EXISTING PAVEMENT EVALUATION

EXISTING PAVEMENT EVALUATION

Chattahoochee Drive

Gwinnett County, Georgia

November 18, 2016

Submitted to:

Clark Patterson Lee

Suwanee, Georgia

Submitted by:

Willmer Engineering Inc.

Project No. 71.4166

November 18, 2016

VIA EMAIL/U.S. MAIL

Adolfo Guzman, P.E.

Principal

Clark Patterson Lee

3011 Sutton Gate Drive, Suite 130

Suwanee, Georgia 30024

SUBJECT: Existing Pavement Evaluation

Chattahoochee Drive

Duluth, Gwinnett County, Georgia

Willmer Project No. 71.4166

Dear Mr. Guzman:

Willmer Engineering Inc. (Willmer) is pleased to provide this Existing Pavement Evaluation report for

Chattahoochee Drive in Duluth, Gwinnett County, Georgia. 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 September 26, 2016 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, PE

Thomas Scruggs, PE

Project Engineer Principal Engineer

James L. Willmer, PE

Executive Vice President/Principal Consultant

JMS/TS/JLW P:\4166 Chattahoochee Drive Existing Pavement Evaluation\Reports\011 - Pavement Evaluation Report 4166.docx

This original document was signed and sealed

by James L. Willmer, PE, Registration No. 10780

on November 18, 2016.

THE REPRODUCTION IS NOT A CERTIFIED

DOCUMENT

Existing Pavement Evaluation

Chattahoochee Drive



Page 1

Attachments:

Tables

Table 1 Summary of Pavement Conditions

Table 2 Summary of Pavement Core and Crack Depth Information

Figures

Figure 1 Project Location Map

Figure 2 Core Location Plan

Appendices

Appendix I Site Photographs

Appendix II Subgrade Soil Laboratory Testing Results

Appendix III Pavement Core Photographs

Appendix IV Asphalt Pavement Design Calculations


Chattahoochee Drive



Page 2

1. Location /

Description

This project consists of proposed street resurfacing of Chattahoochee Drive

within the Chattahoochee Reserve Subdivision, located in the City of Duluth in

Gwinnett County, Georgia. The proposed street resurfacing options include mill

and inlay/overlay and/or full-depth reclamation. The resurfacing options are

discussed and analyzed in further detail later in this report.

This existing pavement evaluation involves the portion of Chattahoochee Drive

north of its intersection with Peachtree Industrial Boulevard (SR 141). The length

of the project is approximately one third of a mile. GDOT station numbers for

Chattahoochee Drive were not available; therefore, locations along

Chattahoochee Drive are referenced relative to its intersection with other roads

or relative to home numbers along Chattahoochee Drive. A project location map

is presented in Figure 1.

The existing Chattahoochee Drive is a two-lane road with curb and gutter.

For the purpose of this evaluation, the project length was divided into three

segments, as listed below:

Rating

Segment No. Description of Rating Segment

1 From intersection with Peachtree Industrial Boulevard to

intersection with Tallapoosa Road

2 From intersection with Tallapoosa Road to house at 1955

Chattahoochee Drive

3 From 1955 Chattahoochee Drive to north end of project.

The roadway and pavement core sample locations are presented in Figure 2.

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 for Chattahoochee Drive was found in

this search.

Based on historic Google Earth aerial photographs, it appears that the

Chattahoochee Reserve Subdivision was constructed between 1993 and 1999. It

is noted that a different color asphalt was observed during our pavement

evaluation between 1975 Chattahoochee Drive and the north end of the street

and the same color is also present in the 1999 aerial photograph; therefore, the

color change does not indicate a resurfacing of the roadway.

Based on the site visit, there are several short segments (each less than 100 feet)

of Chattahoochee Drive between the intersection with Peachtree Industrial

Boulevard and Tallapoosa Drive which have been patched or resurfaced.

Historical Google Earth aerial photographs indicate resurfacing at one segment


Chattahoochee Drive



Page 3

was performed between 2008 and 2010 and additional resurfacing appears to

have been performed between May 2014 and August 2015.

3. Traffic Data

Design traffic data for Chattahoochee Drive was provided to us by CPL. The

following traffic data was used for pavement design:

Chattahoochee Drive

Design Period 2016 to 2036

One-Way AADT in 2016 2,900 vpd

One-Way AADT in 2036 2,900 vpd

Lane Distribution Factor 1.0

24-hour Truck Percentage 0.5% (0.5% S.U. and 0% M.U.)

4. Field

Photographs

Photographs were taken at the time of our fieldwork to record the existing

pavement conditions. These photographs are included in Appendix I.

5. Drainage

Survey

Based on our field reconnaissance, the roadway drainage was in good condition.

No standing water or other drainage problems were observed during this survey.

6. Non-

destructive

Field Testing

No non-destructive tests were performed.

7. Rutting No rutting was observed.

8. Load

Cracking

Load cracking with varying levels of severity was observed along the alignment.

The most severe load cracking was observed in the roadway section between

Tallapoosa Road to 1955 Chattahoochee Drive (i.e., rating segment 2). In the

100-foot representative sample section of this rating segment, Level 1 and Level 2

load cracking were observed. The load cracking percentage for the rating

segment is presented in Table 1.

9. Block/

Transverse

Cracking

Level 1 transverse cracking was observed at approximately 10% of the 100-foot

representative sample section of rating segment 2. Transverse cracking was not

observed at the other two rating segments. The location and block/transverse

cracking percentages are presented in Table 1.

10. Reflection

Cracking

No reflection cracking was observed.

11. Raveling Level 1 raveling (50%) was observed in rating segment 2. The level and

percentage of raveling are presented in Table 1.


Chattahoochee Drive



Page 4

12. Edge Distress Edge distress (10%) was observed in rating segment 2. The level and percentage

of edge distress are presented in Table 1.

13. Bleeding or

Flushing

No bleeding or flushing was observed.

14. Corrugation

or Pushing

No corrugation or pushing was observed.

15. Loss of

Section

No loss of section was observed.

16. Patches,

Potholes,

and Local

Base Failures

A total of 8 patches/potholes were observed between the intersection of

Peachtree Industrial Boulevard to the intersection with Tallapoosa Road (rating

segment 1) and a total of four patches/potholes were observed between the

intersection of Tallapoosa Road to 1955 Chattahoochee Drive (rating segment 2).

No patches/potholes were observed north of 1955 Chattahoochee Drive (rating

segment 3). No local base failures were observed in any of the rating segments.

This information is summarized in Table 1.

17. Cores The existing pavement was cored at three locations within the project limits and

samples of the subgrade soil were recovered and transported to a laboratory for

classification using ASTM D2487. The type and thickness of existing pavement and

base materials at each location are summarized in Table 2 and the laboratory

results are included in Appendix II. Core sample photographs are included in

Appendix III. As shown in Table 2, the pavement thickness ranged from 2.5 to 3.5

inches. No base material was encountered at any of the core locations.

18. Pavement

Condition

Summary

The pavement surface condition rating for this project was performed in general

accordance with GDOT Pavement Condition Evaluation System (PACES). The

PACES-based ratings for Chattahoochee Drive are 65, 56, and 76, for rating

segments 1, 2, and 3, respectively.

19. Asphalt

Pavement

Design

Based on the surface condition rating, the existing pavement on Chattahoochee

Drive is generally in poor to fair condition. We understand that the city would like

to do a full depth reclamation (FDR) to improvement pavement. Based on the

results of our evaluation, we assess that FDR can be used on this project.

However, since the existing pavement is relatively thin and no base material is

presented under the pavement, some GAB will need to be added during the FDR

process. The recommended FDR process is described below.


Chattahoochee Drive



Page 5

Full Depth Reclamation

The FDR process consists of pulverizing the existing asphalt pavement, blending it

with underlying base and/or subgrade, mixing the blended material with cement

or foamed asphalt, and compacting it in place to provide a stabilized base. A new

asphalt or concrete pavement layer is then constructed atop the stabilized

surface.

To provide an adequate pavement section for the design traffic load, the existing

asphalt and about 3 inches of underlying soil should be pulverized, blended, and

mixed with an appropriate amount of cement or foamed asphalt, and compacted

in place to form a 6-inch thick stabilized base. Some GAB may need to be added

and blended into the base during the reclamation process to achieve the required

strength since no existing base course is present under the pavement. Upon

completion of the FDR, a 3.25-inch thick layer of asphalt pavement will be

constructed on top of the FDR base. The resulting 9.25-inch thick pavement

section will be about 6% underdesigned.

It should be noted that the resulting pavement surface will be about 3 inches

higher than the existing pavement grade. The pavement surface can be sloped at

the edges to match the existing concrete gutter. An output from the GDOT

Pavement Design Tool 2.0 is included in Appendix IV.

Full-Depth Reclamation: Chattahoochee Drive

Pay Item Course Material Thickness

(inches)

402-3103 Asphalt Surface 9.5 mm Type II

Superpave 1 ¼

402-3190 Asphalt

Intermediate

19 mm

Superpave 2

-- Base FDR - Stabilized

Base 6

20. Life Cycle

Cost Analysis

No Life Cycle Cost Analysis was performed.

Report By: Joseph Sura, PE / Thomas Scruggs, PE

Reviewed By: James L. Willmer, PE

TABLES

Table 1

Summary of Pavement Conditions

Chattahoochee Drive



Note: 1. Stationing was not available for this roadway; therefore, house numbers have been used to describe the approximate location of the

sample sections.

Rating Segment Representative

Sample Section1

Load Cracking (%) Block/Transverse

Cracking (%) Reflection

Cracking

(%) No. Description Level 1 Level 2 Level 3 Level 4 Level 1 Level 2 Level 3

1

Intersection with Peachtree

Industrial Boulevard to Intersection

with Tallapoosa Road

2125 to 2145

Chattahoochee Drive 20 20 0 0 0 0 0 0

2 Intersection with Tallapoosa Road

to 1955 Chattahoochee Drive

1955 to 1975


3 1955 Chattahoochee Drive to North

End of Road

1915 to 1935


Rating Segment

Raveling (%) Edge

Distress

Bleeding &

Flushing

Corrugation

& Pushing

Loss of

Section

Patches &

Potholes Level 1 Level 2 Level 3

1

Intersection with Peachtree

Industrial Boulevard to Intersection

with Tallapoosa Road

0 0 0 None None None None 8

2 Intersection with Tallapoosa Road

to 1955 Chattahoochee Drive 5 0 0 20 None None None 4

3 1955 Chattahoochee Drive to North

End of Road 0 0 0 None None None None None

Table 2

Summary of Pavement Core and Crack Depth Information

Chattahoochee Drive



Page 1 of 1

Notes:

1. House number nearest to the core location.

2. NB = Northbound, SB = Southbound.

3. Laboratory classification test results are included in Appendix II.

Core

No.

Location Asphalt

Pavement

Thickness

(in)

Base2

Thickness

(in)

Rut

Depth

(in)

Crack

Depth

(in)

Subgrade Soil Classification3 House Number on

Chattahoochee Drive1

Traffic

Direction2

C-1 2135 NB 3 ½ None <1/8” -- Reddish brown and red sandy SILT

C-2 1965 NB 3 ¼ None <1/8” -- Reddish brown and red sandy SILT

C-3 1925 SB 2 ½ None <1/8” -- Red sandy SILT

FIGURES

GEOTECHNICAL ENGINEERING

CONSTRUCTION SERVICES

ENVIRONMENTAL SERVICES AND ENGINEERING

3772 PLEASANTDALE ROAD - SUITE 165

ATLANTA, GA 30340-4270

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REVIEWED BY: TS

DRAWN BY: JMS

SCALE: 1" = 1200'

FIGURE 1

PROJECT LOCATION MAP


CHATTAHOOCHEE DRIVE

DULUTH, GWINNETT COUNTY, GEORGIA

WILLMER PROJECT No. 71.4166

DATE: 11/1/2016

PROJECT LOCATION

AutoCAD SHX Text

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GEOTECHNICAL ENGINEERING ¤ CONSTRUCTION SERVICES

ENVIRONMENTAL SERVICES AND ENGINEERING

3772 PLEASANTDALE ROAD - SUITE 165

ATLANTA, GA 30340-4270

REVIEWED BY: JS

SCALE: NOT TO SCALE

DRAWN BY: SM

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DATE: 11/2/2016

FIGURE 2

CORE LOCATION PLAN


CHATTAHOOCHEE DRIVE

DULUTH, GWINNETT COUNTY, GEORGIA

WILLMER PROJECT No. 71.4166

NOTES

1. BACKGROUND MAP SOURCE: DRAWINGS PROVIDED BY CLARK PATTERSON LEE IN OCTOBER 2016

2. GDOT STATIONING WAS NOT AVAILABLE.

LEGEND:

PAVEMENT CORE LOCATION

C - 1

C - 1

C - 2

C - 3

APPENDIX I

Site Photographs: Chattahoochee Drive Existing Pavement Evaluation



Sheet 1 of 5

Sample Rating Segment 1; Core Location C-1; Looking North

C-1




Sheet 2 of 5

Sample Rating Segment 1; Core Location C-1; Looking South

C-1




Sheet 3 of 5


C-2

C-2 C-2




Sheet 4 of 5

Sample Rating Segment 3; Core Location C-3; Looking North

C-3




Sheet 5 of 5


C-3

C-3

APPENDIX II

TIMELY 1874 Forge Street Tucker, GA 30084

ENGINEERING Phone: 770-938-8233 Tested By EB/NK

SOIL Fax: 770-923-8973 Date 10/18/16

TESTS, LLC Web: www.test-llc.com Checked By

Client Pr. # Lab. PR. #Pr. Name S. TypeSample ID Depth/Elev.Location Add. Info

ASTM D 4318/AASHTO T 88, T 89Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)

LIQUID LIMITNumber of Blows 34 26 16Mass of Wet Sample & Tare, g 40.14 41.69 43.95 Oven ID # 15/496/610Mass of Dry Sample & Tare, g 36.08 37.32 38.07 Balance ID # 139/563Mass of Tare, g 24.67 25.45 23.00 Liquid Limit Device ID # 451/569Moisture Content, % 35.58 36.82 39.02

PLASTIC LIMITMass of Wet Sample & Tare, g 36.17 34.87 PREPARATION PROCEDURE DRYMass of Dry Sample & Tare, g 32.94 33.04Mass of Tare, g 23.03 27.41 NOTE: MATERIAL PASSING NO. 40 SIEVEMoisture Content, % 32.59 32.50 WAS USED FOR TEST

NATURAL MOISTUREMass of Wet Sample & Tare, g 305.10 LIQUID LIMIT (LL) 37Mass of Dry Sample & Tare, g 249.80 PLASTIC LIMIT (PL) 33Mass of Tare, g 95.30 PLASTICITY INDEX (PI) 4Moisture Content, % 35.79 LIQUIDITY INDEX (LI) 0.70

DESCRIPTION

USCS (ASTM D2487; D2488) ML AASHTO (M 145) NA

Reddish Brown and Red Sandy Silt

22615/C-1, C-2 -- -

71.4166 1692-19-1 Chattahoochee Drive Jar

34

35

36

37

38

39

40

10 100

NUMBER OF BLOWS

MO

ISTU

RE

CO

NTE

NT

%

20 25 30 40

http://www.test-llc.com


ENGINEERING Phone: 770-938-8233 Tested By

SOIL Fax: 770-923-8973 Date



Mass of Wet Sample & Tare, g 305.1 Mass of Wet Sample & Tare, g 305.10Mass of Dry Sample & Tare, g 249.8 Mass of Dry Sample & Tare, g 249.80Mass of Tare, g 95.3 Mass of Tare, g 95.30Moisture Content, % 35.8 Moisture Content, % 35.8

TOTAL Mass of wet sample 494.5 Mass of Wet Fine Material & Tare, g 305.10before splitting & tare, gMass of Tare, g 0.0 Mass of Tare, g 0.00TOTAL Mass of dry sample, g 364.2 Mass of Dry Fine Material, g 224.68

% of Total Sample Passing Split Sieve 97.0

Mass of Tare, g 0.0 Mass of Tare, g 0.00Sieve Size Sample & Tare, g % RETAINED % PASSING

12" COBBLES 0.0 100.0 Cumulative % PASSING

3" 0.0 100.0 Sieve Size Mass retained, g (of Total)

2.5" COARSE 0.0 100.0 #10 MEDIUM 10.45 92.42" GRAVEL 0.0 100.0 #20 SAND 24.03 86.6

1.5" 0.0 100.0 #40 33.35 82.61" 0.0 100.0 #60 FINE SAND 43.00 78.4

.75" 0.0 100.0 #100 57.56 72.1.5" FINE GRAVEL 0.0 0.0 100.0 #200 FINES 86.71 59.5

.375" 3.0 0.8 99.2#4 COARSE SAND 11.1 3.0 97.0 * - ASTM Definitions of Classification

** - AASHTO Definitions of ClassificationNOTE: # 4 (4.75 mm) Sieve used for splitting sample on fine and coarse material

PARTICLE-SIZE ANALYSIS*Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 9.9

Balance ID# 139/142/700 % COARSE Gravel 0.0 % FINE Sand 23.0Sieve Shaker ID # 555 % FINE Gravel 3.0 % FINES 59.5

% COARSE Sand 4.5 % TOTAL SAMPLE 100.0REMARKS PARTICLE-SIZE ANALYSIS**

% COBBLES 0.0 % COARSE Sand 9.9% COARSE Gravel (Stone) 0.0 % FINE Sand 23.0% MEDIUM Gravel (Stone) 0.8 % FINES (Silt-Clay) 59.5% FINE Gravel (Stone) 6.7 % TOTAL SAMPLE 100.0

DESCRIPTION


Page 1 of 2

MOISTURE CONTENT of FINE MATERIAL

22615/C-1, C-2 -

Reddish Brown and Red Sandy Silt

FINE MATERIALCOARSE MATERIALSIEVE ANALYSIS*

MOISTURE CONTENT of TOTAL SAMPLE

-

AV

ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)

-

10/17/16




ENGINEERING Phone: 770-938-8233 Tested By AV

SOIL Fax: 770-923-8973 Date 10/17/16



Particle-Size Analysis

Coarse Fine Coarse Medium Fine Silt or Clay

Boulders Cobbles Gravel Sand FinesD10 NA mmD30 NA mmD60 NA mmCu NACc NA

NAPage 2 of 2 NA

71.4166 1692-19-1

- -

Jar22615/C-1, C-2 -

Chattahoochee Drive

Project's Specific % PassingProject's Specific Particle Size, mm

Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311

12"

6" 3" 2.5"

2" 1.5"

1" .75"

.5"

.375

"

.25"

#4 #8 #10

#16

#20

#30

#40

#50

#60

#100

#140

#200

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000Grain size in millimeters

% PASSING



ENGINEERING Phone: 770-938-8233 Tested By EB/NK

SOIL Fax: 770-923-8973 Date 10/18/16



ASTM D 4318/AASHTO T 88, T 89Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits)

LIQUID LIMITNumber of Blows 31 23 15Mass of Wet Sample & Tare, g 42.48 43.36 41.16 Oven ID # 15/496/610Mass of Dry Sample & Tare, g 37.62 38.60 35.26 Balance ID # 139/563Mass of Tare, g 24.82 26.49 21.01 Liquid Limit Device ID # 451/569Moisture Content, % 37.97 39.31 41.40

PLASTIC LIMITMass of Wet Sample & Tare, g 34.77 39.17 PREPARATION PROCEDURE DRYMass of Dry Sample & Tare, g 32.20 36.62Mass of Tare, g 24.51 28.95 NOTE: MATERIAL PASSING NO. 40 SIEVEMoisture Content, % 33.42 33.25 WAS USED FOR TEST

NATURAL MOISTUREMass of Wet Sample & Tare, g 240.50 LIQUID LIMIT (LL) 39Mass of Dry Sample & Tare, g 197.70 PLASTIC LIMIT (PL) 33Mass of Tare, g 90.80 PLASTICITY INDEX (PI) 6Moisture Content, % 40.04 LIQUIDITY INDEX (LI) 1.17

DESCRIPTION


Red Sandy Silt

22616/C-3 -- -


36

37

38

39

40

41

42

43

44

10 100

NUMBER OF BLOWS

MO

ISTU

RE

CO

NTE

NT

%

20 25 30 40



ENGINEERING Phone: 770-938-8233 Tested By

SOIL Fax: 770-923-8973 Date



Mass of Wet Sample & Tare, g 240.5 Mass of Wet Sample & Tare, g 240.50Mass of Dry Sample & Tare, g 197.7 Mass of Dry Sample & Tare, g 197.70Mass of Tare, g 90.8 Mass of Tare, g 90.80Moisture Content, % 40.0 Moisture Content, % 40.0

TOTAL Mass of wet sample 313.1 Mass of Wet Fine Material & Tare, g 240.50before splitting & tare, gMass of Tare, g 0.0 Mass of Tare, g 0.00TOTAL Mass of dry sample, g 223.6 Mass of Dry Fine Material, g 171.74

% of Total Sample Passing Split Sieve 95.0

Mass of Tare, g 0.0 Mass of Tare, g 0.00Sieve Size Sample & Tare, g % RETAINED % PASSING

12" COBBLES 0.0 100.0 Cumulative % PASSING

3" 0.0 100.0 Sieve Size Mass retained, g (of Total)

2.5" COARSE 0.0 100.0 #10 MEDIUM 6.68 91.32" GRAVEL 0.0 100.0 #20 SAND 13.91 87.3

1.5" 0.0 100.0 #40 17.95 85.11" 0.0 100.0 #60 FINE SAND 23.04 82.2

.75" 0.0 0.0 100.0 #100 31.93 77.3.5" FINE GRAVEL 8.2 3.7 96.3 #200 FINES 51.72 66.4

.375" 8.2 3.7 96.3#4 COARSE SAND 11.2 5.0 95.0 * - ASTM Definitions of Classification

** - AASHTO Definitions of ClassificationNOTE: # 4 (4.75 mm) Sieve used for splitting sample on fine and coarse material

PARTICLE-SIZE ANALYSIS*Oven ID # 15/496/610 % COBBLES 0.0 % MEDIUM Sand 6.2

Balance ID# 139/142/700 % COARSE Gravel 0.0 % FINE Sand 18.7Sieve Shaker ID # 555 % FINE Gravel 5.0 % FINES 66.4

% COARSE Sand 3.7 % TOTAL SAMPLE 100.0REMARKS PARTICLE-SIZE ANALYSIS**

% COBBLES 0.0 % COARSE Sand 6.2% COARSE Gravel (Stone) 0.0 % FINE Sand 18.7% MEDIUM Gravel (Stone) 3.7 % FINES (Silt-Clay) 66.4% FINE Gravel (Stone) 5.0 % TOTAL SAMPLE 100.0

DESCRIPTION


Page 1 of 2

MOISTURE CONTENT of FINE MATERIAL

22616/C-3 -

Red Sandy Silt

FINE MATERIALCOARSE MATERIALSIEVE ANALYSIS*

MOISTURE CONTENT of TOTAL SAMPLE

-

AV

ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311; Particle Size Analysis (Split Sieve)

-

10/17/16




ENGINEERING Phone: 770-938-8233 Tested By AV

SOIL Fax: 770-923-8973 Date 10/17/16



Particle-Size Analysis

Coarse Fine Coarse Medium Fine Silt or Clay

Boulders Cobbles Gravel Sand FinesD10 NA mmD30 NA mmD60 NA mmCu NACc NA

NAPage 2 of 2 NA

71.4166 1692-19-1

- -

Jar22616/C-3 -

Chattahoochee Drive

Project's Specific % PassingProject's Specific Particle Size, mm

Standard Test Method for Particle-Size Analysis of Soils and Aggregates (Split Sieve)ASTM D 6913 (D 422 old version), D 1140, C 136, C 117 / AASHTO T 88, T 27, T 11, T 311

12"

6" 3" 2.5"

2" 1.5"

1" .75"

.5"

.375

"

.25"

#4 #8 #10

#16

#20

#30

#40

#50

#60

#100

#140

#200

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000Grain size in millimeters

% PASSING


APPENDIX III

Pavement Core Photographs: Chattahoochee Drive Existing Pavement Evaluation



Sheet 1 of 1

Core No. House Number on

Chattahoochee Drive1

Traffic Direction

C-1 2135 Northbound

C-2 1965 Northbound

C-3 1925 Southbound

Note: House number nearest to the core location.

C-1 C-2

3½” 3¼”

C-3

2½”

APPENDIX IV

PACES Ratings

Pavement Evaluation - Chattahoochee Drive


Severity Level Extent Deduction

1 20% 8

2 20% 17

3 0% 0

0% 0

0% 0

0 0

0% 0

0% 0

0% 0

0% 0

0% 0

8 10

35

65


1 50% 15

2 20% 17

3 0% 0

1 10% 4

0% 0

0 0

1 5% 2

1 20% 1

0% 0

0% 0

0% 0

4 5

44

56


1 40% 13

2 10% 11

3 0% 0

0% 0

0% 0

0 0

0% 0

0% 0

0% 0

0% 0

0% 0

0 0

24

76

Segment 1 - Intersection with Peachtree Industrial

Boulevard to Intersection with Tallapoosa Road

Bleeding/Flushing

PACES Rating

Segment 2 - Intersection with Tallapoosa Road to 1955

Chattahoochee Drive

Transverse/Block Cracking

Rutting

Reflective Cracking

Edge Distress

Raveling Extent

Total Deduction

Load Cracking


Reflective Cracking

Load Cracking

Load Cracking

Load Cracking

Rutting

Raveling Extent

Edge Distress

Segment 3 - 1955 Chattahoochee Drive to

North End of Road


PACES Rating

Total Deduction

Bleeding/Flushing

Corrugations/Pushing

Loss of Section

Patches/Potholes

Patches/Potholes


Loss of Section

Load Cracking

Load Cracking

Total Deduction

PACES Rating

Load Cracking

Load Cracking

Load Cracking

Patches/Potholes

Edge Distress

Bleeding/Flushing


Loss of Section

Rutting

Reflective Cracking

Raveling Extent

Page 1 of 1

Prepared By

Recommended By

Approved By

State Pavement Engineer Date

Filename: P:\4166 Chattahoochee Drive Existing Pavement Evaluation\Working Data\072 - GDOT Pavement Design - Chattahoochee Dr.xlsm

GDOT Pavement Design Tool - Version 2.0

Design

Remarks

11/17/2016 10:49 AM

Joseph Sura, Willmer Engineering Inc. Date

Consultant Design Phase Leader Date

Course 3 Full Depth Reclamation (FDR) 6.00 0.2000 1.20

Required SN 2.79 Proposed pavement is 5.78% Underdesigned Proposed SN 2.63

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

Total Daily ESALs 6

Total Design Period ESALs 43,800

Proposed Flexible Full Depth Pavement Structure

Thickness

(inches)

Structural

Coefficient

Structural

ValueCourse Material

2,900 100.00Single Unit Truck 0.50 0.40 6

Multi Unit Truck 0.00 1.50 0

User Defined 18-KIP ESAL 0.00 Calculated 18-KIP ESAL 0.40

Non-Standard

Value Comment

Design Loading (Calculated 18-KIP ESAL)

Mean AADT, VPD LDF (%) Vehicle Type Volume (%) ESAL Factor Daily ESAL

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

Final Design Year 2036 Final AADT, VPD 2,900 SU Truck % 0.50 Curb & Gutter/Barrier Yes

Mean AADT, VPD 2,900 MU Truck % 0.00

Project Description Chattahoochee Drive

Traffic Data (AADTs are one-way) Miscellaneous Data

Initial Design Year 2016 Initial AADT, VPD 2,900 24 Hour Truck % 0.50 Lanes in one direction 1

Flexible Pavement Design Analysis

PI Number 0000000 County(s) Gwinnett

Project Number 71.4166 Design Name Chattahoochee Drive

EXISTING PAVEMENT EVALUATION

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