Hall County Planning Commission Staff Report

HALL COUNTY PLANNING COMMISSION STAFF REPORT

Applicant ...... Mallory and Evans Partners, LLC

Request ...... Rezone from Residential-I (R-I) to Planned Residential Development (PRD)

Proposed Use ...... Student housing

Size ...... 21.39± acres

Zoning ...... R-I

Location ...... On the west side of Tumbling Creek Road; a.k.a. 3055 Tumbling Creek Road; Tax Parcel 08026 000005(pt.)

Commission District ...... Two

Planning Commission Date ...... November 2, 2020

Staff Recommendation ...... Approval, with conditions

Applicant Proposal

The applicant is requesting to rezone a 21.39± acre lot from Residential-I (R-I) to Planned Residential Development (PRD) in order to construct a 160-unit student housing apartment complex. The applicant’s narrative describes the scope of the project as follows:

 Use: Apartments (Student Housing) o 160 total units o 35 total floors o 560 total bedrooms o Density of 7.48 units per acre  Lots Size: 21.39 acres  Setbacks: o Front: 55 feet from center line of road OR 30 feet from property line, whichever is greater. o Side: 10 feet o Rear: 20 feet  Parking: 404 spaces, 9 handicaps  Open Space: 11.9 acres (55.6%)

1. The narrative confirms that the development will comply with Hall County standards as they relate to signage and lighting. Additionally, the narrative includes a section which discusses the protection of abutting properties. The section states that the new road to the south of the subject property will protect the properties to the south. The development will comply with all mandatory stream buffering requirements, which will protect adjacent properties to the north. The narrative states that the development is sufficiently set off from the western property boundary line to protect the western abutting property and the eastern property is separated by Tumbling Creek Road.

There were no architectural standards or renderings of the proposed development were included with the application. Additionally, there is no discussion within the narrative of onsite amenities, though the site plan does show a pool.

History and Existing Land Uses

The subject property is approximately 21.39± acres and zoned Residential-I (R-I), which appears to be the original zoning. The property is surrounded by other R-I zoned properties, as well as residential and commercial zoning districts within the cities of Gainesville and Oakwood.

This parcel is located adjacent to the University of North Georgia Gainesville Campus and is intended to serve its students.

Comprehensive Plan Land Use Designation

The Comprehensive Plan designates the subject property and surrounding area as a “Lake Area Residential” land use. This land use category is characterized by detached single-family low- density residential development, less intensive agricultural uses, greenways and trails, and civic benefits such as community centers, libraries, places of worship, and schools.

The Hall County Comprehensive Plan recommends a maximum density of 2 units per acre for properties within the Lake Area Residential land use classification. This classification tends to be oriented to single-family residential development at low densities. The majority of these sorts of development are adjacent to Lake Lanier and do not have access to sewer.

The proposed development is at the very edge of the “Lake Area Residential” land use classification and adjacent to the University of North Georgia, whose students it intends to serve.

The PRD zoning classification does not set a minimum density for multi-family development, instead setting a minimum require land area. This development proposes 160 units, requiring a minimum land area of 21.12 acres. The proposed development consists of 21.39 acres.

2. Development Support and Constraints

Hall County Environmental Health In an email dated October 22, 2020 Emily McGahee state “No comment. Gainesville Sewer.”

Hall County Fire Services The subject parcel is located approximately 3.5 miles from Hall County Fire Station 4, located at 2940 McEver Road.

Hall County Public Works and Utilities No comments were provided.

Hall County Tax Assessors No Comments were provided.

Gainesville Water Resources In a letter dated March 17, 2020, Nick Swafford with the City of Gainesville Water Resources stated that both water and sanitary sewer services are available to the subject property.

Georgia Department of Transportation No comments were provided.

Zoning Analysis  The proposed development is consistent with the Hall County Comprehensive Plan.  The development includes 160 multi-family units on 21.39 acres for an overall density of 7.48 units per acre. o This acreage exceeds the recommended density with the PRD section of the Official Code of Hall County.  §17.180.060 – Planned residential development (PRD) standards shall be applicable to all residential components of the development.  A PRD allows for more flexibility in the design and development of the property. This provides for a mixture of housing types and encourages maximum use of natural features, through proper site planning measures. The development should conform to the existing character and development pattern of the surrounding area.  The PRD district requires the following standards: o Setbacks: . Minimum front yard setback from the property line of 25 feet  The applicant is proposing a 35 foot from yard setback. . Minimum side yard setback from the property line of 5 feet  The applicant is proposing a 10 foot side setback . Minimum rear yard setback from the property line of 20 feet  The applicant is proposing a 20 foot rear yard setback.

3. o Buffers: . A minimum 50 foot planted buffer shall be established along the perimeter of all property boundaries adjacent to residential and/or non-residential zoning districts to ensure that the planned residential development is appropriately screened.  The applicant states that they will meet all Hall County buffer requirements. o Landscape requirements: . All requirements shall be met per chapter 17.280, Tree Protection. o Open space: . The development shall conform to all open space requirements of sections 17.430.100 through 17.430.150, as shown under the Conservation Subdivision Design Option Chapter. The only open space requirement that may differ from those standards set forth in section 17.430.110 is the open space shall comprise at least thirty percent (30%) of the gross tract area.  The applicant is proposing 11.9 acres of conservation area equaling 55.6% open space. o Architectural standards: . The following design guidelines and standards apply to all planned residential developments. Alternatively, detailed architectural design guidelines and standards can be submitted by the applicant to include garage types and placement, elevations of all sides, building materials, etc.  The applicant has not submitted any architectural standards or renderings.  The development will be served by the City of Gainesville for both sewer and water.  §17.380.050 requires any application proposing the development of 100 or more residential dwelling units to submit a traffic impact study as part of an application be. An accurate study cannot be conducted at this time due to changed traffic patterns as a result of the Covid-19 pandemic. o The applicants submitted a full Traffic Impact Study which was completed on August 28, 2020. . The trip generation data submitted as part of this request is based on equations in the Institute of Transportation Engineer (ITE) Trip Generations Manual, 10th Edition, with Supplement, the current edition of this publication. . Through discussions with Scott Puckett, Hall County Traffic Engineer, the following areas were included as part of this Traffic Impact Analysis:  Tumbling Creek Road/Millside Parkway @ Old Oakwood Road  Tumbling Creek Road @ Campus Pointe Circle  Tumbling Creek Road @ GA-13 (Atlanta Highway)  Proposed Campus Connector Road @ Site Access #1 (Assumed for project Build-out)  Proposed Campus Connector Road @ Site Access #2 (Assumed for project Build-out) o The study produced the following conclusions:

4. . Tumbling Creek Road/Millside Parkway @ Old Oakwood Road:  There are two intersection movements that are anticipated to operate with an unacceptable LOS. o The northbound thru movement is shown to operate at LOS E for both AM and PM peak hour operations. o The southbound left-turn movement is expected to operate at LOS E for the AM peak only. o For the southbound and northbound approaches, the 25 percent increase in delay threshold is not exceeded, and the LOS is consistent with Existing and Background conditions and is not degraded by the proposed project.  No mitigation is required due to the proposed student housing project. . Tumbling Creek Road @ Campus Pointe Circle/Proposed Campus Connector  The AM and PM LOS is anticipated to be acceptable at LOS A and B for the AM and PM peak hour under Build-out conditions. No mitigation is required. . Tumbling Creek Road @ GA-13 (Atlanta Highway)  The approaches for the GA-13 (Atlanta Highway) and Tumbling Creek Road intersection are anticipated to operate with unacceptable LOS. o The eastbound left-turn is anticipated to operate at LOS E for the AM peak and LOS F during the PM peak hour. o The eastbound right-turn movement is also anticipated to operate at LOS E for the PM peak hour.  The delay increase percentages remain below the 25% threshold, although for the eastbound left-turn movement in the PM peak hour, the delay increase percentage is 22%.  Site-generated traffic is not anticipated to further degrade general roadway or driver safety at this intersection because the LOS for these approaches for the existing and background conditions are unacceptable with LOS E and F operating conditions. . An updated traffic study may be required prior to the issuance of any land disturbance permits for the proposed development to account for a disruption in the traffic patterns as a result of COVID-19.

Staff Recommendation

Staff recommends approval, with conditions, of the applicant’s request:

1. The development shall generally occur as depicted on the site plan and described in the project narrative, modified for compliance with zoning conditions, Hall County regulations, and the proposed Spout Springs widening project at time of development. 2. The proposed residential development shall conform to §17.180.060 Planned Residential Development (PRD) standards, except for where variances are approved as part of this application.

5. 3. The following standards shall apply to the development: a. Use: Apartments (Student Housing) 1. 160 total units/560 total bedrooms 2. Density of 7.48 units per acre b. Setbacks: 1. Front: 55 feet from center line of road OR 30 feet from property line, whichever is greater. 2. Side: 10 feet 3. Rear: 20 feet c. Parking: 404 spaces, 9 handicaps d. Open Space: 11.9 acres (55.6%) e. Buffers: A minimum 50 foot planted buffer shall be established along the perimeter of all property boundaries adjacent to residential and/or non-residential zoning districts to ensure that the planned residential development is appropriately screened. The planted buffers shall conform to the requirements as described in section 17.260.020 titled Vegetation Buffers and Vision Clearance. In conditions where required stream buffers exist along a perimeter property boundary, the Planning Director may grant exemptions from the 50 foot planted buffer if a stream buffer meets or exceeds the 50 foot planted buffer width. f. Architectural standards: All facades of all residences, shall be finished with brick, stone, stucco, wood siding, wood shakes, or fiber cement type siding. The front facades shall incorporate changes in building material, texture, and/or color. Vinyl siding on all residential and non-residential buildings shall be prohibited. 4. An updated traffic study may be required prior to the issuance of a land disturbance permit. The developer shall work with Hall County Engineering and/or the Georgia Department of Transportation (GDOT) in determining the road improvements necessary to serve this development.

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0 75 150 300 Applicant: MALLORY & EVANS PARTNERS, LLC Feet Tax Parcel #: 08026 000005 (pt.) Zoning Boundary City Limits Location: 3055 TUMBLING CREEK ROAD, GAINESVILLE, GA 30504 Subject Area Commission District 2 PC Mtg. Date: 10/19/2020 ±

1155 N. Main Street Waynesville, NC 28786 (P) 828.456.8383 (F) 828.456.8797 www.jmteagueengineering.com

Traﬃc Impact Study

for

University of North Georgia Student Housing

Located in Gainesville, GA

Prepared For: Brantley Basinger Mallory & Evans Development, LLC 625 Kentucky Street Scotsdale, GA 30079

Prepared By: J.M. Teague Engineering & Planning 1155 North Main Street Waynesville, North Carolina 28786

August 2020

JMTE #: WAYN 1034

Dependable Planning · Innovative Engineering · Relationship Building

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Table of Contents

Introduc�on and Background ...... 1

Proposed Site Use and Access ...... 2

Parameters and Study Area ...... 4

Surrounding Lane Uses ...... 5

Surrounding Roadways ...... 5

Method of Analysis ...... 5

Exis�ng Traﬃc ...... 7

Background Traﬃc ...... 10

Trip Distribu�on ...... 12

Trip Genera�on ...... 14

Build-Out Traﬃc ...... 16

Analysis of Exis�ng Traﬃc Condi�ons ...... 18

Analysis of Background Traﬃc Condi�ons ...... 19

Analysis of Build-out Traﬃc Condi�ons ...... 20

Conclusions ...... 21

Tumbling Creek Road/Millside Parkway @ Old Oakwood Road ...... 21

Tumbling Creek Road @ Campus Pointe Circle/Proposed Campus Connector ...... 21

Tumbling Creek Road @ GA-13 (Atlanta Hwy) ...... 22

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

List of Figures

Figure 1 – Region of Proposed Site Loca�on ...... 1 Figure 2 – Proposed Site Loca�on ...... 2 Figure 3 – Preliminary Site Plan ...... 3 Figure 4 – Exis�ng AM and PM Peak Hour Traffic ...... 8 Figure 5 – Exis�ng Lane Diagram ...... 9 Figure 6 – Background AM & PM Peak Hour Traffic ...... 11 Figure 7 – Trip Distribu�on Ingress & Egress Percentages ...... 13 Figure 8 – Trip Genera�on AM& PM Ingress & Egress Site Trips ...... 15 Figure 9 – Build-Out AM & PM Peak Hour Traffic ...... 17

iii

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

List of Tables Table 1 – Highway Capacity Manual Level of Service and Delay ...... 7 Table 2 – Typical Weekday Trip Genera�on ...... 14 Table 3 – Analysis of Exis�ng AM/PM Peak Hour Traffic Condi�ons ...... 18 Table 4 - Analysis of Background AM/PM Peak Hour Traffic Condi�ons ...... 19 Table 5 – Analysis of Build-out AM/PM Peak Hour Traffic Condi�ons ...... 20 Table 6 - Comparison of Background vs Build-out Peak Hour Traffic Condi�ons ...... 34

Appendices Appendix A – Preliminary Site Plan Appendix B – Turning Movement Counts Appendix C – Traﬃc Signal Plans Appendix D – Synchro and SimTraﬃc Reports Appendix E - Correspondence

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Introduc�on and Background

This report summarizes the findings of the Traffic Impact Study (TIS) that was performed for a proposed 560-bed student housing development west of Tumbling Creek Road. The University of North Georgia Student Housing Development is located within Hall County, Georgia, southeast of the City of Gainesville and north of Interstate 985. The purpose of this study is to determine the impact of the an�cipated traffic associated with this development and its effect on the intersec�ons listed in the Parameters and Study Area sec�on of the report. The traffic generated by the development will be added to the background traffic, and then analyzed to determine any poten�al adverse traffic impacts on the adjacent roadway network from the proposed development.

Site Location

Figure 1 – Region of Proposed Site Location

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Site Location

Figure 2 – Proposed Site Location Proposed Site Use and Access The site development plan consists of 560-bed student housing development within nine buildings. The proposed development will have two access points along the proposed Campus Connector. The ﬁrst access point is approximately 0.10 mile west of Tumbling Creek Road and the second access point is 0.18 mile west of Tumbling Creek Road. The proposed Campus Connector will extend from the planned roundabout in the eastern por�on of the University of North Georgia to Tumbling Creek Road as a two-lane facility.

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Tumbling Creek Road @ Campus Pointe Circle/Proposed Campus Connector

Proposed Site Access #2

Proposed Site Access #1

Figure 3 – Preliminary Site Plan (Plan provided by W & A Engineering)

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Parameters and Study Area

As determined through discussions with Hall County Engineering, along with engineering judgment, the study area of this TIA includes:

• Tumbling Creek Road/Millside Parkway @ Old Oakwood Road

• Tumbling Creek Road @ Campus Pointe Circle

• Tumbling Creek Road @ GA-13 (Atlanta Highway)

• Proposed Campus Connector Road @ Site Access #1 (Assumed for project Build-out)

• Proposed Campus Connector Road @ Site Access #2 (Assumed for project Build-out)

Peak hour turning movement counts (7:00 – 9:00 AM & 4:00 – 6:00 PM) were conducted at the exis�ng studied intersec�ons to determine AM and PM peak periods.

The AM and PM peak hours for the studied intersec�on are as follows:

• Tumbling Creek Road/Millside Parkway @ Old Oakwood Road o AM Peak Hour – 7:00 AM – 8:00 AM || PM Peak Hour – 4:30 PM – 5:30 PM • Tumbling Creek Road @ Campus Pointe Circle o AM Peak Hour – 7:00 AM – 8:00 AM || PM Peak Hour – 4:30 PM – 5:30 PM • Tumbling Creek Road @ GA-13 (Atlanta Highway) o AM Peak Hour – 7:30 AM – 8:30 AM || PM Peak Hour – 4:30 PM – 5:30 PM Peak hour turning movement counts (7:00 – 9:00 AM & 4:00 – 6:00 PM) were obtained in the field for the study area intersections. The existing counts have not been adjusted to account for other intersecting driveways along the study area roadways along Tumbling Creek Road. The turning movement counts were collected during a time with possible influences of the COVID-19 pandemic although schools had resumed and students had returned to the campus.

AM and PM peak hours for each intersection were analyzed for Existing, Background, and full Build-Out traffic conditions.

Other parameters include:

• 2021 Build-out Year • Background Traffic Growth Factor of 2% per year • Peak Hour Factor (PHF) of 0.90 for projected conditions

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Surrounding Land Uses The proposed site is located within Hall County, Georgia, southeast of the City of Gainesville. The immediate areas surrounding the proposed site consist of residen�al apartments, industrial manufacturing, and the University of North Georgia campus.

Surrounding Roadways According to GDOT’s Online Road and Traffic Data, Old Oakwood Road is classified as a minor arterial. Old Oakwood Road is a two-lane bidirec�onal road with a posted speed limit of 40 mph. According to GDOT data, the Average Annual Daily Traffic (AADT) on Old Oakwood Road was es�mated to be 3,850 vehicles per day (vpd) southwest of the intersec�on of Old Oakwood Road and Tumbling Creek Road in 2019.

GDOT’s Online GIS classifies Tumbling Creek Road as a local road. Tumbling Creek Road is a two- lane bidirec�onal road with a posted speed limit of 30 mph. From the traffic data collected, it is es�mated that the daily traffic is approximately 4,080 vpd north of GA 13 (Atlanta Highway).

GDOT’s Online GIS classifies Millside Parkway as a local road. Millside Parkway is a divided four- lane road with a posted speed limit of 35 mph. Es�mated from traffic data collected, the daily traffic is approximately 1,730 vpd.

There is no GDOT’s Online GIS classifica�on for Campus Pointe Circle. Campus Pointe Circle is a two-lane road with a posted speed limit of 13 mph. From the traffic data collected, it is es�mated that the daily traffic is approximately 820 vpd.

GDOT’s Online GIS classiﬁes GA-13 (Atlanta Highway) as a minor arterial. Within the study area GA-13 (Atlanta Highway) is a two-lane bidirec�onal road with a posted speed limit of 25 mph southbound and no posted speed limit northbound. According to GDOT data, AADT on GA-13 (Atlanta Highway) was es�mated to be 16,700 vpd northeast of the intersec�on of GA-13 (Atlanta Highway) and Tumbling Creek Road in 2019.

Method of Analysis

A traffic impact analysis is a method of determining the impacts of new development traffic on the surrounding roadway. This is done by comparing the effects of addi�onal traffic generated by the site to the traffic that would normally u�lize the road network upon comple�on of the development. This traffic is defined as background traffic.

Background traffic is defined as the traffic that would be at the studied intersec�ons at the �me of an�cipated project comple�on without the proposed development. Background traffic is

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

comprised of exis�ng traffic and any increase or decrease in volumes which might occur from general growth trends in the surrounding area or nearby specific developments. It also assumes no significant roadway geometric changes from the exis�ng condi�on scenario. A growth factor of 2% was u�lized for this study up to the an�cipated project comple�on year (build-out) of 2021.

The site generated traffic is added to the background traffic to determine the build-out traffic. These two numbers, Background and Build-Out, are then compared to determine the overall impact that the development traffic has on the roadway.

The studied intersections were analyzed using Synchro. Synchro is a specialized software package that allows the user to model intersections and roadway networks to determine levels of service (LOS), based on the thresholds specified in the Highway Capacity Manual (HCM) published by the Transportation Research Board. Synchro also provides an analysis of capacity, vehicle delay, volume to capacity ratio (v/c), queue lengths, traffic signal timing, and vehicle flow rate.

Sim Traffic was also utilized, which is an extension of Synchro that allows the user to more accurately model closely spaced intersections. This animation software allows the user to view traffic circulation through the study intersections.

The HCM defines peak hour factor (PHF) as the hourly volume during the maximum-volume hour of the day divided by the peak 15-minute flow rate within the peak hour, a measure of traffic demand fluctuations within the peak hour. The peak hour factor is used in HCM capacity and level of service analysis to account for the variation in traffic volumes during the peak hour.

The HCM recommended PHF default values generally range from 0.88 for Rural and 0.92 for Urban condi�ons. For this study, the Exis�ng condi�ons are analyzed using the PHF indicated for each speciﬁc movement reported in the Turn Movement Count Reports (provided in Appendix B). For the future Background and Build-Out Synchro so�ware simula�ons, a PHF of 0.90 was used, which is the median value between these two factors and is the generally accepted PHF. The diﬀerence in PHF value used for Exis�ng, Background, and Build-Out condi�ons can yield increases and decreases in delay and levels of service.

The HCM defines capacity as “the maximum hourly rate at which persons or vehicles can reasonably be expected to traverse a point during a given time period under prevailing roadway, traffic, and control conditions”. LOS is a term used to represent different driving conditions, primarily with respect to traffic congestion. It is defined as a “qualitative measure describing operational and perceptional conditions within a traffic stream”. LOS “A” represents free-flow traffic conditions with no congestion. LOS “F” represents severely impacted traffic flow due to vehicle congestion. LOS is generally determined by the total “Control Delay” experienced by drivers. Control delay is vehicle delay that is ultimately caused by the traffic control device. This

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

includes deceleration delay, queue move-up time delay, stopped delay, and acceleration delay (Table 1).

Table 1 – Highway Capacity Manual Level of Service and Delay

Un-signalized Intersection Signalized Intersection Average Control Delay Average Control Delay Level of Service Per Vehicle Level of Service Per Vehicle (Seconds) (Seconds) A 0-10 A 0-10 B 10-15 B 10-20 C 15-25 C 20-35 D 25-35 D 35-55 E 35-50 E 55-80 F > 50 F > 80

Like with most infrastructure, it is desirable and most effective to design the roadway network in an optimal manner, while promoting efficient travel and minimizing the environmental footprint. It is desirable for roads to operate at volumes consistent with lower levels of delay during non- peak times as well as higher levels of delay during peak periods.

The analysis for un-signalized intersections can project very high delays on the side street, thus it is recommended to use LOS measurements as a comparative tool rather than a design tool. The 95th Queue is defined to be the vehicle queue (back-up) that has only a 5% probability of being exceeded during the analysis period. At un-signalized intersections, p0 (queue free percent) is the probability of a queue free state.

Existing Traffic In order to determine exis�ng traﬃc, peak period turning movement counts were conducted at the exis�ng intersec�ons listed above and in accordance with the methodology previously explained.

The exis�ng peak hour volumes are shown in Figure 4. The exis�ng lane diagram is shown in Figure 5. The exis�ng turning movement counts can be found in Appendix B.

As noted earlier balancing these volumes on Tumbling Creek Road would mean applying arbitrary adjustments to the inbound and outbound flows to account for multiple smaller intersecting driveways. It was thought to be technically sound to analyze the actual unbalanced traffic to determine the true anticipated impact of the proposed development.

7 www.jmteagueengineering.com 1155 N. MAIN ST. WAYNESVILLE NC 28786

[810] [20]

[135] [107]

[17] (395)

(31)

(66) (2) Millside Parkway (74) [31]

[74] AM & PM

(87) FIGURE 4 [12] (17)[58] EXISTING

(0) (17)[30] Tumbling Creek Rd (16) Campus Pointe Circle

(8)[31] PEAK HOUR TRAFFIC STOP

STOP (127) [142]

[615] [155]

(3)[9] (9) [19]

(2)[8] (618) (47)[43] (191) (127)[170] [214]

(15)[25] (108)

[29]

[21]

[144] (5)

(19)

(92)

LEDGEND

(XX) - AM UNG STUDENT HOUSING GAINESVILLE, GA, 30504 (HALL COUNTY) TRAFFIC IMPACT ANALYSIS [XX] - PM 3055 TUMBLING CREEK ROAD N.T.S. 08/20/2020 WAYN 1034

Old Oakwood Rd

PATIENCE STEPP GA - 13 ( Atlanta Hwy) Atlanta ( 13 - GA WILLIAM THOMPSEN DATE: SCALE: DRAWN: CHECKED: PROJECT No.:

DRAFT TIA DRAWINGS TRAFFIC STUDY MAP AZ.DWG - PLOT: Patience MON. 24-8-2020 15:53 THIS DRAWING AND ASSOCIATED .DWG FILES ARE THE PROPERTY OF J.M. TEAGUE ENGINEERING & PLANNING AND SHALL NOT BE MODIFIED, USED, OR REPRODUCED IN ANY WAY OTHER THAN AUTHORIZED IN WRITING. PRELIMINARY PLANS www.jmteagueengineering.com 1155 N. MAIN ST. WAYNESVILLE NC 28786

N LANE FIGURE 5 EXISTING

Millside Parkway MOVEMENT

Tumbling Creek Rd Campus Pointe Circle

STOP STOP UNG STUDENT HOUSING GAINESVILLE, GA, 30504 (HALL COUNTY) TRAFFIC IMPACT ANALYSIS 3055 TUMBLING CREEK ROAD N.T.S. 08/20/2020 WAYN 1034 PATIENCE STEPP

Old Oakwood Rd

WILLIAM THOMPSEN GA - 13 ( Atlanta Hwy) Atlanta ( 13 - GA DATE: SCALE: DRAWN: CHECKED: PROJECT No.:

DRAFT TIA DRAWINGS TRAFFIC STUDY MAP AZ.DWG - PLOT: Patience MON. 24-8-2020 15:54 THIS DRAWING AND ASSOCIATED .DWG FILES ARE THE PROPERTY OF J.M. TEAGUE ENGINEERING & PLANNING AND SHALL NOT BE MODIFIED, USED, OR REPRODUCED IN ANY WAY OTHER THAN AUTHORIZED IN WRITING. PRELIMINARY PLANS

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Background Traffic Background traffic is defined as the traffic that would be at the studied intersec�ons at the �me of an�cipated project comple�on (build-out), without the proposed development. Background traffic is comprised of exis�ng traffic and any increase or decrease in volumes which might occur from general growth trends in the surrounding area or nearby specific developments. It also assumes no significant roadway geometric changes from the exis�ng condi�on scenario. As noted earlier, the growth factor of 2% per year was u�lized for calcula�ng background traffic for this study up to the an�cipated project build-out year analysis of 2021.

The an�cipated AM and PM peak hour background traﬃc volumes are shown in Figures 6.

10 www.jmteagueengineering.com 1155 N. MAIN ST. WAYNESVILLE NC 28786

[826] [20]

[109]

[138]

[17] (403)

(32)

(67)

(2) (75)

Millside Parkway AM & PM [32] (89) [75] FIGURE 6 [12] (17)[59] BACKGROUND

(0) (17)[31] Tumbling Creek Rd (16) Campus Pointe Circle (8) [32] PEAK HOUR TRAFFIC STOP

STOP (130) [145] [627]

(3)[9] [19] [158] (2)[8] (9) (630)

(48)[44] (130) [218] (195)

(15)[26] [173] (110)

[30] [21]

[147] (5)

(19) (94)

LEDGEND UNG STUDENT HOUSING GAINESVILLE, GA, 30504 (HALL COUNTY) TRAFFIC IMPACT ANALYSIS (XX) - AM 3055 TUMBLING CREEK ROAD [XX] - PM N.T.S. 08/20/2020 WAYN 1034

Old Oakwood Rd

PATIENCE STEPP GA - 13 ( Atlanta Hwy) Atlanta ( 13 - GA WILLIAM THOMPSEN DATE: SCALE: DRAWN: CHECKED: PROJECT No.:

DRAFT TIA DRAWINGS TRAFFIC STUDY MAP AZ.DWG - PLOT: Patience MON. 24-8-2020 15:55 THIS DRAWING AND ASSOCIATED .DWG FILES ARE THE PROPERTY OF J.M. TEAGUE ENGINEERING & PLANNING AND SHALL NOT BE MODIFIED, USED, OR REPRODUCED IN ANY WAY OTHER THAN AUTHORIZED IN WRITING. PRELIMINARY PLANS

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Trip Distribution Trip distribu�on is the assignment of trip generated traffic throughout the roadway as it ingresses and egresses to and from the site. The pathway is assigned to show the traffic as it travels through the study area intersec�ons. The trip distribu�on for this development was es�mated from the exis�ng traffic volume paterns within the surrounding roadway network, the surrounding popula�on densi�es, the loca�on of the proposed development, and engineering judgment. Trip distribu�on percentages for the AM and PM peak hours can be seen in Figure 7.

12 www.jmteagueengineering.com 1155 N. MAIN ST. WAYNESVILLE NC 28786

Millside Parkway 5% 10% 10%

5% Campus Pointe Circle 5% Tumbling Creek Rd

20%

STOP

STOP 15% 5% 20% 5% 15%

20% 20%

20% 20% FIGURE 7 20% PERCENTAGES INGRESS & EGRESS TRIP DISTRIBUTION

PROPOSED

20%

20% STUDENT APARTMENTS 20% 40%

40%

Old Oakwood Rd

60% GA - 13 ( Atlanta Hwy) Atlanta ( 13 - GA

60% UNG STUDENT HOUSING GAINESVILLE, GA, 30504 (HALL COUNTY) TRAFFIC IMPACT ANALYSIS 3055 TUMBLING CREEK ROAD N.T.S. 08/20/2020 WAYN 1034 PATIENCE STEPP WILLIAM THOMPSEN

UNIVERSITY OF

NORTH GEORGIA DATE: SCALE: DRAWN: CHECKED: PROJECT No.:

DRAFT TIA DRAWINGS TRAFFIC STUDY MAP AZ.DWG - PLOT: Patience MON. 24-8-2020 15:57 THIS DRAWING AND ASSOCIATED .DWG FILES ARE THE PROPERTY OF J.M. TEAGUE ENGINEERING & PLANNING AND SHALL NOT BE MODIFIED, USED, OR REPRODUCED IN ANY WAY OTHER THAN AUTHORIZED IN WRITING. PRELIMINARY PLANS

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Trip Generation The 10th edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE) was used as the source of data for determining site generated traffic. For this proposed development, an ITE Land Use Code 225 – Off-Campus Student Apartments. According to ITE’s Trip Generation manual, “An off-campus student apartment is part of an apartment complex that serves college or university students. These properties are generally located nearby and within walking distance of a college campus.” Low vehicular peak hour trip rates occur as a result of the high level of pedestrian trip-making activity in a campus environment.

Trip genera�on volumes for LUC 225 were calculated u�lizing the ﬁted curve equa�on for the peak hours of adjacent street traﬃc. With the number of bedrooms as the independent variable, the ITE equa�ons and rates for weekday total, AM peak hour, and PM peak hour are as follows:

• LUC 225 Off-Campus Student Apartments - Weekday Equation . T = 3.03(X) + 54.26 : 50% Entering / 50% Exiting o AM Peak Hour of Adjacent Street Traffic . T = 0.10(X) + 5.31 : 41% Entering / 59% Exiting o PM Peak Hour of Adjacent Street Traffic . T = 0.24(X) + 2.90 : 50% Entering / 50% Exiting

The typical weekday trip genera�on volumes for the proposed land uses are shown in Table 3.

Table 2 – Typical Weekday Trip Genera�on

AM Peak PM Peak ITE Land Use Code Size Unit ADT (vpd) (vph) (vph) IN OUT IN OUT

225 – Oﬀ-Campus 560 Bedrooms 1,751 25 36 68 69 Student Apartments

The AM and PM peak hour trips were distributed to the roadway network using the percentages found in Figure 7 and shown as AM & PM Peak Hour Ingress and Egress site generated trips in Figure 8.

14 www.jmteagueengineering.com 1155 N. MAIN ST. WAYNESVILLE NC 28786

Millside Parkway [4] (1) (3) [8] (3) [8]

(2) [3] Campus Pointe Circle (2) [3] Tumbling Creek Rd

(5) [14]

STOP STOP

(1) [3] (5) [14] [10] (4) (2) [4] (5) [10]

(1) [3]

(7) [14] (7) [14] TRAFFIC AM & PM (7) [14] (5) [14] FIGURE 8 (7) [14] INGRESS & EGRESS TRIP GENERATION

PROPOSED

(5) [14] LEDGEND

(5) [14] STUDENT APARTMENTS(7) [14] (XX) - AM (15) [27] [XX] - PM

Old Oakwood Rd (10) [26] (22) [41] Hwy) Atlanta ( 13 - GA

(15) [40] UNG STUDENT HOUSING GAINESVILLE, GA, 30504 (HALL COUNTY) TRAFFIC IMPACT ANALYSIS 3055 TUMBLING CREEK ROAD N.T.S. 08/20/2020 WAYN 1034 PATIENCE STEPP WILLIAM THOMPSEN

UNIVERSITY OF

NORTH GEORGIA DATE: SCALE: DRAWN: CHECKED: PROJECT No.:

DRAFT TIA DRAWINGS TRAFFIC STUDY MAP AZ.DWG - PLOT: Patience MON. 24-8-2020 15:59 THIS DRAWING AND ASSOCIATED .DWG FILES ARE THE PROPERTY OF J.M. TEAGUE ENGINEERING & PLANNING AND SHALL NOT BE MODIFIED, USED, OR REPRODUCED IN ANY WAY OTHER THAN AUTHORIZED IN WRITING. PRELIMINARY PLANS

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Build-Out Traffic Build-out traffic is defined as the total traffic volume that will be present on the surrounding roadway network at the �me of project comple�on and full occupancy. The build-out year is projected to be 2021. Build-out traffic was calculated by adding the background traffic and the proposed site traffic, which is distributed in the AM & PM peak hour periods according to the entering and exi�ng percentages listed above Table 2 and found in the ITE trip genera�on manual under LUC: 225 Off-Campus Student Apartments. Figure 9 shows the an�cipated build-out AM & PM Peak Hour traffic.

16 www.jmteagueengineering.com 1155 N. MAIN ST. WAYNESVILLE NC 28786

[826] [24]

[117]

[138]

[17] (403)

(33)

(70) (75) Millside Parkway (2) (92)[82] [32] [12] [0] (19)[62]

(0) (0) (19)[34] Tumbling Creek Rd (16) (8)Campus Pointe[32] Circle (130) [145]

STOP

STOP (5)[14]

[627] [168]

(3)[9] [23] AM & PM FIGURE 9

(2) (11) (630)

[8] BUILD-OUT (49)[47] (199) (130)[173] [228]

(15)[26] (5) [14] (115)

[33] [21]

PEAK HOUR TRAFFIC [147]

(5)

(20) (0) [0]

(7) [14]

(94) (7) [14]

(7) [14] (5) [14] (7) [14]

PROPOSED LEDGEND

(5) [14] (XX) - AM

(5) [14] STUDENT APARTMENTS(7) [14] [XX] - PM (15) [27] UNG STUDENT HOUSING GAINESVILLE, GA, 30504 (HALL COUNTY) TRAFFIC IMPACT ANALYSIS 3055 TUMBLING CREEK ROAD

Old Oakwood Rd

(10) [26] (22) [41] Hwy) Atlanta ( 13 - GA N.T.S.

(15) [40] 08/20/2020 WAYN 1034 PATIENCE STEPP WILLIAM THOMPSEN DATE: SCALE: DRAWN: CHECKED: PROJECT No.:

UNIVERSITY OF NORTH GEORGIA

DRAFT TIA DRAWINGS TRAFFIC STUDY MAP AZ.DWG - PLOT: Patience MON. 24-8-2020 16:12 THIS DRAWING AND ASSOCIATED .DWG FILES ARE THE PROPERTY OF J.M. TEAGUE ENGINEERING & PLANNING AND SHALL NOT BE MODIFIED, USED, OR REPRODUCED IN ANY WAY OTHER THAN AUTHORIZED IN WRITING. PRELIMINARY PLANS

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Analysis of Existing Traffic Conditions In order to es�mate the exis�ng LOS, delay, v/c ra�o, and queue at the study intersec�ons, the exis�ng traffic volumes from the AM & PM peak hours were analyzed using exis�ng lane configura�ons and traffic control condi�ons (Table 3). Since exis�ng turning movement count data was collected, the exis�ng peak hour factor (PHF) was u�lized for analyzing exis�ng condi�ons. Based on HCM, “LOS for un-signalized intersec�ons should only be reported for individual stop-controlled or yield movements.” As a result, the free-flow movements / approaches were not analyzed for exis�ng condi�ons.

The capacity analysis (Synchro Reports) for the exis�ng condi�ons can be found in Appendix D.

Table 3 – Analysis of Exis�ng AM/PM Peak Hour Traﬃc Condi�ons

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Analysis of Background Traffic Conditions To es�mate the Background LOS, delay, v/c ra�o, and queue lengths at the study intersec�ons, the background traffic was analyzed using exis�ng lane configura�ons and traffic control condi�ons and results are provided in Table 4. As noted earlier, a PHF of 0.90 was u�lized for all background condi�ons. Based on the HCM, “LOS for un-signalized intersec�ons should only be reported for individual stop-controlled or yield movements.” As a result, the free-flow movements / approaches were not analyzed for background condi�ons. The 0.90 PHF is used by traffic engineering companies to simulate worst-case scenarios for LOS calcula�ons. The worst- case PHF assump�on can some�mes create fluctua�ons in LOS and delay readings without any change in the traffic volumes.

The capacity analysis (Synchro Reports) for the Background condi�ons can be found in Appendix D.

Table 4 - Analysis of Background AM/PM Peak Hour Traﬃc Condi�ons

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Analysis of Build-Out Traffic Conditions The Build-Out traffic was analyzed using exis�ng lane configura�ons and traffic control condi�ons as well as the addi�on of the proposed site access points. To remain comparable with the Background, a PHF of 0.90 was u�lized for all Build-Out condi�ons analyses. The Build-Out LOS, delay, v/c ra�o, and queue at the study intersec�ons in the AM and PM peak hours are provided below in Table 5. Based on the HCM, “LOS for un-signalized intersec�ons should only be reported for individual stop-controlled or yield movements.” As a result, the free-flow movements / approaches were not reported for the build-out traffic condi�ons.

The Synchro Reports for the build-out condi�ons can be found in Appendix D.

Table 5 – Analysis of Build-Out AM/PM Peak Hour Traﬃc Condi�ons

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Conclusions

A comparison of the Background and Build-Out condi�ons for each of the intersec�ons studied for this TIA is provided in the following sec�on. Speciﬁc intersec�on traﬃc movements that exceed delay and level of service thresholds are discussed in the text and the results provided in the accompanying tables. The mi�ga�on recommenda�ons at each of the studied intersec�ons are based on industry standards, typical mi�ga�on threshold requirements, and engineering judgment.

Mi�ga�on improvements to the studied roadway network are considered if at least one of the following condi�ons exists when comparing base network condi�ons to project build-out condi�ons:

• Average intersection or approach delay increases by 25% or greater while maintaining the same LOS, or • LOS degrades by at least one level, or • LOS is ‘F’

The comparison of Background and Build-Out Conditions is shown in Table 6 below, and instances where the build-out condi�ons exceed the stated thresholds, mi�ga�ng improvements are discussed.

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Tumbling Creek Road/Millside Parkway @ Old Oakwood Road As can be seen in Table 6, there are two intersec�on movements that are an�cipated to operate with an unacceptable LOS. The northbound thru movement is shown to operate at LOS E for both AM and PM peak hour opera�ons. The southbound le�-turn movement is expected to operate at LOS E for the AM peak only. For the southbound and northbound approaches, the 25 percent increase in delay threshold is not exceeded, and the LOS is consistent with Exis�ng and Background condi�ons and is not degraded by the proposed project. No mi�ga�on is required due to the proposed student housing project.

Tumbling Creek Road @ Campus Pointe Circle/Proposed Campus Connector As can be seen in Table 6, the AM and PM LOS is an�cipated to be acceptable at LOS A and B for the AM and PM peak hour under Build-out condi�ons. No mi�ga�on is required.

Tumbling Creek Road @ GA-13 (Atlanta Highway) As can be seen in Table 6, the approaches for the GA-13 (Atlanta Highway) and Tumbling Creek Road intersec�on are an�cipated to operate with unacceptable LOS. The eastbound le�-turn is an�cipated to operate at LOS E for the AM peak and LOS F during the PM peak hour. The eastbound right-turn movement is also an�cipated to operate at LOS E for the PM peak hour. The delay increase percentages remain below the 25% threshold, although for the eastbound le�-turn movement in the PM peak hour, the delay increase percentage is 22%.

Site-generated traﬃc is not an�cipated to further degrade general roadway or driver safety at this intersec�on because the LOS for these approaches for the exis�ng and background condi�ons are unacceptable with LOS E and F opera�ng condi�ons.

Proposed Road @ Site Access #1 As can be seen in Table 6, the an�cipated opera�ons at this intersec�on for the Build-Out condi�on are LOS A. A comparison between Background traffic and the Build-Out traffic is not possible as the intersec�on is the proposed site access and does not exist in the Background condi�on. As a result of the low traffic volumes and excellent levels of service, no changes are recommended at this intersec�on to accommodate traffic generated by the site.

Proposed Campus Connector @ Site Access #2 As can be seen in Table 6, the an�cipated opera�ons at this intersec�on for the Build-Out condi�on are LOS A. It should be noted that the intersec�on is the proposed site access and does not exist in the Background condi�on thus not allowing for a comparison. As a result of the very low traﬃc volumes and excellent levels of service, no changes are recommended at this intersec�on to accommodate traﬃc generated by the site under Build-Out condi�ons. The

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

addi�on of site-generated traﬃc is not an�cipated to degrade general roadway or driver safety at this intersec�on.

Table 6 – Comparison of Background vs Build-Out Peak Hour Traﬃc Condi�ons

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Queuing Analyses

As part of the TIA study, queuing analyses were performed to determine the effect of the build- out of the proposed project upon intersec�on traffic queues. Sim Traffic was used to generate the Queuing and Blocking Reports for the study area intersec�ons for each analysis scenario. The following sec�on discusses the study area intersec�on approach queue lengths and any queuing problems as shown earlier in Table 6:

The following guidelines indicate where mi�ga�on improvements are required to ensure appropriate turn lane storage lengths for queuing vehicles are provided:

Mitigation is required when the Build-Out condition exceeds theBackground conditions by any of the following minimum thresholds: 1. Increase of 50’ or more in queue length 2. Left-turn and/or right-turn lane warrants are identified 3. Build with Capacity Improvements queue exceeds the existing storage length

Sim Traﬃc was used to generate the Queuing and Blocking Reports for the study area intersec�ons for each analysis scenario. The following intersec�on approaches show an increase in the queue lengths below the above-listed minimum thresholds:

• Tumbling Creek Road/Millside Parkway @ Old Oakwood Road – For all intersection approaches, the increase in queue length is less than one vehicle in length, therefore no mitigation is recommended.

• Tumbling Creek Road @ Campus Pointe Circle – The northbound and southbound approaches are anticipated to have queue length increases of one to two vehicle lengths, therefore no mitigation is recommended.

• Tumbling Creek Road @ GA-13 (Atlanta Highway) – The addition of site-related trips does not result in additional vehicular queuing for the approaches at this intersection, therefore no mitigation is recommended.

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Mi�ga�on Recommenda�ons Tumbling Creek Road/Millside Parkway @ Old Oakwood Road There are no mi�ga�on improvement recommenda�ons to accommodate the very slight delay atributable to addi�onal proposed site traffic. However, signal �ming adjustments may yield more op�mal traffic opera�ons for Exis�ng, Background, and Build-Out condi�ons. Tumbling Creek Road @ Campus Pointe Circle No mi�ga�on improvements are required due to addi�onal proposed site traffic. Tumbling Creek Road @ GA-13 (Atlanta Highway) The recommended improvements to mi�gate the exis�ng and future delay (with very litle addi�onal delay from the proposed site traffic) involves considera�on of signalizing the Tumbling Creek Road @ GA-13 (Atlanta Highway) intersec�on. This will allow addi�onal opportunity for eastbound le� and right turning vehicles to make protected turns.

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Appendix A Preliminary Site Plan

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Appendix B Turning Movement Counts

27 J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Old Oakwood Rd - Existing AM Site Code : WAYN1034 Start Date : 8/11/2020 Page No : 1

Groups Printed- PV - Duals - TTST - Twins Millside Parkway Old Oakwood Road Tumbling Creek Road Old Oakwood Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 2 10 4 1 17 21 23 0 0 44 7 2 18 0 27 1 28 6 0 35 123 07:15 AM 0 11 3 0 14 22 13 1 0 36 3 7 16 0 26 1 20 3 0 24 100 07:30 AM 1 12 2 0 15 12 17 1 0 30 4 7 24 0 35 1 18 5 0 24 104 07:45 AM 0 14 6 0 20 11 21 0 0 32 3 1 29 0 33 2 26 5 0 33 118 Total 3 47 15 1 66 66 74 2 0 142 17 17 87 0 121 5 92 19 0 116 445

08:00 AM 1 9 4 0 14 10 16 2 0 28 7 4 18 0 29 0 16 1 0 17 88 08:15 AM 0 8 4 0 12 15 17 0 0 32 5 3 12 0 20 1 16 3 0 20 84 08:30 AM 2 6 3 0 11 7 16 0 0 23 0 2 16 0 18 3 15 0 0 18 70 08:45 AM 2 10 2 0 14 8 23 1 0 32 3 5 8 0 16 0 16 1 0 17 79 Total 5 33 13 0 51 40 72 3 0 115 15 14 54 0 83 4 63 5 0 72 321

Grand Total 8 80 28 1 117 106 146 5 0 257 32 31 141 0 204 9 155 24 0 188 766 Apprch % 6.8 68.4 23.9 0.9 41.2 56.8 1.9 0 15.7 15.2 69.1 0 4.8 82.4 12.8 0 Total % 1 10.4 3.7 0.1 15.3 13.8 19.1 0.7 0 33.6 4.2 4 18.4 0 26.6 1.2 20.2 3.1 0 24.5 PV 8 78 28 1 115 99 132 5 0 236 31 30 133 0 194 9 142 24 0 175 720 % PV 100 97.5 100 100 98.3 93.4 90.4 100 0 91.8 96.9 96.8 94.3 0 95.1 100 91.6 100 0 93.1 94 Duals 0 2 0 0 2 5 4 0 0 9 1 1 3 0 5 0 8 0 0 8 24 % Duals 0 2.5 0 0 1.7 4.7 2.7 0 0 3.5 3.1 3.2 2.1 0 2.5 0 5.2 0 0 4.3 3.1 TTST 0 0 0 0 0 2 10 0 0 12 0 0 5 0 5 0 5 0 0 5 22 % TTST 0 0 0 0 0 1.9 6.8 0 0 4.7 0 0 3.5 0 2.5 0 3.2 0 0 2.7 2.9 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Old Oakwood Rd - Existing AM Site Code : WAYN1034 Start Date : 8/11/2020 Page No : 2 Millside Parkway Out In Total 44 115 159 1 2 3 0 0 0 0 0 0 45 117 162

28 78 8 1 0 2 0 0 0 0 0 0 0 0 0 0 28 80 8 1 Right Thru Left Peds Right 0 9 0 0 0 9 13 15 Out 366 394 304 283 Old Oakwood Road 5 0 0 0 5 Left 10 11 Total

North 0

8/11/2020 07:00 AM Thru 8 5 0

8/11/2020 08:45 AM 146 132 10 8 5 0 142 155 0 4 Thru

In 175 188 257 236 In PV 12 Left 0 0 0 0 9 106 24 24 Duals 99 0 2 5

Right TTST 5 0 Total 10 Twins Peds 191 206 0 0 0 0 0 561 519 Old Oakwood Road Out 22 20 0 0 0 0 0 0 Peds

Left Thru Right Peds 31 30 133 0 1 1 3 0 0 0 5 0 0 0 0 0 32 31 141 0

201 194 395 7 5 12 2 5 7 0 0 0 210 204 414 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Old Oakwood Rd - Existing AM Site Code : WAYN1034 Start Date : 8/11/2020 Page No : 3

Millside Parkway Old Oakwood Road Tumbling Creek Road Old Oakwood Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 2 10 4 1 17 21 23 0 0 44 7 2 18 0 27 1 28 6 0 35 123 07:15 AM 0 11 3 0 14 22 13 1 0 36 3 7 16 0 26 1 20 3 0 24 100 07:30 AM 1 12 2 0 15 12 17 1 0 30 4 7 24 0 35 1 18 5 0 24 104 07:45 AM 0 14 6 0 20 11 21 0 0 32 3 1 29 0 33 2 26 5 0 33 118 Total Volume 3 47 15 1 66 66 74 2 0 142 17 17 87 0 121 5 92 19 0 116 445 % App. Total 4.5 71.2 22.7 1.5 46.5 52.1 1.4 0 14 14 71.9 0 4.3 79.3 16.4 0 PHF .375 .839 .625 .250 .825 .750 .804 .500 .000 .807 .607 .607 .750 .000 .864 .625 .821 .792 .000 .829 .904 PV 3 46 15 1 65 63 71 2 0 136 16 16 85 0 117 5 84 19 0 108 426 % PV 100 97.9 100 100 98.5 95.5 95.9 100 0 95.8 94.1 94.1 97.7 0 96.7 100 91.3 100 0 93.1 95.7 Duals 0 1 0 0 1 2 0 0 0 2 1 1 0 0 2 0 4 0 0 4 9 % Duals 0 2.1 0 0 1.5 3.0 0 0 0 1.4 5.9 5.9 0 0 1.7 0 4.3 0 0 3.4 2.0 TTST 0 0 0 0 0 1 3 0 0 4 0 0 2 0 2 0 4 0 0 4 10 % TTST 0 0 0 0 0 1.5 4.1 0 0 2.8 0 0 2.3 0 1.7 0 4.3 0 0 3.4 2.2 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Millside Parkway Out In Total 23 65 88 1 1 2 0 0 0 0 0 0 24 66 90

15 46 3 1 0 1 0 0 0 0 0 0 0 0 0 0 15 47 3 1 Right Thru Left Peds

Peak Hour Data Right 5 7 0 5 0 0 0 5 Out 210 222 182 172 Old Oakwood Road 2 0 0 0 2 Left Total

North 0 6 4

Peak Hour Begins at 07:00 AM Thru 4 4 0

84 92 74 71 4 4 0 0 3 0 Thru

PV In 108 116 142 136 In Duals Left 0 0 0 0 4 2

19 19 TTST 66 63 0 1 2

Right Twins 1 3 0 Total Peds 102 106 0 0 0 0 0 324 308 Old Oakwood Road Out 10 0 6 0 0 0 0 0 Peds

Left Thru Right Peds 16 16 85 0 1 1 0 0 0 0 2 0 0 0 0 0 17 17 87 0

128 117 245 3 2 5 1 2 3 0 0 0 132 121 253 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Old Oakwood Rd - Existing PM Site Code : WAYN1034 Start Date : 8/14/2020 Page No : 1

Groups Printed- PV - Duals - TTST - Twins Millside Parkway Old Oakwood Road Tumbling Creek Road Old Oakwood Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 1 6 5 0 12 17 35 3 0 55 5 23 14 0 42 6 34 9 1 50 159 04:15 PM 0 2 7 0 9 14 30 1 0 45 6 17 23 0 46 2 30 3 0 35 135 04:30 PM 2 14 4 0 20 34 31 3 0 68 8 11 19 0 38 4 41 6 1 52 178 04:45 PM 1 9 8 0 18 23 27 5 0 55 10 15 18 0 43 5 29 9 0 43 159 Total 4 31 24 0 59 88 123 12 0 223 29 66 74 0 169 17 134 27 2 180 631

05:00 PM 3 9 5 0 17 31 40 6 0 77 6 13 17 0 36 8 33 6 0 47 177 05:15 PM 3 11 8 0 22 19 37 3 0 59 6 19 20 0 45 4 41 8 0 53 179 05:30 PM 6 13 3 0 22 17 42 0 0 59 8 10 27 0 45 10 32 5 1 48 174 05:45 PM 2 11 7 0 20 20 37 2 0 59 3 12 31 0 46 3 26 1 1 31 156 Total 14 44 23 0 81 87 156 11 0 254 23 54 95 0 172 25 132 20 2 179 686

Grand Total 18 75 47 0 140 175 279 23 0 477 52 120 169 0 341 42 266 47 4 359 1317 Apprch % 12.9 53.6 33.6 0 36.7 58.5 4.8 0 15.2 35.2 49.6 0 11.7 74.1 13.1 1.1 Total % 1.4 5.7 3.6 0 10.6 13.3 21.2 1.7 0 36.2 3.9 9.1 12.8 0 25.9 3.2 20.2 3.6 0.3 27.3 PV 18 74 45 0 137 172 272 23 0 467 51 120 147 0 318 42 254 46 4 346 1268 % PV 100 98.7 95.7 0 97.9 98.3 97.5 100 0 97.9 98.1 100 87 0 93.3 100 95.5 97.9 100 96.4 96.3 Duals 0 1 2 0 3 1 2 0 0 3 0 0 15 0 15 0 6 0 0 6 27 % Duals 0 1.3 4.3 0 2.1 0.6 0.7 0 0 0.6 0 0 8.9 0 4.4 0 2.3 0 0 1.7 2.1 TTST 0 0 0 0 0 1 5 0 0 6 1 0 7 0 8 0 6 1 0 7 21 % TTST 0 0 0 0 0 0.6 1.8 0 0 1.3 1.9 0 4.1 0 2.3 0 2.3 2.1 0 1.9 1.6 Twins 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 % Twins 0 0 0 0 0 0.6 0 0 0 0.2 0 0 0 0 0 0 0 0 0 0 0.1 J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Old Oakwood Rd - Existing PM Site Code : WAYN1034 Start Date : 8/14/2020 Page No : 2 Millside Parkway Out In Total 185 137 322 0 3 3 0 0 0 0 0 0 185 140 325

45 74 18 0 2 1 0 0 0 0 0 0 0 0 0 0 47 75 18 0 Right Thru Left Peds Right 0 0 0 0 10 13 42 42 Out 714 737 23 23 453 419 Old Oakwood Road 0 0 0 Left 13 21 Total

North 0

8/14/2020 04:00 PM Thru 6 6 0

8/14/2020 05:45 PM 279 272 6 7 0 254 266 0 5 2 Thru

In 346 359 477 467 In PV Left 0 1 0 1 6 3 175 172 46 47 Duals 1 1 1

Right TTST 4 6 0 Total

Twins Peds 368 378 4 0 0 0 4 930 886 Old Oakwood Road Out 19 24 1 0 0 0 0 0 Peds

Left Thru Right Peds 51 120 147 0 0 0 15 0 1 0 7 0 0 0 0 0 52 120 169 0

292 318 610 2 15 17 2 8 10 1 0 1 297 341 638 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Old Oakwood Rd - Existing PM Site Code : WAYN1034 Start Date : 8/14/2020 Page No : 3

Millside Parkway Old Oakwood Road Tumbling Creek Road Old Oakwood Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 2 14 4 0 20 34 31 3 0 68 8 11 19 0 38 4 41 6 1 52 178 04:45 PM 1 9 8 0 18 23 27 5 0 55 10 15 18 0 43 5 29 9 0 43 159 05:00 PM 3 9 5 0 17 31 40 6 0 77 6 13 17 0 36 8 33 6 0 47 177 05:15 PM 3 11 8 0 22 19 37 3 0 59 6 19 20 0 45 4 41 8 0 53 179 Total Volume 9 43 25 0 77 107 135 17 0 259 30 58 74 0 162 21 144 29 1 195 693 % App. Total 11.7 55.8 32.5 0 41.3 52.1 6.6 0 18.5 35.8 45.7 0 10.8 73.8 14.9 0.5 PHF .750 .768 .781 .000 .875 .787 .844 .708 .000 .841 .750 .763 .925 .000 .900 .656 .878 .806 .250 .920 .968 PV 9 42 23 0 74 105 132 17 0 254 29 58 66 0 153 21 136 28 1 186 667 % PV 100 97.7 92.0 0 96.1 98.1 97.8 100 0 98.1 96.7 100 89.2 0 94.4 100 94.4 96.6 100 95.4 96.2 Duals 0 1 2 0 3 0 1 0 0 1 0 0 5 0 5 0 3 0 0 3 12 % Duals 0 2.3 8.0 0 3.9 0 0.7 0 0 0.4 0 0 6.8 0 3.1 0 2.1 0 0 1.5 1.7 TTST 0 0 0 0 0 1 2 0 0 3 1 0 3 0 4 0 5 1 0 6 13 % TTST 0 0 0 0 0 0.9 1.5 0 0 1.2 3.3 0 4.1 0 2.5 0 3.5 3.4 0 3.1 1.9 Twins 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 % Twins 0 0 0 0 0 0.9 0 0 0 0.4 0 0 0 0 0 0 0 0 0 0 0.1

Millside Parkway Out In Total 96 74 170 0 3 3 0 0 0 0 0 0 96 77 173

23 42 9 0 2 1 0 0 0 0 0 0 0 0 0 0 25 43 9 0 Right Thru Left Peds

Peak Hour Data Right 6 9 0 0 0 0 21 21 Out 370 385 17 17 227 211 Old Oakwood Road 0 0 0 Left Total

North 0 8 8

Peak Hour Begins at 04:30 PM Thru 3 5 0

135 132 3 6 0 136 144 0 2 1 Thru

PV In 186 195 259 254 In Duals Left 0 1 0 1 3 1 107 105 28 29 TTST 1 1 0

Right Twins 3 3 0 Total Peds 184 190 1 0 0 0 1 486 465 Old Oakwood Road Out 11 1 9 0 0 0 0 0 Peds

Left Thru Right Peds 29 58 66 0 0 0 5 0 1 0 3 0 0 0 0 0 30 58 74 0

175 153 328 1 5 6 2 4 6 1 0 1 179 162 341 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Campus Pointe Cir - Existing AM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 1

Groups Printed- PV - Duals - TTST - Twins Tumbling Creek Road Campus Pointe Circle Tumbling Creek Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 36 0 0 36 2 0 0 0 2 0 26 0 0 26 0 0 0 0 0 64 07:15 AM 0 34 0 0 34 6 0 0 0 6 0 23 3 0 26 0 0 0 0 0 66 07:30 AM 1 29 0 0 30 6 0 0 0 6 0 38 4 0 42 0 0 0 0 0 78 07:45 AM 1 28 0 0 29 2 0 0 0 2 0 40 1 0 41 0 0 0 0 0 72 Total 2 127 0 0 129 16 0 0 0 16 0 127 8 0 135 0 0 0 0 0 280

08:00 AM 0 26 0 0 26 2 0 0 0 2 0 24 2 0 26 0 0 0 0 0 54 08:15 AM 0 26 0 0 26 3 0 2 0 5 0 20 2 0 22 0 0 0 0 0 53 08:30 AM 0 15 0 0 15 4 0 0 0 4 0 19 3 0 22 0 0 0 0 0 41 08:45 AM 0 18 0 0 18 3 0 1 0 4 0 14 2 0 16 0 0 0 0 0 38 Total 0 85 0 0 85 12 0 3 0 15 0 77 9 0 86 0 0 0 0 0 186

Grand Total 2 212 0 0 214 28 0 3 0 31 0 204 17 0 221 0 0 0 0 0 466 Apprch % 0.9 99.1 0 0 90.3 0 9.7 0 0 92.3 7.7 0 0 0 0 0 Total % 0.4 45.5 0 0 45.9 6 0 0.6 0 6.7 0 43.8 3.6 0 47.4 0 0 0 0 0 PV 2 203 0 0 205 26 0 3 0 29 0 190 15 0 205 0 0 0 0 0 439 % PV 100 95.8 0 0 95.8 92.9 0 100 0 93.5 0 93.1 88.2 0 92.8 0 0 0 0 0 94.2 Duals 0 5 0 0 5 2 0 0 0 2 0 9 2 0 11 0 0 0 0 0 18 % Duals 0 2.4 0 0 2.3 7.1 0 0 0 6.5 0 4.4 11.8 0 5 0 0 0 0 0 3.9 TTST 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 9 % TTST 0 1.9 0 0 1.9 0 0 0 0 0 0 2.5 0 0 2.3 0 0 0 0 0 1.9 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Campus Pointe Cir - Existing AM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 2 Tumbling Creek Road Out In Total 193 205 398 9 5 14 5 4 9 0 0 0 207 214 421

0 203 2 0 0 5 0 0 0 4 0 0 0 0 0 0 0 212 2 0 Right Thru Left Peds Right 0 0 0 0 0 0 0 0 0 0 Out Campus Pointe Circle 3 0 0 0 3 Left 19 17 Total

North 0 0 2

8/11/2020 07:00 AM Thru 0 0 0 0 0 8/11/2020 08:45 AM 0 0 0 0 0 0 0 0 0 0 Thru

In In

PV 31 29 Left 0 0 0 0 0 0 0 2 Duals 28 26 0 0 2

Right TTST 0 0 0 0 0 Total

Twins Peds 0 0 0 0 0 Out 50 46 0 0 4 0 0 0 0 0 Peds

Left Thru Right Peds 0 190 15 0 0 9 2 0 0 5 0 0 0 0 0 0 0 204 17 0

229 205 434 7 11 18 4 5 9 0 0 0 240 221 461 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Campus Pointe Cir - Existing AM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 3

Tumbling Creek Road Campus Pointe Circle Tumbling Creek Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 36 0 0 36 2 0 0 0 2 0 26 0 0 26 0 0 0 0 0 64 07:15 AM 0 34 0 0 34 6 0 0 0 6 0 23 3 0 26 0 0 0 0 0 66 07:30 AM 1 29 0 0 30 6 0 0 0 6 0 38 4 0 42 0 0 0 0 0 78 07:45 AM 1 28 0 0 29 2 0 0 0 2 0 40 1 0 41 0 0 0 0 0 72 Total Volume 2 127 0 0 129 16 0 0 0 16 0 127 8 0 135 0 0 0 0 0 280 % App. Total 1.6 98.4 0 0 100 0 0 0 0 94.1 5.9 0 0 0 0 0 PHF .500 .882 .000 .000 .896 .667 .000 .000 .000 .667 .000 .794 .500 .000 .804 .000 .000 .000 .000 .000 .897 PV 2 124 0 0 126 16 0 0 0 16 0 123 8 0 131 0 0 0 0 0 273 % PV 100 97.6 0 0 97.7 100 0 0 0 100 0 96.9 100 0 97.0 0 0 0 0 0 97.5 Duals 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 3 % Duals 0 0.8 0 0 0.8 0 0 0 0 0 0 1.6 0 0 1.5 0 0 0 0 0 1.1 TTST 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 % TTST 0 1.6 0 0 1.6 0 0 0 0 0 0 1.6 0 0 1.5 0 0 0 0 0 1.4 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Tumbling Creek Road Out In Total 123 126 249 2 1 3 2 2 4 0 0 0 127 129 256

0 124 2 0 0 1 0 0 0 2 0 0 0 0 0 0 0 127 2 0 Right Thru Left Peds

Peak Hour Data Right 0 0 0 0 0 0 0 0 0 0 Out Campus Pointe Circle 0 0 0 0 0 Left 10 10 Total

North 0 0 0

Peak Hour Begins at 07:00 AM Thru 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 Thru

PV In In

Duals 16 16 Left 0 0 0 0 0 0 0 0 TTST 16 16 0 0 0

Right Twins 0 0 0 0 0 Total Peds 0 0 0 0 0 Out 26 26 0 0 0 0 0 0 0 0 Peds

Left Thru Right Peds 0 123 8 0 0 2 0 0 0 2 0 0 0 0 0 0 0 127 8 0

140 131 271 1 2 3 2 2 4 0 0 0 143 135 278 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Campus Pointe Cir - Existing PM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 1

Groups Printed- PV - Duals - TTST - Twins Tumbling Creek Road Campus Pointe Circle Tumbling Creek Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 1 30 0 0 31 5 0 1 0 6 0 40 7 0 47 0 0 0 0 0 84 04:15 PM 3 18 0 0 21 5 0 4 0 9 0 45 0 0 45 0 0 0 0 0 75 04:30 PM 4 53 0 0 57 7 0 4 0 11 0 33 11 0 44 0 0 0 0 0 112 04:45 PM 3 34 0 0 37 10 0 6 0 16 0 31 10 0 41 0 0 0 0 0 94 Total 11 135 0 0 146 27 0 15 0 42 0 149 28 0 177 0 0 0 0 0 365

05:00 PM 0 49 0 0 49 7 0 2 0 9 0 33 5 0 38 0 0 0 0 0 96 05:15 PM 1 34 0 0 35 7 0 0 0 7 0 45 5 0 50 0 0 0 0 0 92 05:30 PM 2 35 0 0 37 4 0 2 0 6 0 41 8 0 49 0 0 0 0 0 92 05:45 PM 0 31 0 0 31 9 0 1 0 10 0 48 6 0 54 0 0 0 0 0 95 Total 3 149 0 0 152 27 0 5 0 32 0 167 24 0 191 0 0 0 0 0 375

Grand Total 14 284 0 0 298 54 0 20 0 74 0 316 52 0 368 0 0 0 0 0 740 Apprch % 4.7 95.3 0 0 73 0 27 0 0 85.9 14.1 0 0 0 0 0 Total % 1.9 38.4 0 0 40.3 7.3 0 2.7 0 10 0 42.7 7 0 49.7 0 0 0 0 0 PV 14 278 0 0 292 54 0 20 0 74 0 295 52 0 347 0 0 0 0 0 713 % PV 100 97.9 0 0 98 100 0 100 0 100 0 93.4 100 0 94.3 0 0 0 0 0 96.4 Duals 0 4 0 0 4 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 18 % Duals 0 1.4 0 0 1.3 0 0 0 0 0 0 4.4 0 0 3.8 0 0 0 0 0 2.4 TTST 0 2 0 0 2 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 8 % TTST 0 0.7 0 0 0.7 0 0 0 0 0 0 1.9 0 0 1.6 0 0 0 0 0 1.1 Twins 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 % Twins 0 0 0 0 0 0 0 0 0 0 0 0.3 0 0 0.3 0 0 0 0 0 0.1 J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Campus Pointe Cir - Existing PM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 2 Tumbling Creek Road Out In Total 315 292 607 14 4 18 6 2 8 1 0 1 336 298 634

0 278 14 0 0 4 0 0 0 2 0 0 0 0 0 0 0 284 14 0 Right Thru Left Peds Right 0 0 0 0 0 0 0 0 0 0 Out Campus Pointe Circle 20 20 0 0 0 Left 66 66 Total

North 0 0 0

8/11/2020 04:00 PM Thru 0 0 0 0 0 8/11/2020 05:45 PM 0 0 0 0 0 0 0 0 0 0 Thru

In In

PV 74 74 Left 0 0 0 0 0 0 0 0 Duals 54 54 0 0 0

Right TTST 0 0 0 0 0 Total

Twins Peds 0 0 0 0 0 140 140 Out 0 0 0 0 0 0 0 0 Peds

Left Thru Right Peds 0 295 52 0 0 14 0 0 0 6 0 0 0 1 0 0 0 316 52 0

332 347 679 4 14 18 2 6 8 0 1 1 338 368 706 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ Campus Pointe Cir - Existing PM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 3

Tumbling Creek Road Campus Pointe Circle Tumbling Creek Road Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 4 53 0 0 57 7 0 4 0 11 0 33 11 0 44 0 0 0 0 0 112 04:45 PM 3 34 0 0 37 10 0 6 0 16 0 31 10 0 41 0 0 0 0 0 94 05:00 PM 0 49 0 0 49 7 0 2 0 9 0 33 5 0 38 0 0 0 0 0 96 05:15 PM 1 34 0 0 35 7 0 0 0 7 0 45 5 0 50 0 0 0 0 0 92 Total Volume 8 170 0 0 178 31 0 12 0 43 0 142 31 0 173 0 0 0 0 0 394 % App. Total 4.5 95.5 0 0 72.1 0 27.9 0 0 82.1 17.9 0 0 0 0 0 PHF .500 .802 .000 .000 .781 .775 .000 .500 .000 .672 .000 .789 .705 .000 .865 .000 .000 .000 .000 .000 .879 PV 8 164 0 0 172 31 0 12 0 43 0 134 31 0 165 0 0 0 0 0 380 % PV 100 96.5 0 0 96.6 100 0 100 0 100 0 94.4 100 0 95.4 0 0 0 0 0 96.4 Duals 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 9 % Duals 0 2.4 0 0 2.2 0 0 0 0 0 0 3.5 0 0 2.9 0 0 0 0 0 2.3 TTST 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 5 % TTST 0 1.2 0 0 1.1 0 0 0 0 0 0 2.1 0 0 1.7 0 0 0 0 0 1.3 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Tumbling Creek Road Out In Total 146 172 318 5 4 9 3 2 5 0 0 0 154 178 332

0 164 8 0 0 4 0 0 0 2 0 0 0 0 0 0 0 170 8 0 Right Thru Left Peds

Peak Hour Data Right 0 0 0 0 0 0 0 0 0 0 Out Campus Pointe Circle 12 12 0 0 0 Left 39 39 Total

North 0 0 0

Peak Hour Begins at 04:30 PM Thru 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 Thru

PV In In

Duals 43 43 Left 0 0 0 0 0 0 0 0 TTST 31 31 0 0 0

Right Twins 0 0 0 0 0 Total Peds 0 0 0 0 0 Out 82 82 0 0 0 0 0 0 0 0 Peds

Left Thru Right Peds 0 134 31 0 0 5 0 0 0 3 0 0 0 0 0 0 0 142 31 0

195 165 360 4 5 9 2 3 5 0 0 0 201 173 374 Out In Total Tumbling Creek Road J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ GA-13 - Existing AM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 1

Groups Printed- PV - Duals - TTST - Twins Tumbling Creek Road GA 13 (Atlanta Hwy) GA 13 (Atlanta Hwy) Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 0 38 0 38 0 73 1 0 74 0 0 0 0 0 33 100 0 0 133 245 07:15 AM 1 0 38 0 39 0 85 4 0 89 0 0 0 0 0 34 117 0 0 151 279 07:30 AM 2 0 32 0 34 0 107 5 0 112 0 0 0 0 0 46 141 0 0 187 333 07:45 AM 2 0 27 0 29 0 90 9 0 99 0 0 0 0 0 61 222 0 0 283 411 Total 5 0 135 0 140 0 355 19 0 374 0 0 0 0 0 174 580 0 0 754 1268

08:00 AM 2 0 26 0 28 0 97 9 0 106 0 0 0 0 0 45 149 0 0 194 328 08:15 AM 3 0 23 1 27 0 101 8 0 109 0 0 0 0 0 39 106 0 0 145 281 08:30 AM 3 0 17 0 20 0 80 2 0 82 0 0 0 0 0 20 128 0 0 148 250 08:45 AM 2 0 22 0 24 0 70 0 0 70 0 0 0 0 0 16 122 0 0 138 232 Total 10 0 88 1 99 0 348 19 0 367 0 0 0 0 0 120 505 0 0 625 1091

Grand Total 15 0 223 1 239 0 703 38 0 741 0 0 0 0 0 294 1085 0 0 1379 2359 Apprch % 6.3 0 93.3 0.4 0 94.9 5.1 0 0 0 0 0 21.3 78.7 0 0 Total % 0.6 0 9.5 0 10.1 0 29.8 1.6 0 31.4 0 0 0 0 0 12.5 46 0 0 58.5 PV 13 0 212 1 226 0 625 35 0 660 0 0 0 0 0 279 996 0 0 1275 2161 % PV 86.7 0 95.1 100 94.6 0 88.9 92.1 0 89.1 0 0 0 0 0 94.9 91.8 0 0 92.5 91.6 Duals 2 0 7 0 9 0 37 2 0 39 0 0 0 0 0 9 45 0 0 54 102 % Duals 13.3 0 3.1 0 3.8 0 5.3 5.3 0 5.3 0 0 0 0 0 3.1 4.1 0 0 3.9 4.3 TTST 0 0 4 0 4 0 41 1 0 42 0 0 0 0 0 6 42 0 0 48 94 % TTST 0 0 1.8 0 1.7 0 5.8 2.6 0 5.7 0 0 0 0 0 2 3.9 0 0 3.5 4 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0 0 0.1 0.1 J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ GA-13 - Existing AM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 2 Tumbling Creek Road Out In Total 314 226 540 11 9 20 7 4 11 0 0 0 332 239 571

212 0 13 1 7 0 2 0 4 0 0 0 0 0 0 0 223 0 15 1 Right Thru Left Peds Right 2 9 6 0 98 93 1100 1009 Out GA 13 (Atlanta Hwy) 38 35 279 294 2112 2305 0 1 2 Left 42 47 Total

North 2

8/11/2020 07:00 AM Thru 2 703 625 45 42 8/11/2020 08:45 AM 41 37 2 996 0 54 48 1085 Thru

In 741 660 In 1275 1379 PV 42 39 Left 0 0 0 0 0 0 Duals 0 0 0 0 0

Right TTST 0 Total 44 45 1841 1669 Twins Peds 837 926 0 0 0 0 0 Out 84 86 GA 13 (Atlanta Hwy) 2 0 0 0 0 0 Peds

Left Thru Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total

J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ GA-13 - Existing AM Site Code : WAYN 1034 Start Date : 8/11/2020 Page No : 3

Tumbling Creek Road GA 13 (Atlanta Hwy) GA 13 (Atlanta Hwy) Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 2 0 32 0 34 0 107 5 0 112 0 0 0 0 0 46 141 0 0 187 333 07:45 AM 2 0 27 0 29 0 90 9 0 99 0 0 0 0 0 61 222 0 0 283 411 08:00 AM 2 0 26 0 28 0 97 9 0 106 0 0 0 0 0 45 149 0 0 194 328 08:15 AM 3 0 23 1 27 0 101 8 0 109 0 0 0 0 0 39 106 0 0 145 281 Total Volume 9 0 108 1 118 0 395 31 0 426 0 0 0 0 0 191 618 0 0 809 1353 % App. Total 7.6 0 91.5 0.8 0 92.7 7.3 0 0 0 0 0 23.6 76.4 0 0 PHF .750 .000 .844 .250 .868 .000 .923 .861 .000 .951 .000 .000 .000 .000 .000 .783 .696 .000 .000 .715 .823 PV 9 0 104 1 114 0 362 29 0 391 0 0 0 0 0 183 574 0 0 757 1262 % PV 100 0 96.3 100 96.6 0 91.6 93.5 0 91.8 0 0 0 0 0 95.8 92.9 0 0 93.6 93.3 Duals 0 0 2 0 2 0 12 1 0 13 0 0 0 0 0 5 24 0 0 29 44 % Duals 0 0 1.9 0 1.7 0 3.0 3.2 0 3.1 0 0 0 0 0 2.6 3.9 0 0 3.6 3.3 TTST 0 0 2 0 2 0 21 1 0 22 0 0 0 0 0 3 20 0 0 23 47 % TTST 0 0 1.9 0 1.7 0 5.3 3.2 0 5.2 0 0 0 0 0 1.6 3.2 0 0 2.8 3.5 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Tumbling Creek Road Out In Total 212 114 326 6 2 8 4 2 6 0 0 0 222 118 340

104 0 9 1 2 0 0 0 2 0 0 0 0 0 0 0 108 0 9 1 Right Thru Left Peds

Peak Hour Data Right 0 5 3 0 43 46 Out GA 13 (Atlanta Hwy) 31 29 183 191 627 583 1223 1312 0 1 1 Left 20 24 Total

North 0

Peak Hour Begins at 07:30 AM Thru 0 395 362 24 20 21 12 0 574 618 0 29 23 Thru

PV In 757 809 426 391 In Duals 22 13 Left 0 0 0 0 0 0 TTST 0 0 0 0 0

Right Twins 0 Total 14 23 1053 Peds 466 503 0 0 0 0 0 974 Out 42 37 GA 13 (Atlanta Hwy) 0 0 0 0 0 0 Peds

Left Thru Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total

J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ GA-13 - Existing PM Site Code : WAYN1034 Start Date : 8/14/2020 Page No : 1

Groups Printed- PV - Duals - TTST - Twins Tumbling Creek Road GA-13 (Atlanta Hwy) GA-13 (Atlanta Hwy) Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 04:00 PM 4 0 52 0 56 0 168 9 0 177 0 0 0 0 0 32 138 0 0 170 403 04:15 PM 5 0 78 0 83 0 163 3 0 166 0 0 0 0 0 40 149 0 0 189 438 04:30 PM 9 0 69 0 78 0 170 6 0 176 0 0 0 0 0 40 158 0 0 198 452 04:45 PM 4 0 45 0 49 0 191 6 0 197 0 0 0 0 0 34 173 0 0 207 453 Total 22 0 244 0 266 0 692 24 0 716 0 0 0 0 0 146 618 0 0 764 1746

05:00 PM 1 0 57 0 58 0 226 5 0 231 0 0 0 0 0 36 137 0 0 173 462 05:15 PM 5 0 43 0 48 0 223 3 0 226 0 0 0 0 0 45 147 0 0 192 466 05:30 PM 4 0 46 0 50 0 209 3 0 212 0 0 0 0 0 48 134 0 0 182 444 05:45 PM 5 0 38 0 43 0 175 5 0 180 0 0 0 0 0 44 158 0 0 202 425 Total 15 0 184 0 199 0 833 16 0 849 0 0 0 0 0 173 576 0 0 749 1797

Grand Total 37 0 428 0 465 0 1525 40 0 1565 0 0 0 0 0 319 1194 0 0 1513 3543 Apprch % 8 0 92 0 0 97.4 2.6 0 0 0 0 0 21.1 78.9 0 0 Total % 1 0 12.1 0 13.1 0 43 1.1 0 44.2 0 0 0 0 0 9 33.7 0 0 42.7 PV 37 0 423 0 460 0 1465 36 0 1501 0 0 0 0 0 304 1117 0 0 1421 3382 % PV 100 0 98.8 0 98.9 0 96.1 90 0 95.9 0 0 0 0 0 95.3 93.6 0 0 93.9 95.5 Duals 0 0 2 0 2 0 22 0 0 22 0 0 0 0 0 12 49 0 0 61 85 % Duals 0 0 0.5 0 0.4 0 1.4 0 0 1.4 0 0 0 0 0 3.8 4.1 0 0 4 2.4 TTST 0 0 3 0 3 0 37 4 0 41 0 0 0 0 0 3 28 0 0 31 75 % TTST 0 0 0.7 0 0.6 0 2.4 10 0 2.6 0 0 0 0 0 0.9 2.3 0 0 2 2.1 Twins 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 % Twins 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0 J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ GA-13 - Existing PM Site Code : WAYN1034 Start Date : 8/14/2020 Page No : 2 Tumbling Creek Road Out In Total 340 460 800 12 2 14 7 3 10 0 0 0 359 465 824

423 0 37 0 2 0 0 0 3 0 0 0 0 0 0 0 428 0 37 0 Right Thru Left Peds Right 1 3 0 85 71 12 1231 1154 Out GA-13 (Atlanta Hwy) 40 36 304 319 3309 3466 0 4 0 Left 28 49 Total

North 0

8/14/2020 04:00 PM Thru 1525 1465 0

49 28 8/14/2020 05:45 PM 37 22 0 1 61 31 1117 1194 1565 1501 Thru

In In 1421 1513 PV 41 22 Left 0 0 0 0 0 1 Duals 0 0 0 0 0

Right TTST 1 Total 24 40 2796 2655 Twins Peds 0 0 0 0 0 Out 1888 1953 69 71 GA-13 (Atlanta Hwy) 1 0 0 0 0 0 Peds

Left Thru Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total

J.M. Teague Engineering & Planning 1155 N. Main Street, Waynesville, NC 28785 828-456-8383

File Name : Tumbling Creek Rd @ GA-13 - Existing PM Site Code : WAYN1034 Start Date : 8/14/2020 Page No : 3

Tumbling Creek Road GA-13 (Atlanta Hwy) GA-13 (Atlanta Hwy) Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 9 0 69 0 78 0 170 6 0 176 0 0 0 0 0 40 158 0 0 198 452 04:45 PM 4 0 45 0 49 0 191 6 0 197 0 0 0 0 0 34 173 0 0 207 453 05:00 PM 1 0 57 0 58 0 226 5 0 231 0 0 0 0 0 36 137 0 0 173 462 05:15 PM 5 0 43 0 48 0 223 3 0 226 0 0 0 0 0 45 147 0 0 192 466 Total Volume 19 0 214 0 233 0 810 20 0 830 0 0 0 0 0 155 615 0 0 770 1833 % App. Total 8.2 0 91.8 0 0 97.6 2.4 0 0 0 0 0 20.1 79.9 0 0 PHF .528 .000 .775 .000 .747 .000 .896 .833 .000 .898 .000 .000 .000 .000 .000 .861 .889 .000 .000 .930 .983 PV 19 0 209 0 228 0 773 18 0 791 0 0 0 0 0 151 582 0 0 733 1752 % PV 100 0 97.7 0 97.9 0 95.4 90.0 0 95.3 0 0 0 0 0 97.4 94.6 0 0 95.2 95.6 Duals 0 0 2 0 2 0 16 0 0 16 0 0 0 0 0 3 22 0 0 25 43 % Duals 0 0 0.9 0 0.9 0 2.0 0 0 1.9 0 0 0 0 0 1.9 3.6 0 0 3.2 2.3 TTST 0 0 3 0 3 0 21 2 0 23 0 0 0 0 0 1 11 0 0 12 38 % TTST 0 0 1.4 0 1.3 0 2.6 10.0 0 2.8 0 0 0 0 0 0.6 1.8 0 0 1.6 2.1 Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Twins 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Tumbling Creek Road Out In Total 169 228 397 3 2 5 3 3 6 0 0 0 175 233 408

209 0 19 0 2 0 0 0 3 0 0 0 0 0 0 0 214 0 19 0 Right Thru Left Peds

Peak Hour Data Right 0 3 1 0 43 36 Out GA-13 (Atlanta Hwy) 20 18 151 155 634 601 1715 1794 0 2 0 Left 11 22 Total

North 0

Peak Hour Begins at 04:30 PM Thru 0 810 773 22 11 21 16 0 582 615 0 25 12 Thru

PV In 733 770 830 791 In Duals 23 16 Left 0 0 0 0 0 0 TTST 0 0 0 0 0

Right Twins 0 Total 18 24 1464 1392 Peds 982 0 0 0 0 0 Out 1024 34 38 GA-13 (Atlanta Hwy) 0 0 0 0 0 0 Peds

Left Thru Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Appendix C Traﬃc Signal Plans

GDOT MaxTime Timing Shee OldOakwood/Millside Administration Cross Black_White.jpg Unit Information Controller ID 0 Main St. Old Oakwood Rd Side St. Tumbling Crk/Millside

Adapter IP Address Subnet Mask Default Gateway ARP DHCP 1 Disable 2 Disable

Serial Ports: Port Description Function Address Baud Bits Stop Parity Flow CTS RTS 1 Port 2/C21S None 1 9600 8 1 None None 0 0 2 Aux_P3/C22S None 1 9600 8 1 None None 0 0 3 SDLC Port 1 None 1 9600 8 1 None None 0 0 4 Com A/C50S None 1 9600 8 1 None None 0 0 5 FIO None 1 9600 8 1 None None 0 0 6 DISPLAY/C60M None 1 9600 8 1 None None 0 0 7 SP7 None 1 9600 8 1 None None 0 0 8 SP8/Com B None 1 9600 8 1 None None 0 0

Unit Parameters Startup Flash 0 Auto Ped Clr Enable Red Revert 5.0 Backup Time 900 Ext Mode Enable All Red Exit 6 Grn Flash Freq. 60 Yel Flash Freq. 60 MCE Enable Enable Free Seq. 1 MCE Seq. 1 Start Yellow 0.0 Start Red 0.0 Start Clear Hold 6

Phase Parameters Phases 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Walk Time 0 7 0 7 0 7 0 7 0 0 0 0 0 0 0 0 0 0 0 0 Clear Time 0 27 0 19 0 26 0 21 0 0 0 0 0 0 0 0 0 0 0 0 Don't Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Green 0 12 0 8 0 12 0 8 0 0 1 1 1 1 1 1 1 1 1 1 Min Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Passage 0.0 5.0 0.0 3.0 0.0 5.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max-1 0 55 0 35 0 55 0 35 0 0 0 0 0 0 0 0 0 0 0 0 Max-2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max-3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yel Change 3.0 4.1 3.0 3.9 3.0 4.1 3.0 3.9 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Red Clear 0.0 3.0 0.0 3.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Add Red Clear 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial 0.0 3.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Initial 0.0 3.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time B4 Reduce 0 20 0 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cars B4 Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time To Reduce 0 20 0 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 0.0 3.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dyn Max Limit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dyn Max Step 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advance Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Phases 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Walk Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Clear Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Don't Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Green 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Appendix D Synchro and SimTraﬃc Reports

29 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2020) 1034 Existing AM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 47 15 17 17 87 5 92 19 66 74 2 Future Volume (vph) 3 47 15 17 17 87 5 92 19 66 74 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 135 0 126 126 263 263 0 150 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.879 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3111 0 1770 1863 1583 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1863 1583 1770 3111 0 1770 1863 1583 1770 1863 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 35 40 40 Link Distance (ft) 414 2322 764 985 Travel Time (s) 9.4 45.2 13.0 16.8 Peak Hour Factor 0.38 0.84 0.62 0.61 0.61 0.75 0.62 0.82 0.79 0.75 0.80 0.50 Adj. Flow (vph) 8 56 24 28 28 116 8 112 24 88 93 4 Shared Lane Traffic (%) Lane Group Flow (vph) 8 56 24 28 144 0 8 112 24 88 93 4 Enter Blocked IntersectionNo No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 11111 111111 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 20 20 20 20 20 20 20 20 20 20 Trailing Detector (ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Position(ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Size(ft) 22 22 22 22 22 22 22 22 22 22 22 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2020) 1034 Existing AM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot Prot NA Prot NA Prot Prot NA Prot Protected Phases 52216 388744 Permitted Phases Detector Phase 52216 388744 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 8.0 12.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 15.0 25.0 25.0 15.0 25.0 15.0 25.0 25.0 15.0 25.0 25.0 Total Split (s) 15.0 55.0 55.0 15.0 55.0 15.0 35.0 35.0 15.0 35.0 35.0 Total Split (%) 12.5% 45.8% 45.8% 12.5% 45.8% 12.5% 29.2% 29.2% 12.5% 29.2% 29.2% Maximum Green (s) 8.0 48.0 48.0 8.0 48.0 8.0 28.0 28.0 8.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All‐Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead‐Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C‐Min C‐Min None C‐Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 10.0 67.3 67.3 10.4 73.7 10.0 14.7 14.7 13.6 30.3 30.3 Actuated g/C Ratio 0.08 0.56 0.56 0.09 0.61 0.08 0.12 0.12 0.11 0.25 0.25 v/c Ratio 0.05 0.05 0.03 0.18 0.08 0.05 0.49 0.12 0.44 0.20 0.01 Control Delay 51.7 16.7 17.1 53.6 12.0 51.8 55.9 46.6 55.8 36.2 33.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.7 16.7 17.1 53.6 12.0 51.8 55.9 46.6 55.8 36.2 33.5 LOS DBBDB DEDEDC Approach Delay 20.0 18.7 54.1 45.5 Approach LOS B B D D Queue Length 50th (ft) 6 21 9 21 20 6 82 17 65 55 2 Queue Length 95th (ft) 10 48 19 34 36 15 123 37 94 94 7 Internal Link Dist (ft) 334 2242 684 905 Turn Bay Length (ft) 135 126 263 263 150 Base Capacity (vph) 147 1044 888 153 1911 147 465 395 201 496 421 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.05 0.05 0.03 0.18 0.08 0.05 0.24 0.06 0.44 0.19 0.01

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2020) 1034 Existing AM.syn 08/24/2020

Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated‐Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 36.0 Intersection LOS: D Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 3 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2020) 1034 Existing PM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 43 25 30 58 74 21 144 29 107 135 17 Future Volume (vph) 9 43 25 30 58 74 21 144 29 107 135 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 135 0 126 126 263 263 0 150 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.923 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3267 0 1770 1863 1583 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1863 1583 1770 3267 0 1770 1863 1583 1770 1863 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 35 40 40 Link Distance (ft) 414 2322 764 985 Travel Time (s) 9.4 45.2 13.0 16.8 Peak Hour Factor 0.75 0.77 0.78 0.75 0.76 0.93 0.66 0.88 0.81 0.79 0.84 0.71 Adj. Flow (vph) 12 56 32 40 76 80 32 164 36 135 161 24 Shared Lane Traffic (%) Lane Group Flow (vph) 12 56 32 40 156 0 32 164 36 135 161 24 Enter Blocked IntersectionNo No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 11111 111111 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 20 20 20 20 20 20 20 20 20 20 Trailing Detector (ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Position(ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Size(ft) 22 22 22 22 22 22 22 22 22 22 22 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2020) 1034 Existing PM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot Prot NA Prot NA Prot Prot NA Prot Protected Phases 52216 388744 Permitted Phases Detector Phase 52216 388744 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 8.0 12.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 15.0 25.0 25.0 15.0 25.0 15.0 25.0 25.0 15.0 25.0 25.0 Total Split (s) 15.0 55.0 55.0 15.0 55.0 15.0 35.0 35.0 15.0 35.0 35.0 Total Split (%) 12.5% 45.8% 45.8% 12.5% 45.8% 12.5% 29.2% 29.2% 12.5% 29.2% 29.2% Maximum Green (s) 8.0 48.0 48.0 8.0 48.0 8.0 28.0 28.0 8.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All‐Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead‐Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C‐Min C‐Min None C‐Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 10.0 59.1 59.1 10.9 65.9 10.6 18.0 18.0 18.1 31.5 31.5 Actuated g/C Ratio 0.08 0.49 0.49 0.09 0.55 0.09 0.15 0.15 0.15 0.26 0.26 v/c Ratio 0.08 0.06 0.04 0.25 0.09 0.21 0.59 0.15 0.51 0.33 0.06 Control Delay 52.2 21.9 22.3 54.4 15.8 53.8 55.7 43.9 53.2 38.2 34.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 21.9 22.3 54.4 15.8 53.8 55.7 43.9 53.2 38.2 34.1 LOS D C C D B D E D D D C Approach Delay 25.7 23.7 53.6 44.2 Approach LOS C C D D Queue Length 50th (ft) 9 24 14 30 27 24 120 25 97 107 15 Queue Length 95th (ft) 24 50 34 53 55 40 178 48 137 148 28 Internal Link Dist (ft) 334 2242 684 905 Turn Bay Length (ft) 135 126 263 263 150 Base Capacity (vph) 147 947 804 160 1824 156 465 395 267 501 425 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.08 0.06 0.04 0.25 0.09 0.21 0.35 0.09 0.51 0.32 0.06

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2020) 1034 Existing PM.syn 08/24/2020

Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated‐Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 39.9 Intersection LOS: D Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 3 2: Tumbling Creek Rd & Campus Pointe Circle Year (2020) 1034 Existing AM.syn 08/24/2020

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 2 127 127 8 16 0 Future Volume (Veh/h) 2 127 127 8 16 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.50 0.88 0.79 0.50 0.67 0.25 Hourly flow rate (vph) 4 144 161 16 24 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 177 321 169 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 177 321 169 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 96 100 cM capacity (veh/h) 1399 671 875 Direction, Lane #EB 1WB 1SB 1 Volume Total 148 177 24 Volume Left 4 0 24 Volume Right 0 16 0 cSH 1399 1700 671 Volume to Capacity 0.00 0.10 0.04 Queue Length 95th (ft) 0 0 3 Control Delay (s) 0.2 0.0 10.6 Lane LOS A B Approach Delay (s) 0.2 0.0 10.6 Approach LOS B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 18.3% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 2: Tumbling Creek Rd & Campus Pointe Circle Year (2020) 1034 Existing AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 2: Tumbling Creek Rd & Campus Pointe Circle Year (2020) 1034 Existing PM.syn 08/24/2020

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 8 170 142 31 31 12 Future Volume (Veh/h) 8 170 142 31 31 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.50 0.80 0.79 0.70 0.78 0.50 Hourly flow rate (vph) 16 213 180 44 40 24 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 224 447 202 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 224 447 202 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free %99 9397 cM capacity (veh/h) 1345 562 839 Direction, Lane #EB 1WB 1SB 1 Volume Total 229 224 64 Volume Left 16 0 40 Volume Right 0 44 24 cSH 1345 1700 642 Volume to Capacity 0.01 0.13 0.10 Queue Length 95th (ft) 1 0 8 Control Delay (s) 0.6 0.0 11.2 Lane LOS A B Approach Delay (s) 0.6 0.0 11.2 Approach LOS B Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 25.5% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 2: Tumbling Creek Rd & Campus Pointe Circle Year (2020) 1034 Existing PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2020) 1034 Existing AM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 9 108 191 618 395 31 Future Volume (Veh/h) 9 108 191 618 395 31 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.75 0.84 0.78 0.70 0.92 0.86 Hourly flow rate (vph) 12 129 245 883 429 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1802 429 465 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1802 429 465 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 827978 cM capacity (veh/h) 68 626 1096 Direction, Lane #EB 1EB 2NB 1NB 2SB 1SB 2 Volume Total 12 129 245 883 429 36 Volume Left 12 0 245 0 0 0 Volume Right 0 129 0 0 0 36 cSH 68 626 1096 1700 1700 1700 Volume to Capacity 0.18 0.21 0.22 0.52 0.25 0.02 Queue Length 95th (ft) 15 19 21 0 0 0 Control Delay (s) 69.0 12.2 9.2 0.0 0.0 0.0 Lane LOS F B A Approach Delay (s) 17.1 2.0 0.0 Approach LOS C Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 44.7% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2020) 1034 Existing AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2020) 1034 Existing PM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 19 214 155 615 810 20 Future Volume (Veh/h) 19 214 155 615 810 20 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.53 0.78 0.86 0.89 0.90 0.83 Hourly flow rate (vph) 36 274 180 691 900 24 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1951 900 924 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1951 900 924 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 331976 cM capacity (veh/h) 53 337 739 Direction, Lane #EB 1EB 2NB 1NB 2SB 1SB 2 Volume Total 36 274 180 691 900 24 Volume Left 36 0 180 0 0 0 Volume Right 0 274 0 0 0 24 cSH 53 337 739 1700 1700 1700 Volume to Capacity 0.67 0.81 0.24 0.41 0.53 0.01 Queue Length 95th (ft) 69 173 24 0 0 0 Control Delay (s) 159.6 48.9 11.4 0.0 0.0 0.0 Lane LOS F E B Approach Delay (s) 61.8 2.4 0.0 Approach LOS F Intersection Summary Average Delay 10.1 Intersection Capacity Utilization 64.6% ICU Level of Service C

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2020) 1034 Existing PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Background AM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 48 15 17 17 89 5 94 19 67 75 2 Future Volume (vph) 3 48 15 17 17 89 5 94 19 67 75 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 135 0 126 126 263 263 0 150 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.874 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3093 0 1770 1863 1583 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1863 1583 1770 3093 0 1770 1863 1583 1770 1863 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 35 40 40 Link Distance (ft) 414 2322 764 985 Travel Time (s) 9.4 45.2 13.0 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 3 53 17 19 19 99 6 104 21 74 83 2 Shared Lane Traffic (%) Lane Group Flow (vph) 3 53 17 19 118 0 6 104 21 74 83 2 Enter Blocked IntersectionNo No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 11111 111111 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 20 20 20 20 20 20 20 20 20 20 Trailing Detector (ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Position(ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Size(ft) 22 22 22 22 22 22 22 22 22 22 22 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Background AM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot Prot NA Prot NA Prot Prot NA Prot Protected Phases 52216 388744 Permitted Phases Detector Phase 52216 388744 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 8.0 12.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 15.0 25.0 25.0 15.0 25.0 15.0 25.0 25.0 15.0 25.0 25.0 Total Split (s) 15.0 55.0 55.0 15.0 55.0 15.0 35.0 35.0 15.0 35.0 35.0 Total Split (%) 12.5% 45.8% 45.8% 12.5% 45.8% 12.5% 29.2% 29.2% 12.5% 29.2% 29.2% Maximum Green (s) 8.0 48.0 48.0 8.0 48.0 8.0 28.0 28.0 8.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All‐Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead‐Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C‐Min C‐Min None C‐Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 10.0 74.9 74.9 10.2 78.0 10.0 14.2 14.2 12.7 26.0 26.0 Actuated g/C Ratio 0.08 0.62 0.62 0.08 0.65 0.08 0.12 0.12 0.11 0.22 0.22 v/c Ratio 0.02 0.05 0.02 0.13 0.06 0.04 0.47 0.11 0.40 0.21 0.01 Control Delay 51.0 14.2 15.0 52.8 11.0 51.4 55.8 46.8 55.6 38.1 35.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 14.2 15.0 52.8 11.0 51.4 55.8 46.8 55.6 38.1 35.0 LOS DBBDB DEDEDC Approach Delay 15.9 16.8 54.2 46.2 Approach LOS B B D D Queue Length 50th (ft) 2 13 4 14 15 4 77 15 54 50 1 Queue Length 95th (ft) 12 47 21 38 44 18 129 38 101 100 9 Internal Link Dist (ft) 334 2242 684 905 Turn Bay Length (ft) 135 126 263 263 150 Base Capacity (vph) 147 1162 987 149 2011 147 465 395 187 486 413 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.02 0.05 0.02 0.13 0.06 0.04 0.22 0.05 0.40 0.17 0.00

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Background AM.syn 08/24/2020

Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated‐Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 35.8 Intersection LOS: D Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 3 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Background PM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 44 26 31 59 75 21 147 30 109 138 17 Future Volume (vph) 9 44 26 31 59 75 21 147 30 109 138 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 135 0 126 126 263 263 0 150 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.916 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3242 0 1770 1863 1583 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1863 1583 1770 3242 0 1770 1863 1583 1770 1863 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 35 40 40 Link Distance (ft) 414 2322 764 985 Travel Time (s) 9.4 45.2 13.0 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 10 49 29 34 66 83 23 163 33 121 153 19 Shared Lane Traffic (%) Lane Group Flow (vph) 10 49 29 34 149 0 23 163 33 121 153 19 Enter Blocked IntersectionNo No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 11111 111111 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 20 20 20 20 20 20 20 20 20 20 Trailing Detector (ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Position(ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Size(ft) 22 22 22 22 22 22 22 22 22 22 22 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Background PM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot Prot NA Prot NA Prot Prot NA Prot Protected Phases 52216 388744 Permitted Phases Detector Phase 52216 388744 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 8.0 12.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 15.0 25.0 25.0 15.0 25.0 15.0 25.0 25.0 15.0 25.0 25.0 Total Split (s) 15.0 55.0 55.0 15.0 55.0 15.0 35.0 35.0 15.0 35.0 35.0 Total Split (%) 12.5% 45.8% 45.8% 12.5% 45.8% 12.5% 29.2% 29.2% 12.5% 29.2% 29.2% Maximum Green (s) 8.0 48.0 48.0 8.0 48.0 8.0 28.0 28.0 8.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All‐Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead‐Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C‐Min C‐Min None C‐Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 10.0 61.0 61.0 10.6 67.7 10.3 17.9 17.9 16.4 30.1 30.1 Actuated g/C Ratio 0.08 0.51 0.51 0.09 0.56 0.09 0.15 0.15 0.14 0.25 0.25 v/c Ratio 0.07 0.05 0.04 0.22 0.08 0.15 0.59 0.14 0.50 0.33 0.05 Control Delay 52.0 20.9 21.2 54.0 15.0 53.2 55.7 43.7 54.6 39.0 34.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 20.9 21.2 54.0 15.0 53.2 55.7 43.7 54.6 39.0 34.6 LOS D C C D B D E D D D C Approach Delay 24.5 22.3 53.7 45.2 Approach LOS C C D D Queue Length 50th (ft) 7 21 12 25 24 17 119 23 88 103 12 Queue Length 95th (ft) 25 52 36 58 62 44 181 51 145 154 30 Internal Link Dist (ft) 334 2242 684 905 Turn Bay Length (ft) 135 126 263 263 150 Base Capacity (vph) 147 968 822 156 1850 151 465 395 242 490 416 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.07 0.05 0.04 0.22 0.08 0.15 0.35 0.08 0.50 0.31 0.05

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Background PM.syn 08/24/2020

Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated‐Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 39.9 Intersection LOS: D Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 3 2: Tumbling Creek Rd & Campus Pointe Circle Year (2021) 1034 Background AM.syn 08/24/2020

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 2 130 130 8 16 0 Future Volume (Veh/h) 2 130 130 8 16 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 2 144 144 9 18 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 153 296 148 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 153 296 148 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 97 100 cM capacity (veh/h) 1428 694 898 Direction, Lane #EB 1WB 1SB 1 Volume Total 146 153 18 Volume Left 2 0 18 Volume Right 0 9 0 cSH 1428 1700 694 Volume to Capacity 0.00 0.09 0.03 Queue Length 95th (ft) 0 0 2 Control Delay (s) 0.1 0.0 10.3 Lane LOS A B Approach Delay (s) 0.1 0.0 10.3 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 18.4% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 2: Tumbling Creek Rd & Campus Pointe Circle Year (2021) 1034 Background AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 2: Tumbling Creek Rd & Campus Pointe Circle Year (2021) 1034 Background PM.syn 08/24/2020

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 8 173 145 32 32 12 Future Volume (Veh/h) 8 173 145 32 32 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 9 192 161 36 36 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 197 389 179 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 197 389 179 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free %99 9498 cM capacity (veh/h) 1376 611 864 Direction, Lane #EB 1WB 1SB 1 Volume Total 201 197 49 Volume Left 9 0 36 Volume Right 0 36 13 cSH 1376 1700 662 Volume to Capacity 0.01 0.12 0.07 Queue Length 95th (ft) 0 0 6 Control Delay (s) 0.4 0.0 10.9 Lane LOS A B Approach Delay (s) 0.4 0.0 10.9 Approach LOS B Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 25.6% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 2: Tumbling Creek Rd & Campus Pointe Circle Year (2021) 1034 Background PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Background AM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 9 110 195 630 403 32 Future Volume (Veh/h) 9 110 195 630 403 32 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 10 122 217 700 448 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1582 448 484 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1582 448 484 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 908080 cM capacity (veh/h) 96 611 1079 Direction, Lane #EB 1EB 2NB 1NB 2SB 1SB 2 Volume Total 10 122 217 700 448 36 Volume Left 10 0 217 0 0 0 Volume Right 0 122 0 0 0 36 cSH 96 611 1079 1700 1700 1700 Volume to Capacity 0.10 0.20 0.20 0.41 0.26 0.02 Queue Length 95th (ft) 8 18 19 0 0 0 Control Delay (s) 47.0 12.4 9.2 0.0 0.0 0.0 Lane LOS E B A Approach Delay (s) 15.0 2.2 0.0 Approach LOS B Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 45.3% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Background AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Background PM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 19 218 158 627 826 20 Future Volume (Veh/h) 19 218 158 627 826 20 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 21 242 176 697 918 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1967 918 940 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1967 918 940 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 602676 cM capacity (veh/h) 52 329 729 Direction, Lane #EB 1EB 2NB 1NB 2SB 1SB 2 Volume Total 21 242 176 697 918 22 Volume Left 21 0 176 0 0 0 Volume Right 0 242 0 0 0 22 cSH 52 329 729 1700 1700 1700 Volume to Capacity 0.40 0.74 0.24 0.41 0.54 0.01 Queue Length 95th (ft) 37 138 24 0 0 0 Control Delay (s) 113.8 41.0 11.5 0.0 0.0 0.0 Lane LOS F E B Approach Delay (s) 46.8 2.3 0.0 Approach LOS E Intersection Summary Average Delay 6.9 Intersection Capacity Utilization 65.6% ICU Level of Service C

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Background PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Build‐Out AM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 49 15 19 19 92 5 94 20 70 75 2 Future Volume (vph) 3 49 15 19 19 92 5 94 20 70 75 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 135 0 126 126 263 263 0 150 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.876 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3100 0 1770 1863 1583 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1863 1583 1770 3100 0 1770 1863 1583 1770 1863 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 35 40 40 Link Distance (ft) 414 2322 764 985 Travel Time (s) 9.4 45.2 13.0 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 3 54 17 21 21 102 6 104 22 78 83 2 Shared Lane Traffic (%) Lane Group Flow (vph) 3 54 17 21 123 0 6 104 22 78 83 2 Enter Blocked IntersectionNo No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 11111 111111 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 20 20 20 20 20 20 20 20 20 20 Trailing Detector (ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Position(ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Size(ft) 22 22 22 22 22 22 22 22 22 22 22 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Build‐Out AM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot Prot NA Prot NA Prot Prot NA Prot Protected Phases 52216 388744 Permitted Phases Detector Phase 52216 388744 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 8.0 12.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 15.0 25.0 25.0 15.0 25.0 15.0 25.0 25.0 15.0 25.0 25.0 Total Split (s) 15.0 55.0 55.0 15.0 55.0 15.0 35.0 35.0 15.0 35.0 35.0 Total Split (%) 12.5% 45.8% 45.8% 12.5% 45.8% 12.5% 29.2% 29.2% 12.5% 29.2% 29.2% Maximum Green (s) 8.0 48.0 48.0 8.0 48.0 8.0 28.0 28.0 8.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All‐Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead‐Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C‐Min C‐Min None C‐Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 10.0 74.6 74.6 10.2 77.8 10.0 14.2 14.2 13.0 26.2 26.2 Actuated g/C Ratio 0.08 0.62 0.62 0.08 0.65 0.08 0.12 0.12 0.11 0.22 0.22 v/c Ratio 0.02 0.05 0.02 0.14 0.06 0.04 0.47 0.12 0.41 0.20 0.01 Control Delay 51.0 14.4 15.2 53.1 11.1 51.4 55.8 47.0 55.8 37.9 35.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 14.4 15.2 53.1 11.1 51.4 55.8 47.0 55.8 37.9 35.0 LOS DBBDB DEDEDC Approach Delay 16.0 17.2 54.1 46.4 Approach LOS B B D D Queue Length 50th (ft) 2 14 4 15 16 4 77 15 57 50 1 Queue Length 95th (ft) 12 48 21 41 46 18 129 40 104 100 9 Internal Link Dist (ft) 334 2242 684 905 Turn Bay Length (ft) 135 126 263 263 150 Base Capacity (vph) 147 1158 984 150 2010 147 465 395 191 487 414 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.02 0.05 0.02 0.14 0.06 0.04 0.22 0.06 0.41 0.17 0.00

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Build‐Out AM.syn 08/24/2020

Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated‐Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 35.8 Intersection LOS: D Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 3 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Build‐Out PM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 47 26 34 62 82 21 147 33 117 138 17 Future Volume (vph) 9 47 26 34 62 82 21 147 33 117 138 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 135 0 126 126 263 263 0 150 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.915 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3238 0 1770 1863 1583 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1863 1583 1770 3238 0 1770 1863 1583 1770 1863 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 35 40 40 Link Distance (ft) 414 2322 764 985 Travel Time (s) 9.4 45.2 13.0 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 10 52 29 38 69 91 23 163 37 130 153 19 Shared Lane Traffic (%) Lane Group Flow (vph) 10 52 29 38 160 0 23 163 37 130 153 19 Enter Blocked IntersectionNo No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 11111 111111 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 20 20 20 20 20 20 20 20 20 20 Trailing Detector (ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Position(ft) ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 ‐2 Detector 1 Size(ft) 22 22 22 22 22 22 22 22 22 22 22 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Build‐Out PM.syn 08/24/2020

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot Prot NA Prot NA Prot Prot NA Prot Protected Phases 52216 388744 Permitted Phases Detector Phase 52216 388744 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 8.0 12.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 15.0 25.0 25.0 15.0 25.0 15.0 25.0 25.0 15.0 25.0 25.0 Total Split (s) 15.0 55.0 55.0 15.0 55.0 15.0 35.0 35.0 15.0 35.0 35.0 Total Split (%) 12.5% 45.8% 45.8% 12.5% 45.8% 12.5% 29.2% 29.2% 12.5% 29.2% 29.2% Maximum Green (s) 8.0 48.0 48.0 8.0 48.0 8.0 28.0 28.0 8.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All‐Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 ‐2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead‐Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C‐Min C‐Min None C‐Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 10.0 59.8 59.8 10.8 66.6 10.3 17.9 17.9 17.5 31.1 31.1 Actuated g/C Ratio 0.08 0.50 0.50 0.09 0.56 0.09 0.15 0.15 0.15 0.26 0.26 v/c Ratio 0.07 0.06 0.04 0.24 0.09 0.15 0.59 0.16 0.51 0.32 0.05 Control Delay 52.0 21.5 21.9 54.3 15.5 53.2 55.7 44.1 53.8 38.1 33.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 21.5 21.9 54.3 15.5 53.2 55.7 44.1 53.8 38.1 33.9 LOS D C C D B D E D D D C Approach Delay 25.0 22.9 53.5 44.6 Approach LOS C C D D Queue Length 50th (ft) 7 22 12 28 27 17 119 25 94 102 12 Queue Length 95th (ft) 25 55 36 63 67 44 181 55 154 152 30 Internal Link Dist (ft) 334 2242 684 905 Turn Bay Length (ft) 135 126 263 263 150 Base Capacity (vph) 147 954 811 159 1824 151 465 395 257 497 422 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.07 0.05 0.04 0.24 0.09 0.15 0.35 0.09 0.51 0.31 0.05

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd Year (2021) 1034 Build‐Out PM.syn 08/24/2020

Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated‐Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 39.6 Intersection LOS: D Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 3 2: Proposed Campus Connector /Campus Pointe Circle & Tumbling Creek Rd Year (2021) 1034 Build‐Out AM.syn 08/24/2020

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 130 5 5 130 87071600 Future Volume (Veh/h) 2 130 5 5 130 87071600 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 2 144 6 6 144 98081800 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 153 150 312 316 147 320 314 148 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 153 150 312 316 147 320 314 148 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 99 100 99 97 100 100 cM capacity (veh/h) 1428 1431 638 597 900 625 598 898 Direction, Lane #EB 1WB 1NB 1SB 1 Volume Total 152 159 16 18 Volume Left 2 6 8 18 Volume Right 6980 cSH 1428 1431 747 625 Volume to Capacity 0.00 0.00 0.02 0.03 Queue Length 95th (ft) 0022 Control Delay (s) 0.1 0.3 9.9 10.9 Lane LOS A A A B Approach Delay (s) 0.1 0.3 9.9 10.9 Approach LOS A B Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 20.2% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 2: Proposed Campus Connector /Campus Pointe Circle & Tumbling Creek Rd Year (2021) 1034 Build‐Out AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 2: Proposed Campus Connector /Campus Pointe Circle & Tumbling Creek Rd Year (2021) 1034 Build‐Out PM.syn 08/24/2020

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 173 14 14 145 32 14 0 14 32 0 12 Future Volume (Veh/h) 8 173 14 14 145 32 14 0 14 32 0 12 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 9 192 16 16 161 36 16 0 16 36 0 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 197 208 442 447 200 445 437 179 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 197 208 442 447 200 445 437 179 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 99 97 100 98 93 100 98 cM capacity (veh/h) 1376 1363 511 497 841 506 504 864 Direction, Lane #EB 1WB 1NB 1SB 1 Volume Total 217 213 32 49 Volume Left 9 16 16 36 Volume Right 16 36 16 13 cSH 1376 1363 635 569 Volume to Capacity 0.01 0.01 0.05 0.09 Queue Length 95th (ft) 0147 Control Delay (s) 0.4 0.7 11.0 11.9 Lane LOS A A B B Approach Delay (s) 0.4 0.7 11.0 11.9 Approach LOS B B Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 25.5% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 2: Proposed Campus Connector /Campus Pointe Circle & Tumbling Creek Rd Year (2021) 1034 Build‐Out PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Build‐Out AM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 11 115 199 630 403 33 Future Volume (Veh/h) 11 115 199 630 403 33 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 12 128 221 700 448 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1590 448 485 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1590 448 485 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 877979 cM capacity (veh/h) 94 611 1078 Direction, Lane #EB 1EB 2NB 1NB 2SB 1SB 2 Volume Total 12 128 221 700 448 37 Volume Left 12 0 221 0 0 0 Volume Right 0 128 0 0 0 37 cSH 94 611 1078 1700 1700 1700 Volume to Capacity 0.13 0.21 0.21 0.41 0.26 0.02 Queue Length 95th (ft) 11 20 19 0 0 0 Control Delay (s) 48.8 12.5 9.2 0.0 0.0 0.0 Lane LOS E B A Approach Delay (s) 15.6 2.2 0.0 Approach LOS C Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 45.6% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Build‐Out AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Build‐Out PM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 23 228 168 627 826 24 Future Volume (Veh/h) 23 228 168 627 826 24 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 26 253 187 697 918 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1989 918 945 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1989 918 945 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 482374 cM capacity (veh/h) 50 329 726 Direction, Lane #EB 1EB 2NB 1NB 2SB 1SB 2 Volume Total 26 253 187 697 918 27 Volume Left 26 0 187 0 0 0 Volume Right 0 253 0 0 0 27 cSH 50 329 726 1700 1700 1700 Volume to Capacity 0.52 0.77 0.26 0.41 0.54 0.02 Queue Length 95th (ft) 49 152 26 0 0 0 Control Delay (s) 139.4 44.4 11.7 0.0 0.0 0.0 Lane LOS F E B Approach Delay (s) 53.3 2.5 0.0 Approach LOS F Intersection Summary Average Delay 8.1 Intersection Capacity Utilization 66.1% ICU Level of Service C

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd Year (2021) 1034 Build‐Out PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 4: Proposed Campus Connector & SA Access #1 (North) Year (2021) 1034 Build‐Out AM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 775055 Future Volume (Veh/h) 775055 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 886066 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 21 9 12 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 21 9 12 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 99 100 cM capacity (veh/h) 992 1073 1607 Direction, Lane #EB 1NB 1SB 1 Volume Total 16 6 12 Volume Left 8 6 0 Volume Right 8 0 6 cSH 1031 1607 1700 Volume to Capacity 0.02 0.00 0.01 Queue Length 95th (ft) 1 0 0 Control Delay (s) 8.5 7.2 0.0 Lane LOS A A Approach Delay (s) 8.5 7.2 0.0 Approach LOS A Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 14.2% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 4: Proposed Campus Connector & SA Access #1 (North) Year (2021) 1034 Build‐Out AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 4: Proposed Campus Connector & SA Access #1 (North) Year (2021) 1034 Build‐Out PM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 14 14 0 14 14 Future Volume (Veh/h) 14 14 14 0 14 14 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 16 16 16 0 16 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 56 24 32 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 56 24 32 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 989899 cM capacity (veh/h) 942 1052 1580 Direction, Lane #EB 1NB 1SB 1 Volume Total 32 16 32 Volume Left 16 16 0 Volume Right 16 0 16 cSH 994 1580 1700 Volume to Capacity 0.03 0.01 0.02 Queue Length 95th (ft) 2 1 0 Control Delay (s) 8.7 7.3 0.0 Lane LOS A A Approach Delay (s) 8.7 7.3 0.0 Approach LOS A Intersection Summary Average Delay 5.0 Intersection Capacity Utilization 17.4% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 4: Proposed Campus Connector & SA Access #1 (North) Year (2021) 1034 Build‐Out PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 5: Proposed Campus Connector & SA Access #2 (South) Year (2021) 1034 Build‐Out AM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 7 15 10 5 0 5 Future Volume (Veh/h) 7 15 10 5 0 5 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 8 17 11 6 0 6 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 31 3 6 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 31 3 6 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 999899 cM capacity (veh/h) 976 1081 1615 Direction, Lane #EB 1NB 1SB 1 Volume Total 25 17 6 Volume Left 8 11 0 Volume Right 17 0 6 cSH 1045 1615 1700 Volume to Capacity 0.02 0.01 0.00 Queue Length 95th (ft) 2 1 0 Control Delay (s) 8.5 4.7 0.0 Lane LOS A A Approach Delay (s) 8.5 4.7 0.0 Approach LOS A Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 17.5% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 5: Proposed Campus Connector & SA Access #2 (South) Year (2021) 1034 Build‐Out AM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 5: Proposed Campus Connector & SA Access #2 (South) Year (2021) 1034 Build‐Out PM.syn 08/24/2020

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 27 26 14 0 14 Future Volume (Veh/h) 14 27 26 14 0 14 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 16 30 29 16 0 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 82 8 16 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 82 8 16 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 989798 cM capacity (veh/h) 903 1074 1602 Direction, Lane #EB 1NB 1SB 1 Volume Total 46 45 16 Volume Left 16 29 0 Volume Right 30 0 16 cSH 1008 1602 1700 Volume to Capacity 0.05 0.02 0.01 Queue Length 95th (ft) 4 1 0 Control Delay (s) 8.7 4.7 0.0 Lane LOS A A Approach Delay (s) 8.7 4.7 0.0 Approach LOS A Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 18.8% ICU Level of Service A

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 1 5: Proposed Campus Connector & SA Access #2 (South) Year (2021) 1034 Build‐Out PM.syn 08/24/2020 Analysis Period (min) 15

J.M. Teague Engineering & Planning Synchro 10 Report S. Escobar, EI Page 2 Queuing and Blocking Report Year (2020) 1034 Existing AM.syn 08/24/2020 Intersection: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T TR L T R L T R Maximum Queue (ft) 7 40 15 27 14 42 13 119 25 102 96 5 Average Queue (ft) 3 14 4 10 3 18 4 83 11 64 56 1 95th Queue (ft) 14 44 22 30 15 49 18 153 32 120 110 10 Link Distance (ft) 367 367 2254 718 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 126 126 263 263 150 Storage Blk Time (%) 0 Queuing Penalty (veh) 0

Intersection: 2: Tumbling Creek Rd & Campus Pointe Circle

Movement SB Directions Served LR Maximum Queue (ft) 25 Average Queue (ft) 16 95th Queue (ft) 41 Link Distance (ft) 442 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 1 Queuing and Blocking Report Year (2020) 1034 Existing AM.syn 08/24/2020 Intersection: 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd

Movement EB EB NB SB Directions Served L R L R Maximum Queue (ft) 15 53 52 4 Average Queue (ft) 5 32 34 1 95th Queue (ft) 20 60 64 8 Link Distance (ft) 1332 748 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 Storage Blk Time (%) Queuing Penalty (veh)

Network Summary Network wide Queuing Penalty: 0

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 2 Queuing and Blocking Report Year (2020) 1034 Existing PM.syn 08/24/2020 Intersection: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T TR L T R L T R Maximum Queue (ft) 28 37 16 47 31 41 31 167 47 138 135 23 Average Queue (ft) 9 13 5 27 12 18 16 103 22 95 85 8 95th Queue (ft) 32 42 19 57 35 53 45 186 58 153 151 30 Link Distance (ft) 367 367 2254 718 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 126 126 263 263 150 Storage Blk Time (%) 0 2 Queuing Penalty (veh) 0 0

Intersection: 2: Tumbling Creek Rd & Campus Pointe Circle

Movement EB SB Directions Served LT LR Maximum Queue (ft) 3 39 Average Queue (ft) 1 21 95th Queue (ft) 7 49 Link Distance (ft) 2254 442 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 1 Queuing and Blocking Report Year (2020) 1034 Existing PM.syn 08/24/2020 Intersection: 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd

Movement EB EB NB SB SB Directions Served L R L T R Maximum Queue (ft) 38 125 86 3 2 Average Queue (ft) 22 77 56 1 0 95th Queue (ft) 54 139 96 10 5 Link Distance (ft) 1332 748 678 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 Storage Blk Time (%) 2 Queuing Penalty (veh) 0

Network Summary Network wide Queuing Penalty: 1

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 2 Queuing and Blocking Report Year (2021) 1034 Background AM.syn 08/24/2020 Intersection: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T TR L T R L T R Maximum Queue (ft) 4 43 15 27 11 40 12 117 28 93 103 8 Average Queue (ft) 1 15 4 11 2 18 3 82 12 62 57 3 95th Queue (ft) 10 50 22 31 13 48 17 149 34 111 117 15 Link Distance (ft) 367 367 2254 718 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 126 126 263 263 150 Storage Blk Time (%) 0 Queuing Penalty (veh) 0

Intersection: 2: Tumbling Creek Rd & Campus Pointe Circle

Movement EB SB Directions Served LT LR Maximum Queue (ft) 3 25 Average Queue (ft) 1 14 95th Queue (ft) 8 39 Link Distance (ft) 2254 442 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 1 Queuing and Blocking Report Year (2021) 1034 Background AM.syn 08/24/2020 Intersection: 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd

Movement EB EB NB SB Directions Served L R L R Maximum Queue (ft) 15 58 66 6 Average Queue (ft) 5 33 39 1 95th Queue (ft) 21 67 74 10 Link Distance (ft) 1332 748 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 Storage Blk Time (%) Queuing Penalty (veh)

Network Summary Network wide Queuing Penalty: 0

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 2 Queuing and Blocking Report Year (2021) 1034 Background PM.syn 08/24/2020 Intersection: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T TR L T R L T R Maximum Queue (ft) 18 39 23 43 53 61 41 155 53 142 136 35 Average Queue (ft) 6 16 9 22 19 25 24 100 23 99 88 13 95th Queue (ft) 26 46 32 52 62 70 56 171 58 158 146 45 Link Distance (ft) 367 367 2254 718 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 126 126 263 263 150 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 0

Intersection: 2: Tumbling Creek Rd & Campus Pointe Circle

Movement EB SB Directions Served LT LR Maximum Queue (ft) 15 39 Average Queue (ft) 3 28 95th Queue (ft) 28 50 Link Distance (ft) 2254 442 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 1 Queuing and Blocking Report Year (2021) 1034 Background PM.syn 08/24/2020 Intersection: 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd

Movement EB EB NB SB Directions Served L R L T Maximum Queue (ft) 54 151 108 2 Average Queue (ft) 20 86 63 0 95th Queue (ft) 76 165 116 5 Link Distance (ft) 1332 748 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 Storage Blk Time (%) 4 Queuing Penalty (veh) 1

Network Summary Network wide Queuing Penalty: 1

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 2 Queuing and Blocking Report Year (2021) 1034 Build-Out AM.syn 08/24/2020 Intersection: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T TR L T R L T R Maximum Queue (ft) 14 34 11 38 16 59 26 109 24 87 87 7 Average Queue (ft) 4 12 3 18 5 23 9 71 11 55 57 2 95th Queue (ft) 17 38 15 48 21 66 33 129 31 98 103 12 Link Distance (ft) 367 367 2246 718 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 126 126 263 263 150 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0

Intersection: 2: Proposed Campus Connector /Campus Pointe Circle & Tumbling Creek Rd

Movement WB NB SB Directions Served LTR LTR LTR Maximum Queue (ft) 8 26 28 Average Queue (ft) 2 13 11 95th Queue (ft) 16 37 35 Link Distance (ft) 1338 539 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 1 Queuing and Blocking Report Year (2021) 1034 Build-Out AM.syn 08/24/2020 Intersection: 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd

Movement EB EB NB SB Directions Served L R L R Maximum Queue (ft) 27 53 67 4 Average Queue (ft) 9 34 43 1 95th Queue (ft) 29 60 76 8 Link Distance (ft) 1338 748 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 Storage Blk Time (%) Queuing Penalty (veh)

Intersection: 4: Proposed Campus Connector & SA Access #1 (North)

Movement EB Directions Served LR Maximum Queue (ft) 27 Average Queue (ft) 16 95th Queue (ft) 41 Link Distance (ft) 385 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 2 Queuing and Blocking Report Year (2021) 1034 Build-Out AM.syn 08/24/2020 Intersection: 5: Proposed Campus Connector & SA Access #2 (South)

Movement EB Directions Served LR Maximum Queue (ft) 30 Average Queue (ft) 15 95th Queue (ft) 39 Link Distance (ft) 362 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Network Summary Network wide Queuing Penalty: 0

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 3 Queuing and Blocking Report Year (2021) 1034 Build-Out PM.syn 08/24/2020 Intersection: 1: Old Oakwood Rd & Millside Pkwy/Tumbling Creek Rd

Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T TR L T R L T R Maximum Queue (ft) 22 49 32 50 33 58 33 145 47 123 135 39 Average Queue (ft) 8 19 9 24 13 24 19 103 22 85 86 15 95th Queue (ft) 25 56 35 60 41 68 40 153 57 142 154 45 Link Distance (ft) 367 367 2246 718 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 126 126 263 263 150 Storage Blk Time (%) 2 Queuing Penalty (veh) 0

Intersection: 2: Proposed Campus Connector /Campus Pointe Circle & Tumbling Creek Rd

Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 13 9 30 42 Average Queue (ft) 3 2 17 24 95th Queue (ft) 24 16 40 54 Link Distance (ft) 2246 1338 539 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 1 Queuing and Blocking Report Year (2021) 1034 Build-Out PM.syn 08/24/2020 Intersection: 3: Atlanta Hwy (GA ‐130) & Tumbling Creek Rd

Movement EB EB NB SB Directions Served L R L R Maximum Queue (ft) 48 138 92 4 Average Queue (ft) 26 83 56 1 95th Queue (ft) 66 152 103 9 Link Distance (ft) 1338 748 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 135 Storage Blk Time (%) 1 4 Queuing Penalty (veh) 2 1

Intersection: 4: Proposed Campus Connector & SA Access #1 (North)

Movement EB NB Directions Served LR LT Maximum Queue (ft) 30 3 Average Queue (ft) 20 1 95th Queue (ft) 43 8 Link Distance (ft) 385 393 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 2 Queuing and Blocking Report Year (2021) 1034 Build-Out PM.syn 08/24/2020 Intersection: 5: Proposed Campus Connector & SA Access #2 (South)

Movement EB NB Directions Served LR LT Maximum Queue (ft) 35 3 Average Queue (ft) 24 1 95th Queue (ft) 47 8 Link Distance (ft) 362 621 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Network Summary Network wide Queuing Penalty: 3

J.M Engineering & Planning SimTraffic Report S. Escobar, EI Page 3

J.M. Teague Engineering & Planning (WAYN 1034) 08/27/2020

Appendix E Correspondence

30 DEPARTMENT OF PUBLIC WORKS AND UTILITIES TRAFFIC ENGINEERING DIVISION HALL COUNTY, GEORGIA ______

SCOTT G. PUCKETT POST OFFICE DRAWER 1435 Traffic Engineer GAINESVILLE, GEORGIA 30503 Phone: 770/531-6800 Fax: 770/531-3945

TRAFFIC IMPACT STUDY SCOPE

Data Collection

Full turning movement counts must be performed at critical intersections in the vicinity of the proposed development. The counts must be performed during the weekday a.m. and p.m. peak times.

If retail parcels are included in the analysis, traffic counts must also be performed during the Saturday peak hour.

Evaluation of Existing Conditions

Using collected traffic count data, the existing operations must be evaluated. This analysis should be used to identify any potential existing deficiencies before the addition of the proposed development's traffic.

Determination of Site Traffic

The volume of traffic that will be generated by the proposed development must be determined. This traffic must be distributed to the roadway network based on travel patterns in this area and the locations of major roadways that will serve the development. Account for any potential mixed-use that will occur if retail uses are located adjacent to the property with adequate vehicular and pedestrian connections.

Analysis of Future Conditions

Determine and apply a growth factor to the counted traffic volumes to account for general growth in the area. The project's traffic must be added to these increased volumes and the counted intersections must be re-evaluated for the future condition (after completion of the project).

The future analysis must identify any improvements that may be necessary to accommodate the future traffic volumes in the area. These improvements should be identified as being necessitated by this project, or recommended whether or not this project is built. As part of the analysis of the future condition, develop recommendations regarding the location and configuration of the site driveway.

Documentation

Results must be documented in a report that includes the methodologies, graphics, and documentation to support the findings.

Note: Additional study items may be required dependent upon a particular development or location. The agency performing the study should contact Scott Puckett, Hall County Traffic Engineer at (770) 531-6800 to discuss.

TIA Scoping Form

Date Prepared 08/03/20

Project Name University of North Georgia Student Housing

Project Description (Site Plan, Rezone, etc) 14 acres, 560 beds in 10 structures

Public Hearing Date

Consultant J.M. Teague Engineering and Planning

Existing Zoning Designation(s)

Proposed Zoning Designation(s)

Project Description A residential student housing development that consists of buildings with a total of apartments on acres.

Project Location East of the University of North Georgia Campus and south of the Tumbling Creek Preserve Trails

Parcel Number Acreage Existing Zoning Proposed Zoning 14

TOTAL

Scenarios To Be Analyzed Year Existing Conditions Present Year 2020 No Build 2021 Build 2021 Build (including approved off-site development) 2021 Build with Mitigation 2021

Trip Generation (ITE Trip Generation Handbook, current edition) EXISTING ZONING Land Use Size Daily Total Passby % Internal Capture % Parcel is vacant

Total

J.M. Teague Engineering and Planning, 1155 N. Main St., Waynesville, NC 28786 PROPOSED ZONING Land Use Size Daily Total Passby % Internal Capture % 225 - Off Campus Student Housing 560 beds 1751 0 0

Total

Background Growth Rate Percentage Required 2% Time Horizon Required (Years) 2021 Peak Hours Required (AM Peak and PM Peak) 7-9am and 4:30-6:30pm

Other Approved Developments Name of Development Location Land Use Acreage Approved TIA

Funded TIP/CIP Projects Proposed Name Project Limits Improvements Year Complete

Type of Analysis Intersections To Be Studied Signalized Unsignalized Comments/Notes Tumbling Creek Rd. & Old Oakwood Rd. Yes Tumbling Creek Rd. & Campus Pointe Circle Yes Tumbling Creek Rd. & GA 13 Yes

Approved by:

Traffic Engineer Date

J.M. Teague Engineering and Planning, 1155 N. Main St., Waynesville, NC 28786 From: Scott Puckett (Engineering) To: Will Thompsen Cc: Patience Stepp; Shawn Escobar; Anna Zekendorf Subject: Re: Proposed University of North Georgia Student Housing Project TIA Date: Friday, August 7, 2020 9:38:04 AM

Good morning Will,

Sorry, I have been away and unable to address emails. Your proposal is acceptable, please proceed. We don't have any traffic counts for that area, however, you may wish to check GDOT's coverage counts (https://gdottrafficdata.drakewell.com/publicmultinodemap.asp) as I believe they may have nearby count stations.

Let me know if you have any questions.

Thanks,

Scott

Scott Puckett Hall County Traffic Engineer

From: Will Thompsen Sent: Friday, August 7, 2020 9:18 AM To: Scott Puckett (Engineering) Cc: Patience Stepp; Shawn Escobar; Anna Zekendorf Subject: FW: Proposed University of North Georgia Student Housing Project TIA

CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe.

Good Morning:

I wanted to follow up with you about the scope of work for the TIA for the proposed University of North Georgia Student Housing Apartments project. With no stated objections or further comments, next week we will proceed with the parameters and data collection for the intersections as noted in the attachment and the email below, sent to you earlier in the week.

Thank you,

Will Thompsen Engineering Director 828.456.8383

From: Will Thompsen Sent: Tuesday, August 4, 2020 1:08 PM To: [email protected] Cc: Patience Stepp ; Shawn Escobar ; Forrest Lundgren Subject: Proposed University of North Georgia Student Housing Project TIA

Good Afternoon: I am writing in regard to a proposed development with a client for the construction of a student housing complex to be located east of the University of North Georgia near Tumbling Creek Road. Before we begin the Traffic Impact Study, we wanted to check with your office to obtain your agreement on the parameters to be used for the traffic study. I have attached a form listing the parameters and the intersections that we are proposing for collecting turning movement counts for analyzing intersection operating conditions.

There are several factors that we wanted to discuss with you, including the availability of any existing recent traffic counts, if you have a preferred annual growth rate for deriving the background traffic volumes, and if there are other nearby projects that should be included in projecting the background traffic.

Additionally, we wanted to inquire about conducting counts during the pandemic (with less than full student attendance). If we can obtain other recent counts to use as a point of comparison with the data that we collect, we can apply adjustment factors to normalize the potentially COVID-affected counts.

Please advise us if you agree with the parameters as proposed and feel free to contact us if you need any additional information on the proposed student housing project.

Thank you,

Will Thompsen Engineering Director J.M. Teague Engineering & Planning 1155 North Main Street Waynesville, NC 28786 828.456.8383 office 763-234-3814 cell www.jmteagueengineering.com From: Scott Puckett (Engineering) To: Patience Stepp Subject: Re: Data Collection Peak Hours Date: Thursday, August 13, 2020 8:06:18 AM

Good morning!

Yep, those times will work fine.

Thanks!

Scott

From: Patience Stepp Sent: Wednesday, August 12, 2020 5:45 PM To: Scott Puckett (Engineering) Subject: Data Collection Peak Hours

CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe.

Hi Scott,

We normally collect the peak hour traffic data 7:00 am to 9:00 am and 4:00 pm to 6:00 pm, is this the standard in Hall County?

Patience Stepp Senior Engineering Technician J.M. Teague Engineering & Planning 1155 North Main Street Waynesville, NC 28786 828.456.8383 www.jmteagueengineering.com Laura Ogletree (Planning)

From: Emily McGahee (Environmental Health) Sent: Thursday, October 22, 2020 1:49 PM To: Laura Ogletree (Planning); Sarah McQuade (Planning) Cc: Chad Harper (Environmental Health); Kelly Hairston (Environmental Health) Subject: HCPC Tentative Agenda 11.2.2020 comments

Categories: Add to File

Please find Environmental Health comments below:

Item 1, 6034 Atlanta Hwy, Atlanta United Motors: An existing system evaluation and/or septic system modification may be required.

Item 2, 5679 Thomas Road, Cain: All proposed lots must meet Hall County Board of Health Lot Size Resolution requirements. A proposed subdivision plat was submitted for review and Environmental Health approved the proposed configuration on 9.25.2020.

Item 3, 5473/5453 Will Wheeler Rd, Nobleza Kennel: Must meet all Environmental Health commercial septic system permitting requirements. Further determination will be made during the civil plan review process. A detailed business plan must be submitted to Hall County Environmental Health for review. Additional items, including, but not limited to: recorded plat, soil evaluation, existing septic system evaluation, and septic system installation/modification may be required after review of business plan.

Item 4, 0 Grand Marina Circle, Cool Springs LLC: No comment. EPD permitted sewage treatment.

Item 5, 2483 Old Cornelia Hwy, Khanna: All proposed lots must meet Hall County Board of Health Lot Size Resolution requirements. Must meet all Environmental Health commercial septic system permitting requirements. Further determination will be made during the civil plan review process. A detailed business plan must be submitted to Hall County Environmental Health for review. Additional items, including, but not limited to: recorded plat, soil evaluation, and septic system installation may be required after review of business plan.

Item 6, 3055 Tumbling Creek Rd, Mallory and Evans: No comment. Gainesville Sewer.

Item 7, 3193 Wallace Road, Rodgriguez: Must meet all Environmental Health residential septic system permitting requirements. Further determination will be made at time of permit application. Additional items, including, but not limited to: existing system evaluation and/or septic system installation/modification, soil evaluation, and site plan may be required.

Item 8, 0 Dahlonega Hwy, Johnston: All proposed lots must meet Hall County Board of Health Lot Size Resolution requirements. A proposed subdivision plat was submitted for review and Environmental Health notified the owner of requirements on September 8, 2020.

Item 9, 2719 Barrett Road, Daniel: All proposed lots must meet Hall County Board of Health Lot Size Resolution requirements. Hall County Environmental Health septic records indicate the septic system may cross the proposed property lines. If the septic system is found to cross the proposed property line, the property line must be adjusted to accommodate the septic system, or the septic system relocated and inspected under a valid permit from our office.

Item 10, 5385 Winder Hwy, Dell Group: All proposed lots must meet Hall County Board of Health Lot Size Resolution requirements.

Item 11, 100 Spring Street, New Holland Parlor: No comment. Public sewer.

Item 12, 1005/1009 Black Drive, Loyd: No comment. Public sewer.

Emily McGahee Hall County Environmental Health Hall County Government Center – 3rd Floor 2875 Browns Bridge Road Mailing: PO Box 5901 Gainesville, GA 30504 (770) 531‐3973 (770) 531‐6767 (fax) http://dph.georgia.gov/environmental‐health (State Website) http://www.phdistrict2.org/HallCounty.htm (District Website) http://www.hallcounty.org/devserv/environmental.asp (County Website & Forms)