Memorandum - Maine

Highway Program

Brad Foley, Program Manager

Rich Crawford & Heath Cowan, Assistant Program Managers Phone: 624-3480 Fax: 624-3481

Memorandum

To: Jonathan French From: Karen Gross Date: 1/23/2012 Subject: Final Geotechnical Information Brunswick, Rte. 1 @ Durham Rd. PIN 17241.00 Soils Report No. 2012-106 (supersedes Soils Report No. 2011-109)

===================================================== The preliminary geotechnical investigations have been completed for the Brunswick project. The purpose of these investigations was to identify bedrock on the proposed Durham Road alignment and the existing pavement structure materials on Route 1 and Durham Road. INVESTIGATIONS SUMMARY The investigations consisted of 30 rod soundings, 10 solid stem auger borings, and 5 pavement cores. All soundings and borings were done to a depth of 5 feet below the ground surface unless refusal was encountered at a depth less than 5 feet. A summary of the subsurface information is provided in the Geotechnical Investigations Summary spreadsheet, and boring locations are shown on the Geoplans (both attached at the end of this report). The Maine Surficial Geology map for the Lisbon Falls South Quadrangle, the Cumberland County Soil Survey, and as-built plans (date unknown) were also referenced for these investigations. Shallow refusals were encountered in most of the probes located on the proposed Durham Road alignment. Refusal depths range from 0.0 feet (at the surface) to 4.2 feet below the existing ground surface. Shallow refusals were also encountered on Route 1 near the immediate intersection with Durham Road. The Maine Surficial Geology map and the Cumberland County Soil Survey both indicate that shallow bedrock is probable on Durham Road, and at the immediate intersection of Durham Road and Route 1. The geology map and soil survey are attached for your reference. The thickness of the existing asphalt ranges from 6" to 8". The section of Route 1 to the north of the intersection consists of asphalt over concrete (composite pavement). The concrete thickness ranges from 4.8"to 6". As-built plans indicate the underlying concrete pavement consists of two 10' wide, 40' long continuously reinforced slabs, 7" thick at the centerline and tapering to 7 ½ " thick at the outside edge. Concrete was not encountered in the investigations on Durham Road or Route 1 to the south of the intersection.

Highway Program

The existing base/subbase ranges from 22" to 24" on Durham Road and Route 1 to the south of the intersection, and 12"to 18" under the concrete/composite pavement. The existing material has not been tested to determine the gradation, water content or to determine the frost susceptibility rating. Alignment changes will make it necessary to re-base a majority of the project, so the gradation of the existing material may be irrelevant. The existing subgrade (considered at approximately 30" below the pavement surface) primarily consists of sand with varying amounts of gravel and silt (Glacial Till). The Geology map and Soil Survey also indicate that this type of soil is expected over shallow bedrock within the project limits. Glacial Till makes an excellent roadway foundation, but tends to be frost susceptible if not drained properly. The anticipated depth of frost in this area under a snow-free pavement is approximately 30" to 69". No groundwater or wet soils were encountered in the soundings or borings. Groundwater elevations typically fluctuate seasonally and with precipitation amounts. Because this summer has had very little precipitation, groundwater levels are probably lower than normal. The Cumberland County Soil Survey indicates that groundwater will not be present above shallow bedrock. However, a high seasonal water table is expected to the north of the intersection in the sag area. Proper drainage provisions to remove both subsurface and surface water are recommended to account for fluctuating groundwater levels and to minimize frost action. DESIGN CONSIDERATIONS The following are design considerations based on all the information collected and in relation to the proposed vertical and horizontal alignments:

• Ledge removal can be expected in cut sections on Durham Road and the western side of Route 1 to the north of the intersection. If ledge will be at the subgrade elevation, it should be fractured to ensure drainage of the pavement structure and to reduce differential frost heaving. Please note that if underground utilities are present, this may not be possible.

• The anticipated frost depth is 30" to 69". A total pavement structure thickness of

30" is recommended to reduce frost damage to the pavement structure. • The proposed vertical alignment on Route 1 to the north of the intersection will

require placing fill material. The existing concrete pavement should be removed or rubblized. Buried concrete slabs (rigid layer) can cause significant stability issues with the overlying gravels and asphalt due to stress distribution. Rigid layers also create an impermeable layer within or under the pavement. The result is a weakened subbase and subgrade soils due to a high water content as well as frost heaving issues.

• Drainage provisions to remove both subsurface and surface water are recommended

to ensure drainage of the pavement structure and to minimize frost action.

Highway Program

• Approximately 3 feet of fill is proposed for correcting the vertical alignment on Route 1 to the north of the intersection with Durham Rd. Minimal settlement of the new embankment is expected.

• An appropriate resilient modulus value to use for the pavement design is 4300 psi.

This value is based on the assumption that drainage provisions to remove subsurface water will be part of the highway design. The Soils Support chart and Soil Resilient Modulus graph that were used to correlate the soil type to a support value are attached for your reference. Areas with substantial compacted fill depths and fractured ledge will typically have a higher resilient modulus value, but to be conservative, 4300 psi will ensure that the non-fill/ledge areas will meet future design requirements.

All supporting documentation is attached for your reference and your records. Please let me know if you need any additional information.

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Location Map Relocate Durham Road Approach to create two Tee Intersections at the Intersection of Route 1, Durham Road and Hillside Road Brunswick, Maine Cumberland County PIN. 17241.00 Federal No. STP-1724(100)X USGS 7.5' Series Topographic Lisbon Falls South and Brunswick Quadrangles DeLORME Map 6 Grid C2

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Lisbon Falls South Quadrangle

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3.40 - 5.00

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Light brown, damp, gravelly, fine to coarse SAND, trace silt.

3.40Grey, moist, clay-SILT, trace fine sand.

5.00Bottom of Exploration at 5.00 feet below ground surface.

NO REFUSAL

Maine Department of Transportation Project: Intersection Route 1 and Durham Road Boring No.: HB-BRUN-101Soil/Rock Exploration Log Location: Brunswick, MaineUS CUSTOMARY UNITS PIN: 17241.00

Driller: MaineDOT Elevation (ft.) Auger ID/OD: 5" Dia.

Operator: Giguere/Giles/Daggett Datum: NAVD 88 Sampler: Off Flights

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

Date Start/Finish: 7/26/10-7/26/10 Drilling Method: Solid Stem Auger Core Barrel: N/A

Boring Location: 14+82, 3.9 Rt. Casing ID/OD: N/A Water Level*: None ObservedDefinitions: Definitions: Definitions:D = Split Spoon Sample Su = Insitu Field Vane Shear Strength (psf) WC = water content, percentMD = Unsuccessful Split Spoon Sample attempt Tv = Pocket Torvane Shear Strength (psf) LL = Liquid LimitU = Thin Wall Tube Sample qp = Unconfined Compressive Strength (ksf) PL = Plastic LimitR = Rock Core Sample Su(lab) = Lab Vane Shear Strength (psf) PI = Plasticity IndexV = Insitu Vane Shear Test WOH = weight of 140lb. hammer G = Grain Size AnalysisSSA = Solid Stem Auger WOR = weight of rods WOC = weight of casing C = Consolidation Test

Remarks:

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

* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions otherthan those present at the time measurements were made. Boring No.: HB-BRUN-101

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Visual Description and Remarks

LaboratoryTesting Results/

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PC-1 0.65 - 4.00 SSA -0.65

-4.00

PAVEMENT, (0.5' Pavement Core).0.65

Light brown, damp, gravelly, fine to coarse SAND, trace silt .≅S1


REFUSAL







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S3

S4

0.65 - 3.40

3.40 - 5.00

SSA -0.65

-3.40

-5.00

PAVEMENT.0.65

Light brown, damp, fine to coarse SAND, some gravel, trace silt.

3.40Brown, damp, gravelly, fine to coarse SAND, trace silt, old pavement, (Fill).


NO REFUSAL







Remarks:



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PC-2

S5

0.00 - 1.00

2.00 - 5.00

SSA -0.55-1.00

-2.00

-5.00


CONCRETE, (0.45' Concrete Core)1.00

Light brown, damp, fine to coarse SAND, some gravel, trace silt. ≅S32.00

Grey-brown, moist, silty fine to coarse SAND, trace gravel.


NO REFUSAL







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S6

S7

1.00 - 3.20

3.20 - 5.00

SSA -0.50-1.00

-3.20

-5.00

PAVEMENT.0.50

CONCRETE.1.00

Light brown, damp, fine to coarse SAND, some gravel, trace silt.

3.20Grey-brown, damp, silty fine to medium SAND, trace gravel.


NO REFUSAL







Remarks:



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PC-3 0.00 - 1.00 SSA -0.60-1.00

-3.00

-5.00


CONCRETE, (0.4' Concrete Core)1.00

Light brown, damp, fine to coarse SAND, some gravel, trace silt. ≅S6

3.00Grey-brown, damp, silty fine to medium SAND, trace gravel. ≅S7


NO REFUSAL







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PC-4S8

S9

0.00 - 0.600.60 - 3.40

3.40 - 5.00

SSA -0.60

-3.40

-5.00


Light brown, moist, fine to coarse SAND, some gravel, little silt.

3.40Olive, moist, clayey-SILT, trace fine sand.


NO REFUSAL







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S10 4.00 - 5.00

SSA

-4.00

-5.00

Light brown, moist, fine to coarse SAND, some gravel, little silt. ≅S8

4.00Dark brown, moist, SILT, some fine to medium sand, trace organics.


NO REFUSAL







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SSA

-3.50



REFUSAL







Remarks:

Ledge outcrop at 21.0' Lt.



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PC-5 SSA -0.50

-3.00

-4.00



3.00Brown, fine to coarse GRAVEL, old pavement, roots, (Fill).


REFUSAL






Boring Location: 30+49, 3.9 Lt. Casing ID/OD: N/A Water Level*: None ObservedDefinitions: Definitions: Definitions:D = Split Spoon Sample Su = Insitu Field Vane Shear Strength (psf) WC = water content, percentMD = Unsuccessful Split Spoon Sample attempt Tv = Pocket Torvane Shear Strength (psf) LL = Liquid LimitU = Thin Wall Tube Sample qp = Unconfined Compressive Strength (ksf) PL = Plastic LimitR = Rock Core Sample Su(lab) = Lab Vane Shear Strength (psf) PI = Plasticity IndexV = Insitu Vane Shear Test WOH = weight of 140lb. hammer G = Grain Size AnalysisSSA = Solid Stem Auger WOR = weight of rods WOC = weight of casing C = Consolidation Test

Remarks:



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PC-5 SSA -0.50

-3.00

-4.00



3.00Brown, fine to coarse GRAVEL, old pavement, roots, (Fill).


REFUSAL






Boring Location: 30+49, 3.9 Lt. Casing ID/OD: N/A Water Level*: None ObservedDefinitions: Definitions: Definitions:D = Split Spoon Sample Su = Insitu Field Vane Shear Strength (psf) WC = water content, percentMD = Unsuccessful Split Spoon Sample attempt Tv = Pocket Torvane Shear Strength (psf) LL = Liquid LimitU = Thin Wall Tube Sample qp = Unconfined Compressive Strength (ksf) PL = Plastic LimitR = Rock Core Sample Su(lab) = Lab Vane Shear Strength (psf) PI = Plasticity IndexV = Insitu Vane Shear Test WOH = weight of 140lb. hammer G = Grain Size AnalysisSSA = Solid Stem Auger WOR = weight of rods WOC = weight of casing C = Consolidation Test

Remarks:



Dep

th (f

t.)

Sam

ple

No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(ft

.)

Blo

ws

(/6 in

.)S

hear

Stre

ngth

(psf

)or

RQ

D (%

)

N-v

alue

Cas

ing

Blo

ws

Ele

vatio

n(ft

.)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

Station Offset Refusal No Refusal Water Comments(Feet) (Feet) (Feet) (Feet) (X) = Yes 7/24/2010

32+92 24.7 Lt. 3.7 Durham Road33+17 26.1 Lt. 1.433+42 24.2 Lt. ledge outcrop33+41 22.2 Lt. 1.933+66 29.0 Lt. 1.033+92 29.4 Lt. 1.734+17 33.4 Lt. 1.834+44 35.4 Lt. 2.834+69 37.1 Lt. 4.234+95 38.2 Lt. 5.035+22 40.1 Lt. 5.035+46 39.3 Lt. 5.036+26 36.5 Lt. 5.036+51 33.1 Lt. 3.036+77 28.7 Lt. 3.036+99 24.4 Lt. 3.137+22 23.6 Lt. 2.137+44 24.7 Lt. 1.737+66 26.7 Lt. 2.037+89 27.5 Lt. 3.038+14 17.5 Rt. 3.938+51 31.8 Lt. 2.938+75 31.3 Lt. 3.637+74 21.7 Rt. 2.237+17 26.0 Rt. 2.836+63 19.5 Rt. 5.036+15 9.4 Rt. 5.035+69 16.6 Lt. 5.034+67 13.1 Lt. 1.820+24 26.8 Lt. 1.8 Route 1

State of Maine - Department of TransportationRod Sounding Summary Sheet

Brunswick Project Number: 17241.00

RS-6

RS-3ARS-4RS-5

RS-1RS-2

Town(s):Boring

RS-3

RS-17RS-18

RS-7RS-8RS-9RS-10RS-11RS-12RS-13RS-14RS-15RS-16

RS-29

RS-19RS-20RS-21RS-22RS-23RS-24RS-25RS-26RS-27RS-28

MaineDOTLogged By: B. Wilder 1 of 1

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5000

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7000

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8000

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56

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Soil Resilient Modulus (psi)

Soi

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for D

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2500

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6000

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Documents

Memorandum - Maine