Soils and Foundation Report.pdf

SOILS AND FOUNDATIONS

REPORT NO. 08-08

PROJECT PRA-INDU 211(1)

ROADWAY AND INTERSECTION REHABILITATION

INDIANA DUNES NATIONAL LAKESHORE

PORTER COUNTY, INDIANA

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

February 2009

TABLE OF CONTENTS

REPORT PAGE

INTRODUCTION

General Project Description Regional Geology

PROCEDURES AND RESULTS

Soil Borings Field Tests and Measurements Data Summary Sampling Laboratory Testing Findings

Soil Borings Groundwater

DESIGN ANALYSIS

Design Considerations Multi-Trench Drain Alternative Pavement Design

RECOMMENDATIONS

Trench Drains Pavement Rehabilitation Widening the Intersection of ESPR and Beverly Drive

CONSTRUCTION CONSIDERATIONS

DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A – Figures Appendix B – Boring Locations Plans Appendix C – Boring Logs Appendix D – Laboratory Test Results Appendix E – Schematic Diagram Appendix F – Pavement Design Appendix G – Selected Site Photographs Appendix H – Trench Drain Specifications

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.

SOILS AND FOUNDATIONS

REPORT NO. 08-08

INTRODUCTION

General

This report presents the findings of the subsurface investigation, laboratory testing, design analysis, and summarizes our recommendations for the roadway rehabilitation in Project PRA-INDU 211(1). The project is located in The Indiana Dunes National Lakeshore in Porter County, Indiana. Project Location and Vicinity Maps are presented in Appendix A.

Project Description

The project involves rehabilitation of East State Park Road (Route 211) and widening and improving its intersection with Beverly Drive. Route 211 is a two-lane, two-way concrete roadway with an asphalt overlay that provides access to the Kemil Beach area from U.S.

Route 12 to Lake Front Drive (Route 224). The road is approximately 1.2 miles long with an average width of 18 feet and grass shoulders along both sides.

East State Park Road (ESPR) and Beverly Drive intersection experience standing water for extended periods of time, resulting in severe pavement and road bed deterioration. The entire intersection is surrounded by wetlands and the soils are inundated throughout the year.

Regional Geology

According to the Physiographic Divisions of Indiana, IGS Special Report 61, Plate 1, 2000, the site is located within Lake Michigan Border and Valparasio Morainal Complex geologic formations. The geologic map is presented in Figure 2, Appendix A.

More specifically, USGS Miscellaneous Investigations Series, Map I-1240 (NK-16), titled “The Geologic Map of Chicago 4o x 6o Quadrangle, 1983”, indicates that the sand dunes at the site belong to the dune facies of Atherton Formation, which consist primarily of cross bedded, well sorted, weakly calcareous, fine to medium sand. Quartz grains, with some heavy minerals occur chiefly as massive dune ridges parallel to present east shore of Lake Michigan.

The general soil survey map of Porter County, Indiana (1979) indicates that the surficial materials at the site belong to the Oaville-Maumee-Brems group which consists primarily of well drained, very poorly drained, and moderately well drained sandy soils. The thickness of this soil formation ranges from 18 to 40 inches and their chemical reaction

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ranges from medium acid to neutral. The soil survey map is presented in Figure 3, Appendix A.

PROCEDURES AND RESULTS

Soil Borings

During July 25 to 26, 2006, the Eastern Federal Lands Highway Division (EFLHD) geotechnical subsurface investigation team performed field investigation at the project site.

The subsurface field investigation consisted of drilling a total of seven (7) soil borings (Borings CB-1 through CB-7). Borings CB-1 through CB-4 were drilled along the alignment of ESPR (Route 211). Boring CB-5 was drilled in Beverly Drive and Borings CB-6 and CB-7 were drilled in the vicinity of Mt. Baldy entrance. The Borings (except Boring CB-6) were advanced by coring through pavement, augering to the sampling depth with hollow stem augers, and performing standard penetration test (SPT) testing and sampling. Boring locations were determined from features present on-site and by referencing the existing roadways. Upon completion of drilling, borehole locations were mapped using a Trimble Pathfinder hand-held global positioning system (GPS) unit. The boring locations are presented on the Boring Locations Plans in Appendix B. Boring Logs are presented in Appendix C. All boreholes were backfilled with auger cuttings upon completion. No pavement was encountered in Boring B-6.

Field Tests and Measurements

The EFLHD geotechnical subsurface investigation team performed the following field tests and measurements during the course of the subsurface exploration. Standard penetration tests (SPT) were performed and resistances were 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.

Groundwater levels, if present, were measured in the borings at the times, and under the conditions, stated on the boring logs. Fluctuations in the ground water level due to seasonal and climatic effects should be expected.

Data Summary

The results of field tests and measurements were recorded on driller’s logs and appropriate data sheets in the field. These logs and data sheets contain information concerning the boring methods, samples attempted and recovered, indications of the presence of various materials such as gravel, pebbles, organic matter, etc., and observations of groundwater.

They also contain interpretations by the subsurface exploration team leader of the subsurface conditions based on the performance of the equipment and cuttings brought to

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the surface by the drilling tools at that particular time. Therefore, the field data represents both factual and interpretive information.

The boring logs in Appendix C of this report represent a compilation of field and laboratory data and descriptions of the soil samples by a geotechnical engineer. These records occasionally do not include all data recorded on driller’s logs and field data sheets, but do include all information considered relevant to the design and construction of this project.

Sampling

Sampling was typically conducted at 2 ft intervals to the termination depths of the soil borings. Boring CB-7 was a pavement core only with no SPT sampling.

Standard penetration test resistances (SPT’s) were performed using a 2 ¼-inch outside diameter split-barrel sampler in accordance with AASHTO T200-87 and AASHTO T206-

87. The sampler was driven into the soil for a length of 24-in using a 140-lb automatic hammer falling 30 inches. The number of blows required for the hammer to drive the sampler a distance of 6 inches was recorded on the boring logs. Upon completion of the SPT’s, the sampler was removed from the ground and sample recovery measurements were made and recorded for each sampling attempt. A field description of color and texture was made for each recovered sample. Representative portions of the disturbed samples were retained in glass jars. The sampling sequence for soil borings is summarized on the Boring Logs presented in Appendix C. Groundwater levels encountered during the drilling operations were also recorded in the borings.

Laboratory Testing

At the conclusion of the fieldwork, laboratory testing was conducted on representative soil samples. All phases of the laboratory testing were conducted in accordance with the applicable AASHTO Specifications. Laboratory tests included natural moisture content (AASHTO T-265), gradation analysis (AASHTO T-88), Atterburg limits (AASHTO T-89, T-90), and soil classification (AASHTO M-145). The results of the laboratory tests are summarized in Table 1 below:

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Table 1. Summary of Laboratory Results

Boring No.

Sample No.

Sample Depth

(ft) % -200

Water Content

LL PI AASHTO

Classification

CB-1 J-1 1.0-3.0 0.7 8.2 NV NP A-3

CB-4 J-1 1.0-3.0 0.6 5.5 NV NP A-3

CB-5 J-1 1.0-3.0 0.6 21.9 NV NP A-3

CB-5 J-4 7.0-9.0 3.3 25.3 NV NP A-3

CB-6 J-2 2.0-4.0 1.5 3.7 NV NP A-3

CB-6 J-5 10.0-12.0 3.7 29.9 NV NP A-3

NV: No Value NP: Non-Plastic

Detailed laboratory test results are presented in Appendix D.

Findings

Details of the subsurface conditions encountered in the borings are shown on the boring logs. A brief description of the subsurface conditions and pertinent engineering characteristics of the soils are presented below.

Soil Borings

Pavement

Pavement thicknesses encountered in the borings ranged from 0.9 ft to 1.0 ft. Recovered cores indicated that the pavement consisted of 2 to 5 inches thick layer of asphalt concrete (AC) placed over 6 to 10 inches thick layer of Portland Cement Concrete (PCC). No pavement coring was performed in Boring CB-6. Boring CB-7 encountered a 6 inches thick layer of AC pavement at the surface. Pavement core photographs are presented in Appendix G.

Natural Deposits

Natural deposits were encountered underneath the pavement in all of the borings and from the surface in Boring CB-6. In general, one main stratum was encountered within the boring termination depths. This stratum is described briefly in the following paragraphs:

SAND - This stratum consisted primarily of tannish brown and gray fine to medium sand, with trace amounts of silt and organics (A-3). N-values recorded within this layer ranged from 1 to 24 blows per ft (bpf) indicating very loose to medium dense conditions.

Laboratory test results indicated that natural moisture contents range from 3.7% to 29.9% and the samples tested were Non-Plastic (NP). This stratum extended to the termination depth of all borings between 5 and 12 ft.

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Groundwater

The highest groundwater level was encountered in Boring CB-3 located at the intersection of ESPR and Beverly Drive. The field personnel noted standing water conditions at this location. Groundwater was encountered at a depth of 3 ft below ground surface (bgs) in Boring CB-2 and at depths of 7 ft and 10 ft bgs in Borings CB-5 and CB-6, respectively.

However, fluctuations in the groundwater conditions due to seasonal and climatic effects should be anticipated.

DESIGN ANALYSIS

Design Considerations

The Environmental Assessment (EA, 2006) indicated that the goal of this project was to maintain the water levels in the wetlands on both sides of the roadway at the present levels to minimize effects on the wetland ecology. The assessment evaluated a number of alternatives and concluded that a multiple-trench drain alternative would address the deteriorating pavement and the safety hazard of standing water on the road and would allow for the movement of water similar to the existing conditions without impacting the water elevations of the surrounding wetlands. It concluded that the “multiple-trench drain alternative” is the environmentally preferred alternative for the rehabilitation of East State Park Road and its intersection with Beverly Drive. This approach is described briefly in the following paragraphs and will be addressed in our evaluations and recommendations.

Multi-Trench Drain Alternative

In this approach, the existing concrete and asphalt pavement of ESPR and Beverly Drive would remain in place to ensure a solid base material. In order to widen the roadway to current design standards, the material east of ESPR and on either side of Beverly Drive would be excavated, and rip-rap would be placed up to the elevation of the roadway.

Multiple trench drains would be placed on top of the roadway in order to allow water to mimic its existing flow across the roadway. Fill material would be placed between the trench drains and existing asphalt.

New pavement would be placed on top of the fill material and adjacent to the trench drains, so that the metal grate of the trench drains and asphalt surface would create a continuous driving surface. Headwalls may be constructed on each side of the trench drain. The raised surface with trench drains across the roadway would extend no longer that 1,000 ft along ESPR, and no longer than 300 ft along Beverly Drive. A schematic diagram for this approach is included in Appendix E.

It is our opinion that the above alternative might provide a solution to the standing water problem. However, this alternative would have some limitations because of the setting of the trench drains along the roadway pavement section. The hydraulics analysis estimated

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that 50 to 60 trenches would be required. Our geotechnical recommendations which proposed placing a drainage layer of stone or riprap sized stones on the existing pavement overlaid with geotextile and new pavement section was not adopted because of concerns with clogging of the drainage layer. However, our evaluation indicates that the chance for clogging of the drainage layer is very small.

Pavement Design

The pavement rehabilitation options considered for incorporation with the proposed trench drain alternative include the following:

• Mill existing AC surface course, clean and repair PCC joints then overlay with new AC surface course.

• Mill existing AC surface course, pulverize PCC pavement course, add 1 inch aggregate base to pulverized PCC then place AC base and surface layers.

Based on discussions with HD the second option will be incorporated in the project. The design analysis for the new AC pavement section is summarized in the following paragraphs;

Flexible pavement design and new AC 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 roadway. The flexible pavement design analysis was for a 10-year performance period. The design analysis to determine the 18-kip ESALs for the roadway was performed using the Rigorous ESAL Calculation in DARWin and based upon average daily traffic (ADT) of 5,300 with 1% bus volume and 1% truck volume. The traffic growth rate of 2% was assumed. Vehicle classification data were obtained from Project Development. A roadbed soil resilient modulus (MR) of 3,000 psi was chosen for our analysis. This value was chosen to account for the anticipated presence of soft soils underneath the proposed subgrade. Other parameters specified in the analysis included a reliability of 85 percent, an overall standard deviation of 0.45, and initial serviceability index of 4.2 and a terminal serviceability index of 2.5. The required SN for future traffic was calculated to be 4.04. The results of the analysis are presented in Appendix F.

RECOMMENDATIONS

Trench Drains

We understand that the proposed precast concrete trench drains will measure 2.17 ft wide by 2.0 ft high by 65 ft long. Consequently, it is likely that the trench drains will be supported on the pavement, riprap, or soft soils. We recommend that portions of the drains that are not supported on the roadway pavement or riprap to be supported on a system of 8-inch thick cellular confinement system (CCS) for reduction or elimination of deferential

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settlement. The CCS should be underlain by geotextile type III-A. A sample of the proposed trench drain specifications is included in Appendix H.

Fill materials for backfill between the trench drains should comply with Subsection 704.04 per FP-03 Specifications. Care should be exercised not the damage the drain units during the compaction.

Pavement Rehabilitation

The following alternatives are provided for pavement rehabilitation:

Alternative A

1. Mill the existing Asphalt Concrete (AC) pavement.

2. Expose and clean the joints.

3. Repair broken and leaking joints and seal the surface with the appropriate sealant.

4. Place a new AC pavement section.

Alternative B

1. Mill the existing AC layer.

2. Pulverize the existing Portland Concrete Cement (PCC) pavement in-place.

3. Place new aggregate base as required to attain pavement elevation and grade.

4. Place a new superpave asphalt concrete pavement (SACP) pavement section consisting of the following:

a. 1.5 inch SACP, 3/8 inch NMSA, < 0.3 x 106 ESALs, surface course, type 5 smoothness

b. 2.5 inch SACP, 3/4 inch NMSA, base course

Alternative B offers the advantage of repairing areas that have insufficient thickness of base or subbase.

Widening the Intersection of ESPR and Beverly Drive

Due to the poor quality of existing soil at the site, a separation geotextile is recommended for use at the base of the excavation in the widened areas. The geotextile should be placed prior to placement of the riprap or new aggregate base or pavement. The geotextile will assist to prevent the embankment materials from intruding into the existing soils as well as to prevent the fines in the existing soils from pumping through the embankment material.

The geotextile should conform to Type III-A, in accordance with Section 714 of the FP-03 and should be placed in accordance with Section 207 of the FP-03.

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CONSTRUCTION CONSIDERATIONS

Subgrade Preparation: Due to the presence of adjacent wetlands and nearby sensitive environmental receptors, earthwork and subgrade preparation should be done in a manner consistent with environmental compliance and minimum disturbance to the surrounding ecological systems. Where applicable, the subgrade should be scarified to a minimum depth of 6 inches below the subgrade and should be re-compacted to at least 95% of maximum density in accordance with the AASHTO T 180 Method D. A Geotextile Type III-A per Subsection 714.01 of the FP-03 Specifications should be placed on the newly exposed subgrade.

Embankment Construction: Embankments should be constructed per Subsection 204.10 and compacted per Subsection 204.11(b) per FP-03 Specifications and should have a maximum slope of 2(H):1(V), or flatter.

Aggregate Base Course: Immediately after subgrade preparation, aggregate base course should be placed and compacted to at least 95% of maximum dry density in accordance with the Section 301 of the FP-03 Specifications. The gradation and material should be Base Aggregate, Grading C or D as per Section 703.05(b) of the FP-03 Specifications.

INDIANA DUNES NATIONAL LAKESHORE

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The subsurface exploration 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 ofthese explorations and tests represent conditions at the specific locations indicated. Subsurface 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.

/IlRJJ Prepared by: )' Mounir Abouzakhm, P .E.

Geotechnical Engineer

~g Reviewe by:

Khalid Mohamed, P .E.

Division Geotechnical Engineer

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, V A

APPENDIX A

Figures

TOTAL

SHEETS

3INII

SHEET

NO. PROJECT

FIGURE 1

SITE LOCATION MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

PRA-INDU 211(1)

Mt. Baldy Entrance Area

East State Park Road Area

ESPR/ Beverly Drive Intersection

Source: Physiographic Divisions of Indiana, IGS Special Report 61, Plate 1, 2000

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

PRA-INDU 211 (1)II

SHEET

NO. PROJECT TOTAL

SHEETS

3IN

Project: PRA-INDU 211(1)

Oakville-Maumee-Brems Nearly level to very steep, well drained, very poorly drained, and moderately well drained sandy soils, on outwash plains, lake plains, beach ridges, and sand dunes.

Source: General Soil Map of Porter County, Indiana, 1979

FIGURE 3

SOIL SURVEY MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

PRA-INDU 211(1)II

SHEET

NO. PROJECT TOTAL

SHEETS

3IN

Project: PRA-INDU 211(1)

APPENDIX B

Boring Locations Plan

APPENDIX C

Boring Logs

SOIL BORING GENERAL NOTES

Drilling and Sampling Symbols

SS: Split Spoon - 1 3/8” I.D., 2” O.D., except where noted ST: Shelby Tube - 2” O.D., except where noted PA: Power Auger Sample

Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible, even after several days, and additional evidence on ground water elevations must be sought.

VISUAL METHODS FOR SOILS CLASSIFICATION

Component Distinguishing Features

Boulders Larger than 12” (300 mm)

Cobbles 3” to 12” (75 mm to 12 mm)

Gravel Larger than No. 4 sieve and smaller than a 3” sieve, described with any of the following terms (or any combination):

Coarse 3” to 3/4” (75 mm to 19 mm) sieve Medium 3/4” to 3/8” (19 mm to 9.5 mm) sieve Fine 3/8” to No. 4 (9.5 mm to 4.75 mm) sieve

Sand The finest sand grains are just visible to the naked eye, while the largest would pass a No. 4

(4.75mm) sieve (pinhead size). Described with any of the following terms (or any combination):

Coarse No. 4 to No. 10 (4.75 mm to 2.0 mm) sieve Medium No. 10 to No. 40 (2.0 mm to 0.42 mm) sieve Fine No. 40 to No. 200 (0.42 mm to 0.075 mm) sieve

Silt 1. Lumps are easily crumbled when are-dried.

2. Feels gritty between the teeth.

3. A moist pat when shaken in the palm of the hand will appear shiny and wet. When squeezed it will appear dry and dull.

Clay 1. Lumps are comparatively hard when air-dried.

2. Threads (1/8” diameter) of considerable length will support their own weight when held by one end.

3. A moist pat will appear the same whether shaken in the palm of the hand or squeezed.

Order of Description

1. Soil Density (or consistency) – see table below

2. Color

3. Major Grain Size – Composes more than 50% of the sample

4. Modifying Term – “and” : 40% to 50% of the minor grain size

“some” : 30% to 40% “little” : 10% to 30%

“trace” : 10% or less

5. Minor Grain Size(s)

6. Other (plasticity, etc.)

7. Moisture Content (by field test) – “dry” : Absence of moisture, dusty, dry to the touch “moist” : Damp but no visible water

“wet” : Visible free water, usually soil is below water table

8. General Classification – Fill, Residual Soil, Weathered Rock

SOIL DENSITY (OR CONSISTENCY) TABLE

Coarse-Grained Soil (Gravel, Sand) Fine-Grained Soil (Clay, Silt)

Apparent Density SPT (# blows / ft) Consistency SPT (# blows / ft) Very loose 0-4 Very soft 0-2

Loose 5-10 Soft 3-4 Medium dense 11-30 Medium stiff 5-8

Dense 31-50 Stiff 9-15 Very dense >50 Very stiff 16-30

Hard >30

Examples:

1. Dense to very dense, brown to light brown, SILTY SAND, some gravel [A-7-6(10)]

(Moist)

-FILL-

Criteria for Describing Soil Structure

Description Criteria

Bed A sedimentary layer bounded by depositional surfaces.

Blocky A characteristic in which cohesive soil can be broken down into small angular lumps which resist further breakdown.

Bonded Attached or adhering.

Fissured Broken along definite planes of fracture.

Foliated Planar arrangement of textural or structural features.

Frequent More than one per foot of thickness.

Homogeneous Same color and appearance throughout.

Interbedded Alternating soil layers of different composition.

Laminae A very thin cohesive layer.

Layer A general term for material lying essentially parallel to the surfaces against which it was formed.

Lens A lenticular deposit, larger than a pocket.

Occasional One or less per foot of thickness.

Parting A very thin granular layer.

Pocket Small erratic deposits less than 12” in thickness.

Seam A thin layer separating two distinctive layers of different composition or greater magnitude.

Stratified Alternating layers of varying material or color.

Stratum A stratigraphic unit.

Varve A cyclic sedimentary couplet consisting of a coarser and a finer layer representing the variation in depositional energy resulting from the annual freeze-thaw cycle typically found in glaciolacustrine environments.

Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring Location:

B lo w s pe r in

B O

R

IN

G L

O G

I N

D U

-0

8.

G

P J

F H

W A

_V A

.G D

T

/1 6/

Indiana Dunes National Lakeshore

Standard Penetration Test Data

CB-1

SAMPLE

R ec

Inspector:

Operator:

Weather:Rock Core Diam:

INDU211(1)

Concrete Pavement Asphalt Pavement

2-2-1-21.7

5.0

0.9 0.4

J-2

J-1

1.2

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Very loose, tan to brown, fine to medium SAND, trace silt {A-3} moist

Groundwater Depth:

Boring was terminated at 5 ft

(Blows / ft) hrs At Completion:

Sheet: 1 of 1

Rock CoreSPT

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

East State Park Road-180' North of railroad crossing

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

617.5 ft

4"

Water Content %

Plastic Limit

30 in.

Caved at:

140 lbs/Automatic

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Kingsley Bobba/Thornton

7/25/06

Hammer Wt. & Type:

Core-SS 7/25/06Boring Began:Surface Elevation:

4"

Project Name:

Hammer Drop:

616.6

612.5 5

617.2

Ty pe

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

Rock Core Diam:

CB-2

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in

B O

R

IN

G L

O G

I N

D U

-0

8.

G

P J

F H

W A

_V A

.G D

T

/1 6/

Indiana Dunes National Lakeshore

INDU211(1)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Boring Method:

3-3-2-10

2-4-3-21.1

Loose, light to dark brown, fine to medium SAND, trace silt moist wet

5.0

0.9 0.3

J-2

J-1

2.0

(Blows / ft)

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Asphalt Pavement Concrete Pavement

Boring was terminated at 5 ft hrs

Groundwater Depth:

East State ParkRoad-1300' N. of railroad crossing

Rock CoreSPT

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Water Content %

Sheet: 1 of 1

N o.

Plastic Limit

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4"

806020

30 in.

603.5 ft

140 lbs/Automatic

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Kingsley

E le va tio n (fe et

Project Name:

n/A

Caved at: Bobba/ Thornton 7/25/06

4"

7/25/06Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Core-SS

602.6

598.5 5

603.2

Boring Location:

peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

Indiana Dunes National Lakeshore

INDU211(1)

SAMPLE

B O

R

IN

G L

O G

I N

D U

-0

8.

G

P J

F H

W A

_V A

.G D

T

/1 6/

Boring No.:

Operator:

Weather:

CB-3

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

At Completion:

9.0

La ye r D ep th

(f t)

2.0

1.6

1.8

1.7 2-3-2-2

0.9 0.3

J-4

J-3

J-2

J-1

Boring was terminated at 9 ft

R ec

Groundwater Depth:

(Blows / ft)

Very loose to medium dense, brown and gray, fine to medium SAND, trace silt and organics wet

Concrete Pavement Asphalt Pavement

5-11-13-18

2-5-7-10

1-1-3-5

SPT

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Inspector:

hrs

Water Content %

East StatePark Road in intersection with Beverly Dr.

Rock Core Penetrometer

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

140 lbs/Automatic

806020

30 in.

Plastic Limit

4"

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Bobba/Thornton

E le va tio n (fe et

Project Name:

Cloudy Kingsley

596.6 ft 7/26/06

4"

Core-SS 7/26/06

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

596.4 595.7

587.6 pe

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

CB-4

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in hrs

B O

R

IN

G L

O G

I N

D U

-0

8.

G

P J

F H

W A

_V A

.G D

T

/1 6/

INDU211(1)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Hole Diameter:

Rock Core Diam:

2-2-2-3

2-2-2-2

Concrete Pavement

1.7

Very loose, tan to brown, fine to medium SAND, trace silt and organics {A-3} moist

5.0

0.9 0.2

J-2

J-1

1.4

(Blows / ft)

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Asphalt Pavement

Boring Method:

Boring was terminated at 5 ft

Groundwater Depth:

East StatePark Road-1300' N. of Beverly Dr.

Rock CoreSPT

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Water Content %

Sheet: 1 of 1

N o.

Plastic Limit

Indiana Dunes National Lakeshore

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4"

806020

30 in.

602.0 ft

140 lbs/Automatic

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Kingsley

E le va tio n (fe et

Project Name:

Cloudy

Caved at: Bobba/Thornton 7/26/06

4"

7/26/06Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Core-SS

601.1

597.0 5

601.8

At Completion:

peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring Location:

Boring No.:

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Weather:

Indiana Dunes National Lakeshore

INDU211(1)

SAMPLE

R ec

B O

R

IN

G L

O G

I N

D U

-0

8.

G

P J

F H

W A

_V A

.G D

T

/1 6/

Inspector:

Groundwater Depth:

CB-5

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

9.0

2.0

2.0

1.3

1.3 1-2-1-1

1.0

0.2

J-4

J-3

J-2

J-1

Boring was terminated at 9 ft

(Blows / ft)

Very loose to medium dense, brown and gray, fine to medium SAND , trace silt and organics {A-3} moist wet

Concrete Pavement Asphlat Pavement

2-4-5-7

2-6-7-11

1-2-2-4

Operator:

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Rock Core

Plastic Limit

Penetrometer

Water Content %

Beverly Drive~330'W. of Espr.

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

806020

30 in.

140 lbs/Automatic

Auger Cuttings

G ra ph ic

Lo g

Remarks:

B lo w s pe r in hrs

UD

7/25/06

E le va tio n (fe et

Project Name:

Clear Kingsley

Bobba/Thornton 4" 4"

Core-SS 7/25/06Boring Began:

Caved at:

596.0 ft

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation:

595.8

595.1

587.0

D ep th S ca le

(f t)

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

10 40

Indiana Dunes National Lakeshore

INDU211(1)

SAMPLE

B O

R

IN

G L

O G

I N

D U

-0

8.

G

P J

F H

W A

_V A

.G D

T

/1 6/

Boring No.:

Operator:

La ye r D ep th

(f t)

Weather:

CB-6

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

J-5 1.6

1.7

1.6

1.3

1.4

12.0

J-4

J-3

J-2

J-1

Boring was terminated at 12 ft

At Completion:

Groundwater Depth:

12.0 ft

(Blows / ft)

R ec very loose to medium dense, tan to brown, fine to medium SAND trace silt {A-3} moist wet 1-0-1-0

1-2-1-1

2-2-2-2

3-5-6-5

1-2-4-5

Plastic Limit

SPT

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer

Inspector:

hrs

Water Content %

Sheet: 1 of 1

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

30 in.

Auger Cuttings

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Mount Baldy entrance road 40' off shoulder in weeds NW of intersection.

HS-SS

E le va tio n (fe et

Project Name:

UD

140 lbs/Automatic Clear

Bobba/Thornton Boring Began:

3"

608.0 ft Caved at:

Kingsley

Surface Elevation:

Hammer Drop:

Hammer Wt. & Type:

596.0

Weather:

SAMPLE

R ec

Inspector:

INDU211(1)

Indiana Dunes National Lakeshore

CB-7

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Operator:

B O

R

IN

G L

O G

I N

D U

-0

8.

G

P J

F H

W A

_V A

.G D

T

/1 6/

UD

Remarks:

B lo w s pe r in hrs

G ra ph ic

Lo g

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

Pavement core was terminated at 0.5 ft Asphalt Pavement 0.50.5

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Boring Method:

Hole Diameter:

Vane Shear

N o.

Penetrometer Rock CoreSPT

Pavement Core only

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Auger Cuttings

Mount Baldy, center of Entrance Road, 60' from Beverly Drive

Sample Types:

Encountered at:

Project Location:

After

Plastic Limit

608.0 ft Boring Began:

Sheet: 1 of 1

Hammer Wt. & Type:

Hammer Drop:

CoreCaved at:

7/26/06

4"None

806020

Surface Elevation:

Water Content %

7/26/06

E le va tio n (fe et

Project Name:

Cloudy Kingsley

Bobba/Thornton

607.6

APPENDIX D

Laboratory Test Results

APPENDIX E

Schematic Diagram

TOTAL

SHEETS

IN

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

SHEET

NO. PROJECT

Comparison of ESPR-Beverly Drive drainage alternatives

STATEREG

PRA-INDU 211(1)

APPENDIX F

Pavement Design

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Darwin efl darwin va usa

Flexible Structural Design Module

Replacing existing pavement

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 396,082 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 85 % Overall Standard Deviation 0.45 Roadbed Soil Resilient Modulus 3,000 psi Stage Construction 1

Calculated Design Structural Number 4.04 in

Rigorous ESAL Calculation

Performance Period (years) 10 Two-Way Traffic (ADT) 5,300 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 %

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

1 98 2 0.0007 0 14,541 2 1 2 1.2 0 254,361 3 1 2 0.6 0 127,180

Total 100 - - - 396,082

Growth Compound

Total Calculated Cumulative ESALs 396,082

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in) 1 SACP Surface Layer 0.44 1 4 11 1.76 2 SACP Base Layer 0.4 1 4 11 1.60

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in) 3 Aggregate Base (Grade C or D) 0.1 1 10 11 1.00

Total - - - 18.00 - 4.36

APPENDIX G

Selected Site Photographs

Photo No. 1 Boring CB-1

Photo No. 2 Boring CB-7

Photo No. 3 ESPR and Beverly Drive Intersection

Photo No. 4 ESPR looking north, intersection with Beverly Drive

Photo No. 5 Pavement distress, ESPR looking north

APPENDIX H

Trench Drain Specifications