Brunswick Layover Environmental Assessment (EA)

Appendix H: Preliminary Geotechnical Data Report, Parsons 

Brinckerhoff, December 2011

Geotechnical Report, Summit Geoengineering Services, May 2013

September 2013
PRELIMINARY GEOTECHNICAL 

DATA REPORT 

BRUNSWICK

LAYOVER 

FACILITY 

PREPARED BY 

December 2011 
i 

Table of Contents 

1.0 Introduction 1 

2.0 Scope of Geotechnical Work 1 

3.0 Subsurface Investigation Program 1 

4.0 Subsurface Conditions 2 

5.0 Closure 3 

Figures 

Figure 1: Site Location Plan 

Figure 2: Boring Location Plan 

Appendices 

APPENDIX A: Boring Logs 

APPENDIX B: Monitoring Well 
1 

1.0 INTRODUCTION 

This Preliminary Geotechnical Data Report (PGDR) presents the results of a preliminary 

geotechnical investigation by the Northern New England Passenger Rail Authority (NNEPRA) for 

the proposed construction of The Brunswick Layover Facility Project in Brunswick, Maine. The 

purpose of the PGDR is to provide potential Design-Builders with subsurface condition data in 

the vicinity of the proposed project. The project consists of the design and construction of the 

layover facility structure using design-build contracting methods. 

There is currently no existing building at the proposed site. The project proposes that a train 

storage building be located on land owned by NNEPRA in the existing rail yard in Brunswick, 

Maine constructed just north of existing tracks which are on state-owned land. The existing 

tracks are in use for both freight and passenger trains. 

2.0 SCOPE OF GEOTECHNICAL WORK

The scope of geotechnical work for preparation of this PGDR included: 

x A geotechnical investigation program consisting of four (4) test borings drilled along 

the proposed structure alignment. 

x Preparation of this Preliminary Geotechnical Data Report. 

3.0 SUBSURFACE INVESTIGATION PROGRAM 

The site for the proposed Brunswick Layover Facility is located north of existing active tracks 

and is surrounded by vegetation. Subsurface conditions were explored by drilling four (4) test 

borings at the site. 

Test boring B-1 was drilled just East of the East edge of the proposed building location. Test 

borings B-2 to B-4 were drilled moving towards the West edge of the proposed building 

location. The exploration locations are shown on Figure 2. An observation well was installed in 

boring B-1, Appendix B presents log details. 

 

The borings were drilled between October 25 and 26, 2011 by New Hampshire Boring, Inc. 

Details and sampling methods used, field data obtained, and soil and groundwater conditions 

encountered are presented in the boring logs provided in Appendix A. Survey information was 

provided by Maine Department of Transportation and is NAVD88 for elevations and NAV83 for 
2 

Table 1: B-1 Well Readings 

the coordinate system. 

 

The borings were drilled using driven cased wash boring. Soil samples were typically obtained at 

5-foot intervals using Standard Penetration Test (SPT) methods. During SPT sampling, the 

sampler was driven 24 inches and the hammer blows for each 6 inch interval of penetration 

were recorded. The standard penetration resistance, N-value, is the sum of the blows for the 

second and third intervals. The drill rig used was a Diedrich D-50 on Rubber Tracked ATV and 

used a standard rope and cathead system. 

4.0 SUBSURFACE CONDITIONS 

The test borings were advanced from grade to 31 to 41 feet in depth. Borehole elevations 

ranged from 82.8 to 85.0 based on NAVD-88 datum. 

Typically, the soils at the proposed site location indicate fine to medium to coarse sand 

underlain by silt and fine sand, underlain by fine sand. N-values ranged from 3 to 55 with an 

overall average N-value of 20. 

Water level depths taken during drilling were consistently measured at approximately 5 feet 

from grade at the boring locations. One installation well was placed and the following table 

shows readings taken from October 25 to November 14, 2011. 
3 

5.0 CLOSURE

This Preliminary Geotechnical Data Report has been prepared for the use of the NNEPRA for 

specific application to the proposed Brunswick Layover Facility in Brunswick, Maine in 

accordance with generally accepted geotechnical engineering practices. No other intended use 

or warranty is expressed or implied. 

A limited number of borings have been conducted at discrete locations to the North of existing 

active rail. Subsurface conditions may vary from those presented in this report. Northern New 

England Passenger Rail Authority shall not be responsible for Bidders’ and Design-Builders’ 

interpretations of or estimates or conclusions drawn from the geotechnical information. 

Variations in the nature and extent of subsurface conditions between borings are expected. 

................. 
Figures
DownEaster Brunswick 

Storage & Maintenance Facility 

December 2011

Appendix A

Boring Logs
3

26

5

4

6

46

12

8

14

13

19

14

3

20

7

4

3

33

6

3

1

10

5

5

1

2

3

4

S

S

S

S

Top 6": Dark brown fine to medium SAND, little silt,

trace roots, loose (TOPSOIL)

Bot 8": Light brown fine to medium SAND, loose

Light brown fine to medium SAND, dense

Olive SILT and fine SAND, trace clay, medium

dense

Olive fine SAND, loose

Light gray fine SAND, medium dense

0.5

82.3

8.0

74.8

12.5

70.3

N

"

"

"

Piston

S

Casing

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall 24" 30" 1.875" (2.65")

4"

60"

Shelby Tube

U

1.875"

HW

4.5"

Drill Rod Size

I.D. (O.D.)

140 lbs

24"

2.980"

C

Core Barrel

2"

1.375"

" "

"

Split Spoon

300 lbs

P

Grab

G

7.5'

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM: NAVD-88

82.8 feet

OFFSET:

Rotary Wash

Northern New England Passenger Rail Authority (NNEPRA)

10/25/11

LOCATION:

CLIENT:

NH Boring Company

E: 1087907

PROJECT:

CONTRACTOR:

FINISH DATE:

DRILLER:

10/25/11

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

GROUNDWATER DATA

Downeaster Brunswick Storage & Maintenance Facility Brunswick, Maine

Brunswick, Maine

Walter Hoeckele

David D'Angelo

Diedrich D-50 on Rubber Tracked ATV

N: 392993

BORING NUMBER:

1

80

75

70

65

1

2

Boring No. 2

5

10

15

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-1

of

B-1 Sheet of

52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11

10/25/11 12:40 pm 5.0 29.0 31.0
8

5

2

16

10

4

15

16

16

8

5

2

8

7

5

7

3

1

5

6

7

S

S

S

Light gray fine SAND, loose to medium dense

Gray fine SAND, little silt, trace clay, very loose to

loose

Bottom of Hole - 31ft

27.5

55.3

31.0

51.8

CONTRACTOR: NH Boring Company

DRILLER: Walter Hoeckele

CLIENT: Northern New England Passenger Rail Authority (NNEPRA) INSPECTOR:

LOCATION: Brunswick, Maine

David D'Angelo

PROJECT: Downeaster Brunswick Storage & Maintenance Facility

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

BORING NUMBER:

2

60

55

50

45

40

35

2

2

Boring No. 2

25

30

35

40

45

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-1

of

B-1 Sheet of

(continued) 52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11
6

24

14

6

11

40

25

13

15

11

13

14

5

16

11

7

7

30

16

9

1

12

6

6

1

2

3

4

S

S

S

S

Top 6": Dark brown fine to medium SAND, little silt,

trace root, medium dense (TOPSOIL)

Bot 9": Light brown fine to medium SAND, medium

dense

Light brown fine to coarse SAND, trace fine gravel,

dense

Light brown fine to coarse SAND to fine SAND,

medium dense

Light brown fine SAND, trace silt, medium dense

Top 6": Olive SILT, trace clay, soft to medium stiff

Mid 6": Gray SILT and CLAY

0.5

83.3

17.5

66.3

N

"

"

"

Piston

S

Casing

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall 24" 30" 1.875" (2.65")

4"

60"

Shelby Tube

U

1.875"

HW

4.5"

Drill Rod Size

I.D. (O.D.)

140 lbs

24"

2.980"

C

Core Barrel

2"

1.375"

" "

"

Split Spoon

300 lbs

P

Grab

G

7.5'

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM: NAVD-88

83.8 feet

OFFSET:

Rotary Wash

Northern New England Passenger Rail Authority (NNEPRA)

10/25/11

LOCATION:

CLIENT:

NH Boring Company

E: 1087583

PROJECT:

CONTRACTOR:

FINISH DATE:

DRILLER:

10/25/11

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

GROUNDWATER DATA

Downeaster Brunswick Storage & Maintenance Facility Brunswick, Maine

Brunswick, Maine

Walter Hoeckele

David D'Angelo

Diedrich D-50 on Rubber Tracked ATV

N: 392986

BORING NUMBER:

1

80

75

70

65

1

2

Boring No. 2

5

10

15

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-2

of

B-2 Sheet of

52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11

10/25/11

10/25/11

2:50 pm

2:56 pm

4.9

4.9

 15.0

 0.0

31.0

31.0
2

4

5

4

8

6

24

19

22

2

4

1

2

12

1

2

4

WOR

5

6

7

S

S

S

Next 6": Gray fine SAND, trace silt, very loose to

loose

Bot 6": Gray fine SAND, little silt, little clay

Gray fine SAND, trace silt, loose

Gray SILT, some fine sand, trace clay (varved), loose

Bottom of Hole - 31ft

31.0

52.8

CONTRACTOR: NH Boring Company

DRILLER: Walter Hoeckele

CLIENT: Northern New England Passenger Rail Authority (NNEPRA) INSPECTOR:

LOCATION: Brunswick, Maine

David D'Angelo

PROJECT: Downeaster Brunswick Storage & Maintenance Facility

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

BORING NUMBER:

2

60

55

50

45

40

2

2

Boring No. 2

25

30

35

40

45

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-2

of

B-2 Sheet of

(continued) 52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11
5

27

12

19

10

48

21

39

18

14

11

18

5

21

9

20

10

38

11

18

1

19

6

21

1

2

3

4

S

S

S

S

Top 6": Dark brown fine to medium SAND and

SILT, trace roots, loose to medium dense (TOPSOIL)

Bot 12": Light brown fine to medium SAND, trace

fine gravel

Light brown/orange brown fine to medium SAND,

trace fine gravel, dense

Light brown/orange brown fine to coarse SAND,

trace fine gravel, medium dense

Dark brown to light brown fine to coarse SAND,

trace fine gravel, trace silt, dense

Olive SILT and fine SAND, medium dense

0.5

84.5

17.5

67.5

N

"

"

"

Piston

S

Casing

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall 24" 30" 1.875" (2.65")

4"

60"

Shelby Tube

U

1.875"

HW

4.5"

Drill Rod Size

I.D. (O.D.)

140 lbs

24"

2.980"

C

Core Barrel

2"

1.375"

" "

"

Split Spoon

300 lbs

P

Grab

G

7.5'

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM: NAVD-88

85.0 feet

OFFSET:

Rotary Wash

Northern New England Passenger Rail Authority (NNEPRA)

10/26/11

LOCATION:

CLIENT:

NH Boring Company

E: 1087254

PROJECT:

CONTRACTOR:

FINISH DATE:

DRILLER:

10/26/11

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

GROUNDWATER DATA

Downeaster Brunswick Storage & Maintenance Facility Brunswick, Maine

Brunswick, Maine

Walter Hoeckele

David D'Angelo

Diedrich D-50 on Rubber Tracked ATV

N: 392987

BORING NUMBER:

1

80

75

70

1

2

Boring No. 2

5

10

15

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-3

of

B-3 Sheet of

52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11

10/26/11 12:15 pm 4.9 0.0 10.0
11

11

12

3

24

16

16

6

20

20

20

22

13

5

4

3

11

11

17

7

11

4

4

4

5

6

7

8

S

S

S

S

Gray SILT, some fine SAND, trace clay (thinly

stratified), medium dense

Top 12": Olive SILT, some fine sand, trace clay,

medium dense

Bot 8": Olive fine SAND, little silt

Gray SILT, some fine sand, little clay (thinly

stratified), loose

23.0

62.0

32.5

52.5

36.0

49.0

CONTRACTOR: NH Boring Company

DRILLER: Walter Hoeckele

CLIENT: Northern New England Passenger Rail Authority (NNEPRA) INSPECTOR:

LOCATION: Brunswick, Maine

David D'Angelo

PROJECT: Downeaster Brunswick Storage & Maintenance Facility

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

BORING NUMBER:

2

60

55

50

45

40

2

2

Boring No. 2

25

30

35

40

45

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-3

of

B-3 Sheet of

(continued) 52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11
2

32

13

8

3

55

24

10

13

15

16

24

1

23

11

2

1

35

15

6

1

13

7

5

1

2

3

4

S

S

S

S

Top 6": Dark brown fine to medium SAND and

SILT, little roots, very loose (TOPSOIL)

Bot 7": Light brown fine to medium SAND, trace silt

Light brown fine to coarse SAND, very dense

Light brown fine SAND, medium dense

Top 6": Olive SILT, little fine sand, loose to medium

dense

Mid 6": Olive SILT, trace fine sand, trace clay

Bot 12": Olive SILT and fine SAND, trace clay

Light brown fine SAND, trace silt, medium dense

0.5

83.3

3.0

80.8

12.5

71.3

N

"

"

"

Piston

S

Casing

Type/Symbol

I.D.

O.D.

Length

Hammer Wt.

Hammer Fall 24" 30" 1.875" (2.65")

4"

60"

Shelby Tube

U

1.875"

HW

4.5"

Drill Rod Size

I.D. (O.D.)

140 lbs

24"

2.980"

C

Core Barrel

2"

1.375"

" "

"

Split Spoon

300 lbs

P

Grab

G

7.5'

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

Water

Depth

(ft)

START DATE:

RIG TYPE:

DRILLING METHOD:

COORD.

STN. NO.:

SURFACE ELEV.:

DATUM: NAVD-88

83.8 feet

OFFSET:

Rotary Wash

Northern New England Passenger Rail Authority (NNEPRA)

10/26/11

LOCATION:

CLIENT:

NH Boring Company

E: 1087779

PROJECT:

CONTRACTOR:

FINISH DATE:

DRILLER:

10/26/11

INSPECTOR:

LOCATION:

Date Time

Hole

Depth

(ft)

Casing

Depth

(ft)

GROUNDWATER DATA

Downeaster Brunswick Storage & Maintenance Facility Brunswick, Maine

Brunswick, Maine

Walter Hoeckele

David D'Angelo

Diedrich D-50 on Rubber Tracked ATV

N: 393044

BORING NUMBER:

1

80

75

70

65

1

2

Boring No. 2

5

10

15

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-4

of

B-4 Sheet of

52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11

10/26/11 9:20 am 4.9 0.0 24.0
12

17

29

6

20

22

21

52

8

35

22

24

17

15

13

10

4

23

2

15

14

20

30

17

26

9

4

13

3

14

5

6

7

8

9

S

S

S

S

S

Top 12": Olive fine SAND and SILT, medium dense

Bot 12": Olive fine SAND, trace silt

Gray fine SAND, very dense

Top 12": Gray SILT and fine SAND, trace clay, loose

Bot 3": Gray fine SAND

Gray fine SAND, trace silt, dense

Bottom of Hole - 41ft

28.0

55.8

41.0

42.8

CONTRACTOR: NH Boring Company

DRILLER: Walter Hoeckele

CLIENT: Northern New England Passenger Rail Authority (NNEPRA) INSPECTOR:

LOCATION: Brunswick, Maine

David D'Angelo

PROJECT: Downeaster Brunswick Storage & Maintenance Facility

BLOWS/6 in. ON SAMPLER

(* denotes 300 lb hammer)

RECOVERY (%)

ELEVATION (feet)

Depth

Elev.

DEPTH (feet)

SOIL NUMBER SYMBOL RQD (in.) RQD (%) N VALUE

0/6 6/12 12/18 18/24 TYPEGRAPHIC LOG

FIELD CLASSIFICATION AND REMARKS

RECOVERY (in.)

SAMPLE

BORING NUMBER:

2

60

55

50

45

40

2

2

Boring No. 2

25

30

35

40

45

BORING

LOG PROJECT NUMBER:

SHEET NUMBER:

B-4

of

B-4 Sheet of

(continued) 52567CP PB BORING LOG 2 MAINE.GPJ FOR MAKING FENCES MAINE.GLB 12/8/11
Appendix B

Monitoring Well
SHEET 1 OF 1

PROJECT NO.: 52567CP

WELL NO.:

Logged by: DownEaster Brunswick Boring Contractor: NH Boring 

D D'angelo Company

Driller: W Hoeckle

NOTES:

DATE STARTED:

25-Oct-11

DATE FINISHED:

25-Oct-11

Ground Surface DEPTH ELEVATION

0 82.8

Top of Seal

5 77.8

Bottom of Seal

6 76.8

Top of Screen

19 63.8

Bottom of Screen

29 53.8

Bottom of Filter Sand

31 51.8

Bottom of Hole

31 51.8

MONITORING WELL 

INSTALLATION

B-1

Storage & Maintenance Facility

Brunsw ick, ME

Northern NE Passenger Rail Authority (NNEPRA)

75 Arlington Street

Boston, Massachusetts 02116
GEOENGINEERING SERVICES

SUMMIT

640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

GEOTECHNICAL REPORT 

NORTHERN NEW ENGLAND PASSANGER RAIL AUTHORITY 

AMTRAK LAYOVER FACILITY 

CHURCH ROAD 

BRUNSWICK, MAINE 

Prepared for: 

Consigli Construction Company, Inc. 

Prepared by: 

Summit Geoengineering Services 

Project #13057 

May 2013
GEOENGINEERING SERVICES

SUMMIT

 

 640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

May 16, 2013 

Summit #13057 

Noel E. Rollins, AIA, NCARB, LEED GA 

Consigli Construction Company, Inc. 

15 Franklin Street 

Portland, Maine 04101 

Reference: Geotechnical Engineering Services 

NNEPRA 1201 Amtrak Layover Facility – Church Road Brunswick, Maine 

Dear Mr. Rollins: 

We have completed our geotechnical investigation for the Northern New England Passenger Rail 

Authority new Amtrak Layover Facility located off Lombard Street in Brunswick, Maine. Our scope 

of services included performing geotechnical explorations at the site and preparing this report 

summarizing our findings and recommendations. 

The subsurface conditions consist of thin topsoil and/or fill (mixture of sand with coal ash) overlying 

marine regressive delta deposits (sand-silt with localized layers of silt-clay). Groundwater was present 

at a depth range of 2 to 9 feet below existing ground surface. Bedrock was not present to a depth of 

92 feet below existing ground surface. 

In general, the geotechnical considerations for development at the site include: 

 The presence of deep sand-silt-clay soils and associated IBC seismic site classification. 

 The potential for liquefaction of loose sands under dynamic loads and/or earthquake 

 The presence of loose sand-silt subgrade and its potential for localized settlement 

 The presence of shallow groundwater at a depth range of 2 to 9 feet below ground surface 

The recommendations provided in this report are based on our geotechnical findings and the 

preliminary design information provided by Consigli Construction Company, Inc. We 

appreciate the opportunity to serve you during this phase of your project. If there are any 

questions or additional information is required, please do not hesitate to call. 

Sincerely yours, 

Summit Geoengineering Services, 

 Craig W. Coolidge, P.E. 

Vice President 

Senior Geotechnical Engineer
3 

SECTION 1 INTRODUCTION AND SCOPE OF SERVICES 4 

SECTION 2 PROJECT AND SITE DESCRIPTION 4

SECTION 3 EXPLORATIONS AND LABORATORY TESTING 5 

 3.1 Explorations 5 

 3.2 Laboratory Testing 5 

SECTION 4 SUBSURFACE CONDITIONS 6

 4.1 Soil 6 

 4.2 Bedrock 7 

 4.3 Groundwater 7 

SECTION 5 GEOTECHNICAL RECOMMENDATIONS 8

5.1 Allowable Bearing Pressure 8 

 5.2 Frost Protection 9 

 5.3 Concrete Slab Design 9 

 5.4 Subgrade Ground Improvement 10 

 5.5 Groundwater Control 11 

 5.6 Seismic Design 12 

 5.7 Exterior Railroad Tracks 13 

 5.8 Stormwater Control Ponds 13 

 5.9 Pavement Sections 14 

SECTION 6 EARTHWORK CONSIDERATIONS 15 

 6.1 General Earthwork Considerations 15 

 6.2 Subgrade Preparation 15 

 6.3 Construction Dewatering 16 

 6.4 Cold Weather Construction 16 

SECTION 7 CLOSURE 17 

APPENDIX A SITE LOCATION PLAN, EXPLORATION PLAN, GEOLOGICAL MAPS

APPENDIX B EXPLORATION LOGS, & PHOTOGRAPH LOGS 

APPENDIX C LABORATORY TESTING 
4 

SECTION 1

INTRODUCTION AND SCOPE OF SERVICES 

Summit Geoengineering Services (SGS) was contracted by Consigli Construction Company, Inc. 

to perform geotechnical investigations and prepare this report summarizing our findings and 

recommendations for the proposed Amtrak Layover Facility at a vacant site located off Church 

Road in Brunswick, Maine. Our scope of services included performing geotechnical 

explorations, pertinent laboratory testing, and preparing this report summarizing our findings and 

geotechnical recommendations. 

This report does not include an environmental assessment or further investigation into the presence or 

absence of contaminated soil or groundwater. Any comments regarding the nature and composition 

of the subsurface materials discovered are intended for informational purposes only.

SECTION 2 

PROJECT AND SITE DESCRIPTION 

The project consists of the design and construction of the Amtrak Layover Facility being 

proposed within a vacant site located off Church Road in Brunswick, Maine. The anticipated 

development includes the following: 

 New steel frame building structure having a footprint of 51,000 ft2

 New railroad entry and exit tracks (3 total) through building from existing tracks 

 New bituminous pavement sections for access drive and parking spaces 

 New stormwater treatment ponds (2 total) at each end of the site development 

Currently the site contains an existing gravel drive, former railroad line, and recently cleared 

wooded areas. The site is located adjacent to existing Pan Am railroad lines currently in service. 

The is bordered by the existing railroad lines to the south, housing and commercial development 

along Route 1 to the north, Church Road to the west, and commercial development to the east. 

The site is access by Church Road to the west and Lombard Street to the east. 

Existing grades at the site slope west to east from elevation 90 feet along Church Road to 

elevation 75 feet at Lombard Street. Grades within the proposed building footprint range from 

elevations 84 feet to 80 feet west to east. We understand the proposed finish floor elevation for 

the building slab is elevation 81.43 feet. 

Project building foundation and train load design information used for our geotechnical 

evaluation include the following: 

 Conventional spread footing with slab on grade foundation 

 Maximum column load of 75 kips 

 Maximum wall load of 7.5 kips per linear foot 

 Column spacing of 25 feet center on center 

 Cooper E80 train loading 

 Individual concrete slabs beneath each interior railroad track 
5 

SECTION 3 

EXPLORATIONS AND LABORATORY TESTING 

3.1 Exploration

Summit Geoengineering Services (SGS) observed the subsurface conditions at the site with the 

drilling of 24 borings on April 22 through 25, 2013. The borings were advanced to depths of 12 

to 22 feet using a rubber track mounted PowerProbe 9500 VTR. Borings were advanced using 

3.5 inch direct push casing with SPT split spoon sampling. Groundwater monitoring wells were 

installed at 4 boring locations (B-3, B-11, B-16, and B-26). 

Cone Penetration Testing (CPT) was performed by Summit Geoengineering Services (SGS) on 

April 25 and 26, 2013 at 4 locations along the centerline of the building footprint referred to as 

boring locations (B-9, B-12, B-19, and B-20). CPT was performed using a rubber track mounted 

PowerProbe 9500 VTR with a single point hollow stem anchor set to a depth of 5 feet. CPT was 

performed using a Vertek 10 ton digital cone pushed to a depth of 49 to 92 feet at a constant rate 

(2 cm/s). Parameters obtained include cone resistance (qc), sleeve friction (fs), and piezocone 

pore pressure (u). Seismic testing was performed at 1-meter (3.3-foot) intervals during the CPT 

test to obtain shear wave velocity data. 

Resistivity testing was performed within the centerline of the building footprint using the 

Wenner Four Probe method in accordance with ASTM G57-06. Probes were aligned in an east 

to west alignment. Probe spacing ranged from 2 to 100 feet using 5-foot spacing. 

The explorations were survey located prior to performing the explorations by TKM Land 

Surveyors Inc under contract to others. Locations of the explorations are shown on Test Boring 

Location Plan in Appendix A. Photograph logs and exploration logs for the test borings, cone 

penetration testing (CPT), and resistivity testing are provided in Appendix B. 

Due to the presence of private utilities Dig Smart of Maine was subcontracted by Summit 

Geoengineering Services (SGS) to assist with locating underground utilities prior to performing 

the boring explorations. 

3.2 Laboratory Testing

One sample was tested for Atterberg Limits in accordance with ASTM D4318 and for moisture 

content in accordance with ASTM D2216. Result of the Atterberg Limit indicates liquid limit of 

24, plastic index 7, and moisture content of 26.1 percent. Thirteen samples were tested for grain 

size analyses in accordance with ASTM D422 and for moisture content in accordance with 

ASTM D2216. Detailed results of the laboratory tests are provided in Appendix C. A summary 

of the gradation results and moisture contents are presented below: 
6 

LABORATORY SUMMARY TABLE 

Location USCS %Gravel %Sand %Silt %Clay WC 

B-3, 2 to 8.5 ft SP 0.0% 95.8% 4.2% 15.4% 

B-3, 10 to 12 ft SP 0.5% 98.9% 0.6% 23.8% 

B-3, 15 to 17 ft SP 0.0% 95.2% 4.8% 24.8% 

B-11, 5 to 7 ft SP 0.5% 93.9% 5.6% 22.7% 

B-11, 10 to 12 ft SP 0.0% 99.6% 0.4% 21.5% 

B-11, 15 to 17 ft SP-SM 0.0% 91.0% 9.0% 23.1% 

B-11, 20 to 22 ft SP-SM 0.0% 86.3% 13.7% 25.6% 

B-17, 15 to 17 ft SM-ML 0.0% 45.1% 43.1% 11.8% 22.2% 

B-18, 15 to 17 ft ML 0.0% 31.0% 46.5% 15.5% 23.7% 

B-18, 20 to 22 ft ML 0.0% 36.0% 48.5% 12.5% 22.7% 

B-26, 2 to 7 ft SP 1.5% 96.9% 1.6% 6.9% 

B-26, 7 to 12 ft SP 2.0% 96.5% 1.5% 17.7% 

B-26, 15 to 17 ft ML 0.0% 9.0% 77.2% 13.8% 26.5% 

Based on ASTM D422 test and Unified Soil Classification System particle distribution. 

SECTION 4 

SUBSURFACE CONDITIONS 

The subsurface conditions at the site consist of thin topsoil and/or fill (mixture of sand with coal ash) 

overlying marine regressive delta deposits (sand-silt with localized layers of silt-clay). Bedrock was 

not encountered to a depth of 92 feet, elevation -10 feet. Groundwater seepage was observed at a 

depth range of 2 to 9 feet, elevations 71 to 81 feet. 

4.1 Soil

Topsoil at the site consist of dark brown sandy silt with roots and organics and is classified as 

ML in accordance with the Unified Soil Classification System (USCS). The topsoil is 

considered loose and humid. 

Fill at site ranged from 1 to 4 feet in thickness and consist of brown to black sand with some to 

trace gravel, silt, and coal ash and is classified as SM in accordance with the Unified Soil 

Classification System (USCS). The fill is considered loose to compact and humid. Occasional 

wood debris, brick, steel, or other debris was present within portions of the fill. 

Marine regressive delta deposit at the site consists of brown sand overlying olive-gray mixtures 

of sand-silt overlying silt-clay and is classified as SP, SM, ML, and CL in accordance with the 

Unified Soil Classification System (USCS). The marine regressive delta deposit is considered 

loose to compact and humid to wet with depth. 
7 

Cone penetration testing (CPT) indicates an average normalized tip resistance range of 550 to 

850 psi. Shear strength for underlying silt-clay encountered at CPT-B9 (depth of 30 to 60 feet) 

and CPT B12 (depth of 47 to 92 feet) is estimated at 1,150 psf based on cone penetration shear 

resistance. Shear wave velocity tests (Vs) performed during cone penetration testing (CPT) 

range from an average velocity per CPT test of 601 to 753 feet per second. The mean shear 

wave velocity estimated for the site based on the 4 CPT tests is 655 feet per second. 

4.2 Bedrock

Bedrock was not encountered within the explorations performed to a maximum depth of 92 feet, 

elevation -10 feet. Surficial materials mapping by the Maine Geological Survey indicate bedrock 

depths within the vicinity of the site are at a depth range of approximately 3 to 136 feet. 

Mapping from the Maine Geological Survey indicates the bedrock is part of the Nehumkeag 

Pond Formation (Onp) consisting of light to medium gray plagioclase-quartz-biotite granofels 

and gneiss. 

4.3 Groundwater

Groundwater was measured within 4 groundwater monitoring wells installed at borings B-3, B11, B-16, and B-26. Groundwater depths observed within the monitoring wells are as follows: 

GROUNDWATER WELL DATA 

Location Date Depth Elevation 

B-3 4/22/2013 7.7 ft 71 ft 

B-3 4/26/2013 7.7 ft 71 ft 

B-11 4/23/2013 3.2 ft 78 ft 

B-11 4/26/2013 4.0 ft 77 ft 

B-16 4/24/2013 4.1 ft 80 ft 

B-16 4/26/2013 4.4 ft 80 ft 

B-26 4/13/2013 6.7 ft 81 ft 

B-26 4/24/2013 6.8 ft 81 ft 

In general, the site topography is relatively flat slightly sloping west to east from Church Road 

toward Lombard Street from elevation 90 to 75 feet. Groundwater seepage appears to flow west 

to east within the marine regressive delta deposits from elevation 81 to 71 feet across the site. 

Mottling within the upper marine regressive delta deposits indicates groundwater fluctuates 

slightly during wet and dry periods. Significant Sand and Gravel Aquifer mapping by the Maine 

Geological Survey indicates the site is within a potential moderate to good groundwater yield of 

10 to 50 gallons per minute. 
8 

SECTION 5 

GEOTECHNICAL RECOMMENDATIONS

5.1 Allowable Bearing Pressure

With proper site preparation the building foundations can be supported using conventional 

spread footings. We recommend building foundations be designed using a net allowable bearing 

pressure of 3,000 psf. Total settlement for the allowable bearing pressure is estimated to be 1 

inch or less. Differential settlement is estimated at or less than a deflection of 1/300 (δ/L, 

deflection divided by span length). The bearing pressure and associated settlement are based on 

the following conditions: 

 Column loads are limited to 75 kips and walls loads of 7.5 kips/linear ft 

 The foundation footings are constructed on 12 inches of crushed stone 

 The subgrade is prepared as outlined under Section 5.4 Subgrade Ground 

Improvement 

 Slab loads for railroad tracks are designed for Cooper E80 train loads or less. 

We further recommend the following design parameters be used for foundation design: 

1 Based on 95% compaction of imported fill by ASTM D1557, Modified Proctor Density 

PARAMETER GRANULAR 

BACKFILL 1

MARINE DELTA 

DEPOSIT 

Total Natural (moist) Unit Weight (γt) 130 pcf 115 pcf 

Saturated (buoyant) Unit Weight (γs) 68 pcf 53 pcf 

Friction Coefficient (fc) on Concrete 0.50 0.40 

Friction Coefficient (fs) on Steel 0.30 0.30 

Passive Earth Pressure Coefficient (Kp) 3.54 3.39 

Active Earth Pressure Coefficient (Ka) 0.28 0.29 

Friction Angle (Φ) 340 330

 (sand) 

Cohesion (c) -- 1 ksf (clay) 
9 

5.2 Frost Protection

The exterior footings for the building foundation should be constructed at a minimum depth of 

54 inches (4.5 feet) below the exterior finished grade for required frost protection. This frost 

penetration depth is based on a design air-freezing index of 1,300 degree days for the Brunswick 

area. Footings on 12 inches of 3⁄4 inch crushed stone may be constructed at a minimum depth of 

3.5 feet for a total frost protection depth of 4.5 feet. We recommend that the exterior of the 

foundation walls be backfilled with soil meeting the following gradation specification: 

FOUNDATION BACKFILL 

Sieve Size Percent finer 

3 inch 100 

1⁄4 inch 60 to 100 

No. 40 0 to 50 

No. 200 0 to 7 

Reference: MDOT Specification 703.06, Type F 

The maximum particle size should be limited to 6 inches. The Foundation Backfill should be 

compacted to a minimum of 95 percent of its maximum dry density, determined in accordance 

with ASTM D1557. 

5.3 Concrete Slab Design

Reinforced concrete slabs are planned beneath the individual railroad tracks (total of 3) within 

the building. The anticipated slab width for each railroad track is approximately 12 feet with a 

thickness of 12 inches. The railroad track slabs will be subject to Cooper E80 train live loading. 

The estimated total settlement for the track slabs under Cooper E80 live loading is 1 inch or less 

with a deflection of 1/300 (δ/L, deflection divided by span length). To minimize the effects of 

potential settlement control joints between slab sections are recommended. Alternatively, a 

single reinforced concrete mat foundation beneath the railroad tracks may be used to further 

distribute train loads and reduce potential settlement. 

We recommend the interior building slabs be constructed on a minimum 12-inch thick layer of 

Structural Backfill. Slabs beneath the railroad tracks should be constructed on a minimum 

thickness of 18-inch thick layer of Structural Backfill. Structural Backfill should have a 

maximum particle size limited to 6 inches and meet the following gradation specifications 

passing the 3-inch sieve: 

STRUCTURAL BACKFILL 

Sieve Size Percent finer 

3 inch 100 

1⁄4 inch 25 to 70 

No. 40 0 to 30 

No. 200 0 to 5 

 Reference: MDOT Specification 703.06, Type C 
10 

The Structural Backfill should be placed in 6 to 12-inch lifts and should be compacted to 95 

percent of its maximum dry density determined in accordance with ASTM D1557. Additional 

fill required beneath the slabs should consist of Structural Backfill. Where placement is required 

near or below groundwater crushed stone may be substituted for Structural Backfill. The 

subgrade should be prepared as outlined under Section 5.4 Subgrade Ground Improvement 

The coefficient of subgrade reaction, k (per 12-inch plate) applies to the design of reinforced 

concrete slabs over soil. We recommend a k value of 150 tons/ft3

 for slabs constructed on 

compacted Structural Backfill. 

5.4 Subgrade Ground Improvement

Subgrade ground improvement is recommended prior to construction of building foundations, 

interior slabs, exterior railroad tracks, and pavement areas. Subgrade improvement is 

recommended to improve the density of underlying granular sand to improve bearing capacity 

and to minimize the effects of post construction settlement and potential for localized 

liquefaction due to surface dynamic loading. To improve subgrade density, a proof-rolling 

ground improvement program is recommended. 

We recommend the following be performed as subgrade preparation: 

 All topsoil/organics are removed prior to proof-rolling and Structural Backfill placement. 

 Subgrade is dewatered sufficiently to permit proof-rolling and/or excavation in the dry. 

Proof-rolling using large vibratory equipment is not recommended where groundwater is 

present within 2 feet of the top of grade due to its potential for liquefaction. 

 Where disturbed or liquefied subgrade is encountered it should be remove and replace 

with 12 inches of crushed stone and geotextile fabric such as Mirafi Polypropylene 500X. 

 Proof-rolling should consist of a minimum of five passes in a north-south direction and 

then five passes in an east-west direction using a large (15 ton operating weight) 

vibratory roller. Additional compaction passes should be performed as required to 

achieve sufficient compaction of subgrade. Proof-rolling should be performed prior to 

excavation for foundation footings. 

 Due to variability in subgrade sands, field inspection (observational method) of proofrolling is recommended in place of conventional field density compaction testing to 95 

percent of its maximum dry density determined in accordance with ASTM D1557. Field 

inspection should consist of performing initial field density testing prior to proof-rolling 

and subsequent field density testing after proof-rolling for comparison of density 

improvement. Additional compaction passes shall be made until the increase value in 

field density tests indicate that the maximum compaction has been achieved, thus field 

testing results will show no density improvement with additional compaction passes. 
11 

 Moisture content for the subgrade sand should be evaluated by the geotechnical engineer 

to determine if additional water is necessary to improve proof-rolling efficiency. 

Laboratory maximum density tests (ASTM D1557) will assist with determining 

appropriate moisture content and corresponding density targets prior to performing the 

proof-rolling subgrade improvement. Oversight and review of the proof-rolling subgrade 

improvement should be performed by the geotechnical engineer. 

5.5 Groundwater Control

Groundwater within the building footprint was observed using monitoring wells at boring B-11 

and B-16. Groundwater depths recorded within these observation wells indicate groundwater 

depths of 3.2 to 4.4 feet, elevations 77 to 80 feet. We understand the proposed finish floor 

elevation is 81.43 feet. Based on this groundwater is anticipated slightly below and near the 

finish floor elevation. Frost protection for the Brunswick area requires exterior footings to be 

constructed at a depth of 4.5 feet below grade. Based on this, the bottom of exterior footings is 

anticipated near elevation 77 feet. This will require footings to be constructed at or below 

groundwater depth. 

Due to the presence of groundwater, we recommend perimeter underdrains be installed along the 

base of the exterior foundation footings. Additional dewatering within the building footprint 

such as cutoff trenches or similar should also be considered to minimize the amount of 

groundwater above footing depths. Alternative, a reinforced mat foundation system could be 

utilized to eliminate foundation footings below groundwater. An increase in the finish floor 

elevation could also be used to elevate foundation footings above groundwater depths. 

Slab underdrains should be used beneath the foundation slabs to provide drainage during 

potential seasonal groundwater fluctuations. We recommend exterior grades slope away from 

the foundations to reduce runoff water from infiltrating the Foundation Backfill. 

Perimeter underdrains should consist of 4 inch rigid perforated PVC placed adjacent to the 

exterior footings and surrounded by a minimum of 6 inches of crushed stone wrapped in filter 

fabric to prevent clogging from the migration of the fine soil particles in the foundation backfill 

soils. The underdrain pipe should be outlet to a location where it will be free flowing. Where 

exposed at the ground surface, the ends of pipes should be screened or otherwise protected from 

entry and nesting of wildlife, which could cause clogging. 

Due to the sand subgrade, the potential for capillary rise, and close proximity to groundwater we 

recommend a vapor barrier be used beneath all building slabs. The vapor barrier should be 

installed in accordance with the latest ACI specifications (ACI 302.1R-96). 

Recommendations for groundwater dewatering during construction are provided in Section 6.3 

Construction Dewatering. 
12 

5.6 Seismic Design

The subgrade at the site is categorized as Site Class D. This is based on cone penetration test 

(CPT) results indicating an average correlated N60 value of 16, underlying clay shear strength of 

1,150 psf, and mean shear wave velocity Vs of 655 ft/sec. The following seismic site coefficients 

are in accordance with the 2012 International Building Code (ASCE 7-10 Standard): 

SUBGRADE SITE SEISMIC DESIGN COEFFICIENTS – IBC 2012

Seismic Coefficient Site Class D 

Short period spectral response (SS) 0.230 

1 second spectral response (S1) 0.077 

Maximum short period spectral response (SMS) 0.367 

Maximum 1 second spectral response (SM1) 0.185 

Design short period spectral response (SDS) 0.245 

Design 1 second spectral response (SD1) 0.123 

The following seismic site coefficients are in accordance with the 2009 International Building 

Code (ASCE 7-05 Standard): 

SUBGRADE SITE SEISMIC DESIGN COEFFICIENTS – IBC 2009

Seismic Coefficient Site Class D 

Short period spectral response (SS) 0.296 

1 second spectral response (S1) 0.076 

Site coefficient (Fa) 1.56 

Site Coefficient (Fv ) 2.40 

Design short period spectral response (SDS) 0.308 

Design 1 second spectral response (SDS) 0.121 

The sand-silt marine regressive delta deposit is slightly susceptible to liquefaction during seismic 

events. The gradation result for the marine regressive delta deposit indicates a fines content 

range of 18.8 to 48.1 percent. The peak horizontal acceleration with 2 percent probability in 50 

years for the site is mapped as 0.12 and 10 percent probability in 50 years mapped at 0.04 by the 

United States Geological Survey (USGS). The factor of safety to resist significant liquefaction 

by earthquake magnitude of 5.25 and 7.5 are estimated as follows: 

LIQUIFACTION POTENTIAL - FACTOR OF SAFETY 

Probability in 50 years Magnitude 5.25 Magnitude 7.5 

2% Peak Acceleration 0.12 1.7 1.0 

10% Peak Acceleration 0.04 5.0 3.0 

Earthquake study performed by the Maine Geological Survey (Earthquakes in Maine by Henry N 

Berry IV, 2003) suggests that by statistical analysis Maine could be susceptible to an earthquake 

of magnitude 6 once every 300 to 400 years. Recorded earthquakes in Maine to date are less 

than 6 magnitudes. Regional seismicity data for the northeast indicates the largest recorded 

earthquake to date is 7.0 in 1663 which occurred in Charlevoix Quebec. 
13 

Based on the low probability for earthquakes in Maine to be greater than magnitude 6 and the 

mapped peak horizontal acceleration for the site, the potential for liquefaction during a seismic 

event is considered low and does not require ground improvement. 

5.7 Exterior Railroad Tracks

We understand 3 new exterior railroad tracks are planned as entrance-exit into the building 

structure and connecting to the existing Pan Am railroad line in current operation located 

adjacently south of the development site. In general we understand the proposed exterior tracks 

are planned at or near existing grades to be constructed on existing subgrade. Existing subgrade 

is anticipated at sandy fill and/or sand marine regressive delta deposits. 

We recommend subgrade beneath the new railroad track section be prepared as outlined under 

Section 5.4 Subgrade Ground Improvement. Structural design for the railroad track section 

should be in accordance with Cooper E80 live loading as outlined by The American Railway 

Engineering Association. We recommend railroad track section be designed using a net 

allowable bearing pressure of 3,000 psf or a coefficient of subgrade reaction k value of 150 

tons/ft3

. 

5.8 Stormwater Control Ponds

We understand two new storm water treatment ponds are proposed with one at the east corner of 

the site and the other at the west corner of the site. Design grades for the ponds have not yet 

been established for this report. Boring B-2 and B-3 were performed within the east pond 

footprint. Boring B-26 was performed within the west pond footprint. 

The subgrade within the east pond consists of brown sand of medium-loose density grading to 

fine sand explored to a depth of 17 feet, elevation 61 feet. Groundwater observed at the 

monitoring well installed at B-3 recorded groundwater at a depth of 7.7 feet, near elevation 71 

feet. Based on the gradation results for samples obtained at boring B-3 and observed in-situ 

density of the sand subgrade, we recommend an infiltration rate of approximately 45 in/hr be 

used for the sand layer within the pond footprint. 

The subgrade within the west pond consists of brown sand of medium-loose density grading to 

olive brown silt encountered near a depth of 13 feet, elevation 75 feet. Groundwater observed at 

the monitoring well installed at B-26 recorded groundwater at a depth of 6.7 to 6.8 feet, near 

elevation 81 feet. Based on the gradation results for samples obtained at boring B-26 and 

observed in-situ density of the subgrade, we recommend an infiltration rate of approximately 75 

in/hr be used for the upper sand layer and approximately 2 in/hr or less for the lower silt layer 

within the pond footprint. 

Subgrade conditions anticipated within the base of the pond is anticipated as medium-loose sand. 

Due to the presence of groundwater at or near the base of the pond and moderate susceptibility of 

sand to soften during excavation, conventional construction excavations may be difficult without 

a suitable plan for dewatering, water diversion, and stabilization. 
14 

Stabilization, if necessary, may include a working mat consisting of riprap overlying geotextile 

or similar where equipment is required to work below the water level. We recommend the 

working mat, if required, be left in place after construction to prevent disturbance and sediment 

erosion. 

5.9 Pavement Section Recommendations

The project includes new pavement sections for access drives and parking areas. We anticipate 

the subgrade will consist of existing fill. The mean annual freezing index for the Brunswick area 

is estimated at 800 degree days. Based on the anticipated subgrade and mean annual freezing 

index, the mean annual frost penetration depth is 40 inches. 

We recommend a minimum total pavement section thickness of 50% of the mean annual frost 

penetration or 21 inches for light duty pavement sections and 60% of the mean annual frost 

penetration depth or 25 inches for pavements subjected to moderate to heavy truckloads. We 

further recommend that the pavement section consist of the following materials. 

MATERIAL THICKNESS (in) 

Light Duty 

THICKNESS (in) 

Heavy Duty SPECIFICATION 

Asphalt Surface Course 1 1.5 MDOT Superpave 

Asphalt Binder Course 2 2.5 MDOT Superpave 

Base Soil 3 3 MDOT 703.06 Type A 

Subbase Soil 15 18 MDOT 703.06 Type D 

We recommend the following gradation requirements be used for Base and Subbase gravel: 

Sieve Designation Percent Passing a 3-inch Sieve 

MDOT Type A (Base) MDOT Type D (Subbase) 

3 Inch 100 100 

2 Inch 100 -- 

1⁄2 Inch 45 – 70 -- 

1⁄4 Inch 30 – 55 25 – 70 

No. 40 0 – 20 0 – 30 

No. 200 0 – 5 0 - 7 

The material specifications are referenced to the 1995 Maine Department of Transportation 

Standard Specifications for Highways and Bridges and Maine Department of Transportation 

Standard Specifications, Revision of 2002. 

We recommend the granular soil subgrade be proof-rolled as part of ground improvement as 

outlined in Section 5.4 Subgrade Ground Improvement. 
15 

SECTION 6 

EARTHWORK CONSIDERATIONS 

6.1 General Earthwork Considerations

Foundation Backfill, Structural Backfill, MDOT Type A, and MDOT Type D gravel should be 

placed in maximum of 12 inch lifts to a minimum of 95 percent of its maximum dry density, 

determined in accordance with ASTM D1557, Modified Proctor Density. 

Grain size analyses were performed for samples of the marine regressive delta deposits (sand). 

Based on the gradation results, the marine regressive delta deposits (sand) does not meet 

specifications for Foundation Backfill, Structural Backfill, MDOT Type A, or Type D due to low 

gravel content. Gradation results are provided in Appendix C. 

The subgrade is classified as type C soil in conformance with Occupational Safety and Health 

Administration (OHSA) excavation guidelines. Based on this, general excavations below 4 feet 

should be sloped no greater than 1.5H to 1V for granular soils. 

We recommend that a qualified geotechnical consultant be retained to monitor and test soil 

materials used during construction and confirm that soil conditions and construction methods are 

consistent with this report. 

6.2 Subgrade Preparation

Subgrade improvement should be performed as outlined in Section 5.4 Subgrade Ground 

Improvement. Sand subgrade should be sufficiently dewatered to prevent subgrade liquefaction 

during proof rolling. Placement of Structural Backfill and proof-rolling of sand subgrade near 

groundwater may potentially liquefy if heavy compaction equipment is used. We recommend 

that compaction near the groundwater level be performed after dewatering using lighter 

compaction equipment such as a vibratory plate compactor. 

Alternatively to proof-rolling where dewatering is unavailable and groundwater is near top of 

grade, is over excavation and placement of 12 inches of crushed stone overlying geotextile fabric 

such as Mirafi Polypropylene 500X to stabilize the subgrade prior to placement of Structural 

Backfill. A minimum of 12 inches of crushed stone is recommended beneath foundation 

footings. Crushed stone should be tamped to lock the stone structure together. Crushed Stone 

should have a maximum particle size limited to 3 inches and meet the following: 

CRUSHED STONE 

Sieve Size Percent finer 

3 inch 100 

3⁄4 inch 60 to 90 

1⁄2 inch 10 to 35 

3/8 inch 2 to 15 

No. 4 0 to 5 

Reference: MDOT Specification 703.12, Crushed Stone 
16 

To prevent the migration of fines and to distribute foundation loads we recommend geotextile 

filter fabric such as Mirafi Polypropylene 500X or equivalent be placed between the stabilized 

subgrade and Foundation Backfill. Geotextile should be placed with a minimum overlap of 2 

feet. A minimum soil lift section of 6 inches is recommended prior to tracking vehicles or 

equipment over geotextile to prevent damage. 

We recommend that Summit Geoengineering Services (SGS) be made available to visually 

inspect the subgrade during proof-rolling to verify the subgrade meets suitable preparation with 

our geotechnical recommendations. 

6.3 Construction Dewatering

Dewatering will be required for excavations 3 to 8 feet below existing grade. Dewatering may 

consist of shallow sumps, a well point system, or other dewatering methods. The upper subgrade 

soils (sand) are considered pervious with an estimated permeability of approximately 45 to 75 

in/hr based on the gradation results. Significant Sand and Gravel Aquifer mapping by the Maine 

Geological Survey indicates the site is within a potential moderate to good groundwater yield of 

10 to 50 gallons per minute. 

The contractor should furnish, install, operate, maintain, and remove the temporary dewatering 

systems to lower and control groundwater levels at least 2 feet below subgrade of excavations 

and to permit construction in-the-dry. Dewatering methods could include sump pumps placed at 

the base of a 3⁄4 inch bedding stone layer. Pumps should be wrapped in approximately 6 to 12 

inches of stone placed near the bottom of the excavation to reduce the amount of vacuum 

required to dewater the base of the excavation. The subgrade should be sloped to provide 

positive drainage to the sumps. 

Temporary groundwater diversion such as a cut-off trench, underdrains, or other suitable method 

to adequately prevent additional water flow from entering the foundation excavation should be 

used to permit excavation in the dry. Excavations should be sloped to prevent surface water 

from flowing into the excavations. 

For deeper excavations requiring a greater dewatering capacity, a well point dewatering system 

will be required. Should a well point system be selected it should be designed by a qualified 

engineer. Summit can be made available to provide this services if requested. 

6.4 Cold Weather Construction

The following recommendations apply to earthwork construction during freezing conditions. In 

general, these recommendations are intended to minimize the penetration of frost into soil 

beneath foundations. 

 1. Foundation excavations should be protected from frost overnight by the use of 

insulated blankets or by tenting and heating. 
17 

 2. Foundations should not be cast on frozen soil. The frozen zone should be removed 

and replaced as specified with the appropriate material. 

 3. Fill areas should be sealed with a 6 or 12 inch loose layer of soil (or otherwise 

insulated) at the end of the day to protect the compacted soil from freezing. The 

frozen layers should be removed in the morning prior to placing and compacting the 

next lift. 

 4. Due to the difficulty of thawing previously frozen soils (even within a heated shell), 

we recommend that the subgrade soil be protected from frost penetration where 

practical, especially if foundations are planned to be placed during periods of 

freezing. 

 5. Frozen foundation subgrade soils will become soft during thaw in the spring. We 

recommend that heavy traffic be avoided during thawing. Once the soil thaws and 

the accumulated water in the soil has drained, the subgrade should return to a firm 

condition. If placement of the footings or slabs occurs during thaw, we recommend 

that soft areas be removed and replaced with the use of geotextile fabric and crushed 

stone to stabilize soft areas. 

We recommend that all winter concrete construction be performed in accordance with ACI 306, 

Cold Weather Concreting. 

SECTION 7 

CLOSURE 

Our recommendations are based on professional judgment and generally accepted principles of 

geotechnical engineering and project information provided by others. Some changes in subsurface 

conditions from those presented in this report may occur. Should these conditions differ materially 

from those described in this report, SGS should be notified so that we can re-evaluate our 

recommendations. 

It is recommended that this report be made available in its entirety to contractors for 

informational purposes and be incorporated in the construction Contract Documents. We 

recommend that SGS be retained to review final construction documents relevant to the 

recommendations in this report. 
APPENDIX A 

SITE LOCATION PLAN 

EXPLORATION LOCATION PLAN 

GEOLOGICAL MAPPING
GEOENGINEERING SERVICES

SUMMIT

GEOENGINEERING SERVICES

SUMMIT
GEOENGINEERING SERVICES

SUMMIT

37
GEOENGINEERING SERVICES

SUMMIT
GEOENGINEERING SERVICES

SUMMIT
APPENDIX B 

EXPLORATION LOGS 

PHOTO LOGS
GEOENGINEERING SERVICES

SUMMIT

 

 640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

EXPLORATION COVER SHEET 

The exploration logs are prepared by the geotechnical engineer from both field and laboratory data. Soil 

descriptions are based upon the Unified Soil Classification System (USCS) per ASTM D2487 and/or 

ASTM D2488 as applicable. Supplemental descriptive terms for estimated particle percentage, color, 

density, moisture condition, and bedrock may also be included to further describe conditions. 

Drilling and Sampling Symbols:

SS = Split Spoon Sample Hyd = Hydraulic Advancement of Drilling Rods 

UT = Thin Wall Shelby Tube Push = Direct Push of Drilling Rods 

SSA = Solid Stem Auger WOH = Weight of Hammer 

HSA = Hollow Stem Auger WOR = Weight of Rod 

RW = Rotary Wash PI = Plasticity Index 

SV = Shear Vane LL = Liquid Limit 

PP = Pocket Penetrometer W = Natural Water Content 

RC = Rock Core Sample USCS = Unified Soil Classification System 

Water Level Measurements:

Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In 

pervious soils, the indicated elevations are considered reliable groundwater levels. In impervious soils, 

the accurate determination of groundwater elevations may not be possible, even after several days of 

observations. Groundwater monitoring wells may be required to record accurate depths and fluctuation. 

Gradation Description and Terminology:

Boulders: Over 12 inches Trace: Less than 5% 

Cobbles: 12 inches to 3 inches Little: 5% to 15% 

Gravel: 3 inches to No.4 sieve Some: 15% to 30% 

Sand: No.4 to No. 200 sieve Silty, Sandy, etc.: Greater than 30% 

Silt: No. 200 sieve to 0.005 mm 

Clay: less than 0.005 mm 

Density of Granular Soils and Consistency of Cohesive Soils:

CONSISTENCY OF COHESIVE SOILS DENSITY OF GRANULAR SOILS 

SPT N-value blows/ft Consistency SPT N-value blows/ft Relative Density 

0 to 2 Very Soft 0 to 4 Very Loose 

2 to 4 Soft 5 to 10 Loose 

5 to 8 Firm 11 to 30 Compact 

9 to 15 Stiff 31 to 50 Dense 

16 to 30 Very Stiff >50 Very Dense 

>30 Hard 
SOIL BORING LOG Boring #: B-1

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 79 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/22/2013 Date Completed: 4/22/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/22/2013 6.2 73 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/20 0 to 2 1 Dark brown Silty SAND, trace rootlets and coal ash, FILL

1 1 humid, very loose, SM

2

2 4 Brown SAND, humid, compact, SP MARINE DELTA

S-2 24/2 2 to 4 4

3 4

4

4 3

5

S-3 24/24 5 to 7 2 Olive brown Silty SAND, moist, compact, SM

6 5 grading to

8 Mottled brown SAND, moist, compact, SW

7 5

8

9

10

S-4 24/24 10 to 12 2 Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 2

2

12 2 Olive gray Silt-Clay at spoon tip

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-2

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 78 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/22/2013 Date Completed: 4/22/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/22/2013 6.1 72 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/10 0 to 2 2 Dark brown Silty SAND, trace rootlets and coal ash, FILL

1 4 humid, loose, SM

3 Brown SAND, humid, loose, SP

2 3

S-2 24/18 2 to 4 4 Brown SAND mixed with coal ash, humid, loose, SM

3 5 Reddish-brown fine SAND, damp, loose, SP

3 MARINE DELTA

4 3

5

S-3 24/18 5 to 7 6 Brown fine to coarse SAND, moist to wet, loose, SP

6 5

5

7 4

8

9

10

S-4 24/24 10 to 12 1 Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 2

1

12 5

13

14

15

S-5 24/24 15 to 17 WH Olive brown fine SAND, trace Silt, wet, very loose,

16 WH SP

WH

17 1

End of boring at 17 feet, no refusal

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-3

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 79 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/22/2013 Date Completed: 4/22/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/22/2013 7.7 71 ft +/- Groundwater well measurement

Method: 3.5" Casing Hammer: 4/26/2013 7.7 71 ft +/- Groundwater well measurement

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/9 0 to 2 1 Dark brown Silty SAND, rootlets, mulch, TOPSOIL

1 1 humid, very loose, SM

2

2 3 MARINE DELTA

S-2 24/18 2 to 4 2 Brown medium-fine SAND, damp, loose, SP

3 2

2

4 3 2" PVC Well

Gravel = 0.0% Screen 3.5' to 13.5'

5 S-3 24/24 4.5 - 6.5 2 Brown and mottled SAND, damp to moist, loose, SP Sand = 95.8%

2 Fines = 4.2%

6 2 MC = 15.4%

2

7 S-4 24/24 6.5 - 8.5 3 Brown and mottled SAND, wet, compact, SP

6

8 6

7

9

10

S-5 24/24 10 to 12 1 Brown fine to coarse SAND, wet, loose, SP Gravel = 0.5%

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 2 Sand = 98.9%

2 Fines = 0.6%

12 2 MC = 23.8%

13

14

15

S-6 24/24 15 to 17 WH Olive brown medium-fine SAND, wet, loose, SP Gravel = 0.0%

16 1 Sand = 95.2%

WH Fines = 4.8%

17 1 MC = 24.8%

End of boring at 17 feet, no refusal

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-4

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 80 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/22/2013 Date Completed: 4/22/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/22/2013 5.9 74 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/16 0 to 2 3 Dark brown Silty SAND, trace rootlets and coal ash, FILL

1 5 humid, loose, SM

6 Brown SAND, humid, loose, SP

2 4

S-2 24/24 2 to 4 3 Brown SAND mixed with coal ash, humid, loose, SM

3 4 Reddish-brown fine SAND, damp, loose, SP

5 MARINE DELTA

4 6

5

S-3 24/16 5 to 7 6 Brown fine to coarse SAND, moist to wet, loose, SP

6 6

5

7 6

8

9

10

S-4 24/24 10 to 12 2 Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 2

3 Olive brown SILT, little Clay and Sand, wet, firm, ML

12 4

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-5

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 79 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/22/2013 Date Completed: 4/22/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/22/2013 5.6 73 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/16 0 to 2 5 Dark brown Silty SAND, trace rootlets and coal ash, FILL

1 5 humid, loose, SM

5 Brown SAND, humid, loose, SP

2 4

S-2 24/24 2 to 4 3 Brown SAND mixed with coal ash, humid, loose, SM

3 2

2 Reddish-brown fine SAND, damp, loose, SP

4 2 MARINE DELTA

S-3 24/18 4 to 6 2 Brown fine to coarse SAND, moist to wet, loose, SP

5 2

2

6 3

S-4 24/24 6 to 8 4 Brown fine to coarse SAND, wet, compact, SP

7 8 mixed with fine SAND, wet, compact, SP

9

8 9

9

10

S-4 24/24 10 to 12 1 Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 3

4

12 4

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-6

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 78 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/22/2013 Date Completed: 4/22/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/22/2013 7.9 70 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/19 0 to 2 3 Dark brown Silty SAND, trace rootlets and coal ash, FILL

1 4 humid, loose, SM

3 Brown SAND, humid, loose, SP

2 4

S-2 24/16 2 to 4 3 Brown SAND mixed with coal ash, humid, loose, SM

3 2 Reddish-brown fine SAND, damp, loose, SP

2 MARINE DELTA

4 3

S-3 24/16 4 to 6 1 Brown fine to coarse SAND, moist to wet, loose, SP

5 1

1

6 1

S-4 24/23 6 to 8 1 Brown fine to coarse SAND, wet, compact, SP

7 1 mixed with fine SAND, wet, compact, SP

1

8 2

S-5 24/19 8 to 10 1 Brown fine to coarse SAND, wet, loose, SP

9 1

1

10 1

S-6 24/24 10 to 12 3 Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 4

6 Olive brown Silty fine Sand, wet, compact, SM

12 6

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-7

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 80 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/23/2013 Date Completed: 4/23/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/23/2013 4.8 75 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/16 0 to 2 WH Dark brown Silty SAND, rootlets, humid, SM TOPSOIL

1 WH

1

2 1 MARINE DELTA

S-2 24/24 2 to 4 3 Reddish-brown fine SAND, damp, loose, SP

3 4 grading to

10 Brown fine to coarse SAND, moist, loose, SP

4 14

5

S-3 24/18 5 to 7 7 Brown fine to coarse SAND, wet, loose, SP

6 4

4

7 5

8

9

10

S-4 24/24 10 to 12 1 Olive brown fine to medium SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 1

1

12 2

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-8

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 81 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/23/2013 Date Completed: 4/23/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/23/2013 3.4 78 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/16 0 to 2 WH Dark brown Silty SAND, rootlets, humid, SM TOPSOIL

1 1

WH

2 1 MARINE DELTA

S-2 24/24 2 to 4 4 Reddish-brown fine SAND, damp, loose, SP

3 10 grading to

12 Brown fine to coarse SAND, moist, loose, SP

4 8

5

S-3 24/24 5 to 7 1 Brown fine to coarse SAND, wet, loose, SP

6 3

5

7 6

8

9

10

S-4 24/24 10 to 12 WH Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 WH

5

12 4

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-10

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 81 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/23/2013 Date Completed: 4/23/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/23/2013 2.9 78 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/16 0 to 2 1 Dark brown Silty SAND, rootlets, mulch, humid, SM TOPSOIL

1 1

1

2 1 MARINE DELTA

S-2 24/24 2 to 4 3 Reddish-brown fine SAND, damp, loose, SP

3 15 grading to

19 Brown fine to coarse SAND, moist, loose, SP

4 24

5

S-3 24/20 5 to 7 14 Brown fine to coarse SAND, wet, loose, SP

6 10

9

7 7

8

9

10

S-4 24/24 10 to 12 WH Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 WH

1

12 2

13

14

15

S-5 0/0 15 to 17 NA No sample - running sands plugged casing

16 (brown fine-coarse SAND, wet, SP in sampler)

17

18

19

20

S-6 24/24 20 - 22 WH Olive brown fine SAND, trace Silt, wet, compact, SP

21 6

5

22 8

End of boring at 22', no refusal

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-11

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 81 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/23/2013 Date Completed: 4/23/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/23/2013 3.2 78 ft +/- Groundwater well measurement

Method: 3.5" Casing Hammer: 4/26/2013 4.0 77 ft +/- Groundwater well measurement

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/20 0 to 2 1 Black Silty SAND mixed with coal ash, humid, loose,

1 3 SM FILL

4

2 4

S-2 24/24 2 to 4 2 Brown SAND mixed with coal ash, damp, 

3 2 Reddish-brown fine SAND grading to

1 brown fine to coarse SAND, moist, loose, SP MARINE DELTA

4 2

1" PVC Well

5 Screen 3.5' to 8.5'

S-3 24/16 5 to 7 9 Brown fine to coarse SAND, wet, compact, SP Gravel = 0.5%

6 8 Sand = 93.9%

9 Fines = 5.6%

7 10 MC = 22.7%

8

9

10

S-4 24/24 10 to 12 1 Brown fine to coarse SAND, wet, loose, SP Gravel = 0.0%

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 1 Sand = 99.6%

1 Fines = 0.4%

12 2 MC = 21.5%

13

14

15

S-5 24/24 15 to 17 WH Olive brown fine SAND, little Silt, wet, very loose, Gravel = 0.0%

16 1 SP-SM Sand = 91.0%

WH Fines = 9.0%

17 1 MC = 23.1%

18

19

20

S-6 24/24 20 - 22 WH Olive brown fine SAND, little Silt, wet, very loose, Gravel = 0.0%

21 1 SP-SM Sand = 86.3%

1 Fines = 13.7%

22 1 MC = 25.6%

End of boring at 22', no refusal

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-13

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 82 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 2.1 80 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/12 0 to 2 1 Black Sandy SILT mixed with black coal ash, humid, TOPSOIL

1 2 soft, ML

2 Brown SAND, little gravel, trace Silt, humid, loose, SM FILL

2 2 Gray Coal Ash

S-2 24/8 2 to 4 2 Reddish brown Sandy SILT, weakly cemented, humid,

3 6 loose to compact, ML MARINE DELTA

11

4 20

5

S-3 24/24 5 to 7 10 Brown medium to fine SAND, mottled, wet,

6 10 compact, SP

9

7 8

8

9

10

S-4 24/24 10 to 12 WH Brown medium to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 1

2

12 3

End of Boring at 12 ft

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-14

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 83 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 3.8 79 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/18 0 to 2 WH Dark brown Sandy SILT, trace rootlets, humid, ML TOPSOIL

1 1 Brown medium to fine SAND, trace Silt, heavily

1 mottled, humid, very loose, SP MARINE DELTA

2 1

S-2 24/18 2 to 4 2 Olive-tan SAND, little Silt, grading to dark brown Silty

3 3 find Sand, humid, loose, SM

4

4 6

5

S-3 24/18 5 to 7 9 Brown medium to coarse SAND, wet, compact, SP

6 8

6

7 5

8

9

10

S-4 24/20 10 to 12 2 Brown medium to coarse SAND, wet, compact, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 1

3

12 4

End of Test Pit at 12 feet

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-15

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 83 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 3.3 80 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/18 0 to 2 1 Brown SAND, humid, very loose, SP TOPSOIL

1 1 Dark brown SILT mixed with organics

2 Reddish brown medium to fine SAND, little Silt

2 3 humid, loose, SM MARINE DELTA

S-2 24/8 2 to 4 3

3 6 Reddish brown fine Sandy SILT, humid, stiff, ML

9

4 12

5

S-3 24/20 5 to 7 4 Brown medium to coarse SAND, wet, loose, SP

6 3

4

7 4

8

9

10

S-4 0/0 10 to 12 NA No sample - running sands plugged casing

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11

12

13

14

15

S-5 24/24 15 to 17 2 Brown very fine SAND, little Silt, wet, loose, SM

16 4

2 Dark brown SILT, little Clay and Sand, wet, soft,

17 2 ML

18

19

20

S-6 24/24 20 to 22 WH Gray fine Sandy SILT, Clayey Silt in seams (4" to 6")

21 4 wet, soft, ML

3

22 1

End of Boring at 22 feet

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-16

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 84 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 4.1 80 ft +/- Groundwater well measurement

Method: 3.5" Casing Hammer: 4/26/2013 4.4 80 ft +/- Groundwater well measurement

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/12 0 to 2 WH Dark brown SILT, little Sand and Gravel, trace TOPSOIL

1 2 organics, humid, soft, ML

3 Brown medium to fine SAND, humid, very loose,

2 1 SP MARINE DELTA

S-2 24/6 2 to 4 1

3 2

4 1" PVC Well

4 3 Screen 3' to 8'

5

S-3 24/20 5 to 7 11 Reddish brown fine SAND, little Silt, wet, compact,

6 8 SM

10 Brown medium to coarse SAND, wet, compact, SP

7 10

8

9

10

S-4 24/24 10 to 12 1 Brown medium to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 2

4

12 3

13

14

15

S-5 24/24 15 to 17 WH Brown medium to fine SAND, trace Silt, wet, loose,

16 2 SM

3

17 3

18

19

20

S-6 24/24 20 to 22 1 Brown medium to fine SAND, tr. Silt, wet, loose, SM

21 1 Gray SILT, little fine Sand or Clay in seams, wet, LL = 24

1 very soft, CL-ML PI = 7

22 3 MC = 26.1%

End of Boring at 22 feet

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-17

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 82 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/23/2013 Date Completed: 4/23/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/23/2013 3.4 79 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/20 0 to 2 WH Black Sandy SILT mixed with black coal ash, humid, TOPSOIL

1 2 soft, ML

1 Brown SAND, little gravel, trace Silt, humid, loose, SM FILL

2 3 Gray Coal Ash

S-2 24/24 2 to 4 3 Reddish-brown fine SAND grading to

3 5 brown fine to coarse SAND, moist, loose, SP MARINE DELTA

7

4 8

5

S-3 24/16 5 to 7 6 Brown fine to coarse SAND, wet, loose, SP

6 5

4

7 5

8

9

10

S-4 24/18 10 to 12 3 Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 3

4 Olive brown Sandy SILT, little Clay with thin

12 4 gray Silt seams, wet, firm, ML

13

14

15

S-5 24/24 15 to 17 1 Olive brown Sandy SILT, little Clay, wet, very loose, Sand = 45.1%

16 2 ML Silt = 43.1%

1 Clay = 11.8%

17 2 MC = 22.2%

18

19

20

S-6 24/24 20 - 22 WH Olive brown fine SAND, little Silt, wet, very loose,

21 WH SP-SM

WH

22 1

End of boring at 22', no refusal

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-18

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 82 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/23/2013 Date Completed: 4/23/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/23/2013 3.7 78 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/18 0 to 2 1 Black Silty SAND mixed with coal ash, humid, loose,

1 1 SM FILL

3

2 2

S-2 24/24 2 to 4 1 Reddish-brown fine SAND grading to

3 3 brown fine to coarse SAND, moist, loose, SP MARINE DELTA

6

4 11

5

S-3 24/16 5 to 7 8 Brown fine to coarse SAND, wet, compact, SP

6 8

7

7 8

8

9

10

S-4 24/24 10 to 12 2 Brown fine to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 3

3

12 5 Olive brown Sandy SILT, little Clay with thin

gray Silt seams, wet, firm, ML

13

14

15

S-5 24/24 15 to 17 WH Gray Sandy SILT, little Clay, wet, very loose, ML Sand = 31.0%

16 WH Silt = 46.5%

2 Clay = 15.5%

17 2 MC = 23.7%

18

19

20

S-6 24/24 20 - 22 1 Gray Sandy SILT, little Clay, wet, very loose, ML Sand = 36.0%

21 1 Silt = 48.5%

2 Clay = 12.5%

22 3 MC = 22.7%

End of boring at 22', no refusal

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-21

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 84 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 4.7 79 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/18 0 to 2 1 Dark brown Sandy SILT, trace organics and coal TOPSOIL

1 3 ash, humid, soft, ML

4 Brown SAND, humid, compact, SW

2 6 MARINE DELTA

S-2 24/24 2 to 4 4 Brwon medium to coarse SAND, mottled in seams,

3 3 loose, SP

2

4 2

5

S-3 24/24 5 to 7 12 Brown medium to fine SAND, trace Silt, wet,

6 14 compact, SM

9

7 8

8

9

10

S-4 24/24 10 to 12 1 Brown medium to fine SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 3

4

12 4

End of Boring at 12 feet

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-22

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 85 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 5.0 80 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/24 0 to 2 2 Dark brown to black Silty fine SAND, trace organics, FILL

1 3 trace coal ash, humid, loose, SP

4 Brown medium to fine SAND, slightly mottled,

2 4 humid, loose, SP

S-2 24/24 2 to 4 2

3 2

1

4 2 Dark brown SILT, little fine Sand, tr, organics & coal

ash, humid, very soft, ML

5

S-3 24/18 5 to 7 12 Brown medium to coarse SAND, heavily mottled, MARINE DELTA

6 12 wet, compact, SP

10

7 9

8

9

10

S-4 24/24 10 to 12 2 Dark brown medium to coarse SAND, trace Silt,

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 4 heavilly mottled, wet, compact, SP

7

12 7

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-23

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 86 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 6.0 80 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/20 0 to 2 1 Dark brown Sandy SILT, rootlets, humid, ML TOPSOIL

1 2 Black Silty SAND, trace coal ash, humid, loose, SM FILL

3 Brown medium to fine SAND, trace Silt, slightly 

2 3 mottled, humid loose, SM MARINE DELTA

S-2 24/24 2 to 4 3 Reddish-brown Silty fine SAND, mottled, humid,

3 3 loose, SM

4

4 5

5

S-3 24/18 5 to 7 6

6 6 Olive-brown fine Sandy SILT, wet, compact, ML

5

7 6 Brown medium to coarse SAND, wet, compact, SP

8

9

10

S-4 24/24 10 to 12 1 Brown medium to coarse SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 3

6

12 7

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-24

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 87 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 6.2 81 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/18 0 to 2 1 Black Silty SAND mixed with coal ash, humid, loose, FILL

1 2 SM

3

2 4 Brown medium to fine SAND, trace Silt, humid,

S-2 24/18 2 to 4 3 loose, SM MARINE DELTA

3 4

5 Brown medium to fine SAND, trace Silt, humid,

4 6 compact, SP

5

S-3 24/24 5 to 7 9 Brown SAND, wet, compact, SP

6 9

9

7 8

8

9

10

S-4 24/24 10 to 12 WH Brown medium to fine SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 4

3

12 4

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-25

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 84 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 4.2 80 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/18 0 to 2 1 Dark brown Silty SAND, trace rootlets and organics, TOPSOIL

1 1 humid, very loose, SM

2 Brown medium to fine SAND, trace Silt, humid,

2 2 loose, SP MARINE DELTA

S-2 24/8 2 to 4 4

3 4

5

4 6

5

S-3 24/18 5 to 7 4 Brown medium to coarse SAND, wet, compact, SP

6 6

6

7 5

8

9

10

S-4 24/24 10 to 12 2 Brown medium to coarse SAND, wet, loose to 

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 3 compact, SP

6

12 6

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-26

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 88 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/25/2013 Date Completed: 4/25/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/25/2013 6.7 81 ft +/- Groundwater well measurement

Method: 3.5" Casing Hammer: 4/26/2013 6.8 81 ft +/- Groundwater well measurement

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/24 0 to 2 1 Dark brown Silty SAND, trace rootlets and coal ash, FILL

1 1 humid, very loose, SM

3

2 3 MARINE DELTA

S-2 24/18 2 to 4 3 Brown SAND, humid, compact, SP Gravel = 1.5%

3 4 Sand = 96.9%

8 Fines = 1.6%

4 9 MC = 6.9% 2" PVC Well

Screen 3.5' to 13.5'

5

S-3 24/18 5 to 7 9 Brown SAND, damp to moist, compact, SP

6 9

8

7 9 Mottling at 6.5'

S-4 24/24 7 to 9 7 Brown medium to coarse SAND, wet, compact, SP Gravel = 2.0%

8 7 Sand = 96.5%

5 Fines = 1.5%

9 4 MC = 17.7%

10

S-5 24/24 10 to 12 1 Brown medium to coarse SAND, wet, compact, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 2

4

12 3

13

14

15

S-6 24/24 15 to 17 WH Olive brown SILT, little Sand and Clay, wet, soft, ML Sand = 9.0%

16 WH Silt = 77.2%

1 Clay = 13.8%

17 1 MC = 26.5%

End of boring at 17 feet, no refusal

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
SOIL BORING LOG Boring #: B-27

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 87 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Peterlein, P.E. Date started: 4/24/2013 Date Completed: 4/24/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/24/2013 7.4 80 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/24 0 to 2 1 Black Sandy SILT mixed with coal ash, trace rootlets,

1 2 humid, very soft, ML FILL

2

2 1 Brown medium to fine SAND, humid, very loose, SP

S-2 24/24 2 to 4 2 MARINE DELTA

3 2

2

4 3

5

S-3 24/24 5 to 7 5 Brown SAND, humid, compact, SP

6 6

6

7 6

8

9

10

S-4 24/24 10 to 12 1 Brown medium to fine SAND, wet, very loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 2

2

12 2

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

< 5% Trace

5-15% Little

15-30% Some

> 30% With

% Composition

ASTM D2487
SOIL BORING LOG Boring #: B-28

Project: NNEPRA Amtrak Layover Facility Project #: 13057

Location: Church Road Sheet: 1 of 1

City, State: Brunswick, Maine Chkd by: CWC

Drilling Co: Summit Geoengineering Services, Inc. Boring Elevation: 89 ft +/-

Driller: C. Coolidge, P.E. Reference: Estimated from siteplan topography

Summit Staff: B. Haiss, E.I. Date started: 4/25/2013 Date Completed: 4/25/2013

DRILLING METHOD SAMPLER ESTIMATED GROUND WATER DEPTH

Vehicle: PowerProbe Length: Date Depth Elevation Reference

Model: 9500 VTR Diameter: 4/25/2013 9.4 80 ft +/- In borehole at completion

Method: 3.5" Casing Hammer:

Hammer Style: Auto Drop Method:

Depth SAMPLE Geological/ Geological

(ft.) No. Pen/Rec (in) Depth (ft) blows/6" N60 DESCRIPTION Test Data Stratum

S-1 24/18 0 to 2 1 Dark brown Silty SAND, trace rootlets and coal ash,

1 2 humid, very loose, SM FILL

2

2 2 Brown medium to fine SAND, humid, loose, SP

S-2 24/22 2 to 4 2 MARINE DELTA

3 4

6

4 6

5

S-3 24/16 5 to 7 3 Brown SAND, damp to moist, loose, SP

6 2

2

7 2

8

9

10

S-4 24/24 10 to 12 WH Brown medium to fine SAND, wet, loose, SP

24" SS

2"OD/1.5"ID

140 lb

ASTM D1586

GEOENGINEERING SERVICES

SUMMIT

11 1 grading to olive brown Sandy SILT, trace Clay, wet,

4 firm, ML

12 4

End of boring at 12 feet, no refusal

13

14

15

16

17

18

19

20

21

22

Granular Soils Cohesive Soils NOTES: PP = Pocket Penetrometer, MC = Moisture Content Soil Moisture Condition

Blows/ft. Density Blows/ft. Consistency LL = Liquid Limit, PI = Plastic Index Dry: S = 0%

0-4 V. Loose <2 V. soft Bedrock Joints Humid: S = 1 to 25%

5-10 Loose 2-4 Soft Shallow = 0 to 35 degrees Damp: S = 26 to 50%

11-30 Compact 5-8 Firm Dipping = 35 to 55 degrees Moist: S = 51 to 75%

31-50 Dense 9-15 Stiff Steep = 55 to 90 degrees Wet: S = 76 to 99%

>50 V. Dense 16-30 V. Stiff Saturated: S = 100%

>30 Hard Boulders = diameter > 12 inches, Cobbles = diameter < 12 inches and > 3 inches

Gravel = < 3 inch and > No 4, Sand = < No 4 and >No 200, Silt/Clay = < No 200

% Composition

ASTM D2487

< 5% Trace

5-15% Little

15-30% Some

> 30% With
CPT Soil Behavior Type Legend 

(Robertson et al. 1990) 

 

Sensitive, Fine Grained

Organic Soils-Peats

Clays; Clay to Silty Clay

Silt Mixtures; Clayey Silt to Silty Clay

Sand Mixtures; Silty Sand to Sandy Silt

Sands; Clean Sands to Silty Sands

Gravelly Sand to Sand

Very Stiff Sand to Clayey Sand*

Very Stiff Fine Grained*

*Overconsolidated or Cemented

1

2

3

4

5

6

7

8

9

Zone Soil Behavior Type

Sensitive, Fine Grained

Organic Soils-Peats

Clays; Clay to Silty Clay

Silt Mixtures; Clayey Silt to Silty Clay

Sand Mixtures; Silty Sand to Sandy Silt

Sands; Clean Sands to Silty Sands

Gravelly Sand to Sand

Very Stiff Sand to Clayey Sand*

Very Stiff Fine Grained*

*Overconsolidated or Cemented

1

2

3

4

5

6

7

8

9

Zone Soil Behavior Type

Fr = x 100 (%) qt - σvo

fs

0.1 1 10 1

10

100

1000

8 9

7

6

4

3

5

2

1

0.1 1 10 1

10

100

1000

8 9

7

6

4

3

5

2

1

Qt = 

qt - σvo

σ′vo

-0.6 -0.2 0.2 0.6 1 1.4

1

100

1000

7

6

1

2

10

4

3

5

Bq = qt

-σvo

Δu

qt-σvo

Δu

-0.6 -0.2 0.2 0.6 1 1.4

1

100

1000

7

6

1

2

10

4

3

5

Qt = 

qt - σvo

σ′vo

Fr = x 100 (%) qt - σvo

fs

0.1 1 10 1

10

100

1000

8 9

7

6

4

3

5

2

1

0.1 1 10 1

10

100

1000

8 9

7

6

4

3

5

2

1

Qt = 

qt - σvo

σ′vo

Qt = 

qt - σvo

σ′vo

-0.6 -0.2 0.2 0.6 1 1.4

1

100

1000

7

6

1

2

10

4

3

5

Bq = qt

-σvo

Δu

qt-σvo

Δu

-0.6 -0.2 0.2 0.6 1 1.4

1

100

1000

7

6

1

2

10

4

3

5

Qt = 

qt - σvo

σ′vo

Qt = 

qt - σvo

σ′vo
PIEZOCONE PENETRATION LOG Test Number: CPT-B9

Project: Amtrak Layover Facility Project Number: 13057

Location: Lombard Street Method: ASTM D5778

Brunswick, Maine Weather: Sunny, 45* F

Cone ID: Vertek #4644.108xx Test Elevation: 80 ft +/-

Cone Type: VTK 10 Ton Digital Cone Reference: Estimated from siteplan topography

Piezocone: Silicone Single Filter Date started: 4/26/2013 Date Completed: 4/26/2013

Push Rig: AMS Power Probe 9500 VTR ESTIMATED GROUND WATER DEPTH

Anchor Style: Single Point Hollow Stem Anchor Date Depth Elevation Reference

Performed By: Craig Coolidge, P.E. 4/26/2013 3.9 ft 76 ft +/- Cone borehole groundwater depth

5

10

15

20

25

30

35

0 1000 2000

qc (psi)

Tip Stress

5

10

15

20

25

30

35

0 10 20 30 40 50

fs (psi)

Sleeve Stress

5

10

15

20

25

30

35

048

Rf (%)

Ratio

5

10

15

20

25

30

35

0 100 200

u2 (psi)

Pore Pressure

5

10

15

20

25

30

35

400 1200

Vs

Shear Wave

5

10

15

20

25

30

35

0 2 4 6 8 10

Fr

SBTN

GEOENGINEERING SERVICES

SUMMIT

40

45

50

55

60

65

70

75

80

Depth (ft)

40

45

50

55

60

65

70

75

80

40

45

50

55

60

65

70

75

80

40

45

50

55

60

65

70

75

80

NOTES:

Soil Behavior Type (SBTN) based on Normalized Friction Ratio (Fr) per Robertson 1990

Shear Wave Velocity test (Vs) performed at 3.3 feet (1‐meter) increments

Anchor failure end of push encountered at depth of 76 feet

40

45

50

55

60

65

70

75

80

40

45

50

55

60

65

70

75

80
PIEZOCONE PENETRATION LOG Test Number: CPT-B12

Project: Amtrak Layover Facility Project Number: 13057

Location: Lombard Street Method: ASTM D5778

Brunswick, Maine Weather: Sunny, 45* F

Cone ID: Vertek #4644.108xx Test Elevation: 82 ft +/-

Cone Type: VTK 10 Ton Digital Cone Reference: Estimated from siteplan topograph

Piezocone: Silicone Single Filter Date started: 4/26/2013 Date Completed: 4/26/2013

Push Rig: AMS Power Probe 9500 VTR ESTIMATED GROUND WATER DEPTH

Anchor Style: Single Point Hollow Stem Anchor Date Depth Elevation Reference

Performed By: Craig Coolidge, P.E. 4/26/2013 3.8 ft 78 ft +/- Cone borehole groundwater depth

5

10

15

20

25

30

35

40

0 1000 2000

qc (psi)

Tip Stress

5

10

15

20

25

30

35

40

0 10 20 30

fs (psi)

Sleeve Stress

5

10

15

20

25

30

35

40

048

Rf (%)

Ratio

5

10

15

20

25

30

35

40

0 100 200

u2 (psi)

Pore Pressure

5

10

15

20

25

30

35

40

200 1000

Vs

Shear Wave

5

10

15

20

25

30

35

40

0 2 4 6 8 10

Fr

SBTN

GEOENGINEERING SERVICES

SUMMIT GEOENGINEERING SERVICESSUMMIT

45

50

55

60

65

70

75

80

85

90

95

Depth (ft)

45

50

55

60

65

70

75

80

85

90

95

45

50

55

60

65

70

75

80

85

90

95

45

50

55

60

65

70

75

80

85

90

95

NOTES:

Soil Behavior Type (SBTN) based on Normalized Friction Ratio (Fr) per Robertson 1990

Shear Wave Velocity test (Vs) performed at 3.3 feet (1‐meter) increments

Anchor failure end of push encountered at depth of 92 feet

45

50

55

60

65

70

75

80

85

90

95

45

50

55

60

65

70

75

80

85

90

95
PIEZOCONE PENETRATION LOG Test Number: CPT-B19

Project: Amtrak Layover Facility Project Number: 13057

Location: Lombard Street Method: ASTM D5778

Brunswick, Maine Weather: Overcast, 55* F

Cone ID: Vertek #4644.108xx Test Elevation: 83 ft +/-

Cone Type: VTK 10 Ton Digital Cone Reference: Estimated from siteplan topography

Piezocone: Silicone Single Filter Date started: 4/25/2013 Date Completed: 4/25/2013

Push Rig: AMS Power Probe 9500 VTR ESTIMATED GROUND WATER DEPTH

Anchor Style: Single Point Hollow Stem Anchor Date Depth Elevation Reference

Performed By: Craig Coolidge, P.E. 4/25/2013 3.9 ft 79 ft +/- Cone borehole groundwater depth

5

10

15

20

0 1000 2000

qc (psi)

Tip Stress

5

10

15

20

0 5 10 15 20 25

fs (psi)

Sleeve Stress

5

10

15

20

0246

Rf (%)

Ratio

5

10

15

20

0 25 50 75

u2 (psi)

Pore Pressure

5

10

15

20

400 600 800

Vs

Shear Wave

5

10

15

20

0 2 4 6 8 10

Fr

SBTN

GEOENGINEERING SERVICES

SUMMIT GEOENGINEERING SERVICESSUMMIT GEOENGINEERING SERVICESSUMMIT

25

30

35

40

45

50

Depth (ft)

25

30

35

40

45

50

25

30

35

40

45

50

25

30

35

40

45

50

NOTES:

Soil Behavior Type (SBTN) based on Normalized Friction Ratio (Fr) per Robertson 1990

Shear Wave Velocity test (Vs) performed at 3.3 feet (1‐meter) increments

Anchor failure end of push encountered at depth of 49 feet

25

30

35

40

45

50

25

30

35

40

45

50
PIEZOCONE PENETRATION LOG Test Number: CPT-B20

Project: Amtrak Layover Facility Project Number: 13057

Location: Lombard Street Method: ASTM D5778

Brunswick, Maine Weather: Overcast, 55* F

Cone ID: Vertek #4644.108xx Test Elevation: 84 ft +/-

Cone Type: VTK 10 Ton Digital Cone Reference: Survey located by TKM Land Surveyors, Inc.

Piezocone: Silicone Single Filter Date started: 4/25/2013 Date Completed: 4/25/2013

Push Rig: AMS Power Probe 9500 VTR ESTIMATED GROUND WATER DEPTH

Anchor Style: Single Point Hollow Stem Anchor Date Depth Elevation Reference

Performed By: Craig Coolidge, P.E. 4/25/2013 3.9 ft 80 ft +/- Cone borehole groundwater depth

5

10

15

20

25

30

0 1000 2000

qc (psi)

Tip Stress

5

10

15

20

25

30

0 10 20 30 40

fs (psi)

Sleeve Stress

5

10

15

20

25

30

0246

Rf (%)

Ratio

5

10

15

20

25

30

0 50 100 150

u2 (psi)

Pore Pressure

5

10

15

20

25

30

300 900

Vs

Shear Wave

5

10

15

20

25

30

0 2 4 6 8 10

Fr

SBTN

GEOENGINEERING SERVICES

SUMMIT GEOENGINEERING SERVICESSUMMIT GEOENGINEERING SERVICESSUMMIT GEOENGINEERING SERVICESSUMMIT

30

35

40

45

50

55

60

65

Depth (ft)

30

35

40

45

50

55

60

65

30

35

40

45

50

55

60

65

30

35

40

45

50

55

60

65

NOTES:

Soil Behavior Type (SBTN) based on Normalized Friction Ratio (Fr) per Robertson 1990

Shear Wave Velocity test (Vs) performed at 3.3 feet (1‐meter) increments

Anchor failure end of push encountered at depth of 62 feet

30

35

40

45

50

55

60

65

30

35

40

45

50

55

60

65
Date: 4/26/2013

Project: Subgrade Resistivity Testing - Amtrak Layover Facility

Project #: 13057

Summit Personnel: Craig Coolidge, P.E. - Senior Geotechnical Engineer

Site Location:

Work Activities:

Test Procedure:

Test Results: Wenner 4 Pin Resistivity Test

Material Spacing Resistivity

(feet) Dial Reading (ohm-cm)

WENNER 4 PIN RESISTIVITY FIELD REPORT

Performed Wenner 4-Pin resistivity testing within proposed building footprint. Test performed within building 

center. Test was aligned and performed east to west.

Amtrak Layover Facility - Lombard Street Brunswick, Maine

Resistivity testing was performed using the Wenner Four Probe method in accordance with ASTM G57-06. Probe 

spacing ranged from 2 to 100 feet. Resistivity results for the pin spacing are presented in the following table. 

Resistivity values were calculated using the following equations:

Resistivity (p) in ohm-cm = 2*π*a*R (a=electrode spacing in cm, R=resistance in ohms)

Resistivity (p) in ohm-cm = 191.5*a*R (a=electrode spacing in ft, R=resistance in ohms)

GEOENGINEERING SERVICES

SUMMIT

Coal Ash 2 100 9.7 371,500

Gravel-Sand 5 100 2.1 201,100

Sand 10 10 6.2 118,700

Sand 15 10 3.4 97,700

Sand-Silt 20 10 2.1 80,400

Silt-Clay 25 10 1.2 57,500

Sand-Silt 30 10 1.5 86,200

Sand 35 10 1.4 93,800

Silt-Clay 40 1 7.0 53,600

Sand 45 10 1.1 94,800

Sand 50 10 1.1 105,300

Sand-Silt 55 1 7.0 73,700

Gravel-Sand 60 10 1.4 160,900

Sand-Silt 65 1 6.0 74,700

Silt-Clay 70 1 3.0 40,200

Silt-Clay 75 1 2.5 35,900

Sand 80 1 7.0 107,200

Sand 85 1 6.5 105,800

Sand 90 1 7.5 129,300

Gravel-Sand 95 1 9.0 163,700

Gravel-Sand 100 1 10.0 191,500

MIN 35,900

MAX 371,500

AVG 103,600

STD 46,478

Remarks: The average resistivity for the subgrade profile from 5 to 100 feet is 103,600 ohm-cm 

Cone Penetration Tests (CPTu) performed by Summit Geoengineering Services indicates the subgrade consists of 

sand overlying interlayered sand-silt-clay. Groundwater was present at a depth of 4 feet.

640 M i St t L i t M i 04240 (207) 576 3313 640 Main Street Lewiston, Maine 04240, (207) 576-3313

434 Cony Road Augusta, Maine 04330, (207) 318-7761
640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

PHOTOGRAPHIC LOG 

Client Name: 

Consigli Construction Company, Inc. 

Project No. 

13057 

Photo No. 1

Date: 4-22-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of site 

facing west. 

Photo No. 2 

Date: 4-22-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of site 

facing east. 

GEOENGINEERING SERVICES

SUMMIT
640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

PHOTOGRAPHIC LOG 

Client Name: 

Consigli Construction Company, Inc. 

Project No. 

13057 

Photo No. 3

Date: 4-25-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of site 

facing west. 

Photo No. 4

Date: 4-25-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of site 

facing east. 

GEOENGINEERING SERVICES

SUMMIT
640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

PHOTOGRAPHIC LOG 

Client Name: 

Consigli Construction Company, Inc. 

Project No. 

13057 

Photo No. 5

Date: 4-26-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of site 

facing west. 

Photo No. 6

Date: 4-26-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of site 

facing east. 

GEOENGINEERING SERVICES

SUMMIT
640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

PHOTOGRAPHIC LOG 

Client Name: 

Consigli Construction Company, Inc. 

Project No. 

13057 

Photo No. 7

Date: 4-26-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of cone 

penetration testing 

CPTu. 

Photo No. 8

Date: 4-26-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of cone 

penetration testing 

CPTu. 

GEOENGINEERING SERVICES

SUMMIT
640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

PHOTOGRAPHIC LOG 

Client Name: 

Consigli Construction Company, Inc. 

Project No. 

13057 

Photo No. 9

Date: 4-23-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of SPT split 

spoon sampler showing 

coal ash fill overlying 

marine delta sand. 

Photo No. 10

Date: 4-25-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of test 

boring B-28. 

GEOENGINEERING SERVICES

SUMMIT
640 Main Street, Lewiston, Maine 04240, (207) 576-3313 

434 Cony Road, Augusta, Maine 04330, (207) 318-7761

PHOTOGRAPHIC LOG 

Client Name: 

Consigli Construction Company, Inc. 

Project No. 

13057 

Photo No. 11

Date: 4-26-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of Wenner 

4-pin soil resistivity 

testing facing west. 

Photo No. 12

Date: 4-26-2013 

Site Location: 

Amtrak Layover Facility 

Brunswick, Maine 

Description: 

Photograph of Wenner 

4-pin soil resistivity 

testing facing west. 

GEOENGINEERING SERVICES

SUMMIT
APPENDIX C 

LABORATORY RESULTS 
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B3, 2' to 8.5'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 98.7

0.85 (No. 20) 93.2

0.43 (No. 40) 78.6

0.15 (No. 100) 17.3

0.075 (No. 200) 4.2

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 15.4% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B3, 10' to 12'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 99.7

6.35 (1/4 in) 99.6

4.75 (No. 4) 99.5

2.00 (No. 10) 97.7

0.85 (No. 20) 81.3

0.43 (No. 40) 49.0

0.15 (No. 100) 4.3

0.075 (No. 200) 0.6

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 23.8% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B3, 15' to 17'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 100.0

0.85 (No. 20) 99.7

0.43 (No. 40) 99.6

0.15 (No. 100) 40.6

0.075 (No. 200) 4.8

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 24.8% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B11, 5' to 7'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 99.8

4.75 (No. 4) 99.5

2.00 (No. 10) 97.8

0.85 (No. 20) 87.7

0.43 (No. 40) 45.4

0.15 (No. 100) 12.6

0.075 (No. 200) 5.6

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 22.7% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B11, 10' to 12'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 99.5

0.85 (No. 20) 91.1

0.43 (No. 40) 28.4

0.15 (No. 100) 1.4

0.075 (No. 200) 0.4

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 21.5% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B11, 15' to 17'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 100.0

0.85 (No. 20) 100.0

0.43 (No. 40) 99.8

0.15 (No. 100) 61.4

0.075 (No. 200) 9.0

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 23.1% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Silty Sand Investigation

SOURCE: Boring B11, 20' to 22'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 100.0

0.85 (No. 20) 100.0

0.43 (No. 40) 100.0

0.15 (No. 100) 65.8

0.075 (No. 200) 13.7

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 25.6% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

 434 Cony Road, Augusta, Maine 04330

Phone: (207) 621-8334 Fax: (207) 626-9094

Method "A" (Multi-point)

PROJECT NAME: PROJECT #:

CLIENT: SAMPLE #:

PROCEDURE: DEPTH:

INTENDED USE: DATE:

SAMPLE SOURCE: TECHNICIAN:

DATA

Depth LL PL PI

20' to 22' 24 17 7

Source

Summit Geoengineering

A

Classification

Silty Clay (CL-ML)

ATTERBERG LIMIT TEST - ASTM D4318

20' to 22'

5/2/13

N. Davis

Boring B16

Investigation

Boring B16

Amtrak Layover Facility - Brunswick, ME 14381 / 13057

"U" Line

50

60

70

dex

"A" Line

Notes:

Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/2013

0

10

20

30

40

0 10 20 30 40 50 60 70 80 90 100

Plasticity In

d

Liquid Limit

CL or OL

CH or OH

MH or OH

CL-ML ML or OL

Moisture Content: 26.1%
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

 434 Cony Road, Augusta, Maine 04330

Phone: (207) 621-8334 Fax: (207) 626-9094

PROJECT NAME: Amtrak Layover - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering Services SAMPLE #: B17,S5

SOIL DESCRIP: Silty Sand DATE: 5/1/13

INTENDED USE: Investigation SOURCE: B17, 15'-17'

DATA

PARTICLE SIZE mm % BY WT FINER

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 100.0

0.85 (No. 20) 100.0

0.43 (No. 40) 100.0

0.15 (No. 100) 95.1

0.075 (No. 200) 54.9

0.0463 39.3

0.0333 32.3

0.0239 27.0

0.0170 25.2

0.0124 23.5

0.0063 18.2

0.0032 13.0

0.0013 10.5

GRAIN SIZE ANALYSIS - ASTM D422 

4

284

4

00

0

0

00

200

REMARKS: Moisture Content: 22.2%

Reviewed: Darrell Gilman, CMT Manager

Date: 5/6/13

0

10

20

30

40

50

60

70

80

90

100 Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

3 1 2

3/4

1/2

3/81/4

#4

#10#20

#40

#60

#100#200
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

 434 Cony Road, Augusta, Maine 04330

Phone: (207) 621-8334 Fax: (207) 626-9094

PROJECT NAME: Amtrak Layover PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering Services SAMPLE #: S5

SOIL DESCRIP: Silty Sand DATE: 5/1/13

INTENDED USE: Investigation SOURCE: B18, 15'-17'

DATA

PARTICLE SIZE mm % BY WT FINER

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 100.0

0.85 (No. 20) 100.0

0.43 (No. 40) 100.0

0.15 (No. 100) 98.9

0.08 (No. 200) 69.0

0.0611 60.6

0.0449 48.3

0.0325 39.6

0.0167 30.8

0.0123 27.3

0.0063 18.2

0.0023 16.5

0.0013 14.0

GRAIN SIZE ANALYSIS - ASTM D422 

4

284

4

00

0

0

00

200

REMARKS: Moisture Content: 23.7%

Reviewed: Darrell Gilman, CMT Manager

Date: 5/6/13

0

10

20

30

40

50

60

70

80

90

100 Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

3 1 2

3/4

1/2

3/81/4

#4

#10#20

#40

#60

#100#200
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

 434 Cony Road, Augusta, Maine 04330

Phone: (207) 621-8334 Fax: (207) 626-9094

PROJECT NAME: Amtrak Layover - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering Services SAMPLE #: B18, S6

SOIL DESCRIP: Silty Clay DATE: 5/1/13

INTENDED USE: Investigation SOURCE: B18, 20'-22'

DATA

PARTICLE SIZE mm % BY WT FINER

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 100.0

0.85 (No. 20) 100.0

0.43 (No. 40) 100.0

0.15 (No. 100) 93.8

0.075 (No. 200) 64.0

0.0611 56.2

0.0453 41.6

0.0330 31.8

0.0169 23.7

0.0088 18.8

0.0032 13.6

0.0013 11.4

GRAIN SIZE ANALYSIS - ASTM D422 

4

284

4

00

0

0

00

200

REMARKS: Moisture Content 22.7%

Reviewed: Darrell Gilman, CMT Manager

Date: 5/6/13

0

10

20

30

40

50

60

70

80

90

100 Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

3 1 2

3/4

1/2

3/81/4

#4

#10#20

#40

#60

#100#200
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B26, 2' to 7'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 99.0

6.35 (1/4 in) 98.8

4.75 (No. 4) 98.5

2.00 (No. 10) 96.4

0.85 (No. 20) 87.8

0.43 (No. 40) 52.0

0.15 (No. 100) 4.0

0.075 (No. 200) 1.6

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 6.9% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

434 Cony Road, Augusta, Maine 04330

Phone:(207) 621-8334 Fax:(207) 626-9094

 GRAIN SIZE ANALYSIS - ASTM D422 

PROJECT NAME: Amtrak Layover Facility - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering

CLIENT SOIL DES: Sand Investigation

SOURCE: Boring B26, 7' to 12'

DATE: A. Higgins

DATA

PARTICLE SIZE mm % BY WT FINER

76.20 (3 in) 100.0

50.80 (2 in) 100.0 

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 99.7

6.35 (1/4 in) 99.1

4.75 (No. 4) 98.0

2.00 (No. 10) 92.4

0.85 (No. 20) 74.2

0.43 (No. 40) 35.0

0.15 (No. 100) 4.7

0.075 (No. 200) 1.5

SUMMIT SAMPLE:

INTENDED USE:

SPECIFICATION:

May 2, 2013 TECHNICIAN:

100

3 2 1

3/41/23/8

1/4

#4

#10#20

#40

#60

#100#200

REMARKS: Moisture Content: 17.7% Reviewed: Darrell A. Gilman, CMT Manager

Date: 5/2/13

0

10

20

30

40

50

60

70

80

90

Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

Gradation Curve
SUMMIT ENVIRONMENTAL CONSULTANTS, INC.

 434 Cony Road, Augusta, Maine 04330

Phone: (207) 621-8334 Fax: (207) 626-9094

PROJECT NAME: Amtrak Layover - Brunswick, ME PROJECT #: 14381 / 13057

CLIENT: Summit Geoengineering Services SAMPLE #: B26,S6

SOIL DESCRIP: Clayey Silt DATE: 5/1/13

INTENDED USE: Investigation SOURCE: B26, 15'-17'

DATA

PARTICLE SIZE mm % BY WT FINER

38.10 (1-1/2 in) 100.0

25.40 (1 in) 100.0

19.05 (3/4 in) 100.0

12.70 (1/2 in) 100.0

9.53 (3/8 in) 100.0

6.35 (1/4 in) 100.0

4.75 (No. 4) 100.0

2.00 (No. 10) 100.0

0.85 (No. 20) 100.0

0.43 (No. 40) 100.0

0.15 (No. 100) 99.6

0.075 (No. 200) 91.0

0.0579 73.1

0.0437 54.7

0.0329 34.6

0.0168 26.2

0.0089 19.1

0.0045 15.8

0.0023 14.1

0.0013 10.1

GRAIN SIZE ANALYSIS - ASTM D422 

4

284

4

00

0

0

00

200

REMARKS: Moisture Content: 26.5 %

Reviewed: Darrell Gilman, CMT Manager

Date: 5/6/13

0

10

20

30

40

50

60

70

80

90

100 Percent by Weight Finer

Particle Size (mm)

100.0 10.0 1.0 0.1 0.01 0.001

3 1 2

3/4

1/2

3/81/4

#4

#10#20

#40

#60

#100#200