EXISTING PAVEMENT EVALUATION WILLMER ENGINEERING INC. Prepared For Clark Patterson Lee Suwanee, Georgia Prepared By WILLMER ENGINEERING INC. 3772 Pleasantdale Road Suite 165 Atlanta, Georgia 30340-4270 770.939.0089
February 25, 2015 Adolfo Guzman, P.E. Principal Clark Patterson Lee 350 Town Center Avenue Suite 201 Suwanee, Georgia 30024 VIA EMAIL/U.S. MAIL SUBJECT: Existing Pavement Evaluation Dear Mr. Guzman: Willmer Engineering Inc. (Willmer) is pleased to provide this Existing Pavement Evaluation report for in. The work was performed based on information provided to us by Clark Patterson Lee (CPL) via email correspondence, and in general accordance with our subcontract with CPL dated December 19, 2014 and the Georgia Department of Transportation (GDOT) guidance documents for existing pavement evaluation. The attached summary presents the existing pavement conditions along the project alignment and our recommendations for pavement design. The pavement design is based on traffic data provided to us by CPL. The GDOT Pavement Design Tool Version 2.0 computer program was used for the pavement design. We appreciate the opportunity to be of service to you on this project and look forward to a continuing relationship. Please contact us if you have any questions concerning this report or require further assistance. Sincerely, WILLMER ENGINEERING INC. Joseph M. Sura, EIT Project Engineer Daniel C. Pitts, PE Geotechnical Project Engineer James L. Willmer, PE Executive Vice President/Principal Consultant JMS/DCP/JLW P:\4014 Existing Pavement Analysis\Reports\Report Revised DCP 2-11-15\Pavement Evaluation Report Revised.docx Geotechnical Engineering Environmental Engineering Construction Services 3772 Pleasantdale Road P: 770.939.0089 www.willmerengineering.com Suite 165 F: 770.939.4299 Atlanta, GA 30340-4270
Existing Pavement Evaluation Page 1 Attachments: Tables Table 1 Table 2 Figures Figure 1 Figure 2 Appendices Appendix I Appendix II Appendix III Summary of Pavement Conditions Summary of Pavement Core and Crack Depth Information Project Location Map Core Location Plan Site Photographs Pavement Core Photographs Asphalt Pavement Design Calculations
Existing Pavement Evaluation Page 2 1. Location / Description This project consists of improvements to one roadway segment as part of a potential street resurfacing of in the City of Duluth in Gwinnett County, Georgia. The potential street resurfacing options include mill and inlay/overlay and/or full-depth reconstruction. The resurfacing options are discussed and analyzed in further detail later in this report. This existing pavement evaluation involves the portion of beginning at the intersection with Peachtree Industrial Boulevard (SR 141) and ending at the intersection with North Berkeley Lake Road. The length of the project is approximately one mile. GDOT station numbers for were not available, therefore, locations along are referenced as the approximate distance from the intersection with Peachtree Industrial Boulevard. A project location map is presented in Figure 1. For the purpose of this evaluation, the approximate one mile alignment of Howell road was evaluated as a single segment. The roadway and pavement core sample locations are presented in Figure 2. The existing is a two-lane road with curb and gutter. At the intersection with Peachtree Industrial Boulevard, the existing additionally has a dedicated left turn lane and a dedicated right turn lane onto Peachtree Industrial Boulevard from the eastbound lane of. 2. Historical Data A historical data search was performed during this study. The GDOT TransPI website was searched for available existing pavement data for this project. No pavement as-built or maintenance data was found in this search. Based on the site visit, there are three short segments (less than 250 feet) of which have been recently resurfaced. Historical data for this resurfacing was not available. Based on aerial photographs from April 2014, it is believed that these areas were resurfaced more recently than April 2014. Between Wood Acres Road and Whitney Park Drive ( 4,150 to 4,250 feet from Peachtree Industrial Blvd.): Westbound lane resurfaced. Intersection with Wood Acres Road ( 4,500 to 4,700 feet from Peachtree Industrial Blvd.): Westbound and eastbound lanes resurfaced. Intersection with North Berkeley Lake Road (Station 5,000 to 5,250 feet from Peachtree Industrial Blvd.): Westbound and eastbound lanes resurfaced.
Existing Pavement Evaluation Page 3 3. Traffic Data Design traffic data for was provided to us by CPL. The following traffic data was used for pavement design: Design Period 2015 to 2035 One-Way AADT in 2015 2,230 vpd One-Way AADT in 2035 2,453 vpd Lane Distribution Factor 1.0 24-hour Truck Percentage 1% (0.9% S.U. and 0.1% M.U.) 4. Field Photographs 5. Drainage Survey 6. Nondestructive Field Testing Photographs were taken at the time of our fieldwork to record the existing pavement conditions. These photographs are included in Appendix I. Based on our field reconnaissance, the roadway drainage was in good condition. No standing water or other drainage problems were observed during this survey. No non-destructive tests were performed. 7. Rutting No rutting was observed. 8. Load Cracking 9. Block/ Transverse Cracking 10. Reflection Cracking Load cracking with varying levels of severity was observed along the alignment. In the 100-foot rating segment, Level 3 load cracking was observed. The load cracking percentage for the rating segment is presented in Table 1. Level 1 transverse cracking with varying levels of severity was observed along the alignment. In the 100 foot level 1 transverse cracking was observed. The location and block/transverse cracking percentage is presented in Table 1. No reflection cracking was observed. 11. Raveling Level 1 raveling was observed along the length of. The level and percentage of raveling is presented in Table 1. 12. Edge Distress No edge distress was observed. 13. Bleeding or Flushing 14. Corrugation or Pushing No bleeding or flushing was observed. No corrugation or pushing was observed.
Existing Pavement Evaluation Page 4 15. Loss of Section 16. Patches, Potholes, and Local Base Failures No loss of section was observed. A total of 7 patches/potholes were observed along, as presented in Table 1. No local base failures were observed. 17. Cores The existing pavement was cored at 6 locations within the project limits. The type and thickness of existing pavement and base materials at each location are summarized in Table 2. Core sample photographs are included in Appendix II. 18. Pavement Condition Summary 19. Asphalt Pavement Design The pavement surface condition rating for this project was performed in general accordance with GDOT Pavement Condition Evaluation System (PACES). The PACES-based rating for is 47. Based on the surface condition rating, the existing pavement on Howell Ferry Road is generally in poor condition and cannot be used in mill and inlay or direct overlay designs. A description and table of the pavement design recommendation for is provided below. The GDOT Pavement Design Tool Version 2.0 computer program was used in the pavement design calculations. The output from the computer program is included in Appendix III. Full Depth Reclamation Full-Depth Reclamation (FDR) is recommended to remediate the pavement. To provide an adequate pavement section, the existing asphalt pavement (3½ inches thick) should be removed. The top 8 inches of the newly exposed surface (4 inches GAB and 4 inches of subgrade soil) should be blended and mixed with cement and compacted in place to form a stabilized base. The stabilized base should have a minimum 7-day compressive strength of 600 psi. The cement stabilized base mix design should be the responsibility of the FDR contractor. A 3.25-inch thick layer of asphalt pavement should be constructed atop the newly stabilized base. The new pavement design will retain the existing vertical profile. Full-Depth Reclamation: Pay Item Course Material 402-3103 Asphalt Surface 402-3190 Asphalt Intermediate -- Base 9.5 mm Type II Superpave 19 mm Superpave FDR - Stabilized Base Thickness (inches) 1 ¼ 2 8
Existing Pavement Evaluation Page 5 20. Life Cycle Cost Analysis Report By: Reviewed By: No life Cycle Cost Analysis was performed. Joseph Sura, EIT / Daniel Pitts, PE James L. Willmer, PE
TABLES
Table 1 Summary of Pavement Conditions Rating Segment Sample Section Load Cracking (%) Block/Transverse Cracking (%) Level 1 Level 2 Level 3 Level 4 Level 1 Level 2 Level 3 Reflection Cracking (%) 610 to 710 Feet from Peachtree Industrial Boulevard 0 0 15 0 20 0 0 0 Rating Segment Raveling (%) Level 1 Level 2 Level 3 Edge Distress Bleeding & Flushing Corrugation & Pushing Loss of Section Patches & Potholes 100 0 0 None None None None 7
Table 2 Summary of Pavement Core and Crack Depth Information Core No. Location Distance from Peachtree Industrial Blvd. (ft) Traffic Direction Asphalt Pavement Thickness (in) Base (GAB) Thickness (in) Rut Depth (in) Crack Depth (in) Comments B-1 620 WB 3 ½ 4 ½ -- 3 ½ Subgrade appears to be reddish brown sandy CLAY. B-2 1,490 WB 3 ½ 4 -- 3 ½ Subgrade appears to be reddish brown sandy CLAY. B-3 2,310 EB 3 ¾ 4 -- 3 ½ Subgrade appears to be reddish brown sandy CLAY. B-4 3,350 EB 3 ½ 4 -- 3 ½ Subgrade appears to be reddish brown sandy CLAY. B-5 4,160 WB 3 ½ 3 -- -- Pavement appears to have been resurfaced recently. Subgrade appears to be reddish brown sandy CLAY. B-6 4,120 EB 4 6 -- 3 ½ Subgrade appears to be reddish brown sandy CLAY. Abbreviations: GAB = Graded Aggregate Base WB = Westbound EB = Eastbound Page 1 of 1
FIGURES
SCALE: 1" = 1000' FIGURE 1 GEOTECHNICAL ENGINEERING PROJECT LOCATION MAP CONSTRUCTION SERVICES DATE: 1/16/2015 ENVIRONMENTAL SERVICES AND ENGINEERING EXISTING PAVEMENT ANALYSIS 3772 PLEASANTDALE ROAD - SUITE 165 HOWELL FERRY ROAD DRAWN BY: JB ATLANTA, GA 30340-4270 GWINNETT, GEORGIA REVIEWED BY: TS WILLMER PROJECT No. 71.4014 P:\4014 Existing Pavement Analysis\CADD\Project Location Map.dwg
52+50 50+00 B - 5 B - 6 40+00 B - 4 30+00 B - 3 20+00 B - 2 10+00 B - 1 NOTES 1. BACKGROUND MAP SOURCE: GOOGLE EARTH, APRIL 2014 2. GDOT STATIONING FOR HOWELL FERRY ROAD WAS NOT AVAILABLE. FOR PURPOSES OF THIS PROJECT, APPROXIMATE STATIONING ALONG HOWELL FERRY ROAD HAS BEEN ESTABLISHED STARTING AT THE INTERSECTION WITH PEACHTREE INDUSTRIAL BOULEVARD. LEGEND: B - 1 SCALE: AS SHOWN DATE: 2/2/2015 DRAWN BY: JS REVIEWED BY: SB APPROXIMATE CORING LOCATION GEOTECHNICAL ENGINEERING CONSTRUCTION SERVICES ENVIRONMENTAL SERVICES AND ENGINEERING 3772 PLEASANTDALE ROAD - SUITE 165 ATLANTA, GA 30340-4270 0+00 FIGURE 2 CORE LOCATION PLAN EXISTING PAVEMENT EVALUATION HOWELL FERRY ROAD DULUTH, GWINNETT COUNTY, GEORGIA WILLMER PROJECT No. 71.4014 P:\4014 Existing Pavement Analysis\CADD\Project Alignment - 4012.dwg
APPENDIX I
Site Photographs: Existing Pavement Evaluation Sheet 1 of 1 B-1 Sample Rating Segment; Core Location B-1; Looking West B-1 Sample Rating Segment; Core Location B-1; Looking East
APPENDIX II
Pavement Core Photographs: Existing Pavement Evaluation Sheet 1 of 3 B-1 B-2 3½ 3½ Core No. Location Distance from Peachtree Industrial Blvd. (ft) Traffic Direction C-1 620 Westbound C-2 1,490 Westbound
Pavement Core Photographs: Existing Pavement Evaluation Sheet 2 of 3 B-3 B-4 3¾ 3½ Core No. Location Distance from Peachtree Industrial Blvd. (ft) Traffic Direction C-3 2,310 Eastbound C-4 3,350 Eastbound
Pavement Core Photographs: Existing Pavement Evaluation Sheet 3 of 3 B-5 B-6 3½ 4 Core No. Location Distance from Peachtree Industrial Blvd. (ft) Traffic Direction B-5 4,160 Westbound B-6 4,120 Eastbound
APPENDIX III
Flexible Pavement Design Analysis PI Number 0000000 County(s) Gwinnett Project Number 71.4014 Design Name Full Depth Reclamation - Howell Ferry Rd Project Description Traffic Data (AADTs are one-way) Miscellaneous Data Initial Design Year 2015 Initial AADT, VPD 1,300 24 Hour Truck % 1.00 Lanes in one direction 1 Final Design Year 2035 Final AADT, VPD 1,300 SU Truck % 0.50 Curb & Gutter/Barrier Yes Mean AADT, VPD 1,300 MU Truck % 0.50 Non-Standard Value Comment Design Data Lane Distribution Factor (%) 100.00 Soil Support Value 2.50 Single Unit ESAL 0.40 Terminal Serviceability Index 2.50 Regional Factor 1.80 Multiple Unit ESAL 1.50 User Defined 18-KIP ESAL 0.00 Calculated 18-KIP ESAL 0.95 Design Loading (Calculated 18-KIP ESAL) Mean AADT, VPD LDF (%) Vehicle Type Volume (%) ESAL Factor Daily ESAL 1,300 100.00 Single Unit Truck 0.50 0.40 3 Multi Unit Truck 0.50 1.50 10 Total Daily ESALs 13 Total Design Period ESALs 94,900 Course Proposed Flexible Full Depth Pavement Structure Material Thickness (inches) Structural Coefficient Structural Value Course 1 9.5 mm Type II Superpave 1.25 0.4400 0.55 Course 2 19 mm Superpave 2.00 0.4400 0.88 Course 3 Full Depth Reclamation (FDR) 8.00 0.2000 1.60 Required SN 3.18 Proposed pavement is 4.63% Underdesigned Proposed SN 3.03 Design Remarks Full Depth Reclamation (FDR) for Prepared By Recommended By Approved By Joseph Sura, Willmer Engineering Inc. Consultant Design Phase Leader State Pavement Engineer 2/11/2015 5:36 PM Date Date Date Filename: P:\4014 Existing Pavement Analysis\Working Data\GDOT Pavement Design - Howell Ferry.xlsm GDOT Pavement Design Tool - Version 2.0