Geotechnical Engineering ReportLittle Neck Road Pavement EvaluationSavannah, Ghatham Gounty, Georgia

rerracon Project ^iJ

Ë3Î;33å?

Prepared for:

Chatham'eountySavannah, Georgia

Prepared by:

Terracon,Consultants, Inc.

Savannah, Georgia

¡

FacilitiesGeotechnical Environrnental Construction Materials

Established in 1965

terracon.com0ffices Nationwide

Employee-0wned

July 20, 2015

Chatham CountyDepartment of Engineering124 Bull Street, Room 430Savannah, Georgia 31401

Attn: Ms. Pamela Bernard, P.E.

Civil Engineer llP: (912) 652-7819E: pbernard@chathamcounty.org

Re: Geotechnical Engineering ReportLittle Neck Road Pavement EvaluationSavannah, Chatham County, GeorgiaTerracon Project No: ES155091

Dear Ms. Bernard:

Terracon Consultants, lnc. (ferracon) has completed the geotechnical engineering services forthe above-referenced project. The services were performed in general accordance with ourdiscussion and proposal (Proposal No. PES150403) dated June 16, 2015. This reportpresents the findings of the subsurface exploration and provides geotechnical recommendationsconcerning roadway improvements and pavement design and/or rehabilitation considerations forthe proposed project.

We appreciate the opportunity to be of service to you. Should you have any questions

concerning this report, or if we may be of further service, please contact us.

Sincerely,

Tèrracon Gonsultants, lnc.

Biraj Gautam, P.E.

Project Geotechnical Eng ineer

ll'erracon

Guoming Lin, Ph.D., P.E., D.GESenior Principal

'...',"

Terraòo'n Con5ultants, lnc. - 2201 Rowland Avenue Savannah, Georgia 31404

P (912) 629 4000 F (9J2) 629 4001 . lerraqon.com

Geotechuical B Environmental t Conslruction Materials ts tacilities

TABLE OF GONTENTS

Section

EXECUTIVE SUMMARY

1.0 INTRODUCTION

2.0 PROJECT|NFORMAT|ON...........

3.0 EXISTING PAVEMENT STRUCTURE AND CONDITION.......

3.1 PavementStructureandSubgradeSoil:.................3.2 Pavement Condition3.3 Groundwater............

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION .¡¡Jir¡¡r¡.

4.1 Earthwork4.1.1 Site Drainage.............4.1.2 Densification and Proofrolling4.1.3 Fill Material Consideration.........

4.2 PavementDesignRecommendations4.2.1 Pavement Design Recommendation....

' 4.2.2 Pavement and Subgrade Drainage...:.-........ ........,..i............', 4.,2.3 Pavement Maintenahce.............:.'...:..............r........¡¡.........:.:.i.¡¡..1....."""

4,2.4, Pavement Gonstruction Consideratiôns.............:..........;......................

5.0

APPENDIX A: FIELD EXPLORATION '

Exhibit A-1' Site Location MaP'

Exhibit A-2 Expl,qration Lqcation Plan ,

ExhibitA€ FieldExplorationDescription

Exhibit A-4 ,'H"and Auger Boring'Log

Page

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1

.3

1

2

2

3

5

5

6

6

7

7

3

4

44

APPENDIX B:

Exhibit B-1

Exhibit B-2

Exhibit B-3

Exhibit B-4

Exhibit B-5

SUPPORTING DOCUMENT

Summary of Laboratory Test Results

Grain Size Analyses

Unified Soil Classification System

Asphalt Pavement Core SamPle

Existing Pavement Condition

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Geotechnical Engineering ReportLittle Neck Road Pavement Evaluation r Savannah, Georgia

July 20, 2015 t Terracon Project No. ES155091

llerracon

EXECUTIVE SUMMARY

This report presents the findings of the Pavement Evaluation of Little Neck Road between theintersection with US17 (Ogeechee Road) and the bridge over l-95 in Savannah, Georgia. Theinvestigation included a field exploration program and engineering evaluation of the subsurfaceconditions. The field exploration program consisted of four (4) pavement corings with handauger borings. The following geotechnical considerations were identified:

ln general, the pavements within the project limit are categorized as being in a highly

variable and poor condition. The existing pavement sections conSist of 3 to 5 inches

overlays (asphalt) placed over bituminous surface treatment followed by 6 inches of soil

cement base in majority of the area. One location (HA1) consists of 7 inches ofaggregate base below the asphalt

Complete reconstruction of the pavement is recommended based on the condition of the

existing pavement and the anticipated traffic condition that the pavement will be

subjected.

The subgrade soils under the existing pavement structure appear to be suitable forpavement support. However, additional,:,undercutting and backfilling should be

anticipated in some areas for the pavement to achieve a stable subgrade.

T The current site'drainage may have adverse effect on the pavement peiformance. Thesubgrade soils may lose some of their strengths when rain and surface water infiltrates

into them. An effective drainage systern is recommended in the pavement area, tomaintain the groundwater at least two feet below the top of the subgrade.

This summary should be used in conjunction with the entire report for design purposes. ltshould be recognized that details were not'included or fully developed in this section, and thereport must be read in its entirety for a comprehensive understanding of the findings andrecommendations contained herein. The section titled GENERAL COMMENTS should be read foran understanding of the report's limitations.

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GEOTECHNICAL ENGINEERING INVESTIGATIONLittle Neck Road Pavement Evaluation

Savannah, GeorgiaTerracon Project No. ES155091

July 20,2015

1.0 INTRODUCTION

Terracon has cqmpleted the Pavement Evaluation of Lìttle Neck Road between the intersection

with US17 (Ogeechee Road) and the bridge over l-95 in Savannah, Georgia. The investigation

included a field exploration program and engineering evaluation of the subsurface conditions as

well as a pavement evaluation. The subsurface conditions within the project limit were explored

with a total of four (4) asphalt pavement corings followed by hand auger borings to a depth of

about 5 feet below existing grade and then backfilled and patched with asphalt. A detailedpresentation of the subsurface soils encountered at each borehole location during site

exploration can be found in the hand auger. boring logs includ.ed in the Appendix A of this

report, along with a site location map and exploration location plan.

The purpose of our investigation was to determine the thickness'of the pavement section, the

likely cause of the pavement distresses and evaluate repair and remedial options. Thç following

study was conducted per our scope of services' outlined in our proposal (Proposal No.

PESI 50403) dated June. 16, 2015:

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¡lsubsùrface soil conditionsgroundwater conditionspavement recommendations

þavement evaluation

site preparation¡I

2.0 PROJECTINFORMATION

Little Neck Road in Savannah, Georgia has been in use for many years and exhibited signs of

deterioration. The pavement section, about,2'25 miles long, between US17 (Ogeechee Road)

and the brldge over l-95 exhibits fatigue cracking and other tfpes of distress throughout thepavement section. Please refer to existing pavement condition photos provided in Exhibit B-5

in Appendix B of this report. The pavement was initially constructed in the year around 1972

with 6 inches of soil cement base and bituminous surface treatment. The additional asphalt of

the existing pavement appeared to be from overlays since the road was initially built. At many

locations, longitudinal cracking parallel to the pavement centerline was apparent. We also

noticed edge of pavement failures. We observed little rutting in the pavement structure along

the wheel path. Some remediation for the pavements has occurred with patching and crack

filling at various locations throughout the pavement section. Terracon was retained to

determine the cause of the failure and develop plans for future repair and rehabilitation.

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Geotechnical Engineering ReportLittle Neck Road Pavement Evaluation r Savannah, Georgia

July 20, 2015 t Terracon Project No ES155091

Location

llerracon

Site Location

The pavement to be evaluated is Little Neck Road between US 17

(Ogeechee Road) and the bridge over l-95.

Latitude: 32.0199', Longitude: -81.2637"

Current ground cover Existing asphalt pavement.

Existing topography Relatively level

Should any of the above information or assumptions be inconsistent with the planned

construction, Terracon should be informed so that modifications to this report can be made as

necessary.

3.0 EXIST¡NG PAVEMENT STRUCTURE AND CONDITION

3.1 Pàvement Structure and Subgrade Qoil

A total of four (4) hand auger borings were performed to a depth of about 5 feet below existinggrade. Asphalt pavement coring was performed at each test location prior to hand augerborings. ln general, the existing pavement sections consisted of 3 to 5 inches of asphalt. Table3.1 .1 below shows the asphalt thickness and base course at each corehole location.

Table 3.1.1. Pavement Structure

HA1

HA2

HA3

Based on the information obtained from HA2, HA3 and HA4, the soils under the pavement

structure are fairly consistent. The soils below base course consisted of medium to coarsepoorly graded sands to a depth of about 10 to 16 inches below grade, followed by fine silty

Sands to the termination of borings at a depth of about 60 inches below grade.

7

7

6

2

5 Aggregate base

3Medium to coarse poorly grade sands

(áppeared to be fill)

3 Soilcement

3 Soilcement

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Geotechnical Engineering ReportLittle Neck Road Pavement Evaluation r Savannah, Georgia

July 20, 2015 t Terracon Project No. ES155091

ll'erracon

At HA1, the soils below the aggregate base consisted of fine sifty sands to a depth of about 32

inches, followed by sandy clays to the termination of borings at a depth of about 60 inches

below grade.

ln general, the subsurface soils are considered suitable soils for pavement support.

3.2 Pavement Condition

From distress survey conducted at the existing pavement, the pavement sections within the project

limit were considered to be in a poor c'ondition. There were different forms of distresses observed

in the asphalt surface each tied to different reasons such as tiaffic, construction or environment

conditions. Block, longitudinal and fatigue cracking and potholes were'seen on the pavement

surface. Some remediation of the potholes and distressed pavement sections has occurred with

patching and crack filling at various locations.,

3.3 Groundwater

The groundwater table was not determined during hand auger borings at the time of field

exploration. lt appears the ground water table exists beloùv the depth of exploration which is 5feet below grade. However, standing water was observed in the nearby ditches or potholes on

the pavement after rainstorm. lt should be noted that groundwater levels tend to fluctuate with

seasonal and climatic variations, as well as with construction activities. As such, the possibility

of groundwater level fluctuations should be considered when developing the design and

construction plans for the project. The groundwater table should be chêcked prior to

construction to assess its effect on site work and other construction activities. ' (

4.0 RECOMMENDATIONS FOR DESIGN ANE OONSTRUCTION

Based on the discussion ,ìritn Cfr"tn"m County, the pavement was constructed around the year

1972 with bituminous surface treatment. After 1972, it appeared some"maintenance work with

overlays (asphalt) has bêen'conducted on the pavement súrface. However, no information was

available when the'overlays were placed on the pavement surface.

Considering the pavement construction year 1972, the pavement life has exceeded the

standard pavement design life. According to GDOT, the design life of flexible pavement is 20

years, which also depends on the maintenance of the structure. GDOT maintenance plans

include resurfacing flexible pavements every 7 years. The overlays would occur at year 7 and

14, andyear 20 would indicate the effective end of the pavement's life.

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Geotechnical Engineering ReportLittle Neck Road Pavement Evaluation ¡ Savannah, Georgia

July 20, 2015 t Terracon Project No. ES155091

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llerracon

From the distress survey, asphalt pavement coring, and hand auger borings the following

conclusions were derived on the existing pavements and subsurfaie soils.

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The pavement within the project limit ís categorized as being in a poor condition.

The pavements have exceeded the standard pavement design life of 20 years.

The existing pavement sections consist of 3 to 5 inch overlays (asphalt) placed over

bituminous surface treatment followed by 6 inches of soil cement base in majority of thearea. One location (HA1) consists of 7 inches of aggregate base belowthe asphalt. So

the pavement sections are highly variable along the roadway.

The subgrade soils under the existing pavement structure are determined to be suitable

for pavement support.

Based on the information collected from subsurface exploration, pavement background and

existing pavement conditions, we concfude additional maintenance overlay would not be

effective and récommend the existing pavement be replaced with new pavernent section

including asphalt surface and graded aggregate base course. Additional undercutting and

backfilling phould be anticipated in some areas for the pavement to aóhieve a stBble subgrade.,The.following sections present site. preparation, pavement design recommendations,.andconstruction considerations.

4.1 Earthwork

The site w'ork conditions will be largely dependent on the weather conditions and thecontractor's means and methods in controlling surface drainage and protecting the subgrade.

Site preparation should include clearing, removal of objectionable materials, and debris

disposal. The site preparation should also include the installation of site drainage system,

subgrade preparation, densification and proofrolling. 'The,following paragraphs present our

considerations and recommendations for the site and subgrade preparation.

4.1.1 Site DrainageAn effective, drainage system should be installed prior to site preparation and grading activities

to intercept surface water and to improve overall shallow drainage. The drainage system may

also consist of perimeter ditches supplemented with parallel ditches and swales. The site

should be graded to shed water and avoid ponding over the subgrade.

4.1.2 Densification and ProofrollingPrior to structural fill placement on the subgrade, the entire pavement area should be densified

with a heavy-duty vibratory roller to achieve a uniform subgrade. The subgrade should be

thoroughly proofrolled after the completion of densification. Proofrolling will help detect any

isolated soft or loose areas that "pump", deflect or rut excessively, and also densify the near-

surface soils for floor slab support.

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Geotechnical Engineering ReportLittle Neck Road Pavement Evaluation ¡ Savannah, Georgia

July 20, 2015 t Terracon Project No. ES155091

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A loaded tandem axle dump truck, capable of transferring a load in excess of 20 tons, should be

utilized for this operation. Proofrolling should be performed under the Geotechnical Engineer's

observation. Areas where pumping, excessive deflection or rutting is observed after successivepasses of the proofrolling equipment should be undercut, backfilled and then properly

compacted. lt is anticipated that some amount of subgrade undercutting m'ay be required

during subgrade preparation.

4.1.3 Fill Material Considerat¡onStructural fill should be placed over a stable or stabilized subgrade. The sóils to be used as

structural fill should be free of organics, roots, or othet deleterious materials. lt should be non-plastic granular material containing less than 25% fines passing the No. 200 sieve.

Areas to'receive structural fills should be placed in thin (8 to 1O.inehes loose) lifts and

cornpacted to a minimum of 95% of the soil's Modified'Proetor maximum dry density (ASTM D-

1557). lf the import fill is required, the fill brought to the site Should be within 3 percent (wet or

dry) of the optimum moisture content and should meet the properties as discussed above.::

Some manipulation of the moigtu¡e content (such as wetting, drying) will be required during thefilling operation to obtain the required degree of compaction. The manipulation of the moisture

content is highly dependent on weather conditions and site drainage conditions. Therefore, the

contractor should prepare both dry and wet fill materials to obtain the specified compaction

during grading. A suff¡c¡ent number of density tests should be performed to confirm the required

compaction of the fill material.

4.2 PavementDesignRecommendations

This section presents thickness ,recommendations for asphalt pavements and general

considerations for pavement construction. Pavement thickness design is dependent upon:

the traffic loads including traffic pattern and the service life of the pavement;

subgrade conditions including soil strength and drainage cha¡'acteristics;

paving material characteristics;

climatic conditions of the region.

Traffic pattern and anticipated loading conditions were not available at this time. Based on the

discussion with Chatham County, traffic counts according to GDOT records were used for our

analyses. Per GDOT records, the average annual daily traffìc (AADT) for the year 2014 on Little

Neck Road was 6080 with 9.2 % truck. We considered 85% of the 9.2% truck as single-unit trucks

and the remaining 15o/o of the 9.2o/o truck as multiple-unit trucks in our analyses. lf heavier traffic is

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Geotechnical Engineering ReportLittle Neck Road Pavement Evaluation ¡ Savannah, GeorgiaJuly 20, 2015 t Terracon Project No. ES155091

'll'erracon

expected, this offlce should be provided with the anticipated traffic loading information and allowed

to review the pavement section.

A design life of 20 years was assumed to develop the total traffic used in thickness design.

However, as typical for pavement, some maintenance repairs are typically required for a period of7 to 10 years. A California Bearing Ratio (CBR) value of B has been estimated for the insitusoils and typical imported fill available in this area.

Climatic conditions are considered in the design subgrade support value listed above and in thepaving material characteristics. Recommended paving material characteristics, taken from the

Georgia Department of Transportation's (GDOT) 2001 edition of Sfandard Specifications forConstruction of Transportation Sysfems, are included for the asphalt concrete sections.

The following pavement sections are recommended based on the limited traffic information above.

A more detailed pavement evaluation can be performed if more detailed traffic loading informationis available.

4.2.1

Asphalt Surface Course

Asphalt lntermediate Course 3.0

Aggregate Base Course 12.0

Total Pavement Section 18.0

Asphalt concrete aggregates and base coursespecifìcations.

. Section 815 for Graded Aggregate

to the

2. Section 828 for Hot Mix Asphalt Concrete Mixture Surface course mày use 12.5 mm Superpave. 19 mm

andlor25 mm Superpave is recommended forthe intermediate course.

4.2.2 Pavement and Subgrade Dra¡nagePoor subgrade drainage is the most common cause of pavement failure. Pavement should be

sloped to provide rapid drainage of surface water. Water should not be allowed to pond on or

adjacent to the pavement which would saturate the subgrade soils and weaken the subgradesupport. We recommend the site drainage be designed to maintain the groundwater at leasttwo (2) feet below the top of the subgrade.

Pavement subgrade drainage should be installed surrounding the areas anticipated for frequentwetting or having poor natural drainage, such as landscaped islands, along curbs and guttersand around drainage structures. All landscaped areas in or adjacent to pavements should be

sealed to reduce moisture migration to subgrade soils.

material

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Geotechnical En gineering ReportLittle Neck Road Pavement Evaluation ¡ Savannah, Georgia

July 20, 2015 t Terracon Project No. ES155091

llerracon

4.2.3 Pavement MaintenanceThe performance of pavements will require regular maintenance. One key component of the

maintenance is to minimize infiltration of water into the pavement base and subgrade.

Preventive maintenance should include crack and joint sealing and patching as well as overall

surface sealing and overlay. Additional engineering observation and evaluation is

recommended prior to any major maintenance. \

4.2.4 Pavement Gonstruction ConsiderationsPavement subgrades prepared early in the project should be carefully evaluated as the time forpavement construction approaches. We recommend the pavement areas be rough graded and

then thoroughly proofrolled with a loaded tandem-axle dump truck. Particular attention should

be paid to high traffic areas that were rutted and disturbed and to at:eas where backfilled

trenches are located. Areas where unsuitable conditions are located should be repaired by

removing and replacing the materials with properly compacted fill. After proofrolling and

repairing subgrade deficiencies, the entire subgrade should be scarified to a depth of 12 inches,

and uniformly compacted to at least 95 percent of the materials' modified Proctor maximum dry

density.

5.0 GENERAL COMMENTS

Terracon should be consulted to review the final design plans and specifications so comments

can be made regarding interpretation and implementation of our geotechnical recommendations

in the project design and specifications. Terracon should also' be retained to provide

observation and testing services during grading, excavation, foundation construction and other

earth-related construction phases of the project.

The recommendations presented in this report are based upon the data obtained from the

explorations performed at the indicated locations and from other information discussed in this

report. This report does not reflect variations that may occur between exploration locations,

across the site, or may be caused due to the modifying effects of construction or weather. Bear

in mind that the nature and extent of such variations may not become evident until construction

has started or until construction activities have ceased. lf variations do appear, Terracon should

be notified immediately so that further evaluation and supplemental recommendations can be

provided.

The scope of services for this project does not include either specifically or by implication any'environmental or biological (e.9., mold, fungi, and bacteria) assessment of the site or

identification or prevention of pollutants, hazardous materials or hãzardous conditions. lf the

owner is concerned about the potential for such contamination or pollution, please advise so

that additional studies may be undertaken.

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Geotechnical Engineering ReportLittle Neck Road Pavement Evaluation r Savannah, GeorgiaJuly 20, 2015 t Terracon Project No. ES155091

ll'erratron

This report has been prepared for the exclusive use of our client for specific application to theproject and site discussed, and has been prepared in accordance with generally acceptedgeotechnical engineer:ing practices. No warranties, either expressed or implied, are intended ormade. Site safety, excavation support and dewatering requirements are the responsibility ofothers,, ln the event that changes in the nature, design, or location of the project as outlined inthis report are planned, the conclusions and recommendations contained in this report shall notbe considered valid unless Terracon reviews the ch.anges, and then either verifies or modifiesthe conclusions of this report in writing.

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N

ExhibitSITE LOCATIONPEldkn$ hld

offity: BG NTS llerracon

2æ1 Rdknd A€$vann¡t, GAJl4u

Little Neck Road Pavement EvaluationLittle Neck Rd.Sav¡nnah, GA

AÊRIAL PHOÍOGRAPHY PROUDED SYMtcRosoÍ Btre MPs

DIÆRÂM IS FOR GENEML LMTON ONLY,ND IS NOT INENDÉO FG CONSfRUCÍIil

PURPOSES

Prold to.FSl5509'

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Ctr#by: GL

GL

'llerracon2æ1 Rdbnd A€

$v.nnah, GA!l&

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EXPLORATION PI.AN Exhibil

Little Neck Road Pavement EvaluationLittle Neck Rd.Savannah, GA

LEGEND

f Hana eugerBoring

ÂERIAL frOTæRAPHY PROVIDED BYMICROSOFT BING MPS

DIAGMM IS FOR GENERAL LOCAfION ONLY,AND IS NOf INTENOEO FOR CONSTRUCTION

Geotechnical Engineeri'n g lnvestigationLittle Neck Road Pavement Evaluation r Savannah, Chatham County, GeorgiaJuly 20, 2015 ¡ Terracon Project No. ES'155091

l[erracon

Field Exploration DescriptionThe locations for asphalt coring and hand auger boring were determined by Terracon and werelocated in the field using a hand-held GPS unit. The locations of the exploration points as shown in

the Exploration Location Plan in Exhibit A-2 should be considered approximate and are not

intended for construction purposes.

Hand Auger Borings

Responsive r Resourceful r Reliable Exhibit A-3

HA1

Depth Below Surface(inchl

Material Description USCS Classification

0to5 Asphalt

5to12 Graded aggregate base

t2io 32 Dark brown fine silty SAND w/ cemented sands SM

32 to 60 Gray/orange sandy CI-AY CL

noted @ 32' BGs

Hand Auger Boring Log ll'erraconProject Name: Little Neck Road Pavement EvaluationProject No.: ES155091-

Project Location: Savannah, Chatham County, Georgia Testing Date: July 'l,2OL5

HA2

Depth Below Surface(inch)

Material Description USCS Classification

0to3 Asphalt

3to10 Gray medium to coarse SAND SP

10 to 60 Dark brown fiñe silty SAND w/ cemented sands ' SM

No

HA3

Depth Below Surface(inch)

Material Description USCS Classification

0to3 Asphalt

3to9 Soil cement

9to16 Gray medium to coarse SAND SP

16 to 60 Dark brown fine silty SAND w/ cemented sands SM

No groúndwater noted No mottling noted

HA4

Depth Below Surface

linch)Material Description USCS Classification

0to3 Asphalt

3to9 Soil cement

9to16 Gray fine to medium SAND SP

16 to 60 Dark brown fine siltv SAND w/ cemented sands SM

No groundwater noted No mottling noted

Responsive r Resourceful ¡ Reliable Exhibit A-4

Exhibit B-1

Exhibit B-2

Exhibit B:3

Exhibit B-4

Exhibit B-5

Sumriiary of Läboi'atory Test Results

Grain Síze Analyses

Unified Soil Clas,çiîication Systema

Asphalt Pavement Cpre $ample .

Existing Pavement Condition

i ):¡

. IPPENDIX B

SUPPORTING DOCUMENT

Tenacon Pro¡ect Name: Little Neck Road Pavement Evaluation

Tenacon Project No.: ES155091

Proiecl Location: Savannah, Georgia

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ll'erraconSummary of Soil Laboratory Test

0.076 0.0 70.9 29.1SM 10.5 0.137 0.098HAl 21o2.5 S¡lty SANO

0.4 75.2 24.4SM 12.4 0 147 0.102 0.079HA2 1.5 to 2 Silty SAND

0.4 80.6 19.0SM 8.4 0.400 0.252 0.094HA3 2to3 S¡lty SAND

0.000 0.280 O:124 0.0 84.2 15.8HA4' 3to4 Silty SAND SM t'9..4

Exhibit B-l

Particle Size Distribution Reportc rc c

-@sõs

É.uJ

=lJ-t-ztJJC)t.ulo_

'100

90

80

70

60

40

30

20

10

010

GRAIN SIZE - mm.

l

\\l

tl

L

lr

% +3" % Gravel % Sand % FinesCoarse Fine Coarse Medium Fine silt Clay

0.0 0.0 0.0 0.3 0.9 69.7 29.r

(no specifìcation provided)

Sample Number: HAI Depth: 2-2.5' Date Sampled: 7-7-15

Test Results (D422 & D11401

Opên¡ng

Size

Percent

Finer

Spec.'(Percent)

Pass?

(X=Faíll

#4#10#20#40#60

#100#200

100.099.799.398.898. I94.929.1

Material DescriptionDark Brown Silty SAND

PL= NPAtterberg Limits (ASTM D 4318)

LL= NV Pl= NP

USCS (D 24871=Glassification

SM AASHTO

CoefficientsDgs= o.l27oDgo= 0'0756eU-

Remarks

(M 145)= A-2-4(0)

Dgo= 0.1366Dso= 0.0893Dl o=

Deo= 0.0976D1 s=vc-

Date Received:Tested By: JPW

Date Tested: 7-16-15

Checked By: GKT

Title: Lab Manager

ll'erraconClient Chatham County

Project: Little Neck Road Pavement Evaluation

Proiact No: F.Sl SlOSl Fioure

Particle Size Distribution Reportc oooooooo$o

NOf@FFN******+

É.uJzLLFzuJoÉ.tuo-

r00

90

80

70

60

50

40

30

20

10

0100 0 001

GRAIN SIZE - mm.

\i \ii

o/o +3" % Gravel % Sand % Fines

Coarsè Fine Goarse Medium F¡ne s¡tt Clav

0.0 0.0 0.4 0.4 2.0 72.8 24.4

(no specification provided)

Sample Number: HA2 Depth: 1.5-2' Date Sampled: 7-7-15

Test Results (D422 & D11401

Opening

Size

Percent

Finer

Spec.'(Percent)

Pass?

(X=Fail)

3/8"#4

#10#20#40#60

# 100#200

100.09.9,699.298.397.295.891.024.4

MateriálDescription"'Dark Brown Silty SAND

Atterberg Limits (ASTM D 4318)PL= NP , LL= NV Pl=

, Classificationuscs (D 24871= SM AASHTo (M.145)= A-2-4(0)

GoefficientsDso= 0.1467 DBs= 0.1346 060= 0.10t7Dso= 0.0929 D3o= 0.0785 D1s=DiO= Cu= Cc=

Remarks

Date Received:Tested By: JPW

Date Tested: 7-16-15

Checked By: GKT

Title: Lab Manager

ll'erraconClient Chatham County

Project Littte Neck Road Pavement Evaluation

Proiacf No: F'.Sl550gl Fioure

Particle Size Distribution ReportÊ@

c :cc c ooo*s S

É.I,JJzLLt-zulOÉ.[rJÈ

r00

90

80

70

60

50

40

30

20

10

010

: GRAIN SIZE - mm.

i

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\ ,\

\

% +3'i % Gravel % Sand % FinesCoarse Fine Coarse Medium Fine sitt Clav

0.0 0.0 0.4 1.7 28. I 50.8 19.0

(no specihcation provided)

Sample Number: HA3. Depth:2-3' Daie Sampled: 7-7-15

Test Results (D422 & D11401 ,

Opening

Size

Percent

Fíner

Spec.*(Percent)

Pass?

(X=Fail)

3/8"#4

#10#20#40#60

# 100#200

100.0:' 99.6'

97,.985.569.8s9.948.612.0

Material DescriptionDark Brown Silty SAND

PL= NPAtterberg Limits (ASTM D 4318)

LL= NV Pl=

,.USC9 (D 2487)=Classification

SM AASHTO (M 145)= A-2-4(0)

Dgo= l.o7l7Dso= 0.1571Dro=

CoefficientsDoc= 0.83 15Däö= o.os+¡vU-

Remarks

D6o= 0.2521

Prg=vC-

Date Received:Tested By:

Date Tested: 7-16-15

JPW

Checked By: GKT

Title: Lab Manager

ll'erraconClient Chatham County

Project: Little Neck Road Pavement Evaluation

Proiecf No: ESl550gl Fioure

Particle Size Distribution Report

@

o oooooÍo@FrN+*+*

É.LIJzLL

FzI.JJ()ú.I.JJ

È

100

90

80

70

60

50

40

30

10

01

GRAIN SIZE - mm.

11

\

\\

t-,

\\

% +3" % Gravel % Sand % Fines

Cbarse Fine Goärse Medium F¡ne sitt ctay

0.0 0.0 0.0 1.3 26.1 s6.8

(no specification provided)

Sample Number: HA4 Depth: 3-4' Date Sampled: 7-7-15

Test Reóults (D422 & Dll40),Opening

Size

Percent

Finer

Spec.*

(PercentlPass?

([=Fail)#4

#10#20#40#60

# 100#200

100.098.789.772.656. l36.515.8

' Material DeScription.DArk Brwpn Silty SAND

ì 11

PL= NPAtterberg Limits (ASTM D 4318)

LL= NV Pl=

USCS (D 24871=

B:l= 3:åfläDlo=

,ClassificationSM . AASHTO (M 145)= A-2-4(0)

GoefficientsDns= 0.6812 D6O= 0.2796Däõ= 0.lz¡o oiä=^-^-vu- vc-'

Remarks

Date Received:Tested By:

Date Tested: 7-16-15

JPW

Ghecked By: GKT

Title: Lab Manager

Client: Chatham County

Project Little Neck Road Pavement Evaluationll'erraco

UNIFIED SOIL CLASSIFICATION SYSTEM

C¡iteria for Assigning Group Symbols and Group Names Using Laboratory Testso Soil Classification

GroupSymbol Group Nameg

Coarse Grained Soils

More than 500/0 retained

on No 200 sieve

GravelsMore than 50% of coarsefraction retained onNo 4 sieve

Clean GravelsLess than 57o finesc

Cu>4and 1 <Cc<3E GW Well-graded gravelF

Cu<4andlori >Cc>3E GP Poorly graded gravelF

Gravels with Finesthan 12% finesc

¡¡s¡s Fines classifo as ML or MH GM Silty gravelFc "

Fines classif, as CL or CH GC Clayey gravelFcH

Sands50% or more of coarsefractìon passesNo. 4 sieve

Clean SandsLess than 57o fneso

Cu>6and1<Cc<38 SW Well-graded sandl

Poorly graded sandlCu<6and/or1 >Cc>38 SP

Sands with FinesMore than 12% fineso

F¡nes classify as ML or MH SM Silty sandc H'l

Fines Classi! as CL or CH SC Clayey sando'Hr

Fine-Grained Soils50% or more passes lheNo. 200 sieve

Silts and ClaysLiquid limit less than 50

rnorganrc Pl > 7 and plots on or above "A" lineJ CL Lean clayK''u

Pl < 4 or plots below'A" lineJ ML SiIIKL'M

organrc L¡quid l¡m¡t - oven dried< 0.75 OL

Organic clayKLM n

Liquid limit - not dried Organic siltKL'{'o

S¡lts and ClaysLiquid limit 50 or more

rnorganrc Pl plots on or above'A' line CH Fatclay(Lu

Pl plots below "A'line MH Elastic SiltKr'M

organrc Liquid limit - oven dried< 0.75 OH

Organic clayKLM P

Liquid limit - not dried Organic silt(qM'o

Highiy orgänic soils Primarily organic matter, dark in color, and oçaniò odor PT Peat

A 3-in. (75-mm) sieve

" r boulders, or both, add 'with cobbles or

gGravels with 5lo l2-o./ofines require dual symbols: GW-GM welt-graded gravelwith s¡lt, GW-GC well-graded gravel wilh clay, GP-GM poorly graded gravelwith silt, GP-GC poorly graded gravel with clay.

PSands with 5 to 120/o f nes require dual symbols: SW-SM well-graded sãndwith silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand withsilt, SP-SC poorly graded sand with clay

Ecu = Doo/Dro ç" = -

(DtIi '

Dro x Deo

F lf soil contains > l5% sand, add 'with sandl to grôúp name.Glf fines classiff as CL-ML, uséliral symbol GC-GM, or SC-SM.

Hlf f¡nes are organic, add "with organic fines'' to group name.I lf soil contains > 15% gravei, ad¿ "wittr gravel" to group name.J lf Atterberg lim¡ts plot ¡n shaded area, soil is a CL-ML, silty cley.Klf soil contains l5 to29o/o plus No. 2oo, add1with sand" or"with gravel,"

whichever is predôniinant.L lf soil conta¡ns > 30% plus No 2oo predominantly sand, add "sáàdy" to

group name.MlfsoiÍ contains > 30% pius No. 2oo, predominantly gravel, add

"gravelly' to group name.NPI > 4 and plots on or above "A" l¡ne.oPl < 4 or plots below'A' line.P Pl plots on or above "A' l¡neaPl plots below'A' line.

=fLxl¡JôzÍ-õFct)

Jo-

*

50

Q

30

n

10

4

0

J

e$

/MH orOH

./' I

ML or OL

0 10 16 20 30 ,10 s0 60 70 80 90 100 110

LIQUID LIMIT (LL)

'llerraconExhibit B-3

Fom 1 11-J/98

ASPHALT PAVEMENT CORE SAMPLEPrcldil¡n4r: gG Prcþd NoES15St

by: re M: NT9

GL ESlS1Little Neck Road Pavement Evaluation

Little Neck Rd.Savannah, GA

GL

lferraconconrlting tng¡neeE & Sc¡enlì*

Pavement Core Samole from HA1

Exhibit:

B-4-1

ASPHALT PAVEMENT CORE SAMPLE Exhibit:æ ESt5St

æ Nls

OL EStffl

GL 7mn15

llerraconConsult¡ng EnginæÉ & Scientisb

øTFdAEE Wklbll4

L¡ttle Neck Road Pavement EvaluationLlttle N6ck Rd.Savannah, GA

B-4-2

EXISTING PAVEMENT CONDITION Exhibit:

Little Neck Road Pavement EvaluationLittle Neck Rd.Savannah, GA

B-5-1

Prcject Manager:BG

Drawn by: BG

Checked by: GL

Apprev6d by:GL

Projoct No,ESl 55091

Scale:N T.S.

File Name: E5.155991

Datei7t20t2015

llerracon(.0n.ulltrt [:ilrlttrrt't. N S( t('tìll,l

2ælRñlaodAvsue Såvânn¿h,Gærqia31404

Phme (912) 6æ 4000 Fâr (912) 6æ 4001

ffir*

EXISTING PAVEMENT CONDITION Exhibit:

Little Neck Road Pavement EvaluationL¡ttle Neck Rd.Savannah, GA

B-5-2

Pro¡ec-t Managor:BG

orawn by: BG

Check€d by: GL

Apprcved by:GL

Project No.ES 1 55091

scalelNTS

FileName: ES15S0g.l

Date;

7t20t2015

'llerracon( ,ilr.r¡llilrrl [¡¡l¡r,L.r r. Ñ 5r tr,rrli.l.

220lRowlildAvñue Sav¿nnah,GsE¿3i404

Phone (912) 6æ 4000 Fax (9 l2) 6æ 400 I

v..

Prcject Manager:BG

DraMby: BG

Chocked by: GL

Approved by:GL

Project NoES155091

Scale:N TS

F¡le Nâmer ES155091

Date:7 t20t2015

llerracon(.orrsulling l:rr¡iint'r'r- .\ 5c ir,nl iilr

220lRowlandAvenue Savannah,Gryqia31404

Phone(912)6294000 Fax(912)6æ4001

EXISTI NG PAVEMENT CONDITION Exhibit:

Little Neck Road Pavement EvaluationLittle Neck Rd.Savannah, GA

B-5-3

Pavement

EXISTI NG PAVEMENT CONDITION Exhibit:

Little Neck Road Pavement Evaluat¡onLittle Neck Rd.Savannah, GA

B-5-4

Prole€-tManagen BG

Drawn by: BG

Chæk€dby: GL

Apprcved by:

Prcjêct No.ES'1ss091

Scale:N.T S

File Name: ES155091

0ate:7t20t2015

llerracon( orr.ullirrg Irrginct'r '\ 5r it'illirl:

2201RoûlandAvmuo Sevennâh,Gærg¡a31404

Phme(912) 6æ 4000 Fax 19121 6æ 400 I

Prcject Manager:BG EXISTING PAVEMENT CONDITION Exhibit:

DraM by:BG Little Neck Road Pavement Evaluation

Little Neck Rd.Savannah, GA

Cheçked by:GL

Approved by:GL

B-5-5

Pro¡ect No,ES'155091

Scale: NTSFile Name: 69155991

Date:

7t20t2015

llerracon( r rnsultinr¿ [iltrnt,er. \ 5( ient¡5li

220lRowlandAvenue Sav¿nn¿h,Gærqiâ31404

Phøe (912) 629 4000 Fd (912) 629 4001