D2_-_Geotechnical_Report.pdf

HILLIS-CARNES

503 Maryland Avenue, Unit 106

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`63 Mill Hill Road Improvements (-)

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Prepared For:

George, Miles & Buhr, LLC -GMB

400 High Street Seaford, DE 19973

Attn: Andrew J. Lyons

Prepared By:

Hillis-Carnes Engineering Associates, Inc.

503 Maryland Avenue, Unit 106

Delmar, Maryland 21875

November 25, 2013

Corporate Headquarters — Annapolis Junction, MD

Maryland • Virginia ♦ West Virginia • District of Columbia • Pennsylvania • Delaware

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503 Maryland Avenue, Unit 106

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GINEERING ASSOCIATES, INC.

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November 25, 2013

Mr. Andrew J. Lyons George, Miles & Buhr, LLC -GMB 400 High Street Seaford, DE 19973

Reference: Mill Hill River Road Improvements Waldorf, Maryland HCEA Project No. S13225

Dear Mr. Lyons:

Hillis-Carnes Engineering Associates, Inc. has completed the geotechnical evaluation for the referenced project and submits this final report of our conclusions and recommendations. Our services were generally conducted in accordance with our proposal dated January 11, 2012 and approved October 13, 2013. Our exploration program included 10 Standard Penetration Test borings, visual classification of the subsurface soils. asphalt coring and thickness evaluation, laboratory index property testing and analyses and preparation of a written report of our findings and conclusions.

The boring samples retrieved during the exploration phase of our evaluation will be stored at our Salisbury, Maryland office for a period of 30 days from the date of this report.

Should you require the samples to be stored for a longer period of time or shipped to another location, please notify us in writing prior to the end of the 30-day period or the samples will be discarded.

HCEA appreciates the opportunity to provide geotechnical exploration services for this project. Should you have any questions regarding the contents of this report, or require additional consultation, design, inspection, or testing services, please contact our Office.

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HILLIS-CARNES

TABLE OF CONTENTS

Jeremy M. Boehm, P.E. Fernando Garcia, P.E. 2

1.0 PURPOSE AND SCOPE 1

2.0 PROJECT CHARACTERISTICS 1

3.0 FIELD EXPLORATION 1

6.0 RECOMMENDED ADDITIONAL SERVICES 9

7.0 QUALIFICATIONS 9

APPENDIX 10

I I I I I I I I I I I I I I I I I I

Corporate Headquarters - Annapolis Junction. MD

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Maryland ♦ Virginia • West Virginia ♦ District of Columbia ♦ Pennsylvania ♦ Delaware

1.0 PURPOSE AND SCOPE

The purpose of this study was to characterize the general subsurface conditions at the proposed road widening areas, to evaluate the existing asphalt characteristics and provide recommendations for pavement structure for the proposed improvements. Additionally.

this study addresses the soil characteristics and infiltration properties for the proposed storm water management zones.

The evaluations and recommendations presented in this report were developed from an analysis of project characteristics and the subsurface conditions encountered during our drilling operations. A graphical interpretation of the subsurface soils is included in the Records of Soil Exploration in the Appendix to this report. The soil layers indicated by the boring logs represent the approximate boundaries between soil types; however the in-situ transitions may be gradual.

An evaluation of the site with respect to potential construction problems and recommendations dealing with the earthwork and inspection during construction are also included. The inspection is considered necessary to verify the subsurface conditions and to verify that the soils-related construction phases are performed properly.

2.0 PROJECT CHARACTERISTICS

The project site is located along Mill Hill Road in Charles County, Maryland as shown on the Project Location Map (Figure 1) in the Appendix. The roadway is to be improved from Davis Road to Devonshire Court or from Station 81+55.33 to Station 106+00.

The proposed improvement and widening construction will consist of a 2.433.5 linear foot roadway improvement and associated access driveways. Proposed grades will closely match existing grades on the center line of the proposed alignment, the fill materials on the left and right widening profiles varies from 2 to 7 feet.

If the project specifications or proposed construction differ significantly from what has been previously stated, HCEA should be consulted for a re-evaluation.

3.0 FIELD EXPLORATION

In order to determine general subsurface conditions at the project site nine (9) Standard Penetration Test (SPT) borings were performed. These borings were designated as B-1 through B-8 for the roadway improvements and the stormwater management borings were designated as SWM-1 through SWM-3. Borings were drilled between October 16th and 18th of 2013 using a Mobile 31 truck mounted drill rig. The borings were drilled within the proposed roadway widening area. The approximate boring locations are shown on the Boring Location Plan (Figures 2A through 2C) in the Appendix to this report. The roadway borings B-1 through B-8 were drilled to depths up to 10.0 feet below existing site grade.

HILLIS-CARNES ENGINEERING ASSOCIATES, INO1

Boring location B-3 was deleted due to traffic control time frame. Stormwater management borings SWM-1 was hand augered to a depth of 7 feet due to access conflicts. SWM-2 was drilled to a depth of 15 feet below existing grades and SWM-3 was drilled to 15 feet.

The test borings were drilled with 6 inch (I.D.) hollow-stem augers before the subsurface soils were sampled by driving a 1-3/8 inch I.D. (2-inch 0.D.) split-spoon sampler in accordance with ASTM D-1586 specifications. In observation of ASTM-1586 the sampler is first seated 6 inches to penetrate any loose cuttings. It is then driven an additional foot with blows from a 140-pound hammer with a drop of 30 inches. The number of hammer blows required to drive the sampler the final foot is designated as the "Penetration Resistance" or "N" value. The penetration resistance, when properly evaluated, is a reference to the index of soil density and compression characteristics.

Representative portions of each soil sample were placed in glass jars and transported to HCEA's laboratory. In the lab, the samples were visually classified by the Geotechnical Engineer in accordance with the Unified Soil Classification System (USCS). The USCS symbols appear on the boring logs. The system nomenclature is briefly described in the Appendix. Additionally, the classification was supplemented with the American Association of State Highway and Transportation Officials (ASSHTO) symbols as indicated on laboratory results.

In the laboratory four (4) Atterberg Limits, seven (7) gradational analysis (three including Hydrometer Test) and eighteen natural moisture content determinations were performed on samples selected from the exploration phase of our study. Four (4) bulk samples were taken within proximity of borings B-1, B-2, B-4, and B-7 for moisture-density relationship analysis (Proctor) and California Bearing Ratio (CBR) testing. Laboratory test results are attached to the Appendix to this report.

4.0 SUBSURFACE CONDITIONS

Details of the subsurface conditions encountered at the site during our drilling operations are shown on the Records of Soil Exploration boring logs in the Appendix. A brief description of the subsurface conditions and pertinent engineering characteristics of the soils are given in the following paragraph.

Strata divisions shown on the boring logs have been estimated based on visual examinations of the recovered samples. In the field, strata changes could occur gradually and/or at slightly different levels than indicated. Groundwater conditions indicated on the log sheets are those observed during the period of the subsurface exploration.

Fluctuations in groundwater levels could occur seasonally and may also be influenced by changes in grading, recent precipitation and other factors.

4.1 Site Geology

According to the Maryland Geological Survey's — Geologic Maps of Maryland (1968) — the site is mapped in the Upland Deposits (Western Shore) Gravel and sand, commonly

HILLIS-CARNES ENGINEERING ASSOCIATES, INM

orang-brown, locally limonite-cemented; minor silt and red, white, or gray clay; (includes Brandywine, Bryn Mawr, and Sunderland Formations of earlier reports); lower gravel member and upper loam member in Southern Maryland; thickness 0 to 50 feet.

4.2 Surficial Materials

The test borings showed portions of the site to be covered by a surficial bearing organic soil (topsoil) layer approximately 4 to 8 inches in thickness. Bearing organic soil thickness should be expected to vary across the site. The relatively heavy layer of bearing organic soil is typical of the agricultural land found on either side of this particular site.

4.3 Subsoils

The natural subsoils encountered reflect the description of the Quarternary materials presented in the geology section of this report. Subsoils generally consisted of interbedded layers of silty-clayey SAND (SM-SC). silty CLAY (CL), clayey SILT (ML) and combinations thereof.

"N" values generally indicate medium dense to dense relative densities for the granular coarse-grained materials. The fine-grained materials encountered during exploration typically exhibited consistencies of medium stiff to hard.

4.4 Water Main Depths

Two test pits named TP-1 and TP-2 were excavated to expose and verify the depth of the top of the existing water main. The top of the pipe was measured at TP-1 5 feet below existing grade and 4 feet below existing grade at TP-2. The locations are indicated in Figures 2A and 2B

4.5 Groundwater

Groundwater was encountered during drilling operations at 15 feet below existing grades.

The roadway borings caved-in between 1.5 and 2.5 feet below grade at boring completion.

A more accurate determination of the hydrostatic water table would require the installation of screened piezometers which could be monitored over an extended period of time. The actual level of the hydrostatic water table and the amount and level of perched water should be anticipated to fluctuate throughout the year, depending on variations in precipitation, surface runoff, infiltration, site topography and drainage.

5.0 RECOMMENDATIONS

Our findings suggest that the site can be developed for the proposed construction. Special consideration should be given to the proper monitoring of fill operations, pavement preparation and geotechnical related construction in all structural areas.

HILLIS-CARNES ENGINEERING ASSOCIATES, INC

The following recommendations have been developed on the basis of the previously described project characteristics and subsurface conditions. If there are any changes to the project characteristics, or if different subsurface conditions are encountered during construction, HCEA should be consulted so that the recommendations of this report can be reviewed and revised.

5.1 General Site Preparation

Prior to the construction of the proposed improvements in structural pavement areas the project site should be stripped of any and all materials unsuitable to be used for engineering purposes. These materials might include bearing organic materials, construction debris or abandoned materials, unsuitable fill materials; frozen, wet, soft or loose soils; and any other deleterious materials in structural areas. These operations should be performed in a manner consistent with good erosion, site drainage and sediment control practices.

After the initial stripping process is completed the exposed subgrade areas should be inspected by a Geotechnical Engineer or an experienced Soils Inspector. Prior to fill placement the stripped subgrade soils should be sealed with a smooth-drum roller and proofrolled by a fully-loaded dump truck or another pneumatic-tire vehicle of comparable size and weight. The purpose of the proofrolling will be to locate any near-surface pockets of soft or loose soils requiring improvement. Proofrolling is not advised in wet areas. A Geotechnical Engineer or experienced Soils Inspector should witness the proofrolling operations to determine which areas require undercutting and/or stabilization improvements.

As stated previously, relatively loose or soft materials were encountered surficially in some of the test borings. It should therefore be anticipated that these surficial soils will need to be either reworked or removed and replaced in order to prepare the subgrade for the placement of additional structural fill materials.

5.2 Fill Selection, Placement and Compaction

All material to be used as fill or backfill should be inspected, tested and approved by the Geotechnical Engineer. The native on-site SM or SP soils which are free from organic and other deleterious components may be used as general site fill. Other materials suitable for use as structural fill include those classified in accordance with the USCS designated as GP, GW, SP, SW and SM soils. Fine grained soils such as silts (ML), clays (CL) or bearing organic soils are not suitable as structural fill.

The project boring logs report native fine-grained layers of silty CLAYs (CL) and clayey SILTS (ML) were encountered in nearly borings B-1 through B-8 between 2 to 6 feet below existing grades. The fine grained materials as well as well as SM and SC soils range from highly sensitive to moderately sensitive respectively, in terms of changes in moisture content and should be protected from such changes. SM and SC materials are acceptable for use as structural fill however it should be noted that SM and SC materials

HILLIS-CARNES ENGINEERING ASSOCIATES, INC?

may have a tendency to perch water (retain water) thus achieving the required compaction may be difficult without extended periods of dry weather.

Depending on overall grading requirements materials may have to be imported from an off-site borrow area. If off-site borrow is required. the imported material should meet or exceed the requirements set forth in this report for acceptable fill. It is also recommended that offsite borrow materials be tested in our laboratory prior to placement at the site to determine its compliance with the contract documents. Imported fill materials should have Unified Soil Classifications (USCS) of SM or better.

Moisture conditioning (e.g. wetting or drying) of fill soils should be anticipated to achieve proper compaction. The moisture contents of fill materials should be controlled properly to avoid extensive construction delays.

All fill should be placed in relatively horizontal 8-inch (maximum) loose lifts and should be compacted to a minimum of 95 percent of the Modified Proctor (ASTM D-1557) maximum dry density. Fill materials in landscape and other non-structural areas should be compacted to at least 95 percent of the Standard Proctor (ASTM D-698) maximum dry density to avoid significant subsidence of the fill under its own weight. Field moisture contents should be maintained within ±2 percentage points of the optimum moisture content in order to provide adequate compaction.

Fill slopes no steeper than 2(H):1(V), or flatter, should be used. A sufficient number of in-place density tests should be performed by an experienced Engineering Technician on a full-time basis to verify that the proper degree of compaction is obtained in all fill operations.

Due to the presence of intermixed fine-grained materials in surficial layers at the project site, poor drainage may be encountered during rainfall events and perched water may result. In the event of perched water, the contractor should prevent the flow of traffic including compaction equipment and vehicles in the wet subgrade areas.

5.3 Groundwater and Drainage

During our drilling operations groundwater was encountered at depths of 15.0 feet below the ground surface. Boring holes were observed to cave-in at depths of 1.5 to 2.5 feet below grade. Because of the presence of fine-grained soils with the potential for localized perched water conditions, the contractor should be prepared to control infiltrating water in deep utility trenches.

Six (6) infiltration tests were performed at locations labeled 1-1 through 1-6 as shown in the site plan found in the attachments of this report. The tests were performed at a pipe depth as listed in the following table. Tests were performed using a 5 inch diameter pipe and measured hourly until the infiltration rates stabilized to a consistent value. Hydraulic conductivity was calculated using the data acquired from the site and is listed in column four as 'K' which is measured by cm/sec. The summary of the infiltration tests is included in the following table:

Mill Hill Road Improvements

Test Boring Report

HCEA Project No. S13225

Infiltration Location Pipe Depth (in) Infiltration Rate (in/hr) K (cm/sec) 1-1 52 0.56 1.35 x 10-5 1-2 56 0.19 5.30 x 10-5 1-3 66 0.56 1.68 x 10 5 1-4 64 0.33 1.25 x 10-5 1-5 63 0.33 1.85 x 10-5 1-6 70 0.21 1.00 x 10-5

During construction phases, any water infiltration into excavations resulting from a shallow interception of the groundwater table, precipitation, surface run-off, or perched water should be able to be controlled by means of sump pits and pumps, or by gravity ditching procedures. Such procedures are only to be used if it is necessary to lower the water by 1+ foot to 2+ feet. If it is necessary to lower the water by more than 2 feet, then a more extensive water evacuation system may be required.

Adequate drainage should be provided at the site to minimize any increases in the moisture contents of the foundation soils. Surface water should not be allowed to reach excavations, prepared subgrade or surrounding areas. All pavement or parking areas should be sloped away from structures to prevent ponding of water.

If wet subgrade conditions in structural areas occur during construction, the contractor may control the infiltrating water by means of sump pits with pumps, or by gravity ditching procedures. Such means may be used if it is necessary to lower the water by a minimal amount (on the order of 2 feet or less) otherwise the Geotechnical Engineer should be consulted for additional recommendations.

Adequate drainage should be provided at the site to minimize any increase in the moisture contents of exposed subgrade soils.

5.4 Pavement Subgrade Areas

All pavement subgrade areas should be prepared in accordance with the recommendations provided in Sections 5.1 and 5.2 of this report. In particular, pavement subgrades should be proofrolled to locate any isolated areas of soft or loose soils requiring undercutting and/or stabilization.

From review of the boring logs, it appears that pavement subgrade areas will likely be comprised of materials having classifications of SM, SC or SP-SM in accordance with the Unified Soil Classification System. In order to determine the general pavement supporting characteristics of the subgrade soils, a bulk soil sample was taken during the exploration phase of this project for California Bearing Ratio (CBR) testing. Eight bulk samples of proposed subgrade soil layers were collected from the test borings B-1, B-2, B-4, and B-7 for Modified Proctor and California Bearing Ratio (CBR) testing. The test results are as follows:

Test Boring Report

Maximum

HCEA Project No. S13225

Design % Boring

Location

STATION

Dry Density

Optimum Moisture (%)

CBR Value

CBR

Value

Passing #200

(pcf) 2/3*CBR Sieve

B-1 81+60 127.5 9.3 29.1* 19.4 9.4

B-2 85+00 127.5 7.8 13.6* 9.1 62.3

B-4 91+50 129.7 9.1 24.9 16.6 45.9

B-7 102+00 127.2 9.6 14.3 9.5 99.2

Average 19.6 13.1

* Discarded for average

The CBR test results obtained in our laboratory were used to determine a structural number for a flexible pavement. The expected traffic loads for an urban principle road system with applicable truck factors were used during our evaluation. In consideration of the CBR test results and the subsurface materials encountered during our pavement boring exploration, Hillis-Carnes concurs that the following pavement cross-section designs are adequate for the soil types encountered during our field exploration:

The pavement cross section planned to be used in the new widening area is the P-5 for the road and P-7 for the shoulders according with the Charles County Road Ordinance dated June 2011.

P-5

Hot Mix Asphalt Final Surface Superpave 9.5 mm, PG70-22 Hot Mix Asphalt Intermediate Surface Superpave 9.5 mm, PG64-22 Hot Mix Asphalt Base Superpave 19 mm, PG64-22 (two lifts) Bank Run Gravel

P-7

Hot Mix Asphalt Base Superpave 19 mm, PG64-22 (two lifts) Bank Run Gravel (Bottom in line with road subbase)

1.5 inches

1.0 inches

5.5 inches

10.5 inches

3.0 inches

10.5 inches

This cross section has a Structural Number (SN) of 4.4, using SN: 0.40 for asphalt base and surface and SN: 0.11 for the Bank Run Gravel.

It is HCEA professional opinion that the design pavement cross section can hold 1.7 x 107 equivalent 18-kip axles base on AASTHO Pavement Design Methodology. To evaluate the existing cross section along Mill Hill road, the thickness of the asphalt and gravel was measured on the borings when the asphalt was present. The minimum asphalt thickness was encountered to be 3.0 inches. Below the existing pavement gravel and sandy materials with gravel were encountered.

The Structural Number for the existing road has been estimated as SN: 1.79.

For the existing paved areas HCEA recommends to supplement the existing pavement structure, paving on top of the existing asphalt with the following structure, using a geotextile extending one foot each side of the seam between the existing pavement and the new pavement.

Hot Mix Asphalt Final Surface Superpave 9.5 mm, PG70-22

1.5 inches Hot Mix Asphalt Intermediate Surface Superpave 9.5 mm, PG64-22

1.0 inches

Hot Mix Asphalt Base Superpave 19 mm, PG64-22 (two lifts)

4.0 inches

Prior to backfill of Bank Run Gravel sub-base and pavement construction, the pavement subgrade soils should be improved and compacted to 95% of the Modified Proctor (ASTM D-1557) and confirmed by field density testing.

HCEA can supplement the pavement cross section if traffic studies are available.

The pavement, native and fill subgrades, should be compacted to 95 percent of the Modified Proctor maximum dry density (ASTM D-1557) and proofrolled to a uniformly firm and stable condition. The pavement subgrade should be proofrolled in the presence of an experienced soils inspector under the direction of a Geotechnical Engineer. Vibratory compaction of fill materials should not be allowed within 12 inches of soft underlying fine-grained soil layers. Any soft, wet, loose or fine-grained soil areas identified at the time of proofrolling should be undercut and/or stabilized prior to the placement of paving materials.

It is strongly recommended to provide adequate drainage away from pavement areas to promote longer pavement life. The subgrade and pavement layers should be graded such that surface waters are carried off of the pavement areas and away from other structural areas. Surface waters should not be allowed to pond and runoff onto adjacent properties should be controlled properly.

The recommended pavement sections are not intended to accommodate heavy construction traffic. If the asphalt base course is placed prior to the substantial completion of the project, portions of the asphalt should be expected to be damaged and require replacement prior to the placement of the surface course.

Should different materials be encountered during stripping and excavation operations, or the pavement subgrade consist of imported fill materials different from those tested, then HCEA should be contacted for a re-evaluation of the different materials.

5.5 Additional Utility Recommendations

Prior to the placement of utilities any organic materials, non-soil components, frozen, wet, soft, or other deleterious materials should be removed and wasted. After the excavation operations have been completed the exposed subgrade soils should be

HILLIS-CARNES ENGINEERING ASSOCIATES, ING1

inspected by an experienced soils technician. Any required improvements may be identified during this time.

From review of the boring logs, the native materials classified as SM, SM-SP, SP-SM or SP should be suitable for use at the utility trenches provided the proper moisture contents are achieved prior to backfill.

Excavations should be adequately braced and any appropriate measures should be taken to ensure the safety of the workers. During dry periods the native sandy trench walls will have a tendency to "cave-in" when disturbed or when near the groundwater table. Based on the depths of the excavations required and the presence of granular materials and their moisture contents, it will be necessary to utilize "mules" or trench boxes or other shoring methods to protect workers. All excavations should be performed in accordance with all county, state, and federal regulations.

6.0 RECOMMENDED ADDITIONAL SERVICES

Additional soil and foundation engineering, testing, and consulting services recommended for this project are summarized below:

Site Preparation and Proofrollinct: A Geotechnical Engineer or experienced Soils Inspector should inspect the site after it has been stripped and excavated. The inspector should determine if any undercutting or in-place densification is necessary to prepare a subgrade for fill placement.

Fill Placement and Compaction: A Geotechnical Engineer or experienced Soils Inspector should witness any required filling operations and should take sufficient in-place density tests to verify that the specified degree of fill compaction is achieved. The inspector should observe and approve borrow materials used and should determine if existing moisture contents are suitable.

Asphalt Placement Inspection: A Geotechnical Engineer or experienced Soils Inspector should witness any required pavement operations and should take sufficient in-place density tests to verify that the specified degree of asphalt compaction is achieved. The inspector should observe and approve the asphalt mix and temperatures before placement.

7.0 QUALIFICATIONS

Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties either implied or expressed.

Hillis-Carnes Engineering of Salisbury, Inc. assumes no responsibility for interpretations made by others based on work or recommendations made by HCEA.

APPENDIX

Figure 1: Project Location Map

Figures 2A through 2C: Boring Location Plan

Appendix A: Laboratory Test Results

Appendix B: Records of Soil Exploration

Appendix C: Records of Infiltration Test

Field Classification Sheet

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Appendix A: Laboratory Test Results

HILLIS-CARNES ENGINEERING ASSOCIATES, INe8.

BEARING RATIO TEST REPORT

ASTM D 1883-99

CBR at 100% Max. Density = 29.1% for 0.10 in. Penetration

56 blows il 25 blows

Li cc

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8 600 10 blows]

1 0

110 115 120 125 130 135 cc c o

Molded Density (pcf) fi

0.2

0.5

0.4

0.3

0.1

0 0.1 0.2 0.3 0.4 0.5 0 91

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Penetration Depth (in.) Elapsed Time (hrs)

Molded Soaked CBR (%) Linearity ,.. " Max.

Density

(pcf) Percent of Max. Dens.

Moisture

Density (pcf)

Percent of Max. Dens.

Moisture

0.10 In. 0.20 In.

Correction

(In.)

-re b8 (lbs. ) Swell

1 0 114.6 89.9 9.3 114.6 89.9 12.8 2.7 3.0 0.000 20 0

2 A 121.5 95.3 9.3 121.5 95.3 12.7 20.6 21.6 0.000 20 0

3 0 128.5 100.8 9.3 128.5 100.8 11.2 30.2 47.5 0.000 20 0

Material Description

USCS

Optimum Max.

Dens.

WO

Moisture

LL Pi

Brown to Orange, moist, medium dense, fine to coarse SAND, to coarse gravel, trace clay. (SM)(A-2-4) some silt, some fine

SM 127.5 9.3 NT NP

Project No: S13225

Project: Mill Hill Road Improvements

Source of Sample: B-1 Depth: 0

Sample Number: 1

Date: 11/18/13

Station: 81+70

Test Description/Remarks:

Bulk Sample taken from: 0 to 1 foot Natural Moisture: 10.9%

Figure

BEARING RATIO TEST REPORT

HILLIS-CARNES ENGINEERING ASSOCIATES

LABORATORY COMPACTION TEST REPORT

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Water content, %

Test specification: ASTM D 1557-00 Method A Modified

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Classification Nat.

Moist.

10.9

Sp.G. LL PI

NP

#4

20.1

No.200

9.4

USCS

SM

AASHTO

A-2-4 NI

TEST RESULTS MATERIAL DESCRIPTION

Maximum dry density = 127.5 pcf

Optimum moisture = 9.3 %

Brown to Orange, moist, medium dense, fine to coarse SAND, some silt, some fine to coarse gravel, trace clay. (SM)(A-2-4)

Project No. 513225 Client: GMB

Project: Mill Hill Road Improvements o Source of Sample: B-1 Sample Number: 1

Remarks:

Station: 81-F70 Bulk Sample taken from: 0 to 1 foot

Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

Tested By: M. Loring Checked By: F. Garcia

HILLIS-CARNES ENGINEERING ASSOCIATES, INCo

Particle Size Distribution Report

I f

I i

I I

I I

I I I I

I I

I I I I

I I I

I I I

I I

I I

I I I

I I I I ui so cr I

I

I

I

I I

I I

I

I I

I I

z

-LE

t-t

LU

U w 40 0_

I

I 1 I

1 1

I 1 I

I I

I I

I I

I I

I I

I I

I I I

I

I

I I

I I I I I I I I I

100 10 1

GRAIN

01 0.01 0.001

SIZE - mm.

% +3"

0.0

% Gravel % Sand Coarse Fine

% Fines

Silt Clat_ _

31.2 1 33.8 25.6 9.4

SIEVE

SIZE

PERCENT

FINER

SPEC.'

PERCENT

PASS?

(X=NO)

Material Description

Brown to Orange, moist, medium dense, fine to coarse SAND, some 3-

2-1 ,'2" 2'

I • 4/2' r

3/4'

100.0 100.0 100.0 100.0 00.0

Silt, some fine to coarse gravel, trace clay. (SM)(A-2-4)

Atterberg Limits irr• 31' ti 3 too.o 93.6 79.9 70.8

PL= NT LL= NT PI= NP

Coefficients .10 616 .x, .10 .40 '50 '60

63.3 53.9 50.3 15.0 13.7 14.3

D90= 8.2129 D85= 6.4498 060= 0.9072

D50= 0.5946 1330= 0.3860 D15= 0.2598

D1 0= 0.1160 Cu= 7.82 C 1.41 C- *

Classification Ago

.100 .200

12.2 11.1 10.5 9.4

USCS= SM AASHTO= A-2-4

Remarks Station: 81+70 Bulk Sample taken from: 0 to 1 foot Natural Moisture: 10.9%

(no specification provided)

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

Project No: 513225 Figure

Tested By: M. Loring Checked By: F. Garcia

HILLIS-CARNES ENGINEERING ASSOCIATES, INC!

ASTM D 1883-99

CBR at 100% Max. Density = 13.6% for 0.10 in. Penetration

• 16

56 blows A=T-.

12 125 blows' is a.

cc 8

CO

C.)

8 210 10 ws cc c

110 115 120 125 130 135 Molded Density (pcf)

71 140

Ci

0.5

0.4

0.3

0.2

0.1

A 0 0 0 0.1 0.2 0.3 0.4 0.5 24 48 72 96

Penetration Depth (in.) Elapsed Time (hrs)

Molded Soaked CBR (%) Linearity Max.

Density

(pcf) Percent of Max. Dens.

Moisture

Density (pcf)

Percent of Max. Dens.

Moisture

0.10 In. 0.20 in.

Correction

(in)

Surcharge (lbs.)

swell

1 0 114.4 89.7 7.3 114.3 89.7 20.5 2.3 2.7 0.000 20 0.1

2 ,L 124.7 97.8 7.3 124.7 97.8 13.3 13.7 13.1 0.000 20 0

3 0 128.6 100.9 9.4 128.5 100.8 15.0 13.4 14.2 -0.052 20 0

Material Description

USCS

Max.

Dens.

(pcf)

Optimum Moisture

LL Pi

Gray, moist, stiff, sandy SILT, trace clay, trace organic. (ML)(A-4)

ML 127.5 7.8 NT NT

Project No: S13225

Project: Mill Hill Road Improvements

Source of Sample: B-2 Depth: 0

Sample Number: 1

Date: 11-18-2013

Station: 85+00

Test Description/Remarks:

Bulk Sample taken from: 0 to 1 foot Natural Moisture: 11.9%

Figure

BEARING RATIO TEST REPORT

HILLIS-CARNES ENGINEERING ASSOCIATES, INe.

ry d e n s ity

, p cf

127.5

124.5

121.5

2 4 6 8 10 12 14

Water content, %

Test specification: ASTM D 1557-00 Method A Modified

Elev/

Depth

USCS

N11

LL

NI

PI

NI

#4

1.2

Classification Sp.G.

Nat.

Moist. No.200

A-4 62.3

AASHTO

11.9

TEST RESULTS

Maximum dry density = 127.5 pcf

Optimum moisture = 7.8 %

Project No. S13225 Client: GMB

Project: Mill Hill Road Improvements

°Source of Sample: B-2 Sample Number: I

MATERIAL DESCRIPTION

Gray, moist, stiff, sandy SILT, trace clay, trace organic. (MLXA-4)

Remarks:

Station: 85+00 Bulk Sample taken from: 0 to 1 foot

Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

HILLIS-CARNES ENGINEERING ASSOCIATES, IN83.

10 01 100 0.01 0.001

62.3 2.1 6.8 27.6 0.0 1.2

Atterberg Limits

LL= NT P1= NT PL= NT

Particle Size Distribution Report s

GRAIN SIZE - mm.

SIEVE

SIZE

PERCENT

FINER

SPEC.'

PERCENT

PASS?

(X-NO)

3' 100.0 2-1/2- 100.0

2' 100.0 1 - ia- 100.0

1' 1000 3/4' 100.0 I2' 160.0 31" 100.0 04 98.8 08 97.0

1/10 96.7 016 95.7 020 94.8 030 93.2 040 89.9 050 81.8 4650 770 070 73.1 080 70.1 0100 67,8 0200 62.3

(no specification provided)

Source of Sample: B-2 Depth: 0 Sample Number: I Date: 11-18-2013

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

Client: GMB Project: Mill Hill Road Improvements

Project No: SI3225 Figure

P E

R C

E N

T F

IN

R

I I I

L

% Gravel Coarse Fine

% Sand Coarse Medium slit

% Fines % ♦3" Fine Clay

0.0

Material Description Gray, moist, stiff, sandy SILT, trace clay, trace organic. (MLXA-4)

Coefficients

Classification

USCS= ML AASHTO= A-4

Remarks Station: 85+00 Bulk Sample taken from: 0 to 1 foot Natural Moisture: 11.9%

Checked By: F. Garcia

Tested By: M. Loring

CBR at 100% Max. Density = 24.9% for 0.10 In. Penetration

-----Al 600 56 blows

-7.

cc 20 io blows 25 blows] re C.

8 450 i

03 a

OC

CI

110 115 120 125 130 135

Molded Density (pcf)

IF

.2

0.5

0.4

F. 0.3

0.1

Penetration Depth (in.) Elapsed Time (hrs)

Molded Soaked CBR (%) Linearity Max.

Density

(pcf) Percent of Max. Dens.

Moisture

Density (pcf)

Percent of Max. Dens.

Moisture

0.10 In. 0.20 in.

Correction

(In.)

Surcharge

(lbs.)

swell

1 0 114.1 88 9.1 114.1 87.9 14.6 2.1 2.6 -0.011 20 0

2 A 122.8 94.7 9.1 122.7 94.6 17.7 17.0 16.0 -0.009 20 0

3 0 129.7 100 9.0 129.7 100 12.7 24.9 28.1 -0.024 20 0

Material Description Max.

Dens.

WO

Optimum Moisture

LL PI USCS

Light Brown to Gray, stiff, fine to medium silty SAND, trace clay. (SM)(A-2-4)

SM 129.7 9.1 NT NT

Project No: S13225

Project: Mill Hill Road Improvements

Source of Sample: B-4 Depth: 0

Sample Number: 1

Date: 11-18-2013

Station: 91+50

Test Description/Remarks:

Bulk Sample taken from: 0 to 1 foot Natural Moisture: 11.8%

Figure

BEARING RATIO TEST REPORT

HILLIS-CARNES ENGINEERING ASSOCIATES

HILLIS-CARNES ENGINEERING ASSOCIATES, INC.

132.5

130 --

127.5 g.

u) c

a) -ci o 125 -- - —

122.5

4.5 6 7 5 9 10.5 12 13.5

Water content, %

Test specification: ASTM D 1557-00 Method A Modified

Elev/ Depth

Classification Nat.

Moist.

Sp.G. LL PI

#4

No.200 USCS AASHTO

0 SM A-2-4 11.8 NT NT 14.(1 48.,)

TEST RESULTS MATERIAL DESCRIPTION

Maximum dry density = 129.7 pcf

Optimum moisture = 9.1 %

Light Brown to Gray, stiff, fine to medium silty SAND, trace clay. (SMXA-2-4)

0 Source of Sample: B-4 Sample Number: I

Remarks:

Station: 91+50 Bulk Sample taken from: 0 to 1 foot

Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

HILLIS-CARNES ENGINEERING ASSOCIATES, INOs

100 10 01 0.01 0.001

20.5 Coarse Fine

13.5 Clay

% Fines Sift

Particle Size Distribution Report

I I

I I

I I

1 I

I I

I I

I I

I I

I I

I I

I I

I I

I

I I

I I

I I

I I

(RAIN RI7F - mm

% Gravel

17 1

% Sand

48.9

% +3"

0.0

P E

R C

E N

T F

IN

SIEVE

SIZE

PERCENT

FINER

SPEC.*

PERCENT

PASS?

(X.NO)

r 100.0 1 112 100.0

1" 100.0 3/4" 100.0 1/2" 100.0 3/8" 89.9 #4 86.0 #8 83.5 #10 82.9 #16 81.5 #20 80.1 #30 78.1 #40 69.4 #50 64.6 #60 60.1 #70 57.1 #80 54.7

#100 49.2 #200 48.9

(no specification provided)

Source of Sample: B-4 Depth: 0 Sample Number: 1

Material Description Light Brown to Gray, stiff, fine to medium silty SAND. tract clay

(SM)(A-2-4)

Atterberg Limits

PL= NT LL= NT PI= NT

Coefficients

Classification

USCS= SM AASHTO= A-2-4

Remarks Station: 91+50 Bulk Sample taken from: 0 to I foot Natural Moisture: 11.8%

Date: 11-18-2013

Client: GMB Project: Mill Hill Road Improvements

Project No: S13225 Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

I

HILLIS-CARNES ENGINEERING ASSOCIATES, !NO?

C B

R tr i

(P o

CBR at 100% Max. Density = 14.3% for 0.10 in. Penetration

56 blows

25 blows ri ga.

8 210 10 blows

I 112 116 120 124 128 132 cc c o

Molded Density (pcf)

1 140 i

0.5

0.4

F 0.3

0.2

0.1

0 0 0 0.1 0.2 0.3 0.4 0.5

0 24 48 72 96

Penetration Depth (In.) Elapsed Time (hrs)

Molded Soaked CBR (96)Linearity Density

(pcf) Percent of Max. Dens.

Moisture

Density (pcf)

Percent of Max. Dens.

Moisture

0.10 In. 0.20 In.

Correction

(In.)

Surcharge

PO

Swell

1 0 115.0 90.4 9.8 115.0 90.4 15.5 4.6 4.6 -0.050 20 0.1

2 120.7 94.9 9.8 120.6 94.8 13.4 10.9 14.9 -0.013 20 0

3 0 127.3 100.1 9.8 127.3 100.1 14.9 14.3 17.5 -0.013 20 0

Material Description

USCS

Max.

Dens.

(Pen

Optimum Moisture

LL PI

Gray, moist, stiff, SILT, trace fine to medium sand, trace fine to coarse gravel, trace clay.(ML)(A-4) ML 127.2 9.6 NT NT

Project No: S13225

Project: Mill Hill Road Improvements

Source of Sample: B-7 Depth: 0

Sample Number: 1

Date: 11-18-2013

Station: 102+00

Test Description/Remarks:

Bulk Sample taken from: 0 to I foot Natural Moisture: 12.1%

Figure

BEARING RATIO TEST REPORT

HILLIS-CARNES ENGINEERING ASSOCIATES, INOe

Elev!

Depth

Classification %<

No.200

0 59.2

USCS

ML

AASHTO

A-4

Nat.

Moist.

12.1

Sp.G.

NT

LL

NT

PI #4

9.0

MATERIAL DESCRIPTION TEST RESULTS

Figure

Maximum thy density = 127.2 pcf

Optimum moisture = 9.6 %

Project No. S13225 Client: GMI3

Project: Mill Hill Road Improvements o Source of Sample: B-7 Sample Number: I

Gray, moist, stiff, SILT, trace fine to medium sand, trace fine to coarse gravel, trace clay.(ML)(A-4)

Remarks:

Station: 102+00 Bulk Sample taken from: 0 to 1 foot

HILLIS-CARNES ENGINEERING ASSOCIATES

127 5

124.5

121.5 d e n s it y, p cf

7 8

Water content, %

Test specification: ASTM D 1557-00 Method A Modified

Tested By: M. Loring Checked By: F. Garcia

HILLIS-CARNES ENGINEERING ASSOCIATES, IN09

P E

R C

E N

T F

IN

100 10

Silt Clay

GRAIN SI7F - mm

0 1

Particle Size Distribution Report a

0.01 0 001

% +3"

0.0

% Gravel Coarse Fine

0.0 9.0

% Sand Coarse Medium

5.1 7.3

% Fines

59.2

Fine 19.4

SIEVE

SIZE

PERCENT

FINER

SPEC."

PERCENT

PASS?

(X=NO)

3' 00.0

2-1' 00.0 2" 00.0

1 - 12" I. 00.0 we

3'4' 00.0 12' 00.0 31' 00.0 .4 91.0 08 86.7 .10 85.9 .16 64.0 .20 82.7 .30 81.0 .40 78.6

• 50 74.6 "60 72.1 070 69.6 .80 67.3 "100 65.1 .200 59.2

(no specification provided)

Source of Sample: B-7 Depth: 0 Sample Number: 1

Material Description (hay, moist, stiff, SILT, trace fine to medium sand. trace tine to coarse gravel, trace clay.(ML)(A-4)

Atterberg Limits

PL= LL= NT PI= NT

Coefficients

Classification

USCS= ML AASHTO= A-4

Remarks Station: 102+00 Bulk Sample taken from: 0 to 1 foot Natural Moisture: 12.1%

D60= 0.0837 D15= Cc=

Date: 11-18-2013

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

Client: GMB Project: Mill Hill Road Improvements

Project No: S13225 Figure

HILLIS-CARNES ENGINEERING ASSOCIATES, INGo

Particle E

Size Distribution Report 5 a 8 V 8

--... 100 7 ci cy- I 1 1 I I

I

II

II

1 1 1

1 1 1

I I I

II

I I

I I

,iii,\1 cr I-1-1 60

I 1 I 1

I

"1'

I I

I I I i 1 I

I 1 I

z Li F-

I I 1

1 1 1

I I I 1 1 1 1 1 z50 W

CC

40 w

I

I I

I I

I I

I

-1

I

I

I

I

I

I

CL I I I I I

I I I

I -I- 1

1 1

1 1 i

I.

i

I I

-1-

I f

I

I

II

II

II

II

I I

1 I

11 I 1 I

100 10 0 1

GRAIN SIZE - mm

0.01 0 001

% +3" % Gravel

Coarse Fine % Sand

Coarse Medium Fine % Fines

SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Dark Brown, moist„ very loose, silty SAND, trace to some

2" 1 1/2

I" 3/4" 1/2"

100.0 100.0 100.0 100.0 100.0 organic. (SM)

Atterberg Limits 3/8" #4 #8 #10

#30 #40

100.0 100.0 99.9 99.8

9.5

99.0 97.0

PL= LL= P1=

Coefficients D90= 0.2934 D85= 0.2090 D60=

= D50

D3 0

- C -

Classification #50 #60

90.4 87.2 85.0

USCS= SM AASHTO=

Remarks #80 #100 #200

83.7 82.3 74.5

(no specification provided)

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

Project No: S13225 Figure

HILLIS-CARNES ENGINEERING ASSOCIATES, INth

% Gravel % Sand

Clay

29.8

% Fines Silt

.44.7

Classification

AASHTO= USCS= ML

Depth: 1.0 Source of Sample: SwM-1 Sample Number: 3

Client: GMB Project: Mill Hill Road Improvements

Project No: S13225 Figure

Particle Size Distribution Report

L

N

10 1 f

I I

0 1 0.01 0.001

I I

I I

P E

R C

E N

T F

IN

c

I I

I I I

I I

GRAIN SIZE - mm

Coarse Fine 1 Coarse Medium

0.0 0.0 0.0 I 0.2 2.8

% 4.3"

Date: 11-21-2013

Fine

22.5

SIEVE

SIZE

PERCENT SPEC."

FINER PERCENT

PASS?

(X=NO)

1" 100.0

3.4" 100.0 1/2" 100.0 3/8" 100.0 #4 100.0 #8 99.9 #10 99.8 #16 99.5 #20 99.5 #30 99.0 #40 97.0 #50 90.4 #60 87.2 #70 85.0 #80 83.7 #100 82.3 #200 74.5

(no specification provided

Material Description

Brown, moist, loose to medium dense, fine to medium sandy SO I .

some clay. (ML) (Silt Loam)

Atterberg Limits

PL= NTT LL= N/T P1= N

Coefficients 090= 0.2934 D85= 0.2090 060= 0.0364 050= 010=

0.0227 D30= 0.0051

Cu-

D15= Cc=

Remarks Station: 99.20

% +3" Clay

0.0

% Gravel Coarse Fine

0.0 0.0

% Sand Coarse Medium Slit

% Fines Fine

0.0 0.5 35.4 30.6 33.5

Depth: 8 Date: 11-21-2013

(no specification provided)

Source of Sample: SWM-2 Sample Number: 5

Tested By: M. Loring Checked By: F. Garcia

Particle Size Distribution Report

C so o

1 1 I

....x....)-(1.

1 1

I I

I I

1 1

\.....0.0.,.0..0...........,..vo I I I

I ,I

I I

I I

I 1 J

I I

I I I

4 1 1

I

I I

I I

I I

I I

I

I 1 .

I I

I I I

100 10 1 . 6 1 0.01 0.001

GRAIN SIZE - mm.

P E

R C

E N

T F

IN

SIEVE

SIZE

PERCENT

FINER

SPEC.*

PERCENT

PASS?

(XoN0) 2" 100 0

112 100 0 I' 100.0

3/4" 100.0 1 2" 100.0 3 8" 100.0 44 100.0 #8 100.0 #10 100.0 #16 100.0 #20 99.9 #30 99.9 #40 99.5 #50 99.0 #60 98.2 #70 95.0 #80 91.4

#100 85.7 #200 64.1

HILLIS-CARNES ENGINEERING ASSOCIATES, !Nth

Material Description stiff, CLAY, trace to sonic fine to medium sand, trace to some sih.(CL) Clay Loam

Atterberg Limits PL= Na LL= Nrf PI= Ni

Coefficients

Classification

USCS= CL AASHTO=

Remarks

Client: GMB Project: Mill Hill Road Improvements

Project No: S13225 Figure

HILUS-CARNES ENGINEERING ASSOCIATES

0.0 1.3 0.2 0.3

Tested By: M. Lorinu Checked By: F. Garcia

% +3"

0.0

% Gravel Coarse Fine

% Sand Coarse Medium

% Fines Silt

7.7 54.0

Fine Clay 36.5

Figure

Client: GMB Project: Mill Hill Road Improvements

Project No: 513225

SIEVE

SIZE

PERCENT

FINER

SPEC.*

PERCENT

PASS?

(XsNO) 2" 100.0

1 1 2 100.0 I" 100.0

3 4" 100.0 12" 100.0 38" 98.8 #4 98.7 #8 98.7 #I0 98.5 #16 98.4 #20 98 4 #30 98.3 #40 98.2 #50 95.8 #60 89.2 # 70 75.6 #80 65.0

#100 58.7 #200 44.2

(no specification provided)

Source of Sample: SWM-3 Sample Number: 4

Material Description Brown to Orange, moist, medium dense, fine to medium clayey SAND, trace silt. (SC) Sandy Clay Loam

Atterberg Limits

PL= MT LL= N/T PI= N/T

Coefficients

D10=

USCS= SC

Remarks Station: 103+50

D60= 0.1576 ,.., 15=

Cu= Cc=

Classification

AASHTO=

Date: 11-21-2013 Depth: I 1 0

HILUS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

HILLIS-CARNES ENGINEERING ASSOCIATES, IN04

Particle Size Distribution Report

I I f

I I i

I

I I I I

S. • ii •

• I

I

I I

I I so

I I J

I I I

I I I

I

I I

I I

I I

I I

I I

I I I

I

I I

I I

so

I

I

J

I

J I I

I I lilt f I I

I I

I J

I I I

I I I I I I I • fa

20 I 1 1 1 to

I I

I

II

I 11

I I

I I

I

o I 1 1

II

I 11 I

I I 1 I I

100' 10 1 01 e 01 A f1(11

QI7F _ mm

LIQUID AND PLASTIC LIMITS TEST REPORT

so

Dashed line indicates the approximate z limit boundary for upper natural soils z

IONA 50

z c.,','"' x 40 w z 1.-= z z r

,e

30 0

11 20 z z 7-

-- z

ION-

z v.:, • c

„ , ,i,,,L7 #../ ML or OL MH or OH

0 10 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT

35.5

34.5 z w 34

I- z

--..., 0 33.5 ce w --,,, Q33

32.5

31.5 •

5 6 7 8 9 10 20 25 30 40

NUMBER OF BLOWS

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Light Brown, moist, medium stiff, CLAY, trace to some line to medium sand, trace silt. (CL)(A-6)

33 16 17 CL

Project No. 513225 Client: GMB

Project: Mill Hill Road Improvements

Source of Sample: B-1 Depth: 2.5

Remarks:

• Station: 81+70

Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

HILLIS-CARNES ENGINEERING ASSOCIATES, INOs

Dashed line indicates the approximate upper limit boundary for natural soils Sll -

T Y

I N

D E

X

C' dr

°- 20

0 ' o\ -r r o c., Z,--" Yr'c S7 ,,/ ...0".- ML or OL FAH 01 OH

0 1 0 10 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT

W A

TE

R

C O

N T

E

T t o

1, (tS

6 7 8 9 10 20 25 30 40

NUMBER OF BLOWS

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Gray, moist, stiff, sandy SILT, trace clay, trace organic.

(ML)(A-4) NT NT NT 89.9 62.3 ML

Project No. S13225 Client: GMB

Project: Mill Hill Road Improvements

Source of Sample: B-2 Depth: 0 Sample Number: I

Natural Moisture: 11 .9"0

Remarks:

• Station: 85+00 Bulk Sample taken from: 0 to I foot

Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

HILLIS-CARNES ENGINEERING ASSOCIATES, IN06

Dashed line indicates the approximate 7 7

50 — limit boundary for upper natural soils

, o\'‘

40— i

/ ,e,c

G

X w z

7 7

(7)

IL 20 —

_7 v

10— c

ZZ / 47 Z ML or OL MH or OH

I 10 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT

W A

T E

R C

O N

T E

P oi

'4 'c'03

(6 ( 2 T S

'ea ' tn

81-----_,,,.,_,,,.„,_,•

5 6 7 8 9 10 20 25 30 40

NUMBER OF BLOWS

MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 USCS

• Light Brown to Gray, moist to wet, soft to stiff, CLAY, some fine to coarse sand. (CLXA-6) 30 16 14 CL

Project No. S13225 Client: GMB

Project: Mill Hill Road Improvements

Source of Sample: B-4 Depth: 2 Sample Number: 2

Remarks:

• Station: 91+50

Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

HILLIS-CARNES ENGINEERING ASSOCIATES, INOi

LIQUID AND PLASTIC LIMITS TEST REPORT

Dashed line indicates the approximate upper limit boundary for natural soils z z

50 — z

40 — 7 7 d'e o'

Z

0 7 v

—7

E5 a- 20 —

0-

10 —

Z.t • ovo

.-- A AreifOr-5- Z ..../' ML or OL MH or OH

0 10 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT

36.4

35.6 lk-NN

35.2

NN N.

I-x 34.8

N

§ 34.4 N. N.

w 1- 34

N

33.6 N

33.2

32.8

'NN

32 4 5 6 7 8 9 10 20 25 30 40

NUMBER OF BLOWS

MATERIAL DESCRIPTION LL PL PI %<#40 %c#200 USCS

Brown, moist, stiff, CLAY, trace fine to medium sand, trace silt. (CLXA-6) 34 17 17 CL

Project No. S13225 Client: GMB

Project: Mill Hill Road Improvements

Source of Sample: B-7 Depth: 2 Sample Number: 2

Remarks:

• Station: 102+00

Figure

HILUS-CARNES ENGINEERING ASSOCIATES

HILLIS-CARNES ENGINEERING ASSOCIATES, INO

so

Dashed line indicates the approximate limit boundary for natural soils upper .-- 50 — r cv

, ov's x 40 La co z

U

_ 30

c) rL

7 7 ov

10—

20- 0 y

V iz _v Oc" i

Z '-7Z 7 ML or OL MH or OH

0 1 o 10 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT

W A

TE

R

C O

N

TE

f S

W W a 1" c g

1 : I' tt

4 '

6 7 8 9 10 20 25 30 40

NUMBER OF BLOWS

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

• Brown to Orange, moist, stiff, CLAY, trace to some fine to medium sand, trace to some silt.(CLXClay Loam)

36 20 16 CL

Project No. S13225 Client: OMB

Project: Mill Hill Road Improvements

Source of Sample: SWM-2 Depth: 2 Sample Number: 2

Remarks:

• Station: 100+80

Figure

HILLIS-CARNES ENGINEERING ASSOCIATES

SALISBURY, MD

HILLIS-CARNES ENGINEERING ASSOCIATES, IN09

Appendix B: Records of Soil Exploration

HILLIS-CARNES ENGINEERING ASSOCIATES, INGo

HILLIS - CARNES

ENGINEERING ASSOCIATES, INC.

RECORD OF SOIL EXPLORATION

Mill Hill Road Improvements Boring No. B-1

Job # S13225

Project Name

Location

SAMPLER

Datum MSL Hammer Wt 140 lbs Hole Diameter 6.0 inches Foreman K. Hastings

Surf Elev 221.2 Ft Hammer Drop 30 in Rock Core Diameter Inspector M. Loring

Date Started 10-28-2013 Pipe Size 2.0 in. Boring Method HSA Date Completed 10-28-2013

ELEVATION/

DEPTH

SOIL

SYMBOL S ,

SAMPLE

CONDITIONS

Description

Boring and Sampling Notes

Rec NM SPT Blows SPT Blows/Foot

N

CURVE

Brown to Orange, moist, medium dense, fine to coarse SAND, some silt, some fine to coarse gravel, trace clay.

(SM)(A-2-4)

Light Brown, moist, medium stiff, CLAY, trace to some fine to medium sand, trace silt.

(CL)(A-6)

Boring terminated at 10 feet below existing grade

Concrete Bituminous Asphalt . 4 inches Gravel 0 inches

— 12

10.9

19 3

2-6-8- 9

4-5-6-12

6-9-15-18

6-11-13-15

7-13-16-24

10 30 50

14 •

210 —

D

216 —

213 —

-- 6

—' AI

11 •

24 0

24 •

210 —

207 —

— 15

SAMPLER TYPE

DRIVEN SPLIT SPOON UNLESS OTHERWISE

NOTED

PT - PRESSED SHELBY TUBE

CA - CONTINUOUS FLIGHT AUGER

RC - ROCK CORE

SAMPLE CONDITIONS

D - DISINTEGRATED AT COMPLETION

I - INTACT AFTER 24 HRS

U • UNDISTURBED AFTER --- HRS

L - LOST

BORING METHOD

HSA HOLLOW STEM AUGERS

tt CFA - CONTINUOUS FLIGHT AUGERS tI DC - DRIVING CASING

MD - MUD DRILLING

STANDARD PENETRATION TEST-DRIVING 2" 0 D SAMPLER 1' WITH 1405 HAMMER FALLING 30" COUNT MADE AT 6' INTERVALS

HILLIS-CARNES ENGINEERING ASSOCIATES, ING3

Waldorf, Maryland

GROUND

WATER

II

CAVE IN

DEPTH

2.5 It

ENGINEERING ASSOCIATES, INC.

RECORD OF SOIL EXPLORATION

Project Name

Boring No B-2

Loc…