, some silt.

Sandy SILT, little gravel.

2.6

10.9

4.5

HB-DYBR-105 S5

HB-DYBR-105 S6

HB-DYBR-107 S7

0.33-1.3

1.3-7.4

0.25-5.0


��

��

��

��

��

SHEET 2

DYER BROOK

019231.00


WIN

Town

Reported by/Date

9.0 LT

9.0 LT

8.5 LT

Offset, ft57+28

57+28

47+25

Station

3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #40 #60 #100 #200 0.05 0.03 0.010 0.005 0.001

76.2 50.8 38.1 25.4 19.05 12.7 9.53 6.35 4.75 2.36 2.00 1.18 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

GRAVEL SAND SILT





0

10

20

30

40

50

60

70

80

90

100

Per

cen

t Fin

er b

y W

eigh

t

100

90

80

70

60

50

40

30

20

10

0

Per

cen

t Ret

ain

ed b

y W

eigh

t

CLAY

SHEET NO.


GRAVEL, some sand, trace silt.

SAND, some gravel, little silt.

SILT, some sand, some gravel.

Sandy GRAVEL, little silt.

1.3

2.5

7.2

4.1

TEST PIT 1

TEST PIT 2

TEST PIT 3

TEST PIT 4

1

1

1

1


��

��

��

��

��

SHEET 3

Dyer Brook

019231.00


WIN

Town

Reported by/Date

5.0 LT

5.0 RT

5.0 LT

5.0 RT

Offset, ft20+00

40+00

60+00

80+00

Station

3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #40 #60 #100 #200 0.05 0.03 0.010 0.005 0.001

76.2 50.8 38.1 25.4 19.05 12.7 9.53 6.35 4.75 2.36 2.00 1.18 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

GRAVEL SAND SILT





0

10

20

30

40

50

60

70

80

90

100

Per

cen

t Fin

er b

y W

eigh

t

100

90

80

70

60

50

40

30

20

10

0

Per

cen

t Ret

ain

ed b

y W

eigh

t

CLAY

SHEET NO.


Gravelly SAND, little silt.




0.8

3.0Gravelly SAND, trace silt.

1.6

1.9

2.9

HB-DYBR-201/B1

HB-DYBR-205/B5

HB-DYBR-202/B2

HB-DYBR-203/B3

HB-DYBR-204/B4

0.58-4.5

0.0-3.4

0.0-4.5

0.75-3.3

0.58-4.5


��

��

��

��

��

SHEET 4

Dyer Brook

019231.00


WIN

Town

Reported by/Date

6.5 LT

15.5 RT

12.5 LT

8.0 RT

5.0 RT

Offset, ft20+05

40+00

20+00

30+00

40+05

Station

3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #40 #60 #100 #200 0.05 0.03 0.010 0.005 0.001

76.2 50.8 38.1 25.4 19.05 12.7 9.53 6.35 4.75 2.36 2.00 1.18 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

GRAVEL SAND SILT





0

10

20

30

40

50

60

70

80

90

100

Per

cen

t Fin

er b

y W

eigh

t

100

90

80

70

60

50

40

30

20

10

0

Per

cen

t Ret

ain

ed b

y W

eigh

t

CLAY

SHEET NO.


Sandy GRAVEL, trace silt.



SAND, some silt, little gravel.

0.7

11.2

2.2

1.0

HB-DYBR-206/B6

HB-DYBR-206/S1

HB-DTBR-207/B7

HB-DYBR-208/B8

0.67-3.0

3.0-4.5

0.83-2.3

0.0-2.8


��

��

��

��

��

SHEET 5

Dyer Brook

019231.00


WIN

Town

Reported by/Date

7.5 RT

7.5 LT

7.0 LT

14.5 LT

Offset, ft50+00

50+00

60+05

60+00

Station

3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #40 #60 #100 #200 0.05 0.03 0.010 0.005 0.001

76.2 50.8 38.1 25.4 19.05 12.7 9.53 6.35 4.75 2.36 2.00 1.18 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

GRAVEL SAND SILT





0

10

20

30

40

50

60

70

80

90

100

Per

cen

t Fin

er b

y W

eigh

t

100

90

80

70

60

50

40

30

20

10

0

Per

cen

t Ret

ain

ed b

y W

eigh

t

CLAY

SHEET NO.



Silty SAND, little gravel.


SILT, some sand, trace gravel.

2.3

23.5

1.3

11.1

HB-DYBR-209/B9

HB-DYBR-209/S2

HB-DYBR-210/B10

HB-DYBR-210/S3

0.42-1.6

1.6-4.5

0.58-1.9

1.9-4.5


��

��

��

��

��

SHEET 6

Dyer Brook

019231.00


WIN

Town

Reported by/Date

7.5 RT

7.5 RT

6.0 RT

6.0 RT

Offset, ft70+00

70+00

80+00

80+00

Station

for the reconstruction of: u.s. oute 2 yer rook ainewin 19231.00 federal no. stp-1923(100) april 6,...

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