Report_2_-Pavement.pdf

PAVEMENT REPORT NUMBER FY15-05

FHWA Project NP-VOYA 10(1), 100(2) Voyageurs National Park

Koochiching and St. Louis Counties, MN

Pavement Resurfacing and Rehabilitation of Rainy Lake and Ash River Visitor Center Access Roads and Rainy Lake Boat Launch Parking.

October 2015

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

NP-VOYA 10(1), 100(2) Pavement Report No. FY15-05

TABLE OF CONTENTS

I. INTRODUCTION

1. GENERAL

2. PROJECT DESCRIPTION

3. PROJECT PURPOSE-AND-NEED

4. REGIONAL GEOLOGY

II. PROCEDURES AND RESULTS

1. PAVEMENT CONDITION SURVEY

2. PAVEMENT CORING AND SOIL BORING

3. SAMPLING

4. FIELD TESTS AND MEASUREMENTS

5. DATA SUMMARY

6. LABORATORY INVESTIGATION

7. FINDINGS

Pavement Condition Subsurface Condition

III. ANALYSIS AND CONCLUSIONS

1. PAVEMENT DESIGN

IV. RECOMMENDATIONS

1. PAVEMENT SECTION

2. EARTHWORK

V. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A - Project Location and Geological Maps Appendix B - Boring Logs Appendix C - Laboratory Test Results

Appendix D - Pavement Design Analysis Appendix E - Spring Repair Details

Note: Design changes, made subsequent to distribution of this report and prior to project advertisement, will be documented by a memo inserted after the title page

PAVEMENT REPORT NUMBER FY15-05

FHWA Project NP-VOYA 10(1), 100(2)

Koochiching and St. Louis Counties, Minnesota

Pavement Rehabilitation of Rainy Lake and Ash River Visitor Center Access Roads and Rainy Lake Boat Launch Parking.

I. INTRODUCTION

1. General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Rainy Lake and Ash River Visitor Center Access Roads and Rainy Lake Boat Launch Parking in Koochiching and St. Louis Counties, Minnesota. A Project Location Map is presented in Appendix A.

2. Project Description

Project NP-VOYA 10(1), 100(2) consists of the resurfacing and rehabilitation of Rainy Lake Visitor Center Access Road (~1.64 miles), Ash River Visitor Center Access Road (~3.13 miles), and Rainy Lake Boat Launch Parking (~65,686 sqft). Both Rainy Lake and Ash River Visitor Center Access Roads are two-lane, 24-foot wide asphalt concrete (AC) paved roadways. Additional route information is provided below in Table 1.

Table 1. Route Information Route # Route Name Length/Area Start End

10 Rainy Lake Visitor Center Access Road 1.64 miles State Highway 11

Rainy Lake Visitor Center

Parking

100 Ash River Visitor Center Access Road 3.13 miles County Road 129

Ash River Visitor Center

Parking

901 Rainy Lake Boat Launch Parking 65,686 sqft Rainy Lake Visitor

Center Access Road Parking

3. Project Purpose-and-Need

According to Highway Design, the Purpose and Need for this project is to provide a structurally and functionally adequate pavement structure that will grant access and mobility within the Park, with a long-term service life within the project limits.

4. Regional Geology

According to the United States Geological Survey (USGS), the project site is underlain by metasedimentary rocks, paragneiss, schist and granite-rich migmatite, and syntectonic to pretectonic granitoid rocks of the Late Archean. A Geologic Map of the project site is presented in Appendix A.

II. PROCEDURES AND RESULTS

1. Pavement Condition Survey

The Eastern Federal Lands Highway Division (EFLHD) Pavement Section conducted a pavement condition survey on October 3rd and 4th, 2014. Identified pavement distresses and their quantified severity levels were recorded in accordance with “The Distress Identification Manual for the Long-Term Pavement Performance Project, 1993” by the Strategic Highway Research Program (SHRP).

2. Pavement Coring and Soil Boring

The EFLHD Subsurface Exploration Team drilled a total of 23 borings (Borings RL-01 through RL-07, PL-01 through PL-03, and AR-01 through AR-13) on October 3rd and 4th, 2014. All borings were advanced using a flight auger on a model CME 850 rotary drill rig.

Borings were advanced to a depth of 5.0 feet. The Boring Logs are presented in Appendix B.

3. Sampling

Sampling of materials beneath the tip of the flight augers was performed in all borings as they were advanced. Continuous sampling was conducted from 1 to 5 feet by split-barrel sampling. Represented soil boring samples were recovered with a 2 ¼ inches outside diameter split-barrel sampler in accordance with AASHTO T200-87. Representative portions of split-barrels were preserved in glass jars for laboratory testing. The sampling sequence for soil borings are summarized on the Boring Logs presented in Appendix B, while Laboratory Test Results are documented in Appendix C.

4. Field Tests and Measurements

The EFLHD Pavement Section personnel performed the following field tests and took measurements during the course of the structural evaluation of the existing pavement and the subsurface exploration.

The locations of Borings RL-01 through RL-07, PL-01 through PL-03, and AR-01 through AR-13 were determined from features present on-site and by referencing the existing roadway centerlines, milepost markers, and preliminary roadway plans. Standard penetration tests (SPT) were performed and resistance was recorded during the recovery of each split barrel sample in accordance with AASHTO T206-87. The sampler was driven into the soil using an automatic hammer. Sample recovery measurements were made and recorded for each sampling attempt. A field description by color and texture was made for each recovered sample.

5. Data Summary

The results of field tests and measurements of all borings were recorded on the drillers’ logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various materials. They also contain interpretations by the subsurface exploration team leader of the conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information. The Boring Logs in Appendix B of this report represent a compilation of field and laboratory data and description of the soil samples by a pavement engineer. These records occasionally do not include all data recorded on drillers’ logs and field data sheets, but do include all information considered relevant to the design and construction of this report. No water was encountered during the drilling of any borings as noted in the boring logs. Fluctuations in the ground water level due to seasonal and climatic effects should be expected.

6. Laboratory Investigation

At the conclusion of the fieldwork, laboratory testing was conducted on 13 soil samples.

Laboratory tests on the samples included gradation (AASHTO T-88), Atterburg limits (AASHTO T-89, T-90), moisture content (AASHTO T-265), soil classification (AASHTO T-145). Laboratory test results are summarized in Table 2.

Table 2 - Results of Laboratory Testing

Boring

Sample

Sample Depth

(ft)

%-200

LL(1)

PI(2)

Classification(1)

Moisture Content(1)

RL-01 J-2 3-5 10.6 N/D N/P A-1-a 6.3 RL-03 J-1 1-3 9.3 N/D N/P A-1-b 3.7 RL-04 J-2 3-5 9.6 N/D N/P A-1-a 5.0 RL-06 J-2 3-5 12.9 N/D N/P A-1-b 17.2

PL-01 J-2 3-5 22.3 N/D N/P A-2-4(0) 6.6

PL-02 J-1 1-3 13.2 N/D N/P A-1-b 12.6

AR-02 J-2 3-5 88.2 34 16 A-6(13) 19.8

AR-03 J-1 1-3 8.2 N/D N/P A-1-b 4.4 AR-06 J-1 1-3 5.0 N/D N/P A-1-a 3.3 AR-06 J-2 3-5 6.0 N/D N/P A-1-a 4.1

AR-08 J-1 1-3 11.9 N/D N/P A-1-b 8.4 AR-10 J-1 1-3 10.4 N/D N/P A-1-b 4.4 AR-13 J-1 1-3 12.6 N/D N/P A-1-b 6.4

Note that (1) N/D denotes “Not Determined” and (2) N/P denotes “Non-Plastic” in Table 2 above.

7. Findings

The findings at the project site are summarized below. Refer to the boring logs in Appendix B and the laboratory data in Appendix C for more detailed information. Ground water was not encountered during any of the borings as noted in the boring logs. Fluctuations in the water level due to seasonal and climatic effects should be expected.

Pavement Condition

According to available historical data this section of the Parkway was last rehabilitated approximately 20 years ago, with only minor repairs since. Based on the pavement condition survey conducted by EFLHD Pavement Section in October 2014, the most prevalent pavement distress type exhibited along Rainy Lake and Ash River Visitor Center Roads and Rainy Lake Boat Launch Parking was moderate to high severity transverse, longitudinal, and block cracking throughout due to extreme environmental conditions (Figures 1-5). Isolated areas of minor to moderate severity rutting were also identified, along with two areas exhibiting localized potholes and settling due to underground springs (Figures 6-8).

Figure 1. Route 10 Transverse and Longitudinal Cracking

Figure 2. Route 901 Typical Thermal Cracking

Figure 3. Route 100 Typical Existing Conditions

Figure 4. Route 100 Block Cracking

Figure 5. Route 100 Transverse Cracking

Figure 6. Route 900 Spring

Figure 7. Route 100 Spring

Figure 8. Route 100 Spring

Subsurface Condition

Borings RL-01 through RL-07 were taken along Rainy Lake Visitor Center Access Road.

The existing HMA pavement thickness was 4.8 inches, with the exception of boring RL-07 adjacent to the parking areas, which was 3.6 inches. Borings PL-01 through PL-03 were taken within Rainy Lake Boat Launch Parking. The existing HMA pavement thickness was

3.6 inches. All base material encountered below the HMA surface was a brown gravelly sand fill material.

Brown and gray gravelly sand (A-1-a to A-1-b) was encountered in all 10 borings below the HMA pavement. Based on laboratory testing of this gravelly sand material, water content ranged from 3.7 to 17.2% with an average of 9.0%, and was determined to be non-plastic.

Tan silty sand (A-2-4) was encountered in 1 boring below the HMA pavement. Based on laboratory testing of this silty sand material, water content was 6.6%, and was determined to be non-plastic.

Borings AR-01 through AR-13 were taken along Ash River Visitor Center Access Road.

The existing HMA pavement thickness ranged from 3.6 to 4.8 inches, with an average of

4.25 inches. All base material encountered below the HMA surface was a brown gravelly sand fill material.

Brown and gray gravelly sand (A-1-a to A-1-b) was encountered in all 13 borings below the HMA pavement. Based on laboratory testing of this gravelly sand material, water content ranged from 3.3 to 8.4% with an average of 5.2%, and was determined to be non-plastic.

Gray clay with a trace of silt and gravel (A-6) was encountered in 3 borings below the HMA pavement. Based on laboratory testing of this clay material, water content was 19.8%, liquid limit of 34%, and plasticity index of 16%.

III. ANALYSIS AND CONCLUSIONS

1. Pavement Design

Flexible pavement design analyses were performed in accordance with 1993 AASHTO Pavement Design procedure using the DARWin (Version 3.01) Pavement Design System to determine the future structural number (SN) necessary for the proposed roadways. The flexible pavement design analysis and overlay design analysis were for a 25-year performance period. The design analysis to determine the 18-kip Equivalent Single Axle Loads (ESALs) for the roadway was performed using the Rigorous ESAL Calculation in DARWin and based upon average daily traffic of 1,000. Vehicle classifications included 75% passenger vehicles, 20% vehicles with trailers, 2.5% light trucks, and 2.5% heavy truck traffic vehicle volume for the project. The traffic growth rate of 2.0% was assumed for future traffic volume increases. The vehicle classification data and traffic volumes were interpreted and adjusted based on information provided by Highway Design, discussions with park staff, and field observations. The effective roadbed soil resilient modulus (MR) was determined based on information obtained from the subsurface investigation as 20,000 psi.

Other parameters specified in the analysis included a reliability of 85 percent, an overall standard deviation of 0.49, and initial serviceability index of 4.2, and a terminal serviceability index of 2.5. The results of the analysis are presented in Appendix D.

IV. RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation in October 2014. The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-14 Specifications).

1. Pavement Section

Based on our field condition survey and subsurface investigation, minimum flexible pavement sections with a 25-year performance period for Rainy Lake and Ash River Visitor Access Roads and Rainy Lake Boat Launch Parking are provided below.

Rainy Lake and Ash River Visitor Center Access Roads (NPS Routes 10 and 100)

Based on historical data these routes were last rehabilitated approximately 20 years ago, with only minor repairs since. Due to extreme environmental conditions the existing AC pavement is exhibiting moderate to severe transverse, longitudinal, and block cracking throughout, with isolated areas of minor to moderate severity rutting. We recommend Full Depth Reclamation (FDR) with cement of the existing AC pavement and underlying gravelly sand fill to a depth of 8-inches, and placement of a 3 ½-inch overlay of AC pavement according to the minimum requirements provided below in Table 3. Due to material variations and mix design requirements, FDR depths may require adjustments in the field.

Table 3. FDR Recommendations

Layer Minimum Thickness (in) Comments

AC Surface Course 1 ½

Asphalt Concrete Pavement – Gyratory Method (GACP), < 0.3 x 106 ESAL’s, 3/8” or ½” Nominal Maximum Size

Aggregate (NMSA), Type III-B roughness

Asphalt Tack Coat --- AC Tack Coat per Section 412 of the FP-

14 Specifications AC Base Course 2 GACP, < 0.3 x 106 ESAL’s, ½” NMSA

Full-Depth Reclaimed

(FDR) Base Course

In place reclaimed base with cement stabilization as per Section 305 of the FP- 14 Specifications

The 25-year required structural number for these routes based on the anticipated traffic is

1.71. The design structural number for the typical section provided in Table 3 above is 3.07.

Rainy Lake Boat Launch Parking (NPS Route 901)

As a result of existing underground spring repairs, route layout, curbs, and grade restrictions, we are recommending Rainy Lake Boat Launch Parking be reconstructed according to the minimum requirements laid out below in Table 4.

Table 4. Route 901 Reconstruction Recommendations

Thickness (in) Comments

AC Surface Course 1 ½ GACP, < 0.3 x 106 ESAL’s, 3/8” or ½”

NMSA, Type IV roughness Asphalt Tack

Coat --- AC Tack Coat per Section 412 of the FP- 14 Specifications

AC Base Course 2 GACP, < 0.3 x 106 ESAL’s, ½” NMSA

Aggregate Base Course 6

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-14

Specifications

Geotextile --- Separation and Stabilization Geotextile, Class 2, Type E as per Section 714 of the FP-14 Specifications*

*May be substituted with Class 1 woven, Type C used for spring repairs

Underground Spring/Drainage Areas

Based on our field investigation, two areas were identified where underground spring or drainage areas appear to be undermining the existing pavement structure and draining up through the pavement surface (see figures 6-8 above). The first area is along Ash River Access Road (Route 100) approximately located at station 128+00, with borings showing refusal on weathered rock at a depth of 2.8 feet (see boring AR-11). Based on our analysis of the location, prior to FDR we are recommending this area be sub-excavated and repaired according to Table 5 below for the entire width of the roadway. A 6-inch perforated collector pipe should be installed along the lowest elevation of the repair, with 6-inch non-perforated outlet pipes placed to daylight.

Table 5. Route 100 Spring Repairs

Layer Minimum Thickness (in) Comments

AC Surface Course 1 ½ GACP, < 0.3 x 106 ESAL’s, 3/8” or ½”

NMSA, Type III-B roughness Asphalt Tack

Coat --- AC Tack Coat per Section 412 of the FP- 14 Specifications

AC Base Course 2 GACP, < 0.3 x 106 ESAL’s, ½” NMSA

Aggregate Base Course 6

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-14

Specifications Drainage Layer, fully wrapped, 5 foot overlap

Granular Backfill, AASHTO #57, as per Subsection 703.03(a) of the FP-14

Specifications

Geotextile for Drainage Layer ---

Separation and Stabilization Geotextile, Class 1 Woven, Type C as per Section

714 of the FP-14 Specifications

The second areas are spread out within the Rainy Lake Boat Launch Parking (Route 901) with borings showing refusal on weathered rock at a depth of 3.3 feet (see boring PL-02).

Based on our analysis of these locations, we are recommending they be sub-excavated and repaired according to Table 6 below for the entire width of the parking areas between stations 13+50 to 15+50 (See detail in appendix E). A 6-inch perforated collector pipe should be installed along the lowest elevation of the repair, with 6-inch non-perforated outlet pipes placed to daylight every 40-feet.

Table 6. Route 901 Spring Repairs

Thickness (in) Comments

AC Surface Course 1 ½ GACP, < 0.3 x 106 ESAL’s, 3/8” or ½”

NMSA, Type IV roughness Asphalt Tack

Coat --- AC Tack Coat per Section 412 of the FP- 14 Specifications

AC Base Course 2 GACP, < 0.3 x 106 ESAL’s, ½” NMSA

Aggregate Base Course 6

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-14

Specifications Drainage Layer, fully wrapped, 5 foot overlap

Granular Backfill, AASHTO #57, as per Subsection 703.03(a) of the FP-14

Specifications

Geotextile for Drainage Layer ---

Separation and Stabilization Geotextile, Class 1 Woven, Type C as per Section

714 of the FP-14 Specifications

2. Earthwork

Soil Cover for Buried Structures: All proposed pipes and other proposed buried structures should have a minimum soil cover of 12 inches.

Subgrade Preparation: If unsuitable subgrade materials are encountered in isolated areas after proof-rolling, sub-excavation of unsuitable materials is recommended to a minimum depth of 6-inches according to the CO. The sub-excavated areas should then be backfilled with unclassified borrow, re-compacted to at least 95% of maximum density in accordance with the AASHTO T 180 Method D, and covered with separation and stabilization geotextile, Class 2, Type E.

Aggregate Base Course: Immediately after subgrade preparation, aggregate base course should be placed and compacted to at least 95% of maximum density in accordance with the Section 301 of the FP-14 Specifications. Any additional material should be Base Aggregate, Grading C or D as per Section 703.05(b) of the FP-14 Specifications.

Drainage Layers: Drainage layers should consist of 12 or 24-inches of granular backfill, AASHTO #57 stone, fully-wrapped (5-feet overlap) in separation and stabilization geotextile, Class 1 woven, Type C according to Section 714 of the FP-14 Specifications.

Drainage Pipes: Perforated collector pipes and non-perforated outlet pipes, 6-inch diameter, as per section 708.05 of the FP-14 Specifications should be placed at the lowest elevation of the repair with outlet pipes at 40-foot intervals.

V. DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section on Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these explorations and tests represent conditions at the specific locations indicated. Subsurface and conditions between these locations may vary.

The Analysis and Conclusions section and the Recommendations section in this report include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Prepared by:

Sean O’Brien Pavement Team Leader

APPENDIX A – Project Location and Geological Maps

Route 10 and 901 Boring Location Map

Route 100 Boring Location Map

Source: United States Geological Survey (USGS), "Geologic Map of Minnesota (2015)" Google Earth, 2015

Route 10 - Rainy Lake Visitor Center Access Road

Ams: Metasedimentary rocks, undivided - Late Archean Graywacke, slate, local units of conglomerate, arenite, graphitic slate, fine-grained felsic volcanogenic, and volcaniclastic roacks, lean oxide iron-formation and its metamorphic equivalents.

STATEREG

NP-VOYA 10(1),

100(2)

TOTAL

SHEETS

SHEET

NO. PROJECT

MN

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA MW

Source: United States Geological Survey (USGS), "Geologic Map of Minnesota (2015)" Google Earth, 2015

Route 100 - Ash River Visitor Center Access Road

REG

NP-VOYA 10(1),

100(2)

TOTAL

SHEETS

Agr: Syntectonic to pretectonic granitoid rocks - Late Archean Granite and granodiorite of the Vermillion Granitic Complex, the Giants Range and Bemidji batholiths, as well as smaller intrusions of tonalite and monzonite of the Algoman orogen in Northern Minnesota.

Agm: Granite-rich migmatite - Late Archean Granitic gneiss, paragneiss, schist, and mignatite in the Vermillion Granitic Complex, and other parts of extreme northern Minnesota. Grades into granitoid rocks.

Asm: Paragneiss and schist-rich migmatite - Late Archean Grades into undivided metasedimentary rocks.

MN

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA MW

SHEET

NO. PROJECT

STATE

Koochiching County, Minnesota (2015) F192B - Baudette-Littleswan Complex Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx Typical profile (Baudette) 0-4 inches: Silt loam (A-4, A-7, A-6) 4-8 inches: Silt loam, very fine sandy loam, loam (A-6, A-4) 8-13 inches: Loam, silt loam, silty clay loam (A-6, A-7) 13-39 inches: Silt loam, silty clay loam (A-6, A-7) 39-80 inches: Very fine sandy loam, silty clay loam, silt loam (A-7, A-4, A-6)

Typical profile (Littleswan) 0-4 inches: Silt loam (A-7, A-6, A-4) 4-11 inches: Silt loam, very fine sandy loam, loam (A-6, A-4) 11-32 inches: Silt loam, silty clay loam (A-7, A-6) 32-41 inches: Silt loam, silty clay loam, very fine sandy loam (A-7, A-6, A-4) 41-80 inches: Silt loam, very fine sandy loam, silty clay loam (A-7, A-4, A-6)

F21C - Quetico, stony-rock outrcrop complex Typical profile (Quetico, stony) 0-1 inches: Fine sandy loam (A-2, A-4, A-7, A-6) 1-7 inches: Gravelly fine sandy loam, gravelly loam, loam, cobbly sandy loam (A-4, A-2, A-6) 7-80 inches: Bedrock

Route 10 - Rainy Lake Visitor Center Access Road

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

2MN

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

MW

SHEET

NO. PROJECT

STATEREG

NP-VOYA 10(1), 100(2)

St. Louis County, Minnesota (2015) F189B - Suomi-Ashlake Complex Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx Typical profile (Suomi) 0-4 inches: Loam (A-4, A-6, A-7) 4-7 inches: Loam, Silt loam, sandy loam, fine sandy loam (A-4, A-6) 7-11 inches: Silty clay loam, loam, clay loam (A-7, A-6) 11-39 inches: Silty clay, silty clay loam, clay loam, clay (A-7) 39-80 inches: Clay loam, silty clay loam, loam (A-6, A-7)

Typical profile (Ashlake) 0-1 inches: Loam (A-4, A-6) 1-4 inches: Sandy loam, loam, fine sandy loam, very fine sandy loam (A-4, A-6) 4-9 inches: Silty clay loam, clay loam, loam (A-6, A-7) 9-26 inches: Clay loam, silty clay loam, silty clay, clay (A-7) 26-80 inches: Clay loam, loam, silty clay loam (A-6, A-7)

F30G - Conic, very bouldery-Insula, very bouldery Rock Complex Typical profile (Conic, very bouldery) 0-3 inches: Stony loam (A-4, A-6, A-7) 3-9 inches: Stony loam, stony sandy loam, stony fine sandy loam, loam (A-6, A-4) 9-18 inches: Gravelly loam, cobbly sandy loam, stony sandy loam, stony fine sandy loam (A-4, A-2) 18-29 inches: Gravelly fine sandy loam, very gravelly coarse sandy loam, very gravelly sandy loam, cobbly sandy loam, gravelly sandy loam (A-4, A-2) 29-80 inches: Bedrock

Typical profile (Insula, very bouldery) 0-3 inches: Gravelly sandy loam (A-7, A-6, A-2, A-4) 3-11 inches: Gravelly sandy loam, gravelly fine sandy loam, gravelly loam (A-6, A-2, A-4) 11-17 inches: Cobbly sandy loam, gravelly loam, gravelly sandy loam, gravelly fine sandy loam (A-4, A-2, A-6) 17-80 inches: Bedrock

MW

SHEET

NO. PROJECT

STATEREG

NP-VOYA 10(1), 100(2)

Route 100 - Ash River Visitor Center Access Road

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

2MN

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

APPENDIX B – Boring Logs

J-1

J-2

0.4

3.0

4.9

1.8

1.3

16-21-24-19

9-31-23-50

4.8 inches ASPHALT PAVEMENT

Dense, brown SAND and gravel (moist)

Very dense, brown/gray SAND (A-1-a) and clay, some gravel (moist)

Refusal at 4.9 feet (50/4) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

RL-01

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0 - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

3.0

3.9

1.7

0.5

13-26-26-34

20-50

4.8 inches ASPHALT PAVEMENT

Very dense, brown SAND and gravel (moist)

Brown/gray, SAND and clay, some gravel (moist)

Refusal at 3.9 feet (50/3) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

RL-02

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0.25 - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

3.0

5.0

1.8

0.8

12-18-19-25

23-21-17-10

4.8 inches ASPHALT PAVEMENT

Dense, brown SAND (A-1-b) and gravel (moist)

Dense, brown/gray SAND and clay, some gravel (moist)

5.0 feet bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

RL-03

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0.5 - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

3.0

4.7

1.6

0.8

8-13-16-20

13-20-19-50

4.8 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist)

Dense, brown/gray SAND (A-1-a) and clay, some gravel (moist) Weathered rock

Refusal at 4.7 feet (50/1) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

RL-04

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0.75 - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

3.0

5.0

1.8

0.3

8-15-12-16

8-20-10-11

4.8 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist)

Very stiff, gray CLAY and gravel (moist) Weathered rock at bottom of sample

5.0 feet bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

RL-05

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 1.0 - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

2.5

3.5

4.1

1.7

0.9

9-12-10-3

5-18-50

4.8 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist)

Stiff, gray CLAY, some gravel (moist)

Brown SAND (A-1-b) and silt, some gravel (moist) Weathered rock at bottom of sample

Refusal at 4.1 feet Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

RL-06

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 1.25 - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

2.0

3.8

1.9

0.5

11-13-11-13

20-50

3.6 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist)

Tan SAND and silt, trace gravel (moist)

Refusal at 3.8 feet (50/2) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

RL-07

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 1.5 - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

2.0

5.0

1.9

0.8

7-11-12-11

5-35-15-5

3.6 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist)

Dense, tan SAND (A-2-4(0)) and silt, trace gravel (moist)

5.0 feet bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

PL-1

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Parking lot - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

1.3

2.5

3.3

1.9

0.0

4-5-12-13

3.6 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist) Geotextile fabric

Medium dense, brown/gray SAND (A-1-b) and silt, trace gravel and organics (moist)

Stone

Refusal at 3.3 feet (50/3) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

PL-2

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Parking lot - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

1.5

5.0

0.9

0.0

4-3-2-1

1-1-2-8

3.6 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist) Geotextile fabric

Loose, brown SAND and gravel (moist)

5.0 bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

PL-3

Weather:

Operator:

Inspector:

R ec

SAMPLE

mwr_pms_mn(1)

Route 10 Rainy Lake hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/4/14 Solid stem

10/4/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Parking lot - Route 10 Rainy Lake

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

0.

G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

3.5

5.0

0.8

0.9

11-16-19-18

8-9-7-8

3.6 inches ASPHALT PAVEMENT

Dense, brown SAND and gravel (dry)

Stiff, gray CLAY and silt (moist)

5.0 feet bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-01

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

3.0

5.0

1.6

1.1

9-15-22-11

2-4-7-6

4.8 inches ASPHALT PAVEMENT

Dense, gray SAND and gravel, some clay (moist)

Stiff, gray CLAY (A-6(13)) and silt (moist)

5 feet bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-02

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0.25 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

3.0

1.4

0.0

12-19-18-20

4.2 inches ASPHALT PAVEMENT

Dense, gray SAND (A-1-b) and gravel (moist)

Refusal at 3.0 feet Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-03

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0.5 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

0.4

2.0

3.0

1.4 12-15-39-50

4.2 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist)

Dense, gray SAND and clay, some gravel (moist)

Refusal at 3.0 feet (50/2) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-04

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 0.75 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

2.0

0.7 14-50

4.8 inches ASPHALT PAVEMENT

Brown SAND and gravel (moist) Weathered rock at bottom of sample

Refusal at 2.0 feet (50/4) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-05

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 1.0 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

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.G

P J

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/1

/1

J-3

0.4

5.4

1.1

1.0

6-4-3-3

3-4-2-2

4.8 inches ASPHALT PAVEMENT

Loose, brown SAND (A-1-a) and gravel (moist)

Refusal at 5.4 feet Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-06

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 1.3 - Route 100 Ash River Patched area

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

1.7

0.9 9-50

4.8 inches ASPHALT PAVEMENT

Brown SAND and gravel (moist) Weathered rock at bottom of sample

Refusal at 1.7 feet (50/1) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-07

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 1.5 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

2.0

3.0

1.8 9-11-18-40

4.2 inches ASPHALT PAVEMENT

Medium dense, brown SAND (A-1-b) and gravel (moist)

Very stiff, gray CLAY and silt, some gravel (moist) Weathered rock at bottom of sample

Refusal at 3.0 feet Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-08

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 1.75 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

2.0

3.0

1.6 10-14-31-33

4.2 inches ASPHALT PAVEMENT

Medium dense, brown SAND and gravel (moist)

Very dense, gray SAND and gravel, some clay (moist)

Refusal at 3.0 feet Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-09

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 2.0 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

5.0

1.5

1.5

13-16-18-21

13-17-14-9

3.6 inches ASPHALT PAVEMENT

Dense, brown SAND (A-1-b) and gravel (moist), some weathered rock

5.0 feet bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-10

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 2.25 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

2.8

0.7 12-19-50

3.6 inches ASPHALT PAVEMENT

Dense, brown SAND and gravel Weathered rock at bottom of sample

Refusal at 2.8 feet (50/1) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-11

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/3/14 Solid Stem

10/3/14 Hutchins Kingsley Cloudy

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

MP 2.5 - Route 100 Ash River

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

L O

G S

_R O

U T

E

.G

P J

F H

W A

_V A

.G D

T

/1

/1

2.9

0.0

4.2 inches ASPHALT PAVEMENT

Weathered rock

Refusal at 2.9 feet (50/4) Bottom of bore hole

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

AR-12

Weather:

Operator:

Inspector:

R ec

SAMPLE

Route 100 Ash River hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lb/Auto 4 in

BORING LOG

Caved…