REPORT OF LIMITED SUBSURFACE AND - Winston Salem Avenue...REPORT OF LIMITED SUBSURFACE AND ... This report summarizes the exploration and our ... asphalt thickness preventing the Kessler

REPORT OF LIMITED SUBSURFACE ANDEXISTING PAVEMENT EVALUATION

Cloverdale Avenue ResurfacingWinston-Salem, North CarolinaS&ME Project No. 1583-12-099

Prepared for:City of Winston-Salem Engineering

100 East First Street, Suite 235Winston-Salem, North Carolina 27101

Prepared by:S&ME, Inc.

3718 Old Battleground AvenueGreensboro, North Carolina 27410

NC Firm License No. F-0176

September 10, 2012

S&ME, INC. / 3718 Old Battleground Road / Greensboro, NC 27410 / p 336.288.7180 / f 336.288.8980 / www.smeinc.com

September 10, 2012

City of Winston-Salem Engineering100 East First Street, Suite 235Winston-Salem, North Carolina 27101

Attention: Mr. Todd Lewis, P.E.

Reference: REPORT OF LIMITED SUBSURFACE AND

EXISTING PAVEMENT EVALUATIONCloverdale Avenue ResurfacingWinston-Salem, North CarolinaS&ME Project No. 1583-12-099

Dear Mr. Lewis:

S&ME, Inc. (S&ME) has completed a limited subsurface and existing pavementevaluation of Cloverdale Avenue from Oakwood Drive to Melrose Street in Winston-Salem, North Carolina. The exploration was performed in general accordance withS&ME Proposal 1583-12-P148 Revised dated August 27, 2012. The purpose was toassess conditions of the existing pavement and underlying subgrade materials at twelvelocations in the existing roadway, which were identified by the City of Winston-Salem.This report summarizes the exploration and our findings.

S&ME appreciates the opportunity to be of service to you. If you have questionsregarding this report, or if we may be of further assistance, please contact us.

Sincerely,

S&ME, Inc.

Manan B. Adhyaru, P.E. Kasey McWhorter, P.E.Construction Services Manager Senior Engineer

MBA/KM/lss

lstafford

Manan Adhyaru NC stamp

lstafford

Kasey McWhorter

Report of Limited Subsurface and Existing Pavement Evaluation S&ME Project No. 1583-12-099Cloverdale Avenue Resurfacing, Winston-Salem, North Carolina September 10, 2012

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TABLE OF CONTENTS

1 PROJECT SITE AND DESCRIPTION ................................................................ 12 EXPLORATION PROCEDURES ......................................................................... 13 PAVEMENT AND SUBSURFACE CONDITIONS ............................................ 2

3.1 Existing Pavement Section ................................................................................. 23.3 Residuum ............................................................................................................ 23.4 Auger Refusal Materials ..................................................................................... 23.5 Groundwater ....................................................................................................... 3

4 GENERAL DISCUSSION ...................................................................................... 35 LIMITATIONS OF REPORT................................................................................ 4

APPENDIXFigures 1-4 – Coring Location PlanKessler Dynamic Cone Penetrometer Logs (9)Core Photograph Log


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1 PROJECT SITE AND DESCRIPTION

Project information has been developed from an August 8, 2012 telephone conversationbetween Todd Lewis with City of Winston-Salem Engineering and Manan Adhyaru withS&ME and an email from Todd Lewis to Manan Adhyaru on August 9, 2012 whichincluded the roadway plan and requested locations for testing.

The existing pavement on Cloverdale Avenue is planned to be milled and resurfacedfrom Oakwood Drive to Melrose Street. Due to the amount of asphalt overlying thegutter, a milling depth of approximately 5 inches is anticipated. Due to the age of theroadway, the City of Winston-Salem requires information on the condition of thepavement subgrade materials to identify areas that may have deteriorated.

2 EXPLORATION PROCEDURES

A nominal 4-inch diameter core barrel was used to core through the existing pavement attwelve locations, which are labeled C-1 through C-12 on the Core Location Plan (Figure1) in the Appendix. The test locations were selected by Todd Lewis and located in thefield by S&ME personnel by referencing existing site features. The pavement materialsand thicknesses were recorded and the cored pavement samples were retained for furtherexamination if desired. A summary of the existing pavement materials thicknesses areincluded in Section 3.1 of this report.

S&ME then performed nine (C-1 through C-6, C-9, C-11, and C-12) dual-mass (Kessler)dynamic cone penetrometer (DCP) tests in general accordance with ASTM D6951-09 toan approximate depth of 2½ feet into the subgrade soils (below the pavement surface).The Kessler DCP consists of a steel extension shaft assembly with a 60 degree hardenedsteel cone tip attached to one end. The tip is driven into the subgrade by dropping 17.6-pound dual-mass hammer 1.9 feet. The depth of penetration is measured at selectedhammer drop intervals and recorded values are converted to California Bearing Ratio(CBR) values through correlations used by the North Carolina Department ofTransportation (NCDOT). Because the asphalt thickness at core locations C-7, C-8, andC-10 was greater than 15 inches, the coring equipment was unable to core the entireasphalt thickness preventing the Kessler DCP and hand auger boring from beingperformed.

Core locations were backfilled with ABC stone and the surface was patched with coldpatch asphalt (asphalt areas). Photographs of cores with their measurements and KesslerDCP test records are provided in the Appendix.

Hand auger borings were advanced below the pavement materials at the nine dual-massDCP test locations. The hand auger borings were typically advanced to approximatedepths of 3 feet below existing grade. During the hand augering process, the augercuttings were visually examined to estimate the distribution of grain sizes, plasticity,organic content, moisture condition, color, presence of lenses and seams, and apparentgeologic origin.


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Following completion of the hand auger borings, groundwater measurements wereattempted, and the test locations were backfilled with the excavated soils and asphalt coldpatch was placed at the pavement surface.

3 PAVEMENT AND SUBSURFACE CONDITIONS

3.1 Existing Pavement Conditions

The pavement sections generally consisted of multiple courses of asphalt overlyingcompacted ABC stone base. The pavement section thicknesses and soil subgradeencountered are presented below:

TestLocation

Pavement SectionThickness (inches) Soil Subgrade

AsphaltLayer

StoneLayer

TotalPavementThickness

Fillor

Residual Material

AverageCaliforniaBearing

Ratio(CBR)*

C-1 6.25 3 9.25 residual silty sand 10


C-3 9 2 11 residual silty sand 16




C-7 >15 N/A** N/A N/A N/A N/A

C-8 >15 N/A N/A N/A N/A N/A


C-10 >15 N/A N/A N/A N/A N/A



*Correlated from Kessler DCP values**Kessler DCP and hand auger borings not performed

The existing asphalt materials at locations C-7, C-8, and C-10 could be not coredcompletely due to the thickness and limitations of the coring equipment. Based on thelength of the coring barrel, the asphalt in these locations is at least 15 inches thick.

3.2 Residuum

Residual soils resulting from the in-place weathering of underlying bedrock wereencountered underlying the pavement materials at the test locations. The residual soilsgenerally consisted of silty sands with varying amounts of mica and rock fragments.

3.3 Auger Refusal Materials

Auger refusal is defined as material that could not be penetrated by the hand augerequipment used on the project. Hand auger refusal material may consist of highconsistency residual soils or partially weathered rock. Hand auger refusal material was


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encountered in test location C-2 at a depth of approximately 2½ feet below the pavementsurface.

3.4 Groundwater

Groundwater was not encountered or observed in the borings to the depths explored at thetime of this exploration.

4 GENERAL DISCUSSION

Asphalt thicknesses ranged from 4½ inches to greater than 15 inches. The underlyingbase stone thicknesses ranged from 2 to 4 inches. The in-situ California Bearing Ratio(CBR) values for the subgrade soils, which were correlated from the Kessler DCP values,ranged from 7 to 35 percent.

Based on our observations during the exploration, the existing pavement surfaces are inrelatively good condition with the exception of the Melrose Street tie-in which is showingsigns of fatigue and severe age related cracking. Some sporadic, low to moderateseverity, longitudinal and block cracking was observed at various locations along themainline of Cloverdale Avenue.

The age of the existing pavements is unknown at the time of this report. Based on thelevel of the asphalt surface relative to the curb, the mainline of Cloverdale Avenue hasbeen overlayed multiple times. Milling on the order of 4 to 5 inches should beanticipated to reach the bottom of the curb. The bottom course observed at cores C-1, C-3, C-5, and C-12 appeared to have voids (refer to Core Photograph Log), which mayindicate a lack of compaction during placement. The anticipated milling depths will notremove all existing asphalt, with the possible exception of the tie-in to Melrose Street.Based on the condition of the cores, specifically the bottom course, it may be prudent tomill and remove all existing asphalt.

The thickness of the aggregate base course encountered at the test locations (2 to 4inches) is substantially less than the minimum stone section typically recommended andspecified in pavement design. Recommended minimum thicknesses for aggregate basecourse typically range from 6 to 10 inches, depending on the traffic loadings and designCBR value.

Based on the Kessler DCP testing, existing subgrade soils have typical field CaliforniaBearing Ratio (CBR) weighted average values of 10 percent or greater. The field CBRvalue obtained from the Kessler DCP testing reflects CBR values under currentconditions. Typical pavement designs incorporate using soaked CBR values, which aretypically lower. We recommend using a design CBR value of 5 percent to represent thesoils in the soaked condition when evaluating the structural integrity of the plannedoverlay section. Based on the general subsurface conditions encountered in the handauger borings, we do not anticipate substantial remediation of subgrade soils will beneeded.


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The subgrade soils encountered by the borings generally consist of silty sands that aremoderately susceptible to weather related deterioration. Prevention of infiltration ofwater into the subgrade is essential for the successful performance of pavements. Thepavement surface should be sloped to promote surface drainage away from the pavementstructure.

The degree of pavement resurfacing or reconstruction determined by the City of Winston-Salem (i.e., whether all asphalt will be removed) will determine the necessaryobservation and testing during construction. If the asphalt will be completely removed, itmay be determined to be worthwhile for a proofroll evaluation of the existing aggregatebase course and underlying soils to identify any unstable areas receiving repair.

5 LIMITATIONS OF REPORT

This report has been prepared in accordance with generally accepted geotechnicalengineering practice for specific application to this project. The conclusions andrecommendations contained in this report were based on the applicable standards of theengineering profession at the time this report was prepared. No other warranty, expressor implied, is made.

The recommendations submitted in this report are based, in part, upon the data obtainedfrom the exploration. The nature and extent of variations between the cores and boringsmay not become evident until construction. If variations appear evident, then it will benecessary to reevaluate the recommendations of this report.

APPENDIX

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SCALE: 1" = 50'

REFERENCE: CITY OF WINSTON-SALEM, N.C. PROJECT NUMBER U-4741 0E/201201, SHEET 5 (UNDATED)

C-1

C-2

C-12

KEY

- APPROXIMATE SOIL TEST BORING LOCATION

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C-6

C-9

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C-8

C-7

Cloverdale Avenue Pavement Evaluation1583-12-099

C-1 Date: 8/29/2012 Personnel: MA3

10 258 508 75

2 150

2 2072 276 Adjusted Material Adjusted Material2 345 Stone Soil Subgrade2 389 # Values 3 # Values 122 430 Average CBR 100 Average CBR 102 499 Weighted Average 100 Weighted Average 102 571 Max CBR 100 Max CBR 162 640 Min CBR 100 Min CBR 8

1 6781 7161 744

Subgrade Field CBR estimated using relationship indicated above.

KESSLER DCP TEST RESULTS

Test Data

No. ofBlows

CummulativePenetration

(mm)

CBR - DCP Correlation for Soil Subgrade

Test Summary

* Stone Field CBR estimated using published NCDOT relationship.

Project Name:S&ME Project No.:

Test Location:Thickness of Stone (in):

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Estimated Field CBR Value*

North Carolina Department of Transportation (Shin, et al 1989)

U.S. Army Corps of Engineers (Webster, et al 1992)

Piedmont Residual Soils (Coonse 1999)



7 258 508 75

2 109


5 3985 4047 414



Test Data

No. ofBlows


(mm)


Test Summary




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6 257 502 94

2 128


4 6184 6724 730



Test Data

No. ofBlows


(mm)


Test Summary




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7 257 507 75

5 100


4 6564 7154 800



Test Data

No. ofBlows


(mm)


Test Summary




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6 258 508 75

2 128


1 7251 741



Test Data

No. ofBlows


(mm)


Test Summary




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7 259 507 75

2 134


2 711



Test Data

No. ofBlows


(mm)


Test Summary




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1 119




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7 259 502 100

2 153


1 750



Test Data

No. ofBlows


(mm)


Test Summary




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7 257 507 75

2 144


2 4772 5022 5272 5522 5712 5962 6152 6402 6652 6872 7092 7312 753



Test Data

No. ofBlows


(mm)


Test Summary




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Cloverdale Avenue Resurfacing Limited Subsurface and Pavement Evaluation Project #: 1583-12-099

Sheet 1 of 5 3718 Old Battleground Road Greensboro, NC 27410

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Location / Orientation C-1 (Cloverdale Ave., Station 11+80 10 feet Right)

Remarks Core thickness measured to be 6¼ inches.

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Location / Orientation C-2 (Cloverdale Ave., Station 12+00 Centerline, offset 2 feet Right)

Remarks Core thickness measured to be 9¼ inches.



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Location / Orientation C-3 (Cloverdale Ave., Station 16+00 Centerline, offset 1 foot Right)

Remarks Core thickness measured to be 9 inches.

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Location / Orientation C-4 (Magnolia St., Station 11+30 Centerline offset 2 feet Left)

Remarks Core thickness measured to be 8½ inches.



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Remarks Core thickness measured to be 5¾ inches.

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Location / Orientation C-9 (Melrose St., Station 11+00 Centerline offset 3 feet Left)


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Location / Orientation C-11 (Cloverdale Ave., Station 22+00 10 feet Left)




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Location / Orientation C-12 (Cloverdale Ave., Station 12+00 11 feet Left)


Documents

REPORT OF LIMITED SUBSURFACE AND - Winston Salem Avenue...REPORT OF LIMITED SUBSURFACE AND ... This report summarizes the exploration and our ... asphalt thickness preventing the Kessler