Soils and Foundation Report.pdf

SOILS AND FOUNDATIONS REPORT

NO. 06-09

PROJECT PRA-NATR 3P16

MULTI-USE TRAIL

FROM 2000 FEET EAST OF LIVINGSTON ROAD

TO HIGHLAND COLONY PARKWAY

NATCHEZ TRACE PARKWAY

MADISON COUNTY, MISSISSIPPI

PMIS No. 55898

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

May 2009

TABLE OF CONTENTS

PAGE

INTRODUCTION

GENERAL

PROJECT DESCRIPTION

GEOLOGIC SETTING

REGIONAL GEOLOGY

SOIL SURVEY

PROCEDURES AND RESULTS

GENERAL

SAMPLING

FIELD TESTS AND MEASUREMENTS

DATA SUMMARY

FINDINGS

LABORATORY TESTING

DESIGN ANALYSIS

RECOMMENDATIONS

PAVEMENT

CONSTRUCTION CONSIDERATIONS

DISCLAIMER/LIMITATIONS CLAUSE

BIBLIOGRAPHY

APPENDICES

APPENDIX A..……………………………………....................…………………………...Figures

APPENDIX B..……………………………...................................................Boring Location Plans

APPENDIX C..…………………………………………....…………………………...Boring Logs

APPENDIX D.……………………………………………...........………...Laboratory Test Results

APPENDIX E….....................................................................................................Pavement Design

APPENDIX F.……………………………………………........................................Typical Details

APPENDIX G.………………………………………………......…Special Contract Requirements

APPENDIX H..……………………………………....................……..Representative Photographs

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

SOILS AND FOUNDATIONS REPORT

NO. 06-09

MULTI-USE TRAIL

FROM 2000 FEET EAST OF LIVINGSTON ROAD

TO HIGHLAND COLONY PARKWAY

PMIS No. 55898

INTRODUCTION

GENERAL

This report summarizes the results of our subsurface exploration, laboratory testing, and design analyses and presents recommendations for pavement sections for Project PRA-NATR 3P16. The project is located along the Natchez Trace Parkway in Madison County, Mississippi. The general site location is shown on Figure 1 in Appendix A.

PROJECT DESCRIPTION

Project PRA-NATR 3P16 consists of the construction of a multi-use trail parallel or adjacent the Natchez Trace Parkway near the City of Jackson in Madison County, Mississippi. This phase consists of the construction of approximately 3.34 miles of the proposed paved trail from 2000 feet east of Livingston Road to Highland Colony Parkway.

The proposed multi-use trail will consist of a 10 foot wide travel way with 2 foot shoulders. No bridges will be constructed in this phase and water crossings would be accomplished by extending existing culverts along the Parkway and constructing new culverts, where needed. Based on the experience gained from a previous trail Project NATR 3O16 and design trail profile, the proposed trail will be constructed on fill embankment throughout its entire length.

GEOLOGIC SETTING

REGIONAL GEOLOGY

The geologic map of Mississippi (1985) indicates that the subject site is located in the Forest Hill formation and red bluff clay of the Oligocene age, and the Jackson Group of the Eocene age. The Forest Hill Formation consists primarily of Forest Hill sand, cross-bedded fine gray sand, laminated fine sand and clay, and a little lignite. The Jackson Group consists primarily of Yazoo clay, and green and gray calcareous clay containing some sand and some marl. Refer to Figure 2 of Appendix A, for the geologic map of the area.

SOILS AND FOUNDATION REPORT NO. 06-09

MULTI-USE BIKE TRAIL

SOIL SURVEY

According to the United States Department of Agriculture (USDA), “Soil Survey of Madison County, Mississippi, 1982” the project site is underlain predominantly by soils of the Loring-Grenada-Calloway and the Byram-Loring Units. Byram-Loring soils consist of moderately well drained silty soils that have a fragipan. These soils are typically on ridges and side slopes of uplands and stream terraces. Soils of the Loring-Grenada-Calloway Unit are characterized as moderately well drained and somewhat poorly drained silty soils that have a fragipan. These soils are typically on stream terraces and uplands. Both the Byram-Loring and the Loring-Grenada-Calloway soil units are formed within silty material. The Byram soils were also formed in underlying clayey deposits. Soils from these units are unsuitable for use as fill material. Refer to Figure 3 of Appendix A, for a Soil Survey Map of the project area.

PROCEDURES AND RESULTS

GENERAL

The Eastern Federal Lands Highway Division’s (EFLHD) Subsurface Exploration Team conducted a subsurface investigation program at the project site between January 12 and 15, 2009. The subsurface investigation program consisted of drilling a total of 12 boreholes along the proposed alignment. The borings, designated B-1 through B-12, were drilled to depths varying between 12.0 and 17.0 ft below existing site grades. All borings were advanced to termination depths using a CME 750 ATV-mounted rotary drill rig. Boring Location Plans are provided in Appendix B.

SAMPLING

Borings were advanced using 3¾ -in. inside diameter hollow stem augers. Standard Penetration Tests (SPT) were performed using a 2¼ -in. outside diameter split-spoon sampler in accordance with AASHTO 7200-87 and AASHTO T206-87. Sampling was typically conducted at 5 ft depth intervals.

Representative portions of split-spoon samples were preserved in glass jars. All samples were later transported to EFLHD’s Materials Testing Laboratory in Sevierville, Tennessee for laboratory testing and storage.

The sampling sequence and associated jar samples for each boring are presented on its appropriate Boring Log in Appendix C.

FIELD TESTS AND MEASUREMENTS

Boring locations were determined from the design stations provided by Surveying Section, as well as referenced to on-site permanent features. Boring elevations were determined by extrapolation of topographic lines from surveyed site topographic maps provided by EFLHD’s Survey Section. SPT soil samples were typically recovered by driving the split-spoon sampler a distance of 24-in., or until refusal, into the undisturbed soil under the action of a 140-pound automatic hammer free-falling 30 inches. The number of hammer blows required to advance the split-spoon sampler the middle 1.0 ft of the 24-in.

sample interval is designated as the “Standard Penetration Resistance” or N-Value. The number of blows required to advance the sampler through each 6-in. interval was recorded on field boring logs. The

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

relative consistency of each cohesive sample was estimated using a calibrated pocket Penetrometer. A field description by color and texture was made for each recovered soil sample. The depth to groundwater, if present, was measured at the time of completion of each boring, again prior to backfilling the borehole and occasionally at 24-hours after completion of drilling.

DATA SUMMARY

The EFLHD Subsurface Investigation Team performed the following field tests and measurements during the course of the subsurface exploration. The results of field tests and measurements were recorded on the driller’s 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 material such as gravel, pebbles, organic matter, etc.; and observations of groundwater. They also contain interpretations by the exploration team leader of the subsurface 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 C represent a compilation of field laboratory data and description 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 preparation of this report.

Groundwater level readings were made at the times and under the conditions stated on the boring logs. Fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

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. In general, the borings encountered two basic strata within the termination depths.

Each of the soil types has been grouped according to its engineering classification. These strata are described briefly in the following paragraphs:

Trail Borings (B-1 through B-12)

Stratum I-SILTY FAT CLAY

A brown silty fat clay layer (A-7-5(56)) (A-7-6(33)), and (A-7-6(35)) was encountered in all the borings, except Borings B-5, B-8 and B-12, to depths ranging from 2 ft to 12 ft below ground surface (bgs) and at depths of 2 ft to 10 ft bgs in Boring B-12. SPT N-values recorded within this layer ranged from 2 to 26 blows/ft (bpf), indicating very soft to very stiff consistencies. Laboratory test results on representative soil samples indicated that natural moisture contents ranged from 20.7% to 27.3%, Liquid Limit (LL) ranged from 51 to 87, and Plasticity Index (PI) ranged from 31 to 49, with 93.7 to 98.4 percent fines.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Borings B-5 and B-8 encountered a layer of brown, very soft to very stiff clayey silt to depths ranging from 2 ft to 7 ft bgs. Boring B-11 encountered asphalt pavement and base course layer in the top 2 ft. Boring B-12 encountered brown, very soft sandy clay in the upper 2 ft.

Stratum II- SILTY LEAN CLAY

Underneath the above mentioned silty fat clay (CH) and clayey silt layers, silty lean clay (CL) soils were encountered in borings B-2, B-4, B-5, B-6, B-7, B-11, and B-12. N-values recorded within this layer ranged from 5 bpf to 57 bpf, indicating medium stiff to hard consistencies. Laboratory test results on representative soil samples indicated that natural moisture contents ranged from 12.5% to 31.2%, Liquid Limit (LL) ranged from 37 to 45, and Plasticity Index (PI) ranged from 15 to 27, with

96.4 to 99.6 percent fines. This layer extended to the termination depths of the soil borings.

It should be mentioned that very stiff to hard sandy clay soils were encountered underneath the silty fat clay and clayey silt layers in borings B-1, B-8, and B-9. Al stiff clayey silt layer was encountered underneath the Silty fat clay stratum in Boring B-3.

Groundwater

No groundwater was encountered in any of the borings during or after completion of drilling. However, fluctuations in the groundwater conditions due to seasonal weather changes should be anticipated.

LABORATORY TESTING

Laboratory testing was performed on representative selected soil samples. Laboratory tests included natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89 & T-90), particle size analysis (AASHTO T-88), and classification (AASHTO M-145). Laboratory test results are summarized in Table 1 below. Laboratory test result sheets are provided in Appendix D.

Table 1 – Index Properties of Soils

Station

No.

Soil Classification

Boring

Sample

Sample Depth

(ft)

Water Content

LL PI

Fines

AASHTO Description

B-1 1+00 J-2 5.0-7.0 12.2 44 24 65.9 A-7-6(14) sandy lean

Clay

B-3 30+00 J-1 0.0-2.0 27.3 87 49 93.7 A-7-5(56) silty fat Clay

B-3 30+00 J-3 10.0-12.0 28.5 38 13 97.9 A-6(14) clayey Silt

B-4 41+00 J-2 5.0-7.0 12.5 37 15 99.6 A-6(16) silty lean

Clay

B-5 55+50 J-1 0.0-2.0 31.9 32 NP 95.7 A-4(2) clayey Silt

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Station

Soil Classification

Boring No.

Sample Water Sample Fines

Depth (ft)

Content LL PI

AASHTO Description

B-7 85+00 J-2 5.0-7.0 17.5 36 13 96.8 A-6(14) silty lean

Clay

B-8 100+00 J-1 0.0-2.0 32.1 36 9 91.1 A-4(9) clayey Silt

B-8 100+00 J-3 10.0-12.0 15.6 44 25 81.7 A-7-6(20) sandy lean

Clay

B-10 124+00 J-2 5.0-7.0 20.7 52 33 97.2 A-7-6(35) silty fat Clay

B-12 154+25 J-1 0.0-2.0 16.9 37 14 79.3 A-6(11) sandy lean

Clay

B-12 154+25 J-3 5.0-7.0 27.2 51 31 98.4 A-7-6(33) silty fat Clay

B-12 154+25 J-5 10.0-12.0 31.2 45 27 96.4 A-7-6(27) silty lean

Clay

Previous Laboratory Testing

Laboratory testing for Project NATR 3O16 was performed to determine the swell potential and California Bearing Ratio (CBR) of soils within the upper 15 ft of the subgrade and to aid in the mix proportioning for subgrade stabilization using either a lime or cement. The soils tested were largely characterized as lean clays (A-6).

Laboratory tests performed included CBR (ASTM D1883), and Effectiveness of Admixtures for Soil Stabilization (ASTM D4609). Laboratory test results are included in Appendix D.

CBR test results on untreated soil samples yielded an average value of 7.5, correlating to a resilient modulus of approximately 9,000 psi. The topsoil/organic clay layer, encountered within the upper 3 ft of the subgrade along the alignment, was estimated to have a CBR value of < 3, correlating to a resilient modus value of approximately 5,000 psi.

Laboratory tests indicated that hydrated lime was slightly more efficient than cement in reducing the swell potential of lean clays. Both stabilizing agents markedly improved the bearing resistance of subgrade soils. The CBR of lime-treated soils increased from 8 to an average of 36. The CBR of cement-treated soils increased from 7 to and average of 192 and was dependent to the cement content.

The swell potential of untreated A-6 soils ranged between 0.5 and 0.6, indicating low to marginal swell potential. However, past experience in the Jackson, Mississippi area has shown that A-6 soils do undergo measurable expansion, typically resulting in moderate to severe cracking of pavement sections constructed to bear directly on these materials. The Mississippi State Highway Department has indicated that it is standard practice to treat A-6 subgrade soils with six percent hydrated lime by weight. Our tests results reinforced this recommendation.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DESIGN ANALYSIS

The prevailing concern with regard to pavement construction along the alignment is the presence of the highly plastic cohesive soils. These soils are moisture sensitive and they exhibit volume changes as the moisture conditions of the subgrade changes.

Laboratory tests performed during the previous geotechnical study for Project NATR 3O16 indicated that the in-situ swell potential of the A-6 soils tested ranged between 0.5 and 0.6 percent, indicating low to marginal swell potential. However, past experience in the Jackson, Mississippi area has shown that A-6 soils do undergo measurable expansion and heave of the ground surface, typically resulting in moderate to severe cracking of pavement sections constructed to bear directly on these materials.

The Mississippi Department of Transportation (MDOT) has indicated that it is standard practice to treat A-6 subgrade soils with six (6) percent hydrated lime by weight. Laboratory tests performed during the previous geotechnical study indicated that both the cement and lime stabilizer are effective in reducing the swell potential of clays. The lime stabilizer increased the bearing resistance of subgrade soils by an average of 450%. Soils treated with the cement stabilizer showed an average increase in CBR value of 2,700%.

RECOMMENDATIONS

PAVEMENT

Pavement section recommendations are based on the findings of our subsurface field investigation, laboratory testing, and our experience with Project NATR 3O16. The multi-use trail is intended for pedestrian and bicycle traffic with occasional maintenance truck traffic. This pavement section is recommended for construction along the entire alignment. A copy of pavement analysis performed in Project NATR 3O16 is included in Appendix E.

Table 2 – Proposed Pavement Section

Layer Thickness

(in.)

Comments

AC Surface Course

Superpave Asphalt Concrete Pavement (SACP), <0.3 x 106 ESALs, 3/8-in. Nominal Maximum Size Aggregate (NMSA), Type V Smoothness

Base Course

Cement-treated subgrade (MDOT Class 5, Group C)

Subbase Course

24-in.

(minimum)

MDOT Class 5, Group C

Geofabric Reinforcement

-- Geotextile, Type III-A

Fill Sections

FEDERAL HIGHWAY ADMINISTRATION

Very soft (N=2 bpf) and wet soils were encountered in the top 2 ft in some boring locations. These soils may be unsuitable to directly support pavement sections. Consequently, we recommend three methods for improving the bearing resistance of the top clay layer. The three methods evaluated included:

1. Subexcavation and replacement with suitable material

2. In-place chemical treatment using hydrated lime or cement; and

3. Geosynthetic stabilization.

All fill slopes should be constructed in accordance with Section 204 of the FP-03 and with side slope geometries of 2(H):1(V) or flatter.

Cut Sections

As mentioned earlier, the entire trail will be constructed on embankment fills. Consequently, volume changes associated with the presence of highly plastic clays would not be a major concern during the trail construction. The above-listed three methods to deal with highly plastic clays are applicable for cut areas as well.

All cut slopes should be excavated to geometries of 2(H):1(V) or flatter.

Design of flexible pavement structures for trail construction over the very soft clay was performed in accordance with AASHTO (1993). The computer program DARWin (v3.01) was used to determine the future structural number (SN) required for the proposed trail based on loads from conventional construction equipment as these loads are likely to be greater than anticipated in-service loads.

The flexible pavement design analysis was for a 20 year performance period. The design analysis to determine the 18-kip ESALs for the roadway were performed using the Simple ESAL Calculation in DARWin based upon an average daily traffic of 10 vehicles with 20 percent truck volume. The effective roadbed soil resilient modulus was determined from an empirical correlation value of the subgrade based on a CBR value of 3. Other parameters specified in the analysis included a reliability of 75 percent, an overall standard deviation of 0.44, an initial serviceability index of 4.2, and a terminal serviceability index of 2.0. Design analyses indicate that a future structural number (SN) of 1.46 is required.

Design analyses are listed in Appendix E.

CONSTRUCTION CONSIDERATIONS

Excavations: In general, all temporary cut slopes constructed in soils should not be steeper than 1 horizontal to 1 vertical (1H:1V), unless otherwise allowed by OSHA. All excavations are to be performed in accordance with applicable OSHA standards and in accordance with Section 204 of the FP- 03 Specifications. Temporary excavation in fill and/or natural material should be achievable using conventional earthmoving equipment in proper working condition. Any unsuitable materials encountered below proposed footing elevations should be removed.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Ground and Surface Water Management: On-site soils can be very susceptible to disturbance following contact with water. Control of storm water or seepage water flowing into open excavations may be necessary in order to retain the integrity of the natural bearing soils. The contractor should control the flow of surface water and seepage water into excavations at all times. Storm water collection and control during construction may be performed using collection trenches and sumps, if accumulation does occur.

Roadbed Preparation: The roadbed should be prepared in accordance with Section 204 of the FP-03.

The roadbed shall be scarified to the depth required for the stabilization prior to the application of cement. The depth of scarification shall be carefully controlled so that the surface of the roadbed below the scarified material shall remain undisturbed and conform to the established cross-section. The scarified material shall be pulverized and all existing unsuitable material and material retained on a 3-in.

{75 mm} sieve shall be removed.

Subgrade Stabilization: The maximum processing time–from initial mixing to the completion of compaction–is 2 hours for cement. Where two-stage stabilization is being carried out these limits apply only to the second stage. The length of road which is processed at any time should be adjusted to allow these limits to be achieved.

When two or more lifts are required to construct a thick layer (> 8-in.) of stabilized material, care must be taken to prevent carbonation at the surface of the bottom lift. It is also important that the stabilizer is mixed to the full depth of each layer. A weak band of any type can cause overstressing and premature failure of the top lift followed by deterioration of the lower section. In general, the thickness of a lift should not be greater than 8-in. or less than 4-in.

BIBLIOGRAPHY

FHWA (2000), Soils and Foundations Workshop Manual, Publication No. FHWA-NHI-00-045, Washington, D.C.

AASHTO (1993). AASHTO Guide for Design of Pavement Structures, American Association of State Highway and Transportation Officials, Washington, D.C.

TTN:BR10 (1998), Chemical and Mechanical Stabilization of Subgrades and Flexible Pavement Sections, The Tensar Corporation, Morrow, GA

APPENDIX A

Figures

FIGURE 1

SITE LOCATION MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

PRA-NATR 3P16 SE

SHEET

NO.

PROJECT

TOTAL

SHEETS

3MS

Jackson Group Yazoo clay, green and gray calcareous clay containing some sand and marl;

Moodys Branch formation at base, shells embeded in glauconitic clayey quartz sand

Forest Hill Formation and Red Bluff Clay Forest Hill sand, cross-bedded fine gray sand, laminated fine sand and clay, Geologic Map of Mississippi, (1985) and little lignite Mississippi Geological Survey

SE

SHEET

NO.

PROJECT

STATEREG

3PRA-NATR 3P16MS

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

Source:

Project: PRA-NATR 3P16

Soil Survey of Madison County Mississippi (1982)

United States Department of Agriculture

LORING-GRENADA-CALLOWAY

Nearly level to strong sloping, moderately well drained and somewhat poorly drained silty soils that have a fragipan; on uplands and stream terraces

Gently sloping to strongly sloping, moderately well drained silty soils that have a fragipan; on uplands and stream terraces

BYRAM-LORING

TOTAL

SHEETS

Source

MS

FIGURE 3

SOIL SURVEY MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA SE

SHEET

NO.

PROJECT

STATEREG

3PRA-NATR 3P16

Project: PRA-NATR 3P16

APPENDIX B

Boring Location Plans

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.

Vane Shear

Hole Diameter:

Boring No.:

Boring Location:

MATERIAL DESCRIPTION

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

B lo w s p e r in

T yp e

R ec hrs

B O

R

IN

G L

O G

N

A T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G D

T

5/ 4/

NATCHEZ TRACE PARKWAY, Madison County, MS

SAMPLE

Completed:

Inspector:

Operator:

Weather:

B-1

Standard Penetration Test Data

Boring Method:

2.0

7-11-15-11

1.7

9-11-9-11

12.0

2.0

J-3

J-2

J-1

1.9

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

0-2-3-7

Borehole Terminated @ 12 ft

Very stiff, redish brown, SANDY CLAY [A-7-6(14)] (Moist)

Qunconf=4.5 tsf

Qunconf=4.5 tsf

Medium stiff, brown, SILTY FAT CLAY [A-7-5(56)] (Moist) Qunconf=0.5/3.0 tsf

(Blows / ft)

Sheet: 1 of 1

Rock CoreSPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Sta 1+00

PRA-NATR 3P16 Multi-use Trail

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

393.0 ft

3.75 inch140 lbs/Automatic

Water Content %

Plastic Limit

30 in

Caved at:

UDAuger Cuttings

G ra p h ic L o g

Remarks:

K. Thornton

E le va tio n (f ee t)

R. Kingsley

Project Name:

1/15/09

HSA

1/15/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop: Cold

381.0

391.0

Completed:

Boring No.:

Boring Location:

T yp e

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

NATCHEZ TRACE PARKWAY, Madison County, MS

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

R ec

Inspector:

Operator:

Weather:

B-2

Standard Penetration Test Data Liquid Limit

SAMPLE

17.0

Hole Diameter:

2.0

2.0

2.0

1.6 0-1-2-2

7-13-13-15

7.0

J-4

J-3

J-2

J-1

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

(Blows / ft)

PRA-NATR 3P16 Multi-use Trail

Borehole Terminated @ 17 ft

Stiff, gray, SILTY CLAY [A-6(16)] (Moist)

Qunconf=4.0 tsf

Qunconf=4.0 tsf

Soft to very stiff, brown, SILTY FAT CLAY [A-7-5(56)] (Moist to wet) Qunconf=0.5 tsf

Qunconf=4.0 tsf

4-5-7-8

6-6-9-12

Water Content %

SPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

B lo w s p e r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

3.75 inch140 lbs/Automatic

30 in

Sta 15+00

384.0 ft

UDAuger Cuttings

G ra p h ic L o g

Remarks:

Cold

E le va tio n (f ee t)

Caved at:

R. Kingsley K. Thornton

1/15/09

Project Name:

HSA

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 1/15/09

377.0

367.0

Boring Location:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Inspector:

hrs

NATCHEZ TRACE PARKWAY, Madison County, MS

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

SAMPLE

Operator:

Weather:

B-3

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

D ep th S ca le ft)

R ec

2.0

1.3 1-1-1-2

12.0

7.0

J-3

J-2

J-1

1.7

La ye r D ep th ft)

At Completion:

Groundwater Depth:

(Blows / ft)

Borehole Terminated @ 12 ft

Stiff, brown and gray, CLAYEY SILT [A-6(14)] (Moist)

Qunconf=3.75 tsf

Very soft to very stiff, brown and gray, SILTY FAT

CLAY

[A-7-5(56)] (Moist to wet) Qunconf=0.5 tsf

Qunconf=4.25 tsf

5-6-7-9

5-8-11-11

PRA-NATR 3P16 Multi-use Trail

Sta 30+00

Water Content %

SPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

3.75 inch140 lbs/Automatic

387.5 ft

Auger Cuttings

G ra p h ic L o g

Remarks:

B lo w s p e r in

1/15/09

E le va tio n (f ee t)

Project Name:

30 in

Caved at:

Cool

K. ThorntonHSA 1/15/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

R. Kingsley

375.5

380.5

Boring No.:

Boring Location:

MATERIAL DESCRIPTION

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

B lo w s p e r in

T yp e

R ec hrs

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

NATCHEZ TRACE PARKWAY, Madison County, MS

SAMPLE

Completed:

Inspector:

Operator:

Weather:

B-4

Standard Penetration Test Data

Boring Method:

2.0

6-12-12-13

1.5

5-6-8-9

12.0

2.0

J-3

J-2

J-1

1.7

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

1-1-2-3

Borehole Terminated @ 12 ft

Stiff to very stiff, brown and gray, SILTY CLAY [A-6(16)] (Moist)

Qunconf=4.5 tsf

Qunconf=4.25 tsf

Soft, brown, SILTY FAT CLAY [A-7-5(56)] (Moist to wet) Qunconf=0.75 tsf

(Blows / ft)

Sheet: 1 of 1

Rock CoreSPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Sta 41+00

PRA-NATR 3P16 Multi-use Trail

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

357.5 ft

3.75 inch140 lbs/Automatic

Water Content %

Plastic Limit

30 in

Caved at:

UDAuger Cuttings

G ra p h ic L o g

Remarks:

K. Thornton

E le va tio n (f ee t)

R. Kingsley

Project Name:

1/13/09

HSA

1/13/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop: Cool

345.5

355.5 yp e

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

B-5

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s p e r in hrs

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

PRA-NATR 3P16 Multi-use Trail

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Hole Diameter:

Rock Core Diam:

7-11-15-15

1-1-1-2

2.0

1.5

12.0

7.0

J-3

J-2

J-1

1.6

(Blows / ft)

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

9-11-11-14

Boring Method:

Borehole Terminated @ 12 ft

Very stiff, brown and orange, SILTY CLAY [A-6(16)] (Moist)

Qunconf=4.5 tsf

Very soft to very stiff, brown, CLAYEY SILT [A-4(2)] (Moist to wet) Qunconf=0.5 tsf

Qunconf=4.25 tsf

Groundwater Depth:

Sheet: 1 of 1

Rock CoreSPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

NATCHEZ TRACE PARKWAY, Madison County, MS

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

350.0 ft

3.75 inch

Water Content %

Sta 55+50

30 in

Caved at:

140 lbs/Automatic

UDAuger Cuttings

G ra p h ic L o g

Remarks:

K. Thornton

E le va tio n (f ee t)

R. Kingsley

Project Name:

1/13/09

HSA

1/13/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop: Cool

338.0

343.0

Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring Location:

B lo w s p e r in

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

NATCHEZ TRACE PARKWAY, Madison County, MS

Standard Penetration Test Data

B-6

SAMPLE

R ec

Inspector:

Operator:

Weather:Rock Core Diam:

PRA-NATR 3P16 Multi-use Trail

12-14-17-13

11-22-35-43

0-1-2-1

2.0

1.4

Soft, brown, SILTY FAT CLAY [A-7-5(56)] (Wet) Qunconf=0.5 tsf

12.0

2.0

J-3

J-2

J-1

1.8

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

Groundwater Depth:

(Blows / ft)

Borehole Terminated @ 12 ft

Hard, brown and gray SILTY CLAY [A-6(16)] (Moist)

Qunconf=4.5 tsf

Qunconf=4.5 tsf hrs At Completion:

U. S. DEPARTMENT OF TRANSPORTATION

Rock CoreSPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

N o.

Sheet: 1 of 1

Plastic Limit

Remarks:

BORING LOG

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

Caved at:

356.0 ft

140 lbs/Automatic

Sta 65+00

30 in

3.75 inch

UDAuger Cuttings

G ra p h ic L o g

R. Kingsley

Water Content %

Project Name:

Cool

E le va tio n (f ee t)

K. Thornton 1/14/09

HSA

1/14/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

344.0

354.0

Boring No.:

Boring Location:

MATERIAL DESCRIPTION

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

B lo w s p e r in

T yp e

R ec hrs

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

NATCHEZ TRACE PARKWAY, Madison County, MS

SAMPLE

Completed:

Inspector:

Operator:

Weather:

B-7

Standard Penetration Test Data

Boring Method:

1.9

5-10-15-10

1.5

5-6-7-11

12.0

2.0

J-3

J-2

J-1

1.8

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

0-1-2-2

Borehole Terminated @ 12 ft

Very stiff to stiff, brown and gray SILTY CLAY [A-6(14)] (Moist to wet)

Qunconf=1.5/4.5 tsf

Qunconf=4.25 tsf

Soft, brown, SILTY FAT CLAY [A-7-5(56)] (Moist) Qunconf=1.5 tsf

(Blows / ft)

Sheet: 1 of 1

Rock CoreSPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Sta 85+00

PRA-NATR 3P16 Multi-use Trail

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

353.5 ft

3.75 inch140 lbs/Automatic

Water Content %

Plastic Limit

30 in

Caved at:

UDAuger Cuttings

G ra p h ic L o g

Remarks:

K. Thornton

E le va tio n (f ee t)

R. Kingsley

Project Name:

1/14/09

HSA

1/14/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop: Cool

341.5

351.5

Completed:

Rock Core Diam:

Hole Diameter:

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

(Blows / ft)

Boring Method:

Liquid Limit

SAMPLE

R ec

Inspector:

Operator:

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

Weather:

Density, Color, Plasticity, Size, Proportions, Moisture

Standard Penetration Test Data

T yp e

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

B-8

17.0

1.9

1.5

0.5

0.8

12.0

2.0

J-4

J-3

J-2

J-1

Borehole Terminated @ 17 ft

Stiff, brown and gray, SILTY CLAY [A-6(14)] (Moist)

Qunconf=3.25 tsf

Very stiff, brown and gray, SANDY CLAY, trace silt and fine gravel [A-7-6(20)] (Moist)

Qunconf=4.5 tsf

6-7-8-9

5-7-9-13

7-15-17-16

0-0-1-2

Very soft, brown, CLAYEY SILT [A-4(9)] (Wet) Qunconf=0.5 tsf

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Plastic Limit

Penetrometer

PRA-NATR 3P16 Multi-use Trail

Water Content %

Sta 100+00

SPT Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.G ra p h ic

L o g

30 in

Auger Cuttings

Remarks:

B lo w s p e r in hrs

NATCHEZ TRACE PARKWAY, Madison County, MS

1/14/09

E le va tio n (f ee t)

Project Name:

Cool R. Kingsley

UD

K. Thornton

HSA

1/14/09Boring Began:Surface Elevation:

140 lbs/Automatic

376.0 ft

3.75 inch Hammer Drop:

Hammer Wt. & Type:

Caved at:

374.0

364.0

359.0

T yp e

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Hole Diameter:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

NATCHEZ TRACE PARKWAY, Madison County, MS

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

R ec

Inspector:

Operator:

Weather:

B-9

Standard Penetration Test Data Liquid Limit

SAMPLE

7-22-17-9

1-1-2-3

0.2

0.7

1.2

Completed:

12.0

7.0

2.0

J-3

J-2

J-1

PRA-NATR 3P16 Multi-use Trail

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

(Blows / ft)

4-5-6-8

Borehole Terminated @ 12 ft

Stiff, brown, SILTY CLAY [A-6-(16)] (Moist)

Qunconf=4.5 tsf

Hard, brown, SANDY CLAY, some silt [A-7-6(20)] (Moist)

Soft, brown, SILTY FAT CLAY [A-7-5(56)] (Moist to wet) Qunconf=1.5 tsf

Water Content %

SPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

B lo w s p e r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

3.75 inch140 lbs/Automatic

Sta 116+50

355.0 ft

UDAuger Cuttings

G ra p h ic L o g

Remarks:

HSA

E le va tio n (f ee t)

Project Name:

30 in

Caved at:

Cool R. Kingsley

1/14/091/14/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

K. Thornton

353.0

343.0

348.0

Remarks:

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

Weather:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-NATR 3P16 Multi-use Trail

B lo w s p e r in

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

B-10

NATCHEZ TRACE PARKWAY, Madison County, MS

SAMPLE

R ec

Inspector:

Operator:

1.4 2-4-5-7

2-4-2-3

1.7

Medium stiff to stiff, tan to brown, SILTY FAT CLAY [A-7-6(35)] (Moist) Qunconf=1.75 tsf

Qunconf=2.5 tsf

Qunconf=1.75 tsf

0.8

12.0

J-3

J-2

J-1

At Completion:

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

2-3-4-5

Groundwater Depth:

(Blows / ft)

Borehole Terminated @ 12 ft

La ye r D ep th ft)

U. S. DEPARTMENT OF TRANSPORTATION

Rock CoreSPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

N o.

Sheet: 1 of 1 hrs

Plastic Limit

G ra p h ic L o g

BORING LOG

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

Caved at:

356.0 ft

140 lbs/Automatic

Sta 124+00

3.75 inch

UDAuger Cuttings

30 in

E le va tio n (f ee t)

Water Content %

Project Name:

Cool

K. Thornton 1/13/09

HSA

1/13/09Boring Began:Surface Elevation:

R. Kingsley Hammer Drop:

Hammer Wt. & Type:

344.0 yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

Weather:

NATCHEZ TRACE PARKWAY, Madison County, MS

PRA-NATR 3P16 Multi-use Trail

SAMPLE

R ec

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

Boring Location:

Boring No.: B-11

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

At Completion: Operator:

7.0

2.0

0.6

1.0

1.0

La ye r D ep th ft)

12.0

2-2-11-14

2.0

J-4

J-3

J-2

J-1

Stiff, lightly brown, SILTY CLAY [A-6(16)] (Moist)

Qunconf=4.5 tsf

Groundwater Depth:

(Blows / ft)

Borehole Terminated @ 12 ft

Stiff, brown, SILTY FAT CLAY [A-7-5(56)] (Moist)

Qunconf=4.5 tsf

Pavement and base course

(Old road)

4-5-7-8

5-6-6-8

6-7-6-8

Inspector:

Sta 139+25

Water Content %

SPT

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Plastic Limit

Project Location:

After

Encountered at:

Sample Types:

N o.

30 in

Sheet: 1 of 1

UD

G ra p h ic L o g

Remarks:

B lo w s p e r in hrs

Auger Cuttings

1/12/09

E le va tio n (f ee t)

Project Name:

140 lbs/Automatic

HSA

1/12/09Boring Began:368.8 ftSurface Elevation:

3.75 inch Hammer Drop:

Hammer Wt. & Type:

Caved at:

366.8

361.8

356.8

Groundwater Depth:

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

Inspector:

At Completion:

(Blows / ft)

Operator:

Weather:

B-12

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

T

R -3

P

N E

W .G

P J

F H

W A

_V A

.G

Boring No.:

Boring Location:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Borehole Terminated @ 12 ft

10.0

1.8

1.8

1.7

1.5

1.0

12.0

2.0

J-5

J-4

J-3

J-2

J-1 1-1-1-3

Medium stiff, brown and gray, SILTY CLAY [A-7-6(27)] (Wet) Qunconf=1.75 tsf

Stiff to medium stiff, brown, SILTY FAT CLAY [A-7-6(33)] (Moist to wet)

Qunconf=2.0 tsf

Qunconf=4.25 tsf

Qunconf=1.5 tsf

Very soft, brown, SANDY CLAY [A-6(11)] (Wet)

2-2-3-5

2-3-3-5

2-4-6-7

2-4-5-7

1- No water was encountered during or after completion of drilling 2- Boring backfilled with auger cuttings upon completion.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Sta 154+25

Plastic Limit

E le va tio n (f ee t)

Rock Core

Water Content %

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Penetrometer UDAuger Cuttings

Project Name:

G ra p h ic

L o g

B lo w s p e r in hrs

NATCHEZ TRACE PARKWAY, Madison County, MS

PRA-NATR 3P16 Multi-use Trail

SAMPLE

R ec

Hammer Wt. & Type:

HSA

Clear

Remarks:

Boring Began: 1/12/09Surface Elevation: 1/12/09

Hammer Drop:

30 in

20 80

140 lbs/Automatic 3.75 inch

350.5 ft Caved at:

348.5

340.5

338.5

APPENDIX D

Laboratory Test Results

(Project PRA-NATR 3P16)

SOIL DATA

NO.

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3" % GRAVEL % SAND % SILT % CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 6.3 93.7

(ft.)

NATR 3P 16

Multi Purpose trail

FHWA/GEOTECH

B-3/J-1 0.0-2.0 Fat clay A-7-5(56)

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 4.3 95.7

B-5/J-1 0.0-2.0 Silt A-4(2)

0.0 0.0 8.9 91.1

B-8/J-1 0.0-2.0 Silt A-4(9)

0.0 3.7 17.0 79.3

B-12/J-1 0.0-2.0 Lean clay with sand A-6(11)

0.0 0.0 34.1 65.9

B-1/J-2 5.0-7.0 Sandy lean clay A-7-6(14)

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3" % GRAVEL % SAND % SILT % CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.4 99.6

(ft.)

NATR 3P 16

Multi Purpose trail

FHWA/GEOTECH

B-4/J-2 5.0-7.0 Lean clay A-6(16)

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 3.2 96.8

B-7/J-2 5.0-7.0 Lean clay A-6(14)

0.0 0.0 2.8 97.2

B-10/J-2 5.0-7.0 Fat clay A-7-6(35)

0.0 0.0 1.6 98.4

B-12/J-2 5.0-7.0 Fat clay A-7-6(33)

0.0 0.0 2.1 97.9

B-3/J-3 10.0-12.0 Silt A-6(14)

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3" % GRAVEL % SAND % SILT % CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 18.3 81.7

(ft.)

NATR 3P 16

Multi Purpose trail

FHWA/GEOTECH

B-8/J-3 10.0-12.0 Lean clay with sand A-7-6(20)

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 3.6 96.4

B-12/J-5 10.0-12.0 Lean clay A-7-6(27)

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

NATR 3P 16

Multi Purpose trail

FHWA/GEOTECH

A-7-5(56)49873827.30.0-2.0B-3/J-1

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-4(2)NP32NP31.90.0-2.0B-5/J-1

A-4(9)9362732.10.0-2.0B-8/J-1

A-6(11)14372316.90.0-2.0B-12/J-1

A-7-6(14)24442012.25.0-7.0B-1/J-2

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

NATR 3P 16

Multi Purpose trail

FHWA/GEOTECH

A-6(16)15372212.55.0-7.0B-4/J-2

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-6(14)13362317.55.0-7.0B-7/J-2

A-7-6(35)33521920.75.0-7.0B-10/J-2

A-7-6(33)31512027.25.0-7.0B-12/J-2

A-6(14)13382528.510.0-12.0B-3/J-3

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

NATR 3P 16

Multi Purpose trail

FHWA/GEOTECH

A-7-6(20)25441915.610.0-12.0B-8/J-3

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-7-6(27)27451831.210.0-12.0B-12/J-5

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

Laboratory Test Results

(Project PRA-NATR 3O16)

APPENDIX E

Pavement Design

(Project PRA-NATR 3O16)

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product fhwa

21400 RIDGETOP

STERLING

usa

Flexible Structural Design Module

Natchez Trace Parkway Multi-use Bike Trail Madison County, MS

-20 yr Performance Period -

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 7,305 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.44 Roadbed Soil Resilient Modulus 5,608 psi Stage Construction 1

Calculated Design Structural Number 1.52 in

Effective Roadbed Soil Resilient Modulus

Period Description

Roadbed Resilient

Modulus (psi) 1 Summer (Dry) 9,000 2 Spring/Fall (Wet 4,500

Calculated Effective Modulus 5,608 psi

Simple ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 10 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater 20 % Average Initial Truck Factor (ESALs/truck) 0.5 Annual Truck Factor Growth Rate 0 % Annual Truck Volume Growth Rate 0 % Growth Simple

Total Calculated Cumulative ESALs 7,305

APPENDIX F

Typical Details

APPENDIX G

Special Contract Requirements

Section 207. – EARTHWORK GEOTEXTILES

207.04 Delete the fourth sentence of the second paragraph and substitute the following:

Overlap adjacent sections of geotextile a minimum of 3 ft at the ends and sides, or sew the geotextile joints.

Section 213. – SUBGRADE STABILIZATION

213.05 Add the following after the second paragraph:

The thickness fill material to be stabilized should not be less than 4-in. or greater than 8-in. Mix stabilizer to the full depth of each layer.

213.06(a) Delete the third sentence of first paragraph and substitute the following:

Complete the mixing within 5.5 hours of additive application.

213.06(b) Delete the last sentence of the first paragraph and substitute the following:

Complete the mixing within 1.5 hours of cement application.

213.07 Add the following:

The maximum processing time–from initial mixing to the completion of compaction–is 2 hours for cement and 6 hours for lime. Where two-stage stabilization is being carried out, these limits apply only to the second stage. The length of road which is processed at any time should be adjusted to allow these limits to be achieved.

213.08 Delete the last sentence of the second paragraph and substitute the following:

No traffic is allowed on the grade for a minimum of 3 days (72 hours) following application of the curing seal.

APPENDIX H

Representative Photographs

Photo No. 1 – Marking a Boring Location

Photo No. 2 – Highly Plastic Clay