Traffic Impact Study Proposed GA 53 at New Cut Road Mixed-Use Development Town of Braselton, Jackson County, Georgia

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Traffic Impact Study

Proposed GA 53 at New Cut Road Mixed-Use Development Town of Braselton, Jackson County, Georgia

May 7, 2020

MARC R. ACAMPORA, PE, LLC TRAFFIC ENGINEERING

Traffic Impact Study

Proposed GA 53 at New Cut Road Mixed-Use Development Town of Braselton, Jackson County, Georgia

study prepared for:

Mahaffey Pickens Tucker, LLP 1550 North Brown Road, Suite 125 Lawrenceville, Georgia 30043

May 7, 2020

MARC R. ACAMPORA, PE, LLC TRAFFIC ENGINEERING

858 Myrtle Street, NE Atlanta, Georgia 30308 phone: (678) 637-1763 e-mail: [email protected]

Contents

INTRODUCTION ...... 1 EXISTING TRAFFIC CONDITIONS ...... 2

DESCRIPTION OF EXISTING ROADWAYS ...... 2 PEDESTRIAN, BICYCLE, AND TRANSIT ACCESSIBILITY ...... 2 EXISTING TRAFFIC VOLUMES ...... 5 EXISTING INTERSECTION OPERATIONS ...... 6 NO-BUILD TRAFFIC CONDITIONS ...... 8

NO BUILD TRAFFIC VOLUMES ...... 8 NO-BUILD LANES AND TRAFFIC CONTROL ...... 8 NO-BUILD INTERSECTION OPERATIONS ...... 8 PROJECT TRAFFIC CHARACTERISTICS ...... 10

PROJECT DESCRIPTION...... 10 TRIP GENERATION ...... 11 TRIP DISTRIBUTION AND ASSIGNMENT ...... 12 FUTURE TRAFFIC CONDITIONS ...... 14

LANE CONFIGURATION AT SITE ACCESSES ...... 15 New Cut Road Access ...... 15 GA 53 Accesses ...... 16 FUTURE INTERSECTION OPERATIONS ...... 16 CONCLUSIONS AND RECOMMENDATIONS ...... 18 APPENDIX

Tables

TABLE 1 – HISTORIC GEORGIA DOT TRAFFIC VOLUME COUNTS AND ANNUAL GROWTH RATES ...... 5 TABLE 2 – EXISTING INTERSECTION OPERATIONS ...... 7 TABLE 3 – NO-BUILD INTERSECTION OPERATIONS ...... 9 TABLE 4 – GA 53 AT NEW CUT ROAD MIXED-USE DEVELOPMENT TRIP GENERATION ...... 12 TABLE 5 – FUTURE INTERSECTION OPERATIONS ...... 17 TABLE A – LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS AND ROUNDABOUTS ...... APPENDIX B TABLE B – LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS ...... APPENDIX B

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Figures

FIGURE 1 – SITE LOCATION MAP ...... 1 FIGURE 2 – EXISTING* WEEKDAY A.M. AND P.M. PEAK HOUR TRAFFIC VOLUMES...... 6 FIGURE 3 – SITE PLAN ...... 10 FIGURE 4 – WEEKDAY A.M. AND P.M. PEAK HOUR SITE TRIPS ...... 13 FIGURE 5 – FUTURE WEEKDAY A.M AND P.M. PEAK HOUR TRAFFIC VOLUMES ...... 14

Photographs

PHOTOGRAPH 1 – GA 53 FACING NORTH AT NEW CUT ROAD / EDNAVILLE ROAD ...... 3 PHOTOGRAPH 2 – GA 53 FACING SOUTH AT NEW CUT ROAD / EDNAVILLE ROAD ...... 3 PHOTOGRAPH 3 – GA 53 FACING NORTH WITH SITE FRONTAGE TO RIGHT ...... 4 PHOTOGRAPH 4 – NEW CUT ROAD FACING EAST WITH SITE FRONTAGE TO LEFT ...... 4

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Introduction

This study assesses the traffic impact of a proposed mixed-use retail, office, and residential development in Jackson County, Georgia, with the property proposed to be annexed into the Town of Braselton. The site is located in the northeast quadrant of the intersection of Georgia State Route 53 and New Cut Road / Ednaville Road, as shown in the location map in Figure 1. The site will be developed with a 220 residences, with a mix of attached and detached homes on the northern portion of the site and ten commercial buildings totaling 104,500 square feet. One full-movement and one right-in/right-out vehicular access will be provided on the east side of GA 53 and one full-movement access will be provided on the north side of New Cut Road.

The purpose of this traffic impact study is to determine existing traffic operating conditions in the vicinity of the proposed development, project future traffic volumes, assess the impact of the subject development, then develop conclusions and recommendations to mitigate the project traffic impact and ensure safe and efficient existing and future traffic conditions in the vicinity of the project.

Figure 1 – Site Location Map

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Existing Traffic Conditions

Existing traffic conditions in the vicinity of the proposed mixed-use development were assessed. The following is a description of existing transportation facilities, traffic volumes, and intersection operations.

Description of Existing Roadways

Georgia State Route 53 is a northwest/southeast urban minor arterial (Georgia DOT designation) that provides regional mobility. An interchange between GA 53 and Interstate 85 is located approximately one mile south of the subject site. In the vicinity of the site, the road has one through lane in each direction with a northbound exclusive right turn lane at New Cut Road. The striping at the intersection of GA 53 and New Cut / Ednaville Roads is heavily faded. The terrain along GA 53 is level to very gently rolling in the study area and the speed limit is 55 mph with warning speed limits of 45 mph in both directions in advance of the New Cut Road / Ednaville Road intersection. In 2018 (the most recent year for which counts were available at study time) the Georgia Department of Transportation (Georgia DOT) recorded an Annual Average Daily Traffic (AADT) volume of 9,060 vehicles per day (vpd) on GA 53 north of New Cut Road.

Ednaville Road / New Cut Road is a two lane collector that is side street stop sign controlled on its eastbound and westbound approaches at GA 53. The terrain is gently rolling and the posted speed limit is 55 mph.

Pedestrian, Bicycle, and Transit Accessibility

There are no sidewalks, crosswalks, or dedicated bicycle lanes in the vicinity of the subject site. There is no regularly-scheduled mass transit service in the vicinity of the site.

Photographs 1 through 4 show existing transportation conditions in the vicinity of the subject development.

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Photograph 1 – GA 53 Facing North at New Cut Road / Ednaville Road

Photograph 2 – GA 53 Facing South at New Cut Road / Ednaville Road

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Photograph 3 – GA 53 Facing North with Site Frontage to Right

Photograph 4 – New Cut Road Facing East with Site Frontage to Left

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Existing Traffic Volumes

The preparation of this traffic study coincided with the quarantining and statewide school and business closures due to the COVID-19 pandemic. The roads in the vicinity of the proposed mixed-use development, and throughout the state, have experienced dramatic decreases in volumes. Therefore, representative existing traffic volume counts could not be collected. The Georgia DOT performed a traffic study in the recent past at the intersection of GA 53 at Ednaville Road / New Cut Road to assess converting the intersection to a roundabout. That study included collecting turning movement counts and those counts were used in this impact study due to the inability to collect new data. The counts were collected on Tuesday, May 23, 2017. Reviewing school calendar data of area schools, it appears that schools were in session on the day of the counts, with the end of the term arriving later in that week. The counts were collected through the morning and evening peak time periods. From the count data, the highest four consecutive 15-minute interval volumes during each time period were determined. These volumes make up the typical weekday a.m. and p.m. peak hour traffic volumes at that intersection on the date of the counts.

In addition to the intersection turning movement counts, Georgia DOT AADT volume counts were obtained on nearby roadways for the five years from 2014 through 2018 (the latest year for which counts were available at the time of this study). Table 1 presents the historic Georgia DOT counts and the annual growth rates between the counts. Based on the historic growth trends, the available counts at the study intersection were adjusted to 2020 volumes to develop typical current conditions. The volumes were increased by 1.5% per year for three years. This produces the calculated 2020 “existing” volumes at the intersection. The “existing” a.m. and p.m. peak hour turning movement volumes are shown in Figure 2. The raw count data is found in Appendix A.

Table 1 – Historic Georgia DOT Traffic Volume Counts and Annual Growth Rates GA 53 Annual GA 53 Annual Year N of New Cut Growth S of I-85 Growth Station ID 157-0262 157-0260 2014 8,520 16,800 2015 8,720 2.3% 18,100 7.7% 2016 8,980 3.0% 11,500 -36.5% 2017 9,130 1.7% 12,200 6.1% 2018 9,060 -0.8% 12,200 0.0% Average Growth 1.5% -7.7%

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Figure 2 – Existing* Weekday A.M. and P.M. Peak Hour Traffic Volumes *see text

Existing Intersection Operations

Existing traffic operations were analyzed at the study intersection using Synchro software, version 10, in accordance with the methodology presented in the Transportation Research Board’s 2016 Highway Capacity Manual (HCM 6). The results of the analysis are shown in Table 2. Computer printouts containing detailed results of the analysis are located in Appendix C. Levels of service and delays are provided for the overall intersection and for each approach or controlled movement. Intersections or approaches that “fail” (operate at LOS F) are shown in bold type.

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Table 2 – Existing Intersection Operations A.M. Peak Hour P.M. Peak Hour Intersection / Approach Delay Delay LOS LOS (s/veh) (s/veh) 1. GA 53 at Ednaville Road / New Cut Road F 82.7 D 31.7 northbound approach A 0.3 A 0.7 southbound approach A 0.2 A 1.0 eastbound approach C 18.3 D 34.9 westbound approach F 351.4 F 264.3

The existing analysis reveals that the westbound approach on New Cut Road incurs high delays in both the morning and evening peak times. The primary contributing factor is the heavy westbound left turn movement from New Cut Road at its side street stop sign controlled approach. These high delays are not unusual for a side street left turn movement at a stop sign when the major street has heavy through volumes, as GA 53 does here. Options to mitigate these high delays include signalization of the intersection or conversion to a roundabout. The Georgia DOT is planning a roundabout at this intersection, and this is discussed in the next section of this report. A single-lane roundabout would allow the overall intersection and all approaches to operate acceptably with the 2020 volumes.

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No-Build Traffic Conditions

A future “no-build” condition was developed to identify future traffic operations with other growth and development in the area, but not including the proposed mixed-use development. This allows the traffic impact of the subject development to be isolated from the future conditions that will exist whether or not this project is developed.

No Build Traffic Volumes

Table 1 in this report identified historic traffic volume trends on roadway segments in the study area. Based on those trends, an annual growth rate of 1.5% was selected and applied to the 2020 volumes for a period of five years during which the proposed mixed-use development is anticipated to be built and become operational. The overall growth rate of 1.5% for five years equates to a 7.7% growth rate. This growth rate is anticipated to account for other developments in this vicinity as well as increases in through volumes on GA 53 and on Ednaville Road / New Cut Road.

No-Build Lanes and Traffic Control

The Georgia DOT has identified this intersection to be converted to a roundabout. In the project documents for this roundabout (PI Number 0016065) the justification for this roundabout is to improve traffic operations and reduce crash frequency and severity at this intersection. High crash rates with high injury rates are cited in the Georgia DOT documents. The high side street delays identified in the existing analysis in this traffic impact study and the findings of the Georgia DOT analysis support the Georgia DOT conclusion that a roundabout is the appropriate solution for this intersection and Marc R Acampora, PE, LLC is in agreement with that conclusion. The Georgia DOT analysis will not be reproduced in this impact study but can be found at the following link: http://www.dot.ga.gov/BS/Projects/ProjectSearch by entering the PI Number shown above in this paragraph.

No-Build Intersection Operations

The study intersection was re-evaluated for a 2025 no-build condition, using the 2020 volumes, increased as described above. The lanes and control in the model assume that a single-lane roundabout will be constructed at this intersection, according to the concept plans provided in the Georgia DOT project documents. The results of the operational analysis are shown in Table 3. Computer printouts containing detailed results of the analysis are located in Appendix D. Levels of service and delays are provided for the overall intersection and for each approach or controlled movement. Intersections or approaches that “fail” (operate at LOS F) are shown in bold type.

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Table 3 – No-Build Intersection Operations A.M. Peak Hour P.M. Peak Hour Intersection / Approach Delay Delay LOS LOS (s/veh) (s/veh) 1. GA 53 at Ednaville Road / New Cut Road B 10.6 B 11.3 northbound approach A 9.2 A 9.7 southbound approach B 10.6 B 13.9 eastbound approach A 6.8 A 8.4 westbound approach B 13.9 A 7.0

The 2025 no-build analysis shows that the GA 53 / Ednaville Road / New Cut Road intersection will operate well as a roundabout. There will be a modest increase in delays from the 2020 condition on the northbound and southbound through movements on GA 53. This is due to the fact that these through movements are currently uncontrolled, but will incur modest new delays due to the roundabout. However, the high existing delays on the westbound left turn from New Cut Road will be alleviated by the roundabout and the intersection is expected to operate with improved safety and efficiency.

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Project Traffic Characteristics

This section describes the anticipated traffic characteristics of the proposed mixed-use development, including a site description, how much traffic the project will generate, and where that traffic will travel.

Project Description

The site will be developed with 220 residential homes on the northern portion of the site and ten commercial buildings totaling 104,500 square feet on the southern portion of the site. The commercial will include 73,500 square feet of office and 31,000 square feet of retail and restaurants. One full-movement and one right-in/right- out (RIRO) vehicular access will be provided on the east side of GA 53 and one full-movement access will be provided on the north side of New Cut Road. The site plan is presented in Figure 3.

Figure 3 – Site Plan

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Trip Generation

The volume of traffic that will be generated by the proposed mixed-use development was calculated using the equations in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition with Supplement (the current edition). The commercial development will include a mix of retail shops, restaurants, and office space. The retail and restaurant uses will account for 31,000 square feet and the office will account for 73,500 square feet. ITE Land Use 820 – Shopping Center was chosen as representative of the retail and restaurant uses and ITE Land Use 710 – General Office Building was used for the office trips. ITE Land Use 220 – Multi-Family Housing (Low-Rise) was chosen for the homes to reflect the mix of attached and detached units.

Two adjustments were applied to the raw trip generation – a mixed-use adjustment and a pass-by trip adjustment. The mixed-use adjustment is based on the methodology prescribed in the ITE Trip Generation Handbook, 3rd Edition, which reflects the principles set forth in NCHRP Report 684. This adjustment is used to calculate how many trips will occur between compatible land uses within the same development. The multi-use adjustment calculation worksheets are found in Appendix A.

An adjustment was made to the retail and restaurant trips to account for the effect of pass-by trips. Pass-by trips are trips that are already driving by the property but will be intercepted for shopping or dining purposes before continuing on their trip. These trips are new to the project driveways, but do not represent new trips to the adjacent roadways, since they are currently occurring and are, therefore, included in existing traffic counts on the adjacent streets. The ITE Trip Generation Handbook provides data and average rates for the pass-by percentages for Land Use 820 – Shopping Center, which has an average p.m. peak hour pass-by percentage of 34%. Therefore, a 34% pass-by trip adjustment was applied to the raw p.m. peak hour trips, while a 24% pass- by adjustment was applied to the a.m. and 24-hour numbers.

The trip generation for the proposed mixed-use development is summarized in Table 4.

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Table 4 – GA 53 at New Cut Road Mixed-Use Development Trip Generation

ITE A.M. Peak Hour P.M. Peak Hour 24-Hour Land Use Size Code In Out Total In Out Total 2-Way Office 710 73,500 ft² 82 14 96 14 71 85 788 -multi-use adjustment -5 -4 -9 -1 -21 -22 -134 Retail/Restaurants 820 31,000 ft² 103 64 167 109 119 228 2,712 -multi-use adjustment -5 -4 -9 -22 -3 -25 -380 -pass-by adjustment 24%/34%/24% -24 -14 -38 -30 -39 -69 -560 Total Commercial New Trips 151 56 207 70 127 197 2,426

Attached and Detached Homes 220 220 units 23 78 101 75 44 119 1,622 -multi-use adjustment -1 -3 -4 -2 -1 -3 -48 Total Residential New Trips 22 75 97 73 43 116 1,574

Total Project New Trips 173 131 304 143 170 313 4,000

The proposed mixed-use development will generate 304 new trips in the morning peak hour, 313 new trips in the evening peak hour, and 4,000 new daily trips.

Trip Distribution and Assignment

The trip distribution percentages indicate what proportion of the project’s new trips will travel to and from various directions. The trip distribution percentages were developed based on the locations and proximity of likely trip origins and destinations and the routes of travel to and from those areas. The trip percentages to and from the retail and restaurant was based on population densities and the locations of those populations in the area, weighted for distance from the site (a form of gravity model). The trips from the residential will travel during the peak times primarily to employment centers such as Braselton, Lawrenceville, Gainesville, and Atlanta. Other residential trips will be made to schools and retail shopping. The office distribution is similar to the retail distribution, but with lees importance placed on the effect of distance, the logic being that the office will attract trips from a larger area than will the retail and restaurant. Figure 4 shows the project trip distribution percentages for the retail, residential, and office uses and the trips that will be generated solely by the project. Appendix A includes traffic volume worksheets that show the project trips assigned separately for each land use, by movement at each study intersection and project access.

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Figure 4 – Weekday A.M. and P.M. Peak Hour Site Trips

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Future Traffic Conditions

A future “build” condition was developed for the anticipated project build-out year of 2025. The build volumes consist of the no-build volumes plus the trips that will be generated by the proposed mixed-use development. The build volumes are shown in Figure 5.

Figure 5 – Future Weekday A.M and P.M. Peak Hour Traffic Volumes

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Lane Configuration at Site Accesses

The site access on New Cut Road was reviewed for Town of Braselton standards and the accesses on GA 53 were reviewed for Georgia DOT standards.

New Cut Road Access

For the New Cut Road access, the Town of Braselton Development Code, Article XV, Section 15.1.8 New Street and Nonresidential Access Cuts requires a minimum distance between a nonresidential driveway and an existing street intersection of 100 feet for local streets, 200 feet for collectors, and 250 feet for arterials. For this traffic study, when applying the Town’s code, it will be assumed that New Cut Road is a collector. Therefore, the project access on New Cut Road should be located a minimum of 200 feet from the intersection of GA 53, and it is recommended that the distance takes into consideration the proposed plans for the roundabout. The same code section requires interparcel access to facilitate movement within the development and the proposed site plan does include interparcel connectivity.

The Town’s Code Section 15.1.9 Acceleration and Deceleration Lanes specifies that any driveway located on a major thoroughfare shall include a deceleration lane. The minimum length of the lane is specified as 120 feet of storage with a 50 foot taper for a collector with a design speed of 45 mph and 200 feet of storage with a 50 foot taper for an arterial with a design speed of 55 mph. New Cut Road functions as a collector but has a posted speed limit of 55 mph, leading to contradictory conclusions about the design of this lane. The conservative approach would be to provide the longer, 200 foot lane. This study recommends that, given the collector character of New Cut Road and the new development that is being proposed here, the Town consider lowering the speed limit from 55 mph to 45 mph in the interest of overall safety along this section of New Cut Road. The design standards at the site access could then remain consistent with the lower speed limit. The volume of right turners projected for this site access can be accommodated by the 120 foot storage length of the shorter requirement. The code leaves the discretion for acceleration lane requirements to the Town Engineer. It is advised here that an acceleration lane at this location could conflict with the roundabout design and operation and may add to operational confusion. Therefore, it is advised that an acceleration lane should not be provided at this site access.

The Town Code does not make any provision for left turn lane requirements. The design of the site is such that the access on New Cut Road will attract a significant portion of the commercial trips directly from the roundabout at GA 53. The volume of left turners projected at this site access is sufficient to recommend that an exclusive left turn lane be provided on New Cut Road at this access. The design of this lane should consider the design and proximity of the proposed roundabout at GA 53.

The Town’s Code Section 15.1.10 Sight Distance and Alignment has typographic errors in the vertical sight distance standards table. It is recommended that the Town correct these errors. The site driveway is proposed to be located on the inside of a curve on New Cut Road and the site is currently heavily forested. Removal of some of the vegetation is expected to significantly increase lines of sight and it is anticipated that sufficient minimum intersection sight distance can be provided at this proposed site access. It is recommended that the site access be

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16 located and designed to ensure that all sight distance requirements are satisfied (the requirements may be affected if the Town decides to lower the posted speed limit to 45 mph, as advised above).

GA 53 Accesses

The project includes a full-movement access and a right-in/right-out access on GA 53. The standards for accesses on state routes are set forth the Georgia DOT’s Regulations for Driveway and Encroachment Control, revision 5.11, dated 7/3/2019 (Driveway Manual). The minimum spacing between site driveways and between driveways and intersections on a road with a 55 mph posted speed limit is 350 feet and the site plan reviewed for this study complies with that standard.

The lines of sight along this section of GA 53 are clear for a substantial distance in both directions adjacent to the site and no sight distance limitations are identified.

On a route with two lanes with an AADT greater than 6,000 vpd and a posted speed limit of 55 to 60 mph, the minimum right turn volume/vehicles (RTV) threshold above which a deceleration lane is required is 50 RTV per day. It is projected that approximately 160 RTV per day will turn right into the northern site access on GA 53 and approximately 783 RTV per day will turn right at the southern access. Therefore, a deceleration lane is required at both accesses according to the Georgia DOT standards. The Georgia DOT design standards for these deceleration lanes call for 250 feet of full-width storage and 100 foot tapers.

The southern site access is proposed to be limited to right-in / right-out movements and, therefore, no left turn lane will be necessary on GA 53. For the northern access, on a route with two lanes with an AADT greater than 6,000 vpd and a posted speed limit of 55 to 60 mph, the minimum left turn volume/vehicles (LTV) threshold above which a left turn lane is required is 150 LTV per day. It is projected that approximately 493 LTV per day will turn left into the northern site access on GA 53. Therefore, a southbound exclusive left turn lane is required at the northern access according to the Georgia DOT standards. The Georgia DOT design standards for this left turn lane call for 330 feet of approach taper, a 100 foot bay taper, and 310 feet of full-width storage, assuming the widening occurs half on each side of GA 53. Different lengths are required if the widening is shifted to one side of the road. These standards can be found in the Driveway Manual.

The Georgia DOT will require an Intersection Control Evaluation (ICE) for the accesses to the state route. The southern RIRO access may qualify for an ICE Waiver due to its restricted movements.

Future Intersection Operations

An operational analysis was performed for the anticipated 2025 project build-out conditions. The analysis was performed for the study intersection and the three proposed project accesses (two on GA 53 and one on New Cut Road). The analysis assumes a southbound exclusive left turn lane will be constructed at the GA 53 northern site access. Northbound right turn lanes will be provided at both GA 53 accesses, with the southern access restricted to right-in/right-out operations. The northern GA 53 access was modeled to include one inbound and two

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17 outbound lanes with side street stop sign control while the southern access will have one inbound and one outbound lane, with side street stop sign control. The New Cut Road access was assumed to allow full turning movements, with one inbound and two outbound lanes and side street stop sign control. The analysis included an eastbound left turn lane and westbound right turn lane on New Cut Road at this access. Table 5 presents the results the future analysis. Computer printouts containing detailed results of the analysis are located in Appendix E. Levels of service and delays are provided for the overall intersection and for each approach or controlled movement. Intersections or approaches that “fail” (operate at LOS F) are shown in bold type.

Table 5 – Future Intersection Operations A.M. Peak Hour P.M. Peak Hour Intersection / Approach Delay Delay LOS LOS (s/veh) (s/veh) 1. GA 53 at Ednaville Road / New Cut Road B 13.4 B 14.3 northbound approach B 11.9 B 11.8 southbound approach B 13.6 C 18.9 eastbound approach A 8.0 A 9.9 westbound approach C 17.0 A 9.4 2. GA 53 at Northern Site Access A 1.5 A 1.0 southbound left turn (entering site) A 9.0 A 8.6 westbound left turn (exiting site) D 29.2 D 31.7 westbound right turn (exiting site) B 13.1 B 11.6 3. GA 53 at Southern Site Access (RIRO) A 0.5 A 0.4 westbound right turn (exiting site) B 13.4 B 12.0 4. New Cut Road at Site Access A 2.9 A 3.3 southbound left turn (exiting site) C 15.2 B 13.1 southbound right turn (exiting site) B 10.6 A 9.8 eastbound left turn (entering site) A 8.4 A 7.7

The analysis of the future build condition reveals that the GA 53 / New Cut Road / Ednaville Road roundabout will continue to operate well after completion of the proposed mixed-use development. All site accesses will operate acceptably with the lanes and control stated in the assumptions. No other mitigation is recommended.

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Conclusions and Recommendations

This traffic study evaluates the impact of a proposed mixed-use development to be annexed from Jackson County into the Town of Braselton. The following is a summary of the findings and recommendations of this study:

1. The existing analysis reveals unacceptable delays at the GA 53 / New Cut Road / Ednaville Road intersection due to the heavy side street stop sign controlled westbound left turn movement from New Cut Road. The other intersection approaches operate acceptably.

2. The Georgia DOT has studied the GA 53 / New Cut Road / Ednaville Road intersection and has programmed the intersection to be reconstructed as a roundabout. This decision was selected above other options, including signalization, and the roundabout is anticipated to improve safety and operations at this intersection. Marc R Acampora, PE, LLC agrees with the roundabout concept as the appropriate solution for this intersection.

3. The no-build analysis indicates that the intersection will operate well as a roundabout in 2025. Delays will increase for northbound and southbound through traffic on GA 53 because those movements are currently uncontrolled but will be controlled in the future by the roundabout. However those delays will be acceptable, while there will be a substantial reduction in delays for the westbound left turn from New Cut Road.

4. The proposed mixed-use development will generate 304 new trips in the a.m. peak hour, 313 new trips in the p.m. peak hour, and 4,000 daily new trips.

5. It is recommended that the mixed-use development site plan be designed to accommodate the roundabout design, both at the GA 53 / New Cut Road intersection and at all site accesses.

6. The northern site access should allow full movements. It should be constructed with one entering lane and two exiting lanes, striped as separate left and right turn lanes. The exiting approach should be side street stop sign controlled with accompanying stop bar. A southbound exclusive left turn lane and northbound exclusive right turn lane should be added on GA 53 to serve the northern access. The design standards for these lanes are presented in the text of this report.

7. The southern site access should be restricted to right-in/right-out movements due to its proximity to the proposed roundabout. It should be constructed with one entering lane and one exiting lane and the exiting approach should be side street stop sign controlled with accompanying stop bar. A northbound exclusive right turn lane should be added on GA 53 to serve the southern access. The design standards for this lane are presented in the text of this report.

8. The site access on New Cut Road should allow full movements. It should be constructed with one entering lane and two exiting lanes, striped as separate left and right turn lanes. The exiting approach should be side street stop sign controlled with accompanying stop bar. An eastbound exclusive left turn lane and

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westbound exclusive right turn lane should be added on New Cut Road to serve this access. The design standards for these lanes are discussed in the text of this report.

9. The Town’s Code Section 15.1.10 Sight Distance and Alignment has typographic errors in the vertical sight distance standards table. It is recommended that the Town correct these errors.

10. In the interim before the roundabout is constructed, the striping at the intersection of GA 53 at New Cut / Ednaville Road should be refreshed, most notably the northbound right turn lane line and arrow on GA 53 and the westbound STOP AHEAD lettering on New Cut Road.

11. Consideration should be given to reducing the speed limit on New Cut Road in the vicinity of the proposed mixed-use development and GA 53 from 55 mph to 45 mph. If this reduction is made, that site access could be designed to those standards and be expected to operate safely and with acceptable delays.

12. The project civil/site engineer is advised to refer to applicable Town of Braselton and Georgia DOT driveway design standards to ensure design compliance at all project accesses, including turn lane design, driveway spacing, turn radii, grades, and sight distances.

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Appendix A

Traffic Count Data and Volume Worksheets

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GA 53 at New Cut Road Mixed-Use Development - Traffic Impact Study Town of Braselton, Jackson County, Georgia

May 2020

Intersection: 1. GA 53 at Ednaville Road / New Cut Road

Weekday A.M. Peak Hour Northbound GA 53 Southbound GA 53 Eastbound Ednaville Road Westbound New Cut Road L T R Tot L T R Tot L T R Tot L T R Tot Counted Volumes (Tuesday, May 23, 2017, 7:00-8:00) 18 467 44 529 10 342 5 357 6 12 25 43 178 33 35 246 Adjustment to May 2020 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% Calculated May 2020 Volumes 19 488 46 553 10 358 5 373 6 13 26 45 186 35 37 257

Total Annual Background Growth 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% No-Build Volumes 20 526 50 596 11 385 6 402 7 14 28 48 201 37 39 277

New Cut Mixed-Use Residential Trips 0 10 0 10 0 33 7 40 2 0 0 2 0 0 0 0 New Cut Mixed-Use Office Trips 0 5 34 39 13 0 0 13 1 3 0 4 4 1 0 5 New Cut Mixed-Use Retail New Trips 0 6 21 27 16 0 0 16 2 8 0 10 16 6 6 28 New Cut Mixed-Use Retail Pass-by Trips 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total New Cut Mixed-Use Project Trips 0 21 55 76 29 33 7 69 5 11 0 16 20 7 6 33

Build Volumes 20 547 105 672 40 418 13 471 12 25 28 64 221 44 45 310

Weekday P.M. Peak Hour Northbound GA 53 Southbound GA 53 Eastbound Ednaville Road Westbound New Cut Road L T R Tot L T R Tot L T R Tot L T R Tot Counted Volumes (Tuesday, May 23, 2017, 5:00-6:00) 38 349 95 482 69 518 11 598 2 39 25 66 85 20 35 140 Adjustment to May 2020 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% 4.6% Calculated May 2020 Volumes 40 365 99 504 72 542 12 625 2 41 26 69 89 21 37 146

Total Annual Background Growth 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% 7.7% No-Build Volumes 43 393 107 543 78 584 12 674 2 44 28 74 96 23 39 158

New Cut Mixed-Use Residential Trips 0 33 0 33 0 18 4 22 5 0 0 5 0 0 0 0 New Cut Mixed-Use Office Trips 0 2 4 6 2 0 0 2 0 1 0 1 25 3 9 37 New Cut Mixed-Use Retail New Trips 0 6 16 22 11 0 0 11 2 6 0 8 27 11 10 48 New Cut Mixed-Use Retail Pass-by Trips 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total New Cut Mixed-Use Project Trips 0 41 20 61 13 18 4 35 7 7 0 14 52 14 19 85

Build Volumes 43 434 127 604 91 602 16 709 9 51 28 88 148 37 58 243

MARC R. ACAMPORA, PE, LLC

GA 53 at New Cut Road Mixed-Use Development - Traffic Impact Study Town of Braselton, Jackson County, Georgia

May 2020

Intersection: 2. GA 53 at Northern Site Access

Weekday A.M. Peak Hour Northbound GA 53 Southbound GA 53 Westbound Northern Site Access T R Tot L T Tot L R Tot Counted Volumes (Tuesday, May 23, 2017, 7:00-8:00) 508 508 357 357 Adjustment to May 2020 4.6% 4.6% Calculated May 2020 Volumes 531 531 373 373

Total Annual Background Growth 7.7% 7.7% No-Build Volumes 572 572 402 402

New Cut Mixed-Use Residential Trips 11 4 15 6 0 6 40 9 49 New Cut Mixed-Use Office Trips 0 0 0 6 13 19 0 0 0 New Cut Mixed-Use Retail New Trips 6 0 6 4 16 20 0 0 0 New Cut Mixed-Use Retail Pass-by Trips 0 0 0 7 -7 0 0 0 0 Total New Cut Mixed-Use Project Trips 17 4 21 23 22 45 40 9 49

Build Volumes 589 4 593 23 424 447 40 9 49

Weekday P.M. Peak Hour Northbound GA 53 Southbound GA 53 Westbound Northern Site Access T R Tot L T Tot L R Tot Counted Volumes (Tuesday, May 23, 2017, 5:00-6:00) 386 386 598 598 Adjustment to May 2020 4.6% 4.6% Calculated May 2020 Volumes 404 404 625 625

Total Annual Background Growth 7.7% 7.7% No-Build Volumes 435 435 674 674

New Cut Mixed-Use Residential Trips 7 15 22 20 0 20 22 5 27 New Cut Mixed-Use Office Trips 9 0 9 1 2 3 0 0 0 New Cut Mixed-Use Retail New Trips 12 0 12 4 11 15 0 0 0 New Cut Mixed-Use Retail Pass-by Trips 0 0 0 14 -14 0 0 0 0 Total New Cut Mixed-Use Project Trips 28 15 43 39 -1 38 22 5 27

Build Volumes 463 15 478 39 673 712 22 5 27

MARC R. ACAMPORA, PE, LLC

GA 53 at New Cut Road Mixed-Use Development - Traffic Impact Study Town of Braselton, Jackson County, Georgia

May 2020

Intersection: 3. GA 53 at Southern Site Access

Weekday A.M. Peak Hour Northbound GA 53 Southbound GA 53 Westbound Southern Site Access T R Tot L T Tot L R Tot Counted Volumes (Tuesday, May 23, 2017, 7:00-8:00) 508 508 357 357 Adjustment to May 2020 4.6% 4.6% Calculated May 2020 Volumes 531 531 373 373

Total Annual Background Growth 7.7% 7.7% No-Build Volumes 572 572 402 402

New Cut Mixed-Use Residential Trips 4 8 12 40 40 11 11 New Cut Mixed-Use Office Trips 0 6 6 13 13 3 3 New Cut Mixed-Use Retail New Trips 6 8 14 16 16 6 6 New Cut Mixed-Use Retail Pass-by Trips -10 10 0 0 0 6 6 Total New Cut Mixed-Use Project Trips 0 32 32 69 69 26 26

Build Volumes 572 32 604 471 471 26 26

Weekday P.M. Peak Hour Northbound GA 53 Southbound GA 53 Westbound Southern Site Access T R Tot L T Tot L R Tot Counted Volumes (Tuesday, May 23, 2017, 5:00-6:00) 386 386 598 598 Adjustment to May 2020 4.6% 4.6% Calculated May 2020 Volumes 404 404 625 625

Total Annual Background Growth 7.7% 7.7% No-Build Volumes 435 435 674 674

New Cut Mixed-Use Residential Trips 15 23 38 22 22 7 7 New Cut Mixed-Use Office Trips 9 2 11 2 2 4 4 New Cut Mixed-Use Retail New Trips 10 8 18 11 11 12 12 New Cut Mixed-Use Retail Pass-by Trips -9 9 0 0 0 11 11 Total New Cut Mixed-Use Project Trips 25 42 67 35 35 34 34

Build Volumes 460 42 502 709 709 34 34

MARC R. ACAMPORA, PE, LLC

GA 53 at New Cut Road Mixed-Use Development - Traffic Impact Study Town of Braselton, Jackson County, Georgia

May 2020

Intersection: 4. New Cut Road at Site Access

Weekday A.M. Peak Hour Southbound Site Access Eastbound New Cut Road Westbound New Cut Road L R Tot L T Tot T R Tot Counted Volumes (Tuesday, May 23, 2017, 7:00-8:00) 66 66 246 246 Adjustment to May 2020 4.6% 4.6% Calculated May 2020 Volumes 69 69 257 257

Total Annual Background Growth 7.7% 7.7% No-Build Volumes 74 74 277 277

New Cut Mixed-Use Residential Trips 15 0 15 0 0 0 0 4 4 New Cut Mixed-Use Office Trips 2 5 7 50 0 50 0 15 15 New Cut Mixed-Use Retail New Trips 12 28 40 45 0 45 0 17 17 New Cut Mixed-Use Retail Pass-by Trips 1 7 8 1 -1 0 -5 5 0 Total New Cut Mixed-Use Project Trips 30 40 70 96 -1 95 -5 41 36

Build Volumes 30 40 70 96 73 169 272 41 313

Weekday P.M. Peak Hour Southbound Site Access Eastbound New Cut Road Westbound New Cut Road L R Tot L T Tot T R Tot Counted Volumes (Tuesday, May 23, 2017, 5:00-6:00) 203 203 140 140 Adjustment to May 2020 4.6% 4.6% Calculated May 2020 Volumes 212 212 146 146

Total Annual Background Growth 7.7% 7.7% No-Build Volumes 229 229 158 158

New Cut Mixed-Use Residential Trips 9 0 9 0 0 0 0 15 15 New Cut Mixed-Use Office Trips 9 37 46 7 0 7 0 3 3 New Cut Mixed-Use Retail New Trips 19 46 65 33 0 33 0 12 12 New Cut Mixed-Use Retail Pass-by Trips 6 22 28 5 -5 0 -3 3 0 Total New Cut Mixed-Use Project Trips 43 105 148 45 -5 40 -3 33 30

Build Volumes 43 105 148 45 224 269 155 33 188

MARC R. ACAMPORA, PE, LLC Traffic Engineering Study SR-53 at New Cut Road

Turning Movement Counts

Traffic Engineering Study SR-53 at New Cut Road

NCHRP 684 Internal Trip Capture Estimation Tool Project Name: GA 53 at New Cut Mixed-Use Organization: Marc R Acampora, PE, LLC Project Location: Braselton Gergia Performed By: MRA Scenario Description: future build Date: 5/3/2020 Analysis Year: 2025 Checked By: Analysis Period: AM Street Peak Hour Date:

Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Development Data (For Information Only ) Estimated Vehicle-Trips3 Land Use ITE LUCs1 Quantity Units Total Entering Exiting Office 710 73,500 sf 96 82 14 Retail 820 31,000 sf 167 103 64 Restaurant 0 Cinema/Entertainment 0 Residential 220 220 du 101 23 78 Hotel 0 All Other Land Uses2 0 364 208 156

Table 2-A: Mode Split and Vehicle Occupancy Estimates Entering Trips Exiting Trips Land Use Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.06 0% 0% 1.06 0% 0% Retail 1.17 0% 0% 1.16 0% 0% Restaurant Cinema/Entertainment Residential 1.13 0% 0% 1.09 0% 0% Hotel All Other Land Uses2

Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Destination (To) Origin (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel

Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To) Origin (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 4 0 0 0 0 Retail 3 0 0 1 0 Restaurant 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 2 1 0 0 0 Hotel 0 0 0 0 0

Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 408 234 174 Office 6% 27% Internal Capture Percentage 5% 5% 6% Retail 4% 5% Restaurant N/A N/A External Vehicle-Trips5 343 198 145 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 4% 4% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A

1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 NCHRP 684 Internal Trip Capture Estimation Tool Project Name: GA 53 at New Cut Mixed-Use Organization: Marc R Acampora, PE, LLC Project Location: Braselton Georgia Performed By: MRA Scenario Description: future build Date: 5/3/2020 Analysis Year: 2025 Checked By: Analysis Period: PM Street Peak Hour Date:

Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Development Data (For Information Only ) Estimated Vehicle-Trips3 Land Use ITE LUCs1 Quantity Units Total Entering Exiting Office 710 73,500 sf 85 14 71 Retail 820 31,000 sf 228 109 119 Restaurant 0 Cinema/Entertainment 0 Residential 220 220 du 119 75 44 Hotel 0 All Other Land Uses2 0 432 198 234

Table 2-A: Mode Split and Vehicle Occupancy Estimates Entering Trips Exiting Trips Land Use Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.11 0% 0% 1.07 0% 0% Retail 1.21 0% 0% 1.18 0% 0% Restaurant Cinema/Entertainment Residential 1.15 0% 0% 1.21 0% 0% Hotel All Other Land Uses2

Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To) Origin (From) Office Retail Restaurant Cinema/Entertainment Residential Hotel Office 21 0 0 0 0 Retail 1 0 0 2 0 Restaurant 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 1 0 0 0 Hotel 0 0 0 0 0

Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 503 234 269 Office 6% 28% Internal Capture Percentage 10% 11% 9% Retail 17% 2% Restaurant N/A N/A External Vehicle-Trips5 388 178 210 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 2% 2% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A

Appendix B

Intersection Analysis Methodology

GA 53 at New Cut Road Mixed-Use Development Traffic Impact Study Marc R Acampora, PE, LLC TRAFFIC ENGINEERING

Intersection Analysis Methodology

The methodology used for evaluating traffic operations at intersections is presented in the Transportation Research Board’s Highway Capacity Manual, 2016 edition (HCM 6). Synchro 10 software, which emulates the HCM 6 methodology, was used for all analyses. The following is an overview of the methodology employed for the analysis of signalized intersections and roundabouts and stop-sign controlled (unsignalized) intersections. Levels of service (LOS) are assigned letters A through F. LOS A indicates operations with very low control delay while LOS F describes operations with high control delay. LOS F is considered to be unacceptable by most drivers, while LOS E is typically considered to be the limit of acceptable delay.

Signalized Intersections and Roundabouts – Level of service for a signalized intersection and a roundabout is defined in terms of control delay per vehicle. For signalized intersections and roundabouts, a composite intersection level of service is determined. The thresholds for each level of service are higher for signalized intersections and roundabouts than for unsignalized intersections. This is attributable to a variety of factors including expectation and acceptance of higher delays at signals/roundabouts, and the fact that drivers can relax when waiting at a signal as opposed to having to remain attentive as they proceed through the unsignalized intersection. The level of service criteria for signalized intersections and roundabouts are shown in Table A.

Table A – Level of Service Criteria for Signalized Intersections and Roundabouts Control Delay (s/veh) LOS  10 A  10 and  20 B  20 and  35 C  35 and  55 D  55 and  80 E  80 F Source: Highway Capacity Manual 6

Unsignalized Intersections – Level of service for an unsignalized intersection is defined in terms of control delay per vehicle. Control delay is that portion of delay attributable to the control device and includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The delays at unsignalized intersections are based on gap acceptance theory, factoring in availability of gaps, usefulness of the gaps, and the priority of right-of-way given to each traffic stream. The level of service criteria for unsignalized intersections are presented in Table B.

Table B – Level of Service Criteria for Unsignalized Intersections Control Delay (s/veh) LOS 0 – 10 A  10 and  15 B  15 and  25 C  25 and  35 D  35 and  50 E  50 F Source: Highway Capacity Manual 6

GA 53 at New Cut Road Mixed-Use Development Traffic Impact Study Marc R Acampora, PE, LLC TRAFFIC ENGINEERING

Appendix C

Existing Intersection Operational Analysis

GA 53 at New Cut Road Mixed-Use Development Traffic Impact Study Marc R Acampora, PE, LLC TRAFFIC ENGINEERING

GA 53 at New Cut Road Mixed-Use Development 1: GA 53 & Ednaville Road/New Cut Road existing a.m.

Intersection Int Delay, s/veh 82.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 13 26 186 35 37 19 488 46 10 358 5 Future Vol, veh/h 6 13 26 186 35 37 19 488 46 10 358 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Stop - - None Storage Length ------320 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 77 77 77 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 9 2 2 9 2 Mvmt Flow 7 15 29 242 45 48 22 555 52 11 407 6

Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1078 1031 410 1053 1034 555 413 0 0 555 0 0 Stage 1 432 432 - 599 599 ------Stage 2 646 599 - 454 435 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 196 233 642 ~ 204 232 531 1146 - - 1015 - - Stage 1 602 582 - 488 490 ------Stage 2 460 490 - 586 580 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 145 223 642 ~ 179 222 531 1146 - - 1015 - - Mov Cap-2 Maneuver 145 223 - ~ 179 222 ------Stage 1 585 574 - 474 476 ------Stage 2 367 476 - 537 572 ------

Approach EB WB NB SB HCM Control Delay, s 18.3 $ 351.4 0.3 0.2 HCM LOS C F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1146 - - 321 204 1015 - - HCM Lane V/C Ratio 0.019 - - 0.158 1.642 0.011 - - HCM Control Delay (s) 8.2 0 - 18.3$ 351.4 8.6 0 - HCM Lane LOS A A - C F A A - HCM 95th %tile Q(veh) 0.1 - - 0.6 22.1 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 1: GA 53 & Ednaville Road/New Cut Road existing p.m.

Intersection Int Delay, s/veh 31.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 41 26 89 21 37 40 365 99 72 542 12 Future Vol, veh/h 2 41 26 89 21 37 40 365 99 72 542 12 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Stop - - None Storage Length ------320 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 90 90 90 89 89 89 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 2 9 2 2 9 2 Mvmt Flow 2 46 29 99 23 41 45 410 111 77 583 13

Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1276 1244 590 1281 1250 410 596 0 0 410 0 0 Stage 1 744 744 - 500 500 ------Stage 2 532 500 - 781 750 ------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 144 174 508 142 173 642 980 - - 1149 - - Stage 1 407 421 - 553 543 ------Stage 2 531 543 - 388 419 ------Platoon blocked, % - - - - Mov Cap-1 Maneuver 104 146 508 ~ 89 145 642 980 - - 1149 - - Mov Cap-2 Maneuver 104 146 - ~ 89 145 ------Stage 1 380 379 - 517 507 ------Stage 2 443 507 - 289 377 ------

Approach EB WB NB SB HCM Control Delay, s 34.9 264.3 0.7 1 HCM LOS D F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 980 - - 196 122 1149 - - HCM Lane V/C Ratio 0.046 - - 0.396 1.339 0.067 - - HCM Control Delay (s) 8.8 0 - 34.9 264.3 8.4 0 - HCM Lane LOS A A - D F A A - HCM 95th %tile Q(veh) 0.1 - - 1.8 10.8 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

Synchro 10 Report Marc R Acampora, PE, LLC

Appendix D

No-Build Intersection Operational Analysis

GA 53 at New Cut Road Mixed-Use Development Traffic Impact Study Marc R Acampora, PE, LLC TRAFFIC ENGINEERING

GA 53 at New Cut Road Mixed-Use Development 1: GA 53 & Ednaville Road/New Cut Road no-build a.m.

Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 55 360 678 458 Demand Flow Rate, veh/h 56 367 733 497 Vehicles Circulating, veh/h 756 683 37 338 Vehicles Exiting, veh/h 79 87 775 712 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.8 13.9 9.2 10.6 Approach LOS A B A B Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 56 367 733 497 Cap Entry Lane, veh/h 638 688 1329 978 Entry HV Adj Factor 0.977 0.981 0.925 0.921 Flow Entry, veh/h 55 360 678 458 Cap Entry, veh/h 623 675 1229 900 V/C Ratio 0.088 0.534 0.552 0.508 Control Delay, s/veh 6.8 13.9 9.2 10.6 LOS A B A B 95th %tile Queue, veh 0 3 4 3

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 1: GA 53 & Ednaville Road/New Cut Road no-build p.m.

Intersection Intersection Delay, s/veh 11.3 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 82 176 610 725 Demand Flow Rate, veh/h 84 180 653 784 Vehicles Circulating, veh/h 880 533 138 185 Vehicles Exiting, veh/h 89 258 826 528 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.4 7.0 9.7 13.9 Approach LOS A A A B Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 84 180 653 784 Cap Entry Lane, veh/h 562 801 1199 1143 Entry HV Adj Factor 0.976 0.980 0.934 0.925 Flow Entry, veh/h 82 176 610 725 Cap Entry, veh/h 549 786 1120 1057 V/C Ratio 0.149 0.225 0.545 0.686 Control Delay, s/veh 8.4 7.0 9.7 13.9 LOS A A A B 95th %tile Queue, veh 1 1 3 6

Synchro 10 Report Marc R Acampora, PE, LLC

Appendix E

Build Intersection Operational Analysis

GA 53 at New Cut Road Mixed-Use Development Traffic Impact Study Marc R Acampora, PE, LLC TRAFFIC ENGINEERING

GA 53 at New Cut Road Mixed-Use Development 1: GA 53 & Ednaville Road/New Cut Road future a.m.

Intersection Intersection Delay, s/veh 13.4 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 72 402 764 535 Demand Flow Rate, veh/h 74 410 822 579 Vehicles Circulating, veh/h 857 714 88 374 Vehicles Exiting, veh/h 96 196 843 750 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.0 17.0 11.9 13.6 Approach LOS A C B B Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 74 410 822 579 Cap Entry Lane, veh/h 576 666 1261 942 Entry HV Adj Factor 0.979 0.980 0.929 0.924 Flow Entry, veh/h 72 402 764 535 Cap Entry, veh/h 564 653 1172 871 V/C Ratio 0.129 0.615 0.652 0.614 Control Delay, s/veh 8.0 17.0 11.9 13.6 LOS A C B B 95th %tile Queue, veh 0 4 5 4

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 2: GA 53 & North Access future a.m.

Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 40 9 589 4 23 424 Future Vol, veh/h 40 9 589 4 23 424 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 330 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 80 80 88 88 88 88 Heavy Vehicles, % 2 2 9 2 2 9 Mvmt Flow 50 11 669 5 26 482

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1203 669 0 0 674 0 Stage 1 669 - - - - - Stage 2 534 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 204 458 - - 917 - Stage 1 509 - - - - - Stage 2 588 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 198 458 - - 917 - Mov Cap-2 Maneuver 198 - - - - - Stage 1 495 - - - - - Stage 2 588 - - - - -

Approach WB NB SB HCM Control Delay, s 26.2 0 0.5 HCM LOS D

Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 198 458 917 - HCM Lane V/C Ratio - - 0.253 0.025 0.029 - HCM Control Delay (s) - - 29.2 13.1 9 - HCM Lane LOS - - D B A - HCM 95th %tile Q(veh) - - 1 0.1 0.1 -

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 3: GA 53 & South Access future a.m.

Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 32 572 32 0 471 Future Vol, veh/h 0 32 572 32 0 471 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 250 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 75 88 88 92 88 Heavy Vehicles, % 2 2 9 2 2 9 Mvmt Flow 0 43 650 36 0 535

Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 650 0 0 - - Stage 1 ------Stage 2 ------Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 469 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 469 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach WB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 469 - HCM Lane V/C Ratio - - 0.091 - HCM Control Delay (s) - - 13.4 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 -

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 4: New Cut Road & Site Access future a.m.

Intersection Int Delay, s/veh 2.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 96 73 272 41 30 40 Future Vol, veh/h 96 73 272 41 30 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 120 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 77 77 80 80 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 108 82 353 53 38 50

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 406 0 - 0 651 353 Stage 1 - - - - 353 - Stage 2 - - - - 298 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1153 - - - 433 691 Stage 1 - - - - 711 - Stage 2 - - - - 753 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1153 - - - 392 691 Mov Cap-2 Maneuver - - - - 392 - Stage 1 - - - - 644 - Stage 2 - - - - 753 -

Approach EB WB SB HCM Control Delay, s 4.8 0 12.6 HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1153 - - - 392 691 HCM Lane V/C Ratio 0.094 - - - 0.096 0.072 HCM Control Delay (s) 8.4 - - - 15.2 10.6 HCM Lane LOS A - - - C B HCM 95th %tile Q(veh) 0.3 - - - 0.3 0.2

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 1: GA 53 & Ednaville Road/New Cut Road future p.m.

Intersection Intersection Delay, s/veh 14.3 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 98 269 679 762 Demand Flow Rate, veh/h 100 274 727 822 Vehicles Circulating, veh/h 972 591 168 258 Vehicles Exiting, veh/h 108 304 904 607 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.9 9.4 11.8 18.9 Approach LOS A A B C Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 100 274 727 822 Cap Entry Lane, veh/h 512 755 1163 1061 Entry HV Adj Factor 0.979 0.982 0.934 0.927 Flow Entry, veh/h 98 269 679 762 Cap Entry, veh/h 501 742 1086 983 V/C Ratio 0.195 0.363 0.625 0.775 Control Delay, s/veh 9.9 9.4 11.8 18.9 LOS A A B C 95th %tile Queue, veh 1 2 5 8

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 2: GA 53 & North Access future p.m.

Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 22 5 463 15 39 673 Future Vol, veh/h 22 5 463 15 39 673 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 330 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 89 89 93 93 Heavy Vehicles, % 2 2 9 2 2 9 Mvmt Flow 29 7 520 17 42 724

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1328 520 0 0 537 0 Stage 1 520 - - - - - Stage 2 808 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 171 556 - - 1031 - Stage 1 597 - - - - - Stage 2 438 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 164 556 - - 1031 - Mov Cap-2 Maneuver 164 - - - - - Stage 1 573 - - - - - Stage 2 438 - - - - -

Approach WB NB SB HCM Control Delay, s 28 0 0.5 HCM LOS D

Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 164 556 1031 - HCM Lane V/C Ratio - - 0.179 0.012 0.041 - HCM Control Delay (s) - - 31.7 11.6 8.6 - HCM Lane LOS - - D B A - HCM 95th %tile Q(veh) - - 0.6 0 0.1 -

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 3: GA 53 & South Access future p.m.

Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 34 460 40 0 709 Future Vol, veh/h 0 34 460 40 0 709 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 250 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 75 89 89 92 93 Heavy Vehicles, % 2 2 9 2 2 9 Mvmt Flow 0 45 517 45 0 762

Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 517 0 0 - - Stage 1 ------Stage 2 ------Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 558 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 558 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach WB NB SB HCM Control Delay, s 12 0 0 HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 558 - HCM Lane V/C Ratio - - 0.081 - HCM Control Delay (s) - - 12 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 -

Synchro 10 Report Marc R Acampora, PE, LLC GA 53 at New Cut Road Mixed-Use Development 4: New Cut Road & Site Access future p.m.

Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 45 224 155 33 43 105 Future Vol, veh/h 45 224 155 33 43 105 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - 120 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 90 90 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 51 252 172 37 51 124

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 209 0 - 0 526 172 Stage 1 - - - - 172 - Stage 2 - - - - 354 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1362 - - - 512 872 Stage 1 - - - - 858 - Stage 2 - - - - 710 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1362 - - - 493 872 Mov Cap-2 Maneuver - - - - 493 - Stage 1 - - - - 826 - Stage 2 - - - - 710 -

Approach EB WB SB HCM Control Delay, s 1.3 0 10.8 HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1362 - - - 493 872 HCM Lane V/C Ratio 0.037 - - - 0.103 0.142 HCM Control Delay (s) 7.7 - - - 13.1 9.8 HCM Lane LOS A - - - B A HCM 95th %tile Q(veh) 0.1 - - - 0.3 0.5

Synchro 10 Report Marc R Acampora, PE, LLC