geotechnical series 100 report - maine.gov · shawn davis . dept: region 4, highway . ... existing...

Maine Department of Transportation Highway Program

GEOTECHNICAL SERIES 100 REPORT

Route 6 Milo, Sebec, Maine

Prepared by: Scott A. Hayden, C.G.

Soils Research Scientist

Piscataquis County WIN 18289.00 Soils Report No. 2013-117 Fed Project #: STP-1828(900) TEDOCS # 1270671 March 12, 2013

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Location Map A 4.53 mile portion of Routes 6/16 Milo and Sebec, Maine Piscataquis County WIN 18289.00 Federal No. STP-1828(900) USGS 7.5' Series Topographic South Sebec Quadrangle DeLORME Map 32 Grids B3 and B4

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Memorandum

DATE: March 12, 2013 TO: Shawn Davis DEPT: Region 4, Highway FROM: Scott A. Hayden DEPT: Highway Program SUBJECT: 18289.00 Sebec - Milo, Route 6 - Final Soils Report No. 2013-117 Project Information A subsurface investigation has been completed for the rehabilitation of a 4.5 mile portion of Route 6 in the towns of Sebec and Milo. The purpose of this investigation is to determine the existing pavement structure information and subsurface soil conditions. The investigation included the use of a drill rig, falling weight deflectometer (FWD) and ground penetrating radar (GPR). The project begins 0.05 miles west of the Sebec Village Road and extends easterly 4.57 miles to 0.01 miles west of the Billington Road. Project stationing was not provided in the field. A starting station of 10+00 (RLM 105.36, pavement joint) was designated for the purposes of this report. All references to stationing are based on stationing determined in the field using a vehicle mounted distance measuring instrument (DMI). Existing Pavement Data ARAN Data Summary The existing roadway is striped as 11.5-foot travel lanes with 7-foot paved shoulders. Pavement distress is moderate with cracking (fatigue, block, transverse, longitudinal) and rutting. It is anticipated that this pavement distress is due to poor surficial and subsurface drainage, frost effects, traffic loading, and fatigue. A summary of the 2011 ARAN data is presented in Table 1 below. A complete listing of the ARAN data is presented on the Pavement Performance Assessment Summary (PPAS) found at the back of this report.

Table 1: Summary of 2011 ARAN Pavement Data

ARAN Pavement Data Range Average

Pavement Condition Rating (PCR) 3.02 – 3.7 3.27 International Roughness Index (IRI) 110 - 220 170 Rut Depth (left) 0.2” – 0.3” 0.28” Rut Depth (right) 0.2” – 0.5” 0.36”

Highway Program Brad Foley, Program Manager

Pavement Condition Rating (PCR) PCR is defined as the composite condition of the pavement on a roadway. The PCR is compiled from the severity and extent of pavement distresses such as cracking, rutting, and ride quality. The rating system uses a scale of 5.00 (perfect) to 0.00 (fully deteriorated). The PCR is the condition of the pavement only, not necessarily a reflection of the condition of the roadway base structure. A description PCR rating follows:

Scale Value Scale Rating Description

5 Excellent New or nearly new pavements. Free of cracks, patches or rutting.

4 Good Pavements exhibit little to no visible signs of surface deterioration. Evidence of initial cracking or rutting.

3 Fair Visible defects including moderate cracking, distortion and rutting. Some patching may now be present.

2 Poor Pavement deterioration consisting of advanced cracking and severe distortion. Extensive patching and rutting also present.

1 Very Poor Extremely deteriorated pavements. Defects include severe cracking, distortion, rutting and typically very extensive patching.

The PCR rating for this project ranges from 3.02 – 3.70 with an average PCR of 3.27. The poorest values (3.02, 3.08) were encountered between stations 45+00 and 91+00. International Roughness Index (IRI) Ride quality is expressed in terms of International Roughness Index (IRI) and is measured in inches per mile. IRI is a measurement of the inches of vertical displacement experienced by a vehicle in a mile of roadway. The lower the IRI, the smoother the ride will be. A description IRI scale follows:

IRI Value (In./mile) Ride Rating

< 100 Good Ride

100 - 170 Fair Ride > 170 Poor Ride

The IRI value for this project ranged between 110 - 220 in/mile with an average IRI value of 170 in/mile. The poorest IRI values (180) were encountered between stations 104+00 and 134+00. Wheel Path Rutting Values Wheel path rutting is present throughout the project site. Rut depths varied from 0.2” – 0.5”. Rutting is worse in the outside wheel path between stations 221+00 and 250+00.

Existing HMA Thickness Existing pavement thickness estimates have been provided based on power auger borings, pavement coring and ground penetrating radar data. Coring Data – Seventeen pavement cores were obtained using a hand held, gas powered, coring machine utilizing a 2” thin wall core bit (See attached pavement core summary sheet). Pavement cores were generally conducted in the right outside wheel, centerline and right shoulder at stations 50+00, 90+00, 130+00, 170+00 and 210+00. One core was drilled in the truck lane (18.0’ left) at station 130+00. The cores were transported to the Bangor Lab where they were photographed and stored. Photographs of the cores are included at the back of this report. A summary/comparison of the existing pavement thickness derived from coring data verses the GPR data is shown below in Table 2. Power Auger Boring Data – Thirteen power auger borings were conducted through the existing pavement. The pavement surface was not found to be completely solid at all locations. An unbound pavement layer (5” – 7” thick) was found beneath the solid pavement layer at three locations (90+00, 130+00, 182+50). The solid HMA thickness range and average from the power auger borings is listed below in Table 2. GPR Data – GPR data was collected at 1 foot intervals in the left and right wheel path of both the east and west bound lanes. Pavement thickness estimates were developed using Geophysical Survey Systems Inc. (GSSI) RADAN GPR Data Processing Software. Where available, pavement core thicknesses were used to ground truth the GPR data. The GPR pavement estimate data is presented on the attached GPR Estimated Pavement Thickness summary sheets as an average pavement thickness utilizing a 100’ interval.

Table 2: Pavement Thickness Summary/Comparison

Travel Lane Centerline Shoulder Truck Lane Pavement Core Data

Range of Thickness 7.5” – 11.0” 7.0” – 12.0” 2.0” – 11.5” 9” Average Thickness 8.6” 8.7” 4.1” 9”

Power Auger Data

Range of Thickness 5.0” – 12” 10” Average Thickness 8.6” 10”

Ground Penetrating Radar Data

Range of Thickness 7.6” – 13.0” - 7.5” – 11.3 Average Thickness 10.2” - 9.1”

Subsurface Explorations Subsurface explorations were conducted by Maine DOT using a CME 45C truck mounted drill rig. Bore hole logging was performed by Maine DOT. Power Auger Borings A total of 13 power augers borings were conducted to determine the existing roadway structure and underlying subgrade soil conditions (See Boring Logs). Power auger borings were conducted using 5” solid stem augers. Soil sampling was conducted directly from the auger flights. Power auger borings were conducted in the travel lanes only.

Soil Sampling A total of 11 soil samples were collected and tested at the Maine DOT Materials and Testing laboratory, located in Bangor Maine. Grain size and water content testing was conducted on each sample. Based upon laboratory test results, soil samples were classified according to the Unified Classification System, AASHTO Soil Classification and Maine DOT Frost Susceptibility Rating. Testing results are summarized on the attached Laboratory Testing Summary Sheet at the back of this report. Existing Roadway Base Existing Base Material Type: silty gravelly SAND, A-1-b

gravelly silty SAND, A-1-b, A-4 Percent Passing #200 Sieve: 19% - 39% Range of Base Material Thickness: 19” – 52” Average Thickness: 32” Quality of Drainage (AASHTO): poor to very poor Permeability: 0.07’ – 1’ per day The existing base consists primarily of damp silty gravelly SAND (S1, S4, S11) and gravelly silty SAND (S6, S8). Generally, the gravel thickness was greater than 24-inches. Between stations 10+00 and 67+50 the base material was described as dry. However, beyond station 76+00 the base material is described as damp to moist. At station 105+00 the boring log did not differentiate a soil break between the base material and underlying subgrade soils. Instead, a gravelly silty SAND (S8) was encountered full depth. This material is very silty (39% fines) and has a less desirable soil classification (A-4) than other samples of the existing base layer. Subgrade Soils Subgrade soils are anticipated to consist primarily of moist gravelly sandy SILT similar to samples S5, S7 (glacial till). These soils are silty with nearly 50% passing the # 200 sieve. They are highly frost susceptible. These gravelly sandy SILTs are classified (AASHTO) as an A-4 soil. These soils have an affinity to water and will lose much of their stability unless properly drained and compacted. Between stations 10+00 and 67+50 subgrade soils were described as damp. However, beyond station 76+00 these soils are described as moist to wet. FWD Results FWD data was collected using a 250-foot test interval. A summary of the FWD analysis is shown in Table 3 on the following page. FWD Deflection Plots Payment Layer Deflections - FWD deflection plots for the pavement are relatively low (10mils) and uniform between stations 10+00 and 42+00. Beyond station 42+00 pavement deflections increase and become non-uniform. Deflections are highest and less uniform between stations 42+00 – 92+00, 150+00 - 167+00, 180+00 – 195+00, 205+00, and 230+00 – 250+00. Pavement conditions are generally poorer in these areas.

Subbase/Subgrade Soil Layer Deflections - FWD deflections in the subbase/subgrade soil layers generally mirror the pavement deflections. Deflections become higher and less uniform beyond station 42+00. The FWD deflection plots have been included at the back of this report. FWD Analysis An FWD analysis was conducted using the following variables:

Design Life: 12 Future 18-kip P2.5 ESALs (Design Life): 3,368,220 Initial Serviceability: 4.5 Terminal Serviceability: 2.5 Reliability Level: 90% Overall Standard Deviation: .45

Pavement depths used for DARWin analysis were taken from Ground Penetrating Radar Summary sheet. Gravel depths were obtained from power auger borings. A summary of the FWD Analysis is shown below in Table 3.

Table 3: Summary of FWD Analysis

Design Variables % Exceeds Range Average 75

Percentile

Existing SN meets or exceeds Future SN 100% Pavement Modulus (psi) 67,327 – 211,264 132,938 111,780 Subgrade Resilient Modulus (psi) 4,166 – 16,241 6,401 5,360 Pavement Performance Assessment Summary The Pavement Performance Assessment Summary (PPAS) on the following pages is a performance evaluation tool utilizing FWD and ARAN data. Based on the Pavement Performance Assessment Summary the poorest performing areas are between stations 51+00 – 53+00, 81+00 – 91+00, 150+00 – 159+00, 205+00 and 221+00 – 250+00. See attached Pavement Performance Assessment Summary (PPAS).

Pavement Performance Assessment Summary Criteria Explanation

The purpose of the PPAS is to highlight potential areas along the project that may not be performing as well as other areas. Six potential performance criteria are used to provide this relative performance assessment. The 6 criteria are listed and explained below: 1. Existing Structural Number (SN) is less than the Future Structural Number (FWD Data) - If

the existing SN is less than the future SN at any station along the project an X will be placed in the corresponding column and the box will be shaded.

2. Increased and/or Non Uniform FWD Deflections (FWD Data) – An X is placed in this column

anytime the pavement deflection (1st sensor) is greater than 15 mils, anytime the 2nd sensor is greater than 10 mils, and anytime the deflections become non uniform.

3. IRI > 150 (ARAN Data) – A complete listing of all ARAN IRI values collected for the project

are listed on the PPAS in the IRI column. If the IRI value becomes greater than 150 (indicating a reduction in ride performance) for any station the box will be shaded on the PPAS. This information includes the complete data collection from the ARAN inventory for the project rather than just the node data points supplied in projex..

4. PCR < 3.5 (ARAN Data) – A complete listing of all ARAN PCR values collected for the project

are listed on the PPAS in the PCR column. If the PCR value becomes 3.5 or less (indicating increased pavement deterioration) for any station the box will be shaded on the PPAS. This information includes the complete data collection from the ARAN inventory for the project rather than just the node data points supplied in projex..

5 & 6. Left Rut Depth / Right Rut Depth (ARAN Data) – A complete listing of all left and right rut

depth values collected along the project are listed on the PPAS in the rut depth columns. If the rut depth becomes 0.5” or greater the box will be shaded on the PPAS. This information includes the complete data collection from the ARAN inventory for the project rather than just the node data points supplied in projex..

Deficiency Column - The total number of deficient performance criteria (0 – 6) are totaled and placed in the deficient column (Def) for each station identified in the PPAS. If the total listed becomes 3 or greater the box will then be shaded. Existing and future pavement performance is likely to be reduced in areas exhibiting a greater number in the deficiency column. Additional reclamation measures may want to be considered in these poorly performing areas.

Pavement Performance Assessment Summary(PPAS)

18289.00 Sebec - MiloRoute 6

PERFORMANCE MEASURESUREMENTS GEN. PAVEMENT INFORMATIONFWD Data ARAN Data ARAN Supplied Data

Station RLM Inv Yr

Def ( ≥ 3 )

Existing SN <

Future SN

FWD Pavement Deflections

>15mils

PCR < 3.5

IRI > 150

Rut Depth > 0.5" Shoulder Type and Width Yr.

BuiltYr.

Resurf.

Left Right Left Right(in.) (in.) ft ft

10+00 105.36 2010 0 3.7 144 0.2 0.2 Paved 8 Paved 8 199111+58 105.39 2010 0 3.7 144 0.2 0.2 Paved 8 Paved 8 199112+11 105.4 2010 0 3.7 144 0.2 0.2 Paved 8 Paved 8 199113+70 105.43 2010 0 3.7 144 0.2 0.2 Paved 8 Paved 8 199114+22 105.44 2010 0 3.7 144 0.2 0.2 Paved 8 Paved 8 199115+81 105.47 2010 0 3.64 110 0.3 0.4 Paved 8 Paved 8 199116+86 105.49 2010 0 3.64 110 0.3 0.4 Paved 8 Paved 8 199123+20 105.61 2010 0 3.64 110 0.3 0.4 Paved 8 Paved 8 199125+31 105.65 2010 0 3.64 110 0.3 0.4 Paved 8 Paved 8 199139+57 105.92 2010 0 3.64 110 0.3 0.4 Paved 8 Paved 8 199141+68 105.96 2010 0 3.64 110 0.3 0.4 Paved 8 Paved 8 199145+38 106.03 2010 2 3.08 165 0.3 0.4 Paved 8 Paved 8 199146+43 106.05 2010 2 3.08 165 0.3 0.4 Paved 8 Paved 8 199151+00 106.14 2010 3 X 3.08 165 0.3 0.4 Paved 8 Paved 8 199153+00 106.18 2010 3 X 3.08 165 0.3 0.4 Paved 8 Paved 8 199169+14 106.48 2010 2 3.08 165 0.3 0.4 Paved 8 Paved 8 199171+25 106.52 2010 2 3.08 165 0.3 0.4 Paved 8 Paved 8 199174+94 106.59 2010 2 3.02 167 0.3 0.4 Paved 8 Paved 8 199175+47 106.6 2010 2 3.02 167 0.3 0.4 Paved 8 Paved 8 199176+00 106.61 2010 2 3.02 167 0.3 0.4 Paved 8 Paved 8 199181+00 106.7 2010 3 X 3.02 167 0.3 0.4 Paved 8 Paved 8 199183+92 106.76 2010 3 X 3.02 167 0.3 0.4 Paved 8 Paved 8 199184+98 106.78 2010 3 X 3.02 167 0.3 0.4 Paved 8 Paved 8 199185+50 106.79 2010 3 X 3.02 167 0.3 0.4 Paved 8 Paved 8 199188+67 106.85 2010 3 X 3.02 167 0.3 0.4 Paved 8 Paved 8 199189+20 106.86 2010 3 X 3.02 167 0.3 0.4 Paved 8 Paved 8 199191+00 106.89 2010 3 X 3.02 167 0.3 0.4 Paved 8 Paved 8 1991104+51 107.15 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991105+57 107.17 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991111+38 107.28 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991112+43 107.3 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991114+54 107.34 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991118+77 107.42 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991119+30 107.43 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991120+88 107.46 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991121+41 107.47 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991122+46 107.49 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991122+99 107.5 2010 2 3.27 180 0.2 0.3 Paved 8 Paved 8 1991134+08 107.71 2010 2 3.37 163 0.3 0.3 Paved 8 Paved 8 1991134+61 107.72 2010 2 3.37 163 0.3 0.3 Paved 8 Paved 8 1991135+14 107.73 2010 2 3.37 163 0.3 0.3 Paved 8 Paved 8 1991135+66 107.74 2010 2 3.37 163 0.3 0.3 Paved 8 Paved 8 1991136+72 107.76 2010 2 3.37 163 0.3 0.3 Paved 8 Paved 8 1991141+47 107.85 2010 2 3.37 163 0.3 0.3 Paved 8 Paved 8 1991150+00 108.01 2010 3 X 3.37 163 0.3 0.3 Paved 8 Paved 8 1991154+67 108.1 2010 3 X 3.37 163 0.3 0.3 Paved 8 Paved 8 1991155+20 108.11 2010 3 X 3.37 163 0.3 0.3 Paved 8 Paved 8 1991156+78 108.14 2010 3 X 3.37 163 0.3 0.3 Paved 8 Paved 8 1991158+37 108.17 2010 3 X 3.37 163 0.3 0.3 Paved 8 Paved 8 1991

Note: Dates provided in Year Built and Year Resurface are provided from the ARAN data and have not been verified.

18289.00 Sebec - MiloRoute 6

PERFORMANCE MEASURESUREMENTS GEN. PAVEMENT INFORMATIONFWD Data ARAN Data ARAN Supplied Data

Station RLM Inv Yr

Def ( ≥ 3 )

Existing SN <

Future SN

FWD Pavement Deflections

>15mils

PCR < 3.5

IRI > 150

Rut Depth > 0.5" Shoulder Type and Width Yr.

BuiltYr.

Resurf.

158+90 108.18 2010 3 X 3.37 163 0.3 0.3 Paved 8 Paved 8 1991163+65 108.27 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991164+70 108.29 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991175+26 108.49 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991181+07 108.6 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991181+60 108.61 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991184+77 108.67 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991185+30 108.68 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991185+82 108.69 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991187+94 108.73 2010 2 3.26 177 0.3 0.4 Paved 8 Paved 8 1991192+69 108.82 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991193+74 108.84 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991200+61 108.97 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991201+14 108.98 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991202+19 109 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991205+00 109.05 2010 3 X 3.38 152 0.3 0.3 Paved 8 Paved 8 1991214+86 109.24 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991216+98 109.28 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991217+50 109.29 2010 2 3.38 152 0.3 0.3 Paved 8 Paved 8 1991221+73 109.37 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 1991223+31 109.4 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 1991235+00 109.62 2010 4 X 3.06 220 0.3 0.5 Paved 8 Paved 8 1991240+00 109.71 2010 4 X 3.06 220 0.3 0.5 Paved 9 Paved 8 1991243+90 109.79 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 1991245+49 109.82 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 1991246+02 109.83 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 1991246+54 109.84 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 2012247+60 109.86 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 2012248+13 109.87 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 2012248+66 109.88 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 2012249+18 109.89 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 2012249+71 109.9 2010 3 3.06 220 0.3 0.5 Paved 8 Paved 8 2012

Average 2.1 3.27 170 0.28 0.36

Note: Dates provided in Year Built and Year Resurface are provided from the ARAN data and have not been verified.

Falling Weight Deflectometer (FWD) Summary Sheet

Project #: 18289.00 Town(s): Sebec-Milo Route(s): 6/16 Date Tested: 07/9/2012 Requested By: S Hayden Direction of Testing: East # Of FWD tests: 96 # Of Power Augers/Spoons - 13 Design Life: 12 Future 18-kip P2.5 ESALs (Design Life): 3,368,220 Initial Serviceability: 4.5 Terminal Serviceability: 2.5 Reliability Level: 90% Overall Standard Deviation: .45 Locations Station (Feet) Description Comments: Pavement depths used for DARWin analysis were taken from Ground Penetrating Radar Summary Sheets.

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Com

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Rep

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2/2

6/2

01

3

137+60

140+00

142+50

145+01

147+50

150+01

152+51

155+09

157+51

160+00

162+55

165+01

167+50

170+00

172+52

175+00

177+51

180+00

182+50

185+00

187+53

190+01

192+51

195+00

197+50

Sta

tio

n

0

10

20

30

40


Se

ns

or #

1 (

0")

Se

ns

or #

2 (

12

")

Se

ns

or #

3 (

18

")

Se

ns

or #

4 (

24

")

Se

ns

or #

5 (

36

")

Se

ns

or #

6 (

48

")

Se

ns

or #

7 (

60

")

010

20

30

40

WIN

/To

wn

:01

82

89.0

0 -

Seb

ec

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6/1

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2/2

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01

3

200+02

202+51

205+04

207+51

210+00

212+52

215+01

217+55

220+01

222+50

225+00

227+52

230+01

232+50

235+04

237+51

240+01

242+50

245+01

247+51

250+00

Sta

tio

n

0

10

20

30

40


Se

ns

or #

1 (

0")

Se

ns

or #

2 (

12

")

Se

ns

or #

3 (

18

")

Se

ns

or #

4 (

24

")

Se

ns

or #

5 (

36

")

Se

ns

or #

6 (

48

")

Se

ns

or #

7 (

60

")

010

20

30

40

18289.00 Sebec-MiloRoute #6/16

CombinedExisting Future Traffic Overlay Recommended Subgrade Pavement/Gravel

Station Structural Structural Structural Number Pavement Pavement Resilient Pavement Depth Used(Feet) Number (in.) Number (in.) (Existing - Future) Thickness (in.) Modulus (psi) Modulus (psi) Depth (in) for Calculation (in)

12+50 6.90 4.08 2.82 - 133,342 7,389 9.1 30.016+00 6.47 4.24 2.23 - 110,258 6,597 8.8 30.017+79 6.91 4.08 2.83 - 134,326 7,364 8.9 30.020+00 6.33 4.39 1.94 - 103,231 5,932 8.9 30.022+50 6.92 4.46 2.46 - 134,419 5,660 10.0 30.025+00 6.85 4.09 2.76 - 130,895 7,323 9.4 30.027+65 7.18 3.96 3.22 - 150,645 8,065 9.4 30.030+01 7.34 4.05 3.29 - 160,454 7,509 9.5 30.032+50 7.20 3.94 3.26 - 151,662 8,170 9.5 30.035+01 6.96 4.02 2.94 - 137,325 7,713 8.8 30.037+51 7.38 4.33 3.05 - 163,646 6,193 9.6 30.040+00 7.29 4.20 3.09 - 157,409 6,756 9.4 30.042+50 6.85 4.53 2.32 - 130,725 5,377 9.5 30.045+01 6.17 4.44 1.73 - 95,659 5,735 9.3 30.047+50 6.82 4.23 2.59 - 128,840 6,617 9.8 30.050+00 6.02 4.66 1.36 - 88,652 4,954 10.5 30.052+51 5.77 4.59 1.18 - 78,228 5,179 10.5 30.055+00 6.33 4.23 2.10 - 103,094 6,605 10.3 30.057+51 5.98 4.60 1.38 - 86,886 5,143 10.5 30.060+00 6.71 4.62 2.09 - 122,843 5,077 11.5 30.0

Possible Weak Soils (<3000)Possible Shallow Bedrock (>8000)Pavement depths were taken from Ground Penetrating Radar Summary Sheet.

0

5,000

10,000

15,000

12+5

0

16+0

0

17+7

9

20+0

0

22+5

0

25+0

0

27+6

5

30+0

1

32+5

0

35+0

1

37+5

1

40+0

0

42+5

0

45+0

1

47+5

0

50+0

0

52+5

1

55+0

0

57+5

1

60+0

0

Subg

rade

Res

ilien

t Mod

ulus

(psi

)

Station


Subgrade Resilient Modulus (psi)

-5.00-4.00-3.00-2.00-1.000.001.002.003.004.005.00

12+5

0

16+0

0

17+7

9

20+0

0

22+5

0

25+0

0

27+6

5

30+0

1

32+5

0

35+0

1

37+5

1

40+0

0

42+5

0

45+0

1

47+5

0

50+0

0

52+5

1

55+0

0

57+5

1

60+0

0

Ove

rlay

SN (E

xist

ing-

Futu

re) (

in.)

Station

18289.00 Sebec-MiloRoute #6/16Overlay SN




62+50 6.27 4.87 1.40 - 100,283 4,323 11.7 30.065+00 6.77 4.63 2.14 - 126,248 5,050 10.3 30.067+50 6.18 4.88 1.30 - 95,822 4,302 10.3 30.070+00 6.53 4.51 2.02 - 113,380 5,480 10.4 30.072+52 7.01 4.34 2.67 - 140,292 6,149 10.8 30.075+00 6.93 3.85 3.08 - 135,252 8,703 10.7 30.077+50 6.68 3.86 2.82 - 138,094 8,637 11.7 28.780+01 6.00 4.29 1.71 - 121,513 6,361 9.9 26.982+62 4.92 4.75 0.17 - 67,327 4,667 10.2 27.285+00 5.68 4.76 0.92 - 88,678 4,636 11.3 28.388+38 5.64 4.34 1.30 - 84,291 6,137 11.6 28.690+00 5.23 4.67 0.56 - 71,384 4,917 11.0 28.092+50 6.59 4.29 2.30 - 136,838 6,346 11.4 28.495+04 6.06 4.49 1.57 - 118,554 5,542 10.4 27.497+50 6.43 4.50 1.93 - 144,848 5,496 10.2 27.2

100+00 7.46 4.28 3.18 - 194,624 6,411 11.6 28.6102+50 6.57 4.30 2.27 - 158,076 6,297 10.0 27.0105+00 5.90 4.59 1.31 - 203,311 5,172 10.3 22.3107+50 5.68 4.50 1.18 - 191,688 5,520 9.9 21.9


0

5,000

10,000

15,000

62+5

0

65+0

0

67+5

0

70+0

0

72+5

2

75+0

0

77+5

0

80+0

1

82+6

2

85+0

0

88+3

8

90+0

0

92+5

0

95+0

4

97+5

0

100+

00

102+

50

105+

00

107+

50

Subg

rade

Res

ilien

t Mod

ulus

(psi

)

Station



-5.00-4.00-3.00-2.00-1.000.001.002.003.004.005.00

62+5

0

65+0

0

67+5

0

70+0

0

72+5

2

75+0

0

77+5

0

80+0

1

82+6

2

85+0

0

88+3

8

90+0

0

92+5

0

95+0

4

97+5

0

100+

00

102+

50

105+

00

107+

50

Ove

rlay

SN (E

xist

ing-

Futu

re) (

in.)

Station





110+00 5.84 4.32 1.52 - 202,676 6,211 10.1 22.1112+50 5.33 4.91 0.42 - 160,485 4,225 9.8 21.8115+01 5.02 4.59 0.43 - 132,301 5,171 9.9 21.9117+50 5.46 4.68 0.78 - 152,397 4,894 10.7 22.7120+01 5.98 4.47 1.51 - 203,630 5,621 10.6 22.6122+54 5.75 3.75 2.00 - 175,751 9,381 10.8 22.8125+04 5.41 4.39 1.02 - 137,426 5,945 11.3 23.3127+51 5.78 4.45 1.33 - 153,667 5,694 12.0* 24.0130+01 5.09 4.78 0.31 - 112,704 4,584 11.4 23.4132+50 5.84 4.55 1.29 - 170,334 5,325 11.4 23.4135+00 5.95 4.50 1.45 - 171,272 5,517 11.8 23.8137+60 6.30 4.17 2.13 - 198,415 6,886 12.0* 24.0140+00 6.37 4.32 2.05 - 205,050 6,216 12.0* 24.0142+50 5.14 4.62 0.52 - 156,202 5,080 9.2 21.2145+01 5.48 4.54 0.94 - 178,744 5,366 9.6 21.6147+50 5.00 4.33 0.67 - 123,456 6,166 10.3 22.3150+01 5.01 4.62 0.39 - 117,699 5,079 10.7 22.7152+51 4.52 4.84 -0.32 0.73 85,276 4,400 10.8 22.8155+09 6.70 4.56 2.14 - 122,033 5,285 9.6 30.0

Possible Weak Soils (<3000)Possible Shallow Bedrock (>8000)Pavement depths were taken from Ground Penetrating Radar Summary Sheet. * Maximum Pavement Depth allowed by DARWin Software is 12 inches

0

5,000

10,000

15,000

110+

00

112+

50

115+

01

117+

50

120+

01

122+

54

125+

04

127+

51

130+

01

132+

50

135+

00

137+

60

140+

00

142+

50

145+

01

147+

50

150+

01

152+

51

155+

09

Subg

rade

Res

ilien

t Mod

ulus

(psi

)

Station



-5.00-4.00-3.00-2.00-1.000.001.002.003.004.005.00

110+

00

112+

50

115+

01

117+

50

120+

01

122+

54

125+

04

127+

51

130+

01

132+

50

135+

00

137+

60

140+

00

142+

50

145+

01

147+

50

150+

01

152+

51

155+

09

Ove

rlay

SN (E

xist

ing-

Futu

re) (

in.)

Station





157+51 5.55 4.59 0.96 - 69,425 5,171 10.3 30.0160+00 7.36 3.84 3.52 - 162,262 8,790 9.4 30.0162+55 7.36 4.46 2.90 - 162,260 5,656 11.7 30.0165+01 6.18 4.46 1.72 - 96,046 5,646 9.5 30.0167+50 6.56 4.36 2.20 - 114,869 6,068 8.7 30.0170+00 6.84 3.78 3.06 - 129,966 9,163 8.8 30.0172+52 7.06 4.16 2.90 - 142,960 6,958 8.9 30.0175+00 6.65 4.55 2.10 - 119,525 5,308 9.6 30.0177+51 8.04 4.03 4.01 - 211,264 7,658 10.6 30.0180+00 6.32 4.67 1.65 - 102,536 4,912 10.7 30.0182+50 6.64 4.46 2.18 - 118,892 5,674 9.8 30.0185+00 6.59 4.39 2.20 - 116,565 5,913 9.5 30.0187+53 6.71 4.47 2.24 - 122,766 5,604 10.3 30.0190+01 6.65 4.13 2.52 - 119,326 7,106 10.5 30.0192+51 6.40 4.37 2.03 - 106,573 5,994 11.1 30.0195+00 6.46 4.52 1.94 - 109,640 5,421 11.3 30.0197+50 6.92 4.12 2.80 - 134,517 7,158 11.1 30.0200+02 7.33 4.17 3.16 - 159,845 6,912 9.6 30.0202+51 7.33 3.32 4.01 - 159,970 13,205 9.0 30.0


0

5,000

10,000

15,000

157+

51

160+

00

162+

55

165+

01

167+

50

170+

00

172+

52

175+

00

177+

51

180+

00

182+

50

185+

00

187+

53

190+

01

192+

51

195+

00

197+

50

200+

02

202+

51

Subg

rade

Res

ilien

t Mod

ulus

(psi

)

Station



-5.00-4.00-3.00-2.00-1.000.001.002.003.004.005.00

157+

51

160+

00

162+

55

165+

01

167+

50

170+

00

172+

52

175+

00

177+

51

180+

00

182+

50

185+

00

187+

53

190+

01

192+

51

195+

00

197+

50

200+

02

202+

51

Ove

rlay

SN (E

xist

ing-

Futu

re) (

in.)

Station





205+04 5.82 4.40 1.42 - 80,132 5,903 10.5 30.0207+51 7.68 3.84 3.84 - 184,336 8,764 10.2 30.0210+00 7.47 4.22 3.25 - 169,604 6,659 9.9 30.0212+52 7.09 4.38 2.71 - 144,614 5,991 10.4 30.0215+01 7.32 4.35 2.97 - 159,158 6,078 10.4 30.0217+55 6.75 3.49 3.26 - 124,960 11,553 10.1 30.0220+01 7.48 3.08 4.40 - 169,868 16,241 9.7 30.0222+50 7.08 4.17 2.91 - 144,469 6,906 10.6 30.0225+00 6.78 4.22 2.56 - 126,797 6,686 9.0 30.0227+52 7.04 4.34 2.70 - 142,109 6,142 9.3 30.0230+01 6.83 4.93 1.90 - 129,292 4,166 8.6 30.0232+50 6.69 4.48 2.21 - 121,955 5,581 10.3 30.0235+04 5.98 4.35 1.63 - 87,068 6,094 8.9 30.0237+51 6.51 4.11 2.40 - 112,288 7,210 9.9 30.0240+01 6.05 4.31 1.74 - 90,183 6,247 8.8 30.0242+50 6.41 3.97 2.44 - 107,207 7,993 8.8 30.0245+01 6.53 4.14 2.39 - 113,326 7,068 8.8 30.0247+51 6.58 3.97 2.61 - 115,689 7,957 8.7 30.0250+00 5.99 4.28 1.71 - 87,244 6,419 7.6 30.0


0

5,000

10,000

15,000

205+

04

207+

51

210+

00

212+

52

215+

01

217+

55

220+

01

222+

50

225+

00

227+

52

230+

01

232+

50

235+

04

237+

51

240+

01

242+

50

245+

01

247+

51

250+

00

Subg

rade

Res

ilien

t Mod

ulus

(psi

)

Station



-5.00-4.00-3.00-2.00-1.000.001.002.003.004.005.00

205+

04

207+

51

210+

00

212+

52

215+

01

217+

55

220+

01

222+

50

225+

00

227+

52

230+

01

232+

50

235+

04

237+

51

240+

01

242+

50

245+

01

247+

51

250+

00

Ove

rlay

SN (E

xist

ing-

Futu

re) (

in.)

Station


STATE OF MAINE FILE: RTE 6INTERDEPARTMENTAL MEMORANDUM CC: RTE 16

Date of Request: 3/21/2012 Return: 3/23/2012Latest Date Needed By 8/1/2012

To: Ed Hanscom Dept.: MDOT, Bureau of Planning

From: Dept.:

Subject: Request for Traffic Information Project Manager:

TOWN(S): W.I.N. 18289.00 Consultant Proj

COUNTY: ROUTE: 6

N/A N/A N/A N/A N/A

Prep By: MAM Sec. 1 Sec. 2 Sec. 3 Sec. 4 Sec. 5

Description of SectionsSebec - SR 6/16

(Milo) E/O IR 381 (Sebec

Village)

1 3530 (2009)

2 Current 2012 AADT 3530

3 Future 2024 AADT 3950

4 Future AADT

5 DHV - % of AADT 10% % % % %

6 Design Hourly Volume 395

7 % Heavy Trucks (AADT) 16% % % % %

8 % Heavy Trucks (DHV) 13% % % % %

9 Direct.Dist. (DHV) 60% % % % %

10 18-KIP Equivalent P 2.0 807

11 18-KIP Equivalent P 2.5 769

Notes or Remarks: 18-Kip ESALS is based on 12 year life

PLEASE PROVIDE: (1) PIN NUMBER, (2) THE CURRENT & FUTURE YEARS FOR WHICH YOU WANTAADT CALCULATED, AND SEND TO MIKE MORGAN. ( A LOCATION MAP IS NO LONGER NEEDED.)

Need Only Data Items Numbered

Turning Movement needed (Provide Locations under Comments)

Mark A. Austin Highway Program

Shawn Davis

Milo/Sebec

Piscataquis

LOCATION/ DESCRIPTION:

Highway Reconstruction: Beginning at Sebec Village Road and extending easterly 4.53 miles to the Billington Road. RLM 105.55 to 110.08

Comments:

Latest AADT (Year)

Roadway Changes or Relocation (Attach Sketch) Other Please Describe Under Comments

TRAFFIC REQUESTS WILL BE FILLED ON A FIRST COME / SERVE BASIS. PLEASE SEND WHEN PROJECT KICKS OFF!!

Please Check Box if Applicable:

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

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

16+00 9.0 Rt. 0.5-3.2 267097 1 2.8 SM A-1-b II

16+00 9.0 Rt. 3.2-5.0 267098 1 13.7 ML A-4 IV

20+00 9.0 Rt. 3.5-5.0 267099 1 6.2 SW-SM A-1-b 0

30+00 9.0 Rt. 0.63-5.0 267100 1 4.8 SM A-1-b II

50+15 9.0 Rt. 3.8-5.0 266676 1 11.9 SM A-4 III

76+00 9.0 Rt. 1.0-3.0 266677 2 4.6 SM A-1-b II

76+00 9.0 Rt. 3.0-5.0 266678 2 15.1 SM A-4 III

105+00 9.0 Rt. 0.75-5.0 266679 2 7.1 SM A-4 III

130+00 9.0 Rt. 4.0-5.0 266680 2 19.8 SM A-4 III

210+00 9.0 Rt. 3.0-5.0 266681 2 9.5 SM A-1-b II

130+00 9.0 Lt. 1.0-4.0 266682 2 5.4 SM A-1-b II

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

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

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

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

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

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

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

38.9

44.6

18.3

22.8

23.3

48.3

22.2

46.4

HB-SEMI-108, S8

HB-SEMI-109, S9

HB-SEMI-111, S10

HB-SEMI-113, S11

HB-SEMI-106, S6

Identification Number

HB-SEMI-101, S1

HB-SEMI-104, S5

Work Number: 18289.00

HB-SEMI-101, S2

% Passing

200 Sieve

18.8

54.8

8.9

HB-SEMI-106, S7

Classification

State of Maine - Department of Transportation

Laboratory Testing Summary Sheet

Town(s): Sebec-MiloBoring & Sample

HB-SEMI-102, S3

HB-SEMI-103, S4

3"

2"1-1/2"

1"

3/4"

1/2"

3/8"

1/4"

#4

#8

#10

#16

#20

#40

#60

#100

#200

0.05

0.03

0.010

0.005

0.001

76.2

50.8

38.1

25.4

19.05

12.7

9.53

6.35

4.75

2.36

2.00

1.18

0.85

0.426

0.25

0.15

0.075

0.05

0.03

0.005

GRAVEL

SAND

SILT

SIEVE ANALYSIS

US Standard Sieve Numbers

HYDROMETER ANALYSIS

Grain Diameter, mm

State of Maine Department of Transportation

GRAIN SIZE DISTRIBUTIO

N CURVE

100

10

10.1

0.01

0.001

Grain Diameter, mm

0

10

20

30

40

50

60

70

80

90

100

Percent Finer by Weight

100

90

80

70

60

50

40

30

20

10

0

Percent Retained by Weight

CLAY

SHEET NO.

UNIFIED CLASSIFICATION

SAND, some gravel, little silt.

SAND, some gravel, some silt.

SAND, little gravel, trace silt.

Sandy SILT, trace gravel.

2.8

11.9

Sandy SILT, trace gravel.

13.7

6.2

4.8

HB-SEMI-101/S1

HB-SEMI-104/S5

HB-SEMI-101/S2

HB-SEMI-102/S3

HB-SEMI-103/S4

0.5-3.2

3.8-5.0

3.2-5.0

3.5-5.0

0.63-5.0

Depth, ft

Boring/Sample No.

Description

W, %

LL

PL

PI

� ��

SHEET 1

Sebec,M

ilo

018289.00

WHITE, TERRY A 11/26/2012

WIN

Town

Reported by/Date

9.0 RT

9.0 RT

9.0 RT

9.0 RT

9.0 RT

Offset, ft

16+00

50+15

16+00

20+00

30+00

Station

3"

2"1-1/2"

1"

3/4"

1/2"

3/8"

1/4"

#4

#8

#10

#16

#20

#40

#60

#100

#200

0.05

0.03

0.010

0.005

0.001

76.2

50.8

38.1

25.4

19.05

12.7

9.53

6.35

4.75

2.36

2.00

1.18

0.85

0.426

0.25

0.15

0.075

0.05

0.03

0.005

GRAVEL

SAND

SILT

SIEVE ANALYSIS

US Standard Sieve Numbers

HYDROMETER ANALYSIS

Grain Diameter, mm

State of Maine Department of Transportation

GRAIN SIZE DISTRIBUTIO

N CURVE

100

10

10.1

0.01

0.001

Grain Diameter, mm

0

10

20

30

40

50

60

70

80

90

100

Percent Finer by Weight

100

90

80

70

60

50

40

30

20

10

0

Percent Retained by Weight

CLAY

SHEET NO.

UNIFIED CLASSIFICATION

SAND, some silt, little gravel.

Sandy SILT, little gravel.

Sandy SILT, some gravel.

Sandy SILT, little gravel.

4.6

9.5

SAND, some gravel, little silt.

15.1

7.1

19.8

HB-SEMI-106/S6

HB-SEMI-111/S10

HB-SEMI-106/S7

HB-SEMI-108/S8

HB-SEMI-109/S9

5.4

SAND, some gravel, some silt.

HB-SEMI-113/S11

1.0-3.0

3.0-5.0

3.0-5.0

0.75-5.0

4.0-5.0

1.0-4.0

Depth, ft

Boring/Sample No.

Description

W, %

LL

PL

PI

� ��

SHEET 2

Sebec,M

ilo

018289.00

WHITE, TERRY A 11/26/2012

WIN

Town

Reported by/Date

9.0 RT

9.0 RT

9.0 RT

9.

9.0 RT

9.0 LT

Offset, ft

76+00

210+00

76+00

105+00

130+00

130+00

Station

Offset Pavement Depth Unbound PC- Saved Comments / Date

(Feet) (Inches) Pavement Number Core 8/22/2012

15.0 Rt. 2.5 1

9.0 Rt. 11.0 2

1.0 Rt. 9.5 3

15.0 Rt. 2.0 4

9.0 Rt. 8.0 5

1.0 Rt. 12.0 6

15.0 Rt. 2.5 7

9.0 Rt. 7.5 8

1.0 Rt. 7.5 9

9.0 Lt. 7.5 10

18.0 Lt. 9.0 11

1.0 Lt. 7.0 12

9.0 Lt. 7.0 13

15.0 Lt. 2.0 14

15.0 Rt. 11.5 15

9.0 Rt. 8.0 16

1.0 Rt. 7.5 17

170+00

210+00

210+00

210+00

130+00

130+00

130+00

130+00

170+00

170+00

Town(s):Station

50+00

90+00

(Feet)

50+00

50+00

State of Maine - Department of Transportation

Pavement Core Summary Sheet

Sebec Work Number: 18289.00

130+00

90+00

90+00

Logged By: C. Giles 1 of 1 2" Thinwall CoreLogged By: C. Giles 1 of 1 2" Thinwall Core

Ma

in

e

DO

T,

M

at

er

ia

ls

T

es

ti

ng

&

E

xp

lo

ra

ti

on

,

21

9

Ho

ga

n

Ro

ad

,

Ba

ng

or

,

Ma

in

e

04

40

1

Gro

un

d P

en

etr

ati

ng

Ra

dar

(GP

R)

Add

itio

na

l C

om

me

nts

Esti

mate

d P

avem

en

t T

hic

kn

ess

Ana

lysis

Dis

tan

ce

, ft

.

10

0

Ove

rall

Ave

rage T

hic

kne

ss,

in.

10

.2

Ove

rall

Min

imum

Thic

kn

ess, in

.

7.6

Ove

rall

Maxim

um

Th

ickne

ss,

in.

13

La

ne

Teste

d

MA

INL

INE

01

82

89

.00

- S

eb

ec

,Mil

o

Exp

lan

ati

on

of

Gro

un

d P

en

etr

ati

ng

(G

PR

) D

ata

Co

llecti

on

an

d A

na

lysis

:

GP

R d

ata

wa

s c

olle

cte

d in t

he

left

and

rig

ht w

he

el path

of

both

la

nes.

Data

was c

olle

cte

d a

t 1 f

oo

t in

terv

als

alo

ng t

he

en

tire

sectio

n. P

ave

me

nt th

ickn

ess e

stim

ate

s

were

de

velo

pe

d u

sin

g G

eo

physic

al S

urv

ey S

yste

ms In

c. (G

SS

I) R

AD

AN

GP

R D

ata

Pro

cessin

g S

oft

ware

. W

here

availa

ble

, pavem

ent

thic

kness f

rom

Geo

tech

nic

al

bo

rings a

nd/o

r p

ave

me

nt co

res c

olle

cte

d b

y M

ain

eD

OT

pers

onne

l w

ere

use

d in

de

ve

lop

ing

the

estim

ate

d G

PR

pa

vem

en

t th

ickne

sse

s.

GP

R p

av

em

en

t th

ick

nes

s a

vera

ges a

re t

o b

e c

on

sid

ere

d f

or

esti

mati

ng

pu

rpo

ses o

nly

. A

ctu

al

pa

ve

me

nt

thic

kn

ess

may v

ary

.

Test D

ate

6/7

/2012

Rep

ort

ed D

ate

2/2

6/2

01

3

Pro

ject

Ma

na

ger

DA

VIS

, S

HA

WN

R

Rep

ort

ed B

y

VO

SE

, R

YA

N K

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Hig

hli

gh

ted

in

ch

es

in

dic

ate

eit

her

the O

ve

rall M

inim

um

or

Ov

era

ll M

axim

um

th

ick

nes

s.

*Dep

th a

t th

is l

oc

ati

on

may b

e i

mp

ac

ted

by a

bri

dg

e d

eck o

r o

ther

pav

em

en

t a

no

ma

ly.

7.6

10

01

31

0+

00

8.4

11

+0

07.6

100

13

11

+0

09

.11

2+

00

7.6

10

01

31

2+

00

9.1

13

+0

07.6

100

13

13

+0

09

.11

4+

00

7.6

10

01

31

4+

00

8.8

15

+0

07.6

100

13

15

+0

08

.81

6+

00

7.6

10

01

31

6+

00

9.1

17

+0

07.6

100

13

17

+0

08

.91

8+

00

7.6

10

01

31

8+

00

8.9

19

+0

07.6

100

13

19

+0

08

.92

0+

00

7.6

10

01

32

0+

00

9.0

21

+0

07.6

100

13

21

+0

09

.72

2+

00

7.6

10

01

32

2+

00

10

.02

3+

00

7.6

10

01

32

3+

00

10

.12

4+

00

7.6

10

01

32

4+

00

9.4

25

+0

07

.61

00

13

25

+0

09

.52

6+

00

7.6

10

01

32

6+

00

9.3

27

+0

07

.61

00

13

27

+0

09

.42

8+

00

7.6

10

01

32

8+

00

9.2

29

+0

07

.61

00

13

29

+0

09

.53

0+

00

7.6

10

01

33

0+

00

9.8

31

+0

07.6

100

13

31

+0

09

.83

2+

00

7.6

10

01

33

2+

00

9.5

33

+0

07.6

100

13

33

+0

08

.93

4+

00

7.6

10

01

33

4+

00

8.8

35

+0

07.6

100

13

35

+0

08

.83

6+

00

7.6

10

01

33

6+

00

9.4

37

+0

07.6

100

13

37

+0

09

.63

8+

00

7.6

10

01

33

8+

00

9.3

39

+0

07.6

100

13

39

+0

09

.44

0+

00

7.6

10

01

34

0+

00

10

.14

1+

00

7.6

100

13

41

+0

09

.84

2+

00

7.6

10

01

34

2+

00

9.5

43

+0

07.6

100

13

43

+0

09

.14

4+

00

7.6

10

01

34

4+

00

9.3

45

+0

07.6

100

13

45

+0

09

.54

6+

00

7.6

10

01

34

6+

00

9.5

47

+0

07.6

100

13

47

+0

09

.84

8+

00

7.6

10

01

34

8+

00

10

.74

9+

00

7.6

100

13

49

+0

01

0.5

50

+0

07

.61

00

13

50

+0

01

1.3

51

+0

07

.61

00

13

51

+0

01

0.9

52

+0

07

.61

00

13

52

+0

01

0.5

53

+0

07

.61

00

13

53

+0

01

0.7

54

+0

07

.61

00

13

54

+0

01

0.3

55

+0

07

.61

00

13

55

+0

01

0.4

56

+0

07

.61

00

13

56

+0

01

0.4

57

+0

07

.61

00

13

57

+0

01

0.5

58

+0

07.6

10

01

35

8+

00

10

.85

9+

00

7.6

100

13

59

+0

01

1.5

60

+0

07.6

10

01

36

0+

00

12

.16

1+

00

7.6

100

13

61

+0

01

2.3

62

+0

0

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Sta

tio

n L

imits,

fee

tA

ve

rag

eD

ep

th,

in.

Hig

hli

gh

ted

in

ch

es

in

dic

ate

eit

her

the O

ve

rall M

inim

um

or

Ov

era

ll M

axim

um

th

ick

nes

s.

*Dep

th a

t th

is l

oc

ati

on

may b

e i

mp

ac

ted

by a

bri

dg

e d

eck o

r o

ther

pav

em

en

t a

no

ma

ly.

7.6

10

01

36

2+

00

11

.76

3+

00

7.6

100

13

63

+0

01

1.2

64

+0

07.6

10

01

36

4+

00

10

.66

5+

00

7.6

100

13

65

+0

01

0.3

66

+0

07.6

10

01

36

6+

00

10

.36

7+

00

7.6

100

13

67

+0

01

0.3

68

+0

07.6

10

01

36

8+

00

10

.46

9+

00

7.6

100

13

69

+0

01

0.4

70

+0

07.6

10

01

37

0+

00

12

.07

1+

00

7.6

100

13

71

+0

01

2.0

72

+0

07.6

10

01

37

2+

00

10

.87

3+

00

7.6

100

13

73

+0

01

1.1

74

+0

07.6

10

01

37

4+

00

10

.77

5+

00

7.6

100

13

75

+0

01

1.2

76

+0

07.6

10

01

37

6+

00

11

.27

7+

00

7.6

100

13

77

+0

01

1.7

78

+0

07

.61

00

13

78

+0

01

1.4

79

+0

07

.61

00

13

79

+0

09

.98

0+

00

7.6

10

01

38

0+

00

10

.08

1+

00

7.6

10

01

38

1+

00

10

.38

2+

00

7.6

10

01

38

2+

00

10

.28

3+

00

7.6

10

01

38

3+

00

10

.18

4+

00

7.6

10

01

38

4+

00

11

.38

5+

00

7.6

10

01

38

5+

00

12

.58

6+

00

7.6

10

01

38

6+

00

12

.68

7+

00

7.6

10

01

38

7+

00

12

.28

8+

00

7.6

10

01

38

8+

00

11

.68

9+

00

7.6

10

01

38

9+

00

11

.09

0+

00

7.6

10

01

39

0+

00

12

.29

1+

00

7.6

100

13

91

+0

01

1.9

92

+0

07.6

10

01

39

2+

00

11

.49

3+

00

7.6

100

13

93

+0

01

0.7

94

+0

07.6

10

01

39

4+

00

10

.79

5+

00

7.6

100

13

95

+0

01

0.4

96

+0

07.6

10

01

39

6+

00

10

.39

7+

00

7.6

100

13

97

+0

01

0.2

98

+0

07.6

10

01

39

8+

00

10

.79

9+

00

7.6

100

13

99

+0

01

1.6

10

0+

00

7.6

10

01

31

00

+0

01

1.7

10

1+

00

7.6

100

13

10

1+

00

10

.41

02

+0

07.6

10

01

31

02

+0

01

0.0

10

3+

00

7.6

100

13

10

3+

00

9.6

10

4+

00

7.6

10

01

31

04

+0

01

0.3

10

5+

00

7.6

100

13

10

5+

00

10

.51

06

+0

07

.61

00

13

10

6+

00

10

.01

07+

00

7.6

10

01

31

07+

00

9.9

10

8+

00

7.6

10

01

31

08+

00

10

.21

09+

00

7.6

10

01

31

09+

00

10

.41

10+

00

7.6

10

01

31

10+

00

10

.11

11+

00

7.6

10

01

31

11+

00

10

.31

12+

00

7.6

10

01

31

12+

00

9.8

11

3+

00

7.6

10

01

31

13+

00

10

.01

14+

00

7.6

10

01

31

14+

00

10

.01

15+

00

7.6

10

01

31

15+

00

9.9

11

6+

00

7.6

10

01

31

16+

00

10

.21

17+

00

7.6

10

01

31

17+

00

10

.71

18+

00

7.6

10

01

31

18+

00

10

.21

19+

00

7.6

100

13

11

9+

00

10

.61

20+

00

7.6

10

01

31

20+

00

11

.11

21+

00

7.6

100

13

12

1+

00

11

.11

22+

00

7.6

10

01

31

22+

00

10

.81

23+

00

7.6

100

13

12

3+

00

10

.01

24+

00

7.6

10

01

31

24+

00

10

.61

25+

00

7.6

100

13

12

5+

00

11

.31

26+

00

7.6

10

01

31

26

+0

01

2.4

12

7+

00

7.6

100

13

12

7+

00

12

.41

28

+0

07.6

10

01

31

28

+0

01

2.3

12

9+

00

7.6

100

13

12

9+

00

11

.41

30

+0

07.6

10

01

31

30

+0

01

1.8

13

1+

00

7.6

100

13

13

1+

00

11

.81

32

+0

07.6

10

01

31

32

+0

01

1.4

13

3+

00

7.6

100

13

13

3+

00

11

.41

34

+0

07.6

10

01

31

34

+0

01

1.8

13

5+

00

7.6

100

13

13

5+

00

11

.91

36

+0

07.6

10

01

31

36

+0

01

1.9

13

7+

00

7.6

100

13

13

7+

00

12

.31

38

+0

07

.61

00

13

13

8+

00

12

.61

39+

00

7.6

10

01

31

39+

00

13

.01

40+

00

7.6

10

01

31

40+

00

12

.41

41+

00

7.6

10

01

31

41+

00

10

.41

42+

00

7.6

10

01

31

42+

00

9.2

14

3+

00

7.6

10

01

31

43+

00

9.1

14

4+

00

7.6

10

01

31

44+

00

9.6

14

5+

00

7.6

10

01

31

45+

00

9.6

14

6+

00

7.6

10

01

31

46+

00

9.6

14

7+

00

7.6

100

13

14

7+

00

10

.31

48+

00

7.6

10

01

31

48+

00

10

.61

49+

00

7.6

100

13

14

9+

00

11

.01

50+

00

7.6

10

01

31

50+

00

10

.71

51+

00

7.6

100

13

15

1+

00

10

.71

52+

00

7.6

10

01

31

52+

00

10

.81

53+

00

7.6

100

13

15

3+

00

11

.21

54+

00

7.6

10

01

31

54

+0

01

0.3

15

5+

00

7.6

100

13

15

5+

00

9.6

15

6+

00

7.6

10

01

31

56

+0

01

0.3

15

7+

00

7.6

100

13

15

7+

00

10

.31

58

+0

07.6

10

01

31

58

+0

09

.51

59

+0

07.6

100

13

15

9+

00

9.4

16

0+

00

7.6

10

01

31

60

+0

01

0.5

16

1+

00

7.6

100

13

16

1+

00

11

.41

62

+0

07.6

10

01

31

62

+0

01

1.7

16

3+

00

7.6

100

13

16

3+

00

10

.91

64

+0

07.6

10

01

31

64

+0

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0.3

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5+

00

7.6

100

13

16

5+

00

9.5

16

6+

00

7.6

10

01

31

66+

00

8.8

16

7+

00

7.6

10

01

31

67+

00

8.7

16

8+

00

7.6

10

01

31

68+

00

8.8

16

9+

00

7.6

10

01

31

69+

00

9.2

17

0+

00

7.6

10

01

31

70+

00

8.8

17

1+

00

7.6

10

01

31

71+

00

8.9

17

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00

7.6

10

01

31

72+

00

8.9

17

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00

7.6

10

01

31

73+

00

9.0

17

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00

7.6

10

01

31

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00

9.6

17

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00

7.6

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13

17

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00

9.9

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7.6

10

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31

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7.6

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13

17

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00

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7.6

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31

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00

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07.6

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7.6

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7.6

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7.6

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7.6

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7.6

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21

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22

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00

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22

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23

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23

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7.6

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00

8.9

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00

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01

32

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00

9.8

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00

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Sta

tio

n L

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th a

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PR

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terv

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ntire

se

ction

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ate

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were

de

velo

pe

d u

sin

g G

eo

physic

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urv

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ms In

c. (G

SS

I) R

AD

AN

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Pro

cessin

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oft

ware

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here

availa

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rom

Geo

tech

nic

al

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rings a

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r p

ave

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nt co

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ain

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ctu

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pa

ve

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nt

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kn

ess

may v

ary

.

Test D

ate

6/7

/2012

Rep

ort

ed D

ate

Pro

ject

Ma

na

ger

DA

VIS

, S

HA

WN

R

Rep

ort

ed B

y

VO

SE

, R

YA

N K

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tio

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dic

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the O

ve

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inim

um

or

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axim

um

th

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s.

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7.5

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011

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13

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00

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011

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100

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011

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07.5

100

11.3

13

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00

9.5

14

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00

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10

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10

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11

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00

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10

01

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9.7

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Ma

in

e

DO

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at

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ia

ls

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on

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n

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eb

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0

5

10

15

20

25

S1

S2

0.50 - 3.20

3.20 - 5.00

SSA -0.50

-3.20

-5.00

6" PAVEMENT.0.50

Brown, dry, fine to medium SAND, some gravel, little silt.

3.20Grey-brown, fine to medium SAND, little gravel, little silt.

5.00Bottom of Exploration at 5.00 feet below ground surface.

NO REFUSAL

G#267097

A-1-b, SM

WC=2.8%

G#267098

A-4, ML

WC=13.7%

Maine Department of Transportation Project: A 4.53 mile portion of Route 6/16 Boring No.: HB-SEMI-101

Soil/Rock Exploration LogLocation: Sebec-Milo, Maine

US CUSTOMARY UNITS WIN: 18289.00

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

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

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

Date Start/Finish: 10/22/12-10/22/12 Drilling Method: Solid Stem Auger Core Barrel: N/A

Boring Location: 16+00, 9.0 ft Rt. Casing ID/OD: N/A Water Level*: None Observed

Definitions: Definitions: Definitions:

D = Split Spoon Sample Su = Insitu Field Vane Shear Strength (psf) WC = water content, percent

MD = Unsuccessful Split Spoon Sample attempt Tv = Pocket Torvane Shear Strength (psf) LL = Liquid Limit

U = Thin Wall Tube Sample qp = Unconfined Compressive Strength (ksf) PL = Plastic Limit

R = Rock Core Sample Su(lab) = Lab Vane Shear Strength (psf) PI = Plasticity Index

V = 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:

Offsets are from the Existing Roadway CL.

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-SEMI-101

Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log

Visual Description and Remarks

LaboratoryTesting Results/

AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S3 3.50 - 5.00

SSA -0.54

-3.50

-5.00

6½" PAVEMENT.0.54

Brown, dry, fine to medium SAND, some gravel, little silt. ≅S1

3.50Black, fine to medium SAND, little gravel, little silt. (Petroleum Odor)


NO REFUSAL

G#267099

A-1-b, SW-SM

WC=6.2%















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S4 0.63 - 5.00 SSA -0.63

-5.00

7½" PAVEMENT.0.63

Brown-grey, damp, fine to medium SAND, some gravel, little silt.


NO REFUSAL

G#267100

A-1-b, SM

WC=4.8%















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S5 3.80 - 5.00

SSA-0.92

-3.80

-5.00

11" PAVEMENT.

0.92Brown, dry, fine to medium SAND, some gravel, little silt. ≅S1

3.80Grey, damp, fine to medium SAND, some silt, some gravel, cobbles.


NO REFUSAL

G#266676

A-4, SM

WC=11.9%















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

SSA-0.92

-3.40

-5.00

11" PAVEMENT.

0.92Brown, dry, fine to medium SAND, some gravel, little silt. ≅S1

3.40Grey, damp, fine to medium SAND, some silt, some gravel, cobbles. ≅S5


NO REFUSAL















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S6

S7

1.00 - 3.00

3.00 - 5.00

SSA

-1.00

-3.00

-5.00

12" PAVEMENT.

1.00Brown, damp, fine to medium SAND, some gravel, little silt.

3.00Brown, moist, fine to medium SAND, some silt, some gravel.


NO REFUSAL

G#266677

A-1-b, SM

WC=4.6%

G#266678

A-4, SM

WC=15.1%















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

SSA -0.67-1.08

-2.50

-5.00

8" PAVEMENT.0.67

5" Unbound Pavement.1.08

Brown, damp, fine to medium SAND, some gravel, little silt. ≅S6

2.50Brown, moist, fine to medium SAND, some silt, some gravel. ≅S7


NO REFUSAL















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S8 0.75 - 5.00 SSA-0.75

-5.00

9" PAVEMENT.

0.75Brown, damp, fine to coarse SAND, some gravel, little silt, cobbles.


NO REFUSAL

G#266679

A-4, SM

WC=7.1%















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S9 4.00 - 5.00

SSA -0.58

-1.17

-4.00

-5.00

7" PAVEMENT.0.58


Brown, moist, fine to medium SAND, some silt, some gravel. ≅S7

4.00Brown, moist, fine to coarse SAND, some silt, little gravel.


NO REFUSAL

G#266680

A-4, SM

WC=19.8%















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

SSA -0.42

-0.92

-2.70

-5.00

5" PAVEMENT.0.42


Brown, dry, fine to medium SAND, some gravel, little silt. ≅S1

2.70Brown, moist, fine to medium SAND, some silt, some gravel. ≅S7


NO REFUSAL















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S10 3.00 - 5.00

SSA -0.67

-3.00

-5.00

8" PAVEMENT.0.67

Brown, damp, fine to medium SAND, some gravel, little silt. ≅S6

3.00Brown, wet, fine to coarse SAND, some gravel, little silt.


NO REFUSAL

G#266681

A-1-b, SM

WC=9.5%















Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

SSA-0.83-1.25

-2.80

-5.00

10" PAVEMENT.

0.835" Unbound Pavement.

1.25Brown, damp, fine to coarse SAND, some gravel, little silt, cobbles. ≅S8

2.80Brown, moist, fine to coarse SAND, some silt, little gravel. ≅S9


NO REFUSAL








Boring Location: 130+00, 18.0 ft Lt. Casing ID/OD: N/A Water Level*: None Observed







Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

S11 1.00 - 4.00

SSA

-1.00

-4.00

-5.00

12" PAVEMENT.

1.00Brown, dry to damp, fine to medium SAND, some gravel, little silt.

4.00Brown, moist, fine to coarse SAND, some silt, little gravel. ≅S9


NO REFUSAL

G#266682

A-1-b, SM

WC=5.4%








Boring Location: 130+00, 9.0 ft Lt. Casing ID/OD: N/A Water Level*: None Observed







Remarks:




Depth

(ft

.)

Sam

ple

No.

Sample Information

Pen./

Rec.

(in.)

Sam

ple

Depth

(ft.

)

Blo

ws (

/6 in.)

Shear

Str

ength

(psf)

or

RQ

D (

%)

N-v

alu

e

Casin

g

Blo

ws

Ele

vation

(ft.

)

Gra

phic

Log



AASHTO and

Unified Class.

Page 1 of 1

Morris

on B

rook

Gul

f Stre

am

Mea

dow

Bro

ok

Mea

dow

Bro

ok

Austin Rd

PhB

PhB

TSC

THC

PhB

MW

PWC

PhB

MW

MXB

PtB

MXB

HoB

HRB

MXB

TRC

PtB

PhB

CeB

PWC

PhB

HoB

MX

BPtC

PtC

PhB

MW

MW

HR

B

PWC

HoB

MW

PtB

PtB

PtB

TSC

TRC

TRC

PWC

THC

HoB

TeB

THC

HoB

TMB

PWC

TMB

TMB

MX

B

TeB

4917

00

4917

00

4926

00

4926

00

4935

00

4935

00

4944

00

4944

00

4953

00

4953

00

4962

00

4962

00

4971

00

4971

00

4980

00

4980

00

4989

00

4989

00

4998

00

4998

00

5007300

5007300

5008200

5008200

5009100

5009100

5010000

5010000

5010900

5010900

5011800

5011800

04,

000

8,00

012

,000

2,00

0Fe

et0

1,00

02,

000

3,00

050

0M

eter

s

45° 1

5' 4

4''

69° 0' 1''

45° 1

2' 4

2''

69° 0' 1''

45° 1

2' 4

2''

45° 1

5' 4

4''69° 6' 27''69° 6' 27''

Map

Sca

le: 1

:40,

100

if pr

inte

d on

A s

ize

(8.5

" x 1

1") s

heet

.

Par

ent M

ater

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Cou

nty,

Mai

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Nat

ural

Res

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atur

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Nat

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Res

ourc

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atur

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Con

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ion

Ser

vice

Web

Soi

l Sur

vey

Nat

iona

l Coo

pera

tive

Soi

l Sur

vey

3/12

/201

3P

age

1 of

4

MA

P LE

GEN

DM

AP

INFO

RM

ATI

ON

Are

a of

Inte

rest

(AO

I)A

rea

of In

tere

st (A

OI)

Soils

Soi

l Map

Uni

ts

Soil

Rat

ings co

arse

-loam

y lo

dgm

ent t

ill

coar

se-lo

amy

lodg

men

t till

deriv

ed fr

om q

uartz

iteco

arse

-loam

y lo

dgm

ent t

illde

rived

from

sla

teco

arse

-loam

y su

prag

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alm

elto

ut ti

ll de

rived

from

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elo

amy

mel

t-out

till

deriv

edfro

m p

hylli

te a

nd/o

r loa

my

mel

t-out

till

deriv

ed fr

omsl

ate

Not

rate

d or

not

ava

ilabl

e

Polit

ical

Fea

ture

sC

ities

Wat

er F

eatu

res

Stre

ams

and

Can

als

Tran

spor

tatio

nR

ails

Inte

rsta

te H

ighw

ays

US

Rou

tes

Maj

or R

oads

Map

Sca

le: 1

:40,

100

if pr

inte

d on

A s

ize

(8.5

" × 1

1") s

heet

.

The

soil

surv

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com

pris

e yo

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OI w

ere

map

ped

at 1

:24,

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ase

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et fo

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Sou

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Nat

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Res

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onse

rvat

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Ser

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Web

Soi

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vey

UR

L:

http

://w

ebso

ilsur

vey.

nrcs

.usd

a.go

vC

oord

inat

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yste

m:

UTM

Zon

e 19

N N

AD

83

This

pro

duct

is g

ener

ated

from

the

US

DA

-NR

CS

cer

tifie

d da

ta a

s of

the

vers

ion

date

(s) l

iste

d be

low

.

Soi

l Sur

vey

Are

a:

Pis

cata

quis

Cou

nty,

Mai

ne, S

outh

ern

Par

tS

urve

y A

rea

Dat

a:

Ver

sion

13,

Feb

15,

201

2

Dat

e(s)

aer

ial i

mag

es w

ere

phot

ogra

phed

: D

ata

not a

vaila

ble.

The

orth

opho

to o

r oth

er b

ase

map

on

whi

ch th

e so

il lin

es w

ere

com

pile

d an

d di

gitiz

ed p

roba

bly

diffe

rs fr

om th

e ba

ckgr

ound

imag

ery

disp

laye

d on

thes

e m

aps.

As

a re

sult,

som

e m

inor

shi

fting

of m

ap u

nit b

ound

arie

s m

ay b

e ev

iden

t.

Par

ent M

ater

ial N

ame–

Pis

cata

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Cou

nty,

Mai

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Nat

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Serv

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Web

Soi

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Nat

iona

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pera

tive

Soi

l Sur

vey

3/12

/201

3P

age

2 of

4

Parent Material Name

Parent Material Name— Summary by Map Unit — Piscataquis County, Maine, Southern Part (ME615)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

CeB Chesuncook silt loam, 3 to 8 percentslopes

coarse-loamy lodgment till derivedfrom slate

15.1 2.1%

HoB Howland silt loam, 3 to 8 percentslopes

coarse-loamy lodgment till 41.3 5.8%

HRB Howland-Monarda association,gently sloping, very stony


MW Monarda-Burnham association, verystony

coarse-loamy lodgment till derivedfrom quartzite

77.6 10.9%

MXB Monarda-Howland-Thorndikecomplex, undulating, very stony


91.3 12.9%

PhB Penquis-Thorndike complex, 3 to 8percent slopes

coarse-loamy supraglacial meltouttill derived from slate

178.8 25.2%

PtB Plaisted silt loam, 3 to 8 percentslopes


52.5 7.4%

PtC Plaisted silt loam, 8 to 15 percentslopes


27.4 3.9%

PWC Plaisted-Howland-Penquisassociation, strongly sloping, verystony


TeB Telos silt loam, 3 to 8 percent slopes coarse-loamy lodgment till derivedfrom slate

3.8 0.5%

THC Telos-Chesuncook association,strongly sloping, very stony


43.9 6.2%

TMB Telos-Monarda association, gentlysloping, very stony


2.8 0.4%

TRC Thorndike-Abram complex, rolling,very stony

loamy melt-out till derived fromphyllite and/or loamy melt-out tillderived from slate

32.0 4.5%

TSC Thorndike-Penquis complex, rolling,very stony

loamy melt-out till derived fromphyllite and/or loamy melt-out tillderived from slate

45.5 6.4%

Totals for Area of Interest 710.0 100.0%

Parent Material Name–Piscataquis County, Maine, Southern Part 18289.00 Sebec-Milo Route 6

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

3/12/2013Page 3 of 4

Description

Parent material name is a term for the general physical, chemical, and mineralogicalcomposition of the unconsolidated material, mineral or organic, in which the soilforms. Mode of deposition and/or weathering may be implied by the name.

The soil surveyor uses parent material to develop a model used for soil mapping.Soil scientists and specialists in other disciplines use parent material to helpinterpret soil boundaries and project performance of the material below the soil.Many soil properties relate to parent material. Among these properties areproportions of sand, silt, and clay; chemical content; bulk density; structure; andthe kinds and amounts of rock fragments. These properties affect interpretationsand may be criteria used to separate soil series. Soil properties and landscapeinformation may imply the kind of parent material.

For each soil in the database, one or more parent materials may be identified. Oneis marked as the representative or most commonly occurring. The representativeparent material name is presented here.

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Lower

Parent Material Name–Piscataquis County, Maine, Southern Part 18289.00 Sebec-Milo Route 6



3/12/2013Page 4 of 4

Morris

on B

rook

Gul

f Stre

am

Mea

dow

Bro

ok

Mea

dow

Bro

ok

Austin Rd

PhB

PhB

TSC

THC

PhB

MW

PWC

PhB

MW

MXB

PtB

MXB

HoB

HRB

MXB

TRC

PtB

PhB

CeB

PWC

PhB

HoB

MX

BPtC

PtC

PhB

MW

MW

HR

B

PWC

HoB

MW

PtB

PtB

PtB

TSC

TRC

TRC

PWC

THC

HoB

TeB

THC

HoB

TMB

PWC

TMB

TMB

MX

B

TeB

4917

00

4917

00

4926

00

4926

00

4935

00

4935

00

4944

00

4944

00

4953

00

4953

00

4962

00

4962

00

4971

00

4971

00

4980

00

4980

00

4989

00

4989

00

4998

00

4998

00

5007300

5007300

5008200

5008200

5009100

5009100

5010000

5010000

5010900

5010900

5011800

5011800

04,

000

8,00

012

,000

2,00

0Fe

et0

1,00

02,

000

3,00

050

0M

eter

s

45° 1

5' 4

4''

69° 0' 1''

45° 1

2' 4

2''

69° 0' 1''

45° 1

2' 4

2''

45° 1

5' 4

4''69° 6' 27''69° 6' 27''

Map

Sca

le: 1

:40,

100

if pr

inte

d on

A s

ize

(8.5

" x 1

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heet

.

Dep

th to

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—P

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, Sou

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(182

89.0

0 S

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Rou

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)

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Ser

vice

Web

Soi

l Sur

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Nat

iona

l Coo

pera

tive

Soi

l Sur

vey

3/12

/201

3P

age

1 of

4

MA

P LE

GEN

DM

AP

INFO

RM

ATI

ON

Are

a of

Inte

rest

(AO

I)A

rea

of In

tere

st (A

OI)

Soils

Soi

l Map

Uni

ts

Soil

Rat

ings 0

- 25

25 -

50

50 -

100

100

- 150

150

- 200

> 20

0

Polit

ical

Fea

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sC

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er F

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Stre

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and

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ere

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ped

at 1

:24,

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ase

rely

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cale

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et fo

r acc

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apm

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rem

ents

.

Sou

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of M

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Web

Soi

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http

://w

ebso

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nrcs

.usd

a.go

vC

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UTM

Zon

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83

This

pro

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Dat

a:

Ver

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13,

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2

Dat

e(s)

aer

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: D

ata

not a

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ble.

The

orth

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to o

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er b

ase

map

on

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ch th

e so

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d an

d di

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shi

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of m

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ound

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s m

ay b

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iden

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Dep

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–Pis

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8289

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Serv

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Nat

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Soi

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3/12

/201

3P

age

2 of

4

Depth to Water Table

Depth to Water Table— Summary by Map Unit — Piscataquis County, Maine, Southern Part (ME615)

Map unitsymbol

Map unit name Rating (centimeters) Acres in AOI Percent of AOI

CeB Chesuncook silt loam, 3 to 8 percentslopes

46 15.1 2.1%

HoB Howland silt loam, 3 to 8 percentslopes

61 41.3 5.8%

HRB Howland-Monarda association,gently sloping, very stony

61 29.5 4.2%

MW Monarda-Burnham association,very stony

15 77.6 10.9%

MXB Monarda-Howland-Thorndikecomplex, undulating, very stony

15 91.3 12.9%

PhB Penquis-Thorndike complex, 3 to 8percent slopes

>200 178.8 25.2%

PtB Plaisted silt loam, 3 to 8 percentslopes

84 52.5 7.4%

PtC Plaisted silt loam, 8 to 15 percentslopes

84 27.4 3.9%

PWC Plaisted-Howland-Penquisassociation, strongly sloping,very stony

61 68.5 9.6%

TeB Telos silt loam, 3 to 8 percent slopes 27 3.8 0.5%

THC Telos-Chesuncook association,strongly sloping, very stony

27 43.9 6.2%

TMB Telos-Monarda association, gentlysloping, very stony

27 2.8 0.4%

TRC Thorndike-Abram complex, rolling,very stony

>200 32.0 4.5%

TSC Thorndike-Penquis complex,rolling, very stony

>200 45.5 6.4%

Totals for Area of Interest 710.0 100.0%

Description

"Water table" refers to a saturated zone in the soil. It occurs during specifiedmonths. Estimates of the upper limit are based mainly on observations of the watertable at selected sites and on evidence of a saturated zone, namely grayish colors(redoximorphic features) in the soil. A saturated zone that lasts for less than a monthis not considered a water table.

This attribute is actually recorded as three separate values in the database. A lowvalue and a high value indicate the range of this attribute for the soil component. A"representative" value indicates the expected value of this attribute for thecomponent. For this soil property, only the representative value is used.

Depth to Water Table–Piscataquis County, Maine, Southern Part 18289.00 Sebec-Milo Route 6



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