REPORT OF LIMITED SUBSURFACE AND EXISTING PAVEMENT EVALUATION Melrose Street Reconstruction Winston-Salem, North Carolina S&ME Project No.

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1 REPORT OF LIMITED SUBSURFACE AND EXISTING PAVEMENT EVALUATION Melrose Street Reconstruction Winston-Salem, North Carolina S&ME Project No Prepared for: City of Winston-Salem Engineering 100 East First Street, Suite 235 Winston-Salem, North Carolina Prepared by: S&ME, Inc Old Battleground Avenue Greensboro, North Carolina NC Firm License No. F-0176 November 19, 2012

3 Report of Limited Subsurface and Existing Pavement Evaluation S&ME Project No Melrose Street Reconstruction, Winston-Salem, North Carolina November 19, 2012 TABLE OF CONTENTS 1 PROJECT INFORMATION EXPLORATION PROCEDURES PAVEMENT AND SUBSURFACE CONDITIONS Existing Pavement Section Fill Auger Refusal Materials Groundwater GENERAL DISCUSSION/RECOMMENDATIONS LIMITATIONS OF REPORT... 4 APPENDIX Figures 1-2 Coring Location Plan Kessler Dynamic Cone Penetrometer Logs (8) Core Photograph Log i

4 Report of Limited Subsurface and Existing Pavement Evaluation S&ME Project No Melrose Street Reconstruction, Winston-Salem, North Carolina November 19, PROJECT INFORMATION Project information was developed from an dated October 19, 2012 from Todd Lewis with City of Winston-Salem Engineering and a telephone conversation between Mr. Lewis and Maurice Harper with S&ME on October 19, The requested an evaluation of Melrose Street between Cloverdale Avenue and Hawthorne Road and included an additional three cores on Cloverdale Avenue near its intersection with Miller Street. The requested coring locations were appended to the correspondence. The original scope of the Cloverdale Avenue Resurfacing project consisted of milling and resurfacing the existing pavement on Cloverdale Avenue from Oakwood Drive to Melrose Street. S&ME performed a Limited Subsurface and Existing Pavement Evaluation for this area, reported under project number dated September 10, The project has been expanded to include the reconstruction of Melrose Street and Cloverdale Avenue between Melrose Street and Miller Street. The additional area on Cloverdale Avenue was not contemplated in our previous exploration. The City of Winston-Salem requires information on the condition of the existing pavement surface and subgrade materials to identify areas that may have deteriorated. 2 EXPLORATION PROCEDURES A nominal 6-inch diameter core barrel was used to core through the existing pavement at the twelve locations, which are labeled C-1 through C-12 on the Core Location Plan (Figure 1 and 2) in the Appendix. The test locations were selected by Todd Lewis (City of Winston-Salem) and located in the field by S&ME personnel by referencing existing site features. The pavement materials and thicknesses were recorded and the cored pavement samples were retained for further examination. A summary of the existing pavement section thicknesses are included in Section 3.1 of this report. S&ME performed eight dual-mass (Kessler) dynamic cone penetrometer (DCP) tests (at locations C-1 through C-5 and C-10 through C-12) in general accordance with ASTM D to an approximate depth of 2½ feet below the pavement surface. The Kessler DCP consists of a steel extension shaft assembly with a 60 degree hardened steel cone tip attached to one end. The tip is driven into the subgrade by dropping a 17.6-pound dualmass hammer 1.9 feet. The depth of penetration is measured at selected hammer drop intervals and recorded values are converted to California Bearing Ratio (CBR) values through correlations used by the North Carolina Department of Transportation (NCDOT). The subgrade soils were not evaluated at C-6 through C-9 due to a layer of concrete underlying the asphalt in these locations. The concrete was cored at C-9 to determine the thickness and a hammer drill was used to estimate the thickness of the concrete at C-6 through C-8. Hand auger borings were advanced below the pavement materials at the eight dual-mass DCP test locations. The hand auger borings were typically advanced to approximate depths of 3 feet below existing grade. During the hand augering process, the auger cuttings were visually examined to estimate the distribution of grain sizes, plasticity, 1

5 Report of Limited Subsurface and Existing Pavement Evaluation S&ME Project No Melrose Street Reconstruction, Winston-Salem, North Carolina November 19, 2012 organic content, moisture condition, color, presence of lenses and seams, and apparent geologic origin. Core locations were backfilled with ABC stone and approximately 5 inches cold patch asphalt. Photographs of cores with their measurements and Kessler DCP test records for each location are provided in the Appendix. 3 PAVEMENT AND SUBSURFACE CONDITIONS 3.1 Existing Pavement Section The pavement sections generally consisted of multiple courses of asphalt overlying compacted ABC stone base. The pavement section thicknesses and soil subgrade encountered are presented below: Test Location Asphalt Layer Pavement Section Thickness (inches) Stone Layer Total Pavement Thickness Fill or Residual C Fill C C C C C Soil Subgrade Material Average California Bearing Ratio (CBR)* Clayey Sand 14 Fill Clayey Sand 16 Fill Clayey Sand 27 Fill Clayey Sand 11 Fill Clayey Sand 24 C C-8 5 Encountered 4 to 5 inch thick concrete layer underlying asphalt C C C C *Correlated from Kessler DCP values Fill Clayey Sand 16 Fill Clayey Sand 25 Fill Silty Sand 24 Based on the cored concrete at location C-9 and penetrations with a hammer drill, the concrete encountered ranged in thickness from 4 to 5 inches. There was no stone base underneath the concrete layer at the cored location. 3.2 Fill Man-placed fill and disturbed soils generally consisting of clayey sands and silty sands were encountered in each of the hand auger borings to the termination depths of approximately 3 feet below the pavement surface. Based on visual examination, moisture contents within the fills soils encountered were judged to be within compactable levels at the time of the exploration. 2

6 Report of Limited Subsurface and Existing Pavement Evaluation S&ME Project No Melrose Street Reconstruction, Winston-Salem, North Carolina November 19, Auger Refusal Materials Auger refusal is defined as material that could not be penetrated by the hand auger equipment used on the project. Hand auger refusal material may consist of high consistency residual soils or partially weathered rock. Hand auger refusal material was not encountered during our exploration. 3.4 Groundwater Groundwater was not encountered or observed in the borings to the depths explored at the time of this exploration. 4 GENERAL DISCUSSION/RECOMMENDATIONS Asphalt thicknesses on Melrose Street and Cloverdale Avenue ranged from 2 to 4 inches and 4 ¾ to 7 inches, respectively. The underlying base stone thicknesses ranged from 3 to 8 inches on Melrose Street and 3 to 15 inches on Cloverdale Avenue. The in-situ California Bearing Ratio (CBR) values for the subgrade soils, which were correlated from the Kessler DCP values, ranged from 11 to 27 percent on Melrose Street and 16 to 25 percent on Cloverdale Avenue. Based on our observations during the exploration, significant portions of the existing pavement surfaces on Melrose Street are deteriorated and show signs of fatigue and severe age related cracking. Moderate to high severity longitudinal, block, and alligator cracking were observed for significant portions of Melrose Street. The existing pavement surface on Cloverdale Avenue is in relatively good condition. The age of the existing pavement is unknown at the time of this report. The level of the asphalt surface relative to the curb indicates areas have been previously overlayed. The bottom asphalt course observed at cores C-1, C-5, C-7, and C-12 appeared to have voids (refer to Core Photograph Log), which may indicate a lack of compaction during placement. Based on the condition of the existing asphalt pavement on Melrose Street, we recommend removal of the asphalt pavement. We understand the area explored on Cloverdale Avenue will be milled and resurfaced to reach the original bottom of the curb. We anticipate milling depths of approximately 4 to 5 inches will be required. The anticipated milling depth will not remove all of the existing asphalt. However, based on the condition of bottom courses of the cores and relatively thin layer that would remain after milling, it may be prudent to mill and remove all existing asphalt on the Cloverdale Avenue section. The typical thickness of the aggregate base course encountered at the test locations (3 to 8 inches) is less than the minimum stone section typically recommended and specified in pavement design. Recommended minimum thicknesses for aggregate base course typically range from 6 to 10 inches, depending on the traffic loadings and design CBR value. The aggregate base course encountered at location C-10 was approximately 15 inches. We believe this may be due to utility work performed adjacent to this location indicated by an asphalt patch. 3

7 Report of Limited Subsurface and Existing Pavement Evaluation S&ME Project No Melrose Street Reconstruction, Winston-Salem, North Carolina November 19, 2012 Core locations C-6 to C-9 encountered concrete pavement underlying the asphalt pavement. Aggregate base course was not encountered beneath the concrete pavement at C-9. The subgrade soil at C-9 was assessed to be very stiff when probed with a small diameter steel rod. We do not anticipate the need to remove the underlying concrete pavement. The deteriorated condition of the asphalt pavement overlayed is likely age related. Based on the Kessler DCP testing, existing subgrade soils have typical field California Bearing Ratio (CBR) weighted average values of 10 percent or greater. The field CBR value obtained from the Kessler DCP testing reflects CBR values under current conditions. Typical pavement designs utilize soaked CBR values, which are typically lower. We recommend using a design CBR value of 5 percent to represent the soils in the soaked condition when evaluating the structural integrity of the planned overlay section. Based on the general subsurface conditions encountered in the hand auger borings, we do not anticipate substantial remediation of subgrade soils will be needed. The subgrade soils encountered by the borings generally consist of clayey sands and silty sands that are moderately susceptible to weather related deterioration. Prevention of infiltration of water into the subgrade is essential for the successful performance of pavements. The pavement surface should be sloped to promote surface drainage away from the pavement structure. The extent of pavement resurfacing or reconstruction as determined by the City of Winston-Salem (i.e., removal or milling of asphalt) will determine the necessary observation and testing during construction. If the asphalt is completely removed, a proofroll evaluation of the existing aggregate base course and underlying soils can identify any unstable areas needing repair prior to placement of the new asphalt. 5 LIMITATIONS OF REPORT This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. The conclusions and recommendations contained in this report were based on the applicable standards of the engineering profession at the time this report was prepared. No other warranty, express or implied, is made. The recommendations submitted in this report are based, in part, upon the data obtained from the exploration. The nature and extent of variations between the cores and borings may not become evident until construction. If variations appear evident, then it will be necessary to reevaluate the recommendations of this report. 4

8 APPENDIX

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11 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-1 Date: 11/5/2012 Personnel: DK 5 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 3 # Values Average CBR 81 Average CBR Weighted Average 69 Weighted Average Max CBR 100 Max CBR Min CBR 44 Min CBR Estimated Field CBR Value* North Carolina Department of Transportation (Shin, et al 1989) * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

12 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-2 Date: 11/5/2012 Personnel: DK 4 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade North Carolina Department of Transportation (Shin, et al 1989) (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 3 # Values Average CBR 89 Average CBR Weighted Average 89 Weighted Average Max CBR 100 Max CBR Min CBR 82 Min CBR Estimated Field CBR Value* * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

13 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-3 Date: 11/5/2012 Personnel: DK 3 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade North Carolina Department of Transportation (Shin, et al 1989) (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 3 # Values Average CBR 90 Average CBR Weighted Average 90 Weighted Average Max CBR 100 Max CBR Min CBR 71 Min CBR Estimated Field CBR Value* * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

14 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-4 Date: 11/5/2012 Personnel: DK 8 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade North Carolina Department of Transportation (Shin, et al 1989) (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 10 # Values Average CBR 82 Average CBR Weighted Average 85 Weighted Average Max CBR 100 Max CBR Min CBR 43 Min CBR Estimated Field CBR Value* * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

15 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-5 Date: 11/5/2012 Personnel: DK 7 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 7 # Values Average CBR 77 Average CBR Weighted Average 75 Weighted Average Max CBR 100 Max CBR Min CBR 18 Min CBR Estimated Field CBR Value* North Carolina Department of Transportation (Shin, et al 1989) * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

16 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-10 Date: 11/5/2012 Personnel: DK 15 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 16 # Values Average CBR 88 Average CBR Weighted Average 82 Weighted Average Max CBR 100 Max CBR Min CBR 13 Min CBR Estimated Field CBR Value* North Carolina Department of Transportation (Shin, et al 1989) * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

17 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-11 Date: 11/5/2012 Personnel: DK 3 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 4 # Values Average CBR 100 Average CBR Weighted Average 100 Weighted Average Max CBR 100 Max CBR Min CBR 100 Min CBR Estimated Field CBR Value* North Carolina Department of Transportation (Shin, et al 1989) * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

18 Depth (in) Depth (mm) KESSLER DCP TEST RESULTS Project Name: S&ME Project No.: Test Location: Thickness of Stone (in): C-12 Date: 11/5/2012 Personnel: DK 4 No. of Blows Test Data Cummulative Penetration CBR - DCP Correlation for Soil Subgrade North Carolina Department of Transportation (Shin, et al 1989) (mm) U.S. Army Corps of Engineers (Webster, et al 1992) Piedmont Residual Soils (Coonse 1999) Test Summary Adjusted Material Adjusted Material Stone Soil Subgrade # Values 4 # Values Average CBR 100 Average CBR Weighted Average 100 Weighted Average Max CBR 100 Max CBR Min CBR 100 Min CBR Estimated Field CBR Value* * Stone Field CBR estimated using published NCDOT relationship. Subgrade Field CBR estimated using relationship indicated above.

Project #: 1583-12-129 Sheet 1 of 7 3718 Old Battleground Road Greensboro, NC 27410 1 C-1 (East side Melrose St. btw.

Two layers of asphalt extracted separately after coring. Stone base was measured to be about five (5) inches thick.

19 Project #: Sheet 1 of Old Battleground Road Greensboro, NC C-1 (East side Melrose St. btw. Cloverdale Ave. and Queen St.) Total core thickness measured to be four (4) inches. Two layers of asphalt extracted separately after coring. Stone base was measured to be about five (5) inches thick. 2 C-2 (Middle of Melrose St. between Queen St. and Westfield Ave.) Core thickness measured to be 2 inches. Stone base was measured to be about four (4) inches thick.

Project #: 1583-12-129 Sheet 2 of 7 3718 Old Battleground Road Greensboro, NC 27410 3 C-3 (West side Melrose St. btw. Westfield and Elizabeth Ave) Core thickness measured to be two (2) inches.

20 Project #: Sheet 2 of Old Battleground Road Greensboro, NC C-3 (West side Melrose St. btw. Westfield and Elizabeth Ave) Core thickness measured to be two (2) inches. Stone base was measured to be about three (3) inches thick. 4 C-4 (Middle Melrose St. btw. Elizabeth and Rosewood Ave.) Core thickness measured to be two (2) inches. Core broke up before it was extracted. Stone base was measured to be about eight (8) inches thick.

Project #: 1583-12-129 Sheet 3 of 7 3718 Old Battleground Road Greensboro, NC 27410 5 C-5 (East side Melrose St. btw. Rosewood Ave. and Westover Dr.) Core thickness measured to be three (3) inches.

21 Project #: Sheet 3 of Old Battleground Road Greensboro, NC C-5 (East side Melrose St. btw. Rosewood Ave. and Westover Dr.) Core thickness measured to be three (3) inches. Measured stone thickness was about seven (7) inches. 6 C-6 (West side Melrose St. btw. Westover and Parkway Dr.) Core thickness measured to be 3.5 inches. Top one (1) inch of core separated from rest of core during extraction. Encountered concrete layer under asphalt which was hammer drilled and estimated to be four to five (4-5) inches thick.

Project #: 1583-12-129 Sheet 4 of 7 3718 Old Battleground Road Greensboro, NC 27410 7 C-7 (Middle Melrose St. btw. Parkway Dr.

Encountered concrete layer under asphalt which was hammer drilled and estimated to be four to five (4-5) inches thick.

22 Project #: Sheet 4 of Old Battleground Road Greensboro, NC C-7 (Middle Melrose St. btw. Parkway Dr. and Maplewood Ave.) Core thickness measured to be four and three quarters (4.75) inches. Encountered concrete layer under asphalt which was hammer drilled and estimated to be four to five (4-5) inches thick. 8 C-8 (East side Melrose St. btw. east/west side Maplewood Ave.) Core thickness measured to be five (5) inches. Encountered concrete layer under asphalt which was hammer drilled and estimated to be four to five (4-5) inches thick.

Project #: 1583-12-129 Sheet 5 of 7 3718 Old Battleground Road Greensboro, NC 27410 9 C-9 (Middle Melrose St. btw. Maplewood Ave. and Hawthorne Rd.

23 Project #: Sheet 5 of Old Battleground Road Greensboro, NC C-9 (Middle Melrose St. btw. Maplewood Ave. and Hawthorne Rd.) Core thickness measured to be three and one half (3.5) inches. Encountered concrete layer under asphalt which was cored and measured to be about five (5) inches thick. 10 C-10 (North side Cloverdale Ave. 100 ft. west of intersection with Miller St.) Core thickness measured to be four and three quarters (4.75) inches. Stone base measured to be about fifteen (15) inches thick.

Project #: 1583-12-129 Sheet 6 of 7 3718 Old Battleground Road Greensboro, NC 27410 11 C-11 ( Middle Cloverdale Ave. 60 ft. west of intersection with Miller St.

24 Project #: Sheet 6 of Old Battleground Road Greensboro, NC C-11 ( Middle Cloverdale Ave. 60 ft. west of intersection with Miller St.) Core thickness measured to be seven (7) inches thick. Two separate layers were apparent; the bottom layer was broken up before it was cored. Stone base measured to be about three (3) inches thick. 12 C-12 (South side Cloverdale Ave. 20 ft. west of intersection with Miller St.) Core thickness measured to be four and three quarters (4.75) inches. Stone base measured to be about four (4) inches thick.

Project #: 1583-12-129 Sheet 7 of 7 3718 Old Battleground Road Greensboro, NC 27410 13 C-9 (Middle

25 Project #: Sheet 7 of Old Battleground Road Greensboro, NC C-9 (Middle Melrose St. btw. Maplewood Ave. and Hawthorne Rd.) Extracted concrete core underlying asphalt layer.

Senior Geotechnical Engineer SC License No.: 21288

Senior Geotechnical Engineer SC License No.: 21288 9 Pilgrim Road Greenville, SC 29607 Phone (864) 234-7368 Fax (864) 234-7369 November 30, 2017 Greystone Cottages HOA Board of Directors c/o Mr. Bill McCall 101 Ashler Drive Greer, South Carolina 29650