PAVEMENT DESIGN REPORT - Maine Turnpike · 2020-01-09 · KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report Maine Turnpike Authority May 14, 2019 1.0 PROJECT DESCRIPTION AND

KENNEBUNK SERVICE PLAZAS NORTHBOUND AND SOUTHBOUND PARKING EXPANSION

Kennebunk, Maine

Final Geotechnical Design Report

May 14, 2019

PREPARED FOR

The Maine Turnpike

2360 Congress Street

Portland, ME 04102

PREPARED BY

HNTB Corporation

9 Entin Road, Suite 202

Parsippany, NJ 07054

Phone: (973) 434-3100

KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report

Maine Turnpike Authority May 14, 2019

1.0 PROJECT DESCRIPTION AND SCOPE

1.1 Introduction

1.2 Scope of Services

1.3 Proposed Improvements Necessitating Geotechnical Assessment

1.4 Survey Control

2.0 GEOLOGY AND SITE CONDITIONS

2.1 Site Geology

3.0 SUBSURFACE INVESTIGATION

3.1 General

3.2 Geotechnical Subsurface Exploration

4.0 LABORATORY TEST RESULTS

4.1 Soil Testing

5.0 SUBSURFACE CONDITIONS

5.1 Generalized Subsurface Stratification

5.2 Groundwater

6.0 PRELIMINARY GEOTECHNICAL ANALYSIS AND DISCUSSION

6.1 Discussion of Geotechnical Concerns

6.2 Preliminary Design Soil Properties

6.3 Global Stability

6.4 Settlement

7.0 LIMITATIONS OF REPORT

8.0 REFERENCES





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•

•

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Surficial geology of the Kennebunk 7.5-minute quadrangle,

York County, Maine

Surficial geology of the Kennebunk quadrangle, Maine

https://digitalmaine.com/mgs_publications/258

https://digitalmaine.com/mgs_publications/258

https://digitalmaine.com/mgs_maps/1019



FIGURES

FIGURE 1

KENNEBUNK SERVICE PLAZA

KENNEBUNK, ME.

PROJECT SITE LOCATION

MAP

N


1000 0 1000 2000

FEET

3000

Basemap: U.S.G.S. Kennebunk Quadrangle, US Topo, 2014

apiccoline

Image

apiccoline

Ellipse

apiccoline

Callout


FIGURE 2

KENNEBUNK SERVICE PLAZAS

KENNEBUNK, ME.

SURFICIAL GEOLOGY MAP

N

0 1000 20001000

FEET


Basemap: MGS Surficial Geology Map, Kennebunk Quadrangle, Maine, 1999

A'

D'

D

A

KENNEBUNK SERVICE PLAZAS

KENNEBUNK, ME.

MILES

BEDROCK GEOLOGY MAP

02

42

N

FIGURE 3


Basemap: MGS Bedrock Geologic Map of Maine, 1985

1+00

2+00

3+004+00

5+00

6+00

7+00

8+00

9+00

0+

00

1+

00

1+

64

1+

64

420+00421+00422+00

423+00

424+00

425+00

426+00

427+00

428+00

115+00 116+00 117+00 118+00 119+00 120+00 121+00 122+00 123+00

HB-KBUNK-106

HB-KBUNK-107

85

100

105

90

85

9090

90

95

95

G

100

105

apiccoline

Polygon

pmckechnie

Text Box

FIGURE 4 LIMITS OF LIGHTWEIGHT FILL COMPENSATION KENNEBUNK SERVICE PLAZAS KENNEBUNK, MAINE

pmckechnie

Line

pmckechnie

Text Box

N

apiccoline

Length Measurement

50 ft

apiccoline

Length Measurement

50 ft

apiccoline

Typewritten Text

SCALE: 1" = 50'

apiccoline

Callout

APPROXIMATE LIMITS OF EXCAVATION OF EXISTING FILL AND BACKFILL WITH FOAMED GLASS AGGREGATE FILL



Appendix A: Geotechnical Data Report

■ www.SchonewaldEngineering.com ■

FIELD AND LABORATORY DATA REPORT GEOTECHNICAL PROGRAM KENNEBUNK SERVICE PLAZA PARKING EXPANSION MAINE TURNPIKE EXIT 25 KENNEBUNK, MAINE PREPARED FOR: HNTB Corporation Westbrook, Maine PREPARED BY: Isabel V. (Be) Schonewald, P.E. Schonewald Engineering Associates, Inc. (SchonewaldEA) 129 Middle Road Cumberland, Maine 04021 [email protected] October 2018 SchonewaldEA Project No. 18-018


FIELD AND LABORATORY DATA REPORT GEOTECHNICAL PROGRAM

KENNEBUNK SERVICE PLAZA PARKING EXPANSION MAINE TURNPIKE EXIT 25

KENNEBUNK, MAINE

TABLE OF CONTENTS

DESCRIPTION PAGES

SUBSURFACE EXPLORATION LOCATION SKETCHES 2-3

LOGS OF SUBSURFACE EXPLORATIONS 5-23

RESULTS OF SOILS LABORATORY TESTS ON SOIL SAMPLES 25-37


SUBSURFACE EXPLORATION LOCATION SKETCHES

Page 1

PHASE 1 PLAN 1

NB SERVICE PLAZA

Scale of Feet

PLAN0 100 200100

MTA PROJECT MANAGER:

CONSULTANT PROJECT MANAGER:

SLS

MEMORIAL HIGHWAY

THE GOLD STAR

Dale A. Mitchell, PE

PEM 12/1

12/1

RWH

RAL

12/1

12/1

HNTB CORPORATION

TEL (207) 774-5155

FAX (207) 228-0909

PARKING EXPANSION


PHASE 1 KEY PLAN

------------ XXXX.XXX

340 County Road, Suite 6-C

Westbrook, ME 04092

Filena

me:

001_

Phase 1 Key.d

gn

Date:1

2/4/2017

CONTRACT:

SHEET NUMBER: ____

1OF7

Scale:

No. Revision By Date

Designed by:

By Date By Date

Checked

In Charge ofDrawn

Designed

T

S

T

S

1400' SIGHT LINE

1600' SIGHT LINE

PHASE 1 PLAN 2

NB SERVICE PLAZA

PHASE 1 PLAN 3

NB SERVICE PLAZA

PHASE 1 PLAN 1

SB SERVICE PLAZA

PHASE 1 PLAN 2

SB SERVICE PLAZA

PHASE 1 PLAN 3

SB SERVICE PLAZA

1200' SIGHT LINE

1100' SIGHT LINE

2000' PLUS SIGHT LINE

1600' SIGHT LINE

Page 2

Pre-Existing Borings

Proposed Borings

B6-1 - 20ft

B6-2 - 20ft

B6-3 - 25ft

B6-5 - 25ft

B6-10 - 25ft

B6-9 - 25ft

B6-8 - 25ft

B6-7 - 40ft

B6-6 - 40ft

B6-4 - 20ft

HB-KBUNK-101

HB-KBUNK-102

HB-KBUNK-103

HB-KBUNK-104

HB-KBUNK-105

HB-KBUNK-106

HB-KBUNK-107

HB-KBUNK-108

HB-KBUNK-109

HB-KBUNK-110

ELIMINATED DUE TO PROXIMITY TO WATER SERVICE

18" RCP

3"W

8"

DIP

8"

AC

P

12"

BCCMP

12"

RC

P

12"

RCP

12"

RC

P

10000 Gal. Fuel Oil Tank

2000

Gal.

GT

3000

Gal.

GT

F

SMH

Exist. PetroleumStorage Tanks

Exist. Diesel FuelStorage Tanks

Diesel FuelPump Island

BypassValve

12"

RCP

EXISTING ROW LINE

4 LP Storage Tanks

30"

RCP

SD

SD

SD

SD

SD

SD

12"

RC

P

12"

RCP

12" Type "C" UD

12"

RC

P

12" RCP

24"

RC

P

12"

BC

CM

P

18"

RC

P

15"

RC

P

12"

RC

P

18"

RC

P

30"

RC

P

15" Type "C" UD

12" Type "C" UD

12"

RC

P12"

RC

P

12"

RC

P

18" R

CP

18" RCP

18" RCP

12" RCP

18" RCP

12" TYPE "C" UD 15" TYPE "C" UD

18" RCP

12" RCP

12" RCP

12" CMP

12" Drain

12" TYPE "C" UD

18"

RCP

5"

C.I.

C.O.

4" C.O.

4"

C.I.

6"

C.I.

C.O.

C.O.

5" C.I.

12"

RCP

36"

RCP

CB

DMH

DMH

CB

CB

CB

CB

CB

CB

CB

CB

CB CBCBCB

CB

36"

RC

P

CB (Not Fnd.)

CB

12" CMP

DMH

DMH

36"

RCP

15" Drain

C.O.

4"

CI

4"

CI

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

E

E

RIM = 115.1

3C

AT

CH

BA

SIN

INV.

OU

T = 111.9

8

30" inv

87.3

7

89.17

No visable pad

Sig

n

concrete pad

"M

obil" Sig

n on

3/4" WATER MAIN

NON-METALLIC FLEXIBLE

2"

PV

C

Steel

Sheetin

g

Steel

Sheeting

Appr

ox.

Loc. Un

dergro

und

Concrete

Pad

Reflect

or

Post

Curb

Curb

Conc. Pad

Conc. Pad

Conc. Pad

Pump Island

Concrete Pad

Concrete

Pad

Pum

p Island

Steel Covers

Steel Covers

MTA-MW

EMH

Elec. Service

5-4" PVC

2-4" PVC

Conduit

1 1/4" PVC Conduit 1 1/4" PVC Conduit

PB

PB

8" ACP Force Main

4" C.I.PB

XFMR PAD

Sign

Fndn.

Approx.

Loc.

Underground

PB

PB

2500 Gal.U/G Fuel Tank

Pump Island

Pump Island

Concrete Pad

Steel Covers

Conc. Pad

2 Phone Boothson Conc. Pad

T

T

T

Sewage

Lift Sta.

Service Boxw/ 1/2" Drain

2000 Gal. GT

3000 Gal. GT

10000 Gal. Fuel Oil Tank Gas

Sta.

Post (Typ.)

Gas

Sta.

Pump Island

Concrete Pad

Pump Island

Concrete Pad

Pump Island

Steel Covers

Conc.

(Typ.)

2 Phone Boothson Conc. Pad

T

T

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH

SMH SMH

SMH

Power to T

unnel

T

T

T

T

2-4" PVC

1 - 2" PVC

3/4" WATER

S

NON-METALLIC FLEXIBLE

S

S

S

T

T

T

T T

T

SMH

SMH

T

T

PB

Pipe

Pipes

Boll.

Boll.

PB

PB

PB

(ABD.)

(ABD.)

(ABD.)

(A

BD.)

(A

BD.)

8" (A

BD.)

XFMRPad

FlagPole

FlagPole

E

E

E

E

E

SVE

As-S

outh

As-

North

3-FBR, 1-STL.

E

E

E

E

E

E

VR

VR

VR

VR

VR

E/T

E/T

E/T

E/T

E/T

E/T

E/

T

E/

T

LP

LP

CO

Isolation

Val

ve

Bypass

Valve

3-FBR, 1-STL.

CO

1.5 Square

Wells On Conc. Pad

Old Monitoring

COCO

V

PT

VV

V

V V

V

V

V

V

V

V

V

V

PT

PT

PT

PT

PT

PT

PT

PTPT

PT

PT

PT

V

V

V

V

V V

V

PT

TMH

SMH

8" ACP

Propane Tanks

JB

JB

JB

4" P

VC

T

TT

SMH

JB

VF

F

FF

2" PE

HH

1-4"

PV

C

S

(ABD)

8"

PV

C

T

T

T

T

T

2-5" PVC

T T

T

1-4" PVC

FV

LP

LP

2-5" PVC

1-4" PVC

1-4" PVC

6" S

TEEL

4" C.O.

4"

C.I.

SD

C.O.4" C.I.

5"

C.I.

6"

C.I.

CB

4"

C.I.

4" CI

8"

ACP SS (A

BD.)8" ACP W

4" C.I. (ABD.)

8" ACP W8" ACP SS

6" SS

5" C.I.

(ABD.)

(A

BD.)

(A

BD.)(

AB

D.)

8" PVC SS

8"

DIP

8"

PV

C

8" DIP 8" PVC

Extraction Well Piping

2-3" PVC Groundwater

A6

12"

RC

P

12"

RC

P

6"

UD

2" P

VC

(ABD.

)

(ABD.

)

(ABD.

)

(ABD.)

(A

BD.)

(A

BD.)

(A

BD.)

(A

BD.)

(A

BD.)

(ABD.)

(ABD.)(ABD.)

(ABD.)

(ABD.)

(ABD.)

(A

BD.)

(A

BD.)

(A

BD.)

(A

BD.)

(A

BD.)

(A

BD.)

(ABD.)

1-2" P

VC

CO

JB

1-4" P

VC

JB

2-5"

PV

C

?

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

WW

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR

FLRFLR

FLR

FLR

FLR

FLR

FLR

FLR

FLR FLR

FLR

FLR

FLRFLR

FLR

FLR

FLR

FLR

FLRFLRFLR

BM

W

BM

Scale of Feet

PLAN0 100 200100

MTA PROJECT MANAGER:

CONSULTANT PROJECT MANAGER:

SLS

MEMORIAL HIGHWAY

THE GOLD STAR

Dale A. Mitchell, PE

PEM 12/1

12/1

RWH

RAL

12/1

12/1

HNTB CORPORATION

TEL (207) 774-5155

FAX (207) 228-0909

PARKING EXPANSION CONCEPT


PHASE 1 KEY PLAN

------------ XXXX.XXX

340 County Road, Suite 6-C

Westbrook, ME 04092

Filena

me:

001_

Phase 1 Key.d

gn

Date:6/20/2018

CONTRACT:

SHEET NUMBER: ____

1OF7

Scale:

No. Revision By Date

Designed by:

By Date By Date

Checked

In Charge ofDrawn

Designed

B6-1 - 20FT

B6-2 - 20FT

B6-3 - 25FT

B6-4 - 20FT

B6-5 - 25FT

B6-10 - 25FT

B6-9 - 25FT

B6-8 - 25FTB6-7 - 40FT

B6-6 - 40FT

36"

R.C.P.

Existing

Service Plaza

2500 GAL. FUEL OILSTORAGE TANK

1 1/4" PVC

2" GRC

2" GRC

1 - 2" PVC

2-4" PVC

2 - 1/4" FUEL LINES

1 1/4" PVC

2" GRC

T

JB

JB JB

WE119.1

ROUTE 35

CB

C.O.

C.O.

C.O.

2-5" P.V.C. (ABD)

Existing

Service Plaza

(ABD)

MBMB

V F

F

FF

36"

RC

P

XFMR & Pad

225 KVA

Exist.

MAINE TURNPIKE AUTHORITY

MAINE TURNPIKE AUTHORITY

TURNPIKE MOTEL, INC.

Page 3

HB-KBUNK-101

HB-KBUNK-102

HB-KBUNK-103

HB-KBUNK-104

HB-KBUNK-105

HB-KBUNK-106

HB-KBUNK-107

HB-KBUNK-108

HB-KBUNK-109

HB-KBUNK-110

PLAN SHOWING PROMINENT SITE FEATURES BASE PLAN FROM 2006 APPEARS ACCURATE IN WORK AREAS

ELIMINATED DUE TO PROXIMITY TO WATER SERVICE


LOGS OF SUBSURFACE EXPLORATIONS

Page 4

0

5

10

15

20

25

1D

2D

3D

4D

5D

24/12

24/15

24/11

24/16

24/18

2.0 - 4.0

5.0 - 7.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

3-4-7-11

6-6-7-7

6-7-10-14

3-5-5-4

1/18"-1

11

13

17

10

0

11

13

17

10

0

SSA

25

28

32

48

52

19

25

35

40

40

25

25

26

27

28

90.5

85.5

82.0

1D: Tan, dry to damp, m. dense, fine to medium SAND, trace Silt.SAND

2D: Tan to orange-tan, moist, m. dense, fine to medium SAND,trace Silt, trace coarse Sand.

3D: Tan, m. dense, fine to medium SAND, little to some Silt, tracecoarse Sand.

13.5

4D: Orange tan, m. dense, interbedded, Silty fine SAND; andClayey SILT, little very fine Sand. INTERBEDDED MARINE SILTAND SANDS

18.5

5D: Grey with occasional black, v. soft, Silty CLAY, trace veryfine Sand, with one 1-inch seam and few partings Silty fineSAND. MARINE SILT-CLAY

22.0Bottom of Exploration at 22.0 feet below ground surface.

No refusal.

PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25

Boring No.: HB-KBUNK-102

LOCATION: Kennebunk, MEProj. No.: 18-018

Driller: New England Boring Contractors Elevation (ft.) 104 ft (est'd) Core Barrel: N/A

Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon

Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in

Date Start/Finish: 7/12/18; 0745-0955 Drilling Method: cased wash boring Hammer Type: rope & cathead

Boring Location: per plan Casing ID/OD: HW to 20' Hammer Efficiency: 0.60

Auger ID/OD: SSA to 5' Water Level*: --

IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:

D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications

MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)

U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test

MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test

V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock

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 other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-102

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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og

Visual Description and RemarksLab.

Testing Results

Page 1 of 1

Page 5

0

5

10

15

20

25

1D

2D

3D

4D

5D

24/15

24/17

24/11

24/24

24/22

2.0 - 4.0

5.0 - 7.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

3-2-2-2

5-4-3-3

3-4-6-8

1-1/12"-1

1-2-2-6

4

7

10

1

4

4

7

10

1

4

SSA

PUSH

16

26

26

PUSH

20

15

20

PUSH

PUSH

87.0

84.4

1D: Orange tan, damp to moist, v. loose, fine to medium SAND,trace to little Silt, trace coarse Sand. SAND

2D: Orange tan, wet, loose, fine to medium SAND, little Silt, tracecoarse Sand.

3D: Orange tan, loose, fine to medium SAND, some Silt;somewhat layered by silt content.

13.5

Olive brown, Clayey SILT, little very fine Sand, with severalpartings and layers Silty fine SAND. MARINE SILT-CLAYCRUST Changing at 16.1 ft to:

16.14D: Grey, Silty CLAY, little very fine SAND with one 1-inch seamSilty fine SAND at 16.1 ft. MARINE SILT-CLAY WITHINTERBEDDED SANDS

5D: Grey brown, loose, interbedded, Silty fine SAND; Silty CLAY,trace very fine Sand; and fine to medium SAND, little to someSilt; with one piece of gravel in bottom of sample.




Driller: New England Boring Contractors Elevation (ft.) 100.5 ft (est'd) Core Barrel: N/A





Auger ID/OD: SSA to 5' Water Level*: 6.1 ft (open)







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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 2

Page 6

25

30

35

40

45

50

6D 24/24 25.0 - 27.0 2/18"-3 1 1

73.5

6D: Grey, v. soft, Silty CLAY, trace very fine Sand with three 1-inch seams and few partings Silty fine SAND.


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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 2 of 2

Page 7

0

5

10

15

20

25

1D

2D

3D

4D

5DV1

MV

24/14

24/18

24/24

24/12

24/24

2.0 - 4.0

5.0 - 7.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.020.6 - 21.0

21.5 - 21.5

5-8-8-9

1-1-2-4

1-1-1-1

2-3-2-3

(VANE/18")-WORSu= 440/ 27 psf

16

3

2

5

--

16

3

2

5

SSA

3

6

12

22

24

PUSH

PUSH

87.5

78.0

74.5

1D: Tan, moist to wet, m. dense, fine to medium SAND, trace Silt,trace coarse Sand. SAND

2D: Tan, wet, v. loose, fine to coarse SAND, trace to little Silt.

9.09 ft: Silt-clay observed in wash water.

3D: Olive brown, soft, SILT & CLAY, little very fine Sand withnumerous seams, partings, and pockets of fine Sandy SILT;sandier material comprises approx. 40% of sample.INTERBEDDED MARINE SILT AND SANDS

Attempted vane at 15.6 ft; unable to push vane past 15.4 ft.4D: Olive brown, loose, interbedded, Silty fine SAND; CLAY &SILT, trace very fine Sand; and fine to medium SAND, little Silt.

18.5

5D: Grey with occasional black, Silty CLAY, trace very fine Sandwith few seams Silty fine SAND. MARINE SILT-CLAYV1: Tu=16 / Tr=1 ft-lbs (65 mm x 130 mm vane)

MV: Unable to push past 21.5 ft.22.0

Bottom of Exploration at 22.0 feet below ground surface.No refusal.

A-3SP-SM

-#200=5.8%WC=19.8%

A-4(0)ML

-#200=69.9%WC=27.7%

LL=NVPL=NPPI=NP

CLWC=35.9%

LL=26.1PL=15.6PI=10.5
















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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 1

Page 8

0

5

10

15

20

25

1D

2D

3D

4D

5DV1

V2

24/19

24/17

24/11

24/24

24/17

2.0 - 4.0

5.0 - 7.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.020.6 - 21.0

21.6 - 22.0

3-3-3-3

5-7-9-8

2-3-3-4

2-1-1-1

VANE INTERVALSu= 343/ 14 psf

Su= 385/ 0 psf

6

16

6

2

6

16

6

2

SSA

22

19

34

30

32

12

16

21

31

38

PUSH

PUSH

82.0

80.5

1D: Red tan, damp, loose, fine to medium SAND, trace Silt.SAND

2D: Orange tan, moist to wet, m. dense, fine to medium SAND,trace Silt, trace coarse Sand.

3D: Orange tan, loose, fine to medium SAND, trace Silt, tracecoarse Sand.

14.014.0 ft: Olive brown silt-clay observed in wash water.

Olive brown, slightly mottled, Clayey SILT, some fine SAND aspartings and seams; changing at 15.5 ft to:

15.54D: Grey, soft, CLAY & SILT, trace very fine Sand with numerousseams and partings of Silty fine SAND and one 1-inch seamblack, fine to medium SAND, some Silt.

5D: Grey, Silty CLAY, trace very fine Sand with multiple seamsand partings Silty fine SAND.V1: Tu=12.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)

V2: Tu=14 / Tr=0 ft-lbs (65 mm x 130 mm vane)







Date Start/Finish: 7/10/18; 1340-7/11/18; 0805 Drilling Method: cased wash boring Hammer Type: rope & cathead









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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 2

Page 9

25

30

35

40

45

50

6DV3

V4

24/24 25.0 - 27.025.6 - 26.0

26.6 - 27.0


Su= 494/ 0 psf

69.0

6D: Grey, Silty CLAY with multiple seams fine SAND, some Silt.

V3: Tu=20.5 / Tr=3 ft-lbs (65 mm x 130 mm vane)

V4: Tu=18 / Tr=0 ft-lbs (65 mm x 130 mm vane)27.0

Bottom of Exploration at 27.0 feet below ground surface.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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 2 of 2

Page 10

0

5

10

15

20

25

1D

2D

2D-A

3D

4D

5D

6D

24/7

24/17

--/--

24/16

24/20

24/0

24/24

2.0 - 4.0

5.0 - 7.0

7.0 - 9.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

6-8-3-3

2-1/12"-3

1-3-8-8

2-6-8-7

7-8-11-7

WOR/18"-WOH

11

1

11

14

19

0

11

1

11

14

19

0

HSA

8

18

16

16

17

10

11

13

12

11

89.1

88.4

78.0

1D: Brown, dry to damp, Silty fine to medium SAND with twopieces gravel. FILL

2D: Tan brown grey, mottled, damp to wet, fine to mediumSAND, trace to little Silt, trace coarse Sand. FILL Changing at 6.9ft to:

6.92D-A: Dark brown, PEAT and ORGANIC SILT.Wet, dark brown, PEAT and ORGANIC SILT; changing at 7.6 ftto:

7.63D: Grey, fine SAND, little Silt; grading at 7.9 ft to tan, fine tomedium SAND, trace Silt. SAND

4D: Tan grading to grey, wet, m. dense, fine to coarse SAND,trace Silt.

5D: Split-spoon sampler locked in augers by blowing sand. Pullaugers; continue as cased wash boring. Unable to retrievesample.

18.018 ft: Olive brown silt-clay observed in wash water.

19.5 ft: Grey sandy silt-clay observed in wash water.6D: Dark, grey with black, v. soft, Silty CLAY, little to some fine tomedium Sand as multiple pockets and seams. INTERBEDDEDMARINE SILT AND SANDS

A-2-4(0)SM

-#200=21.3%WC=8.8%

A-3SP

-#200=1.8%WC=22.0%

A-4(5)CL

-#200=84.2%WC=32.1%

LL=24.6PL=16.7PI=7.9









Auger ID/OD: HSA to 15' Water Level*: 6.3 ft (approx)







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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 3

Page 11

25

30

35

40

45

50

7D

8D

9D

10D

24/23

24/20

24/19

24/18

25.0 - 27.0

30.0 - 32.0

35.0 - 37.0

40.0 - 42.0

2/12"-2-2

2-2-4-2

1/24"

WOR/24"

2

6

0

0

2

6

0

0

21

22

26

20

24

27

24

26

24

28

25

23

20

23

24

60.0

54.0

7D: Dark grey, v. loose, interbedded, Silty fine SAND; Silty CLAY,little very fine Sand; and fine to medium SAND, little to some Silt.

8D: Dark grey, loose, interbedded, fine SAND, little Silt; Silty fineSAND; and fine to medium SAND, little to some Silt; with two 1-inch seams Silty CLAY.

9D: Top 10 inches sample: Dark grey, interbedded, fine SAND,little Silt; and Silty fine SAND.

36.09D (cont'd): Bottom 9 inches of sample: Dark grey, Silty CLAY.MARINE SILT-CLAY

10D: Olive grey, v. soft, Silty CLAY, with one 1-1/2-inch seamSilty fine SAND.

42.042.0 ft: Hydraulic push rods as probe to estimate bottom of softsoil.

A-4(0)ML

-#200=82.3%WC=28.5%

LL=NVPL=NPPI=NP

CLWC=41.1%

LL=36.7PL=23.4PI=13.3
















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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 2 of 3

Page 12

50

55

60

65

70

75

22.0 74.0Bottom of Exploration at 74.0 feet below ground surface.

Rod probe fetches up; probable bottom of soft soil; 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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 3 of 3

Page 13

0

5

10

15

20

25

1D

2D

3D

4DV1

V2

24/22

24/18

24/24

24/16

5.0 - 7.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.020.6 - 21.0

21.6 - 22.0

1-1-2-3

4-6-5-4

WOR/12"-WOH-1


Su= 316/ 14 psf

3

11

0

3

11

0

SSA

PUSH

35

67

58

32

28

25

25

23

PUSH

PUSH

81.5

79.5

74.7

2.0 ft: Unable to drive spoon past 2.5 ft; spoon and augerswalking; fill material, including asphalt in spoon. FILL

5.01D: Dark brown, damp to moist, v. loose, fine Sandy ORGANICSILT with one tree root. ORIGINAL GROUND

7.0

2D: Olive brown, damp to moist, stiff, Clayey SILT, little to somefine to medium Sand as seams, partings, and pockets. MARINESILT-CLAY CRUST Grading at 11.8 ft to:

11.82D (cont'd): Grey, Silty CLAY, trace very fine Sand. MARINESILT-CLAY

3D: Dark grey with few black streaks, v. soft, Silty CLAY withnumerous seams fine to medium SAND, some Silt.

4D: Dark grey with occasional black, Silty CLAY with one seamfine to medium SAND, some Silt.V1: Tu=13.5 / Tr=1 ft-lbs (65 mm x 130 mm vane)

V2: Tu=11.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
















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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 3

Page 14

25

30

35

40

45

50

5DV3

V4

6DV5

V6

7DV7

V8

8DV9

V10

24/24

24/22

24/0

24/22

25.0 - 27.025.6 - 26.0

26.6 - 27.0

30.0 - 32.030.6 - 31.0

31.6 - 32.0

35.0 - 37.035.6 - 36.0

36.6 - 37.0

40.0 - 42.040.6 - 41.0

41.6 - 42.0


Su= 288/ 14 psf


Su= 412/ 14 psf


Su= 385/ 27 psf


Su= 453/ 14 psf

PUSH

PUSH

PUSH

44.5

5D: Dark grey, Silty CLAY, trace very fine Sand grading to olivegrey, Silty CLAY.V3: Tu=11 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)


6D: Olive grey, Silty CLAY.


V6: Tu=15 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)

7D: No recovery.



8D: Dark grey, Silty CLAY.


V10: Tu=16.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)42.0

42.0 ft: Hydraulic push rods as probe to estimate bottom of softsoil.
















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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 2 of 3

Page 15

50

55

60

65

70

75


















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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 3 of 3

Page 16

0

5

10

15

20

25

1D

2D

3D

4D

5D

24/15

24/13

24/14

24/24

24/24

2.0 - 4.0

5.0 - 7.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

1-3-5-5

1-1-7-10

3-6-5-8

1/12"-1-1

WOR/24"

8

8

11

1

0

8

8

11

1

0

SSA

PUSH

26

28

15

21

25

23

26

PUSH

PUSH

82.5

77.4

73.0

1D: Red brown, damp to moist, loose, fine to medium SAND, littleSilt. Roots and Organic Silt in upper part of sample. TOPSOIL/SUBSOIL

Red brown, wet, loose, interbedded, fine to medium SAND, traceto little Silt; and ORGANIC SILT. Changing at 6.5 ft to:

6.52D: Grey tan, wet, fine SAND, trace Silt. Strong petroleum odor.SAND

Grey tan, fine to medium SAND, little Silt, trace coarse Sand;changing at 11. 6 ft to:

11.63D: Olive brown, mottled, Clayey SILT, little to some fine tomedium Sand as seams and partings. MARINE SILT-CLAYCRUST

4D: Grey, v. soft, CLAY & SILT, little fine Sand as pockets,partings, and seams.

16.0

5D: Grey with occasional black, v. soft, Silty CLAY withoccasional partings of very fine SAND, some Silt. MARINE SILT-CLAY
















Remarks:

Located downgradient from former remediation system.



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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 2

Page 17

25

30

35

40

45

50

6D 24/24 25.0 - 27.0 WOR/24" 0 0

62.0

6D: Grey with occasional black, v. soft, Silty CLAY with multiplepartings and seams fine to medium SAND, little Silt.


No refusal.
















Remarks:

Located downgradient from former remediation system.



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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 2 of 2

Page 18

0

5

10

15

20

25

1D

2D

3D

4D

5D

24/14

24/19

24/24

24/17

24/24

2.0 - 4.0

5.0 - 7.0

10.0 - 12.0

15.0 - 17.0

20.0 - 22.0

3-7-6-9

2-5-4-6

WOH/24"

(VANE)-1/18"


Su= 302/ 14 psf

13

9

0

1

13

9

0

1

SSA

3

5

7

8

8

PUSH

PUSH

PUSH

77.5

76.5

1D: Orange tan, wet, m. dense, fine to coarse SAND, trace Silt.SAND

2D: Orange tan, wet, loose, fine to medium SAND, trace to littleSilt, trace coarse Sand.

9.59.5 ft: Olive brown silt-clay observed in wash water.3D: Olive grey, v. soft, CLAY & SILT. MARINE SILT-CLAYCRUST Grading at 10.5 ft to:

10.53D (cont'd): Grey with occasional black pockets, v. soft, SiltyCLAY, trace to little fine to medium Sand as partings and seams.MARINE SILT-CLAY

15.0 ft: Attempted vane shear test at 15.6 feet; unable to pushpast 15.4 ft.4D: Grey, v. soft, Silty CLAY with one 2-inch pocket black SiltyCLAY and one 2-inch seam fine SAND, little Silt at 15.4 ft.

5D: Grey, Silty CLAY with occasional partings fine SAND, littleSilt.V1: Tu=11 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)

V2: Tu=11 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)

A-3SP

-#200=2.6%WC=22.2%

A-4(9)CL

-#200=96.8%WC=40.7%

LL=27.8PL=17.7PI=10.1







Date Start/Finish: 7/9/18; 1330 - 7/10/18; 0825 Drilling Method: cased wash boring Hammer Type: rope & cathead









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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 3

Page 19

25

30

35

40

45

50

6D 24/24 25.0 - 27.0 VANE INTERVALSu= 440/ 27 psf

Su= 522/ 27 psf

60.0

6D: Olive grey, Silty CLAY.


V4: Tu=19 / Tr=1 ft-lbs (65 mm x 130 mm vane)27.0

27.0 ft: Hydraulic push rods as probe to estimate bottom of softsoil.

CLWC=46.3%

LL=37.5PL=21.3PI=16.2
















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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 2 of 3

Page 20

50

55

60

65

70

75


















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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 3 of 3

Page 21

0

5

10

15

20

25

1D

2D

3D

4DV1

V2

5D

24/9

24/19

24/0

24/24

24/10

2.0 - 4.0

5.0 - 7.0

10.0 - 12.0

15.0 - 17.015.6 - 16.0

16.6 - 17.0

20.0 - 22.0

1/12"-1-4

4-7-8-11

3-4-5-6


Su= 398/ 41 psf

(VANE)-1/18"

1

15

9

1

1

15

9

1

SSA

5

13

22

28

28

19

19

16

17

18

PUSH

PUSH

1D: Dark brown, moist, v. loose, ORGANIC SILT AND PEAT,little fine Sand; sand content increases with depth. TOPSOIL/SUBSOIL

3.5

2D: Grey tan grading to orange tan, wet, m. dense, fine to coarseSAND, trace to little Silt. SAND

3D: No recovery.

12.0 ft: sample wash - Orange tan, fine to medium SAND, traceSilt.

13.013.0 ft: Olive brown silt-clay observed in wash water.

14.514.5 FT: Grey silt-clay observed in wash water.4D: Grey, Silty CLAY, trace very fine Sand with occasional layersand pockets black, Silty fine to medium SAND. MARINE SILT-CLAYV1: Tu=13.5 / Tr=1.5 ft-lbs (65 mm x 130 mm vane)V2: Tu=14.5 / Tr=1.5 ft-lbs (65 mm x 130 mm vane)

20.0 ft: Attempted vane shear test at 20.6 feet; unable to pushpast 20.4 ft.5D: Grey, Silty CLAY, trace very fine Sand with one 1-inch seamfine Sandy SILT in tip of spoon.




Driller: New England Boring Contractors Elevation (ft.) no topo-unable to estimate Core Barrel: N/A












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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 1 of 2

Page 22

25

30

35

40

45

50

6DV3

V4

24/24 25.0 - 27.025.6 - 26.0

26.6 - 27.0


Su= 398/ 14 psf

6D: Grey, Silty CLAY, trace very fine Sand with seams andpartings of fine Sandy SILT throughout and one pocket black,Silty CLAY, some fine Sand.V3: Tu=17.5 / Tr=0 ft-lbs (65 mm x 130 mm vane)V4: Tu=14.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)


No refusal.




Driller: New England Boring Contractors Elevation (ft.) no topo-unable to estimate Core Barrel: N/A












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-u

nco

rre

cte

d

N-6

0

Ca

sin

g

Blo

ws

Ele

va

tio

n(f

t.)

Gra

ph

ic L

og


Testing Results

Page 2 of 2

Page 23


RESULTS OF SOILS LABORATORY TESTS ON SOIL SAMPLES

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Page 25

Page 26

Page 27

Page 28

Page 29

Page 30

Page 31

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Documents

PAVEMENT DESIGN REPORT - Maine Turnpike · 2020-01-09 · KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report Maine Turnpike Authority May 14, 2019 1.0 PROJECT DESCRIPTION AND