Letter of Transmittal

Letter of Transmittal To: Chris Lovell City of Richmond Hill Date: 5/2/6 Job 2582 Re: Richmond Hill-South Bryan County Transportation STudy WE ARE SENDING YOU THE FOLLOWING ITEMS ( attached) ( under separate cover via ) Shop Drawings Prints Plans Samples Specifications Copy of Letter Change Order Other: Draft Report Copies Date Description 4/26 Draft-Richmond Hill/South Bryan County Transportation Study 4/26 PDF via e-mail THESE ARE TRANSMITTED AS CHECKED BELOW: For Approval Approved as Submitted Resubmit Copies for Approval For Your Use Approved as Noted Submit Copies for Distribution As Requested Returned for Corrections Return Corrected Prints For Review and Comment Remarks Please review and let us know if you have any questions. Please let us know when you would like to get together and discuss the findings. Copy to file Signed Doyle D. Kelley, Jr. 5 Park of Commerce Way Savannah, GA 345 92.234.53 Fax 92.234-295

RICHMOND HILL SOUTH BRYAN COUNTY TRANSPORTATION STUDY PREPARED FOR: CITY OF RICHMOND HILL J 2582 APRIL 26 PREPARED BY: THOMAS & HUTTON www.thomasandhutton.com

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 Table of Contents Page. Introduction... 2. Existing Conditions... 3. Planned Improvements... 7 4. Access Management... 7 5. Area Development... 8 6. Future Corridor Volumes... 3 7. Study Intersections... 8 8. Summary... 22 Figures Page. Study Area... 4 2. Approximate Current Daily Volumes... 5 3. 23 Development Assumptions... 4. 24 Development Assumptions... 2 5. 23 Corridor Volumes... 6 6. 24 Corridor Volumes... 7 7. Short Term Improvements (5 7 years)... 9 8. Mid Term Improvements (23)... 2 9. Long Term Improvements (24)... 2. Typical Sections.. 23. Typical Sections.. 24 THOMAS & HUTTON

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26. INTRODUCTION The City of Richmond Hill and southern Bryan County is anticipated to grow significantly in the near future. Transportation improvements will be needed in order to accommodate and promote this growth while maintaining an acceptable level of service on the roadways for all resident in the County. This study is intended to evaluate the transportation needs in the area and provide recommendations regarding future roadway improvements. The amount of development anticipated in the area will be estimated for the 23 and 24 time frames. The roadway improvements needed to provide for the expected growth will be assessed and prioritization of improvements will be made. These assessments are based on current conditions and anticipated development patterns. As the development in the area occurs, the assumptions and recommendations made as a part of this study will need to be updated periodically to ensure they align with actual development patterns. 2. EXISTING CONDITIONS Roadway Conditions The study area is shown in Figure. Major roadway corridors within the area include US 7, SR 44, Harris Trail, Belfast River Road, and Belfast Keller Road. The I 95/US 7 and the I 95/SR 44 interchanges are not evaluated as a part of this study because GDOT currently has projects underway at each of these locations. Each of these roadway corridors will serve as a focus area in this report; the existing facility conditions are described below. US 7 US 7 is a major arterial running north and south through the Richmond Hill area. It is currently a four lane section with a divided median. Major intersections are located at the I 95 interchange, Harris Trail Road, and SR 44. GDOT is currently working on a project to improve the loop ramp and lanes in the area. If when this improvement is completed a signal has not been included at the northern ramp termini with US 7 then, it is recommended a study be completed (if it was not a part of the GDOT improvement) to determine when a signal may be warranted at that location. There are currently signals at the following locations along the roadway: Truck stop access road west of I 95, Ramp Termini west of I 95, Harris Trail Road, SR 44, and Mulberry Drive. SR 44 SR 44 is a major arterial connecting the southern end of Bryan County to I 95 and US 7. It is a multi lane section between the I 95 ramps and Timber Trail, where it narrows to a two lane section. Portions of SR 44 provide a flush median and center turn lane, other sections have a raised divided median. SR 44 is planned to be widened by Georgia DOT from the terminus of the existing four lane section south to Belfast Keller Road. There are currently signals at the following locations along the roadway: Ramp Termini west of I 95, Rushing/Exchange St (Kroger), US 7, and Timber Trail. GDOT is currently evaluating the I 95 ramp termini for operational improvements including the installation of a roundabout at each ramp termini. Harris Trail THOMAS & HUTTON PAGE

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 Harris Trail runs roughly parallel to SR 44 and connects the southern areas of Bryan County to US 7. It is a four lane facility between US 7 and Timber Trail; it narrows to two lanes south of Timber Trail. The only intersection currently signalized on this roadway is the intersection of US 7. During the construction of SR 44 this roadway will likely see an increase in traffic. The existing conditions of the roadway should be evaluated prior to construction beginning to determine what improvements may be needed to accommodate the increase in traffic. Belfast River Road Belfast River Road serves as a connection between Belfast Keller Road and SR 44 in the southern part of Bryan County. It is a two lane facility. The side streets along this route are all stop controlled. The intersection of Belfast River Road and SR 44 at the entrance to the County complex is controlled with a single lane roundabout. This intersection will be converted to its final configuration with the SR 44 widening project. Belfast Keller Road Belfast Keller Road currently serves as a connection from the southern part of Bryan County to US 7. In the near future, Belfast Keller will serve as the primary access to I 95 for the southern part of Bryan County when the new interchange is constructed. It is currently a two lane facility. The side streets along the route are all stop control facilities. Traffic Conditions Peak hour traffic counts were taken at key intersections in November 25; details of the count data are included in the appendix. The morning and afternoon peak hour traffic conditions are evaluated at the following intersections: US 7 and SR 44 US 7 and Harris Trail/ Shopping Center US 7 and Belfast Keller Road SR 44 and Timber Trail Harris Trail and Timber Trail SR 44 and Port Royal Road Harris Trail and Port Royal Road SR 44 and Fort McAllister Road SR 44 and Belfast River Road / Capt. M Freeman Belfast River and Durham Marsh Trail / Harris Trail SR 44 and Belfast Keller Road / Oak Level Road Belfast Keller Road and Belfast River Road Historical volumes based on GDOT count station data are shown in Table. The data shown below indicates an increase in traffic on the two State roads and traffic along the local roads basically remaining flat. Based on the GDOT data and the peak hour counts taken, an approximate current daily volume is estimated at key locations along the area corridors. These current daily volumes are shown in Figure 2. Table GDOT Count Station Data THOMAS & HUTTON PAGE 2

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 Count station # Street 2 ADT 2 ADT 22 ADT 23 ADT 24 ADT 29 3 US 7 22,8 23,46 23,42 23,267 23,9 29 74 SR 44 3,67 3,44 3,66 3,57 6,8 29 82 Harris Trail 3,8 3,2 3, 3, 29 223 Belfast Keller 2,44 2,38 2,34 2,33 2,33 Traffic operations at intersections are typically evaluated in terms of Level of Service or LOS. The LOS is a measurement of delay incurred at an intersection or for a particular movement. LOS is defined by the Transportation Research Board s Highway Capacity Manual (HCM) from which LOS A represents free flow conditions with minimal delays; LOS F represents congested conditions. Table 2 shows the HCM criteria for both signalized and unsignalized intersections. Table 2. Level of Service Definitions LEVEL OF SERVICE Control Delay per Vehicle (seconds) Unsignalized Intersection Signalized Intersection A < < B > and < 5 > and < 2 C >5 and < 25 >2 and < 35 D >25 and < 35 >35 and < 55 E >35 and < 5 >55 and < 8 F >5 >8 THOMAS & HUTTON PAGE 3

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RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 Capacity analyses were completed based on the recent peak hour counts; results are shown in Table 3. The following intersections currently have one or more legs during the morning or afternoon peaks that are failing (LOS E or F): US 7/Belfast Keller, Harris Trail/Timber Trail, SR 44/Port Royal, and SR 44/Fort McAllister. More detailed analysis of these intersections should be completed to determine potential improvements in the short term (prior to construction of SR 44). Table 3. Current Levels of Service US 7 and SR 44 Intersection US 7 and Harris Trail/Shop Cntr US 7 and Belfast Keller Road SR 44 and Timber Trail Harris Trail and Timber Trail SR 44 and Port Royal Harris Trail and Port Royal SR 44 and Fort McAllister Control Signal 25/6 AM Peak Hour DELAY LOS (sec) 25/6 PM Peak Hour DELAY LOS (sec) NB (US 7) F 8 D 36 SB (US 7) D 39 D 4 SE B (SR 44) D 47 D 37 NW B (SR 44) D 39 C 29 Overall intersection E 55 D 35 Signal NB (Harris) C 34 D 35 SB (Shop Cntr) B 7 C 3 NE B (US 7) C 34 C 22 SW B (US 7) D 35 C 22 Overall intersection C 33 C 24 Stop NW B (Belfast Keller) F 98 D 32 Signal SE B (SR 44) B 3 B 4 NW B (SR 44) B A 5 NE (Harris) C 24 C 22 Overall intersection B 3 B 2 Stop S WB (Timber) E 45 D 3 Stop NE B (Port Royal) F 83 F 22 Stop WB (Port Royal) C 2 B Stop WB (Fort McAllister) D 25 E 44 SR 44 and Belfast River roundab out EB (Belfast River) A 5 C 22 WB (Capt. Freeman) C 7 A 6 NB (SR 44) C 2 B 2 SB (SR 44) A 6 E 37 Belfast River and Harris/Dunham M Stop SE B (Harris) B 3 C 5 NW B (Dunham Marsh) D 28 C 6 SR 44 and Belfast River/Oak Level Stop EB (Belfast Keller) C 9 C 5 WB (Oak Level) B B THOMAS & HUTTON PAGE 6

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 Belfast River and Belfast Keller Stop EB (Belfast Keller) B B WB (Belfast Keller) A 9 A 7 NB (Belfast River) A 9 A 8 SB (Belfast River) A 9 A 9 3. PLANNED IMPROVEMENTS Numerous roadway projects have been evaluated or proposed in previous studies, some are currently scheduled for construction. As mentioned, a new interchange on I 95 is scheduled to be constructed at Belfast Keller Road. The project is currently in the design stages and will be built within the next 5 years. SR 44 is planned to be widened to a four lane divided facility from just south of Timber Trail to Belfast Keller Road. This project has been designed, right of way acquisition is ongoing and it is scheduled for let sometime next year. Prior to the improvements proposed as a part of these two projects there should be an assessment of the roadways that will be utilized as alternate routes by the traveling public to determine what, if any, upgrades will be needed to accommodate the increased traffic. These improvements may range from signage or marking improvements to widening of lanes to the addition of shoulders along the more heavily traveled routes. These assessments need to be completed quickly so the improvements can be made and the roadways be ready to accept the increase in traffic when construction begins. The most recent Bryan County Transportation Plan evaluated widening US 7 from 4 to 6 lanes from the Liberty County line to the I 95 interchange. Also evaluated was the widening of Harris Trail Road from 2 to 4 lanes from Timber Trail to Belfast Keller Road and the widening of Belfast Keller Road from US 7 to Belfast River Road. There is no planned timetable for construction of these projects. A full list of the projects included in the current plan is attached in the appendix. The Draft Bryan County Bicycle and Pedestrian Plan evaluated and suggested bike lanes, shoulder widening, and shared use pathways along many of the main corridors in the region. A map of the recommendations, taken from the draft report, is attached in the appendix. There is no planned timetable for these bike/pedestrian improvements. As developments are proposed all modes or transportation should be considered and included where practical. 4. ACCESS MANAGEMENT For each roadway and corridor, it will be important to implement an access management strategy that supports both development and mobility while maintaining the integrity of the transportation system. This section will outline some basic guidelines with regard to access management. The City should consider implementation of an access management plan or guidelines for local roads to help maintain acceptable levels of service and enhance safety along these routes. Access management is the systematic control of the location, spacing, design, and operation of driveways, median openings, interchanges, and street connections to a THOMAS & HUTTON PAGE 7

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 roadway. It also involves roadway design applications, such as median treatments and auxiliary lanes, and the appropriate spacing of traffic signals. The purpose of access management is to provide vehicular access to land development in a manner that preserves the safety and efficiency of the transportation system. Guidance from the GDOT Driveway and Encroachment Manual and the Transportation Research Board publication Access Management Manual is described below. Signal spacing Closely spaced or irregularly spaced traffic signals on arterial roadway result in frequent stops, unnecessary delay, increased fuel consumption, and high crash rates. Alternatively, long and uniform signal spacing allows timing plans that can efficiently accommodate varying traffic conditions during peak and off peak periods. According to the Access Management Manual, the ideal spacing of signalized intersections along a major arterial corridor is approximately ½ mile. This separation provides a progression speed ranging from 3 to 4 mph. This spacing may not be achievable in all circumstances due to constraints such as topography, environmental issues/wetlands, etc. While this spacing should be provided if feasible, shorter separation distances of ¼ mile can also provide progression speeds in the 3 mph range. The GDOT Driveway manual notes that a minimum signal spacing of ¼ mile is required in rural environments and feet in urban settings. Median and access spacing The spacing of driveway access points and median openings is typically determined based on the functional classification of the main roadway and the speed limits. The GDOT Driveway Manual notes that the preferred spacing for median crossovers in rural environments is ½ mile with a minimum spacing of ¼ mile. In urban settings, the preferred spacing is 2, feet and the minimum spacing is feet. Minimum driveway spacing requirements vary depending on the speed limit. GDOT requirements range from 25 feet for 3 mph roadways to 35 feet for 55 mph roadways. Auxiliary Turn Lanes Auxiliary turn lanes are installed on approaches to an intersection to provide for deceleration and storage of vehicles waiting to turn right or left. The GDOT Driveway Manual states that such lanes are always beneficial and are typically required in conjunction with commercial driveway permit applications. 5. AREA DEVELOPMENT There is tremendous growth potential in the southern part of Bryan County. Local planners anticipate that much of this potential growth will be realized in the near future. This growth will affect all residents of the County. The new interchange at I 95 and Belfast Keller Road is anticipated to spur immediate development and change travel patterns in the region. In addition to numerous small developments, several large tracts of land are anticipated to be developed. THOMAS & HUTTON PAGE 8

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 The Belfast Commerce Centre PD II comprises roughly 2, acres near the proposed new I 95 / Belfast Keller Road interchange. This areas is anticipated to one day include up to roughly 9 million square feet of commercial / industrial space and, residences. An additional,7 residences are anticipated on the Belfast Siding property east of I 95. A large residential development, Waterways, is planned east of SR 44 and would access near the intersection SR 44 and Belfast Keller Road. Waterways is anticipated to eventually include up to 3, residences, with supporting commercial spaces. Connectivity between developments via internal roadways should be encouraged by the governing entity to provide alternative routes for shorter trips which would normally utilize the main roadways. For this evaluation, development potential will split into three areas: Area A: Between US 7 and I 95 Within the Belfast Commerce Centre development, approximately 9 million square feet of industrial / commercial space is planned within Area A. Development in this area will primarily use US 7 and the new I 95 / Belfast Keller Road interchange. For initial volume estimates, the generated trips are assumed to be distributed with 7% on internal roadways and I 95, 5% to US 7, and 5% to areas east of I 95 via Belfast Keller Road. Area B: Between SR 44 and I 95 Surrounding the interchange, a regional activity center/ commercial space is planned within Area B. The main generator to traffic on the interior roadways in Area B is assumed to be new residences. Roughly, new homes are ultimately envisioned in the region between I 95 and SR 44. Development in this area will disperse among all major area roadways, Belfast Keller Road and the new I 95 interchange, Harris Trail Road, and SR 44. Numerous internal connector roadways will likely be needed as developments progress. For initial volume estimates, the generated trips are assumed to be distributed with 5% on internal roadways, 3% to Belfast Keller Road and I 95/US 7, and 2% to SR 44. Area C: East of SR 44 Within the Waterways development, approximately 3, residential units are planned. Development in this area will primarily use Belfast Keller Road and the new I 95 interchange, and SR 44. For initial volume estimates, the generated trips are assumed to be distributed with 3% on internal roadways, 4% to Belfast Keller Road and I 95/US 7, and 3% to SR 44. THOMAS & HUTTON PAGE 9

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 23 Development Assumptions With the new interchange in place, development is anticipated to occur at a relatively rapid pace within Area A. By 23, it is assumed that roughly 5% to 6% of the planned industrial development will have been built. Based on Institute of Transportation Engineers Trip Generation estimates, million square feet of industrial / commercial space could generate up to 5, daily trips. The overall residential growth within Areas B and C is assumed to expand at a rate of roughly 3 to 35 units per year. Approximately 75% of these residences are assumed to be within areas west of SR 44 (Area B); 25% are assumed to be located east of SR 44 (Area C). With these assumptions, there would be roughly 3,75 new residences in Area B and 25 new residences in Area C by 23. These new residences could be expected to generate roughly 25, daily trips in Area B and, new trips in Area C. Development assumptions and the associated trips generated from 26 to 23 are shown in Figure 3. 24 Development Assumptions By 24, it is assumed that 8% of the planned development in Area A will have been built, consisting of approximately 5 million square feet of industrial/commercial space. If residential development in Areas B and C were to continue at the same pace as described above, there could be a total of 6,4 new residences in Area B and 2, new residences in Area C. This level of development could generate up to 75, daily trips in Area A, 38, daily trips in Area B and 5, daily trips in Area C. Development assumptions and the associated trips generated from 26 to 24 are shown in Figure 4. THOMAS & HUTTON PAGE

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RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 6. FUTURE CORRIDOR VOLUMES Based on the development assumptions outlined above, a range of daily volumes is projected along each of the major corridors. Actual volumes will depend heavily on the pace of development, the specific types of land uses, internal capture, traffic distribution, and numerous other factors. The volume estimates for 23 and 24, shown in Figures 5 and 6, are used as a general outline to determine a cross sections for each roadway. US 7 US 7 through much of Bryan County is currently a four lane divided section. Current volumes are roughly 24, vehicles per day near the Belfast Keller Road intersection. Future volumes will depend heavily on the traffic pattern shifts caused by the new interchange, and the development within Area A. The new interchange at Belfast Keller Road and I 95 may divert some of the existing traffic off of US 7. Any diversions, however, would likely be off set by development within Area A. Volumes on US 7 and Belfast Keller Road will balance depending on the efficiency of the roadways and interchanges (delays at Exit 87 vs delays at the new interchange). Widening of Belfast Keller Road to four lanes from US 7 to I 95 could delay the need for widening the portion of US 7 to six lanes. Ultimately, there may be a need to widen US 7 to 6 lanes as Area A becomes fully developed. Access control along US 7 should be strictly monitored. Developments should provide internal connections in order to minimize driveway accesses. Signals and median breaks should be limited as much as reasonably possible. These steps could help extend the acceptable level of service for the corridor for a few additional years before widening would be needed. SR 44 SR 44 is planned to be widened to a four lane divided section from Timber Trail to Belfast River Road. Though delays will grow with the increased volumes, the widened section should be adequate through 24 assuming other roadway options are provided (an improved Harris Trail Road, improved Belfast Keller Road, and new I 95 interchange). Also access controls mentioned above could assist in allowing an adequate level of service to be maintained as traffic continues to grow. By 23, volumes on SR 44 south of Belfast River Road may approach levels where widening should be considered. By 24, anticipated volumes indicate that an extension of the SR 44 widening would be needed south to Belfast Keller Road. Timing will depend primarily on the pace of development within the Waterways development and the rest of the Area C development. There is also potential that this widening may not be needed if Belfast Keller Road is widened to four lanes between I 95 and the Waterways development. Future travel patterns will dictate which section of roadway experiences heavier use as development progresses. THOMAS & HUTTON PAGE 3

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 As a main arterial roadway through the area, access management should be administered with the through traffic progression in mind. Signals should be ½ mile apart if possible; a minimum of ¼ mile between signals should be maintained. With a 45 mph speed limit, driveways should be at least 25 feet apart. Connectivity and parallel routes should be encouraged as a part of proposed developments. Belfast Keller Road Belfast Keller Road is currently a two lane facility. With the new I 95 interchange in place, development along Belfast Keller Road is anticipated to grow quickly and significantly. By 23, volumes on Belfast Keller Road could rise to the level where a four lane divided section is needed between US 7 and Belfast River Road. of ways along these growing areas should be reserved to accommodate the future widening. Typical sections for various roadway types is shown in Figure. As mentioned in the previous section regarding SR 44, depending on travel patterns, widening Belfast Keller Road to four lanes between Belfast River Road and SR 44 may be needed. It is recommended that when widened, a four lane median divided section, rather than a five lane section, be chosen. With a divided median, access control measures near the interchange can be easily implemented. In general, signals should be ½ mile apart If possible; a minimum of ¼ mile between signals should be maintained. Particular consideration should be given to access control in the areas in the vicinity of the interchange. The nearest major intersection on Belfast Keller Road should be located at least away from the interchange ramp intersections (currently planned as roundabouts) as required by GDOT. Harris Trail Road Harris Trail is currently a four lane section from US 7 to Timber Trail. Previous studies have considered extending this four lane section from Timber Trail to Belfast River Road. By 23, this extension will likely be needed if the residential development in Area B proceeds as anticipated. As the area surrounding Harris Trail Road transitions from rural to suburban, the importance of maintaining adequate through movement on Harris Trail Road will become more critical. As with SR 44, signals should be ½ mile apart If possible, with a minimum of ¼ mile between signals. When the roadway is widened, consideration should be given to higher design speeds than are currently provided. Typical sections for various roadway types is shown in Figure New Connector Roads/ Belfast River Road New connector roads should also be planned as part of the growing roadway network within proposed developments. As residential areas develop within Area B, additional THOMAS & HUTTON PAGE 4

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 east west connections should be considered to supplement Belfast River Road. At least one of these new east west connections should be planned as a managed access multi lane facility. New connectors should be planned as public thoroughfares with the goal of dispersing area traffic and providing for through movements rather than simply subdivision access. Typical sections for various roadway types is shown in Figure. THOMAS & HUTTON PAGE 5

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RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 7. STUDY INTERSECTIONS As the area develops, intersection improvements will be needed at numerous locations, regardless of overall corridor widenings. In each case, appropriate studies to determine turn lane additions, signal warrants, or roundabout feasibility will be needed. The following summary considers the current conditions and the potential for future development. Several intersections discussed in section 2 would benefit from more detailed analysis and likely some immediate improvements. Recommendations for other short term improvements (5 7 years) are shown in Figure 7, mid term improvements in Figure 8, and long term improvements in Figure 9. Along the SR 44 corridor, there are several signalized intersections near the I 95 interchange, at US 7, and at Timber Trail. GDOT is currently evaluating improvements to the I 95 interchange ramp termini. At the intersection of US 7, operations will continue to deteriorate as development progresses. A major upgrade may be needed in the future, the extent of which would need to be studied in detail. Additional improvements may be needed in the future at Port Royal Road, SR 44 SPUR, and Belfast Keller Road. The need for signals at Port Royal and SR 44 SPUR may be delayed with the widening of SR 44. The timing or need for signalization or roundabout installation at Belfast Keller Road will depend primarily on the development of the Waterways tract. The existing roundabout at Belfast River Road may also need to be expanded to a multi lane configuration as development continues. Along the US 7 corridor, a relatively immediate need will be a new signal or roundabout at the Belfast Keller Road intersection. This intersection operates with relatively long delays in the current peak hours. These delays will grow as the industrial areas in Area A are developed. GDOT is evaluating the existing interchange ramp termini with US 7, however, any substantial change to the interchange would likely require work on the I 95 bridge structure. As stated above the SR 44 intersection will likely need some type of major upgrade in the future. Along the Harris Trail Road corridor, new roundabouts or signals will likely be needed at Timber Trail, Port Royal Trail, and the Belfast River Road intersections. Additional intersection improvements may be needed at any new connector roadways installed through Area B. The timing of these will follow development patterns, with the northern most intersections requiring attention first. Along the Belfast Keller Road corridor, new roundabouts are planned at the I 95 interchange. As stated above a new signal or roundabout should be considered at the US 7 intersections as development continues and the new interchange opens for traffic. Additional roundabouts or signals will be needed as development progresses along the corridor. The interior roadways within Areas A and B should be carefully planned to provide adequate and uniform spacing of major intersections along Belfast Keller Road. Another relatively immediate improvement that should be considered would be to replace the all way stop at Belfast Keller Road and Belfast River Road with a single lane roundabout. When the new interchange opens and volumes on Belfast Keller Road increase, the current all way stop configuration will likely function poorly. THOMAS & HUTTON PAGE 8

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RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 8. SUMMARY Southern Bryan County, and by proximity the City of Richmond Hill, is anticipated to grow significantly in the near future. In an effort to grow smartly and help maintain the quality of life for those that work and live in the City and Southern Bryan County, a study has been commissioned to evaluate the existing roadway network. The study is based on current traffic data and will utilize potential development information to forecast what and where improvements may be needed as this growth occurs. This report is intended to be used as a planning tool for local officials in the coming years. Figure shows the study area and major roadway networks included in the review. Existing AM and PM peak hour counts were collected at twelve intersections within the study area. The intersections counted can be seen in Figure 2. Average daily traffic volumes for the major corridors were collected from existing GDOT count stations for the past 5 years. There are several existing intersections that currently have, or will have, excessive delays on one or more legs. These intersections need more detailed analysis to determine the appropriate improvements needed to help mitigate these delays. Table 3 shows the current levels of service at the study intersections. The pending improvements on SR 44 as well as the construction of the new interchange at I 95 and Belfast Keller Road will likely have a positive impact on some of the heaviest traveled corridors. The new projects will provide additional roadway capacity and divert traffic away from some of the currently congested areas, however, during the construction of these two projects there will likely be increased traffic on local roads. These local roads, such as, Harris Trail and its connectors to SR 44 will need to be evaluated and if required, improved prior to construction beginning to accommodate this likely increase in traffic. These potential improvements could be as simple as improved signage or the need may be more substantial like additional pavement width or paved shoulders. Other major improvements to the various studied corridors or intersections should be delayed until after these projects have been completed so their affect can be measured and the appropriate improvements made. Access Management is an important aspect of protecting the level of service for a roadway. As development planning occurs the City should implement an access management plan based on the guidelines shown in section 4 of this report. For major corridors it may be advisable to adopt a specific plan for that corridor based on input from nearby or adjacent property owners and the traveling public. Connectivity between various developments should be encouraged in order to provide options for the traveling public and allow for reduced travel on major corridors. As an efficient transportation network is good for all in the community, the governing municipality should coordinate with property owners and developers to set aside right of way that may be required for future roadway improvements, or future new connector roads. The development patterns for the area will ultimately dictate the improvements that will be required. The development assumptions used in this study are described in section 5. The improvements outlined below assume the SR 44 widening project and the new interchange at I 95/Belfast Keller Road will be completed. Some sample typical roadway sections are shown in Figure. Potential improvement needs are categorized into three sections: likely needed within the next 5 7 years, by 23 and by 24. THOMAS & HUTTON PAGE 22

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 The following improvements may be needed within the next 5 7 years, depending on development patterns: Install a signal at US 7 / Belfast Keller Road intersection Install a roundabout or signal at the Belfast River Road / Belfast Keller Road intersection Install a roundabout or signal at the Harris Trail / Timber Trail intersection By 23, depending on development patterns, the following may be needed: Widen Harris Trail to a four lane facility from Timber Trail to Belfast River Road Reserve of way and/or construct a new two lane roadway between Belfast Keller Road and SR 44; install a roundabout or signal at intersections with Belfast Keller Road, Harris Trail Road, and SR 44 Install a roundabout or signal at the Harris Trail / Port Royal Road intersection Install a roundabout or signal at the Harris Trail / Belfast River Road intersection Install a roundabout or signal at the SR 44 / Port Royal Road intersection Install a roundabout or signal at the SR 44 / Spur 44 intersection Expand the roundabout at the SR 44/ Belfast Keller Road Install a roundabout or signal at the SR 44 / Belfast Keller Road/ Oak Level Road intersection By 24, depending on development patterns, the following may be needed: Widen US 7 to a six lane facility through Bryan County Widen Belfast Keller Road to a four lane facility from US 7 to SR 44 Widen SR 44 from Belfast River Road to Belfast Keller Road/ Oak Level Road Funding for the above projects could come from a combination of sources including but not limited to general funds, SPLOST, LOST, T SPLOST, special tax districts, cost recovery agreements, State transportation funds (from the new state transportation tax), projects identified as a part of the MPO process, LMIG funds, GDOT Safety funds, Federal funds (this would likely be for project on interstates or significant State Routes) and other funding sources such as impact fees. This study is intended for use as a planning tool to provide a baseline for the transportation network in the City of Richmond Hill and Southern Bryan County. As development continues and improvements are made, this study will need to be updated. A logical time for updating this study may be when the SR 44 widening and the new I 95 interchange at Belfast Keller Road are completed. With these improvements in place, the actual traffic patterns that result from these additions may be better assessed. THOMAS & HUTTON PAGE 23

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RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 APPENDIX TRAFFIC COUNTS CAPACITY ANALYSES MPO PROJECT LIST THOMAS & HUTTON PAGE 25

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Ga 44 Northbound Ga 44 Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 2 35 43 29 22 45 44 56 7 32 258 4 69 8 28 787 7:5 2 9 29 268 27 7 46 45 67 68 47 282 6 74 26 6 856 7:3 23 56 29 38 23 87 36 46 79 58 75 32 7 6 2 5 97 7:45 29 42 6 277 32 27 6 67 24 69 26 88 6 59 856 Total 84 552 57 43 4 34 53 562 269 62 223 2 26 264 75 599 346 8: 37 53 4 33 37 65 25 27 8 83 67 33 7 7 3 72 959 8:5 24 57 45 326 37 97 35 69 64 3 2 25 56 73 23 52 862 8:3 2 94 2 27 25 69 27 2 66 9 29 24 44 75 2 4 692 8:45 7 46 3 276 24 99 28 5 62 2 46 22 84 64 8 66 83 Total 99 55 5 49 23 33 5 568 272 544 63 979 254 283 93 63 3326 *** BREAK *** 6: 33 7 75 225 3 43 79 254 75 85 34 94 5 36 2 262 935 6:5 3 46 8 257 29 52 6 242 63 92 49 25 46 57 39 342 46 6:3 32 25 7 228 39 68 67 274 69 98 43 2 28 56 2 35 7 6:45 4 82 72 95 29 28 8 237 74 82 42 98 4 73 25 339 969 Total 36 47 299 95 28 59 286 2 7 28 357 68 87 52 622 6 248 3967 7: 46 2 89 255 6 8 74 27 83 95 37 25 58 47 25 33 7 7:5 44 28 82 254 25 44 42 2 6 3 5 23 62 93 28 383 6 7:3 3 5 94 229 25 85 6 27 8 89 43 23 95 67 29 39 4 7:45 37 33 8 25 26 98 54 278 68 87 54 29 55 66 29 35 87 Total 57 486 345 988 92 78 23 3 292 374 84 85 67 673 454 4323 Grand Total 476 258 65 485 447 933 785 3 368 4 895 738 3748 74 842 385 393 532 Apprch %.4 49.2 39.5 4. 6 24.8. 29.7 5.6 9.7 43.3 46.9 9.8 Total % 3.2 3.7 27.8 3 2.9 5.2 2. 7.4 2.6 4.9 24.9.3 2.3 2.6 26.2 Cars 469 235 64 444 44 98 772 3 323 3 876 723 373 687 89 365 387 484 % Cars 98.5 98.9 99.3 99 98.4 98.7 98.3 98.6 99 99 98 98.8 99 98.8 94.8 98.5 98.7 Trucks & Buses 3 5 9 27 6 4 3 5 7 23 5 2 8 54 35 % Trucks & Buses.6.7.5.6.3.7.4.4.9..6.9. 4.7.4.9 School Buses 4 8 2 4 2 4 6 2 4 22 2 2 2 6 56 % School Buses.8.4..3.2.6.3.4.5..9.6...5.2.4

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 2 Ga 44 353 323 6626 38 3 69 6 4 3 3557 368 6725 772 2 785 98 4 933 44 3 6 447 3 US-7 36 373 6763 35 23 58 8 22 3 33 3748 685 3 5 876 7 723 6 4 2 895 4 738 North /28/25 7: /28/25 7:45 Cars Trucks & Buses School Buses 365 89 687 8 2 5 2 2 2 385 842 74 3956 387 7827 32 54 86 5 6 3993 393 7924 US-7 469 3 4 476 235 5 8 258 64 9 2 65 438 444 8462 3 27 57 27 4 4 4375 485 856 Ga 44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 3 Ga 44 Northbound Ga 44 Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7:3 7:3 23 56 29 38 23 87 36 46 79 58 75 32 7 6 2 5 97 7:45 29 42 6 277 32 27 6 67 24 69 26 88 6 59 856 8: 37 53 4 33 37 65 25 27 8 83 67 33 7 7 3 72 959 8:5 24 57 45 326 37 97 35 69 64 3 2 25 56 73 23 52 862 Total Volume 3 68 52 24 29 35 23 62 29 595 232 7 284 265 85 634 3594 % App. Total 9. 49 4.9 2.4 58. 2.4 26 53.3 2.8 44.8 4.8 3.4 PHF.764.968.897..94.872.866.854..89.96.83.773..846.87.98.685..922.937 Cars 8 6 57 226 26 342 2 588 287 594 228 9 279 258 73 6 3533 % Cars 95.6 98.8 99.4 98.8 97.7 97.7 97.6 97.7 99. 99.8 98.3 99.3 98.2 97.4 85.9 96.2 98.3 Trucks & Buses % Trucks & Buses.8.3.4.5.6.4.8.3.7.2.3.8 2.3 4. 3.6. School Buses 3 5 9 3 2 6 4 5 2 % School Buses 2.7.8.2.7.8.9.6..3.7.4.4.2.6 Ga 44 96 588 549 6 8 24 6 6 2 983 62 585 2 2 23 342 5 3 35 26 2 29 Peak Hour Data US-7 486 9 595 9 3 2 6 5 5 7 68 287 594 228 2 29 595 4 232 North Peak Hour Begins at 7:3 Cars Trucks & Buses School Buses 73 2 85 258 6 265 279 5 284 237 6 847 5 23 28 2 3 244 634 878 US-7 8 2 3 3 6 2 5 68 57 2 52 849 226 275 6 6 7 9 6 866 24 27 Ga 44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 4 Ga 44 Northbound Ga 44 Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 46 2 89 255 6 8 74 27 83 95 37 25 58 47 25 33 7 7:5 44 28 82 254 25 44 42 2 6 3 5 23 62 93 28 383 6 7:3 3 5 94 229 25 85 6 27 8 89 43 23 95 67 29 39 4 7:45 37 33 8 25 26 98 54 278 68 87 54 29 55 66 29 35 87 Total Volume 57 486 345 988 92 78 23 3 292 374 84 85 67 673 454 4323 % App. Total 5.9 49.2 34.9 8.9 68.7 22.4 34.4 44 2.6 46. 46.3 7.6 PHF.853.94.98..969.885.894.78..927.88.98.852..988.859.872.957..93.979 Cars 56 48 344 98 92 76 23 28 292 374 84 85 667 668 9 444 433 % Cars 99.4 99. 99.7 99.3 99.7 99.6 99.7 99.6 99.3 98.2 99.3 99.5 Trucks & Buses % Trucks & Buses.6.8.3.6.3.4.3.4.7.8.7.4 School Buses % School Buses.2.. Ga 44 882 28 9 6 3 9 889 3 92 23 23 76 2 78 92 92 Peak Hour Data US-7 54 85 94 7 7 6 85 9 292 374 84 292 374 84 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 9 2 668 5 673 667 3 67 8 444 2254 8 454 2265 US-7 56 57 48 4 486 344 345 557 98 2538 5 6 562 988 255 Ga 44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 5

feet meters 2 9

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734-7 Site Code : 57347 Start Date : /27/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Harris Trail Rd Northbound Food Lion Entrance Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 6 8 24 2 2 4 3 6 42 6 6 87 4 52 53 7:5 22 57 28 3 2 3 8 7 53 7 66 74 6 46 64 7:3 37 73 3 5 4 2 2 5 22 37 65 57 7 3 3 68 7:45 2 8 23 7 3 2 2 4 8 3 42 29 77 4 495 Total 476 3 556 36 7 6 2 36 2 463 62 638 23 38 7 538 2248 8: 82 5 87 2 4 7 5 28 45 45 73 8 457 8:5 65 3 82 5 2 3 6 7 87 2 5 23 7 5 98 369 8:3 7 6 63 39 2 9 5 2 5 22 25 72 6 3 375 8:45 52 77 3 3 4 5 2 6 4 2 4 22 69 4 95 378 Total 269 327 66 4 2 36 23 44 85 523 5 284 5 44 579 *** BREAK *** 6: 42 9 66 7 2 6 9 82 4 32 75 44 5 234 52 6:5 37 5 8 23 8 3 5 2 38 95 63 68 64 29 7 2 539 6:3 36 3 6 9 7 3 3 7 96 65 78 73 37 3 24 558 6:45 35 6 7 2 4 24 2 58 2 88 6 69 8 56 28 266 64 Total 5 43 277 47 3 56 56 3 46 57 36 229 647 293 566 9 95 223 7: 5 57 8 3 23 8 54 8 7 89 24 77 6 8 2 258 644 7:5 47 4 9 52 9 4 5 38 6 95 87 98 8 47 2 267 655 7:3 43 5 77 35 2 22 6 5 8 8 99 235 6 53 8 277 697 7:45 35 73 2 2 25 48 5 88 6 29 8 22 24 68 Total 76 5 297 2 525 46 84 59 9 67 48 38 856 39 579 7 3 43 264 Grand Total 7 6 457 3 2637 98 6 42 7 48 59 646 857 2 2664 2 737 92 4 2945 8654 Apprch % 4.6 4 55.3. 24 39.5 34.8.7 6 6.8 32.2. 34.4 59 6.5. Total % 2.4.2 6.8 3.5..9.6. 4.7.8 9 9.9 3.8.7 2. 2.2 34 Cars 6 4 44 3 268 96 6 4 7 45 7 625 849 2 2593 3 76 92 4 295 85 % Cars 99. 98. 98.8 98.9 98 99.3 99.3 73.6 98.7 99. 97.3 99. 98.2 98.6 98.3 Trucks & Buses 3 4 8 2 3 4 2 4 2 4 24 28 59 % Trucks & Buses.3.9.3.3 2.7.7 2.5.7.5.8.4.4.7 School Buses 7 3 2 38 9 4 5 5 7 2 84 % School Buses.7.9.9.8 23.9.5.5.9.5.4.4

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734-7 Site Code : 57347 Start Date : /27/25 Page No : 2 Food Lion Entrance 43 45 88 5 3 8 39 39 457 48 865 4 42 6 6 96 7 2 98 7 US-7 298 2593 55 28 2 48 4 5 65 295 2664 564 7 4 38 625 2 849 4 59 9 646 4 857 2 2 North /27/25 7: /27/25 7:45 Cars Trucks & Buses School Buses 92 76 3 24 4 7 5 92 737 2 4 4 36 295 666 8 28 46 22 2 34 32 2945 646 US-7 6 3 7 7 4 6 44 4 3 457 3 3 23 268 462 8 8 6 9 2 3 23 2637 4667 Harris Trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734-7 Site Code : 57347 Start Date : /27/25 Page No : 3 Harris Trail Rd Northbound Food Lion Entrance Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 6 8 24 2 2 4 3 6 42 6 6 87 4 52 53 7:5 22 57 28 3 2 3 8 7 53 7 66 74 6 46 64 7:3 37 73 3 5 4 2 2 5 22 37 65 57 7 3 3 68 7:45 2 8 23 7 3 2 2 4 8 3 42 29 77 4 495 Total Volume 476 3 556 36 7 6 2 36 2 463 62 638 23 38 7 538 2248 % App. Total 45.9.3 53.7. 47.2 3.6 6.7 5.6.9 72.6 25.4.2 39.6 57.2 3.2 PHF.869.375.83.25.833.67.688.5.25.75.6.949.764.25.938.87.885.78..885.99 Cars 47 3 547 2 7 6 2 36 9 453 6 623 26 297 7 52 22 % Cars 98.7 98.4 98.6 75. 97.8 98.8 97.6 96.7 96.4 96.7 97.9 Trucks & Buses % Trucks & Buses.6.2.4.3.6..9.9.9.9 School Buses 3 8 3 4 8 3 5 8 27 % School Buses.6.4. 25..9.6.3.4.6.5.2 Food Lion Entrance 29 36 65 3 3 32 36 68 6 6 7 2 7 2 Peak Hour Data US-7 773 623 396 9 7 6 8 8 6 79 638 428 453 6 6 3 2 9 4 463 62 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 7 7 297 6 5 38 26 4 3 23 7 52 537 7 7 2 8 2 36 538 574 US-7 47 3 3 476 3 3 547 8 556 377 2 398 5 4 9 4 5 386 36 422 Harris Trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734-7 Site Code : 57347 Start Date : /27/25 Page No : 4 Harris Trail Rd Northbound Food Lion Entrance Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 5 57 8 3 23 8 54 8 7 89 24 77 6 8 2 258 644 7:5 47 4 9 52 9 4 5 38 6 95 87 98 8 47 2 267 655 7:3 43 5 77 35 2 22 6 5 8 8 99 235 6 53 8 277 697 7:45 35 73 2 2 25 48 5 88 6 29 8 22 24 68 Total Volume 76 5 297 2 525 46 84 59 9 67 48 38 856 39 579 7 3 43 264 % App. Total 33.5 9.5 56.6.4 24.2 44.2 3..5 7.8 47.7 44.5 37.5 55.5 6.7.3 PHF.863.833.825.5.863.885.84.89.25.88.93.864.899..9.95.899.795.375.94.938 Cars 76 49 297 2 524 45 84 59 89 53 45 38 838 39 575 7 3 39 259 % Cars 98. 99.8 97.8 99.5 79. 99.3 99.7 97.9 99.3 99.6 99. Trucks & Buses % Trucks & Buses 2.2.5 3..7.6.7.4.4 School Buses 2 3 4 % School Buses 2..2 7.9.3.5.5 Food Lion Entrance 72 89 36 2 3 3 3 87 9 377 59 59 84 84 45 46 Peak Hour Data US-7 8 838 648 4 5 9 3 3 84 856 67 53 45 38 2 3 2 67 48 38 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 7 7 575 4 579 39 39 3 3 747 39 786 4 4 8 75 43 794 US-7 76 76 49 5 297 297 2 2 855 524 379 2 856 525 38 Harris Trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422/442 Counted By: LME/BE Weather: Mild Other: T&H File Name : 5734-7 Site Code : 57347 Start Date : /27/25 Page No : 5

feet meters 3 9

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Belfast Keller Rd US-7 US-7 Northbound Southbound Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 63 2 84 2 4 25 68 79 478 7:5 42 9 5 89 8 97 68 78 426 7:3 38 7 55 53 5 68 6 2 27 44 7:45 3 42 72 2 84 2 78 98 424 Total 74 58 232 75 49 764 57 75 772 768 8: 22 7 29 33 6 49 5 39 54 332 8:5 28 9 37 65 7 82 4 52 66 385 8:3 25 3 38 92 7 99 39 49 386 8:45 8 4 32 69 2 8 8 32 4 353 Total 93 43 36 659 52 7 47 562 69 456 *** BREAK *** 6: 2 23 69 7 86 6 239 255 464 6:5 8 5 3 73 32 25 23 224 247 465 6:3 7 7 4 79 3 2 22 252 274 498 6:45 5 6 2 75 38 23 2 244 264 498 Total 32 39 7 696 8 84 8 959 4 925 7: 6 6 22 54 64 28 2 288 39 549 7:5 4 24 48 4 89 2 286 37 52 7:3 6 4 3 39 45 84 25 289 34 528 7:45 4 8 2 32 45 77 3 279 3 499 Total 4 48 88 573 95 768 98 42 24 296 Grand Total 339 88 527 2643 44 357 283 3378 366 7245 Apprch % 64.3 35.7 86.5 3.5 7.7 92.3 Total % 4.7 2.6 7.3 36.5 5.7 42.2 3.9 46.6 5.5 Cars 335 83 58 259 49 2928 269 32 3479 6925 % Cars 98.8 97.3 98.3 95.3 98.8 95.8 95. 95 95 95.6 Trucks & Buses 5 5 3 4 59 7 289 % Trucks & Buses 2.7.9 4.3.2 3.7 3.9 4.7 4.6 4 School Buses 4 4 4 5 3 9 2 3 % School Buses.2.8.4.5..3.3.4

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 2 US-7 3545 2928 6473 59 4 273 3 5 28 377 357 6774 259 3 2643 49 4 44 North /29/25 7: /29/25 7:45 Cars Trucks & Buses School Buses 32 59 9 3378 269 3 283 272 3479 68 8 7 288 2 23 283 366 6492 US-7 335 4 339 83 5 88 678 58 96 2 5 7 7 4 697 527 224 Belfast Keller Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 3 Belfast Keller Rd Northbound Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 63 2 84 2 4 25 68 79 478 7:5 42 9 5 89 8 97 68 78 426 7:3 38 7 55 53 5 68 6 2 27 44 7:45 3 42 72 2 84 2 78 98 424 Total Volume 74 58 232 75 49 764 57 75 772 768 % App. Total 75 25 93.6 6.4 7.4 92.6 PHF.69..69..69.......889.87..888.73.889...889.925 Cars 74 56 23 68 49 73 53 667 72 68 % Cars 96.6 99. 95.2 95.5 93. 93.3 93.3 95. Trucks & Buses % Trucks & Buses 3.4.9 4.2 3.9 5.3 6.3 6.2 4.5 School Buses 4 4 3 4 8 % School Buses.6.5.8.4.5.5 Peak Hour Data US-7 84 73 57 45 3 75 3 4 7 889 764 653 68 3 49 4 75 49 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 667 45 3 75 53 3 57 737 72 457 32 48 8 4 4 8 773 772 545 US-7 74 74 56 2 58 2 23 332 3 2 5 6 232 338 Belfast Keller Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 4 Belfast Keller Rd Northbound Southbound US-7 Eastbound US-7 Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 6 6 22 54 64 28 2 288 39 549 7:5 4 24 48 4 89 2 286 37 52 7:3 6 4 3 39 45 84 25 289 34 528 7:45 4 8 2 32 45 77 3 279 3 499 Total Volume 4 48 88 573 95 768 98 42 24 296 % App. Total 45.5 54.5 74.6 25.4 7.9 92. PHF.625..75..733.......93.762..88.79.988...987.954 Cars 4 47 87 559 95 754 98 5 % Cars 97.9 98.9 97.6 98.2 96.8 97. 97.5 Trucks & Buses 4 4 37 37 52 % Trucks & Buses 2.. 2.4.8 3.2 3. 2.5 School Buses % School Buses Peak Hour Data US-7 45 754 899 37 4 5 82 768 95 559 4 95 573 95 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 5 37 42 98 98 66 23 89 5 37 52 62 24 86 US-7 4 4 47 48 293 87 38 293 88 38 Belfast Keller Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 5

feet meters 2 8

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses GA-44 Northbound GA-44 Southbound Timber Trail Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 35 269 34 54 2 75 47 3 6 439 7:5 36 244 28 68 9 87 77 5 92 459 7:3 5 264 279 83 27 93 4 7 496 7:45 7 3 328 95 32 27 94 2 4 569 Total 3 88 9 3 99 399 3 62 373 963 8: 95 25 36 37 73 46 9 55 433 8:5 2 96 28 22 23 35 45 376 8:3 6 89 25 72 2 93 5 2 63 36 8:45 7 27 224 93 6 99 44 55 378 Total 55 787 842 42 86 488 76 4 28 548 *** BREAK *** 6: 2 3 43 4 2 44 258 36 9 55 456 6:5 2 3 5 3 22 47 252 47 8 65 467 6:3 2 9 39 2 89 45 236 33 3 46 42 6:45 9 6 35 8 238 34 28 4 3 7 486 Total 7 496 567 7 839 7 26 56 8 237 83 7: 3 28 4 4 256 6 32 38 2 59 52 7:5 22 25 47 4 259 63 326 4 24 65 538 7:3 2 38 58 3 296 62 36 4 32 72 59 7:45 25 26 5 4 262 6 327 4 34 2 77 555 Total 8 57 597 5 73 246 334 6 2 273 224 Grand Total 39 2888 397 32 264 6 3247 83 295 3 7545 Apprch % 9.7 9.3 8.5 8.5 72.9 26.8.3 Total % 4. 38.3 42.4.4 34.6 8 43.6 3.9 4.6 Cars 34 2848 352 32 257 59 392 776 29 3 69 743 % Cars 98.4 98.6 98.6 98.3 98.2 98.3 96.6 98.3 97. 98.3 Trucks & Buses 6 6 34 4 38 6 2 8 62 % Trucks & Buses.6.5.3.7.2.7.7.7.8 School Buses 5 24 29 7 7 2 3 24 7 % School Buses.6.8.9.4.2.5 2.6 2.2.9

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 2 GA-44 3624 392 686 22 38 6 45 7 62 369 3247 6938 59 4 7 6 257 34 264 32 32 Timber Trail 894 69 963 4 8 2 2 24 36 9 2 776 29 6 2 2 83 3 295 3 3 North /29/25 7: /29/25 7:45 Cars Trucks & Buses School Buses 32 32 32 32 34 5 39 2848 6 24 2888 286 352 62 36 6 52 3 29 42 299 397 66 GA-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 3 GA-44 Northbound GA-44 Southbound Timber Trail Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to :45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 35 269 34 54 2 75 47 3 6 439 7:5 36 244 28 68 9 87 77 5 92 459 7:3 5 264 279 83 27 93 4 7 496 7:45 7 3 328 95 32 27 94 2 4 569 Total Volume 3 88 9 3 99 399 3 62 373 963 % App. Total 8.6 9.4 75.2 24.8 83.4 6.6 PHF.75.875...98..789.773..785.827..775..88......862 Cars 99 78 % Cars 96. 99. 98.8 92.7 9.9 92.5 97.4 93.5 96.8 97. Trucks & Buses 4 4 7 3 2 25 % Trucks & Buses.4.3 5.7 3. 5..6.3.3 School Buses 4 6 5 5 8 3 3 % School Buses 3.9.6.8.7 5. 2.5 2.6 4.8 2.9.6 GA-44 38 369 75 4 2 24 4 24 399 399 798 9 3 5 99 278 7 5 3 Peak Hour Data Timber Trail 9 36 55 3 4 9 2 22 373 575 33 58 8 3 3 62 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 99 4 3 78 4 6 88 336 77 53 8 4 22 8 8 362 9 553 GA-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 4 GA-44 Northbound GA-44 Southbound Timber Trail Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2: to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 3 28 4 4 256 6 32 38 2 59 52 7:5 22 25 47 4 259 63 326 4 24 65 538 7:3 2 38 58 3 296 62 36 4 32 72 59 7:45 25 26 5 4 262 6 327 4 34 2 77 555 Total Volume 8 57 597 5 73 246 334 6 2 273 224 % App. Total 3.4 86.6. 8.4 8.4 58.6 4.7.7 PHF.8.937...945.938.96.976..924.976..86.25.886......932 Cars 8 53 593 5 68 % Cars 99.2 99.3 99.5 99.6 99.4 99.6 99.5 Trucks & Buses 3 3 4 4 8 % Trucks & Buses.6.5.4.3.6.4.4 School Buses 2 % School Buses.2.2... GA-44 672 329 2 4 4 8 2 677 334 2 246 246 68 4 73 5 5 Peak Hour Data Timber Trail 326 272 598 326 273 599 59 6 2 2 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 5 5 5 5 8 8 53 3 57 79 593 772 4 3 7 2 84 597 78 GA-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734-2 Site Code : 57342 Start Date : /29/25 Page No : 5

feet meters 5

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-8 Site Code : 57348 Start Date : /22/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Harris Trail Rd Harris Trail Rd Timber Trail Northbound Southbound Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 58 9 67 9 3 49 8 59 68 284 7:5 266 26 292 34 52 86 8 96 4 482 7:3 79 35 24 36 54 9 6 6 67 37 7:45 9 27 46 8 3 49 39 49 244 Total 722 97 89 7 67 274 32 255 288 38 8: 66 6 72 3 37 5 8 23 42 64 8:5 64 24 88 33 43 7 32 39 7 8:3 67 2 88 3 9 22 8 6 24 34 8:45 56 8 74 6 2 27 24 24 25 Total 253 69 322 42 42 33 95 29 593 *** BREAK *** 6: 58 4 72 23 45 68 6 33 39 79 6:5 47 5 62 29 6 89 7 37 44 95 6:3 43 4 57 27 7 98 23 33 88 6:45 45 8 53 35 63 98 24 36 87 Total 93 5 244 4 239 353 34 7 52 749 7: 48 4 62 46 8 27 6 3 46 235 7:5 52 2 72 43 9 33 5 45 6 266 7:3 45 8 63 65 4 69 4 42 57 289 7:45 48 5 63 5 98 49 2 37 49 26 Total 93 67 26 25 373 578 57 54 2 23 5 Grand Total 36 284 645 468 879 347 56 62 5 782 3774 Apprch % 82.7 7.3 34.7 65.3 9.9 79.4.6 Total % 36. 7.5 43.6 2.4 23.3 35.7 4. 6.5. 2.7 Cars 33 268 599 456 863 39 54 67 5 766 3684 % Cars 97.8 94.4 97.2 97.4 98.2 97.9 98.7 97.7 98 97.6 Trucks & Buses 7 7 5 6 4 % Trucks & Buses.5.4.2.6.4.2..4 School Buses 23 6 39 22 2 3 5 76 % School Buses.7 5.6 2.4 2.4.3.6.3 2..9 2

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-8 Site Code : 57348 Start Date : /22/25 Page No : 2 Harris Trail Rd 938 39 3257 8 6 4 36 22 58 982 347 3329 863 5 879 456 468 North /22/25 7: /22/25 7:45 Cars Trucks & Buses School Buses 67 3 62 54 2 56 5 5 724 766 49 2 27 5 42 752 782 534 Timber Trail 33 7 23 36 268 6 284 7 599 266 5 7 2 3 39 52 35 645 268 Harris Trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-8 Site Code : 57348 Start Date : /22/25 Page No : 3 Harris Trail Rd Northbound Harris Trail Rd Southbound Eastbound Timber Trail Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 58 9 67 9 3 49 8 59 68 284 7:5 266 26 292 34 52 86 8 96 4 482 7:3 79 35 24 36 54 9 6 6 67 37 7:45 9 27 46 8 3 49 39 49 244 Total Volume 722 97 89 7 67 274 32 255 288 38 % App. Total 88.2.8 39. 6.9. 88.5.3 PHF..679.693..7.743.773...76......8..664.25.692.76 Cars 7 94 85 6 262 3 247 279 346 % Cars 98.5 96.9 98.3 94.4 96.4 95.6 96.9 96.9 96.9 97.5 Trucks & Buses % Trucks & Buses...6.4. School Buses 3 3 6 5 8 9 33 % School Buses.4 3..6 5.6 3. 4. 3. 3. 3. 2.4 Harris Trail Rd 958 262 22 2 8 29 977 274 25 6 5 67 6 7 Peak Hour Data North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 247 8 255 3 32 95 279 474 9 9 8 24 288 492 Timber Trail 7 722 94 3 97 92 85 997 2 6 3 9 99 89 8 Harris Trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-8 Site Code : 57348 Start Date : /22/25 Page No : 4 Harris Trail Rd Northbound Harris Trail Rd Southbound Eastbound Timber Trail Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 48 4 62 46 8 27 6 3 46 235 7:5 52 2 72 43 9 33 5 45 6 266 7:3 45 8 63 65 4 69 4 42 57 289 7:45 48 5 63 5 98 49 2 37 49 26 Total Volume 93 67 26 25 373 578 57 54 2 23 5 % App. Total 74.2 25.8 35.5 64.5 26.8 72.3.9 PHF..928.838..93.788.897...855......89..856.5.873.99 Cars 9 67 258 25 373 578 57 54 2 23 49 % Cars 99. 99.2 99.8 Trucks & Buses % Trucks & Buses..8.2 School Buses % School Buses Harris Trail Rd 345 578 923 2 2 347 578 925 373 373 25 25 Peak Hour Data North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 54 54 57 57 2 2 272 23 485 272 23 485 Timber Trail 9 2 93 67 67 43 258 688 2 2 43 26 69 Harris Trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-8 Site Code : 57348 Start Date : /22/25 Page No : 5

feet meters 3 9

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-3 Site Code : 57343 Start Date : /2/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Ga-44 Northbound Ga-44 Southbound Port Royal Rd Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 7 26 33 5 3 54 2 7 9 394 7:5 68 266 334 46 5 5 2 22 47 7:3 26 273 299 59 7 66 4 4 379 7:45 8 275 293 82 3 95 2 49 Total 83 74 257 238 28 266 26 4 66 589 8: 3 6 73 94 5 9 7 9 6 298 8:5 5 86 2 87 3 8 9 32 8:3 2 9 22 69 9 78 4 6 29 8:45 9 9 99 79 6 85 4 4 298 Total 49 726 775 329 43 372 32 27 59 26 *** BREAK *** 6: 5 25 59 7 9 29 324 6:5 2 33 54 98 3 2 5 7 22 377 6:3 8 89 7 86 2 98 5 22 27 332 6:45 37 2 58 2 4 25 5 6 2 394 Total 9 453 544 754 3 784 25 74 99 427 7: 3 4 243 2 255 3 28 4 437 7:5 25 34 59 275 286 9 2 29 474 7:3 29 3 59 247 6 263 5 3 35 457 7:45 28 26 54 277 6 293 7 4 48 495 Total 2 5 63 42 55 97 34 9 53 863 Grand Total 435 2754 389 2363 56 259 7 26 377 685 Apprch % 3.6 86.4 93.8 6.2 3 69 Total % 7. 45.3 52.4 38.8 2.6 4.4.9 4.3 6.2 Cars 428 278 336 2328 48 2476 3 252 365 5977 % Cars 98.4 98.3 98.3 98.5 94.9 98.3 96.6 96.9 96.8 98.2 Trucks & Buses 4 8 22 2 8 28 4 7 6 % Trucks & Buses.9.7.7.8 5.. 3.4 2.7 2.9 School Buses 3 28 3 5 5 47 % School Buses.7.6.6.4.3.8

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-3 Site Code : 57343 Start Date : /2/25 Page No : 2 Ga-44 282 2476 5297 22 28 5 28 5 43 287 259 539 48 8 56 2328 2 5 2363 Port Royal Rd 576 365 94 2 23 3 4 59 377 968 3 252 4 7 7 26 North /2/25 7: /2/25 7:45 Cars Trucks & Buses School Buses 428 4 3 435 278 8 28 2754 258 336 576 27 22 49 6 3 47 2623 389 582 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-3 Site Code : 57343 Start Date : /2/25 Page No : 3 Ga-44 Northbound Ga-44 Southbound Port Royal Rd Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 7 26 33 5 3 54 2 7 9 394 7:5 68 266 334 46 5 5 2 22 47 7:3 26 273 299 59 7 66 4 4 379 7:45 8 275 293 82 3 95 2 49 Total Volume 83 74 257 238 28 266 26 4 66 589 % App. Total 4.6 85.4 89.5.5 39.4 6.6 PHF.644.976...94..726.538..7.65..833..75......97 Cars 8 62 % Cars 98.4 98.9 98.8 94.5 85.7 93.6 96.2 97.5 97. 97.9 Trucks & Buses 3 3 4 4 8 2 % Trucks & Buses.3.2.7 4.3 3. 3.8.5.8 School Buses 3 9 2 9 9 22 % School Buses.6.8. 3.8 3.4 2.5.5.4 Ga-44 87 249 336 4 8 2 9 9 8 266 366 24 4 28 225 4 9 238 Peak Hour Data Port Royal Rd 24 64 268 4 5 3 4 2 66 277 25 39 26 4 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 8 3 83 62 3 9 74 264 242 56 4 3 7 2 22 278 257 535 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-3 Site Code : 57343 Start Date : /2/25 Page No : 4 Ga-44 Northbound Ga-44 Southbound Port Royal Rd Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 3 4 243 2 255 3 28 4 437 7:5 25 34 59 275 286 9 2 29 474 7:3 29 3 59 247 6 263 5 3 35 457 7:45 28 26 54 277 6 293 7 4 48 495 Total Volume 2 5 63 42 55 97 34 9 53 863 % App. Total 8.3 8.7 95 5 22.2 77.8 PHF.933.935...964..94.859..936.654..726..797......94 Cars 2 496 68 4 % Cars 99. 99.2 99.8 99.8 99.6 Trucks & Buses 2 2 3 % Trucks & Buses.4.3...2 School Buses 3 3 4 % School Buses.6.5...2 Ga-44 53 95 625 2 3 3 4 535 97 632 55 55 4 42 Peak Hour Data Port Royal Rd 67 53 32 67 53 32 34 9 34 9 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 2 2 496 2 3 5 59 68 767 2 3 3 4 6 63 774 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: T-229 Counted By: LME Weather: Mild Other: S&S File Name : 5734-3 Site Code : 57343 Start Date : /2/25 Page No : 5

feet meters 4

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-9 Site Code : 57349 Start Date : /2/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Harris trail Rd Harris trail Rd Port Royal Rd Northbound Southbound Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 78 2 8 4 2 34 5 75 8 94 7:5 7 8 8 29 98 99 39 7:3 4 2 6 9 25 44 37 37 97 7:45 66 4 7 6 27 43 4 27 3 44 Total 429 8 447 6 9 5 237 247 844 8: 43 43 39 49 6 2 27 9 8:5 69 3 72 22 33 4 5 2 8:3 65 6 7 6 2 8 3 7 99 8:45 36 5 4 3 23 2 9 75 Total 23 4 227 37 86 23 2 5 63 43 *** BREAK *** 6: 62 5 67 2 27 47 2 2 22 36 6:5 4 4 44 8 23 4 8 9 4 6:3 32 6 38 7 24 4 7 7 24 3 6:45 32 5 37 27 22 49 4 25 29 5 Total 66 2 86 82 96 78 4 8 94 458 7: 39 2 4 27 34 6 5 25 3 32 7:5 35 5 4 3 4 7 29 4 5 7:3 36 6 42 39 34 73 7 2 28 43 7:45 45 3 48 44 4 84 7 2 27 59 Total 55 6 7 4 48 288 3 95 25 584 Grand Total 963 68 3 39 42 739 66 463 529 2299 Apprch % 93.4 6.6 43.2 56.8 2.5 87.5 Total % 4.9 3 44.8 3.9 8.3 32. 2.9 2. 23 Cars 923 67 99 35 46 72 65 458 523 2234 % Cars 95.8 98.5 96 98.7 96.7 97.6 98.5 98.9 98.9 97.2 Trucks & Buses 3 3 3 4 7 % Trucks & Buses.3.3.3.7.5.3 School Buses 37 38 3 4 5 6 58 % School Buses 3.8.5 3.7.9 2.6.9.5.. 2.5

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-9 Site Code : 57349 Start Date : /2/25 Page No : 2 Harris trail Rd 38 72 22 3 4 7 42 4 56 426 739 265 46 3 42 35 3 39 North /2/25 7: /2/25 7:45 Cars Trucks & Buses School Buses 458 5 463 65 66 382 523 95 4 6 387 529 96 Port Royal Rd 923 3 37 963 67 68 47 99 46 3 3 6 2 38 5 486 3 57 Harris trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-9 Site Code : 57349 Start Date : /2/25 Page No : 3 Harris trail Rd Northbound Harris trail Rd Southbound Eastbound Port Royal Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 78 2 8 4 2 34 5 75 8 94 7:5 7 8 8 29 98 99 39 7:3 4 2 6 9 25 44 37 37 97 7:45 66 4 7 6 27 43 4 27 3 44 Total Volume 429 8 447 6 9 5 237 247 844 % App. Total 96 4 4 6 4 96 PHF..627.45..67.789.833...852......5..65..624.683 Cars 42 8 438 58 86 44 233 243 825 % Cars 97.9 98. 96.7 95.6 96. 98.3 98.4 97.7 Trucks & Buses % Trucks & Buses..7. School Buses 9 9 2 3 5 4 4 8 % School Buses 2. 2. 3.3 3.3 3.3.7.6 2. Harris trail Rd 653 44 797 3 5 8 666 5 86 86 3 9 58 2 6 Peak Hour Data North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 233 4 237 76 243 39 2 4 6 78 247 325 Port Royal Rd 42 9 429 8 8 96 438 534 3 9 2 447 547 Harris trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-9 Site Code : 57349 Start Date : /2/25 Page No : 4 Harris trail Rd Northbound Harris trail Rd Southbound Eastbound Port Royal Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 39 2 4 27 34 6 5 25 3 32 7:5 35 5 4 3 4 7 29 4 5 7:3 36 6 42 39 34 73 7 2 28 43 7:45 45 3 48 44 4 84 7 2 27 59 Total Volume 55 6 7 4 48 288 3 95 25 584 % App. Total 9.6 9.4 48.6 5.4 24 76 PHF..86.667..89.795.925...857......682..89..78.98 Cars 55 6 7 4 48 288 3 95 25 584 % Cars Trucks & Buses % Trucks & Buses School Buses % School Buses Harris trail Rd 25 288 538 25 288 538 48 48 4 4 Peak Hour Data North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 95 95 3 3 56 25 28 56 25 28 Port Royal Rd 55 55 6 6 78 7 349 78 7 349 Harris trail Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-9 Site Code : 57349 Start Date : /2/25 Page No : 5

feet meters 3

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422 Counted By: LME Weather: Mild Other: S&S File Name : 5734-4 Site Code : 57344 Start Date : /2/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Ga-44 Ga-44 Fort McAllister Rd Northbound Southbound Eastbound Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 23 6 236 6 37 43 8 23 3 3 7:5 25 2 27 7 48 55 8 39 47 39 7:3 8 9 9 52 62 6 28 34 286 7:45 65 5 7 68 78 3 29 32 28 Total 78 22 83 33 25 238 25 9 44 85 8: 22 23 2 85 97 4 2 25 245 8:5 26 4 3 5 82 87 6 22 28 245 8:3 6 7 6 57 63 7 7 24 257 8:45 43 7 5 7 57 64 6 2 26 24 Total 55 22 573 3 28 3 23 8 3 987 *** BREAK *** 6: 83 6 89 26 22 48 8 2 2 257 6:5 88 98 22 9 4 2 3 5 254 6:3 77 5 82 27 7 44 2 8 236 6:45 6 4 3 54 84 2 34 Total 354 25 379 5 52 67 22 43 65 6 7: 5 25 28 89 27 9 2 2 363 7:5 2 29 76 25 3 3 6 342 7:3 4 2 26 23 24 227 9 22 3 384 7:45 4 3 7 32 237 269 3 2 25 4 Total 444 45 489 2 86 98 34 59 93 5 Grand Total 23 4 2244 28 84 284 4 3 45 4733 Apprch % 94.9 5. 3.4 86.6 25.7 74.3 Total % 45 2.4 47.4 5.9 38. 44 2.2 6.4 8.6 Cars 29 8 299 279 77 249 3 296 399 4647 % Cars 98.2 94.7 98 99.6 98. 98.3 99 98.3 98.5 98.2 Trucks & Buses % Trucks & Buses.7.8.7.2.2.8 School Buses 25 4 29 3 4 5 5 48 % School Buses.2 3.5.3.4.7.7.7.2

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422 Counted By: LME Weather: Mild Other: S&S File Name : 5734-4 Site Code : 57344 Start Date : /2/25 Page No : 2 Ga-44 2387 249 4436 4 2 35 3 4 44 243 284 455 77 2 3 84 279 28 North /2/25 7: /2/25 7:45 Cars Trucks & Buses School Buses 296 5 3 3 4 387 399 786 2 3 5 5 394 45 799 Fort McAllister Rd 29 4 25 23 8 2 4 4 873 299 472 22 6 38 3 29 42 98 2244 452 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422 Counted By: LME Weather: Mild Other: S&S File Name : 5734-4 Site Code : 57344 Start Date : /2/25 Page No : 3 Ga-44 Northbound Ga-44 Southbound Eastbound Fort McAllister Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to :45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 23 6 236 6 37 43 8 3 7:5 25 2 27 7 48 55 8 39 47 39 7:3 8 9 52 62 6 28 34 286 7:45 65 5 7 68 78 3 29 32 28 Total Volume 78 22 83 33 25 238 25 9 44 85 % App. Total 97.3 2.7 3.9 86. 7.4 82.6 PHF..849.6..85.825.754...763......78..763..766.956 Cars 77 2 79 32 96 228 24 6 4 59 % Cars 98.7 9.9 98.5 97. 95.6 95.8 96. 97.5 97.2 97.8 Trucks & Buses 2 2 4 4 7 % Trucks & Buses.3.2 2..7 4..7.6 School Buses 8 2 5 6 3 3 9 % School Buses. 9..2 3. 2.4 2.5 2.5 2..6 Ga-44 887 228 5 2 4 6 6 7 9 238 38 96 4 5 25 32 33 Peak Hour Data North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 6 3 9 24 25 52 4 92 3 3 6 55 44 99 Fort McAllister Rd 77 2 8 78 2 2 22 22 79 5 2 7 5 5 23 83 33 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422 Counted By: LME Weather: Mild Other: S&S File Name : 5734-4 Site Code : 57344 Start Date : /2/25 Page No : 4 Ga-44 Northbound Ga-44 Southbound Eastbound Fort McAllister Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2: to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 5 25 28 89 27 9 2 2 363 7:5 2 29 76 25 3 3 6 342 7:3 4 2 26 23 24 227 9 22 3 384 7:45 4 3 32 237 269 3 4 Total Volume 444 45 489 2 86 98 34 59 93 5 % App. Total 9.8 9.2 2.2 87.8 36.6 63.4 PHF..965.865..97.875.85...853......654..67..75.92 Cars 442 45 487 2 85 97 34 59 93 497 % Cars 99.5 99.6 99.9 99.9 99.8 Trucks & Buses 2 2 3 % Trucks & Buses.5.4...2 School Buses % School Buses Ga-44 5 97 48 2 3 53 98 42 85 86 2 2 Peak Hour Data North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 59 59 34 34 57 93 25 57 93 25 Fort McAllister Rd 442 2 444 45 45 839 487 326 2 3 84 489 329 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-422 Counted By: LME Weather: Mild Other: S&S File Name : 5734-4 Site Code : 57344 Start Date : /2/25 Page No : 5

feet meters 2 6

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-5 Site Code : 57345 Start Date : /2/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Ga-44 Northbound Ga-44 Southbound Belfast River Rd Eastbound Captain Matthew Freeman Dr Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 72 24 26 2 4 9 3 32 4 4 22 3 39 7:5 37 7 28 4 3 2 46 7 2 7 34 8 2 47 77 365 7:3 2 79 26 7 28 8 56 7 3 6 6 27 2 7 8 297 7:45 3 27 3 33 7 36 3 73 5 4 2 2 4 2 27 244 Total 6 55 23 654 32 4 7 26 38 37 8 93 5 4 6 252 25 8: 9 98 2 9 4 28 79 8 5 24 6 4 2 233 8:5 9 93 4 6 5 4 42 87 3 8 49 2 4 6 258 8:3 4 3 8 9 36 56 54 3 77 5 2 2 9 26 8:45 2 9 5 98 2 5 7 69 3 3 7 2 5 7 2 Total 24 385 2 42 37 66 88 29 9 3 28 67 2 5 73 952 *** BREAK *** 6: 54 2 57 7 6 9 42 34 4 3 4 7 3 2 26 6:5 49 3 52 2 93 6 29 7 5 23 4 3 2 27 23 6:3 47 49 4 8 33 7 2 3 22 8 5 6 29 233 6:45 5 83 2 9 24 8 27 69 2 8 29 9 9 9 37 Total 7 233 8 248 72 42 8 573 88 9 8 5 28 2 56 96 32 7: 3 8 7 9 8 6 27 25 23 8 9 4 8 6 7 3 367 7:5 4 75 4 83 9 38 34 9 9 6 2 37 4 4 29 34 7:3 3 69 4 76 32 47 27 26 4 2 72 3 9 3 367 7:45 6 57 35 98 59 65 26 25 3 34 2 86 5 6 45 Total 6 282 5 348 28 6 4 852 3 59 63 235 25 4 5 89 524 Grand Total 63 45 93 67 269 3 352 932 348 45 7 6 4 78 38 5 4723 Apprch % 3.8 84.7.5 3.9 67.9 8.2 57 23.8 9.2 22.4 5.3 62.4 Total %.3 3 4. 35.4 5.7 27.8 7.5 4.9 7.4 3. 2.5 2.9 2.4.7 6.7.8 Cars 57 43 89 649 267 288 343 898 33 4 4 585 2 77 33 492 4624 % Cars 9.5 99.2 97.9 98.7 99.3 98.2 97.4 98.2 95. 96.6 97.4 95.9 98.2 98.7 95.3 96.5 97.9 Trucks & Buses % Trucks & Buses 6.3.5.7.4..7..4.7..9.6.9 School Buses 2 5 4 9 3 3 2 5 8 2 2 5 57 % School Buses 3.2.4 2..7.4.7.9.7 3.4 3.4.9 3.8.3 3.8 2.9.2

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-5 Site Code : 57345 Start Date : /2/25 Page No : 2 Ga-44 237 898 3935 5 2 36 29 3 42 28 932 43 343 6 3 352 288 4 9 3 267 269 Belfast River Rd 477 585 62 7 7 6 8 24 493 6 3 33 4 4 5 2 2 348 5 45 7 North /2/25 7: /2/25 7:45 Cars Trucks & Buses School Buses 33 3 2 38 77 78 2 2 4 596 492 88 3 4 5 25 67 5 7 Captain Matthew Freeman Dr 57 4 2 63 43 7 5 45 89 4 93 54 649 363 6 27 2 23 542 67 323 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-5 Site Code : 57345 Start Date : /2/25 Page No : 3 Ga-44 Northbound Ga-44 Southbound Belfast River Rd Eastbound Captain Matthew Freeman Dr Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to :45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 72 24 26 2 4 9 7:5 37 7 28 4 3 2 46 7 2 7 34 8 2 47 77 365 7:3 2 79 26 7 28 8 56 7 3 6 6 27 2 7 8 297 7:45 3 27 3 33 7 36 3 73 5 4 2 2 4 2 27 244 Total Volume 6 55 23 654 32 4 7 26 38 37 8 93 5 4 6 252 25 % App. Total 2.4 78.7 8.8 4.8 52.8 32.4 4.9 39.8 9.4 2.2 5.9 63.9 PHF.4.749.439..786.727.792.583..74.5.463.643..684.472.5.567..534.832 Cars 5 54 9 648 32 7 68 27 37 33 6 86 5 39 5 24 8 % Cars 93.8 99.8 96.7 99. 93.9 97. 95.8 97.4 89.2 88.9 92.5 98. 97.5 93.8 95.2 97.2 Trucks & Buses 2 2 4 7 % Trucks & Buses.2.2.8 2.9.9 5.6..6.4.6 School Buses 4 5 5 5 4 6 9 27 % School Buses 6.3 3.3.8 4.4 2.3 2.6.8 5.6 6.5 2. 2.5 5.6 4.4 2.2 Ga-44 72 27 99 2 4 6 5 5 74 26 93 68 2 7 7 2 5 4 32 32 Peak Hour Data Belfast River Rd 22 86 28 2 3 2 6 8 26 93 29 37 33 6 38 4 37 8 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 5 9 6 39 4 5 5 84 24 424 8 9 92 252 444 Captain Matthew Freeman Dr 5 6 54 55 9 4 23 73 648 82 3 4 7 5 2 83 654 837 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-5 Site Code : 57345 Start Date : /2/25 Page No : 4 Ga-44 Northbound Ga-44 Southbound Belfast River Rd Eastbound Captain Matthew Freeman Dr Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2: to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 3 8 7 9 8 6 27 25 23 8 9 4 8 6 7 3 367 7:5 4 75 4 83 9 38 34 7:3 3 69 4 76 32 47 27 26 4 2 72 3 9 3 367 7:45 6 35 98 59 65 25 3 34 86 5 6 45 Total Volume 6 282 5 348 28 6 4 852 3 59 63 235 25 4 5 89 524 % App. Total 4.6 8 4.4 5 7.6 3.4 48. 25. 26.8 28. 5.7 56.2 PHF.667.87.357..888.542.924.838..852.76.434.75..683.568.583.735..78.847 Cars 5 282 5 347 28 69 4 85 59 63 233 25 4 5 89 52 % Cars 93.8 99.7 99.8 99.9 98.2 99. 99.7 Trucks & Buses 2 2 4 % Trucks & Buses 6.3.3.2..8.9.3 School Buses % School Buses Ga-44 443 85 294 2 3 445 852 297 4 4 69 6 28 28 Peak Hour Data Belfast River Rd 43 233 376 2 3 44 235 379 59 63 2 3 59 63 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 5 5 4 4 25 25 237 89 326 237 89 326 Captain Matthew Freeman Dr 5 6 282 282 5 5 697 347 44 2 698 348 46 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-5 Site Code : 57345 Start Date : /2/25 Page No : 5

feet meters 2 7

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-6 Site Code : 57346 Start Date : /22/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Ga-44 Northbound Ga-44 Southbound Belfast Keller Rd Eastbound Oak Level Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 4 76 9 4 9 6 29 3 5 35 4 8 23 77 7:5 4 49 64 9 4 7 4 25 3 2 3 2 2 22 56 7:3 3 2 42 9 2 24 54 22 4 6 32 6 9 5 43 7:45 4 29 33 2 8 7 47 2 2 3 25 3 4 7 22 Total 42 84 3 229 34 62 74 7 97 9 6 22 4 6 57 77 598 8: 8 4 49 4 4 3 3 7 2 4 23 9 3 8:5 9 23 33 9 3 4 36 8 2 3 4 7 8:3 5 28 34 3 6 6 35 2 3 5 2 2 2 2 6 5 8:45 3 23 26 7 9 27 9 2 4 25 2 9 Total 25 5 2 42 33 54 42 29 66 8 25 99 3 8 38 49 49 *** BREAK *** 6: 6 8 24 2 3 2 64 5 4 4 23 5 7 2 23 6:5 8 2 28 5 39 5 59 23 5 5 43 4 6:3 5 25 32 6 24 2 52 5 4 6 25 3 3 6 25 6:45 4 6 2 9 3 2 59 23 8 32 2 2 5 6 Total 23 79 4 32 24 77 234 76 4 33 23 32 43 54 7: 4 7 22 6 28 2 64 23 4 7 34 3 3 6 26 7:5 9 2 34 9 65 7 3 6 26 4 8 2 3 7:3 6 8 24 9 36 25 7 2 4 2 36 3 6 9 39 7:45 2 9 2 5 48 3 93 24 2 2 38 4 6 68 Total 3 63 77 52 46 94 292 84 3 37 34 4 28 43 546 Grand Total 3 44 7 552 5 386 287 825 323 44 478 9 48 55 22 267 Apprch % 8.7 79.9.3.2 8.3 46.8 34.8. 67.6 9.2 23.2 4.2 22.6 73. Total % 5 2.3.3 26.7 7.3 8.7 3.9 39.9 5.6 2. 5.4 23..4 2.3 7.5.3 Cars 98 429 6 534 45 377 285 88 32 39 5 464 6 42 53 2 27 % Cars 95. 97.3 85.7 96.7 96 97.7 99.3 97.9 99. 88.6 94.6 97. 66.7 87.5 98.7 94.8 97. Trucks & Buses 2 4 6 5 4 9 3 5 8 39 % Trucks & Buses 2.3 4.3 2.2 2.6.6.2.4 3.6.9 33.3.4 3.8.9 School Buses 4 2 6 2 3 2 7 3 2 5 2 3 2 % School Buses 3.9.5..3.8.7.8.9.8 2..3.4

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-6 Site Code : 57346 Start Date : /22/25 Page No : 2 Ga-44 92 88 7 2 7 7 4 99 825 744 285 2 287 377 6 3 386 45 4 2 5 Belfast Keller Rd 425 464 889 6 9 5 7 5 2 438 478 96 32 39 5 5 4 3 323 44 2 North /22/25 7: /22/25 7:45 Cars Trucks & Buses School Buses 53 2 55 42 5 48 6 3 9 9 2 39 8 8 2 3 5 22 22 44 Oak Level Rd 98 4 3 429 2 44 6 7 488 534 22 3 2 25 5 6 56 552 58 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-6 Site Code : 57346 Start Date : /22/25 Page No : 3 Ga-44 Northbound Ga-44 Southbound Belfast Keller Rd Eastbound Oak Level Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 4 76 9 4 9 6 29 3 5 35 4 8 23 77 7:5 4 49 64 9 4 7 4 25 3 2 3 2 2 22 56 7:3 3 2 42 9 2 24 54 22 4 6 32 6 9 5 43 7:45 4 29 33 2 8 7 47 2 2 3 25 3 4 7 22 Total Volume 42 84 3 229 34 62 74 7 97 9 6 22 4 6 57 77 598 % App. Total 8.3 8.3.3 2 36.5 43.5 79.5 7.4 3. 5.2 2.8 74 PHF.75.65.375..636.78.738.77..787.88.563.667..87.333.667.73..837.845 Cars 4 8 2 223 3 6 74 65 96 8 5 9 2 4 56 72 579 % Cars 97.6 97.8 66.7 97.4 9.2 96.8 97. 99. 88.9 93.8 97.5 5. 87.5 98.2 93.5 96.8 Trucks & Buses % Trucks & Buses. 33.3.3 5.9.6.8..8 5. 6.3 3.9.7 School Buses 2 3 2 2 2 9 % School Buses 2.4..3 2.9.6.2. 6.3.6 6.3.8 2.6.5 Ga-44 332 65 497 2 3 5 4 2 6 338 7 58 74 74 6 62 3 2 34 Peak Hour Data Belfast Keller Rd 29 9 248 2 2 2 4 32 22 254 96 5 97 6 8 9 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 56 57 4 6 2 2 4 4 72 3 4 3 7 2 3 46 77 23 Oak Level Rd 4 42 8 2 2 84 2 3 77 223 3 3 3 6 2 3 5 82 229 3 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-6 Site Code : 57346 Start Date : /22/25 Page No : 4 Ga-44 Northbound Ga-44 Southbound Belfast Keller Rd Eastbound Oak Level Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 4 7 22 6 28 2 64 23 4 7 34 3 3 6 26 7:5 9 2 34 9 65 7 3 6 26 4 8 2 3 7:3 6 8 24 9 36 25 7 2 4 2 36 3 6 9 39 7:45 2 9 2 5 48 3 93 24 2 2 38 4 6 68 Total Volume 3 63 77 52 46 94 292 84 3 37 34 4 28 43 546 % App. Total 6.9 8.8.3 7.8 5 32.2 62.7 9.7 27.6 2.3 32.6 65. PHF.542.829.25..82.83.76.783..785.875.83.77..882.25.875.636..672.83 Cars 3 63 77 5 46 94 29 84 2 36 32 28 4 54 % Cars 98. 99.7 92.3 97.3 98.5 78.6 93. 98.9 Trucks & Buses % Trucks & Buses.9.3 7.7 2.7.5 2.4 7.. School Buses % School Buses Ga-44 75 29 466 75 292 467 94 94 46 46 5 52 Peak Hour Data Belfast Keller Rd 8 32 25 3 2 5 2 34 255 84 2 36 84 3 37 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 28 28 3 4 64 4 4 2 3 5 66 43 9 Oak Level Rd 3 3 63 63 83 77 26 84 77 26 Ga-44

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-442 Counted By: BE Weather: Mild Other: T&H File Name : 5734-6 Site Code : 57346 Start Date : /22/25 Page No : 5

/3/25 Bing Maps 5 feet 25 m 25 HERE https://www.bing.com/mapspreview /2

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Belfast River Rd Northbound Belfast River Rd Southbound Harris Trail Rd Eastbound Harris Trail Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 57 7 2 76 5 4 2 2 2 23 2 2 8 4 6 7:5 97 24 2 23 6 5 32 2 2 9 3 4 2 3 29 97 7:3 75 7 92 7 8 8 33 3 3 6 4 2 3 9 6 7:45 5 9 59 2 2 33 2 2 6 2 6 2 22 Total 279 67 4 35 6 68 34 8 7 9 56 72 2 5 26 99 639 8: 27 9 2 38 4 3 2 37 2 26 28 4 5 9 2 8:5 67 43 2 49 4 55 5 3 43 5 5 6 2 229 8:3 67 52 4 23 32 3 36 27 29 3 4 22 8:45 25 24 5 3 2 6 2 6 8 6 4 85 Total 86 28 8 322 24 44 6 8 2 6 3 27 6 46 628 *** BREAK *** 6: 42 26 3 7 6 7 5 3 23 3 4 6 5 5 34 6:5 25 23 2 5 6 3 2 4 5 9 6 3 99 6:3 5 8 5 38 7 9 3 6 4 23 3 3 7 87 6:45 23 2 54 5 25 3 33 8 8 2 37 4 4 9 33 Total 5 88 2 23 24 59 6 89 2 22 68 7 9 5 4 453 7: 4 44 5 89 5 22 3 3 4 6 27 37 7 5 2 68 7:5 28 25 54 7 4 5 26 7 7 5 29 3 5 4 2 2 7:3 4 4 9 7 8 26 7 4 26 47 2 4 6 8 7:45 27 3 5 63 6 9 4 9 3 2 23 46 3 4 Total 36 4 2 297 25 63 3 2 47 9 59 6 32 4 53 6 Grand Total 76 423 53 82 75 34 63 452 54 86 37 457 47 29 6 2 239 233 Apprch % 59.7 35.8 4.5 6.6 69.5 3.9.8 8.8 69.4 9.7 54 25.5.8 Total % 3.3 8.2 2.3 5.7 3.2 3.5 2.7 9.4 2.3 3.7 3.6 9.6 2 5.5 2.6..3 Cars 676 48 52 36 74 35 58 437 54 86 3 44 46 29 58 2 235 2249 % Cars 95.8 96.5 98. 96. 98.7 97. 92. 96.7 95 96.5 97.9 95. 98.3 96.5 Trucks & Buses 2 2 4 % Trucks & Buses..2.2.3.6.4.2 School Buses 29 4 44 8 4 3 6 6 3 4 77 % School Buses 4. 3.3.9 3.7.3 2.5 6.3 2.9 5 3.5 2. 4.9.7 3.3

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 2 Belfast River Rd 52 437 957 2 3 7 3 3 538 452 99 58 4 63 35 8 34 74 75 Harris Trail Rd 863 44 34 2 2 33 6 49 898 457 355 54 86 3 54 86 6 37 North /28/25 7: /28/25 7:45 Cars Trucks & Buses School Buses 58 3 6 29 29 46 47 2 2 22 235 447 2 4 6 24 239 453 Harris Trail Rd 676 29 76 48 4 423 52 53 652 36 788 2 3 25 44 69 678 82 86 Belfast River Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 3 Belfast River Rd Northbound Belfast River Rd Southbound Harris Trail Rd Eastbound Harris Trail Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7:45 7:45 5 9 59 2 2 33 2 2 6 2 6 2 22 8: 27 9 2 38 4 3 2 37 2 26 28 4 5 9 2 8:5 67 43 2 49 4 55 5 3 43 5 5 6 2 229 8:3 67 52 4 23 32 3 36 27 29 3 4 22 Total Volume 2 3 7 33 9 32 2 6 8 8 2 28 3 27 4 45 665 % App. Total 63.7 34. 2. 5.6 82 2.4 6.2 6.2 87.5 28.9 6 8.9 2.2 PHF.787.543.438..673.563.673.455..732.4.667.65..627.65.675.5.25.84.726 Cars 97 3 7 37 8 26 8 52 8 8 2 8 2 27 4 44 62 % Cars 93.4 9.2 92.7 88.9 95.5 9. 94.4 9. 92.2 92.3 97.8 93.4 Trucks & Buses % Trucks & Buses 5..6.2 School Buses 4 24 6 8 43 % School Buses 6.6 8.8 7.3. 4.5 5. 5. 8.9 7.8 7.7 2.2 6.5 Belfast River Rd 5 52 267 8 8 25 6 286 8 2 26 6 32 8 9 Peak Hour Data Harris Trail Rd 242 8 36 5 25 258 28 386 2 8 8 2 8 8 North Peak Hour Begins at 7:45 Cars Trucks & Buses School Buses 4 4 27 27 2 3 23 44 67 2 24 45 69 Harris Trail Rd 97 4 2 3 3 7 7 24 37 547 7 24 4 257 33 588 Belfast River Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 4 Belfast River Rd Northbound Belfast River Rd Southbound Harris Trail Rd Eastbound Harris Trail Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 4 44 5 89 5 22 3 3 4 6 27 37 7 5 2 68 7:5 28 25 54 7 4 5 26 7 7 5 29 3 5 4 2 2 7:3 4 4 9 7 8 26 7 4 26 47 2 4 6 8 7:45 27 3 5 63 6 9 4 9 3 2 23 46 3 4 Total Volume 36 4 2 297 25 63 3 2 47 9 59 6 32 4 53 6 % App. Total 45.8 47. 7. 24.8 62.4 2.9 3.2 29.6 57.2.3 6.4 26.4.9 PHF.829.795.525..86.893.76.65..842.75.588.843..846.5.8.7.25.828.847 Cars 36 39 2 296 25 62 3 2 47 9 59 6 32 4 53 68 % Cars 99.3 99.7 98.4 99. 99.7 Trucks & Buses % Trucks & Buses.7.3.6..3 School Buses % School Buses Belfast River Rd 74 274 2 75 276 3 3 62 63 25 25 Peak Hour Data Harris Trail Rd 8 59 34 8 59 34 2 47 9 2 47 9 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 4 4 32 32 6 6 93 53 46 93 53 46 Harris Trail Rd 36 36 39 4 2 2 59 296 455 2 6 297 457 Belfast River Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /28/25 Page No : 5

feet meters 2 8

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /27/25 Page No : Groups Printed- Cars - Trucks & Buses - School Buses Belfast River Rd Northbound Belfast River Rd Southbound Belfast Keller Rd Eastbound Belfast Keller Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total 7: 6 9 5 9 4 5 2 48 33 37 7 43 7:5 3 4 4 3 4 2 54 54 28 57 86 75 7:3 3 5 8 2 23 4 4 46 4 3 44 2 7:45 6 2 9 5 3 3 2 37 39 5 3 29 98 Total 33 2 46 2 8 46 75 73 4 87 2 9 37 229 537 8: 2 8 23 6 29 4 5 29 79 8:5 5 2 7 3 4 5 32 23 3 26 2 3 26 8:3 3 4 2 2 6 38 2 7 28 9 2 3 8:45 3 4 5 2 9 6 9 9 9 5 26 65 Total 7 26 3 36 38 48 96 75 25 2 2 3 5 57 345 *** BREAK *** 6: 4 6 5 6 3 7 3 4 34 7 2 8 6:5 2 3 7 5 4 26 7 2 5 34 4 5 73 6:3 4 5 8 6 7 2 29 7 5 5 6 3 9 86 6:45 4 6 5 2 5 22 29 5 5 49 3 6 9 86 Total 4 2 4 2 4 8 42 92 57 9 68 2 2 6 38 326 7: 3 5 5 8 8 4 43 25 5 73 2 9 2 3 7:5 3 4 4 3 38 45 32 77 3 23 42 7:3 3 4 5 9 5 39 35 2 3 59 5 7 2 4 7:45 3 4 26 5 2 5 35 9 3 57 5 5 2 33 Total 2 2 3 7 67 36 66 69 58 97 266 2 25 4 68 52 Grand Total 24 83 2 9 66 72 22 44 498 89 36 723 9 86 25 446 728 Apprch % 2.2 69.7. 37.7 6.4 45.9 68.9 26. 5 2 4.7 56.3 Total %.4 4.8.7 6.9 9.6 4.2.7 25.5 28.8.9 2. 4.8.5.8 4.5 25.8 Cars 24 8 9 3 64 69 98 43 488 86 36 7 8 83 243 434 688 % Cars 96.4 75 95 98.8 95.8 98 98 98 98.4 98.2 88.9 98.4 96.8 97.3 97.7 Trucks & Buses 2 2 2 2 3 2 3 % Trucks & Buses.2 8.3.7 2.8.5.2..4...7.6 School Buses 2 2 4 2 4 7 9 8 9 3 % School Buses 2.4 6.7 3.4.2.4 2.6.8.5.4.5 3.2 2.7

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /27/25 Page No : 2 Belfast River Rd 8 43 242 2 2 4 9 7 26 832 44 272 98 4 22 69 2 72 64 2 66 Belfast Keller Rd 45 7 5 2 3 5 5 5 42 723 35 488 86 36 2 9 498 89 36 North /27/25 7: /27/25 7:45 Cars Trucks & Buses School Buses 243 8 25 83 2 86 8 9 359 434 793 3 3 6 5 9 4 367 446 83 Belfast Keller Rd 24 24 8 2 83 9 2 2 3 3 226 3 2 5 4 5 7 9 236 Belfast River Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /27/25 Page No : 3 Belfast River Rd Northbound Belfast River Rd Southbound Belfast Keller Rd Eastbound Belfast Keller Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: to 2:3 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 6 9 5 9 4 5 2 48 33 37 7 43 7:5 3 4 4 3 4 2 54 54 28 57 86 75 7:3 3 5 8 2 23 4 4 46 4 3 44 2 7:45 6 2 9 5 3 3 2 37 39 5 3 29 98 Total Volume 33 2 46 2 8 46 75 73 4 87 2 9 37 229 537 % App. Total 23.9 7.7 4.3 28.7 6.3 92.5 5.3 2..9 39.3 59.8 PHF.458.635.25..767.477.667.82..85.8.5.5..866.5.682.6..666.767 Cars 32 44 2 7 46 73 7 9 4 84 2 9 34 226 527 % Cars 97. 5. 95.7 95.2 87.5 97.3 98.8 9. 98.4 97.8 98.7 98. Trucks & Buses % Trucks & Buses..5.2 School Buses 2 2 2 2 3 3 9 % School Buses 3. 5. 4.3 4.8 2.5 2.7.2. 2.2.3.7 Belfast River Rd 337 73 4 6 2 8 343 75 48 46 46 7 8 2 2 Peak Hour Data Belfast Keller Rd 47 84 33 2 2 47 87 334 7 2 73 9 4 4 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 34 3 37 9 9 2 2 3 226 256 2 3 5 33 229 262 Belfast Keller Rd 32 33 2 3 44 57 2 3 4 46 6 Belfast River Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /27/25 Page No : 4 Belfast River Rd Northbound Belfast River Rd Southbound Belfast Keller Rd Eastbound Belfast Keller Rd Westbound Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 2:45 to 7:45 - Peak of Peak Hour for Entire Intersection Begins at 7: 7: 3 5 5 8 8 4 43 25 5 73 2 9 2 3 7:5 3 4 4 3 38 45 32 77 3 23 42 7:3 3 4 5 9 5 39 35 2 3 59 5 7 2 4 7:45 3 4 26 5 2 5 35 9 3 57 5 5 2 33 Total Volume 2 2 3 7 67 36 66 69 58 97 266 2 25 4 68 52 % App. Total.8 7.6 7.6 39.6 2.3 39. 59.4 36.5 4. 2.9 36.8 6.3 PHF.5..75..85.644.643.825..828.878.758.55..864.5.48.683..739.95 Cars 2 2 3 7 67 34 66 67 58 97 266 2 25 4 68 58 % Cars 94.4 98.8 99.6 Trucks & Buses % Trucks & Buses 5.6.2.4 School Buses % School Buses Belfast River Rd 2 67 378 2 2 2 69 38 66 66 34 2 36 67 67 Peak Hour Data Belfast Keller Rd 93 266 359 93 266 359 58 97 58 97 North Peak Hour Begins at 7: Cars Trucks & Buses School Buses 4 4 25 25 2 2 67 68 235 67 68 235 Belfast Keller Rd 2 2 2 2 3 3 47 7 64 2 2 49 7 66 Belfast River Rd

Traffic Data Connection PO Box 445 Abbeville, Ga 3 843-42-6222 Counter: D4-4422 Counted By: GM Weather: Mild Other: T&H File Name : 5734- Site Code : 5734 Start Date : /27/25 Page No : 5

feet meters 4

Trip Generation Summary Weekday Average Daily Trips Alternative: Alternative Phase: Project: Richmond Hill Open Date: Analysis Date: 2/9/26 2/9/26 ITE Land Use Size Units Enter Exit Total 3 INDUSTRIAL Gross Floor Area SF 25289 25289 5578 27 RESIDENTPUD 375 Dwelling Units 78 77 23435 27 RESIDENTPUD 2 25 Dwelling Units 4456 4456 892 * Unadjusted Volume 4463 4462 82925 Internal Capture Trips Pass-By Trips Volume Added to Adjacent Streets 4463 4462 82925 Total Weekday Average Daily Trips Internal Capture = Percent * - Custom rate used for selected time period. Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 22 TRIP GENERATION 24, TRAFFICWARE, LLC

Trip Generation Summary Weekday Average Daily Trips Alternative: Alternative Phase: Project: Richmond Hill Open Date: Analysis Date: 2/9/26 2/9/26 ITE Land Use Size Units Enter Exit Total 3 INDUSTRIAL 5 Gross Floor Area SF 37764 37764 75528 27 RESIDENTPUD 64 Dwelling Units 8755 8755 375 27 RESIDENTPUD 2 2 Dwelling Units 735 734 469 * Unadjusted Volume 63554 63553 277 Internal Capture Trips Pass-By Trips Volume Added to Adjacent Streets 63554 63553 277 Total Weekday Average Daily Trips Internal Capture = Percent * - Custom rate used for selected time period. Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 22 TRIP GENERATION 24, TRAFFICWARE, LLC

: US 7 & SR 44 25 AM.syn Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 3 68 52 29 35 23 29 595 232 284 265 85 Future Volume (veh/h) 3 68 52 29 35 23 29 595 232 284 265 85 Number 5 2 2 6 6 7 4 4 3 8 8 Initial Q (Qb), veh Ped-Bike Adj(A_pbT)........ Parking Bus, Adj............ Adj Sat Flow, veh/h/ln 863 863 863 863 863 9 863 863 9 863 863 863 Adj Flow Rate, veh/h 22 654 559 39 376 32 32 64 249 35 285 9 Adj No. of Lanes 2 2 2 2 2 2 Peak Hour Factor.93.93.93.93.93.93.93.93.93.93.93.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 8 68 478 98 792 274 54 78 279 338 452 Arrive On Green.5.3.3.6.3.3.4.29.29.4.29.29 Sat Flow, veh/h 3442 3539 583 3442 258 894 774 2492 969 774 3539 583 Grp Volume(v), veh/h 22 654 559 39 256 252 32 454 435 35 285 9 Grp Sat Flow(s),veh/h/ln 72 77 583 72 77 75 774 77 692 774 77 583 Q Serve(g_s), s 3.9 7.8 34. 4.5 3.2 3.5 3.8 27.7 27.7 3.4 7. 4.9 Cycle Q Clear(g_c), s 3.9 7.8 34. 4.5 3.2 3.5 3.8 27.7 27.7 3.4 7. 4.9 Prop In Lane....52..57.. Lane Grp Cap(c), veh/h 8 68 478 98 543 523 54 5 487 338 452 V/C Ratio(X).68.6.7.7.47.48.58.89.89.9.28.2 Avail Cap(c_a), veh/h 275 68 478 275 543 523 586 534 5 389 68 478 HCM Platoon Ratio............ Upstream Filter(I)............ Uniform Delay (d), s/veh 52.5 33.7 39.4 52.2 3.7 3.8 22.7 38.4 38.4 26.9 3.3 3.5 Incr Delay (d2), s/veh 4.5 2.6 97. 4.7 2.9 3..2 6.6 7.3 2.7.2.2 Initial Q Delay(d3),s/veh............ %ile BackOfQ(5%),veh/ln 2. 9. 27.7 2.3 6.9 6.8 6.9 5.9 5.3 8.6 3.5 2.2 LnGrp Delay(d),s/veh 56.9 36.3 36.5 56.9 34.6 34.9 23.9 55. 55.7 48.6 3.4 3.7 LnGrp LOS E D F E C C C E E D C C Approach Vol, veh/h 335 647 2 68 Approach Delay, s/veh 8. 39.5 47.2 39. Approach LOS F D D D Timer 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 2.5 4. 2.8 38.5.9 4.6 22. 38.2 Change Period (Y+Rc), s 6. 6. 6. 6. 6. 6. 6. 6. Max Green Setting (Gmax), s 9. 34. 9. 34. 9. 34. 9. 34. Max Q Clear Time (g_c+i), s 6.5 36. 5.4 29.7 5.9 5.5 5.8 9. Green Ext Time (p_c), s...3 2.7. 9.5.3 8.7 Intersection Summary HCM 2 Ctrl Delay 55.8 HCM 2 LOS E Synchro 9 Report HCM 2 Signalized Intersection Summary

2: US 7 & Harris Trail/Shopping Center access 25 AM.syn Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 476 3 556 7 6 2 463 62 23 38 7 Future Volume (veh/h) 476 3 556 7 6 2 463 62 23 38 7 Number 3 8 8 7 4 4 5 2 2 6 6 Initial Q (Qb), veh Ped-Bike Adj(A_pbT)........ Parking Bus, Adj............ Adj Sat Flow, veh/h/ln 9 863 863 9 863 863 863 863 863 863 863 863 Adj Flow Rate, veh/h 529 3 9 2 3 54 237 342 Adj No. of Lanes 2 2 Peak Hour Factor.9.9.9.9.9.9.9.9.9.9.9.9 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 65 3 654 493 298 654 36 892 399 272 382 68 Arrive On Green.4.4..4.4..2.25..5.39. Sat Flow, veh/h 4 8 583 52 722 583 774 3539 583 774 3539 583 Grp Volume(v), veh/h 532 3 3 54 237 342 Grp Sat Flow(s),veh/h/ln 48 583 774 583 774 77 583 774 77 583 Q Serve(g_s), s 34.3......5 2.6. 2.9 6.5. Cycle Q Clear(g_c), s 35.3......5 2.6. 2.9 6.5. Prop In Lane.99..6..... Lane Grp Cap(c), veh/h 654 654 79 654 36 892 399 272 382 68 V/C Ratio(X).8...4...4.58..87.25. Avail Cap(c_a), veh/h 88 9 43 9 423 892 399 358 428 639 HCM Platoon Ratio............ Upstream Filter(I)............ Uniform Delay (d), s/veh 27.3.. 7.4.. 26.8 32.4. 4. 2.4. Incr Delay (d2), s/veh 4.4...... 2.7. 6.3.. Initial Q Delay(d3),s/veh............ %ile BackOfQ(5%),veh/ln 4.5...5...3 6.5. 7.6 3.2. LnGrp Delay(d),s/veh 3.7.. 7.4.. 26.9 35.. 57.3 2.5. LnGrp LOS C B C D E C Approach Vol, veh/h 532 3 527 579 Approach Delay, s/veh 3.7 7.4 34.9 35.6 Approach LOS C B C D Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 2.2 3. 46.9 7.5 44.7 46.9 Change Period (Y+Rc), s 6. 6. 6. 6. 6. 6. Max Green Setting (Gmax), s 2. 25. 57. 5. 4. 57. Max Q Clear Time (g_c+i), s 4.9 4.6 3. 2.5 8.5 37.3 Green Ext Time (p_c), s.3 4. 4.3. 6.3 3.6 Intersection Summary HCM 2 Ctrl Delay 33.8 HCM 2 LOS C Synchro 9 Report HCM 2 Signalized Intersection Summary

3: US 7 & Belfast Keller 25 AM.syn Intersection Int Delay, s/veh 26.5 Movement NWL NWR NEU NET NER SWL SWT Traffic Vol, veh/h 75 58 75 49 57 75 Future Vol, veh/h 75 58 75 49 57 75 Conflicting, #/hr Sign Control Stop Stop Free Free Free Free Free RT Channelized - Yield - - Yield - None Storage Length 3-5 25 - Veh in Median Storage, # - - - - Grade, % - - - - Peak Hour Factor 92 92 92 92 92 92 92 Heavy Vehicles, % 5 5 2 5 5 5 5 Mvmt Flow 9 63 777 53 62 777 Major/Minor Minor Major Major2 Conflicting Flow All 29 389 567 777 Stage 777 - - - - - - Stage 2 53 - - - - - - Critical Hdwy 6.9 7 6.44 - - 4.2 - Critical Hdwy Stg 5.9 - - - - - - Critical Hdwy Stg 2 5.9 - - - - - - Follow-up Hdwy 3.55 3.35 2.52 - - 2.25 - Pot Cap- Maneuver ~ 5 6 628 - - 86 - Stage 46 - - - - - - Stage 2 557 - - - - - - Platoon blocked, % - - - Mov Cap- Maneuver ~ 4 6 628 - - 86 - Mov Cap-2 Maneuver ~ 4 - - - - - - Stage 46 - - - - - - Stage 2 55 - - - - - - Approach NW NE SW HCM Control Delay, s 98.6.7 HCM LOS F Minor Lane/Major Mvmt NEU NET NERNWLnNWLn2 SWL SWT Capacity (veh/h) 628 - - 4 6 86 - HCM Lane V/C Ratio - - -.359.5.76 - HCM Control Delay (s) - - 26.5.7 9.8 - HCM Lane LOS A - - F B A - HCM 95th %tile Q(veh) - - 2..3.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon Synchro 9 Report HCM 2 TWSC

4: Timber Trail & SR 44 25 AM.syn Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 3 99 3 68 3 62 Future Volume (veh/h) 3 99 3 68 3 62 Number 6 6 5 2 7 4 Initial Q (Qb), veh Ped-Bike Adj(A_pbT).... Parking Bus, Adj...... Adj Sat Flow, veh/h/ln 863 863 863 863 863 863 Adj Flow Rate, veh/h 349 5 2 242 362 67 Adj No. of Lanes 2 2 Peak Hour Factor.86.86.86.86.86.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 227 549 524 89 434 387 Arrive On Green.35.35.8.53.24.24 Sat Flow, veh/h 3632 583 774 3632 774 583 Grp Volume(v), veh/h 349 5 2 242 362 67 Grp Sat Flow(s),veh/h/ln 77 583 774 77 774 583 Q Serve(g_s), s 3.9 2.8 2. 3.7.5.8 Cycle Q Clear(g_c), s 3.9 2.8 2. 3.7.5.8 Prop In Lane.... Lane Grp Cap(c), veh/h 227 549 524 89 434 387 V/C Ratio(X).28.2.23.66.83.7 Avail Cap(c_a), veh/h 227 549 55 89 62 554 HCM Platoon Ratio...... Upstream Filter(I)...... Uniform Delay (d), s/veh 2.8 2.5 8.8 9. 9.5 6.2 Incr Delay (d2), s/veh.6.9.2.8 6.6.2 Initial Q Delay(d3),s/veh...... %ile BackOfQ(5%),veh/ln 2..3. 7. 5.9.8 LnGrp Delay(d),s/veh 3.4 3.4 9..9 26. 6.4 LnGrp LOS B B A B C B Approach Vol, veh/h 464 362 429 Approach Delay, s/veh 3.4.7 24.6 Approach LOS B B C Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 35. 9.3.2 24.8 Change Period (Y+Rc), s 6. 6. 6. 6. Max Green Setting (Gmax), s 29. 9. 5. 8. Max Q Clear Time (g_c+i), s 5.7 2.5 4. 5.9 Green Ext Time (p_c), s 8.5.8. 7.9 Intersection Summary HCM 2 Ctrl Delay 3.9 HCM 2 LOS B Synchro 9 Report HCM 2 Signalized Intersection Summary

5: Harris Trail & Timber Trail 25 AM.syn Intersection Int Delay, s/veh 2.3 Movement SEL SET NWT NWR SWL SWR Traffic Vol, veh/h 7 67 722 97 32 255 Future Vol, veh/h 7 67 722 97 32 255 Conflicting, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - Free Storage Length - - 2 25 Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 8 8 8 8 8 8 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 34 29 93 2 4 39 Major/Minor Major Major2 Minor2 Conflicting Flow All 94-38 - Stage - - - - 94 - Stage 2 - - - - 476 - Critical Hdwy 4.3 - - - 6.43 - Critical Hdwy Stg - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 - Pot Cap- Maneuver 748 - - - 58 Stage - - - - 393 Stage 2 - - - - 623 Platoon blocked, % - - - Mov Cap- Maneuver 748 - - - 29 - Mov Cap-2 Maneuver - - - - 29 - Stage - - - - 393 - Stage 2 - - - - 5 - Approach SE NW SW HCM Control Delay, s 4.2 45 HCM LOS E Minor Lane/Major Mvmt NWT NWR SEL SETSWLnSWLn2 Capacity (veh/h) - - 748-29 - HCM Lane V/C Ratio - -.79 -.3 - HCM Control Delay (s) - -.9-45 HCM Lane LOS - - B - E A HCM 95th %tile Q(veh) - -.6 -.2 - Synchro 9 Report HCM 2 TWSC

6: Port Royal & SR 44 25 AM.syn Intersection Int Delay, s/veh 4.4 Movement SET SER NWL NWT NEL NER Traffic Vol, veh/h 238 28 83 74 26 4 Future Vol, veh/h 238 28 83 74 26 4 Conflicting, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 5 - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 259 3 99 67 28 43 Major/Minor Major Major2 Minor Conflicting Flow All 259 824 259 Stage - - - - 259 - Stage 2 - - - - 565 - Critical Hdwy - - 4.2-6.42 6.22 Critical Hdwy Stg - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.28-3.58 3.38 Pot Cap- Maneuver - - 36-85 78 Stage - - - - 784 - Stage 2 - - - - 89 - Platoon blocked, % - - - Mov Cap- Maneuver - - 36-48 78 Mov Cap-2 Maneuver - - - - 48 - Stage - - - - 784 - Stage 2 - - - - 7 - Approach SE NW NE HCM Control Delay, s.2 83.4 HCM LOS F Minor Lane/Major Mvmt NELn NWL NWT SET SER Capacity (veh/h) 36 - - - HCM Lane V/C Ratio.646.52 - - - HCM Control Delay (s) 83.4 8.3 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 3.3.5 - - - Synchro 9 Report HCM 2 TWSC

7: Harris Trail & Port Royal 25 AM.syn Intersection Int Delay, s/veh 6.9 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 237 429 8 6 9 Future Vol, veh/h 237 429 8 6 9 Conflicting, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 8 8 8 8 8 8 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 296 536 23 75 3 Major/Minor Minor Major Major2 Conflicting Flow All 8 548 559 Stage 548 - - - - - Stage 2 263 - - - - - Critical Hdwy 6.42 6.22 - - 4.2 - Critical Hdwy Stg 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.58 3.38 - - 2.28 - Pot Cap- Maneuver 349 536 - - 2 - Stage 579 - - - - - Stage 2 78 - - - - - Platoon blocked, % - - - Mov Cap- Maneuver 32 536 - - 2 - Mov Cap-2 Maneuver 32 - - - - - Stage 579 - - - - - Stage 2 79 - - - - - Approach WB NB SB HCM Control Delay, s 2.4 3.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn SBL SBT Capacity (veh/h) - - 522 2 - HCM Lane V/C Ratio - -.59.74 - HCM Control Delay (s) - - 2.4 8.8 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 3.8.2 - Synchro 9 Report HCM 2 TWSC

8: SR 44 & Fort McAllister 25 AM.syn Intersection Int Delay, s/veh 3.3 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 25 9 78 22 33 25 Future Vol, veh/h 25 9 78 22 33 25 Conflicting, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 26 25 822 23 35 26 Major/Minor Minor Major Major2 Conflicting Flow All 9 834 845 Stage 834 - - - - - Stage 2 285 - - - - - Critical Hdwy 6.42 6.22 - - 4.2 - Critical Hdwy Stg 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.58 3.38 - - 2.28 - Pot Cap- Maneuver 229 368 - - 792 - Stage 426 - - - - - Stage 2 763 - - - - - Platoon blocked, % - - - Mov Cap- Maneuver 28 368 - - 792 - Mov Cap-2 Maneuver 28 - - - - - Stage 426 - - - - - Stage 2 725 - - - - - Approach WB NB SB HCM Control Delay, s 25.4 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn SBL SBT Capacity (veh/h) - - 329 792 - HCM Lane V/C Ratio - -.46.44 - HCM Control Delay (s) - - 25 9.8 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 2.3. - Synchro 9 Report HCM 2 TWSC

9: SR 44 & Belfast River/Capt M. Freeman 25 AM.syn Intersection Intersection Delay, s/veh 6.6 Intersection LOS C Approach EB WB NB SB Entry Lanes Conflicting Circle Lanes Adj Approach Flow, veh/h 3 33 787 26 Demand Flow Rate, veh/h 5 39 82 266 Vehicles Circulating, veh/h 242 698 33 3 Vehicles Exiting, veh/h 54 237 224 877 Follow-Up Headway, s 3.86 3.86 3.86 3.86 Ped Vol Crossing Leg, #/h Ped Cap Adj.... Approach Delay, s/veh 5.4 7. 2.5 6.4 Approach LOS A C C A Lane Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util.... Critical Headway, s 5.93 5.93 5.93 5.93 Entry Flow, veh/h 5 39 82 266 Cap Entry Lane, veh/h 887 562 989 992 Entry HV Adj Factor.983.98.98.978 Flow Entry, veh/h 3 33 787 26 Cap Entry, veh/h 872 55 97 97 V/C Ratio.3.55.8.268 Control Delay, s/veh 5.4 7. 2.5 6.4 LOS A C C A 95th %tile Queue, veh 3 9 Synchro 9 Report HCM 2 Roundabout

2: Belfast River & Dunham Marsh Trail/Harris Trail 25 AM.syn Intersection Int Delay, s/veh 7. Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Traffic Vol, veh/h 8 8 2 3 27 4 2 3 7 9 32 2 Future Vol, veh/h 8 8 2 3 27 4 2 3 7 9 32 2 Conflicting, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 8 8 8 8 8 8 8 8 8 8 8 8 Heavy Vehicles, % 6 6 6 6 6 6 6 6 6 6 6 6 Mvmt Flow 4 6 34 5 264 4 9 65 25 Major/Minor Minor2 Minor Major Major2 Conflicting Flow All 894 879 78 949 887 47 9 5 Stage 2 2-674 674 - - - - - - - Stage 2 694 679-275 23 - - - - - - - Critical Hdwy 7.6 6.56 6.26 7.6 6.56 6.26 4.6 - - 4.6 - - Critical Hdwy Stg 6.6 5.56-6.6 5.56 - - - - - - - Critical Hdwy Stg 2 6.6 5.56-6.6 5.56 - - - - - - - Follow-up Hdwy 3.554 4.54 3.354 3.554 4.54 3.354 2.254 - - 2.254 - - Pot Cap- Maneuver 258 282 855 236 279 889 36 - - 46 - - Stage 793 728-438 447 - - - - - - - Stage 2 427 445-723 79 - - - - - - - Platoon blocked, % - - - - Mov Cap- Maneuver 89 22 855 58 28 888 36 - - 46 - - Mov Cap-2 Maneuver 89 22-58 28 - - - - - - - Stage 625 72-345 352 - - - - - - - Stage 2 33 35-59 73 - - - - - - - Approach SE NW NE SW HCM Control Delay, s 3 28.3 5.3.4 HCM LOS B D Minor Lane/Major Mvmt NEL NET NERNWLn SELn SWL SWT SWR Capacity (veh/h) 36 - - 29 6 46 - - HCM Lane V/C Ratio.94 - -.263.262.8 - - HCM Control Delay (s) 8.3-28.3 3 7.6 - HCM Lane LOS A A - D B A A - HCM 95th %tile Q(veh).7 - - - - Synchro 9 Report HCM 2 TWSC

2: SR 44 & Belfast Keller/Oak Level 25 AM.syn Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 97 9 6 4 6 57 42 84 3 34 62 74 Future Vol, veh/h 97 9 6 4 6 57 42 84 3 34 62 74 Conflicting, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 9 5 9 68 5 29 4 4 74 88 Major/Minor Minor2 Minor Major Major2 Conflicting Flow All 563 522 8 535 564 22 62 223 Stage 99 99-32 32 - - - - - - - Stage 2 364 323-24 243 - - - - - - - Critical Hdwy 7.2 6.52 6.22 7.2 6.52 6.22 4.2 - - 4.2 - - Critical Hdwy Stg 6.2 5.52-6.2 5.52 - - - - - - - Critical Hdwy Stg 2 6.2 5.52-6.2 5.52 - - - - - - - Follow-up Hdwy 3.58 4.8 3.38 3.58 4.8 3.38 2.28 - - 2.28 - - Pot Cap- Maneuver 437 459 934 456 435 89 47 - - 346 - - Stage 83 736-69 652 - - - - - - - Stage 2 655 65-788 75 - - - - - - - Platoon blocked, % - - - - Mov Cap- Maneuver 365 426 934 44 44 89 47 - - 346 - - Mov Cap-2 Maneuver 365 426-44 44 - - - - - - - Stage 77 72-663 626 - - - - - - - Stage 2 559 624-735 682 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.5.4.6 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLnWBLn SBL SBT SBR Capacity (veh/h) 47 - - 4 648 346 - - HCM Lane V/C Ratio.35 - -.362.4.3 - - HCM Control Delay (s) 7.6-9.5 7.8 - HCM Lane LOS A A - C B A A - HCM 95th %tile Q(veh). - -.6.5. - - Synchro 9 Report HCM 2 TWSC

22: Belfast River & Belfast Keller 25 AM.syn Intersection Intersection Delay, s/veh.6 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Traffic Vol, veh/h 73 3 4 2 9 37 33 2 2 8 46 Future Vol, veh/h 73 3 4 2 9 37 33 2 2 8 46 Peak Hour Factor.92.8.8.8.92.8.8.8.92.8.8.8.92.8.8.8 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 29 5 3 3 7 4 4 3 26 58 Number of Lanes Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes Conflicting Approach SB NB EB WB Conflicting Lanes Conflicting Approach NB SB WB EB Conflicting Lanes HCM Control Delay.9 9.8 9.2 9 HCM LOS B A A A Lane NBLn EBLn WBLn SBLn Vol, % 24% 62% % 28% Vol, % 72% 37% 39% % Vol, % 4% % 6% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 46 28 229 75 LT Vol 73 2 2 Through Vol 33 3 9 8 RT Vol 2 4 37 46 Lane Flow Rate 58 35 286 94 Geometry Grp Degree of Util (X).88.462.348.34 Departure Headway (Hd) 5.523 4.749 4.38 5.3 Convergence, Y/N Yes Yes Yes Yes Cap 642 756 86 692 Service Time 3.63 2.84 2.436 3.22 HCM Lane V/C Ratio.9.463.35.36 HCM Control Delay 9.2.9 9.8 9 HCM Lane LOS A B A A HCM 95th-tile Q.3 2.5.6.5 Synchro 9 Report HCM 2 AWSC

: US 7 & SR 44 25 PM.syn Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 292 374 84 29 35 23 92 78 92 57 486 345 Future Volume (veh/h) 292 374 84 29 35 23 92 78 92 57 486 345 Number 5 2 2 6 6 7 4 4 3 8 8 Initial Q (Qb), veh Ped-Bike Adj(A_pbT)........ Parking Bus, Adj............ Adj Sat Flow, veh/h/ln 88 88 88 863 863 9 88 88 9 88 88 88 Adj Flow Rate, veh/h 37 394 94 39 376 32 97 745 97 65 52 363 Adj No. of Lanes 2 2 2 2 2 2 Peak Hour Factor.95.95.95.93.93.93.95.95.95.95.95.95 Percent Heavy Veh, % 2 2 2 Cap, veh/h 383 79 527 2 77 249 33 965 26 275 9 533 Arrive On Green..33.33.6.28.28.5.3.3.8.33.33 Sat Flow, veh/h 3476 3574 599 3442 258 894 792 38 44 792 3574 599 Grp Volume(v), veh/h 37 394 94 39 256 252 97 48 424 65 52 363 Grp Sat Flow(s),veh/h/ln 738 787 599 72 77 75 792 787 88 792 787 599 Q Serve(g_s), s 9.2 8.8 9.8 4.2 3. 3.3 3.9 22.6 22.6 6.6.8 2.8 Cycle Q Clear(g_c), s 9.2 8.8 9.8 4.2 3. 3.3 3.9 22.6 22.6 6.6.8 2.8 Prop In Lane....52..23.. Lane Grp Cap(c), veh/h 383 79 527 2 492 474 33 542 548 275 9 533 V/C Ratio(X).8.33.37.69.52.53.32.77.77.6.43.68 Avail Cap(c_a), veh/h 557 79 527 292 492 474 3 623 63 38 549 693 HCM Platoon Ratio............ Upstream Filter(I)............ Uniform Delay (d), s/veh 46. 26.8 27. 49. 32.3 32.5 23.7 33.6 33.6 25.3 27.5 3.5 Incr Delay (d2), s/veh 5.3.8 2. 4.2 3.9 4.2.6 5.2 5.2 2..2.8 Initial Q Delay(d3),s/veh............ %ile BackOfQ(5%),veh/ln 4.7 4.4 4.6 2. 6.9 6.8 2..9 2. 3.4 5.9 9.4 LnGrp Delay(d),s/veh 5.4 27.6 29. 53.2 36.3 36.7 24.3 38.8 38.8 27.4 27.8 32.3 LnGrp LOS D C C D D D C D D C C C Approach Vol, veh/h 895 647 939 4 Approach Delay, s/veh 36. 4. 37.3 29.3 Approach LOS D D D C Timer 2 3 4 5 6 7 8 Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 2.2 4. 4.8 38.2 7.7 35.5.6 4.4 Change Period (Y+Rc), s 6. 6. 6. 6. 6. 6. 6. 6. Max Green Setting (Gmax), s 9. 35. 5. 37. 7. 27. 6. 46. Max Q Clear Time (g_c+i), s 6.2.8 8.6 24.6.2 5.3 5.9 22.8 Green Ext Time (p_c), s. 6.6.2 7.6.5 4.9.. Intersection Summary HCM 2 Ctrl Delay 35. HCM 2 LOS D Synchro 9 Report

2: US 7 & Harris Trail/Shopping Center access 25 PM.syn Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 76 5 297 46 84 59 67 48 37 39 579 7 Future Volume (veh/h) 76 5 297 46 84 59 67 48 37 39 579 7 Number 3 8 8 7 4 4 5 2 2 6 6 Initial Q (Qb), veh Ped-Bike Adj(A_pbT)........ Parking Bus, Adj............ Adj Sat Flow, veh/h/ln 9 88 88 9 88 88 88 88 88 88 88 88 Adj Flow Rate, veh/h 87 53 49 89 7 434 46 66 Adj No. of Lanes 2 2 Peak Hour Factor.94.94.94.94.94.94.94.94.94.94.94.94 Percent Heavy Veh, % Cap, veh/h 32 65 333 57 26 333 43 72 524 466 934 865 Arrive On Green.2.2..2.2..5.33..26.54. Sat Flow, veh/h 99 32 599 486 248 599 792 3574 599 792 3574 599 Grp Volume(v), veh/h 24 38 7 434 46 66 Grp Sat Flow(s),veh/h/ln 4 599 734 599 792 787 599 792 787 599 Q Serve(g_s), s 8.6..... 2.3 8.2. 9.8 8.4. Cycle Q Clear(g_c), s 4.3.. 5.7.. 2.3 8.2. 9.8 8.4. Prop In Lane.78..36..... Lane Grp Cap(c), veh/h 367 333 47 333 43 72 524 466 934 865 V/C Ratio(X).65...33...6.37..89.32. Avail Cap(c_a), veh/h 64 65 78 65 448 72 524 79 2547 39 HCM Platoon Ratio............ Upstream Filter(I)............ Uniform Delay (d), s/veh 33.4.. 29.9.. 8. 22.7. 3.5.2. Incr Delay (d2), s/veh 2....5...2.9. 7.3.. Initial Q Delay(d3),s/veh............ %ile BackOfQ(5%),veh/ln 5.8.. 2.9... 4.2..8 4.. LnGrp Delay(d),s/veh 35.3.. 3.4.. 8.2 23.6. 38.8.3. LnGrp LOS D C B C D B Approach Vol, veh/h 24 38 55 32 Approach Delay, s/veh 35.3 3.4 22.9 22.4 Approach LOS D C C C Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 29. 35. 24.4. 53.9 24.4 Change Period (Y+Rc), s 6. 6. 6. 6. 6. 6. Max Green Setting (Gmax), s 39. 29. 34. 5. 63. 34. Max Q Clear Time (g_c+i), s 2.8.2 7.7 4.3.4 6.3 Green Ext Time (p_c), s.2 6.8 2.4. 8.7 2. Intersection Summary HCM 2 Ctrl Delay 24.7 HCM 2 LOS C Synchro 9 Report

3: US 7 & Belfast Keller 25 PM.syn Intersection Int Delay, s/veh.8 Movement NWL NWR NEU NET NER SWL SWT Traffic Vol, veh/h 4 48 573 95 98 42 Future Vol, veh/h 4 48 573 95 98 42 Conflicting, #/hr Sign Control Stop Stop Free Free Free Free Free RT Channelized - Yield - - Yield - None Storage Length 3-5 25 - Veh in Median Storage, # - - - - Grade, % - - - - Peak Hour Factor 93 93 93 93 93 93 93 Heavy Vehicles, % 3 3 3 3 3 3 3 Mvmt Flow 43 52 66 2 5 228 Major/Minor Minor Major Major2 Conflicting Flow All 44 38 896 66 Stage 66 - - - - - - Stage 2 825 - - - - - - Critical Hdwy 6.86 6.96 6.46 - - 4.6 - Critical Hdwy Stg 5.86 - - - - - - Critical Hdwy Stg 2 5.86 - - - - - - Follow-up Hdwy 3.53 3.33 2.53 - - 2.23 - Pot Cap- Maneuver 22 685 384 - - 953 - Stage 498 - - - - - - Stage 2 388 - - - - - - Platoon blocked, % - - - Mov Cap- Maneuver 9 685 384 - - 953 - Mov Cap-2 Maneuver 9 - - - - - - Stage 498 - - - - - - Stage 2 345 - - - - - - Approach NW NE SW HCM Control Delay, s 32.2.7 HCM LOS D Minor Lane/Major Mvmt NEU NET NERNWLnNWLn2 SWL SWT Capacity (veh/h) 384 - - 9 685 953 - HCM Lane V/C Ratio - - -.395.75. - HCM Control Delay (s) - - 58..7 9.2 - HCM Lane LOS A - - F B A - HCM 95th %tile Q(veh) - -.6.2.4 - Synchro 9 Report

4: Timber Trail & SR 44 25 PM.syn Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Volume (veh/h) 88 246 8 57 6 Future Volume (veh/h) 88 246 8 57 6 Number 6 6 5 2 7 4 Initial Q (Qb), veh Ped-Bike Adj(A_pbT).... Parking Bus, Adj...... Adj Sat Flow, veh/h/ln 88 88 88 88 88 88 Adj Flow Rate, veh/h 88 265 86 556 72 9 Adj No. of Lanes 2 2 Peak Hour Factor.93.93.93.93.93.93 Percent Heavy Veh, % Cap, veh/h 499 67 34 289 256 228 Arrive On Green.42.42.7.6.4.4 Sat Flow, veh/h 3668 599 792 3668 792 599 Grp Volume(v), veh/h 88 265 86 556 72 9 Grp Sat Flow(s),veh/h/ln 787 599 792 787 792 599 Q Serve(g_s), s 2.4 5.6.2 3.5 4.5 3.4 Cycle Q Clear(g_c), s 2.4 5.6.2 3.5 4.5 3.4 Prop In Lane.... Lane Grp Cap(c), veh/h 499 67 34 289 256 228 V/C Ratio(X).73.4.25.25.67.52 Avail Cap(c_a), veh/h 499 67 397 289 658 588 HCM Platoon Ratio...... Upstream Filter(I)...... Uniform Delay (d), s/veh.9 9.9 8.4 4.4 9.9 9.5 Incr Delay (d2), s/veh 3..7.4.3 3..8 Initial Q Delay(d3),s/veh...... %ile BackOfQ(5%),veh/ln 6.7 2.8.6.8 2.4 3. LnGrp Delay(d),s/veh 5..6 8.8 4.6 23. 2.3 LnGrp LOS B B A A C C Approach Vol, veh/h 353 642 29 Approach Delay, s/veh 4.3 5.2 22.3 Approach LOS B A C Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36. 3. 9.4 26.6 Change Period (Y+Rc), s 6. 6. 6. 6. Max Green Setting (Gmax), s 3. 8. 5. 9. Max Q Clear Time (g_c+i), s 5.5 6.5 3.2 4.4 Green Ext Time (p_c), s 3.2.7. 3.6 Intersection Summary HCM 2 Ctrl Delay 2.8 HCM 2 LOS B Synchro 9 Report

5: Harris Trail & Timber Trail 25 PM.syn Intersection Int Delay, s/veh 3.9 Movement SEL SET NWT NWR SWL SWR Traffic Vol, veh/h 25 373 93 67 57 54 Future Vol, veh/h 25 373 93 67 57 54 Conflicting, #/hr 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - Yield - Free Storage Length - - 2 25 Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 9 9 9 9 9 9 Heavy Vehicles, % Mvmt Flow 228 44 24 74 63 7 Major/Minor Major Major2 Minor2 Conflicting Flow All 26-86 - Stage - - - - 26 - Stage 2 - - - - 87 - Critical Hdwy 4. - - - 6.4 - Critical Hdwy Stg - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.29 - - - 3.59 - Pot Cap- Maneuver 36 - - - 24 Stage - - - - 822 Stage 2 - - - - 42 Platoon blocked, % - - - Mov Cap- Maneuver 36 - - - 99 - Mov Cap-2 Maneuver - - - - 99 - Stage - - - - 82 - Stage 2 - - - - 342 - Approach SE NW SW HCM Control Delay, s 2.9 3.3 HCM LOS D Minor Lane/Major Mvmt NWT NWR SEL SETSWLnSWLn2 Capacity (veh/h) - - 36-99 - HCM Lane V/C Ratio - -.67 -.38 - HCM Control Delay (s) - - 8.2-3.3 HCM Lane LOS - - A - D A HCM 95th %tile Q(veh) - -.6 -.3 - Synchro 9 Report

6: Port Royal & SR 44 25 PM.syn Intersection Int Delay, s/veh 8.2 Movement SET SER NWL NWT NEL NER Traffic Vol, veh/h 42 55 2 5 34 9 Future Vol, veh/h 42 55 2 5 34 9 Conflicting, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - Yield - None - None Storage Length - 5 - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 33 6 22 545 37 29 Major/Minor Major Major2 Minor Conflicting Flow All 33 92 33 Stage - - - - 33 - Stage 2 - - - - 788 - Critical Hdwy - - 4. - 6.4 6.2 Critical Hdwy Stg - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.29-3.59 3.39 Pot Cap- Maneuver - - 62-74 248 Stage - - - - 39 - Stage 2 - - - - 45 - Platoon blocked, % - - - Mov Cap- Maneuver - - 62-53 248 Mov Cap-2 Maneuver - - - - 53 - Stage - - - - 39 - Stage 2 - - - - 323 - Approach SE NW NE HCM Control Delay, s 2.2 22.3 HCM LOS F Minor Lane/Major Mvmt NELn NWL NWT SET SER Capacity (veh/h) 36 62 - - - HCM Lane V/C Ratio.223.96 - - - HCM Control Delay (s) 22.3 2.2 - - HCM Lane LOS F B A - - HCM 95th %tile Q(veh).7 - - - Synchro 9 Report

7: Harris Trail & Port Royal 25 PM.syn Intersection Int Delay, s/veh 4.4 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 3 95 55 6 4 48 Future Vol, veh/h 3 95 55 6 4 48 Conflicting, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 33 3 68 7 52 6 Major/Minor Minor Major Major2 Conflicting Flow All 642 77 86 Stage 77 - - - - - Stage 2 465 - - - - - Critical Hdwy 6.4 6.2 - - 4. - Critical Hdwy Stg 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.59 3.39 - - 2.29 - Pot Cap- Maneuver 44 869 - - 395 - Stage 856 - - - - - Stage 2 634 - - - - - Platoon blocked, % - - - Mov Cap- Maneuver 387 869 - - 395 - Mov Cap-2 Maneuver 387 - - - - - Stage 856 - - - - - Stage 2 558 - - - - - Approach WB NB SB HCM Control Delay, s.7 3.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn SBL SBT Capacity (veh/h) - - 669 395 - HCM Lane V/C Ratio - -.23.9 - HCM Control Delay (s) - -.7 7.9 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - -.8.4 - Synchro 9 Report

8: SR 44 & Fort McAllister 25 PM.syn Intersection Int Delay, s/veh 3.4 Movement WBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 34 59 444 45 2 86 Future Vol, veh/h 34 59 444 45 2 86 Conflicting, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 37 64 483 49 22 876 Major/Minor Minor Major Major2 Conflicting Flow All 627 57 532 Stage 57 - - - - - Stage 2 2 - - - - - Critical Hdwy 6.4 6.2 - - 4. - Critical Hdwy Stg 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.59 3.39 - - 2.29 - Pot Cap- Maneuver 3 568 - - 4 - Stage 67 - - - - - Stage 2 33 - - - - - Platoon blocked, % - - - Mov Cap- Maneuver 87 568 - - 4 - Mov Cap-2 Maneuver 87 - - - - - Stage 67 - - - - - Stage 2 242 - - - - - Approach WB NB SB HCM Control Delay, s 44.4. HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn SBL SBT Capacity (veh/h) - - 88 4 - HCM Lane V/C Ratio - -.538.7 - HCM Control Delay (s) - - 44.4 8.9 HCM Lane LOS - - E A A HCM 95th %tile Q(veh) - - 2.8.4 - Synchro 9 Report

9: SR 44 & Belfast River/Capt M. Freeman 25 PM.syn Intersection Intersection Delay, s/veh 27.9 Intersection LOS D Approach EB WB NB SB Entry Lanes Conflicting Circle Lanes Adj Approach Flow, veh/h 276 4 4 3 Demand Flow Rate, veh/h 279 5 44 3 Vehicles Circulating, veh/h 97 488 357 64 Vehicles Exiting, veh/h 7 283 829 529 Follow-Up Headway, s 3.86 3.86 3.86 3.86 Ped Vol Crossing Leg, #/h Ped Cap Adj.... Approach Delay, s/veh 22.8 6.9 2.2 37.9 Approach LOS C A B E Lane Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util.... Critical Headway, s 5.93 5.93 5.93 5.93 Entry Flow, veh/h 279 5 44 3 Cap Entry Lane, veh/h 456 694 79 6 Entry HV Adj Factor.99.989.99.99 Flow Entry, veh/h 276 4 4 3 Cap Entry, veh/h 452 686 782 49 V/C Ratio.62.5.524.956 Control Delay, s/veh 22.8 6.9 2.2 37.9 LOS C A B E 95th %tile Queue, veh 4 3 7 Synchro 9 Report

2: Belfast River & Dunham Marsh Trail/Harris Trail 25 PM.syn Intersection Int Delay, s/veh 7.5 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Traffic Vol, veh/h 2 47 9 6 32 4 36 4 2 25 63 3 Future Vol, veh/h 2 47 9 6 32 4 36 4 2 25 63 3 Conflicting, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % Mvmt Flow 25 55 7 7 38 6 6 65 25 29 74 5 Major/Minor Minor2 Minor Major Major2 Conflicting Flow All 666 65 82 72 646 78 89 9 Stage 4 4-498 498 - - - - - - - Stage 2 525 5-222 48 - - - - - - - Critical Hdwy 7. 6.5 6.2 7. 6.5 6.2 4. - - 4. - - Critical Hdwy Stg 6. 5.5-6. 5.5 - - - - - - - Critical Hdwy Stg 2 6. 5.5-6. 5.5 - - - - - - - Follow-up Hdwy 3.59 4.9 3.39 3.59 4.9 3.39 2.29 - - 2.29 - - Pot Cap- Maneuver 374 389 98 344 392 868 53 - - 39 - - Stage 864 782-556 546 - - - - - - - Stage 2 538 539-783 777 - - - - - - - Platoon blocked, % - - - - Mov Cap- Maneuver 3 335 98 24 337 867 53 - - 39 - - Mov Cap-2 Maneuver 3 335-24 337 - - - - - - - Stage 76 765-489 48 - - - - - - - Stage 2 429 474-633 76 - - - - - - - Approach SE NW NE SW HCM Control Delay, s 5.6 6.2 3.5.9 HCM LOS C C Minor Lane/Major Mvmt NEL NET NERNWLn SELn SWL SWT SWR Capacity (veh/h) 53 - - 382 525 39 - - HCM Lane V/C Ratio.6 - -.6.356.2 - - HCM Control Delay (s) 7.7-6.2 5.6 7.6 - HCM Lane LOS A A - C C A A - HCM 95th %tile Q(veh).4 - -.6.6. - - Synchro 9 Report

2: SR 44 & Belfast Keller/Oak Level 25 PM.syn Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 84 3 37 4 28 3 63 52 46 94 Future Vol, veh/h 84 3 37 4 28 3 63 52 46 94 Conflicting, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 8 8 8 8 8 8 8 8 8 8 8 8 Heavy Vehicles, % Mvmt Flow 4 6 46 7 35 6 78 64 8 6 Major/Minor Minor2 Minor Major Major2 Conflicting Flow All 53 478 238 58 535 78 296 79 Stage 367 367 - - - - - - - - Stage 2 36-398 425 - - - - - - - Critical Hdwy 7. 6.5 6.2 7. 6.5 6.2 4. - - 4. - - Critical Hdwy Stg 6. 5.5-6. 5.5 - - - - - - - Critical Hdwy Stg 2 6. 5.5-6. 5.5 - - - - - - - Follow-up Hdwy 3.59 4.9 3.39 3.59 4.9 3.39 2.29 - - 2.29 - - Pot Cap- Maneuver 48 488 83 477 453 985 27 - - 526 - - Stage 655 624-898 86 - - - - - - - Stage 2 87 85-63 588 - - - - - - - Platoon blocked, % - - - - Mov Cap- Maneuver 428 457 83 47 424 985 27 - - 526 - - Mov Cap-2 Maneuver 428 457-47 424 - - - - - - - Stage 646 592-886 796 - - - - - - - Stage 2 8 795-549 558 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 5.9.8.3.3 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLnWBLn SBL SBT SBR Capacity (veh/h) 27 - - 495 674 526 - - HCM Lane V/C Ratio.3 - -.334.79.42 - - HCM Control Delay (s) 7.9-5.9.8 7.5 - HCM Lane LOS A A - C B A A - HCM 95th %tile Q(veh) - -.5.3. - - Synchro 9 Report

22: Belfast River & Belfast Keller 25 PM.syn Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Traffic Vol, veh/h 58 97 2 25 4 2 2 3 67 36 66 Future Vol, veh/h 58 97 2 25 4 2 2 3 67 36 66 Peak Hour Factor.92.9.9.9.92.9.9.9.92.9.9.9.92.9.9.9 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 74 7 2 2 27 45 2 3 3 74 4 73 Number of Lanes Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes Conflicting Approach SB NB EB WB Conflicting Lanes Conflicting Approach NB SB WB EB Conflicting Lanes HCM Control Delay.3 7.9 8. 9. HCM LOS B A A A Lane NBLn EBLn WBLn SBLn Vol, % 2% 59% 3% 4% Vol, % 7% 36% 37% 2% Vol, % 8% 4% 6% 39% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 7 266 68 69 LT Vol 2 58 2 67 Through Vol 2 97 25 36 RT Vol 3 4 66 Lane Flow Rate 9 292 75 86 Geometry Grp Degree of Util (X).26.372.9.239 Departure Headway (Hd) 4.925 4.58 4.387 4.637 Convergence, Y/N Yes Yes Yes Yes Cap 724 783 84 773 Service Time 2.973 2.64 2.428 2.673 HCM Lane V/C Ratio.26.373.92.24 HCM Control Delay 8..3 7.9 9. HCM Lane LOS A B A A HCM 95th-tile Q..7.3.9 Synchro 9 Report

RICHMOND HILL AREA TRANSPORTATION STUDY APRIL 26 APPENDIX MPO PROJECT LIST THOMAS & HUTTON

MTP Modifications for MPO Boundary Expansion INTRODUCTION ADDENDUM: 24 TOTAL MOBILITY PLAN MODIFICATION FOR EXPANDED METROPOLITAN PLANNING AREA Coastal Region Metropolitan Planning Organization (CORE MPO) Metropolitan Transportation Plan Modification for MPO Boundary Expansion As a result of the 2 US Census and the growth in the region, the designated Urbanized Area was expanded to include portions of Bryan and Effingham Counties. With this expanded Urbanized Area, the Metropolitan Planning Area for the CORE MPO also was expanded to encompass the growth areas. At the time of the adoption of the 24 Total Mobility Plan, the boundary expansion had not been finalized. The boundary for the Metropolitan Planning Area incorporates the area included in the designated Urbanized Area, as well as additional areas expected to experience growth and become urbanized within the next twenty years. Through coordination with Bryan and Effingham Counties, as well as the Georgia Department of Transportation and the Federal Highway Administration, the boundary was identified and adopted. The area in Effingham County includes two small areas of growth in southern Effingham County adjacent to Chatham County. In Bryan County, the growth area includes the municipality of Richmond Hill, which is adjacent to western Chatham County. With the designation of the expanded planning area, the Total Mobility Plan, which is the required Metropolitan Transportation Plan (MTP), must be amended to encompass the additional areas. The expanded planning area is shown in Figure, found on page 2.

MTP Modifications for MPO Boundary Expansion Figure. CORE MPO Expanded Boundary 2